ML20118A743
| ML20118A743 | |
| Person / Time | |
|---|---|
| Site: | Prairie Island  |
| Issue date: | 02/16/1971 |
| From: | JOHN A. BLUME & ASSOCIATES, ENGINEERS, PIONEER SERVICE & ENGINEERING CO. |
| To: | |
| Shared Package | |
| ML20118A741 | List: |
| References | |
| JAB-PS-04, JAB-PS-4, NUDOCS 9209250267 | |
| Download: ML20118A743 (87) | |
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$5 Attachment 4 Frairic Island Nuclear Generating Plant Earthquake Analysis:
Reactor-Auxiliary-Turbine Building Response Acceleration Spectra John A. Blume & Associates Report JAB-PS-04 c I'ebruary 16, ? 471 e 9209250267 920921 POR ADOCK 05000282 PDR p
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L Pioneer Service & Engineering Co. J PRAIRIE ISLAND NUCLEAR GENERATING PLANT
-Earthquake Analysis: -
Reactor-Auxiliary-Turbine Building . Response Acceleration Spectra Revised February 16, 1971 4
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t CONTENTS " Page INTRODUCTION----------------------------------------- 1 1 2 DESIGN CRITERIA-------------------------------------- 2 MATHEMATICAL MODEL----------------------------------- l- 2 ANALYTICAL PROCEDURE--------------------------------- D I S C US S I ON O F R E S U LTS -------------------------------- 3 S U M MA R Y - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 5 RE C O MME N D AT I ON S - --- - - - - -- - -- - - - -- - - - -- - - - -- - - - - - - - - -- 5 1 ? f APPENDICES . A. References
- B. Example of the Application of-the Horizontal Response Acceleration Spectra C. Example of the Application of the Vertical Response Acceleration Spectra Feb rua ry 16, 1971 ,
'~ JOHN A. GLUME ' & ASSOCIATES, ENGINEERS
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TABLES (Follow Page 6)
- l. Factors for Torsional' Accelerations
- 2. Locations of Centers of Mass and Rigidity 3 Response Acceleration. Spectra Tabulation
-(Horizontal Acceleration)
Earthquake in N-S or E-W Direction Mass Point 4,4A Damping Ratio a 0.005, 0.010
- 4. Response Acceleration Spectra Tabulation (Hor 1zontal Acceleratlon)
Earthquake in N-S or E-W Direction Mass Point 6. 6A Damping Ratio = 0.005, 0.010 5 Response Acceleration Spectra Tabulation (Horizontal Acceleration) Earthquake in N-S or E-W Direction Mass Point 9, 9A Damping Ratio = 0.005,-0.010
- 6. Response Acceleration Spectra Tabulation (Horizontal Acceleration)
Earthquake in N-S or E-W Direction Mass Point 10, 10A Damping Ratio '= 0.005, 0.010 7 Response Acceleration Spectra Tabulation (Horizontal' Acceleratlon) l Earthquake in N-S or E W Direction i Mass Point 14, 14A Damping Ratio = = 0.005, 0.010
- 8. Response Acceleration Spectra Tabulation 4 (Horizontal Acceleration)
Earthquake in N-S or E-W Direction Mass Point 15,:15A 3-Damping Ratio
= 0.005, 0.010
' Response Acceleration Spectra Tabulation 9 < , (Horizontal Acceleration) Earthquake in N-S or E-W -Di rection: Mass Point 16, 16A Damping Ratio = .0.005, 0.010 4 k 10. Response' Acceleration Spectra Tabulatton (Horizontal Acceleratlon) i Earthquake in N-S or E-W Direct an 8 Mass Point 17, 17A Damping Ratlo - 0.005, 0.010 i
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February 16, 1971 f
** JOHN A.. GLUME & ASSOCIATEE ENGINEERS l
TABLES (Con t i nued)
/3x 10A. Response Acceleration Spectra Tabulation (Horizontal-Acceleration) r Earthquake in N-S Direction Mass Point 17, 17/,
Damping Ratio = 0.05 i fl\ 11. Response Acceleration Spectra Tabulation (Horizontal Accele: ration)
' Earthquake in N-S or E-W Direction
" Mass Point 18, 184 Damping Ratio = 0.005, 0.010 , 1s 12. Response Acceleration Spectra Tabulation (Horizontal Acceleration) Earthquake in N-S or E-W Direction
- Mass Point 19, 19A
- Damping Ratio = 0.005, 0.010
. 13. Response Acceleration Spectra Tabulation (Horizontal Acceleration) . Earthquake in N-S Di rection ! Mass Point'21 Damping Ratio = 0.005, 0.010
- 14. Responsa Acceleration Spectra Tabulation
- (Horizontal Acceleration) 3 Earthquake in E-W Di rection j Mass Point 21
, Damping Ratio = 0.005, 0.010 i 15 Response Acceleration Spectra Tabulation (Horizontal Acceleration) Earthquake in N-S or E-W Di rection Mass Point 24
' Damping Ratio a -0.005, 0.010
- 16. Response Acceleration Spectra Tabulation (Horizontal Acceleration) i Earthquake in N-S or E-W Di rection Mass Point 25 Damping Ratio = 0.005, 0.010 17 Response Acceleration' Spectra Tabulation
-(Horizontal Acceleration)
Earthquake in N-S or E-U Direction Mass Point 28 Damping Ratio = 0.005, 0.010 February 16, 1971 . gy . 9-I JOHN A. OLUME Sc ASSOCIATES. ENGINEERS
T AB LE S (Continued)
- 18. Response Acceleration Spectra Tabulation (Horizontal Acceleration)
Earthquake in N-S or E-W Di rection Mass Point 29 Damping Ratio = 0.005, 0.010 19 Response Acceleration Spectra Tabulation (Hori zontal Acceleration) Earthquake in N-S or E-W Direction Mass Point 30 Damping Ratio = 0.005, 0.010
- 20. Response Accelee at ion Spec t ra Tabulat ion (Horizontal Acceleration)
Earthquake in N-S or E-V Direction Mass Point 31 Damping Ratio = 0.005, 0.010
- 21. Response Acceleration Spectra Tabulation (Horizontal Acceleration)
Earthquake in N-S Direction Mass Point 33, 33A Damping Ratio = 0.005, 0.010
- 22. Response Acceleration Spectra Tabulation (Horizontal Acceleration) '
Earthquake in E-W Direction Mass Point 33, 33A $ Damping Ratio = 0.005, 0.010 gg 23 Response Acceleration Spectra Tabulation (Horizontal Acceleration) tarthquake in N-S or E-W Direction Mass Point 41 Damping Ratio = 0.005, 0.010
- 24. Response Acceleration Spectra Tabulation (Horizontal Acceleration)
Earthquake in N-S or E-W Direction Mass Point 20, 20A, 32, 42 Damping Ratio = 0.005, 0.010
- 25. Response Acceleration Spectra Tabulation (Vertical Acceleration)
Earthquake in N-S or E-W Direction Mass Point 4, 4A, 6, 6A, 9, 9A, 10, 10A, 14 - 20, 14A - 20A, 21, 24, 25, 28 - 32, 33, 33A, 41, 42 Damping Ratio = 0.005, 0.010, 0.020, 0.050 jdh\ 26. Response Acceleration Spectra Tabulation (Horizontal Acceleration) Earthquake In N-S or E-W Direction Screenhouse Damping Ratio = 0.005 and 0.010 February 16, 1971 -V - JOHN A RLUME & ASSOCI ATES. ENGINCERS
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f j , ! TABLES (Continued) i 'h - 27. Response Acceleration Spectra Tabulation
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(Vertical Acceleration) , Earthquake in N-S or E-W Di rection Screenhouse . . _ _ . Damping Ratio u 0.005 and 0.010 i 4
-i k Spectra for Mass Points 17-19, 17A-19A modified
- September-16, 1969 k Spectra,for Screenhouse added December 2, 1969
/h$\. Spectrum for Mass Points 17, 17A (Damping Ratio _= 0.05) added January 2, 1970.
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.Februarv 16 1971 -~vi -
JOHN A BLUME & ASSOCIATES ENGINEERS '
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FIGURES (follow Tables) J
- l. Mathematical Model - Southwest View 4
4 2. Mathematical Model - Southeast View l
- 3. Mathematical Model - West Elevation
- 4. Response Acceleration Spectra (Horizontal Acceleration)
Earthquake in N-S or E-W Direction Mass Point 4, 4A Damping Ratio = 0.005, 0.010 5 Response Acceleration Spectra (Horizontal Acceleration)
- Earthquake in N-S or E-W Direction Mass Point 6, 6A Damping _ Ratio = 0.005,'O.010
- 6. Response Acceleration Spectra.
(Horizontal Acceleration) Earthquake in N-S or-E-V Direction Mass Point 9, 9A ' Damping Ratio =. 0.005, 0.010 7 Response Acceleration Spectra (Horizontal Acceleration) Earthquake in N-S or E-W Direction Mass Point 10, 10A I Damping Ratio = 0.005, 0.010 l 8. Response Acceleration Spectra (Horizontal Acceleration) Earthquake in N-S or E-W Direction Mass Point 14, 14A Damping Ratio = 0.005, 0.010-9 Response Acceleration Spectra - (Horizontal Acceleration)
. Earthquake in M-S or E-W Direction Mass Point 15, 15A.
' Damping Ratio = 0.005, 0.010
- 10. Response Acceleration Spectra
! (Hori zontal ' Acceleration) Earthquake in N-S or E-W Direction Mass Point 16, 16A
' Damping Ratio = 0.005, 0.010-
/$\ - ~11. Response Acceleration-Spectra (Horizontal Acceleration)
Earthquake in N-S or-E-W Direction-Hass Point 17, 17A Damping Ratio = 0.005, 0.010 Feb rua ry 16, 1971 .
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i JOHN A. GLUME. & . ASSOCIATES. ENGINEERS
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' FIGURES (Continued)
~l Respor.se Accelera ti on Spect ra
/3] llA.
