ML20090C122
| ML20090C122 | |
| Person / Time | |
|---|---|
| Site: | Satsop |
| Issue date: | 06/30/1984 |
| From: | WASHINGTON PUBLIC POWER SUPPLY SYSTEM |
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| Shared Package | |
| ML20090C118 | List: |
| References | |
| NUDOCS 8407130171 | |
| Download: ML20090C122 (478) | |
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WASHINGTON PUBLIC POWER SUPPLY SYSTEM WASHINGTON NUCLEAR PROJECT N0. 3 SEISMIC DYNAMIC ANALYSIS C0WARIS0N OF FINITE BOUNDARIES APPROACH AND HALF-SPACE APPROACH O
JUNE 1984 8407130171 840627 -
CONTENTS ing PAGE ic-int
.I. INTRODUCTION 1 lon 1se 3 a 31 . PURPOSE AND SCOPE 3I. ELASTIC HALF-SPACE ANALYSIS 4 ,
is-3V. C0K>ARIS0N OF ANALYSIS RESULTS 10 ant for I V. CONCLUSIONS 12 ac-I DI. REFERENCES 13 t
TABLES 1 THRU 6 in ,
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r I. INTRODUCTION (CONT'D)
The revised NRC Standard Review Plan (NUREG-0800) no longer contains the detailed guidelines for establishing the seismic input previously given in NUREG-75/087. Moreover, NUREG-0800 now requires that the design response spectra / design time histories be applied at the foun- ,
dation level and that both the half-space and finite boundary approaches be used in implementing the soil-structure interaction analysis.
i The staff has now indicated that the reduction in the spectral accel-eration (over 35 percent near 10 Hz) in the free field response spec- ,
trum at the foundation level (FSAR Figure 3.7.A-4) as compared to the l full design response spectrum would not be expected for a rock site. ;
Also the use of the finite element approach alone for the seismic ,
t design basis was questioned, As stated in NRC Structural Audit Finding No.1, the staff requires that the recomendations of NUREG-0800 be followed. Specifically, the staff requires that either an elastic half-space or fixed-base analy-sis be performed to confirm the finite element analysis employed. In either case, the full design response spectra / design time histories are to be applied at the foundation level.
Consequently, an elastic half-space analysis was chosen to provide a comparison with the WNP-3 seismic design. This report presents details of the analysis and comparison.
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II. PURPOSE AND SCOPE The purpose of this report is to provide a comparison of the WNP-3 seismic analysis, as described in Section 3.7 of the FSAR, with that based on an elastic half-space approach as requested by the NRC fol-lowing the OL review and the Structural Audit.
An elastic half-space analysis was performed for each of the three orthogonal directions (horizontal N-S, horizontal E-W, and vertical) separately in order to provide one-to-one comparison with the WNP-3 design basis. Only the Safe Shutdown Earthquake (SSE) was used in the half-space analysis for comparison. Two percent damping was selected for the comparison since it results in worst case spectral accelerations.
The half-space analysis model for each direction included a lumped mass, cantilever representation of each of the following Category I structures on the common mat:
A. Reactor Auxiliary Building B. Shield Building C. Steel Containment Vessel D. Internal Structures including the Reactor Coolant System (RCS)
Components Seismic information generated from the half-space analysis for compar-ison purposes included the natural frequencies, mode shapes, the maxi-mum mass point accelerations and the floor response spectra. A summary comparison is presented for representative mass points in each structure.
O III. ELASTIC HALF-SPACE ANALYSIS Mathematical Models The mathematical modeling for the elastic half-space analysis is based on the lumped parameter method commonly known as the stick and spring '
method. Three models, two horizontal and one vertical, are con- ,
structed to allow a separate two-dimensional analysis for each direc-tion as was previously done in developing the WNP-3 seismic design.
In each model, the f.AB, Shield Building, Steel Containment Vessel and Internal Structures with the RCS are each represented by the same lumped mass cantilever previously constructed for the finite element '
analysis. To account for structure-foundation interaction, equivalent springs and viscous dashpots are provided at the rock-structure inter-faces. The half-space models constructed in this manner are shown in Figures 1, 2 and 3 for the horizontal N-S, horizontal E-W and vertical respectively. The RCS components which form a part of the internal structures model are omitted from Figures 1, 2 and 3 for clarity.
They are shown in Figures 4, 5 and 6 (FSAR Figures 3.7.2-3, 3.7.2-4 and3.7.2-5).
Equivalent springs are used to account for two major sources of interaction; the half-spa.ce and the embedment. In calculating the equivalent springs and damping to obtain the half-space effects, the formulas presented in Reference (1) for rigid rectangular footing are used. ,
The formulas for spring constants used for the half-space effects are:
MOTION SPRING CONSTANT Vertical Ky - G szJ4cd 1-u
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Horizontal Kh=4(1+u)Gsxfc'd Rocking K6 = G sd 8 cd2 1-u Where ,G = Shear Modulus of the foundation rock = 400 ksi u- Poisson's ratio of the foundation rock = 0.35 2c = Width of the foundation perpendicular to the plane of l
motion 2d = Length of the foundation in the plane of motion l
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III. ELASTIC HALF-SPACE ANALYSIS (CONT'0)
Mathematical Models (Cont'd) sz, ex, 86 are coefficients that vary with d/c as given in Reference I (1).
The numerical values of spring constants for the half-space effects using the WNP-3 site specific parameters are as follows MOTION SPRING CONSTANT Vertical Ky = 5.79 x 10 7 k/ft Horizontal Kh = 4.59 x 107 k/ft 4 Rocking j
- 1) N-S Direction Kg = 1.269 x 10 12 k-ft/ rad l l
- 2) E-W Direction K6 - 1.220 x 1012 k-ft/ rad :
2 The dashpots of the lumped system representing the damping of the foundation rock consist of two types: one introduced by the loss of energy through propagation of seismic waves away from the footing known as " Geometric Damping" or " Radiation Damping", and the other associated with internal energy losses known as " Material Oamping". j These two types of damping are assumed additive in the analysis.
To ensure that excessive damping is not used, the theoretical radia- :
tion damping calculated from the formulas given in Reference (1) is reduced following the guidelines of Reference (2) as follows: r RADIATION DA W ING AS PERCENT MOTION OF THEORETICAL VALUES Horizontal 75 percent ,
Vertical 75 percent '
- Rotational 100 percent ,
The following are the formulas used in calculating the theoretical '
i values of radiation damping for rigid rectangular footing:
RADIATION MASS (INERTIA) EQUIVALENT ,
MOTION DAW ING RATIO RATIO RADIUS (RO ) l 1
Vertical 0.425 sz = (1-u) m r =@ ;
{
W 4 pr g3 5
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III. ELASTIC HALF-SPACE ANALYSIS (CONT'D)
Mathematical Models (Cont'd)
RADIATION MASS (INERTIA) EQUIVALENT MOTION DAW ING RATIO RATIO RADIUS (r0)
Horizontal 0.288 ax = (7 - 8u) m r =@
& 32 (1-u) or g3
- 3 Rocking 0.15 86 - 3 (1-v) 16 r 0 =g16cd (1+s)K g 8 or ,5 3, The theoretical values for the radiation damping ratio using the WNP-3 site specific parameters are as follows:
MOTION RADIATION DAWING RATIO Vertical 0.974 Horizontal 0.592 Rocking
- 1) N-S Direction 0.397
- 2) E-W Direction 0.385 The material (internal) damping of the foundation rock at the WNP-3 site has been shown to vary only .311ghtly with respect to shear strain in the range of interest. Therefore, an average damping ratio of 0.025 for the SSE condition (FSAR Section 3.7.2.4.2) is used. The final damping values use.d in connection with the equivalent springs at the foundation mat is the sum of the reduced radiation damping and the average material damping of the rock as given below:
MOTION FINAL DAWING RATIO Vertical 0.755 Horizontal 0.468 Rocking
- 1) N-S Direction 0.421 ,
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- 2) E-W Direction 0.409 i
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III. ELASTIC HALF-SPACE ANALYSIS (CONT'D)
Mathematical Models (Cont'd)
In addition to the equivalent springs that represent the half-space, those which account for embedment effects must also be considered since the foundation mat is deeply embedded, according to the defini-tion of Section 3.7.2 of NUREG-75/087, when the ratio of the embedment depth to the least base dimension is greater than 0.15. In the pre-sent case, this ratio is 64 = 0.21.
297 The equivalent springs for embedment effects are ddtermined by employ-ing a finite element method of static analysis. The finite element model utilized in the- analysis .is shown_ in F.igure_7.... The extent of
_ the rock. is determined by increasing the number.of_e.lements until the change in displacement .at the rock-structure , interfaces becomes
_ . insignificant.
_ _ In the analysis _.for . horizontal bearing springs...for embedment effects, the following assumptions are made:
. A. Effective . interactions. occur at..the levels of. the RAB floors at
. Mass Points. 62, 2_7. and_26 of_. the-.RAB_ cantilever corresponding to
._. . Node Points 85,. 3 and. 5 in..the rock. model respectively.
. ..B. . The top 6-ft .of the rock _is .not_ considered. effective.in the rock-structure interaction.
C. The rock nodes at the base of the mat (el. 326.0 f t) are con-strained in all degrees of freedom in order to isolate the emoed-ment effects from the half-space effects when a load is applied at the vertical interface.
A unit horizontal load is then applied at Node Points 85, 3 and 5 sep-arately to obtain nodal displacements using the STARDYNE computer code. Assuming that an equivalent horizontal spring exists at noces 85, 3 and 5 which connect the RAB exterior wall and the rock, applica-tion of the equilibrium condition of horizontal forces under each unit load condition gives rise to three (3) independent equilibrium equa-tions for the wall-spring system as follows:
iE 7 Where T = 3 x 3 displacement matrix E - equivalent springs T = unit load .
III. ELASTIC HALF-SPACE ANALYSIS (CONT'D)
Mathematical Models (Cont'd) i i The equivalent horizontal bearing springs can be determined uniquely by solving these equations simultaneously. ,.
! In the analysis for the vertical shearing springs for embedment effects, the additional assumption is made that, the RAB exterior walls are in contact with the surrounding rock at all times since the walls were constructed by placing concrete directly against the vertically excavated rock faces. The shearing resistance at the rock-wall interface is considered fully effective. ,
The equivalent vertical shearing springs at Nodes 85, 3 and 5 are determined in the same manner as in the horizontal case as described above. The equivalent rocking spring, lumped at the center of the basemat for embedment effects, is determined by calculating the sum of the moments about the center of the mat of the vertical shearing spring forces induced by a small rotation (rocking) of the RAB basemat. .
i The numerical values of the equivalent springs for embedment effects -
are as follows:
SPRING CONSTANT - EMBEDENT (K/FT) l MASS POINT N-S E-W VERTICAL 26 0.608 x 107 0.627 x 107 1.778 x 107 27 0.955 x 107 1.000 x 107 5.256 x 107 62 4.307 x 107 4.479 x 107 21.660 x 107 The rocking springs are calculated to be 3.447 x 1012 and 3.185 x 1012 K-ft/ rad for the N-S and E-W directions, respectively.
t For the dashpots associated with the springs at mass Points 26 and 27, only the material damping of the rock is considered. The spring con-stants at Mass Point 62, which represent the center of the foundation mat, are then added linearly to those calculated for the half-space to !
obtain the final equivalent spring constants for the lumped system as shown in Figures 1, 2 and 3.
