ML17261A831
| ML17261A831 | |
| Person / Time | |
|---|---|
| Site: | Ginna  |
| Issue date: | 05/15/1980 |
| From: | Campbell D, Schmehl R GILBERT/COMMONWEALTH, INC. (FORMERLY GILBERT ASSOCIAT |
| To: | |
| Shared Package | |
| ML17261A832 | List: |
| References | |
| PROC-800515, NUDOCS 8902030231 | |
| Download: ML17261A831 (108) | |
Text
GINNA STATZON Seismic Upgrading Program Auxiliary Structures Seismic Analysis Originated By'. J. Schmehl Structural Engineer Rcv.icwcd IIy:
I'. I . II I I ~ ('(
SLrucL>>ral E>>gi>>c( r Approved By:
D. R. Cmn'pbell 8902030231 890125 Project Structural PDR ADOCK 05000244 Engineer P PDC Hay '5, 1980 Gilbert Associates, Inc.
l TABLE OF CONTENTS Sheet 1 of 2 Page
1.0 INTRODUCTION
2.0 ANALYSIS PROCEDURE Ai& CRITERIA
- 2. 1 Analysis Procedure 2.2 Criteria
3.0 DESCRIPTION
OF STRUCTURES 3.1 Auxiliary Building 3.2 Intermediate Building 3.3 Control Building 3.4 Diesel Generator Build'ng 3.5 Turbine Building
- 3. 6 Service Building
- 4. 0 MTH&LKTICAL.fODEL 10 4.1 Auxiliary Building 10 4.2 Service Building 13 4.3 Turbine Building 14.
Control Building 16 4.5 Diesel Generator Building 16 4.6 Intermediate Building and Facade Structure 4.7 Combined Seismic ~todel 18 5.0 FLOOR RESPONSE SPECTRA 21 6.0 ifMI~Q21 RELATIVE FLOOR DISPLACE~KNT AND ~f<XIi~H~if FLOOR ACCELERATION 22 6.1 ifaximum Relative Floor Displacement 22
TABLE OF CONZENTS Sheet 2 of 2 Page 6.2 Maximum Floor Acceleration 22 6.3 Torsion Effect 22 TABLES AND FIGURES APPENDIX A
1.0 INTRODUCTIOH Included in this report are descriptions of the analytical procedures and criteria used for the seismic analysis of the auxiliary structures of the Robert Emnett Ginna Nuclear Power Station Unit No. 1 located in Rochester, New York. The primary purpose of the present dynamic analysis was to generate floor response spectra and maximum floor displacements at the mass points of the structural model for use in equipment qualifica-tion and upgrading of selected piping systems of the existing plant facilities. These maximum floor displacements and floor response curves are presented in this report.
The structures analyzed consisted of the following buildings: Auxiliary Building, Service Building, Turbine Building, Diesel Generator Building, Control Building, and Intermediate Building (with Facade) . These build-ings are all structurally interconnected and the seismic analysis pro-employed considered them as several smaller structures inter-connected to form a large structure.
There are several differences in this seismic analysis compared to previous analyses of the same structures. First, in previous analyses, only the Auxiliary Building, Intermediate Building and Control Building were considered. Also, each of these structures was analyzed as an independent structure with no connection to the adjacent buildings, which is unlike the physical situation. In the current analysis, all of the structures listed previously were considered from a stiffness and mass standpoint in the corn'oined structural model although floor response curves were not generated for all buildings. The other major difference fo<<his seismic analysis versus previous analvses was that here the
eccentricity between the center of the mass and the center of stiffness of the wall and column elements was accounted zor in the mathematical model where appropriate.
The results of the analysis are presented as floor response spectra in the form of linear-linear acceleration versus frequency plots for both the Operating Basis Earthquake (OBE) and the Safe Shutdown Earthquake (SSE).