(Horizontal Acceleration) Earthquake in N-S or E-V Di rection Mass Point 17, 17A Damping Ratio = 0.05 l\ 12. Response Acceleration Spectra (Horizontal Acceleration) Earthquake in N-S or E-W Direction Mass Point 18, 18A Damping Ratio = 0.005, 0.010 [li 13 Response Acceleration Spectra (Horizontal Acceleration) Earthquake in N-S or E-W Direction Mass Point 19, 19A Damping Ratio = 0.005, 0.0I0
- 14. Response Acceleration Spectra (Horizontal Acceleration)
Earthquake in N-S Dire?, tion Mass Point 21 Damping Ratio = 0.005, 0.010
- 15. Response Acceleration Spectra (Horizontal Acceleration)
Earthquake in E-W Direction Mass Point 21 Damping Ratio = 0.005, 0.010
- 16. Response Acceleration Spectra i (Horizontal Acceleration)
Earthquake in N-S or E-W Direction 4 Mass Point 24 Damping Ratio = 0.005, 0.010 17 Response Accelerat!on Spectra (Horizont; i Acceleration) l Earthquake in N-S or.E-W Direction Mass Point 25 Damping Ratlo = 0.005, 0.010-
- 18. Response Acceleration Spectra
-(Morizontal Acceleratlon)
Earthquake in N-S or E-W Direction Mass Point 28- ! Damping Ratio = 0.005. 0.010 19 Response Acceleration Spectra (Horizontal Acceleratlon) - Earthquake in N-S or E-W Direction l Mass Point 29 Damping Ratio = 0.005, 0.010
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- 20. Response Acceleration Spectra l
(Horizontal Acceleration) Earthquake in N-S or E-W Direction
- Mass Point 30 Damping Ratio = 0.005, 0.010
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' February I6,1971' JOHN A.~ BLUME & ASSOCIATES. ENGINEERS
4 FIGURES (Continued)
- 21. Response Acceleration Spectra (Horizontal Acceleration)
Earthquake in N-S or E-W Di rection Mass Point 31 Damping Ratio = 0.005, 0.010 i 22. Response Acceleration Spectra (Horizontal Acceleration) Earthquake in N-S Direction Mass Point 33, 33A Damping Ratio = 0.0c), 0.010
- 23 Response Acceleration Spectra (Horizontal Acceleration)-
Earthquake in E-W Direction Mass Point 33, 33A Damping Ratio = 0.005, 0.010 2L Response Acceleration Spectra (Horizontal Accel: ration). Earthquake in N-S or E-W Direction 1 Mass Point 41
- Damping Ratio = 0.005, 0.010 l 25 Response Acceleration Spectra ,
t (Horizontal Acceleration) Earthquake in N-S or E-W Direction Mass Point 20, 20A,132,l42 Damping Ratio = 0.005, 0.010 f 26. Response Acceleration Spectra (Vertical Acceleration) . Earthquake in N-S or E-W Direction Mass Point 4, 4A, 6, 6A. 9, 9A, 10, 10A, 14 - 20, ' 14A - 20A, 21, 24, 25, 28 - 32, 33, 33A, 41, 42
- Damping Ratio = 0.005, 0.010, 0.020, 0.050
/2h 27 Response Acceleration Spectra
. (Horizontal Acceleration)
Earthquake la N-S or E-W Direction
-Screenhouse Damping Ratio = 0.005, 0.010
/\ 28. Response Acceleration Spectra L (Vertical Acceleration).
Earthquake in N-S or E-W Direction Screenhouse Damping Ratio = 0.005, 0.010
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February 16, 1971 i JOHN A.' GLUME & ASSOCIATF 3. ENGINEERS
i c'I GURE S (Continued) h Spectra for Mass Points 17-19. 17A-19A modified September 16, 1969
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/2 3 Spectra for Screenhouse added December 2, 1967
[3'\ Spectra for Mass Points 17,17A (Damping Ratio = 0.05) added January 2, 1970. i f ,4 i J i i. i . l i t i February 16,.1971.
-x-JOHN' A. GLUME & ASSOCIATES. ENGINEERS
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JAB-PS-04 PRAIRIE ISLAND NUCLEAR GENERATING PLANT EARTHQUAKE ANALYSIS: REACTOR-AUXILIARY-TURBlNE BUILDING RESPONSE ACCELERATION SPECTRA 4 INTRODUCTION This report presents the response acceleration spectra for selected floors of the Auxiliary and Turbine Buildings and selected mass point elevations of the Shield Building, Con-tainment Vessel, and Reactor Support Structure. Also included are spectra for the. Screenhouse. The response acceleration soectra are based or the design cri teria stated below and on an earlier report en the Frairie Island Plant. l* Horizontal response acceleration spectra for earthquakes act-Ing in north-south and in east west directions are presented. Vertical response acceleration spectra due to vertical earth-l quake accelerations are also presented. The spectra for ac-celerations in the horizontal direction have been developed for damping values of 0.5 percent and 1.0 percent of critical - damping, and the spectra for accelerations in the ver tical direction have been developed for damping values of 0 5, 1.0, 2.0 and 5.0 percent of critical damping. These response spectra are for use in the seismic analysis and design ofl critical equip-ment and piping loceted at the specified floors'and mass point , elevations. l The presented spectra can ! i used'directly in the analysis of equipment that can be idealized as single-degree-of-freedom systems; the use of the spectra can be extended to multi-degree-of-freedom systems, such as piping systems, by dynamic analysis j techniques. I
*' References are listed in Appendix A.
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. JOHN A. BLUME _ & ASSOCIATES, ENGINEERS ;
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DESIGN CRITERIA The eartnquake ground acceleration time-history developed for this analysis was based on the ground response acceleration spectra prex ,ted in Reference 2. The results of the analyses presented in this report are for the Design Earthquake (0.069 ). Values for the Maximum Credible Earthquake (0.129 ) can be ob-tained by doubling the presented results. MATHEMATICAL MODEL The mathematical model used for determination of response in the horizontal directions has been described in detail earlier l and is. reproduced in this report in Figures 1, 2, and 3 Mass points and their elevations are shown in Figure 3 The structure was also modeled for response in the vertical direc-tion. The structures of the Prairie island Plant.have;very short i periods in the vertical direction; Therefore,'the structure was ! modeled as a ringle-degree-of-freedom system. The spring in this system represented the vertical deformation of the soil under the ! structure and the mass was that of the entire structure. ANALVTICAL PROCEDURE [ The mathematical _ model (Figures- 1,L2, and 3) was subjected to the developed ground acceleration time-history acting in the north-south and in the east-west directions, and_the time-history of-horizontal acceleration st each mass point of th'e mathematical model was generated. Using the generated acceleration. time-I histories at selected mass points, the response. acceleration spectra for the desired damping values were calculated. The:re-sponse in the vertical direction was similarly determined using the developed horizontal ground acceleration time-history norma-L lized to.0.04g. The method used to calculate the response l-l March 14, 1969 l I JOHN AJBLUME8: ASSOCI ATES. ENC 3tNCERS
j l l i acceleration spectra was based on established methods of re-sponse analysis3 which were modified to permit a computer solu-tion of the calculations. DISCUSSION OF RESULTS Horizontal Translational Accelerations Response acceleration spectra for accelerations in the horizontal direction and for an earthquake in either the north-south or the cast-west direction are presented in Figures 4 through 25 and Tables 3 through 24 for the specified mass points and damping ratios. These spectra are for translational accelerations at the centers of mass of the individual structures and must be adjusted for the effects of torsional accelerations as discussed below. The response acceleration spectra obtained at various points in the structure showed that the response is primarily_ due to defor-mation of the foundations and that the responses due to earthquakes acting in the north-south and east-west directions were not signi-ficantly different. Therefore, the spectr were combined f, the two earthquake directions to facilitate their application in the seismic design and analysis of critical equipment and piping. For example, the spectra shown in Figure 4 can be used for Mass Points 4 and 4A for the earthquake acting in the north-south or east-west-direction for damping ratios of 0.005 and 0.010.(0 5% and 1.0% of critical dampino, respectively). Horizontal Torsional Accelerations Response acceleration spectra for torsional accelerations were also developed. As was the case of-tha translational accelera-I tions, the spectra for the torsional accelerations showed peaks , in the vicinity of the torsional period of vibration of the foun-dations soils and the spectra were not significantly different for the earthquake in the north-south and east west directions.
! March 14, 1969 JOHN A. DLUME & ASSOCIATES. ENGINEERS
The total acceleration at any point within a structure is the i b sum of the translational acceleration and the acceleration due to rotation (torsion) . The acceleration due to rotation at any
. point within the structure is obtained by multiplying the rota-tional (torsional) acceleration at the center'of mass by the 4
distance from the center of mass to the given point. i To account for torsional accelerations and, at the same time, to simplify the seismic design and analysis procedures, the factors in Table').were developed. The translational accelerations must 4 be multiplied by the factors in Table I to determine the total spectral ~ acceleration at the point of suoport of the equipment or i piping. This total acceleration then includes the contribution j f rom both the translational and rotational (torsional) accelera-tions. The factors in Table 1 are a function of the natural period of-f vibration of the item under consideration, the damping ratio ap-pilcable to the item, and the distance parameter, R. R is the radial distance in feet (in plan) f rom the center of mass of the
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building floor to the point of support of the equipment or piping. The values of these f actors can be interpolated linearly for values 1 I of R not shown. The locations of centers of mass and rigidity 'i are presented in Table 2. 4 p i i Vertical Accelerations t i - Response-acceleration spectra for vertical accelerations are pre- ] sented in Figure 26 and Table 25 for damping ratios of 0.005,
'0.010, 0.020, and 0.05r Vert: ai accelerations are to be assumed to act simultaneoust, th th: horizontal accelerations . -L The vertical response acceleration spectra apply only to those items'of piping or equipment that are supported on structures of -
the Reactor-Auxiliary-Turbine Building that have very low periods in the vertical direction. Strtictures that have these low periods [ Harch:14, 1969 4-2-
*- JOHN A. OLUME & ASSOCIATES. ENGINEERf:
In the vertical direction are the Shield Building, Containment ! Vessel, Reactor Support Structure, Turbine Support Structure, and the walls and columns of the Auxiliary and Turbine Buildings. Slabs and beams of the Auxiliary and Turbine Buildings should be analyzed to determine if their' periods of vibration in the ';erti-cal direction are low. If the pericds are not low, the vertical response acceleration spectra may have to be increased to ac-count for the vertical response of the slabs or beams before the vertical spectra are used in the seismic .nalysis and design of piping or equipment mounted on the slabs and beams. 4
SUMMARY
' The response acceleration spectra are to be used as follows: (1) Determine the floor or mass point elevation at which the equipment or piping in question is locattd; (2) Compute the period (s) of vibration of the equipment or piping; (3) Select the translational response acceleration from the appropriate spectrum for the desired damping ratio (0.005 for piping and 0.010 for equipment); (4) Increase this translational accelera-tion to account for torsional eccelerations by multiplying the translational accelerations by the factors in Table 1; and (5) , Determine the vertical response acceleration from the appropri-ate spectrum. Thase final values are the response accelerations - which are to be used in the' seismic design of the piping or <~ equipment i n ques ticn. Examples of the application of this pro-cedure la presented in Appendices B and C. I RECOMMENDATIONS l The presented response acceleration spectra show that equipment or piping having periods of vibration in the vicinity. of- transla-ti. tional, torsional, and vertical periods of vibration of the foun-dations will have to be designed for high accelerations, if pos-slble, the mass and stif fness characteristics of _ items having Feb rua ry - 16, 1971 5-1
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such periods should be altered to reduce those accelerations. In the use of the presented spectra in the selsmic design and analysis of piping and equipment, it should be recognized that it is not always possible to precisely compute the periods of vi-bration of such items. The re fore , those items having periods that are on the steep slopes of the response spectra should be treated in either of the two following ways. First, modify.the stiffness or mass characteristics such tha'. the periods are not in the ranges of the slopes, or, second, use the peak spectral acceleration in the design of the item. Equipment or piping located at a particular mass point should be designed using the spectra presented for that ness point and for the appropriate damping value. The t.ranslational spectral ac-celeration value should be multiplied _by the appropriate factors presented in Table I to account for torsional accelerations. Ver-tical acceleration acting simultaneously with the horizontal ac-celeration should be used in the design. No increase in the allow-able stresses for- short term loading is recommended for Class I items.