Seismic Dynamic Analysis The seismic dynamic analysis of the elastic half-space models was per-formert using the time-history, modal superposition method. The NASTRAN computer code as previously used in the finite element analy-sis is employed in the current analysis.
III. ELASTIC HALF-SPACE ANALYSIS (CONT'D)
Seismic Dynamic Analysis (Cont'd)
The following assumptions are made in the analysis: ,
A. The design time-histories that conform to R.G.1.60 as shown in FSAR Figure 3.7.1-7 and 3.7.1-13 are applied at the foundation level of the structure as required in NUREG-0800. This is in con-trast to the previous finite element analysis in which the design time histories were defined at the plant grade.
B. A two-dimensional analysis is made for each of the three models, ,
the N-S, E-W and Vertical, separately to obtain responses l ccmparable with the finite element results. [
t C. The analysis employs the modal superposition approach in which a !
total of 23 modes with modal frequencies up to 33 cps is included. l D. The composite modal damping ratio is limited to 0.20 as the upper :
bound for all modes in all three directional analyses, following l the guidelines of Reference (2). ;
I The analysis results generated for comparison consist of the following:
A. The natural frequencies and mode shapes of each structure. f
- 8. The maximum acceleration at all mass points.
C. The floor response spectra for all mass points.
The comparison is presented for representative points on the [
structures.
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IV. COMPARISON OF ANALYSIS RESULTS ;
Natural Frequencies The comparison of natural frequencies of the structures is presented in Tables 1, 2 and 3 for the N-S, E-W and vertical excitations respec-tively. It is evident that there is a close correlation.
Building Accelerations The comparison of the maximum building accelerations is made for the top, mid-point and the base of each structure and is presented in Tables 4, 5 and 6 for the N-S, E-W and the vertical excitations ;
respectively. The maximum accelerations in both the N-S and E-W ;
directions obtained from the half-space approach are slightly lower than the finite element results except for the containment vessel for ,
which increases up to 29 percent occurred. In the vertical direction, the half-space results are generally higher than the previous results. An increase of up to 53 percent occurred for the containment vessel. A review of the Containment Vessel Stress Report has shown that stresses remain within allowables in spite of these increases.
Floor Response Spectra The comparison of floor response spectra is made for the upper-most mass point of each structure for 2 percent damping in each direction.
Three (3) sets of response spectrum plots are generated for each mass point in each direction. Set 1 plots the response spectra from the previous finite element analysis on the same scale as the current analysis to facilitate comparison; Set 2 represents the response spectra generated from the current half-space analysis; and Set 3 re-plots set I with spectrum peaks broadened by ~+ 10 percent. Sets 2 and 3 of the plots are shown for each mass point which provides a com-parison of the WNP-3 design basis with the half-space approach. For information purposes, Sets 1 and 3 for mass point 23 of the RAB is shown in Figure 138.
The mass points for which response spectra are provided for comparison are identified as follows:
FIGURE BUILDING MASS PT. NUMBER
- N-S E-W VERTICAL Shield Building 1 8 9 10 RAB 23 11 12 13-A, 13-B
(
. = _ _ _ ___
P IV. C0WARISON OF ANALYSIS RESULTS Floor Response Spectra (Cont'd)
FIGURE MASS PT. NUMBER
- N-S E-W VERTICAL BUILDING 31 14 15 16 Containment Vessel 51 17 18 19 Internal Structures ,
62 20 21 22 Base Mat 82 23 24 25 Steam Generator RPV Support 146 26 27 28 t
- Top mass points from each structure were selected since these represent worst case spectral accelerations.
The comparison of the response spectra as shown in Figures 8 through 28 indicates that a good correlation exists between the two analytical !
techniques. Some differences can be identified for the RAB horizontal and the containment vessel vertical spectra.
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V. CONCLUSION A. An overall comparison of the analysis results indicates that the half-space approach correlates well with the finite element approach employed in the WNP-3 seismic design. Differences occur-red only in limited cases. The comparison of building accelera-tions, and a review of the containment vessel stress report, indi-cates that the integrity of the structures are not adversely affected by the half-space analysis results.
B. The WNP-3 design basis floor response spectra generally enveloped those developed from the current half-space approach.
The differences in response spectra at or near the base of the structure are believed attributable to the difference in elevation at which the design time-histories for the SSE are applied; at the plant grade in the finite element analysis vs at the foundation -
level in the elastic half-space analysis.
C. The WNP-3 foundation mat for the major Category I structures is deeply embedded. A simple fixed-base approach or elastic half-space approach alone cannot be relied upon to adequately represent the behavior of the embedded structures under consideration.
The embedment effects have been found to be significant and must be considered in addition to the half-space effects.
The finite element approach employed in the WNP-3 seismic design adequately accounted for such embedment effects.
Application of the design response spectra / control motion at the plant grade, as implemented in the WNP-3 seismic design, is believed valid because the historical earthquake records which formed the basis of the R.G.1.60 design response spectra were measured at or near the ground surface. The same conclusion is also expressed in the SSMRP (Seismic Safety Margins Research Program) report in Reference (3) which concludes in part that free-field time histories on the surface of the soil remain a viable description of the seismic input.
The WNP-3 seismic design which employed valid seismic input and analy-sis methodologies constitutes an acceptable design basis for Category i
I structures, systems and components to withstand the effects of the SSE.
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REFERENCES (1) F. E. Richart, Jr., J. R. Hall, Jr. and R. D. Woods, Vibration of Soils and Foundations, Prentice Hall, New Jersey,1970.
(2) R. C. Murray, T. A. Nelson, S. M. Ma and J. D. Stevenson, Seismic Review of the Oyster Creek Nuclear Power Plant as Part of the Systematic Evaluation Program, Appendix C, SSRT Guidelines for SEP Soil-Structure Interaction Review, NUREG/CR-1981, UCRL-53018.
(3) J. J. Johnson, G. L. Goudreau, S. E. Bumpus and 0. R. Maslenikov, Seismic Safety Margin Research Program, Phase I Final Report -
Seismic Methodology Analysis Chain with Statistics (Project VIII), NUREG/CR-2015, Volume 9, UCRL-53021, Volume 9.
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9 TABLE 1 COMPARISON OF NATURAL FREQUENCIES - MAJOR CATEGORY I STRUCTURES .
ON CO MON MAT, HORIZONTAL (N-S)
MODE NtMBER FREQUENCY (CPS)
FINITE ELEMENT HALF-SPACE FINITE ELEMENT HALF-SPACE REMARK 6 2 3.51 3.49 lst Mode of Shield Building 16 3 5.92 5.90 1st Mode of Containment Vessel 21 4 7.23 7.27 1st Mode of Reactor Auxiliary Building 45 5 10.68 10.27 1st Mode of Internal Structure with RCS 46 6 10.81 10.88 2nd Mode of Shield Building f 57 7 11.74 11.34 2nd Mode of Reactor Auxiliary Building l
4 127 11 17.54 17.38 2nd Mode of Containment Vessel I 169 13 20.10 20.15 3rd Mode of Shield Building 170 23 20.23 31.90 Highest Mode Considered
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i TABLE 2 COMPARISON OF NATURAL FREQE NCIES - MAJOR CATEGORY I STRUCTURES ,
ON COMON MAT, HORIZONTAL (E-W)
)
MODE MlMBER FREQENCY (CPS) l FINITE ELEMENT HALF-SPACE FINITE ELEENT HALF-SPACE REMARK i
i 9 2 3.51 3.49 1st Mode of Shield Building f
14 3 5.98 5.95 1st Mode of Containment Vessel i 18 4 6.93 7.10 1st Mode of Reactor Auxiliary Building i
! 38 5 10.82 10.41 2nd Mode of Shield Building 1
l 41 6 11.14 11.02 2nd Mode of Reactor Auxiliary Building 1st Mode of Internal Structure with RCS i 48 8 12.07 12.26 98 13 17.43 17.91- 2nd Mode of Containment Vessel *
! 128 16 19.94 21.21 3rd Mode of Reactor Auxiliary Building i
131 15 20.10 20.13 3rd Mode of Shield Building i 170 23 22.85 28.31 Highest Mode Considered
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TABLE 3 -
COMPARISON OF NATURAL FREQUENCIES - MAJOR CATEGORY !- STRUCTURES ,
- ON COMDN MAT, VERTICAL MDDE MlMBER _FP.EQUENCY (CPS)
FINITE ELEENT HALF-SPACE FINITE ELEENT HALF-SP.4CE REMARK ,
28 2 10.76 10.60 ,
1st Mode of Shield Building 64 3 17.12 16.00 1st Mode of Reactor Auxiliary th!ilding 68 4 17.78 17.83 1st Mode of Containment Vessel 85 5 21.46 21.34 1st Mode of Internal Structure with RCS 137 9 32.24 32.48 2nd Mode of Shield Building i
170 -23 39.76 110.50 Highest Mode Considered -
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TABLE 4 COMPARISON OF MAXIMUM ACCELERATIONS - MAJOR CATEGORY I STRUCTURES ,
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, ON-COMMON MAT, HORIZONTAL (N-S) SSE EXIMUM- ACCELERATION (g)-
MASS NtMBER HEIGHT AB0VE M4T (FT) FINITE E'_EENT HALF-SPACE STRUCTURE l
Shield Building 1 270.80 1.55 1.30 7 14 0.50 .92 .71 12 16.00 .41 45 l
Reactor Auxiliary Building 23 139.00 .93 .88 25 81.50 .69 .67 27 26.50 .41 .48 Containment Vessel 31 260.52 2.15 2.24 37 148.00 .87 .87 41 37.00 .41 .4.7 Internal Structure 51 120.00 .92 .87 54 60.00 .53 .53 61 .00 .40 .43 1
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, COMPARISON 0F MXIMUM ACCEdERATIONS - p CATEGORY I STRUCTURES ,
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TABLE 6 COMPARISON OF MXIMUM ACCELERATIONS - MAJOR CATEGORY I STRUCTURES .
ON COMMON MAT, VERTICAL SSE EXIMUM ACCELERATION (g) _
STRUCTURE MASS NUMBER HEIGHT AB0VE M T (FT) FINITE ELEENT HALF-SPACE Shield Building 1 270.80 .91 1.03 7 140.50 .68 .74 12 16.00 .26 .28 Reactor Auxiliary Building 23 139.00 .46 .42 25 81.50 .36 .35
! 27 26.50 .25 .30 Containment Vessel 31 260.52 .43 .59 37 148.00 .26 .40 37.00 .30 41 .26 l
Internal Structure 120.00 .27 .35 51 54 60.00 .26 .33
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AUDIT FINDING NO. 5 The applicants connitment in the FSAR was to use a 30 second duration earth-quake. However, in the examination of the detailed calculations, it was found that the time history had been truncated to 20 seconds in horizontal direction. It is, therefore, necessary that the applicant:
a) verify that the response spectra developed from the time-history used in the design still envelopes the ground rcsponse spectra used for the plant.
b) verify that time-history is baseline corrected in truncated form.