The curves are for different magnitudes of equipment damping and are pre-sented for various floor elevations in each building except the service building. Curves are given based on both the actual generated floor response data and on using a broad band approach to modifying that data. Curves are given in each of three mutually perpendicular directions at each response
) AS location. Also given is a tabulation oz the maximum relative floor dis- j zO <i' Il/ j) placements and maximum floor accelerations at the same locations.~
l OOY'Jg'r) r g'd5 r~~ ~~~ 4'()!
~ pp'~ g r 0
C The floor response locations are at the center oz mass of each floor or re--
sponse location elevation except in the Intermediate Building where several response locations per elevation were selected. For horizontal responses 4
at other locations at a particular elevation, the conservative procedure descr"bed in Chapter 6 may be used. 'J.'he more precise approach would be to generate floor response curves at specific locations on a floor when re-quired. Also, the vertical responses presented herein for all buildings except the Intermediate Building assume rigid floor diaphragms but they do account zor vertical amplification by considering the vertical stiffness of the structure. Since rigid diaphragms were not assumed for the Entermediate Building, the vertical response at floor response locations in this building rezlect onlv the stiffness of the column at the part'cular floor response lo-cation. To include the efzects of a flexible floor system at those points wnere rigid ciaphragms were assumed, the floor response spectra can be gen-erated in a two step aporoach zor the specified location when recu'red.
V 2.0 ANALYSIS PROCEDURE AÃ) CRITERIA 2.1 Analysis Procedure The seismic analysis procedure involved the use of the linear elastic finite element program STARDYHE. This program is publicly recognized and verified by Gilbert Assoc'ates. The static portion of the program was used to model the stiffness of the structures and compute mode shapes and natural frequencies. The dynamic portion, which employs the modal superposition method, was used to accept the three-directional ground motion input and, using all modes with frequencies less than 33 Hertz and several above that value, produce a time history response. This time history analysis was used to obtain maximum floor displacement, velocity and accelerat'on. This was followed by computation of the acceleration floor response curves for the response in each of the three translational directions at each nodal point using the results of the time history analysis. The locations of the floor response points are given in Table 2-1. A description of the mathematical model used in the analysis of the combined structure as well as a further description of the analysis procedure are given in a later section.
2.2 Criteria The. floor response spectra and maximum relat've displacements pre-sented herein are for both the Operating Basis Earthquake (OBE) and the Safe Shutdown Earthquake (SSE). The structural ground time history input consisted of the simultaneous application of time histories at each base suppor" location in each of the three mutually perpendicular directions, two horizontal and one vertical. The
0 horizontal earthquakes are input, along the plant E-i4 and H-S axes . These correspond to the X and Y axes of the model. The coefficient of correlation for any two of these time histories is less than 0.12. The response spectra of each input time history meets the requirements of the U.S. Huclear Regulatory Commission Regulatory Guide 1.60 for design response spectra. These time histories reflect a maximum ground acceleration of 0.08g for OBE and 0.20g for SSE.
These selected maximum ground seismic acceleration values for the plant are based upon plant site geologic investigations and seis-mologic recommendations. The response spectra curve of the artific'al time history envelopes the USHRC Regulatory Guide 1.60 curves as shown in Figures 2.1 to 2.3 for 10/ damping for the Hl, H2, and V direc-tions, respectively.
The structural damping values used (as a percent of critical damping) were those given by USHRC Regulatory Guide 1.61 for each of the two earthquakes. The values used for each material are shown oelow:
OBE SSE Bolted Steel Structures 4 7 Reinf orced Concrete 4 7 Soil Springs 4 7 In addition to mode shapes and natural frequencies obtained from the static portion of STARDYM, the material damning values above were used to calculate a composite modal damping value for each mode. This composite modal damping value was then used for the appropriate mode as input to the time history analysis.
Floor response curves at the designated locations were produced by
following USViRC Regulatory Guide 1.122. The values of equipment damping (in percent) used for each design earthquake are shown below:
W, I ~ g %t- AO I 0 - N')~O q) ttP 0 0 0 t
3.0 DESCRIPTION
OF STRUCTURES The plant buildings are located in a relatively level meadow area with finished grade elevation approximately 270'-0". The major plant struc-tures are supported on the Queenston Formation bed rock (red sandstone) or atop natural or compacted granular soils immediately above the bed rock. The Queenston Formation is generally found at a depth of 30 to 40 feet below natural grade.