- The results presented in this report are for the Design Earth-
' quake (0.06g). Values for-the Maximum Credible Earthquake (0.129) can be obtained by doubilng the presented results. l Spectra for the Screenhouse are presented in Figures 27 and 28 and Tables 26 and 27. l , i l i i February 16, 1971 6-l t s JOHN A. GLUME & ASSOCI ATES. ENGINEERS
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TABLE 1 FACTORS FOR TORSIONAL ACCELERATIONS Damping Ratio = 0.010 and 0.005 R = 25'
. Mass Points Period Range R = 100' R = 50' (seconds) (See Note 1) 4, 4A 0.00 - 0.08 1.08 1.04 1.02 9, 9A 0.01 - 0.12 1.24 1.12 1.06 10, 10A 0.13 - 0.21 1.10 1.05 1.03
- 0.22 - 0.27 1.40 1.20 1.10
! 0.28 0.32 1.10 1.05 1.03 0.33 - 2.00 1.08 1.04 1.02 6, 6A 0.00 - 0.08 1.10 1.05 -1.03 0.09 - 0.12 1.40 1.20 1.10 0.13 - 0.22 1.14 1.07 1.04 0.23 - 0.27 1.36 1.18 1.09
, 0.28 - 0.30 1.14 1.07 1.04 0.31 - 0.36 1.18 1.09 1.05 0.37 - 2.00 1.08 1.04 1.02 14, 14A 0.00-- 0.08 1.10 1.05 1.03 15, 15A 0.09 - 0.12 1.40 1.20 ' l.10 0.13 - 0.22 1.10 1.05 1.03 0.23 - 0.27 1.36 1.18 1.09 0.28 - 0.36 1.16 1.08 1.04 0.37 - 2.00 1.08 1.04 1.02 16 0.00 - 0.09 1.08 1.04 1.02 16A-20A 0.10 - 0.13 1.16 1.08 1.04 l 32, 42 0.14 - 0.20 1.12 1.06 1.03 33, 33A 0,21 - 0.26 1.20 1.10 1.05 0.27 - 0.46 1.08 1.04 1.02 0.47 - 0.50 1.16 1.08 1 04 l 0.51 - 2.00 1.08 1.04 1.02 l Note: Table continued on next page. l l March 14, 1969 l l JOHN A. GLUME & ASSOCIAT'IS. ENGINEERS
- TABLE 1 (Cont'd)_ . Mass Points Period Range R = 100' R - 50 ' R = 25' ' (seconds) (See Note 1) 28, 29 0.00 -0.07 1.20 1.10 1.05-O.08 -0.14 1.85 1.43 1.21 0.15 -0 21 1 ?! 1.11 1.05 0.22 -0.40 1. 2 1.06 1.03 O.41 -0.52 1.12 1.06 1.03 1.08 1.04 1.01 0.53 -2.00 30, 24 0.00 -0.04 1.09 1.05 1.02 1,73 1.37 1.18 0.05 -0.13 0.14 -0 28 1.42 1.21 1.11 0.29 -0.40 1.10 1.05 1.03 0.41 -0.52 1.10 1.05 1.03 0.53 -2.00 1.08 1.04 1.02 1 31, 25 0.00 -0.17 1.08 1.04 1.02 0.18 -0.28 1.37 1.19 1.09 0,29 -0.42 1.08 1.04 1.02 0.43 -0.52 1,14 1.07 1.04 0.53 -2.00 1.08 1.04 1.02 , 41 0.00 -0.13 1.30 1.15 1.08 O.14 -0.20 1.10 1.05 1.03
- 0.21 -0.30 1.31 1.16 1.08
< 0 31 -0.45 1.08 1.04 1.02 , 0.46 -0.65 1.12 1.06 1.03 0.66 -2.00 1.08 1.04 1.02 i Note 1. R is the radial distance in feet (in plan) f rom the center of mass of the building floor to the point of support of equipment or piping (see Sketch) . Center of Mass g g location of Support N / W March 14, 1969 JOHN A. GLUME & ASSOCIATES, ENGINEERS
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TABLE 2*
SUMMARY
OF LOCATIONS OF CENTERS OF MASS AND RIGIDITY Mass Center of Mass U Center of Rigidi ty O X Y i S t ructu re Point X Y l-8 335 5 250.0 335 5 250.0 Shield Bullding, Unit I 104.5 250.0 104.5 250.0 Shield Building, Unit 2 1A-8A 335.5 250.0 335.5 250.0 Containment Vessel, Unit 1 9-16 104.5 250.0 10 ': . 5 250.0 Containment Vessel, Unit 2 9A- 16A Reactor Support St ructure, 250.0 17-19 335.5 250.0- 335.5 unit i Reactor Support Structure, 250.0 17A-19A 104.5 250.0 104.5 Unit 2 ! Reactor Bui lding Foundat ion, --- -- Unit : 20 335 5 250.0 Reactor Building Foundation, --- --- Unit 2 20A 104.5 250.0 i Auxiliary Building Roof, 220.0 345.0 South Part 21 220.0 303 2 22 220.0 288.0 220.0 288.0 Fuel Tank Area 23 220.0 L 288.0 220.0 288.0 ' 24 220.0- 285.0 220.0 285.0-25 220.0 285.0. 220.0 285 0 Auxiliary Building Roof, 220.0 178.0 North Part 26- 220.0 219.8 4. l 4 ! Note: Table continued on next page.
*Repric.t of Table 4 from Reference 1 i
March 14, 1969 i . }h - i -.
- JOHN A. GLUME & ASSOCIAT- . ENGINEERS l
i TABLE 2* SUMHARY OF LOCATIONS Or CENTERS OF MASS AND RIGlDITY (Continued) U Center of Rigidity U Mass Center of Mass X Y Structure Point X Y 220.0 93.8 221.9 126.0 Auxiliary Building 27 28 220.0 -167.8 220.0 144.9' 29 227 9 174.4 221.9 157 9 228.7 163 0 251.7. 168.4 30 31 238.8 169 5 139.8 139 5 Auxiliary Building - Fuel --- 32 231.3 148.8 --- Tank Area Foundation 330.5 61.5 330.5 61.5 Turbine Support, Unit'1 33-35 109 5 61.5- 109 5 61.5 Turbine Support , Unit 2 33A-35A Turbine Support Foundation, 61.5 --- -- Unit 1 36 330.5 y
- Turbine Support Foundation, Unit 2 36A 109.5 61.5 --- ---
37 220.0 28.0 220.0 0.0 Turbine Building 38- 220.0 0.0 220.0 0.0 4 39 220.0- 0.0 220.0 0.0. ' 40 220.0 -15 9 220.0 0.0 41 210.0 15 7 220.0 0.0 Turbine Building Foundation 42 220.0 10.0 --- Enti re Structure, base rota- --- --- tion abnut a vertical axis
~
223.8 190.4
- 1) . Measured in feet from-the intersection ot column lines A and.17 The plus-x direction is east of column line 17 and the plus y l direction is south of column line A.
^ Reprint of Table 4 from Reference 1 i
F
^
March 14, 1969- JOHN A. B L.U M E & ASSOCIATES. ENGINEERS
4 t 0 i TABLE 3 i I RESPONSE ACCELERATION SPECTkA TABULATION (HORIZONTAL ACCELERATION) EARTHQUAKF. IN N-S OR E-W olRECTION MASS POINT 4, 4A DAMPlNG RATIO = 0.005,-0.010-d Pe ri od Damping Ratio Period D a. .Ing Ratio Sec. 0.005 0.010 Sec. 0.005 -0.010 0.145- 0.575 1.040 0.840 i 0,000 0.145 O.025 0.155 0.155 0.600- 0.920 0 760 0.050 0.165 0.165 0.625 0.600 0.520 0.172 0.172 0.650 0.460 .0.420 0.075 0.100 0.100 0.180 0.675 0.400 0.360 0.125 0-190 0.190 0. 700 0.330 0.310 0.150 0.200 0.195 0.725 0.290 0.280 0.175- 0.213 0.205 0.750 0.255 0.255
- 0.200 0.230 0.220 0.775 0.235 0.235
~ 0.?.25 - 0.255 0.240 0. 800 0.215 0.215-0.250 0.300 0.275 0.825 0.200 0.200 4 0.275 0.360 0.320 0.850 0.185 0.185
- 0.300 0.480 0.400 -0.875 0.173 0.173.
0.325 0.920 0.600 0.900 0.165 0.165 0.350 1.480 1.080 0.925 .0.160 0.160 0.375 1.350 1.510 -0.950 0.15 6 0.156 0.400 2.000 1.570 0.975 0.153 3.153 0.425 2.150 1.585 1.000 0.150 0.150 0.450 2.150 1.580 1.250 0.120 0.120 0.475 2.000 1.565 1.500 0.100 .0.100 0.500 1.960 1.480 1.750 0,070 0.070 i 0.525- 1.400 0.960 1.000 0.040 0.040
\
0.550 1.100 0.890 ,i i i l i i March 14, 1969
.-i JOHN A. BLUME & ASSOCI ATE.3, ENGINE E.RS l
i
)
TABLE 4 i RESPONSE ACCELERATION SPECTRA TABULATION (HORIZONTAL ACCELERATION) [ALTHQUAKE IN N-S OR E-W DIRECTION MASS POINT 6, 6A 5 DAMPlNG RATIO = 0.005, 0.010 i Pe riod (Lampi ng Ra ti o Period Damping Ratio 0.010
-0.010 Sec. 0.005 Sec. 0.005 0,550 0.700 0.615 0.000 0.080 0.080 0.575 0.640 0.560 0.025 0.085 0.085 0.440 0.090 0.600 0.560-0.050 0.093 0.400 0.360 0.105 0.095 0.625 O.075 0.340 0.300 0.100 c.11? 0.100 0.650 0.102 0.675- 0.300 0.260-0.125 0.115 0.230-0.120- 0.105 0.700 0.250 J
0.150 0.220 0.200 0.175 0.130 0.120 0.725 0.145 0. 750 0.185 0.180 n.200 0.165 0.160 0.160 0.225 0.220 0.180 0.775 0.235 0.800 0.145- '0.145 0.250 0.290 0.340 0.280 0.825 0.135' - 0.135 0.275 0.121 0.121 0 .300 0.375 0.315 0.850 0.325 0.875 0.120 0.120 0.3251 0.390 0.120 0.335 0.900 0.-120 f 0.350 0.400 0.440 0.360 0.925 0.120 0.120 0.375- 0.119 0.119-0.400 0.480 0 400 0.950 0.975 0.118 0,118 l- '0.425 0.560 0.480 0.560 1 000 0.117 0.117