RESPONSE TO FINDING NO. 5 a) It has been re-verified that the response spectra generated from the 20-second and 30-second ground time-histories for the SSE in the horizon-tal direction are identical as shown in the attached spectra plots and printouts except for some insignificant reduction at f = 0.60, 0.75 and 0.80 cps. Also as shown, the response spectrum developed from the 20-second time-history used in the design still envelopes the design response spectrum of RG 1.60.
b) The attached study indicates that the response spectra developed from the baseline corrected time-history also envelop the design response spectra of RG 1.60 (i.e., they are practically tne same as time-history used in the design).
This item is considered closed.
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l AUDIT FINDING NO. 8 Applicant indicated that the depth and width of the finite element model of l the rock used in the analysis for earthquake was based on a sensitivity analysis. This sensitivity analysis was said to have shown that the size of !
the rock model would not produce any change in results. However, the sensi- ;
tivity analysis could not be found and therefore was not examined. Ebasco should forward the sensitivity analysis to the staff when it is located. [
Applicant's Preliminary Response to Finding No. 8 ,
The Supply System will provide the requested sensitivity analysis as part of l the Response to Finding 1.
l This item is considered closed.
SGEB Staff Discussion The staff considers that the sensitivity analysis to determine the size of the finite element model is an integral part of the soil / rock structure interaction analysis the results of which were discussed in Audit Finding 1.
Therefore, assuming that an acceptable confirmatory seismic analysis will be l performed, it is agreed that the staff need not review the missing sensitivi-ty analysis, and therefore this item can be considered closed.
RESPONSE TO FINDING NO. 8 l The results of the sensitivity analysis that was used to establish the finite element model for the seismic dynamic analysis are contained in the attached paper titled " Seismic Dynamic Parametric Study on Finite Element Model of '
Nuclear Power Plan Facility". This paper was presented at the International ,
Symposium on Earthquake Structural Engineering in St. Louis in August 1976.
It should be noted that the parametric study was completed prior to the Cost ;
Reduction Program which was conducted in 1975 and resulted in reduction of '
overall building dimensions originally established. For example, the common ,
mat was reduced to 310 ft x 298 ft x 9 ft from 340 ft x 340 ft x 12 ft.
Nevertheless, the conclusions derived from the sensitivity analysis remain unchanged.
This item is considered closed.
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HORI2ONTAL RESPONSE AT MAT 1 N R.C. S.S* = **~ 1
(, CRITERIA MOTION AT MAT, 7", DAMPING) g7 pg l 0 , . . i i i i . . . . i ,
f 2. S 45G 8 IO 20 30 40 50 FREQUENCY C H2) 1 RG 4 DEPTH VARIATION l AFS
/ c/ /f IN122 NATIONAL SYMPOSIUM ON EARTHQUAEE STRUCIURAL ENGDtEERTNG
. St. Louis, Missouri -
i August 19 - 21,.1976 .
l SEISMIC UTMAMIC P.UtAMETRIC STUDY !
i ON rwm ELEMENT MODEL OF NUCIZAR POWER PIANT PACILITT l t
J g mummICE l
. Senior Engineer i Ehesco Services, Inc. -
Simmenzr j i j
. , This paper presenta the steps taken to establish a finite, element ,
model for the. seismic dynamic analysis of a ane1==e power plant facility i embedded 72 ft (25 m.) in, a sandstone site. A parametric study was under-
- l takaa to esta*a lish tha exsans. of the- rock to be ine1aded in the modal, as l well as the distributies angl. number of dynamic degrees of freedom, p The responses of the structures in several models 'of different widthe
( and depths of rock vers - .-2.d, and it was found that only small diffu-
. emces uma.: exhibited, when tha lateral bonadarias were taken 940, 1440 and !
1940 ft apart (290, 440 and 590 m, equivalent to about 3W, 4W, and 5%W. j uhers W is the width of the base). When the depth was increased from j 570 ft to 570 ft (113 to 175 m), small reduculous in the peak responses ,
ween obtainred. As a result of this study A_m_ edeLwithJacaral .boundarias ;
1AAD fe.(440 m),apartu and of a 570 fe 0.75.al deoth_was .adogted for the '
analysis, i i
. Rock inodels without_geg!!stures_wera_develog_ed .to est.ablish. _tha. effect cf the distribution of dynamic degrees of. freedom, and it wcs found that in order to s.p Muse the c.riterion acceleration time history at grade, a gnifora.. distribution, of d.ynamic.. degrees _.gf_freedan,had. en be_mainenined
, throughout the rock, especially for vertical excitation.
l The- resulting model, adopted for the analysis, reenin=d 486 uniformly spaced dynamic degrees of freedom.and 204 Eigenvectors in order to obtain responses up to the L.qq range of 20 - 30 Hsi. The responses 595 ft (180 m) from the centerline of the plant showed that the rock-structure interactica effects wera still present. This parametric study suggests
' that the boundary does not necessarily have to be placed outside the in-
.gerestion- region, in order to obtain sufficiently accurate responses for the design of this particular plant.
1 In all of the above analyses, the.. normal.md= S
- W was_.used, sinca .
it was established that for this parthi~ rock sita, tb d=ning ratio j and the shear modulus was almost constant in. ths. strain :nnge of.intarest. t
. \
! .t-cheti: .
Finite element models have been used by several invastigators for the seismic analysis of nuclear power plants deeply embedded in soil (Reference 1). One of the problems encountered has been the determina-tion of the. size of the model to adequacly represent the practically semi-infinite soil. In order to perform the analysis economically, a sufficient amount of soil should be modeled to obtain reasonably accurate responses for the design of the plant. If the boundaries are placed too close to the plant, the responses of the structures are adversly affected .
by the distortions of the ground motions, and by the lack, of material to l absorb energy by damping. .Ag_ac_ceggable..ch. ele an the adea_umev of cha sig, <
of the modal is_to_computa whetkee the_. san-acrus.ture interaction .sifas.t2 '
have disappeared.near.f.he_hounda u.. Seed et al. (Raf.1) found that for clay or sandy sites, where the material damping has been relatively high, free-field motions are developed within a distance of 400-500 ft (120 -
150m.) from the planc. However, for a site where the meterial damping is low, such as the present site, the interaction effects are felt a consid-erabia distance away, suggesting that the model would be too large for j
current competer programs .
In order to overcome this difficulty a parametric study was under--
taken to deterufne the variation in plant response with increasing size of model. .
l Sicca the models inherently contain a large number of dynamic degrees-l of freedom (1 horizontal and L vertical at each grid-point) a condensation P has to be performed in order to reduce the problem to a size that can be managed by tha current computer progress.
In the present investigation p rock models without structures were developed in order to determine the effects of sw aa== tion.,
Descriotion of the Plant ,
the plant is situated in a region subjected to earthquakes of Inten-sity VII on the modified Mercali Intensity Scale of 1931. Tha ==w4 ===
horizontal ground acceleration is established to be 32 percent of gravity by Seismological investigations. The rock, which exists from grade to a depth of abouc 5000 ft (1500m.) is a fresh-weathered sandstone with a shear-wave velocity in the range of 3000 to 4300 feet per second, (900 to 1300s/s) and a material damping of 2 to 2.4 percent of critical as deter-mined by laboratory and in-situ testing. The plant studied and reported ;
' on herein is embedded 72 feet (25m.) in the rock; a common met 340 feet (100m.) square in plan and 12 feet (3.7m.) thick. supports the internal structure, the containment vessel, the Shield. Building, and the Reactor Auxiliary / Fuel Handling Building (Figure 1). The buildings are arranged concentrically abour the internal structure, with the Reactor Auxiliary Building on the outside. The ratio of the embedmont to the least-base dimension is 21 percent, and to the height of the outer shear walls is
.4L perce'nt. This design has been dictated.by the unusually large sliding forces and overturning moment produced by the postulated safe Shut-down Farthquake. 2 -
- g. -
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- - - - . - .. . _ . _ _ _ - - ~. _. - - . __ _. . - . - - - - --
Finite Element Mrdnis ;
't The modals dcvalepsd for the persmetric study cro summarized in l N l
,_ Tdblo 1. A typical finita olement modal in shown in Figure 2.
l buildings are modeled as beam elements, and the rock as two-dimensional l plcin-strain elements. Since the models are two-dimensional, three Two horizontal, models are used ,co seismically analyze the structures:
fc11owing East / West and North / South directions, and one vertical model. l In this particular scudy, there were two nuclear power plants, side by l side, in the East /k'cet direction, therefore, only half of the sita was l modoled, a center line being established half-way between the models. l In a typical model there are about 1,200 grid points, 68 elements, and about 1100 membrane elementa representing the sandstone. For accuracy l the h=4ghe of the membrana element is nada equal to 1/8 of the wave -
f length of a vertically propagating shear wave, having a frequency of i 33 Es (Ref. 1). In the present project, frequencies up to 20 - 33 Hs
- were of interest for the design of the structures and equipment.. For l l
escuracy, the width of',the membrane element is kept equal to not more j then five times the height of the element.
(
Width Sendy .
I 4
l In the first three models studied, the side boundaries were estab- l Itched. 300, 550, and.800 feet (90, 170 and 240s.) away from the external j l j walls. The depth was kept constane at 500. feet (150s) below the mat, and t 75 to 99 dynamin degrees of freedom vara used (Table 1).
~
The criterion earthquake time history was an artificial time history P developed to match the criterion response as defined by the U S Nuclear- The cri-L Regulatory Commission in Regulatory Guide 1.60 of October 1973.
tarion eas.:.F.eka time history was applied. at the base of the models.
- 4. be - from rigore 3 e.1.w.s of th. .erro..se modet '
were only slightly h4 t h=- than those of the other two models, which One can postulate that for this par-were practically indistinguishable.
tiaular sendstone site a model with lateral boundaries 1440 ft (440s.) l apart would be adequate.
The responsee in Figure 3 were practically constant for frequencies greater than 6 Ha althmh it was expected that there should be a gradual ;
decrease in acceleration with increasing frequency since the input time hictory exhibited that trend. On ==Mancion of the rock modes, it was l
found that there were no rock modes at frequencies greater than 6It Hz.,
was thereby producing a filtering effect on the' input cias history.
determined therefore to increase the number of dynsmic degrees of freedom to cbtain rock modes- at least up to the frequency range of 20-30 Hz.
I Death Study .
. l i
For the Depth variation Study, the width of the model was kept con-ctant at 1440 feet (440s.), and the depth was varied fran 370 to 570 feet (113 to 175m.). In these modela the number of dynamic degrees of freedom was i facreased from 87 to 350 in order to increase the range of responses, and a.