3.1 Auxiliary .Building The Auxiliary Building is located south of the Containment Building and founded on rock. The bottom of foundation mat elevation is 233 8 y with the deepest foundation for decay heat removal area at elevation 217'-0" with sump at elevation 214'-0". Rock elevation in this area is approximately at elevation 236'-0". The west end of the superstructure of the Auxiliary Building is connected with a portion of the Service Building, and on the northwest with the Intermediate Building. However, the foundation of the Auxiliary Building is inde-of these building foundations.
I'endent The basement floor is at, elevation 235'-8". The intermediate and operating fluors are of re-inforced concrete supported on reinforced concrete walls and are at elevation 251'-0" and 271'-0" respectively. The superstructure is braced structural steel framing with high and low roof at elevation 328'-0" and 312'-0", approximately. High roof area has an overhead crane, with the top of the crane rail at elevation 310'-9".
3.2 Intermediate Building The Intermediate Building is located on the north and west of Con-tainment Building, and is founded on rock. The west end has a
4>> '1 le e 4A I ~ ~' W
+
retaining wall where the floor at elevation 253'-6" is supported.
The bottom of the retaining wall footing is at elevation 233'-6".
Rock elevation in this area is approximately at elevation 239'-0".
Foundations for interior columns are on individual column footings and embedded a minimum of 2'-0" in solid rock. The basement floor slab is reinforced concrete and is at elevation 253'-8". The upper floors are reinforced concrete supported on structural steel framing.
The floors on the north of the Containment Building are at elevations 278'-4", 298'-4", and 315'-4" with the structural steel framed roof at elevation 336'-4". The southwest floors are at elevation 271'-0" and 293'-0" with the structural steel framed roor at elevation 318'-0".
3.3 Control Building The Control Building is located adjacent to the southeast corner of the Turbine Building and is supported by a mat foundation. The foun-dation of the Control Building is supported on the natural compacted granular material. The rock elevation in this area is approximately at elevation 240'-0". Bottom elevation of the deepest portion of the foundation mat is at elevation 245'-4", with a structural slab sup-ported at elevation 250'-6" with a thickened slab for column footings.
The Control Building has reinforced concrete walls on the south and west sides up to the roof elevation, while the concrete wall on the east side is up to grade level. The basement slab is at elevation 253'-8". The intermediate floors are reinforced concrete, supported on structural steel framing systems and are at elevarions 271'-0" and 289'-6". The roof is reinforced concrete supported on a structural steel "russ and is at elevation 310'-4".
3.4 Diesel Generator Building The Diesel Generator Build'ng is located beyond the northeast corner of the Turbine Building and is supported on strip and spread footings at elevation 243'-0". The rock elevation in this area is at eleva-tion 240'-0". The foundation structures are supported on the natural compacted granular material. The Diesel Generator Building has rein-forced concrete walls on all four sides. The basement floor is a rein-forced concrete slab at an elevation of 253'-8". The roof is struc-tural steel framing with decking and is at elevation 275'-10".
3.5 Turbine Building The Turbine Building is located north oz the Intermediate Building and is supported by a combination of perimeter grade beams and a structural mat. The mat foundation of the turbine generator is inde-pendent of the surrounding Turbine Building foundations.'he Turbine Building foundation is supported on the natural compacted granular materi.al which overlays the natural rock. Rock elevation in this area is approximately at elevation 239'-0". The bottom of the peri.-
meter column foundation mat varies from elevation 245'-3" on the south side along the Intermediate Building to approximately 246'-9" ~
The bottom of the turbine generator foundation mat is at elevation 243'-0". The circulating water discharge tunnel is supported at ele-vation 242'-2". Where condensate pumps are located, the ent're area is filled with lean concrete having a bottom elevation of 229'-8".