- j- 0.450 0.710 .0.095 0.920 0.720 1.250- 0.095 0.475. 0.0 80 0.080 0.490 0.940 0.765 1.500 0.760 1.750 0.060 0.060 0.500 0.930 0.040
- 0.850 0.700 2.000 0.040 0.525-ll d
i - March 14, 1969 JOHN A. BLUME & ASSOCIATES. ENGINECRS v,1 -- _ - - -- s.v . ,.,rw -,-,--_-----w-c-- ,.r,- e-..-,34.---
TABLE 5 RESPONSE ACCELERATION SPECTRA TABULATI0ll_ (HORIZONTAL ACCELERATION) E ARTHQUAKE IN N-S OR E-V DIRECTION MASS POINT 9, 9A DAMPING RATIO = 0.005, 0.010 Period Damping Ratio Pe ri od Damping Ratio 0.005 0.010 S e c . _, 0.005 0.010 Sec. 0.180 0.180 0.525 1.760 1.320 0.000 0.190 0.190 0.550 1.170 0.9 80 0.025 0.050 0.200 0.200 0.575 1.120 0.920 0.215 0.215 0.600 1.000 0.840 0.075 0.560 0.100 -0.240 0.235 0.625 0.640 0.275 0.260 0.650 0.520 0.480 0.125 0.300 0.280 0.675 0.440 0.410 0.138 0.150 0.340 0.310 0.700 0.390 0 360 0 305 0.725 0 340 0.320 0.168- 0.335 0.750 0 300 0.290 0.175 0.295 0.270 0.260 0.188 0.280 0.265 0.775 0.270 0.200 0.290 0.270 0.800 0.245 0.240 0.225 0.320 0.300 0.825 0.225 0.225 0.400 0.360 0.850 0.210 0.210 0.250 0.530 0.480 0.875 0,190 0.190 0.275 0.720 0.630 0.900 0.180 0.180 0.300 0.325 1.160 0.880 0.925 0.175 0.175 2.200 1.600 ;0.950 0.172 0.172 0.350 0.440 1.960 0.975 0.169 0.169 0.363 0.375 2.470 2.000 1.000 0.165 0.165 l 0.140 0.140
-t 0.400 2.485 2.040 1.250 0.425 2.490 2.050 1.500 0.110 0.110 2.488 2.050 1.73s 0.080 0.080 ; 0.450 0.475 2.480 2.040 2,000 0.055- 0.055
{ 2.000 0.500 2.420 i-i t l March 14, 1969 )
]
1
" JOHN A. OLUME a ASSOCIATES. ENGINEERS
1 2 TABLE 6-RESPONSE ACCELERATION SPECTRA TABULATION , (HORIZONTAL ACCELERATION) EARTHQUAKE IN N-S OR E-W DIRECTION MASS POINT 10, 10A DAMP I NG R AT I O = 0.005, 0.010 4 Damping Ratlo: Period Damping Ratio i Period 0.010 Sec. 0.005 0.010 Sec. 0.005 0.150 0.500 2.080 1.720 0.000 0.150 0.160 0.160- 0.525 1.080 0.960 O.025 0.170 0.550 1.015 0.880 0.050 0.170 0.190 0.180 0.575 0.970 0.830 0.075 0.640 3 0.100 0.215 0.200 0.600 0.800 0.240 0.230 0.625 0.520 0.480 0.125 0.400-0.280 0.255 0.650 0.440-0.138 0.150 0.315 0.270 0.675' O.380 0 350 0.163 0.300 0.260 0.700 0.320 0.310 0.260 0.240 0.725 0.200 0.280 O.175 0.188 '0.240 0.235 0 750 0.245 0.245
- 0.225 O.200 0.245- 0.240 0.775 0.225 0.275 0.255 0.800 0.212- 0.212 0.225 4- 0.250 0.320 0.300 0.825 0.205 0.205 O.275 0.400 0.365 0.850 0.190 0.'90 0.520 0.460 0.875- 0.180 0.180 0.300 0.325 0.800 0.640 0.900- 0.172 0.172 1.400 0.925 0.168 0.168-li 0 350 1.720 2.040 1.640 0.950 0.163 0.163 0.363 0,161- 0.161
< ;- 0.375 2.090 1.740 0.975 '* 0.400 2.140 1.785 1.000 0.160 0.160 i' O 425 2.150 1.800 1.250 0.130 0.130 0.'150 2.140 1.790 1.500 0.I'0 0.100 0.475 2.125 1.770 1.750 0.0/0 0.070-1 i- 2.000 0.040 0.040
\
- 1 I Harch 14, 1963 JOHN A. BLUMC & ASSOCIATES. ENGINEERS -
TABLE 7, RESPONSE ACCELERATION SPECTRA TABULATION (HORIZONTAL ACCELERATION)_ EARTHQUAKE IN N-S OR E-W DIRECTION MASS PulNT 14, 14A ' DAMPING RATIO = 0.005, 0.010 Damping Ratio Pe riod Damping Ratio Period 0.010 Sec. 0.005 0.010 Sec. 0.005 0.070 0.575 0.540' O.440 0.000 0.070 0.025 0.070 0.070 0.600 9.440 0.380 0.050 0.075 0.075 0.625 0.380 0.320 0.080 0.080 0.650 0.320 0.280
- 0.075 0.240 0.100 0.085 0.085 0.675 0.280 0.100 0.095 0.700 0.240 0.200 4
0.125 0.150 0.120 0.105 0.725 0.205- 0.175 0.150 0.125 0.750 0.180 0.160 0.175 0.200 0.200 0.165 0.775 0.165 0.150 0.225 0.260 0.215 0.800 0.146 0.146-0.250 0.345 0.300 0.825 0.143- 0.143 0.440 0 375 0.850 0.140 0.140 0.275 0.540 0.440 0.875 0.136 0.136 0 300 0.325 0.575 0.485 0.900 0.133 0.133 0 350 0.560 0.480 0.925 0.130 0.130 j 0.450 0.400 0.950 0.127 0.127 0.375 4 0.400 0.335 0.300 0.975 0.124 0.124 o, 0.425 0.350 0.320 1.000 0.121 0.121 0.450 0.480 0.420 1.250 0.100 0.1c0 O.475- 0.840 0.640 1.500- 0.080 0.080 0.880 0.660 0.750 0.060 0.060 0.500 0.840 0.590 2.000 0.040 0.040
} 0.525
, i 0 550 0.660 0.520 [r i 4 + l l l March 14, 1969 JOHN A. OLUME & ASSOCI ATES, ENGINEERS j
- --. .. = -. . . . .
d l TABLE 8 RESPONSE ACCELERATION SPECTRA TABULATION (HORIZONTAL ACCELERATION) EARTHQUAKE IN N-S OR E-W DIRECTION MASS POINT 15, ISA DAMPING RATIO = 0.005, 0.010 Pe ri od Damping Ratio Period Damping Ratio 0.010 Sec. 0.005 0.010 Sec. 0.005 - 0.060 0.060 0.550 0.520 0.420 n.000 0.025 0.065 0.065 0.575 0.450 0 360 0.050 0.070 0.070 0.600 0.400 0 320 0.075 0.080 0.080 0.625 0.340 0.270 0.100 0.085 0.085 0.650 0.090 0.240 0.095 0.095 0.675 0.250 0.210 0.125 - 0.150- 0.105 0.105 0.7vo 0.220 0.180 0.140 0.130 0.725 0.200 0.160 0.175 0.200 0.185 0.170 0.750 0.180 0.155 0.225 0.270 0.240 0.775 0.165 0.148 0.400 0.340 0.800 0.155 0.140 0.250 O.275 0.560 0.440 0.825 0.145 0.137 - 0.600 0.850 0.140 0,134 O.300 0.720 0.325 0.840 0.680 0.875 0.131 0.131 0.128 0.128 i 0.338 0.880 0.700 0.900 0.885 0.705 0.925 0.126- 0.126 0.350 0.363 0.880 0.700 0.950 0.124 0.124 0.375 0.800 0.630 0.975 0.122 -0.122 0.400 0.440 0.380 1.000 0.120 0.120 j- 0.425 0.420 0.360 1.250 0.100 0.100 0.480 0.390 1.500 0.0 80 0.080, O.450 0.475 0.580 0.500 1.750 0.060 0.060 0.615 0.520 2.000 0.040 0.040.
. 0. 5 00 0.525 0.570 0.480 t
i j l - March 14,_1969 i JOHN A. OLUME & ASSOCIATES. ENGINEERS i
TABLE 9 RESPONSE ACCEL ERATION SPECTRA TABULATION (HORIZ0klAL ACCELERATION) . EARTHQUAKE IN N-S OR E-W OIRECTION MASS POINT 16, 16A DAMPlNG RATIO = 0.005, 0.010 Damping Ratio Pe ri od Damping Ratio Period 0.010 Sec. 0.005 0.010 Sec. 0.005 0.060 0.060 0.550 0.420 0.325 0.000 0.070 0.060 0.575 0.380 0.295 t 0.025 0.270 4 0.050 0.085 0.067 0.600 0.340 0.075 0.625 0.300 0.250 0.075 0.095 0.100 0.105 0.090 0.650 0.252 0.230 0.105 0.675 0.230 0.210 0.125 0.115 0.130 0.125 0.700 0.210 0.195 0.150 0.180 0.175 0.160 0.155 0.725 0.190 0.220 0.220 0.750 0.175 0.165 1 0.200 O.225 0.340 0.300 0.775 0.165 0.150 0.490 0.410 0.800 0.148 0.140 0.250 0.650 0.560 0.825. 0.142 0.131 O.275. 0.122 0.300 0.880 0.735 0.850 0.136 1.170 0.950 0.875 0.131 0.116 0.325 1.400 1.030 0.900 0.126 0.112 0.338 0.350 1.440 1.045 0.925 0.121 -0.109 0.368 1.435 1.040 0.950 0.117 0.107 0.375 1.350 1.000 0.975 0.113 0.105 0.400 0.970 0.720 1.000 0.110 0.103 0.800 0.580 1.250 0.100 0.100 0.425 0.680- 0.500 1.500 0.080 0.080 0.450 0.060 >; 0.475- 0.600 0.440- 1.750 0.060 0.530 0.395 2.000 0.040 0.040 0.500 0.525 0.470 0.350 i: 1 1 ] f I 1 March 14 -1969 4
~~ JOHN A. ELUME & ASSOCIATES. ENGINEERS l
~ ~ -
. - - . - . . ~ . . - - _._- ._.-. - - - - _. _ . - -.. . _ . - .-_- . - . ..~. - -.