The criterion 3 l
{,,deconvolutedtimehistorywasusedatthebaseoftherock. i AP ;
O
% - = - - - , , - - , _ . . _ _ _ . . . _ _ _ _ _ _ _ _ _ _
tima'hhcory was ages.wl ::o cet et the f:undati:n Irni, =d 2 vsve p-o-j pagation progr:na was ured to obtain the motions cc tha basa icvol (Refsr-ence 2).- Figure 4 shows that by increasing the D.D.O.F.'s to 350, the r 4 of responseF was increased to the required 33 Hz, and that the shal-lower model exhibited only slightly higher responses at the mat than the deeper model, It was therefore decided that an even deeper model would ,
not produce any further significant differences, and the 570 ft (175m.)
depth was chosen for the final analysis ,
Both models.'embibited cha highest mat responses at about 13 Hz.
Ptnetbar amm=4nmelan o'f the resnits showed that the incarnal structure exhibited. accelerations as high as 15 s's, and, it was felt that these- l insmits: were unr==-=hla Seed at.al (Esference 1) reported that i unrealistic responsa vaines can occur because of the specification of l impossible control motion at a key location, such as the mat elevation. 1
!. sh refore,1. as modets used for the anal analysis, as crit.rfon l motisa uns assumed at grade. This is now reflected in the U. 3. Nuclear l
Es== =*ary Canaission's M *=*ia, as da M aad in the Standard Eaview Flan, i
.Rane 1975 .
o I
i Dynamic Dearwer of Freedour I
- In thisr study the purpose was to de*==4a= vbether the numb'er and i distribution of dyn==fe degrees of freedom (D.D.0..F.) in the model with l c depth of 570 ft. (175m) una reasonable. In that model, in an attempt
, to utilise the ===47 == DJ.0.F ta available in the program to the best l
l autant, a non-anifom distribution had, been adopted, with a highar con-caseme4aa under the structures than further ammy in the free field. l Ttse. rock models, without structuras, but with tha same distribution of i i
n.D.O.F.'s.were used in order to see whether the criterion time-history '
, spostra at grada could be reproduced by the models (Table 1). j l f As can be seen in Figure 5, tha horisontal response spectrum at grade i
. oorresponda fairly closely to the criterion spectrum and even more closely l to the results of the wave propagation program. N spectrina of the arti- .!
i fisial time history uma omitted for the sake of clarity because it closely l
=a**h== that of the wave propagation program. However, for the vertical l
. response spectrum (Figure 6) the match is poor, india =png that the non- ..
unifom distribution of D.D.O.F.'s tends to amplify cartain frequencies l and attenuata others. An examination of the natural frequencies of the l j
l rock model shows that the non-unifo m distribution tends to introduce l
modes of greater participation at certain frequencies, producing the peaks, ;
and e14=4aation of mode's at other u.p=ncias, producing valleys. The [
l model with. a uniform distribution ofIt D.D.Q.F.'s shows that the l to criterion spostrum use reproduced at grada was resolved therefore, keep the l distributica unifom for the final analysis, thereby requiring more i l
than 350 D.D.O.F'.'s.to be retained in the analysis.
- , l For the final analysis, 486 dynamic degrees of freedom were tased for l.
the North / South model, and 405 degrees were used for the East / West modal, i cince it was narrower as. a result of the center line between the two '
units. The results for the horizontal and vertical model are shown in Fignres 7,. 8, and 9. Far from the plant, at grada, there is fairly good 4
- oorzelation with the criteria response except that the inceraction effects 1
- wara still precent probsbly dus to the low material damping. Spactral mapliiicacions of cne ordsr of 2 occur ac abzuc 3 iiz, wnica happens to bo j
. the natural frtquency of ths largsst building (Raactor Auxiliary Build- l r ing). The horizontal North / South and East / West responses are slightly ,
different probably partially due to the structure - structure interaction }
cffects in the East / West model.
- 1 In all of the analyses, the normal mode method was used, without iteration for changes in rock properties with strain, since it was estaba i linhad by laboratory and site tests that tha shear modulus only changed !
10 per cent, and that the damping changed from 1 to 3 per cent in the l ctrnin range of .0001 to .01. -
t t
Conclusions .
i For' sites where the material damping is extremely low, the normal f
. spidelines for establishing the extent of the site to be included in [
the model produce models that are too large for enrrent computer pro- -
i grams. It is suggested therefore, that parametric studies be under- l taken to establish tha sensitivity of the plant responses to the siza !
cf the undel, in order to build a practicable model. In this study }
it was found that in adequate.models the response at grade far fron l the plant will = mech the control mottaa to the sweent that it is un- !
affected by rocJe - structure interaction.
. l This study asnfirms the findings of Seed et al. (Raference 1) that even at considerable distance away from structures, the motions l
'de not approach the free-field values when the damping ratio is low. l It also conn == that unrealistic responsa values can occur if a broad ,
{ , spectrum ia assumed for critaria motions at the mat depth in the free !
I field. ;
References .
- l
( "
- 1. Seed, R. E., Lysmer, Bueng, R.
i J., l
- l
" Soil structura Interaction analysis for Seismic Response." !
1heimm1 of the Geotechnical Engineering Division, ASCE
, May 1975, volume 101, No. GT-5 ,
- 2. Schnabel, P. B., Lysmar,' J., and Seed, H. E. , " Shake: A ,
Computer Program for Eard2 quake Response Analysis of ;
Borisontally Layered Sitaa."
- e Report No. EERC, 72-12 Earthquaka Engineering Research Center j University of' California, Berkely, California - December 1972 l s
4 E
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4
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T4's1.2 1 :fodel.r. for 7arsancric scudv
. l
> l Modal Width Depth Purpose Applied D.D.O.F. !
of rock of rock time-hiscory (*) .
(ft) (m.) (ft) (m.)
t 1 MO (290) 570 (175) Width variation criterion 75 l 1 1440 (440) 570 (175) horizontal 87 :
3 1 % 0 (590) 570 (175) 99 l 4 1440 (440) 570 (175) Depth variation Deconvoluted (1) 350 l 5 1440 (440) 370 (113) -
horizontal 350 i Deconvoluted (2) i l 6 720 (220) 570 (175) Distribution of Horizontal (3) 174 l
.7 720 (220) 570 (175) D.D.C.F.* Vertical (3) 174 ;
8 390 (120) 570 (175) - -
Vertical (4) 350 l Deconvoluted (2) )
. 9 1440 (440) 570 (175) Final models for Horizontal N-S 486 l 10 1230 (380) 570 (175) Seismic analysis Horizontal E-W 405 l
.11. 1230 (380) 570 (175) of plant Vertical 405 i l
- D.D.C.F. = dynamie degrees of freedom .
(1) Deconvoluted time-history obtained, by asea *g critarion T-R at mat '
(2) Deconvoluted time-history obtained by assuming critazion T-E at grade (3) Non-aniform distribution of D.D.O Y.'s .
> (4) Uniform distribution of D.D.O.F.'s b
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AUDIT FINDING NO. 11 Item 2 was discussed and it was noted that there is a deviation from the pro-cedure outlined in Reg. Guide 1.122 in that the applicant did not peak broad-en the response spectra. The procedure used was to require the individual designer to peak broaden for each problem. While not incorrect, the fact ,
that response spectra were not Deak broadened was not documented in the FSAR. The finding applies to all seismic Category I structures. ,
RESPONSE TO FINDING NO.11 FSAR Section 3.7.2.5 (p. 3.7-19) indicates that the spectra peaks are to be broadened by + 10% by all users. Also, see the response to Q220.22.
This item is considered closed.
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AUDIT FINDING NO. 12 In the NASTRAN computer output for soil structure interaction (SSI) analysis of the Reactor Auxiliary Building (RAB), a value of Poisson's ratio (p) =
0.5385 was used. It was indicated to the reviewer that this was done in
- order to account for conversion from a plane stress problem to a plane strain problem. However, since a value of p > 0.5 is not theoretically possible, further explanation and justification will be required.
RESPONSE TO FINDING N0.12 In the rock-structure interaction analysis using NASTRAN, all rock elements were modeled as membrane elements, triangular or quadrilateral, according to the NASTRAN designation "CTRMEM" or "CQDMEMl". The governing stress-strain relationships for membrane elements are shown in Equations (12) and (13) of Attachment A, excerpted from the NASTRAN Theoretical Manual. It can be seen that these relationships are precisely those used for a two-dimensional plane-stress condition.
Since the problem at hand is a plane-strain problem as far as the foundation rock is concerned, a method of obtaining the plane-strain solution from the plane-stress formulation must be established. This was achieved by determin-ing the modified Poisson's ratio and modulus of elasticity of the rock as shown in Attachment 8.
To verify the correctness of the conversion, the modified values determined in Attachment 8 are substituted into the stress formula for the plane-stress condition. The stresses so obtained are identical to those calculated from the plane-strain formula using the original unmodified values as shown in !
Attachment C.
This item is ccasidered closed. ,
p
A Woch m en+ A .
STRUCTUPAL E!. DENTS RR THE DISPt.ACEMEtt METNCD modulus matrix (G,3 ,
(c} = (Gy(c}. (12)
In NASTRAll materials may be entirely anisotropic so that the. only restriction on (G,3 is that it be symmetrical. The user can also specify isotmpfe seterf ais, in which-case Wp 9 W
e vE CU _
(Gy = kh0 1-9 1-u
. (13) 0 0 G In the case of anisotropic materials. the user speciffes their propertfee with mspect to a perticular orientation, which does not necessarity correspond to the principal axes. The input Ctt for each trf angular element includeF as angle, e, that references Me EEterf aI offestRtfoe . .
axis to the side @. @ of the triangle (see Figure 1). The mate' r f al elastic sedulu matrfx is transfereed into the element elastic medals matriz by c (G,3 *. (U]I(G,3(Ul . (14) 0 cos2 , 39,2, ,,,,,,,,
(U] = sin2, e,,23 -casesinf , (15)
.Zcosesine 2cosesine cost , ,39,28 is the transformation satrf x for the rotation of strain components. .
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= hat (c}(Gy(c}. (16)
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AUDIT FINDING NO. 14 -
GENERAL COMMENT
S Initially there was a concern that the horizontal motion for two nodes in the ,
RCS model were omitted in the NASTRAN computer model for the SSI analysis of t the RAB. Following detailed discussions with NRC staff reviewers and exami-nation of pertinent drawings and records by the reviewer, this particular concern was withdrawn.
AUDIT FINDING NO. 14 In the NASTRAN computer model for SSI analysis, the rocking was omitted for all side interface nodes between rock and structure. The effect of these assumptions should be evaluated. Further explanation should be provided.
RESPONSE TO FINDING NO. 14 In constructing the rock-structure interaction model using NASTRAN, the rock-ing dynamic degrees of freedom were omitted for all interface nodes between the RAB exterior wall and rock, except at the base of the wall, to reduce the number of independent degrees of freedom in the dynamic analysis. This is carried out in NASTRAN through the use of the Guyan .leduction with minimum loss of accuracy.
Omission of the rocking dynamic degree of freedom, the NASTRAN designation "0MIT 6", does not impose rocking constraint to these nodes. Only the dynam-ic participation of these nodes to the dynamic response is neglected. [
Since the rotational mass moments of inertia of these nodes are small, and the fact that the rotational moments of inertia generally has only a second-ary effect on the translational analysis, it can be concluded that the effect of this omission on the dynamic response is negligible. <
l i
This item is considered closed.