Area between the turbine generator foundation and the perimeter column mat foundation is supported on compacted granular material with the bottom oz mat at elevation approximately 251'-6" ~ The base-ment floor 's reinforced concrete and is at elevation 253'-6"." The
mezzanine and operating floors are reinforced concrete and are sup-ported on structural steel framing at elevation 271'-0" and 289'-6" respectively. The superstructure is a braced structural steel frame, with the roof at elevation 356'-ll 3/4". The building has an over-head crane, 125T/25T capacity, with the top of the crane rail at elevation 330'-0".
- 3. 6 Service Building The Service Building is located on the west side of the intermediate Building and is founded on compacted soil. The bottom of the mat is approximately at elevation 252'-8" with a localized thickened mat for column footings. The deepest foundation for the sump is at elevation 247'-3". Natural compacted granular soil is approximately at eleva-tion 255'-0". The mat is supported on the east side by a retaining
'all on column line 3 with the Entermediate Building. The basement floor is reinforced concrete and is at elevation 253'-8". The main floor slab is reinforced concrete supported on structural steel fram-ing and is at elevation 271'-0". The roof is composed of structural steel framing with decking at elevation 287'-4". The superstructure is a structural steel framing system with exterior block walls all around.
- 4. 0 ~~ATHRfATICAL ~ifODEL In order to analyze seismically.'he Ginna Nuclear Power Station auxiliary structures, the structures were modeled mathematically with re-spect to stiffness and mass. This modeling was done in sucn a way that the behavior of the model under simulated seismic loading adeauately rep-resented that which would be experienced by the actual structures under an actual seismic event. The model was then analyzed using the dynamic analysis portions of program STARDYNE.
The procedure involved defining the stiffness and mass character'st"'cs of each of the buildings except the Intermeciate Building via a simpli-fied model. Each of these simolified models was then combined with an elastic model of the intermediate Building to form the combined model of the aux'liary st uctures which was used for the dynamic analysis. The following sections detail the specifics of the mathematical model.
- 4. 1 Auxiliary Building 4.1.1 Stiffness Hodeling The stiffnesses of the steel framed elevations of the Auxil'ary Building were modeled in detail using elastic beam elements to represent the columns, beams, and bracing. All large columns of the Auxiliary Building were represented in the model with the exception of columns shared in common with the Intermediate Building and Facade structure. These columns were modeled in the intermediate Build'ng model. The co'umn bases were modeled as having pinned boundary conditions since the base plate an-chor bolts are located between the column flanges close to the web. The end conditions of beams were modeled as being pinned
since the connections have no moment capacity.
The frame cross oracing also contr""outes to tne lateral stifz-ness of the steel structure. In realitv, due to its slenderness, the bracing nas only strength while 'n tension and essentially no compressive strength. However, the 1'near elastic analysis used in this studv required the bracing me bers to be equally efzective in both tension and compression. In order to effec-tively utilize the linear elastic finite element computer program to simulate this non-1'near benavior, the axial stiffness of each brace was reduced by fifty percent when the 'orace was designed for tension. When the brace was designed for both tens-'on and compression, the full value of axial stiffness was utilized. The connection details at the ends oz the bra'ces were not considered important oecause oz the relatively small flexural propert'es oz the braces. However, the braces were modeled having pinned end conditions.
The roozs and the concrete floor slab were assumed to benave as rigid diaphragms and were modeled using rigid links.
The two (2) concrete elevations oz the Auxiliary Building were modeled as vertical elastic beams approximating the equivalent stifzness properties of the reinforced concrete walls. The clast'c beams were located at the center of sti fness of the walls. The floors were considered to behave as rigid diaphragms.
4.1.2 Mass ';fodeling A lumped mass approach was used to model the Aux'1'arv Building
weight. The masses of the upper roof, lower roof, concrete slab, and walls were calculated by hand and located at the mass centroid of each elevation. Rigid links were used to attach the masses to the structural model. Rotational mass moment of inertias were also calculated and lumped at the mass centroids. The linear and rotational masses of major equipment. were included.