l TABLE 10 RESPONSE ACCELERATION SPECTRA TABULATION (HORIZONTAL ACCELERATION). EARTHQUAKE IN N-5 OR E-W DIRECTION MASS POINT 17, 17A : DAMPING RATIO = 0.005, 0.010_ Period Damping Ratio Pe riod Damping Ratio 3 0.005 0.010 sec. 0.005 0.010 Sec_._ , 0.000 0.150 0.120 0.500 0.650 0.550 0.025 0.180 0.150 0.525 0.510 0.450 i 0.036 0.225 0.180 0.550 0.420 0.380 0.050 u.450 0.300 0.575 0.380 0 320 ; 0.630 0.540 0.600 0.340 0.280 0.06 0.07) s 0.640 0.550 0.625 0.300 - 0.255 0.088 0.630 0.540 0.650 0.270 0.230 , 0.100 0.450 0.400 0.675 0.230 0.210 0.113 0.270 0.220 0.700- 0.210 0.195 0.125 0.250 0.210 0.725 0.190 0.180 i 0.150 0.270 0.250 0.750 0.175 0.165 t 0.175 0.400 0.350 0.775 0.165 0.150 s 0.200 0.600 0.450 0.800 0.150 L 145 ' 0.225 0.850 0.650 0.825 0.147- 0.147 O.250 1.150 , 0.900 0.850 0.143 0.143 ; 0.275 1.600 1.280 0.875 0.132 0.132 l 0 300 2.050 1.700 0.900 0. 'a/ 0.127 0.325 2.600 2.220 0 925 0.119 0.125 0.338 2.775- 2.250 0.950- 0.118- 0.107 0.350 2. 79 0 2.265 0.975 0.113. 0.113 0.363 1. 790 . 2.255- 1.000 0.110 0.110 0.375 2.770 2.240 1.250 0.100 0.100 0.400 2.30te 1.850 1.500' O.080 0.080 0.425 1.7LJ 1.400 1.750 0.060 0.060 0.450 1.290 0.900 2,000 0.040 0.040 0.475 0.850 0.670 l 1 l I I l September 15, 1969
.iCNN_; d OLUMC a ASSOCI ATCG. ENGINEERS . j
_ . . _ - _ . . . . - - , . , _ , _ , _ , . . , = , , , , - . _ . , , . _ . ~
1 i TARLE 10A RESPONSE ACCELERATION SPECTRA TABULATION l (HORIZONTAL ACCELERATION) j E ARTHOU Au',E IN N-5 OR E-W OIRECTION MASS POINT 17. 17A D AMPING R AT IO = 0.05 r SPECTRAL ACCEL PERIOD SPECTRAL ACCEL j PERIOD G UN!TS SEC., G UNITS SEC.__ . i.000 0 150 0 550 0 250 l 0 160 0.575 0 230 0.025 0 205 1 0 530 0 190 0.600 0 235 0.625 0 190 0 063 0.170 l 0 075 0 340 0.650 0 088 0 375 0.675 0 160 ; f 0 100 0 340 0.700 0 150 l j 0 125 0 215 0.725 0.135 -! 0 150 0 220 0 750 0.130 l i 0 175 0 240 0.775 0.120 ' 0 200 0 280 0 800 0 110 I 0 225 0 380 0 829 0 105 0 250 0 490 0 850 0 100 i 0 262 0 545 0 875 0 095 ' 0 275 0 630 0 900 0 090 0.288 0 730 0.923 0 085 , l' O.300 0 840 0.950 0 082 : 0 312 0 980 0 975 0 080 0.325 0.888 1 000 0 075 i 0 350 0 892 1.100 0 065 l 0 375 06,888 1 200 0.060 j 0 058 0 388 0.C38 1 300 0.400- 0 860-- 1 400 0 050 , 0.412- 0 700 1 500 0.045
- . 0 043 j 0 425 0 620 1 600 0.450 0 500 1 700 -0 042 l~
0 475 0 400 1 800 0.041 l-1.900 ;0.041 0 500 0 330 4 0 525 0.285 2 000 0.041 4 4 11 ! i l i.- h d ') i i 1
;~
January 2, 1970 JOHN A, DLUMC & . ASF ATCS, ENGINECRS I .e
- . . , & ~ ,,,,.a._ _ ,, ,--,-v r,., w,.,... a , , - _ , . , . , .~-y.,J., , , , - .~.,.-w py---, ,yr ~ r.,h..J..,,,,w...,.E
t t j TABLE it, I RESPONSE ACCELEMATION SPECff,4 TABULATION 30R120NTAL ALCELERATig
'l j EARTHQUAKE IN N.S OR E-W OlRECTioN MA
-.SS . P0lN1 18. 18A DAMPlNG RATIO = 0.005. 0.010
] i Damping Ratlo Period Damping Ratio Period 0.005 0.010 o.005 Sec. i Sec. o _._01,0,, I 0.100 0.1Lo 0.525 0.470 0.390 o.000 0,330 i 0.150 0.130 0.550 0.420 0.025 0.2% I 0.250 0.020 0.515 0.380 o.050 0. 5 i 0.460 0.400 0. Q0 0.340 0.063 0.250 ? 0,480 0.410 0.625 0.300 O 075 N 0.460 0.400 0.650 0.260 0.088 o.100 0.250 0.200 0.675 'o.230 ..> j i 0.190 0.180 0.700 0.210 . ,<> 0.113 l 0.125 0.180 0.179 0.725 0.190 0.'69 0.750 0.175 0.16, 0.150 0.220 0.200 0.2 80 0.260 0.775 0.165 0.150 i 0.175 ! 0.200 0.450 0.360 0.800 0.150- 0.147 O.225 0.650 0.500 0.825 0.147 0.145 O.250 0.900 0.700 0'.850 0.143 0.143 0.275 1.200 0.950 g 0.875 0.132 0.132 0.127 0.300 1.600 '# . 300 O.900 , 0.127 2.100 1.200 0.925 0.125 0.13 0.325 0.118 2.370 ').820 0.950 0.118 0.33B 0.350 2.390 1.840 0.975 'o.113 0.113 0.363 2.385 1.840- 1.000 0.110 -o.110 1.820 1.250 o,100 0.100 2.350 1.500 0.080 0.080 0'.375 o 400 1.850 1.400 0.060 0.060 0.425 1,300 0.960 1.750
-0.850 0.700 2.000 0.040 0.040 0.450
$4 0.475 0.640 0.550 0.500 0.540 0.450 September 15, 1969-JOHN A OLUMC (k ' ASSOCI ATES. ENGINEERS
._._____.m. _ __ - . _ _ _ . . ~. _ .... . _ _ _ ._ _ __ __ _ _ .m. _ . . . _ . _ _
i TABLE 12 , . RESPONSE ACCELERATION SPECTRA TABULATION i ' j (HORIZONTAL ACCELERATION) EARTHQUAKE _IN N-S OR E-W DIRECTION ' i MASS POINT 19, 19A p DAMPlNGRATl0=0.005.0.010 i a
. Period camping Ratio Period Damping Ratlo I
Sec. 0.005 0.010 Sec. 0.005 0.010 f 0.000 0.070 -0.525 0.470 0.350 4 0.070 0.025 0.110 0.100 0.550 0.420 0.325 - 1. l 0.050 0.180 0.150 0.575 0.380 0.295
- 0.615 0.260 0.240 0.600 0.340 0.270 2 0.075 0.250 0.260 0.625 0,300 0.250 4 0.088 0.260 0.240 0.650 0.270 -0.230 0.100 0.180 0.150 0.675 0.230 0.210 1 0.125 0.155 0.130 0.700 0.210 0.195 2
0.150 0.180 0.150 0. 725 0.190 0.180 .' O.175 0.220 0 200 0.750 0.175 0.165 , 0.200 0.300 0.220 0.775. 0.165 0.150 0.225 0.470 0.380 0.800 0.150 0.145 0.250 0.670 0.530 0.825 0.147 j 0.275 0.915 0.730 0.850 0.143 0.'4345
- 0. '
4 0.300 1 250 1.000 0.875 0.132 0.320 i 0.325 1.650 1.300 0.900 0.127 0.127 ' j 0.338 1.870 1.450 0.925 0.125 0.125 0.350 1.900 1.470. 0.950. 0.113. 0.113 j 0.363 -1.903 1.475 0.975 0.1111 0.111
-0.375 1.890 1.460 1.000 0.110 0.110 0.400 1.300 1.050 1.250 0.100 0.100
{ 0.425 0.870 0 700 1.500 0.080 0.080 l 1 0.450 0.680 0.550 1.750 0.060 0.060 0.475 0.600 0.440 2.000 0.040 0.040 0.500 0.530 0 395 ] I s d I September 15, 1969 4 JOHN - A. BLUMC '(k . AF%OCIATES. ENGINEERG il
TABLE 13 RESPONSE ACCELERATION SPECTRA TABULATION (HORIZONTAL ACCELERATION) EARTHQUAKE IN N-S DIRECTION MASS POINT 21 DAMPING RATIO = 0.005, 0.010 Period Damping Ratlo Period Damp!ng Ratlo Sec. 0.005 0.010_ Sec. 0.005 0.010 0.000 0.200 0.200 0 750 0.190 0.190 0.025 0.202 0.202 0.775 0.180 0.180 0.050 0.205 0.205 c.800 0.170 0.170 0.075 0.215 0.215 0.850 0.155 0.155 0.100 0.230 0.230 0 900 0.140 0.140 0.125 0.260 0.260 1.000 0.125 0.125 0.150 0 300 0.300 1.250 0.110 0.110 0.175 0 340 0.340 1 500 0.105 0.105 0.200 0.400 0.400 1.750 0.100 0.100 0.225 0.600 0.600 2.000 0.095 0.095 0.238 0 750 0.750 0.250 0.800 0.800 0.275 1.200 1,200 0 300 2.400 2.400 0 325 3.500 2 700 0.338 3 580 2 750 0 350 '.600 j 2 790 0.363 3.595- 2.795 0.375 3 550 2 745 0.388 3.450 2.660-0.400 3 200 2.500 0.413 2.200 2.200 0.425 1.200 1.200 0.450 0.800 0.800 0.475 0.615 0.615 0 500 0.505 0 505 0.525 0.430 0.430 0.5504 -0.395 0.395-0.575 0 330 0.330 0.600 0 305 .0 305 0.625 0.280 0.280 0.650 0.245 0.245 0.675 0.220 -0.220-0 700 0.205 0.205 0 725 0.200- 0.200 March 14, 1969 ~ JOHN A. (3LUMC (k AGSOCI ATIES. ft NGINEERS. J
i TABLE 14 i i RESPONSE ACCELERATION SPECTRA TABULATION , I'
,(HORIZONTAL ACCELERATION)
E ARTHQUAXE IN E-W OI RECTION
' MASS POINT 21 .