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AUDIT FINDING N0. 15 It was 90ted in the specifications that a, soil spring moduli of 500 lbs./in for normal stress and 250 lbs/in for shear stress were used ,
in the foundation structural analysis. How was this value derived? (See i Page E-12 of WPPS 3240.052 S04, Design Specification RAB.) l l
APPLICANT'S PRELIMINARY RESPONSE TO FINDING NO.15 The above concern was already addressed in Supply System Letter G03-82-1085, G. D. Bouchey to G. W. Knighton, dated October 22, 1982; (specifically refer :
to our response to Question 241.10), and G03-83-561, G. D. Bouchey to l G. W. Knightan, dated July 15, 1983 (specifically refer to our response to Quastion241.23). [
In ddition, the computation of Modulus of subgrade reaction for the WNP-3 i Reactor Auxiliary Building mat is attached. [
SGEB STAFF DISCUSSION t
In analytically deriving the values of soil spring moduli, the applic n value of 10 gnt used a shear modulus va'ue of 330 ks' correspondina to stra in/in in his dynam'c shear modu'us vs strain Eurve. A'so, the expression used for modulus determination is indirectly derived from an equation given by Barkan for vibratory loads and for the purpose of machine foundations ,
design. We find that the applicant's use of the subject equation, the assumptions made in utilizing the equation and the resulting value c" the ,
modulus used in MSC/NASTRAN are not properly justified and need furtner substantiation.
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RESPONSE TO SGEB STAFF DISCUSSION (AUDIT FINDING NO.15)
The SGEB Staff Discussion identified three areas which need further substan-tiation. These areas are: a) A shear modulus value of 330 ksi corresponding to strain value of 10-2 in/in, b) use of an equation given by Barkan and c) assumptions and resulting value of modulus used in Nastran. Each of these items are discussed herein with paragraphs a), b) and c) below referring to the areas identified by the staff.
I a) Figure 4.4 from Soil Behavior Under Earthquake Loading Conditions prepared under Subcontract No. 3354 by Shannon and Wilson, Inc. and Abgabian-Jacobsen Associated for the U. S. Atomic Energy Commission, Contract No. W-7405-eng-26 dated January 1972 is attached and indi- !
cates that the applicable strain range.of 1 percent or 10-2 in/in is the correct strain range for static plate bearing tests, which is the standard procedure for obtaining subgrade moduli.
b) The equation we referenced is just another form of the familiar spring constant "kz":
kz=jf ,
BzsflE$i (1) where kz = spring constant G = shear modulus Bz coefficient for rectangular mat = 2.16 ,
= Poisson's ratio .
At 4cd = area of mat Pages 350 & 351 of Vibrations of Soils and Foundation by Richert, Hall & Woods identifies equation (1).
1
R The equation previously referenced is fer subgrade modulus:
ks = 2.16 G . 1 (2) 1 - p QP7C""
The relationship between (1) & (2) is ks=kg/f where A = mat area therefore; ks = G x 2.16- .d"A = 2.16 G . 1 1-p X 1- 6 .
which is equation 2.
c) The 500 pci value used in the static design is a reasonable value as shown in Table 62 from the " Theory of Plates and Shells" by This is a typical value for a good subbase. The 500 pci Timushenko. ~
is conservative since a higher value would mean a more rigid founda-tion and therefore less deflection and smaller moments in the sub-structure. The equations in the attached Pages 10 & 11 in " Beams on Elastic Foundations" by Hetenyi illustrate this point. ;
From the above equations we can also see that the characteristic num- '
c ber )g is associated with the fourth root of ks. Therefore, the sub-structure stresses are not sensitive to a relatively large change in ks.
We believe that the 500 pci value used in the Nastran static analysis program
) is reasonable and conservative.
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O Nefe Roop "of sheer strain denoted es Eart havenes" b. LABORATORY TEt;TS s repeesents en entreme I tenge for mest earthquotes.
"SM-EQ" denotes strains 7 laduced try strong motion 3
-j "
eeringuemee. -
Fig. 4.4 FIELD AND LABORATORY TESTS SHOWING J APPROXIMATE STRAIN RANGES OF TEST PROCEDURES k l
.2 l
L M & in.
o.
T. Q 6 '
P
~ l a CNAP.10 ;
350 comzw encanvass com oveAuscALLY LoAnon PottNoATBoNe I
Individ:W footings but also pennies, evaluados of the best methods for estrapoiadog this infonnanon for use in the design o(prototype foundationa. [
It is the extrapoiados procedure which governs the value of'model-footing tests for design purposes.
Feemedes 8st spring esaments' . The spring coastsat ..pw a linear l
saledos between applied load and -Q'-- - t of the foundation which !
!aplies a linser stress-strain relation for the soil Therefors, it follows that ;
tboory of elandaity can provide use6d formulas for the spring coastants for j footings of simple shapsa. Tables 1413 and 1414 include spring constants '
obseised through the theory of elasticity for ci:cular and rectangular foodags ;
aming en the arfare of the elastic half-spees. These expressions have been obenised for rigid fwtings except fx the case of horizontal modon, for which l i
the sydag osastaat was obeamed by assuming a uniform distribution of ,
sheartag suses os the contact ans and computing the average horizontal !
a:W of this area. These formulas ape-f for situadons corresponding to rigid block or ma: foundations with shallow embedmont. l Table 1013. Spring Cenorans for Rigid Creuler Feesing Resefag on Elesale H !f.5p se ,
Radusens ;
hiesies Spring Consenes I
Vertiest
- Tuneshooke and Goodine (1951) .
g, ,,,1 - e I 3yeroit (1934) aEseteneemt g ,32(1 - r)Gr. -
- 7 - s.
Esskdag 30,8 Berewiska (1943)
'
- 3(1 - ,) Reissaar and $r;, vel (1944) :
Tessies g, . g !
l
(~-4) l Table 1014. Spring Consennes for Rigid Rectangular Foesing Rassing on Elassic Half-Spese l f
Redsremes hGeese $$ Coassent i - .#,G V k.
Barkaa(1962) -
l
- k. = 4(t & e)G#.6J asekaa (1962) leertssessa Re
,. - T- l, N h
. l f
h i
e.
3g6 sec.10.5 daeon+4a4asma vanamo ryrraus 35I The efect of embedcent is to increase the soil resistance to motion of the foundation; thus, dw efectrve spring constant is increased. Figure 1017 illustrates the change in vertical spring constants for circular footings as the depth of embedmont increases. Curve a i.r.ats a rigid footing which adheres to the soil along the vertical surface, thereby developing skin-friction r==emae= to vertical motion of the block as well as developing resistance by pressure on the base. Curve b corresponds appr=i==**8y to the situatica of an embedded foundation which is isolated from the soil along the vertical surthoss. It is included to point out the increase in spring co- at developed, l
only by base pressure applied at diferent depths. The spring constants corre-sponding to curve 6 were obtained from the average settlement produced by '
a uniformly distzibuted load applied at the diferent depths of embedment. !
By comparing the spring constants for curve a (with side adhesion) and curve b (without side adhesion), it is possible to separate the efects of end bearing and skin friction. The information shown in Fig.1017 was prepared by ;
Kaldjian (1969) from a solution of the elasticity problem by the finite-element method.
- The depth of embedment should produce even more sigmlicant efects on the spring constants for rocking and sliding motions of the foundation. :
However, by the end of the 1960s, satisfactory solutions for these problems !
were not known to the writers.
Another efibst which provides a stasening to the spring constant of the -
foundetion is the presence of a rigid boundary beneath an elastic layer. That !
is, a thin elastic layer supported by a rigid base permits a smaller displace-most of a footing for a given load than does the elastic half-space. This was ;
3 . .
. . . . i. 1. 5
_se / i 2d -*f --
2
~
gg "
i.0 e{ E y a
si
- %'"g se
. g t - * * =
.,7..
. -***... 0.3 -
- s. :
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- i O . f . f . f...f f f . f e f.
i i Q
0.1 0.2 0.4 0.6 1.0 & 4 6 8 10 ,
d/c Mgwee 10.l4. Ceemstenes $,. $, and f, for restangwier festings (efter Wheenen end Aknert. IW). l I
l l
t r
i
. l l
4 . .
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lr D .,
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a{ ,
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.Lj.ab;'tdpl>j 1 '
i
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- }1 (=
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ae l g f g! '34 "'
ii L i
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~
ls I --
- fi6 l2 l
}j?[ y !
.j!p$.__l5]!{]
a] } I Pl l NI l$!El$ vil
- u- j [I -ttte ji
= L Nf i 1hi !!!!h h. l ii1[l .
la l7 ,"m""u,'
ip]yli{,{w
] Mk -
F !! !jilj' ij311 i-l'((l .
ivi g l
~
h}g)< dj;{p}M !!!-
l
[(11 & l h , w s il I
. , Hij l
'i i 11 1 n 1
ygg ~
l
k .
g l
r CHAPTER II BEAMS OF UNLDIITED LENGTH !
l
- 1. ne notnae seam l
- 4. Coneentroemd Leading Conskier a beam of unlimited length la both directions (an inanite beam) :
sabioeted to a single concentrated force P at point O (Fig. 4). Beesuse of the l appannt syuunstry of the dedeetion
) ourve we need to consider only the half o wh!ah is to the right of point 0, the !
. . . . . . . . , ,,,,,,mu,,,,,,,,,,
@ of & 4 y w 'W coordi. .
v mate systema. !
h4 In it we found that the general l solutism for tha dedsetion cum of a bassa subjoeted to tranmrse loading can be writtaa as equation (Ja): l y = e"(C one Aar + Ces ia As) + e-*(C.one As + C.sia As). (a)
In the pnamat problem, dealing with' a beam of unlimited length, it is reasonable I to enemme that la na infaite distanse from the appilention of the load the de- -
l Seetion of the beam must appronsh sero, that is, if : - =, then y - 0. This ;
- condition esa be fulalled only if In the estation above the terms connected with ;
i e* vanish, which neseemitates that la the case under discussion C = 0 and C, = 0, Ema, the dedeetion eurve for the right part (s > 0) of us beam will take the l
form ,
l y = e *(C. eca A: + C. sin As). (b) l l
From the condition of symmetry we know that l "W- = 0, -
. ds. * * .
i l that is, -(C. - C.) = 0, from which we and C - C. - C. This last constadt ,
l of the equation ;
l y - Ce-'"(cos As + sin As) (c) l M be obM from the W!mation that h sum of the reaction fom will. j
- keep etullibrium with the land P, that is, l l 2{,krs=P. a i
- \
e 8
s
- - - _ - - - - . - - - . - _ . _ . - - _ _ . . - _ - - -. _m - _- - - .
L' -
6ft i
l
~
l l
i asues or uuurrzo 1.cova 11 Sinos 24C [e*(cos Az + sin As)ds = 2&C(1/A), b 24C(1/A) = P we set C = PA/2k, and, substituting this in (e) above, we han !
(d) y = h e* (cos he + sin Az),
which gives the dedestion surve for the right side (r k 0) of the beam. This dedoeden surve is a wavy line with decreasing manpliande (Tig. 5a). The de-Sostion under the led is p. = PA/24; the sero points of the line are l where one Ar + sin As = 0, that is, at the conoseutin values of A = {c. te, 4w,one.
- Taking the =Mn derivadens of y (see (dD with respect to r, we obtain i
the _ _ , - - '- - for e, M, and Q on the right side of the beam as g = , = -q .~ ..xe,
~KIh = 31 = (e*(cos As - sin As),
(e-s) i - z g = Q - -q.~ as he. ,
m .r re, .s by th,
' # equations above are shown in ,
Figure 5. They have all the l s)'f M, . . . . ,~~~ ,
t
' festares of dasap~i waves? At [
the point of applicados of the i l
9
- F"$4 load (s = 0) or, to be preck, innaitely close to the right of it, ,
- --[4 we han the values , = 0, M = l 4 E P/4A, and Q = -P/2. In the '
V derivation of the general solution
,w for the elastic line (see p. 3) the
. A
=
- positive directions were dedned f
[ff f
m.gc, . for the shearing fores Q (positive when acting upward on the left ;
r i
of the elemental section) and j4py 9--[4, for the bending moment M (the '
4 momentontheleftof theelement la the direction of the positive ,
no, 3 shearing force). .b se extension [
of thisconvention,we shallregard
[
a positive quandties the downward.neting loading (P), downward de6ection l
(y), and the angular de6ection (2) rotating cioekwise. Equations (d-s) sive *.he
- b
- ' Thie le the reeees why the sha.n-L '_^4 h is sometimes called the desityqist(facies".
l O g
AUDIT FINDING NO. 17 The design floor response spectra produced for the plant were generated assuming a sy metrical structure and therefore out-of-plane accelerations are not reflected in the curves. The applicants view is that the plant was designed as a symetrical structure, and therefore, these components were negligible. However, at least a 5% eccentricity should be corsidered, as currently required by the staff. Therefore, it will be necessary for the applicant to assess the effect of asymmetric components of acceleration on his response spectra and revise them if necessary or justify the procedure.
The above comments also apply to the static analysis of the structure.
Response
I. TORSIONAL OYNAMIC ANALYSIS Two-dimensional models were used in the seismic dynamic analysis of the WNP-3 Category I structures mpported on the comon mat based on the gen-erally symmetrical arrangemer ; of the structures and the results of the preliminary torsional study previously conducted.
In r$sponse to the staff's recent concern regarding the omission of out-on plane accelerations in generating floor response spectra, an updated torsicnal dynamic analysis was performed for the RAB which has a greater degree of asy metry tnan other structures on the mat.
As shown in Figure 1, a three-dimensional, lumpea-mass, and fixed-base model was constructed for the RAB torsional analysis. The fixed-base approach is employed because:
- 1) The purpose of this analysis is to assess the out-of-plane accelera-tions " relative" to the in-plane accelerations and is not intended for obtaining absolute design values.
- 2) The fixed-base approach facilitates identification of structural modes, translational or rotational, that are directly attributable to '
geometry and properties c/ the structures and
- 3) Embedment effects on the magnitude of the torsional resistance at tne base are judged large enough to approach a fixed-end condition for torsion.
In the 3-D model, each mass point above the base mat is given all six degrees of freedom, three translational and three rotaticnal. Input properties in addition to those used in the 2-0 analyses include mass centers, shear centers (rigidity centers), and both mass and area moments
- of inertia with respect to vertical axes. A rigid diaphragm at each floor level interconnects the miss center and shear ce.1ters as shown in Figure 1.
The torsional dynamic analysis is based on the time-history, modal super-position method using the NASTRAN computer code. The following assump-tions are made in the analysis:
- 1) The horizontal SSE design time-history that conforms to R.G.1.60 as shown in FSAR Figure 3.7.1-7 is applied at the foundation mat of the RAB.
- 2. The torsional dynamic analysis is made for the N-S and E-W direction separately to obtain the cut-of-plane acceleration response in each direction.
The comparison of the maximum in-plane and out-of-plane accelerations for each mass point is shown in Figures 2 and 3 for the N-S and E-W torsional dynamic analyses separately. As shown, the maximum out-of-plane acceler-ations are negligibly small; averaging less than 1.5% of the corres-ponding maximum in-plane accelerations.
These iaximum accelerations represent Zero Period Accelerations (ZPA's) on the floor response spectra. Since the maximum in-plane and cut-of-plane accelerations do not occur at the same time, a SRSS Combina- !
tien of codirectional ZPA's would result in a ZPA increase of:
AA=6[(A)2+(0.015A)2-A)=0.0001A l j
A A/A - 0.01%
which is negligible.
A review of the modal analysis results reveals that no torsional modes ,
are present in the modal frequency range up to 47 Hr wnich corresponds to '
the highest mode considered in the dynamic analysis which includes trans-lational, torsional, and rocking modes. Since the torsional modes are associated with frequencies higher than 47 Hz, the effects of " torsional coupling" are negligible in all frequency ranges of interest for design. :
It follows that the out-of-plane spectral accelerations in the floor response spectra should also be negligible in all frequency ranges of -
interest as exemplified for the ZPA case.
It is concluded, therefore, that the assumption of symmetry of structures ,
in generating the WNP-3 design floor response spectra remains valid. l
- < -, - ,- ,- - ----..._m_----..-___.,___,,..___--.m _ - - - . _ . , . _ _ . -- . . - _ . _ _ _ . _ - . -
i II. TORSIONAL STATIC ANALYSIS ,
A structural analysis was performed to assess the effects of torsion ,
induced by an assumed building eccentricity of _+5 percent. The RAB which -
has the largest building plane dimensions was selected for this ,
analys i s'. It is assumed in the analysis that the building torsion is contributed by two horizontal components of seismic motion and the SRSS rule also applies. The analysis is performed manually using the SSE. '
The procedure used in the analysis for each horizontal direction is as '
follows:
A. Calculate the building eccentricity at each mass point / floor of 5 i
percent of the building dimension. t B. Calculate the applied torsion at each mass point / floor by taking the product of: l I) The mass under consideration [
II) The corresponding maximum horizontal floor acceleration pre- l viously determined for the WNP-3 seismic design and III) The corresponding 5 percent building eccentrictty.
C. Calculate the torsional moment distribution along the height of the i RAB. The total torsional moment at any level in the RAB equals the sum of the applied torsional moments above that level. l f
D. ' Calculate the torsional shear stresses (shear force per linear foot l ofwg)atallRABlevelsusingformulasforabox-typestruc-It is conservatively assumed in the calculation that ture .
the RAB torsion is resisted entirely by two box-type wall assemblies, the interior and exterior shear walls. Based on the relative tor- .
sicnal rigidity of the two box walls, the exterior walls are found to l receive 75 percent of the total building torsion.
t E. Perform the SRSS of the torsional shear stresses separately deter-mined from the assumed 5% eccentricity in the N-S and E-W direc- l tions. The SRSS rule applies since the individual maximum torsions .
are not expected to occur simultaneously. !
The results of the torsional static analysis are. summarized in Table 1. !
A comparison of the maximum torsional shear stresses with the maximum ,
translational shear stresses previously determined in the WNP-3 seismic !
design is also presented using the RAB exterior walls for example l
- I h
1 i
i The design of the RAB exterior walls is then reviewed by adding the ,
design torsional shear to the total in-plane shear in the governing load combination cases of various RAB exterior wall elements to recalculate the shear reinforcement (horizontal reinforcement) requirement. In all -
cases, the total horizontal reinforcement provided exceeds that required.
I f
(1) J. R. Benjamin, " Statically Indeterminate Structures", McGraw-Hill Book Co., Inc., New York, 1959 l
I S
9
- b t
t i
J TABLE 1 TORSIONAL SHEAR IN RAli EXTERIOR WALLS MAX. TORSIONAL MOMENT MAX. TORSIONAL SHEAR (K/FT) MAX. TRANSL. SHEAR (K/FT)
ELEV.
N-S E-W SRSS (A) WNP-3 DESIGN (B) A/B%
(FT) N-S (K-FT) E-W (K-FT) 0.839 x 106 3.5 3.5 4.9 111.8 4.4 416.0 0.835 x 106 TO 441.0 .
(Roof) 7.3 7.4 10.8 165.4 6.5 389.0 1.699 x 106 1.712 x 106 TO 416.0 2.486 x 106 10.7 10.8 15.2 180.0 8.4 361.50 2.478 x 106 1 TO 389.0 3.092 x 106 13.4 13.4 19.0 162.6 11.7 335.0 3.093 x 106 (MAT)
TO 361.5 .
O 3 ,
1 .
ELEVA7/0N "O 00 474.00' m 23
-e 441.00' '
gg? RAB ROOF aa .10 /'",>m./
ur.sa' / ,;;f' / Y o
-@ , x ui. sa ' .
/ m<>*l,',
~
/ LEGEND:
& a CENTER Of NASS 330.S0 ' B SE MAT m nr e ENTER OF R/G/D/7Y t
REAC70R AX/L./ARY Bl//L D/NG MATHEMA T/ CAL MODEL F0R 70RS/0NAL DYNAM/C ANAL YS/S M
FIGURE 1 AF il
l I
l f
I m ,
I a -
+ i .
l i
Cu7*- 07-P4 JANE * ! l l ; i !
' (E- W.)j .
i !
l
! l l l l u - -
i
/ ! i y -
' t *
- /N-PLAiAIE i ?
i (N-33 i
!. l 26 ~
l e
/ g i i l t
. . I e ; ! !
l '
27- ~ ' .
l !
. (
a.se >
./ .2 3 4 .5 .6 .7 .8 .9 1.0 f. ! l i
MAXIMUM SSE ACCELERAT/QN tS) \
(N-S) '
A$ ASS potNT IN-M.ANE T/ME C See )
QUT- Of-Pt.ANE TIME $ (g) ;
@ C Sec ) Q l 23 -
/.0/7 6.46 0.0/7 7./0 /.6 7 \
l 24 0.677 6.48 0.0/0 6.81 * /. /4 ;
I
,1 ,
t i
25 0. 73 0 8.0/ 0.009 7.04 f. 23 l L
26 0.627 8.0/ 0.008 8.05 /.28 i i
27 0.488 8.01 0.005 8.0S 1.02 i
r l
t F/ GURE 2 y
APG u -
p
L i
n
,3 7 . . . _._ _ _ , - l 1 !
l l
s 0UT- OF- PLANE - \' ! \ t i
CN-S) ;
- i I
y -
, r i i '
? i
> /N-kL ANE
! ' \
25 .
l' l ( ETS ) l j I
i i !
! i !
l '. ! ; i !
i 26 '
I I l [ i !
i l
' ; L 27 ' ' '
i i I
i l
i Bose .
e
./ .2 3 4 .3 .6 .7 .8 .9 1.0
/. !
l i
MAXIMUM SSE ACCELERATldN t3) ,
( E-S ) \
hMss /N-PLANE T/ME t pwNT @ t Sec )
our- OF-PLANE TIME O (g) (
\
l CSec) Q .
L i .