DAMPlNG RATIO = 0.005,-0.010 i 2 Period Oamping Ratio Period Damping Ratio 0.010 l 0.010 Sec. 0.005
+ Sec. 0.005 0.280 0.700 0 300 0.300
- 0.000 0.280 0.260 0.260 0.025 0.295 0.293 0.725 0.750 0.220 0.220 O.050 0 315 0 315 0.200
' 0.775 0.200 O.075 0 335 0 335 0.190 0 350 0.800 0.190 0.100 0 350 0.187 0.187 0.125 0 370 0 370 0.850 0.900 0.180 0.180 0.150 0 390 0.390 0.170 2
0.410 0.410 0.950 0.170 l 0.175 0.160 0.160 0.200 0.440 0.440 1.000 1.250 0.130 0.130 1 0 225 0 500 0.500 0.105 0.800 0.800 1.500 0.105
- 0.250 0.075 0.075 0.275 0.900 0 900 1 750 4
1.000 2.000 0.050 0.050 0.300 1.000 0.313 1.200 1.200 0 325 2.000 2.000 J 0 338 3 300 3 300 l 0 350 4.400 3 600 4 0.363 4.450 3 670 4 0.375 4.460 3 700 1 0.386 4.440 3 690 ! 0.400 4.400 3.640 4 0.413 3 500 3 500 2 0.425 2 500 2.500 l 0.450 1.500 1.500
- 0.475 1.120 1.120 0.500 0.910 0 910
- 0.525 0.795 0.795
! 0.550 0.690 0.690-0.575 0.600- 0.600 0.600 0.520 0.520 0.625 0.450 0.450 0.650 0 395 0.395 0.675 0 340- 0.340-i J
March 14. 1969
'" JOHN A. OLUME & ASSOCIATES ENGINEERS
1 TABLE 15 RESPONSE ACCELERATION SPECTRA TABULATION (HORIZONTAL ACCF.LERATION) ! EARTHQUAKE IN N-S OR E-W DIRECTION-MASS POINT 24 ' OAMPlNG RATIO = 0.005, 0.010 J l ,\ ; i Peric' Damping Ratio Period Damping Ratio Sec. 0.005 0.010 Sec. 0.005 0.010 0.000 0.070 0.070 0.550 0.440 0.355 ! 0.400 0 320 i 0.025 0.080 0.080 0.575 0.050 0.100 0.095 0.600 0.350 0.285 I O.075 0.130 0.110 0.625 0.295 0.255 ! 0.100 0.150 0.135 0.650 0.260 0.220 0.125 0.165 0.140 0.675 0.230 0.200 l 0.150 0.I70 0.145 0 700 0.200 0.120 3
- 0.175 0.180 0.150' O.725 0.175 0.160 l 0.200 0.205 0.165 0.750 0.160 0.155-1 0.225 0.320 0.240 0.775 0.150 0.150 0.250 0.560 0.440 0.800 0.147 0.147 l 0.144 0.275 0.680 0.560 0.825 0.144 l
0 300 0.800 0.650 0.850 0.141 0.141 0.313 0.840 0 700 0.875 0.139 0.139
- O'.325 1.200 0.900 0 900 0.136 0.136 O.338 1.600 1.220 '
0 925 0.133 0.133 ! 0 350 1.625 1.250 O.950 0.130 0.130 1 0.375 1.635 1.250 0 975 0.128 0.128 0.400 1.590 1.235 1.000 0.125 0.125 0.413 0.900 0 900 1.250 0.107 0,107 i 0.425 0.640 0.600 1.500 0.085 0.085 4
- 0.450 0.580 0.510 1.750 0.062 0.062 l 0.475 0.540 0.450 2.000 0.040 0.040 0 500 0.500 _0.400 0.525 0.420 0.375 2
i it { I March 14, 1969 , , 6,
. JOHN ' A. OLUME & _ ASSOCIATES. ENGINEERS
- j. '
TABLE id RESPONSE ACCELERATION SPECTRA TABULATION (HORIZONTAL ACCELERATION) EARTHQUAKE IN N-S OR E-W DIRECTION HASS POINT 25 DAMPlNG RATIO = 0.005, 0.010 Period Damping Ratio Pe riod Damping Ratio I Sec. 0.005 0.010 Sec. 0.005 0.010 0.000 0.060 0.060 0.550 0.410 0.370 0.025 0.070 0.070 0.575 0.385 0.345 1 0.050 0.0 80 0.080 0.600 0 345 0.285 0.075 0.090 0.090 0.625 ' O.310 0.250 0.100 0.100 0.100 0.650 0.240 0.220 0.125 0.120 0.110 0.675 0.200 - 0.200 0.150 0.135 0.125 0.700 0.175 0.175 : 0.175 0.150 0.140 0.725 0.165 .0.165 0.200 0.180 0.160 0.750 0.160 0.160 0.225 0.240 0.210 0.775 0.156 0.156 0.250 0.400 0.340 c.800 0.152 0.152 0.275 0.600 0.500 0.825 0.149 0.149 0.300- 0.820 0.660 0.850 0.146 0.146 0.325 0.920 0.790 0.875 0.142 0.142 0.338 1.480 1.080 0.900 0.139 0.139
. 0.350 1.520 1.170 0.925 ' O.136 0.136 0.375 1.520 1.180 0.950 0.134 0.134 i 0.400 1.500 1.160 0.975 0.132 0.132 , 0.425 0.600 0.560 1.000 0.130 : 0.130 0.450 0.500 0.460 1.250 0.107 0.107 . 0.475 0.460 0.415 1.500 0.085 0.085 O.500 0.435 0.385 1.750 0.062 0.06? ' 0.410 2.000 0.040 0.040 O.525 0.370 i
l 1
.e
.-+ March 14, 1969 i
," JOHN A. DLUME h ASSOCIATtCS. ENGINEERS
~,-c--w.,m- ,- . . . - g ..-,e. p ,_.,,~r . .- .--y,.,m . .,w .c v- r -c .,,e-e---w.-s- -fe,, m v. . - ,
- d TABLE 17 i
RESPONSE ACCELERATION SPEC'.RA TiBULATION (HORIZONTAL ACCELERATION) - EARTHQUAKE IN N-S OR E-W OlRECTION MASS POINT 28 DAMPlNG RATIO = 0.005, 0.010 I i Damping Ratlo Pe ri od Damping Ratlo Pe riod 0.005 0.010 Sec. 0.005 0.010 Sec. 4 0.000 0.000 0.080 0.500 0.600 0.520 l 0.540 0.470 0.025 0.090 0.090 0.525 0.115 0.110 0.550 0.480 0.415 O.050 0.180 0.160 0.575 0.430 0.370 2 0.075 O.088 0.265 0.230 0.600 0.370 0.325 0.255 0.220 0.625 0.320 0.280 l 0.100 c.185 0.175 0.650 0.270 0.250 4 0.125 0.180 0.170 0.675 0.235 0.220 . 0.150 0.195 0.180 0.700 0.205 0.195 . 0.175 0.180-j 0.200 0.230 0.200 0.725 0.185 O.225 0.300 0.300 0.750 0.170- 0.170 0.710 0.710 0.775 0.160 0.160 0.238 0.155 0.250 0.900 0.740 0.800 0.155 0.275 0.970 0 780 0.G25 0.150 0.150 1,000 0.830 0.850 0.146 0.146 0.300 1.040 0.900 0.875 0.142 0.142 4' O.313 0.139 0.325 1.600 1.200 0.900 0: 139 1 , 1.980 1.560 0.925 0.136 0.136 l' 0.338 2.030 1.595 0.950 0.134 0.134 4 0.350 2.050 1.605 0.9 75 0.132 0.132 0 375 0.400 2.035 1.580 1.000 0.130 0.130 4 ,1 0.L13 2.000 1.200 1.250 0.107 -0.107 0.425 1.360 0.760 1.500 0.085 0.085-0.820 0.720 1.750 0.062. 0.062
- , 0.438 0.040 O.450 0.760 0.640 2.000 0.040 t
O.475 0.670 0.575 i , 4 i
,-L.
a l1
- .i.l-
. March 14, 1969 I* JOHN A OLUMC(& ASSOCI ATCS. ENGINCCRS
.n.., _ - , , - - . _ , _ . - -
. .- e ~~
h j TABLE 18 i n RESPONSE ACCELERATION SPECTRA TABULATION l (HORIZONTAL ACCELERATION) ! E ARTHQUAKE IN N-S OR E-W DIRECTION j MASS POINT 29 DAMPING RATIO = 0.005, 0.010 ] e
- Period Damping Ratio Pe riod Damping Ratlo Sec. 0.005 0.010 Sec. 0.005 0.010 *
] 0.000 0.070 0.070 0.525 0.520 0.445 l 0.400 , 0.025 0.080 0.080 0.550 0.475 0.050 0.095 0.095 0.575 0.415 0 360 0.075 0.135 0.120 0.600 0.365 .0.320 1 0.088 0.200 0.175 0.625 0.310 0.280 l 0.100 0.220 0.180 0.650 0.260 0.250 0.125 0.180 0.160 0.675 0.230 0.220 O.150 0.170 0.160 0.700 0.200 0.190 0.175 0.175 0.165 0.725 0.175 0.170 l 0.160 0.200 0.200 0.185 0.750 0.160
- 0.2?c 0.250 0.250 0.775 0.157- 0.157 O.238 0.520 0.f20 0.800 0.154 0.154 j 0.250 0.700 0.580 0.825 0.151 0.151 0.275 0.760 0.650 0.850 0.148 0. "
- 8 0.300 0.800 0.700 0.875 0.145 0.145 3
0.313 0.840 0.760 0.900 0.142 0.142 l . 0.325 1.160 1.000 0.925 0.139 0.139 . O.338 1.560 1.360 0.950 0.136' O.136 0.350 1.880 1.440 0.975 0.133 - 0.133
- _ 0.375 1.895 1.455 1.000 0.130 0.130
- 0.400 1.875 1.440 1.250 0.101 0.107 l 0.425 0.920 0.720 1.500 0.085 0.085 l 0.450 0.690 0.600 1.750 0.062 0.062
', 0.475 0.620 0.535 2.000 0.040 0.040 0.500 0.570 0.490 l 4 i 8 March 14.-1969 r i
.lOHN ' A DLUMC & ASSOCIATES. ENGINEERS
, - ~ , -- - - - . - _ - , . . . , - .. .. , , .- - -
- -. = - --__-. -. - - _ _ - . - - - - . - - - - . - - _ _ _. _ . _ _ . . - - . . . _ -
TABLE 19 RESPONSE ACCELERATION SPECTRA TABULATION (HORIZONTAL ACCELERATION)_ EARTHQUAV,5 lN N-S OR E-W DIRECTION HASS POINT 30 t ! DAMPING RATIO = 0.005, 0.010 i , Period campeng Astlo Period camping Ratlo 0.005 0.010 5ec. 0.005 0.010 1 Sec._ : 0.000 0.061 0.061 0.550 0.440 0.355
- 0.025 0.080 0.080 0.575 0.400 0.320 1 0.050 0.100 0.095 0.600 0 350 0.285 O.075 0.130 0.110 0.625 0.295 0.255 0.100 0.150 0.135 0.650 0.260 0.220 1 0.125 0.165 0.140 0.675 0.230 0.200
- 0.150 0.1 70 0.14E 0.700 0.200 0.120 i 0.175 0.180 0.150 0 725 0.175 0.160 i 0.200 0.205 0.165 0 750 0.160 0.155 2 0.225 0.320 0.240 0 775 0.150 0.150
- 0.250 0.560 0.440 0.800 0.147 0.147 0.275 0.680 0.560 0.825 0.144 0.144 j 0.300 0.800 0.650 0.850 0.141 0.141 1
! 0.313 0.840 0.700 0.875 0.139 0.139 , 0.325 1.200 0.900 0.900 0.136 0.136 0.338 1.600 1.220 9.925 0.133 0.133 ' a 0.350 1.625 1.250 0.950 0.130 0.130 l 0.375 1.635 1.250 0.975 0.128 0.126
- 0.400 1.590 1.235 1.000 0.125 0.125 0.413 0.900 0.900 1.250 0.107 0.107 l 0.085
- 0.425 0.640 0.600 1.500 0.085 0.450 0.580 0,510 1.750 0.062 0.062 i 0.475 0.540 0.450 2.000 0.040 0.040 O.500 0.500 -0.400 0.525 0.420 0.3 75 i
o March 14, 1969 i
**- ./C AN A. OLUMC & ASSOCI ATES ENGINEER 9 ,. .-. -- - - . .. , . . . - . - , . - - - .- ., ,- . . - . . -. -~
1 l 4 4 TABLE 20 I f , RESPONSE ACCELERATION SPECTRA TABULATION (HORIZONTAL ACCELERATION) EARTHQUAKE IN N-S OR E-W DIRECTION l MASS POINT 31 I DAMPING RATIO = 0.005, 0.010 j i ! Pe riod Damping Ratio Pe riod Damping Ratio l Sec. 0.005 0.010_ Sec. 0.005 , 0.010 ! 0.000 0.060 0.060 0.550 0.410 0.370 0.025 0.070 0.070 0.575 0 365 0.345
- 0.050 0.080 0.080 0.600 0.345 0.285 0.250 0.090 0.625 0.310
[ 0.075 0.100 0.090 0.100 0.100 0.650 -0.240 0.220 0.125 0.120 0.110 0.675 0.200 0.200
- 0.150 0.135 0.125 0.700 0.175 0.175 0.175 0.150 0.140 0.725 0.165 0.165 0.160 4
0.200 0.180 0.160 0.750 0.160
- 0.225 0.240 0.210 0.775 0.156 0.156 0.250 0.400 0 340 0.800 0.152 0.152 .
! 0.2/5 0.600 0.500 0.825 0.149 0.149 l 0.300 0.820 0.660 0.850 0.146 0.146 1 0 325 0.920 0 790 0.875 0.142 0.142 L 0 338 1.48r 1.080 0.900 0.139 0.139 ,. 0 350 1.52C 1.1/6 0.925 0.136 0.136
- 0.375 1.520 1.180 0 950 0.134 0.134
!- 0.400 1.500 1.160 0.975 0.132 0.132 0.425 0.600 0.560 1.000 0.130 0 130 i' O.450 0.500 0.460 1.250 0.107 0.107 !, 0.475 '0.460 0.415 1.50u 0.085 0.085 !j 0.500 0.435- 0.385 1.750 0.062 0.062 !*- 0.525 0.410 0 370 2.000 0.040 0.0'40 l r it 16 , ,t i l l 4 March 14, 1969 , I.