23 1.116 a.32 0.022 6.88 t.9 7 .
t 24 o. at.3 a.2 + 0.0ll t
6.a i 1.30 l 25 0. 74 s 8.02 0.009 t. 2 /
7.04 .
f 26 0.626 8.02 0.009 8.05 1.44 l l
27 C.4a7 8.02 0.005 8.0S I.03 i
f
\
FIGURE 3 l AF(~l t
I l
t I
AUDIT FINDING NO. 18 {
In the analysis of the shield building, some of the seismic accelerations obtained from the NASTRAN analysis were not used. It appears that the ,
procedure used was not documented in the FSAR or the design specifications.
, The procedure used should be documented and justified in comparison to the !
SRP. Also, if such a procedure was used in the analysis or design of other [
l Category I structures, the above comments apply. [
l RESPONSE TO FINDING N0.18 ,
The absolute maximum seismic accelerations of the building mass points are !
routinely obtained from the NASTRAN dynamic analysis as a part of dynamic :
strut.tural responses. With the exception of the Shield Building static !
analysis for seismic loads, these individual maximum accelerations were taken l to occur at the same time and in the same direction for simplicity and ;
conservatism in all structural design. !
In the case of the Shield Building design, the over-conservatism resulting i l
from building acceleration in the horizontal directions was reduced. The l l reduction is justifiable as discussed below: l (1) Absolute Maximum Accelerations vs Time As shown in attached Table 1, extracted from the time-history analysis results previously obtained, the maximum accelerations of I l
individual mass points (Node Nos. 1 to 12) do not occur all at the same time nor do they act all in the same direction. Over-conser- [
vatism exists in such a design which utilizes these non-current i maximum accelerations simultaneously. j (2) Definition of Maximum Response Values for SRSS j Section B.2.1 of the Regulatory Guide 1.92 which is referenced in l Acceptance Criterion II.6, Section 3.7.2 of the SRP (NUREG-0800) i states in part that the maximum value of a particular response of i interest for design (e.g., stress, strain, moment, shear, or !
displacement) of a given element of a structure, system, or component subjected to the simultaneous action of the three i l
components of the earthquake can be satisfactorily obtained by i
taking the SRSS of the maximum response values from time-nistory l
dynamic analysis, to each of the three components calculated l
independently. {
In the WNP-3 seismic design of the Shield Building, the maximum .
I responses for application of the SRSS are chosen at the level of direct design interest corresponding to shears, moments, axial " l forces per unit length of the concrete shell elements. These l maximum element stresses (responses) induced by each of the three l components of earthquake motion are obtained from the finite ;
l element static analyses of the Shield Building by inputting a set !
of seismic accelerations in each direction separately.
l L t
Since the WNP-3 seismic system analysis employed the time-history method, one can theoretically determine a set of accelerations during the earthquake motion that would produce maximum stresses in a particular element of the building. This approach is not practical since it requires as many sets of static analyses as there are distinct accelerations sets to be analyzed for maximum stresses. For practical design purposes, the maximum total building shear at various elevations that can be obtained from the time-history dynamic analysis of the lumped-mass cantilever model was used as the measure of maximum element stresses.
(3) Calculated Shield Building Design Accelerations
! To obtain a set of building accelerations that produces maximum element stresses at all levels of the building, the maximum cantilever shears at all levels are first extracted from the results of the time-history dynamic analysis. By taking a free-body and applying the condition of equilibrium of horizontal forces for cantilever elements (1) through (12) successively as illustrated in Figure 1, the accelerations at mass points I through 12 can be determined uniquely.
4 The Shield Building accelerations calculated in this manner are summarized in Table 2 and 3 for the N-S and E-W directions
' respectively, along with the maximum cantilever shears and their time of occurrence.
No modification was made to the absolute maximum accelerations in the vertical direction. These accelerations were then used separately as input to the N-S, E-W, and vertical static analyses of the Shield Building to obtain respective maximum element stresses. To obtain the three - dimensional earthquake effects, these maximum responses which are co-directional were combined by the SRSS method in accordance with Regulatory Position 2.2 of R.G.
! 1.92.
f 2
1 e
t TABLE 1 i ABSOLUTE MAXIMUM SSE ACCELERATIONS (g)
MASS POINT N-S TIME (SEC) E-W TIME (SEC) 1 1.54 6.83 1.55 6.83 l I
2 1.47 6.83 1.48 6.83 3 1.36 6.82 1.37 6.83 4 -1.24 15.12 1.16 6.82 5 -1.14 15.11 -1.01 15.12 6 -1.02 15.11 -0.98 15.12 7 0.92 8.95 0.92 8.95 8 0.81 8.95 0.81 8.95 9 0.63 8.95 0.64 8.02 10 0.52 8.02 0.54 8.01 11 0.40 8.01 0.43 8.00 12 0.38 8.00 0.41 8.00 Af d
i P
r i
i TABLE 2 j l
i SHIELD BUILDING DESIGN ACCELERATION SSE (N-S) l t
DESIGN SSE :
i MASS WEIGHT MAX. SHEAR TIME ACCELERATION (KIP) (KIP) (SEC) (g)
POINT l 1 3300 5,156 6.83 1.56 ,
2 3022 9,662 6.83 f.49 i
3 6271 18,285 6.83 1.38 1
4 5775 24,976 6.83 1.16 /
5 5985 30,832 6.83 0.98 l
. 6 6822 35,901 6.83 0.74 7 6822 39,672 6.82 0.55 l r
8 6822 43,340 15.12 0.54 i 9 6822 46,853 15.12 0.52 i I I 10 6956 49,579 15.12 0.39 j f
11 5314 51,038 15.12 0.28 l 12 7962 52,967 15.12 0.24 a
Af 6
(
TABLE 3 ,
SHIELO BUILDING DESIGN ACCELERATION SSE (E-W)
DESIGN SSE l MASS WEIGHT MAX. SHEAR TIME ACCELERATION POINT (KIP) (KIP) (SEC) (g) 1 3300 5,119 6.83 1.55 2 3022 9,592 6.83 1.48 i 3 6271 18,147 6.83 1.36 4 5775 24,812 15.12 1.15 5 5985 31,666 15.12 1.15 6 6822 38,517 15.12 1.00 7 6822 44,345 15.12 0.85 ,
8 6822 49,113 15.12 0.70 !
I 9 6822 52,817 15.lP. 0.54 10 6956 55,577 15.11 0.40 t 11 5314 56,958 15.11 0.26 I
12 7962 58,733 15.11 0.22 t
0 0
AFI S
I l ,
- i
^
MQ35 &l:truenf '
No. No. '
Co mo Z Fx = 0
, o 4 2 0 $ as mo = Vicm-#> l
@ l 3 l >
Vica,ex) a, 9#' = Vig m rx) l
--@ .,g,a *'
9
= WA""*)
Wo .
4 0
- I Q mo !
@ q r 7, = o j
s o >
Co ma + Ca m2 x Va(terek) l 02ms
@ M) af=V&e a
- V+ ac ;
6- 0 @. ,, g, , R9 , Vag s- V,+ -2)
Wa i
l 4 V2(>,res) l t 7 0 !
@ a. m, Efx o S 0 4
e&, Como + Os trig * * * + On Mn *'V!'(mer)
) 0,,' ** = KC n> - (0,m, .. . + o.., m-, )
9 0 b = v.,ce .> - v,,., c n>
D o o
C .*. g = 'S2. = " V"c~* ) ~ W-a~ s w,,
to a&nm )
=
tl a
/2 4 f'
5 V<o ea) k .
i i
BHIELD BUILOING DESIGN ACCEL.EMATION 1 FIGURE 1 ,
l l
E fib
AUDIT FINDING NO. 19 Three cases of the use of the floor response spectra to design / analyze equip-ment were checked. The response spectra furnished by the applicant were not smoothed and peak broadened. In all three cases, the spectra were smoothed and peak broadened by the designer in a different manner, and in one case, the spectra were not correctly peak-broadened. It will be necessary to verify that response spectra were properly used for design in all cases.
RESPONSE TO FINDING N0.19 Design specification requirements for all WNP-3 equipment comply with the
+ 10% peak-broadened criterion. However, Vendor Qualification Reports have
~not, in all cases, explicitly stated that peak broadening was employed. In order to determine the extent of compliance, the Seismic Qualification Reports for all WNP-3 Mechanical and HVAC equipment were reviewed. The review consisted of screening to identify reports that do not clearly con-ply. This set of qualification reports was then reviewed for nonrigid equip-ment (i.e., natural frequency less than 33 Hertz). The review revealed the following six contracts that required evaluation to determine the impact of utilizing the supplied floor response spectra with + 10% peak width broaden-ing on the seismic qualification:
CONTRACT DESCRIPTION _ RESULT OF REVIEW
- l. Contract No. 3240-67 Equipment is seismically qualified Air Handling Units AC-1A & IB since + 10% peak broadening was used for a1T model frequencies below 33 Hz in actual analysis.
- 2. Contract No. 3240-18 Equipment remain seismically qualified HVAC Packaged Air Cleaning Units due to the existance of a large margin CU-3A & 3B of safety for seismic stresses. Note that seismic stress is only a frac-tion of the total stresses.
Vendor verified that the proper
- 3. Contract No. 3240-22 accelerations were used in the analy-Return Air Fans R-5A & 58 sis and the typograpnical error was corrected.
- 4. Contract No. 3240-3A Platform in question is not an ASME Spray Chemical Storage Tank & design item. Therefore, the design Chilled Water System Air is adequate for its maintenance Separator purpose.
- 5. Contract No. 3240-1161 Vendor confirmed that the OBE and SSE Containment Spray Pump and values used in the equipment seismic Motor report were equal to or greater than those required. ,
- 6. Contract 3240-18 Pending verification by the Vendor.
Air Cleaning Units CU 1A & 18
L f AUDIT FINDING NO. 19 (CONT'0)
The Packaged Air Cleaning Units CU-1A and 18 are similar to Units CV-3A and 38 in construction. Units CU-3A and 3B have been seismically qualified even though they are larger in size than Units IA and IB. It is the Supply Sys-l tem's judgement that CU-1A and 18 are seismically qualified, however, verifi-cation will be ootained from the vendor.
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SES AUDIT FINDING NO. 20 Documentation is missing for shield building static analysis runs in which input accelerations from dynamic analysis are multiplied by weights in the static analysis to cbtain seismic forces. Documentation chain should be maintained. .
APPLICANT'S PRELIMINARY RESPONSE TO AUDIT FINDING NO. 20 Force input data cards for seismic loads were obtained by the designer by manually typed-in input accelerations. Force input data were part of the output data which were verified and found to be consistent with input accel-erations. Since the design input is verifiable and traceable, we believe the documentation chain is in order.
This item is considered closed.
SGES STAFF DISCUSSION The inputs as described were spot checked and found acceptable by a member of the audit team. However, the audit team considers that a printout of the input data should be obtained by the apolicant and verified by him for accur-acy. The applicant should notify the scaff when this action has'been com-plated. The staff will then consider this finding closed.