~ JOHN - A. (3L U M E th ASSOCIATES. ENGINEERF.
i
,_.~--.m .__ . . , . . , . _ - - . . , , . . - _ . _
. .. . . . _ . _ _= _. _ . _ . _ . _ . . . _ . _ _ , . . . _ _ _ . _ _ _ . . . _ _ _ _ _ _ _ . . _ - .
l i TABLE 21 RESPONSE ACCELERATION SPECTRA TABULATION \ (HORIZONTAL ACCELERATION) 4 j EARTHQUAKE IN N-S DIRECTION MASS P0lfH 33, 33A l 5 DAMPlNG RATIO = 0.005, 0.010 l l I 5 ! Period Damping Ratio Period Damping Ratio Sec. 0.005 0.010 Sec. 0.005 0.010 0.000 0.110 0.110 0.625 0.225 0.200 ! 0.025 0.130 0.130 0.650 0.195 0.175 0.050 0.150 0.150 0.675 0.170 0.160
- 0.075 0.180 0.180 0.700 0.155 0.150 1 0.100 - 0.220- 0.210 0 725 0.145 0.145 1
0.125 0.300 0.270 0.750 0.142 0.142 0.150 0.620 0 530 0.775 0.140 0.140 l
- 0.163 0.680 0.550 0.800 0.138 0.138
- c.175 0.500 0 370 0.825 0.135 0.135 j 0.200 0 330 -0.270 0.850 0.133- 0.133 2
0.225 0.350 0.300 0.875 0.130 0.130 ! 0.250 0.500 0.450 0 900 0.128 0.128-O.275 0.600 0.550 0 925 0.12A 0.126 0 300 0.800 0 700 0 950 0.12* 124 0.325 1.450 1 300 0.975 0.122 s.122 i
- 0.350 2.050 1 725 1.000 0.120 0.120 2
0 363 2.075 1.700 1.250 0.100 0.100 0.375 i,600 1.250 1 500 0.074 0.074 4, 0.400 1.100 0.900 1.750 0.053 0.053 ii 0.425 0.850 0.650- 2.000 0.033 0.033 O.450 0.630 0.540 0.475 0.550 0.450 '! 0.500 0.460 0 380
! 0.525- 0.400 0.330
- 0 550 0.350 0.295 0.575 0 300- 0.255 O.600 0.260 0.225 i
j l i 4 March 14, 1969 ? 4
- JOHN - A GLUME(k ASSOCI ATES. ENGINEEPS 1
, . . s-,,.-,-, .--,-.,.---.-..n---n,,-- , . , . , ~ . ~ . - , - - , ~v . , - ~ ,-w- ,
s ,v,,ra,e. 4 , . * , , -,+-,e,,.-
_ . - - . ._ _. .. ~ _ _ _ _ . . _ ._ _ . _ _ _ _ _ _ _ _ _ _ _ . . - _ _ _ _ _ . _ _ . - ._ . _ _ _ _ _ TABLE 22
- RESPONSE ACCELERATION SPECTRA TABULATION ,
(HORIZONTAL ACCELERATION) EARTH 0UAKE IN E-W DIRECTION MASS POINT 33, 33A DAMPlNG RATIO = 0.005, 0.010 i Period Damping Ratio Period Damping Ratio Sec. 0.005 0.010 Sec. 0.005 0.010 1 0.000 0.120 0.120 0.625 0.180 0.170
- 0.025 0.120 0.120 0.650 0.170 0.150 4 0.050 0.150 0.150 0.675 0.155 0.145
, 0.075 0.210 0.210 0.700 0.145 0.140
! 0.088 0 350 0.350 0 725 0.135 0.135 0.100 0.950 0.600 0 750. 0.130 0.130 0.113 0.955 0.670 0 775 0.128 0.128 ' O.125 0.600 0.450 0.800 0.126 0.#26 4 0.138 0.410 0.320 0.825 0.124 0.124 0.150 0.400 0.315 0.850 0.122 0.122 > 0.175 0.440 0.350 0.875 0.120 0.12c
- 0,200 0,550 0,470 0 900 0.I18 0.I18 0.225 1.200 1.000 0 925 0.116 0.116
, 0.238 1 550 1 300 0 950 0.114 0.114 0.250 1 580 1.290 0 975 0.112 0.112 , 0.275 0.650 0 550 1.000 0.110 0.110 0 300 0 500 0.400 1.250 0.090 0.090 0 325 0.425 0.350 1.500 0.070 0.070 O.350 0.420 0 360 1.750 0.050 0.050 < , 0 375 0 500 0.420 2.000 0.030 0.030-
- . 0.400 0 745 0 580
!' O.425 0.600- 0.470 ! 0.450 0.460 0 380 l' O.475 0.400 0 320
',. O.500 0 330 0.280 0.525 0.290 0.250 0.550 0.250 0.220
- i. 0.575 0.225 0.200
'~
.0.600 0,200 0.175
- 1. .
- March 14, 1969
'" JOHN A BLUME (k ASSOCI ATES. ENGINEERS '-,, , , , . . , , , - ~ ,. - . , -.. L..- , - - - - - - .
~
TABLE 23 RESPONSE ACCELERATION SPECTRA TABULATIO,N,, p0Rl20NTAL ACCELERATION) EARTHQUAKE IN N-S OR E-W DIRECTION MASS POINT 41 DAMPlHC RATIO = 0.005, 0.010 Period camping Ratlo Pe riod Damping Ratio Sec. 0.005 0.010 Sec. 0.005 0.010 i 0.000 0.060 0.060 0.550 0.410 0.370 O.025 0.070 0.070 0.575 0 385 0.345 0.050 0.0 80 0.080 0.600 0 345 0.285 0.075 0.090 0.090 0.625 0.310 0.250 0.100 0.100 0.100 0.650 0.240 0.220
. 0.125 0.120 0.110 0.675 0.200 0.200 0.150 0.135 0.125 0.700 0.175 0.175 .l l 0.165 0.165 i 0.175 0.150 0.140 0.725
{ 0.160 0.200 0.180 0.160 0.750 0.160 0.225 0.240 0.210 0.775 0.156 0.156 1 0.250 0.400 0.340 0.800 0.152 0.152 0.275 0.600 0.500 0.825 0.14s 0.149 . 0.300 0.820 0.660 0.850 0.146 0.146 0.325 0.920 0.790 0.875 0.142 0.142 0.338 1.480 1.080 0.900 0.139 0.139 0.350 1.520 , 1.170 0.925 0.136 0.136 0.375 1.520 1.180 0.950 0.134 0.134 , ! 0.400 1.500 1.160 0.975 0.132 0.132 l 0.425 0.600 0.560 1.000 0.130 0.130 0.450 0.500 0.460 1.250 0.197 0.107
, 0.475 0.460 0.415 1.500 0.085 0.085 0.500 0.435 0.365 1.750 0.062 0.362 O.525 0.410 0.370 2.000 0.040 0.040 f
1 . t. t I[ l l{ March 14, 1969 -
- l. .
- JOHN A. E7LUME & ASSOCIATES. ENGINEE f?S
._ ._ .. . . _ . _ _ _ . . _ _ _ _ _ . ~ . _ _ _ _ _ . - . _ . _ _ _ _ . _ _ ..__ _ ._ _ .. _ _ - _ . .
1 TABLE 24 j RESPONSE ACCELEP.ATION 3PECTRA TAPI,161,tp,N, 1 (HORIZONTAL ACCELERATION) J J EARTHQUAKE IN N-S OR E-W DIRECTION MASS POINT 20, 20A, 32, 42 DAMPlNG ratio = 0.005, 0.010 ! i i Period Camping Ratlo Period Damping Ratio 0.010 0.010 Sec. 0.005 0.005 Sec. I 0.060 0.625 0 300 0.250
- 0.000 0.060 0.230 0.070 0.650 0.252 i 0.025 0.070 0.230 0.210 0.085 0.085 0.675
- 0.050 0.210 0.195 0.095 0.095 0.700 i 0.075 0.725 0.190 0.180 0.100 0.105 0.105 0.115 0.750 0.175 -0.170 i 0.125 0.115 0.165 0.165 0.130 0.130 0.775 j 0.150 0.800 0.148 0.148 i S
0.175 0.160 0.155 0.142 l 0.220 0.220 0.825 0.142 0.200 0.136 0.136 0.225 0.340 0.300. 0.850 0.410 0.875 0.131 0.131 0.250 0.490 0.126 1 0.560 0 900 0.126 i 0.275 0.650 0.121 0.121 0 300 0.880 0.735 0.925 l 0,950 0.950 0.117 0.117 0.325 1.170 0.113 i 1,400 1.030 0.975 0.113
- 0 338 0.110 0.110 1.440 1.045 1.000 0 350 ,1.250' O.100 0.100 O.363 1.435 1.040 1.000 1.500 0.080 -0.080 0 375 1.350 0.060 0.720 1.750 0.060 0.970 O.400 0.040 0.040 0.425 0.800 0.580 2.000
<i O 450 0.680 .0.500 0.475 0.600 0.440 ,} 0.500 0.530 0.395 < l 0.525 0.470 0.350 0.550 0.420 0 325
, 0.575 0.380 0.295
- t. 0.600 0.340 0.270 l
1
- l. l._
l l March 14, 1969
' ~ JOHN A DLUMC & ASSOCI ATCS. CNGINCtIRS
. , . . . - __ ._ __ - . _ . . , . _ . _ .. . - _ , . . - . ._ . . ~ . . , , . . ..-.4-..-__..-.~
-_ - _ _ _ _ . - _ . - - . - . . - . . . - - . ~ . . - . . - . - - - . . - . _ . . _ . . .-. .
TABLE 2_5_ RESPONSC ACCELERATION SPECTRA TABULATION ! (VERTICAL ACCELERATION) EARTHQUAKE IN N-S OR E-W Di kECTION_ MASS POINTS 4, kA, 6, 6A, 9, 9A, 10, 10A,_ 14-20, 14A-20A, 21, 24, 25, 28-32, 33, 33A, 41, 42 DAMPlNC RATIO = 0.005, 0.010, 0.020, ANO 0.050 Period Damping Ratto Period Damping Ratio 0.010 0.020, 0.050 0.020 0.050_ Sec. 0.005 Sec. 0.005 0.010 0.076 0'.064 0.049 0.037 0.060 0.060 0.060 0.060 0.875 0.000 0.074 0.063 0.049 0.037 0.062 0.061 0.061 0.061 0 900 0.025 0.073 0.062 0.048 0.037 0.072 0.065 0.063 0.062 0.925 i 0.050 0.072 0.062 0.048 0.036 0.085 0.080 0.072 0.068 0 950 i 0.075 0.071 0.061 0.047 0.036 0.100 0.100 0.095 0.085 0.075 0 975 0.036 0,100 0.085 1.000 0.070 0.060 0.047 O.125 0.120 0.110 0.051 0.040 0.030 i 0.120 0.100 1.250 0.060 I i 0.150 0.145 0.138 0.042 0.033 C .02!i 0.165 0.150 0.130 1.500 0.050 0.175 0.180 0.040 0.033 0.026 0.020 4 0.200 0.230 0.210 0.190 0.160 1.750 0.015 0.220 2.000 0.030 0.075 0.021 0.225 0 760 0.460 0.270 4 0.238 0.785 0.635 0.430 0.260 4 0.250 0.788 0.635 0.435 0.270 0.275 0.780 0.625 0.440 0.275 0.300 0 760 0.605 0.435 0.265 0.325 0 730 0.580 0.420 0.250 O.350 0.660 0.520 0.380 0.230 - 0 560 0.420 0.300 0.200 0 375 0,180 0.400 .O.420 0.340 0.260 1 0.425 0 320 0.280 0.220- 0.160 I 0.450 0.280 0.240 0.200 0.140 0.475 0.240 0.210 0.170 0.130 O.500 0.220 0.190 0.155 0.115 0.525 0.195 0.170 0.140 0.100 i 0.550 0.170 0.150 0.125 0.087 0.575 (.160 0.135 0.112 0.079 ! 0.600- J.140 0.120 0.100 0.069 , 0.625 0.128 0.110 0.090 0.060 0.650 0.120 0.100 0.080 0.053
- 0.675- 0.108 0.090 0.071 0.048 0.100 0.085 0.065 0.045 0.700 0.041 0.725 0.095 0.0B0 0.061 0.090 0.075 0.057 0.040 O.750
' O.775 0.085- 0.070 0.054 0.039 ;
0.800 0.082- _0.068 0.052 0.039. O.825 0.080 0.066 0.051 0.038 0.850 0.078 0.065 0.050 0.038 I?
. Mar.:h 14.-1969 l
l l , I ' JOHN A, OLUMC & ASGOCIATES ENGINCEPS .
-n -
y w, ,,, - - - - - . - - w oy,-n,, m, ,,,.n .g.-- , , ,- -e . -,,-p , -- -
TABLE 26 1 1 RESPONSE ACCELERATION SPECTRA TABULATION 3 (HORIZONTAL ACCELERAT!ONI a
- EARTHQUAKE IN N-S OR'E=W O!RECTION I d
SCREENHOUSE
+
i OAMP!NG RATIO,_= 0.005 AND 0.010 i PER100 DAMP!NG RATIO 1 PERIOD DAMPtNG RATIO SEC. 0 005 0 010 ) SEC. 0 005 0 010 _ 0 154 0 148 f 0 100 0.775 ) [ 0 000 0 100_ 0 800 0 1*8 0 148 0 025 0 100 0 100 0 142 0 138 0 125 0 125 - 0 825 j 0 0$0 0e850 0+136 0 134 ~ 0 075 0 400 0 400 0 130 0 129 0 800 06800 0 875 0 125 0 100 0 900 0 125 O.125 1 425 1 175 0 120 0 120 1,450 1 205 0 926 i 0 150 0.950 0 116 0 116 , 0 175 1 460 1 210 0 112 0 112 1 450 1 200 0 975 0 200 1 000 0 108 0 108 0 225 1 425 1 150 0 101 0 101 1 1 100 0 900 1 050 0 094 1 0 250 0 650 1 100 0 096-i 0 275 0 800 1 150 0 089- 0 089 0 300 0 650 0 550 0 084 0 084 i 0 550 0 465 1 200 0 325 1 250 0 079 0 079 0 350 0 475 0 405 0 0751 0 075 0 420- 0 375 1 300 0 375 1 350 0 071- 0 071 l 0 400 0 375 0 340 0 069 0 069-
^
0 350 0 315 1 400 0 425 1 450 0 067 0 067 l 0 450 0 325 0 295 0 066 0 066 j 0 300 0 275 1 500 0 065-
- 0 475 0,260 1 550 0 065 0.500 0.275 le600 0 064 0 066 F
O.525 0 260 0 245 0 064 0 064 0 245 0 230 1 650 i' O.550 1e700 0 063 0 063 0.575 0 230 0 220 0.062 0 062 l 0 220_ 0 210_ 1 750 0 052-l- 0 600 0 200 1 800 0 062 0.625 0 210 0 061 0 061 0 200 0 190 1 650 ' 0 650 1 900 0 061 0 061 0 675 0 190 0 181 0 060 0 050
)
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APPEND lX A REFERENCES
- 1. Prairie island- Nuclear Generating Plant Earthquake Analysis:
Reactor-Auxiliary-Turbine Building by John 1.. Blume & Associates, Engineers, January 22, 1971.
- 2. Facility Description and Safety Analyses Repo.t, Prairie l Island Nuclear Generating Plant, Red Wing, Minnesota, Units.
I and 2. 4 3 Spectrum Analysis of Strong-Motion Earthquakes by J.L. I Alf red, G.W. Housner, and R.R. Martel, California Institute of Technology, 1951. t i 1 + f f i 5 4 4. February 16, 1971 A-1 JOHN A. - BLtJME & ASSOCIATES. ENGINEERS
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l 4 APPENDIX B i 1 7 EXAMPLE OF THE APPLICATION OF THE HORIZONTAL RESPONSE ACCELERATION SPECTRA The procedure for the use of the horizontal response accelera-tion spectra presented in this report for the seismic analysis and design of critical equipment is illustrated in this appendix. An i tem of equi pment that can be idealized as a single-degree-of-f reedom sys tem has been selected as an example. The example equipment, the corresponding mathematical model,-and the loca-tion of the equipment in plan are shown in Figures 8-1, B-2, and i B-3, respectively. Note tha t the equi pment mounted at Elevation ' 735.0' (mass point number 30) . Assume that the weight of the ! equipment, W, is 28,000 pounds and the stif fness of the equip-ment support, K, is 126,000 pounds per inch in the horizontal d i re ct i on . 4 i The natural period of vibration of the equipment Is T = 2n/W/Kg = 0.15 second. The horizontal translational re-sponse acceleration for the equipment can be determined to be = 0.159 from Figure 20-(for a period of 0.15 second and a damping
- + ratio of 0.01).
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ll This translational acceleration must be increased to account for !' torsional accelerations. The equipment in question is located a ' distance- R of 50 feet from the center of mass of the floor on which it is supported (Figure B-3). With this value of R,.the calculated period, and a damping ratio of 0.010, the factor to account for torsion is I.21 (Table 1). i- The total horizontal acceleration for which the example. equip- - ment must be designed is then (1.21)- ;(0.15g) .= 0.18g, and the . $ corresponding design lateral force is 0.18W = 5,040 pounds. B-1 February _16, 1971 JOHN A. BLUMC & ASSOCWTCS. ENGINEERS
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This horizontal force for the Design Earthquake (0.06 )9 i s shown in Figure-B-4. _The lateral force for the Maximum Credible Earth-
- quake (0.129) 11s (2) (5,040) = 10,080 pounds.
The acceleration in the vertical direction can be determined in 4 a similar manner and is not illustrated in this appendix. In most cases, many items of equipment have very short periods In the ver-tical direction and can therefore be designed for the peak vertical floor acceleration.
.J The procedures described -in this appendix for _ single-degree-of-l freedom systems can be extended to multi-degree-of-freedom systems
- such as piping, by.the use of-dynamic analysis techniques. Refer to Appendix C for an example of the Application. of _ vertical response acceleration spectra. t [ e i+ 0 l 4-l' f i' ! i E- ) 4 ly February. 16, 1971 B-2
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APPENDlX C i EXAMPLE OF THE APPLICATION OF THE
- i. VERTICAL RESPONSE ACCELERATION SPECTRA i
The procedure for the use of the vertical response acceleration spectra presented in this report for the seismic analysis and de-4 sign of critical equipment is illustrated in this appendix. Pro-cedures are presented for equipment supported on a beam or slab and for a simple span beam. j 1. Eq u i p.nen t supported on a beam or slab t
- a. Rigid beam or slab An item of equipment that can be idecilzed as a single-degree-of-freedom system has been selected as an example.
It is assumed that the beam or slab supporting the equip-l ment is rigid. The excmple equipment and corresponding i mathematical model are shown in Figure C-1. The vertical acceleration spectra are appilcabie at. the specified lo-cations (mass points). Assume that the weight of the equipment, W, is 30,000 pounds and that the stiffness of the equipment support, K ,-is 150,C00 pounds per inch v in the vertical direction. The natural period of vibration of the equipment in the vertical direction is T =2n%[W/K9 e 9 = 0.14 seconds. The vecch e' se.celeration can be determined from the ver-tica' re y.er ot ; celeration spectra for this period and
- the a 'u rpm o' jamping ratio, (This procedure is exactly i the sa v Jo the horizontal direction as presented in Append.4 E' Assume that the vertical response accelera-c armined to be 0.129 . (Figure C-2) . Then the ver-l tion wen 4
-tical se't+ic
. load on this piece of equipment is 0.12 (W)
= 3,600 pounds. The support of the equipment must-then be designed for this vertical seismic load, combined with j I
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the horizontal seismic load and appropriate operating i 1
; loads. i 1
i I C-1 May 14, 1970 m s nw'4C M A W WAT A Lao W- H9 , v
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Note that in many cases (pumps, tanks, etc.), the equip-ment will be rigid in the vertical: direction and :ac therefore be designed for the peak vertical floor eccel-eration (at T = 0.0 sec. on the vertical response spectra). l i ! b. Flexible Beam or Slab l i For this' case, it is_ assumed that the beam or slab support-ing the piece of equipment is not rigid and may ampilfy the input motion to the-equipment. An item of equipment j that can be idealized as a single-degree-of-freedom sys- ! tem has been selected as an example (Figure C-3). The vertical response of the piece of equipment can be es-f l timated as follows. (The presented techniques are approx-l Imate oi.d have been simplified so that they are more ap-a propriate for design purposes). I i Estimate the fundamental period,_T s, f the supporting beam or slat, Assume that' it was determined that T, = 0.3 sec., for example. From the vertical response ac-e celeration spectra, select the vertical spectral accelera-I tion, S g, that corresponds to this period for the appro- ! prlate damping ratio. Assume-that this value was deter- -i mined to be S,y. = -0.60g (Figure C-2) . Compute the reriod of the equipment,_T , by the method described in the pre-f e v taus.section. Using the same example equipment, Te" 0.14 seconds. Compute the T,/T s = 0.47. Obtain the dy-namic amplification factor, DAF, from Figure C-4.
- The
! peak vertical acceleration of the equipment can be esti-
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3 ' mated as (DAF)(S ( 4. 5 ) ( 0. 6s' ) = 2.70g and the ver- . av i tical seismic load on the equipment is (2.70)(W). The supports of the equipment must be designed for this vertical load combined with horizontal seismic-loads and appropr_ tate operating: loads.
- 2. Simple span beams on Rigid Supports
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The following are simplified, approximate techniques for es-o .c.1 May 14, 1970 t y w- - p .i y ~.m. . . -% . 4e , w .e----u- a
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i timating the vertical response of simple span beams. The procedures apply to beams or girders with fundamental periods i less than or equal to 0.5 seconds, in which case only the first mode is considered as contributing to the response of the system. The vertical response of a simple span bec with-a uniform load, w, length L, and uniform moment of inertia, l (Figure C-5) can be estimated as follows. Compute the-per-iodofthebeamfromT=0.637[wlNI gel
**I*Cl * * **'t *I response acceleration f rom thense (respo/ ' for-this spectra
, period and appropriate damping ratio. Estimate the effec-I tive seismic loading w' = 0.79 5,w. Compute seismic moments shears, etc., due to this loading by conventional procedures. The vertical response of a simple span beam with a uniform i load, w and concentrated load, -P, (Figure C-6) can be esti- ! mated as follows. Compute an equi lent load P*-= P + wl/2. ' PeLNi Estimate the period from T = 0.906 gel /,anddetermine the vertical acceleration from the vertical acceleration I response spectra as before. Compute the effective seismic , ioadings P' = 5 P and w' = S, and determine the seismic l- shears, moments, etc., due to this' loading by conventional i procedures. 0 C May 14, 1970 JOHN A. BUME & ASSOC ATES ENGINEERS - i
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