RESPONSE TO SGEB STAFF DISCUSSION The accuracy of the shield building seismic load input has been verified for all three directions by backtracking the building design accelerations from the printouts of the seismic load and dead weicht input data. Two examples, one for the dome and the other for the cylindrical wall, are provided in Attachment "A" to illustrate the procedure used in the verification. The SSE
,(E-W) case is selected for illustration in Attachment "A".
The following are the contents of Attachment "A":
CONTENTS A
,P,,A,gg, Dead load vector 1-29 printout SSEload(E-W) 30-58 prtntout -
Shield building 59 design accelerations (E-W)
NASTRAN User's manual 60-65 pages Illustrative examples 66-67 ,
Shield building SK-3240 finite element CH 150, 151 and 152 model
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. _ _ _ . . .. Sese. _. __foott. 1201_ 49 ._ _ _ 97.833 .e see.. .l.390 e egg . . . .
gettuu_ . . . . _ . _ _ _ _ _ _ .. .. 9e05 Poett tiet. 90 83.856 e ete .t.eee e see sattuj See.= Poett 12el 91 97.237 0 See el.ett 3 000 set (w3 5807 RoeCE _S2et 92 83.056 8 Set _._,1.000_ 0 000.._.. 88t(41 Stet 93 al.000 e ett get(Wh Stee. Poett 97.388 0400 et.t ast(pl 5809 Poett tiet to 83.094 .l.ese e ese
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galt. Fostt 1241 e6 83.856 0 See el.000 9 000 e8E(W) g312 Foott 12el gy 97 212 e tot .l.000 0 tot Sat (W3
.Se13e PonCL _1291 . es 754989 _t 099 __=1.980_ 9 000 ._...__ 98t(W l 68.03t 0 000 el.000 0 000 POett 1248 99 settul S8le* 88t(#
58tS* FoeCE liet 100 68 838 8 88 el.008 8 888 . ___ ._tSt(W1 I f oett.._. 1241. . .it t. _ ._.____ 75.e39.. . t 999.___pl . 099.. t ett ..... __ ,
. . ..._ Se 5s17 i t.e Foott 1288 tot 68 932 e ete 1.000 e ese set (W1 .
Poett les 60.elt e ett .l.000 e see est(w.i 513 stel 9 999 el.999__ t 900__. [9t(W l S819 FDett___. i tsi lla 58t(W Sete.' P0ett' 1898 189 73.ett_0 63 635 904 .I.004 000 I 5888* Poett tast tot es.est e ete .l.000 e tee .._ _ . _00t(#1 sattu i sette FDRCEL _lI41__.19e _q 3 089.. 9 990 .t.994_.9 999 le23 Foott tres set on.o St e ett .l.000 e tee settwl t, N sere. Poett stat set 68.est e ete .l.000 e ese settul 5425 EDec8 Itti fit 75.929._0 999 .:.999__t 998 set (wp 3 36 Poett 1801- Sti 68.034 0 Set .l.000 0 000 88t(# t 5827. Poect tiet 118 64.912 e- 008 el. css e see set (W i
...Sete. _. _Foste liet_ tis _. _.. ____ 79.929._e ef4_.__.=1acet. 9 set _ .__ _ tot (uh 68.432 0 est .I.600 e ett set (W l 5829. Poett 8248 lie sattus
,833 Foott Ital i15 64.432 e 908 .l.ste e 60s 5811? P0fCE litt li6 15 929._4 98. .latte 8 ##8 88tL"h IIId"J 3832* Fo#CE 1888 117 64 838 8 808 '84880~I #80 settw?
Ss3h Poett last 154 6s.eSt e e6e es.ees e ett est(us.._________
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sesa. Poect lael lif 6t.767 e see sess- Fonet lael t sa 6t.767 e see .t.eet i ese softw i _ . _ _ . . . . .sess. _.___ Foete.. tret _ . 3 e . . ... . . . _. . . 68.767 e ese .l.see..e see . set (us asttw sess- Foser trol tee 68.767 e ese .t.ees e ese Settwl l sess- Fo*Cf 12et les 61.767 e see et.ees e ese sattwa __ _ ___ _ ses7 fonct __taat lea - __.- 61.767. .e see.__.t.see _ e ces ._ .. . set (wh-gess. Poett stel tal 61 767 e see el see e ese set (v sese. Fonct 1241 tee 61. e see .t.ees e see t tonct __.tast .t es -6t.767767 _e tes.._.t.eet_ e ese._.. sattua...._- . _ _ _ _ _ . - - - - - ..se6e. S9F(wl se61 Foott t2al te6 61.767 e ees g .l.eet e see ser(wu se6a. Foect taen 1e7 61.767 e see .t.ees e see foerr saat see 6l.767__e see =1.eee _e 900 _ _____ .. __..s et (W '
._ . seek Fonet les 684767 e ete .l.404 e see settu i seas. trol sets. Foote stat tse 68.767 e ese .t.ees e ese ._..settwa est(wh se66. ___ poner tael _ .1st _ ._ _ _ 61.f67 ._e see._ es.ees. e see._.._. settua se67- Fonte trol tsa 61.767 e see -l.ees e see sattus sees. Fonet taal iss , 6t.767 e ese .t.ses e ese 1tel 15e _ 6L.76T._e see - =1.000._e ese est(wp Se6t- 'ottf
*t.eet e see Set (W I 587e. 'ostt tael 159 4L.167 e ces 88ttu Foett- Stel 146 614 e ese *l.000 e see ,
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... _. . . L . S e t e a... .foott. 1201. 16e_. _.._. _ . 61.767__e set _ .t.4es et.eee_.e e,000 ese _ ._ ...__08ttwh sattua 53.695 0.ese see5- Poect 1291 870 settwh 5s86* Fonet 1241 Its 33.695 e est al.eet e.000 eef @
F0eCL__itel 174 $1.6eS__e ete 3 4 989._e see.__ _ estcW
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9844= Fonct list ifs 53.6es e see .l.see e see settu l Fnect Ital 17e 53.693 e see ..l.000 .t.000 e ese . est(wl. i Sea 9 tiet _ . 175 . _ . 53.695 e see e see __ __ stee= . .foect . . . .
=1.ses e ese ast(wp sett. Foott s2el 176 5 3 695 e est 33 6,s e see .H.see e,tes settw I 2 set 2 Fonct 1248 17F ...SettuJ.__
T 5e93 _ tonct stel Ste 53.69$ e see _ =L.see egees = ;.000 e.088 settwh - N satsa Fonct tral 179 53.695 e see ogese est(wl O $895- Fonct 1261 les 53.695 e see =1.008 =l.ees egeet 89ttul : 5896- Fonct 1261 let S3.695 e see .l. css e,ees asFrul ss97 Fonct 12st ler 51.us e'ess 53,60s o ess .t.ees e ees est(wh sets. rnett stal tas
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.l.000 g est 51.695 ogeet sattul 5902 Fonct 1701 187 5983 Ppect itet see 53.695 e.006 .t.000 e see gettui
- 590s. . . . F ORC E. 1291- 149 . 53.695 efece .t.eee e See .. $sttuJ . _ . . _. 59e5 Fpect 320t 19e 51.699 e see .l.000 e ete 38t(Wp 49e6 Fnett stel 198 53.695 e Gee .t.000 e see sattu i 5907. _ Foett.___tast._..192 ._.__... _ 53.695 e see .t.000 e see t.000. e see __ softwa . _. F08tE tiet 193 53.695 e see SettwD S'et.
$989 F0ect 1801 194 $3.699 e ces .l.000 e ese set (w?
. . . . . . 391 a..__-__ _. Foott. ._3 2st. . 195 -
53.695 e est. .t.000 e est .. .. sattua settwa 1911 FDett 12el 196 53.695 e ete .l.000 e see 9912 FDett 12sl 197 .
$1.695 e ete .l.000 e eb) est(w)
PoeCL__ Ital _19e 53.695. 4 000_ .l.00s . 4 ete .. . 88E(ul. 5913 5984. Foott tiet 199 53.695 e ese .l. css e see est(up settwo 3915* FD#tE tiel Ice $1.691 e see .(.ee6 0 000 ___.5936e fDetE 2.Ilet to1 .. _ .53.695..e ese. ..t.00e. e see .... _.stitu i. SSt(w 5917 FOett i2et tot $3.695 e ese .l.ees e see f 9998 FDett 1200 203 53.699 e est 1,000 e ese sattu set (W i 5919 FDett tiet 200 53.499 _e ete .l.00s.__e 000_ _ i 3929 Poett 120t teS SS.499 e 90s ..l.eee e ese set (w 08Etwl I 58.683 e ete .t eet e ete 9921* Fontt tiet 246 settu?
.9942, 804t t_._.120 8 Is f._ . ._ _. Se.613 e ete__.el.see _e.eet . . . . .
1923 FD9CE tiel Re8 Se.613 e see .l 000 egeet est(wl t .s9Pe. en.CE i2ei to. 4.6i3 e ete . .e e e see certul 5925 FDett 1201 tie 5s.6ts e ete .l tee _e ese sottu t 1926 Poett tiet att - St.6tl e see el.see 4 000 esttus 1977 FDett t2el att 98.681 e est einese e etc etttul St.68 3. e e90. .*L eet.. 9 est . ... . _ 00E(wh __ _ . . . 9 9 2 4 9. . __. _ 2 00CE_'._ itet . 213 . .. _ 88t("J
$4.681 e ete 592,. Fortt slet ate C etet e ete Foott all 5a.613 e ese 48.000 e see settw?
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3933 Fontt tiet ite go.611 e ces #l.000 e 900 settul
. 393at _ -_..FOttt tiel _.. 219 . . .... .Se.6tl .e ete.. _*l.f44..e ese __, ..._. est(wp est(wa Fpect 32sl 22e Sa.613 e see .t.see egeet 9915 est(pp 5936 Fnect 12el all 5e.613 e ese *t.see e.tes n see set (w,
___...... _ 5937 . FotCE__ Ital 244 59.tl3._ e ese 193e. Pnett stat all 34.ets e e46 el'.)44_e est ___ 4 e6e 4st(w? sattuu 5939 Foote tiet a24 54.613 e ese .t.000 e ese 994s. .. ..fosCE tiel. Its 34.613 e see. .l.904. e 498 .. . .__.settul_....__._.... 1289 226 54.631 e ete .t.ees e See sst(wJ 59a8= Pnatt
-1.see e ese set (wl 59aa. Fnett 12el 227 la.693 e ese 59as. ._repet 1741 .. tie _ _ . _ se.613 e see . -t.see eeces ..._ ssF(wl . . _ . . .
_ . . I . Fpect 12el 229 34.613 e see .t.000 see Battup . 59as. Sa.63 e ese .l.see e eso esttwa s9as. Foert 12et als 8 Fonct 1281 238 S4.681 e see .l.ees e see settw? staa. seaf. pnert last alt se.613 e ese . .cos e,eee settwa set (up 59aa . FD*tt 12el 233 Sa.st3 e ese .t.ees e,ees . set (wl_._. 59a9 Paget 12et. 23e . . . . _ 54 613 e See _ =1.000 0.00s _ settwa
., gesa. Foott stat 235 sa.613 e see .t.see e.ees
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