4.1.3 Seismic ~fodel The steel framing was analyzed using the STARDYNE finite element program. By using a Guyan reduction, the detailed steel framing finite element model was reduced to a seismic model having 3 nodes (the mass centroids), each node having six (6) degrees or freedom. Associated with each node were stiffnesses and masses related to each of the six degrees of freedom. Thus, the model properly reflects the torsional, vertical, rocking and transla-tional benavior due to the inclusion of the six degrees of ree-dom. The stiffness matrix obtained by static condensation in-cludes the effect of possible torsional motion due to the eccentricity of the center of stiffness with respect to the mass centroids. This reduced three node model representing the steel framed elevations together with the elastic beam model of the two lower concrete elevations was combined later with the other buildings into an overall dynamic model of the auxiliary'truc-tures shown in Fig. 4.1 .
Since the structure is founded on rock having a shear wave velocity of 7200 feet per second, the base of the model was con-sidered to be fixed against both rotation and displacement.
4.2 Service Building 4.2.1 Stiffness "fodeling The stiffness of the steel framing oi the Service Building was modeled in detail using elastic beam elements to represent the columns and beams and with plate bending elements representing the reinforced concrete walls'll main columns of the Service Building were represented in the model with the exception of the columns which were shared with the Intermediate Building, the Auxiliary Building, and the Turbine Building. These columns were modeled in the aporopriate building model. All column bases, except one, were modeled as having pinned boundary conditions since the base plate anchor bolts are located between the column flanges close'o the web, providing very little moment resist-ance capability. The roofs and floor slabs were assumed to be-have as rigid diaphragms and were modeled using rigid links.
4.2.2 t~fass "fodeling The linear and rotational masses of the roofs, floor slabs, walls, columns and footi..gs wer calculated by h"nd and lumped "t thc m"ss centroid of each floor. Horizontal rigid links were used to attach the masses to the structural model. One-half of the floor slab design unifo~
a
,live load was considered in the weight at each elevation of the Service Building to account for wall partitions and live load of a permanent nature.
4.2.3 Seismic ~fodel The Service Building structure was analyzed with the STARDY'HE finite element program using the Guyan reduction method to con-dense the structure to a 3 node model with each node having
stiffness defined in each of the six degrees of freedom. This reduced model was then saved for use in the auxiliary structure combined model.
The reduced model of the Serv'ce Building, shown as part of Fig. 4.1, included soil springs since the structure is not founded upon rock. The spring constants for all six de-grees of freedom are presented in Table 4-1 and represent the average of upper and lower bound computed soil spring constants.
These spring constants were derived based on the actual site soil condit'ons.
4.3 Turbine Building 4.3.1 Stiffness ~fodeling The stiff'ness of the steel framing of the Turbine Building was modeled in detail using elastic beam elements to represent the columns, beams and bracing. All Turbine Building columns were represented in the model with the e..ception of the co'umns shared with the Intermediate Building and Facade structure, which were modeled in the Intermediate Building model. The column bases were modeled as having pinned boundary conditions.
This was done because the angles connecting the columns to the base plates are considered flexible. The end conditions of the beams were modeled as being pinned because the beam connections are shear connections.
The frame cross bracing also contributes to the lateral stiff-ness of the steel structure and was modeled as described in the stiffness modeling of the Auxiliary Building.
II
?
t ~
The corrugated steel pressurization walls were not considered to provide lateral stiffness to the Turbine Building due to the smallthickness and,the corrugations of the metal siding. How-ever, the stiffness of the armor plate between the Turbine and
'ontrol Buildings was represented in the model by plate bending elements.
The roo and concrete floor slabs were assumed to behave as rigid diaphragms and are modeled using rigid links.
4.3. 2 ~~Lass .'fodeling The linear and rotational masses of the slabs, roof, walls, columns, footings and major equipment were calculated by hand and lumped at the mass centroid of each floor elevation or response location. Rigid links were used to attach the masses to the structural model.
4.3.3 Seismic ifodel The Turbine Building structure was analyzed with the STARDYBE finite element program using the Guyan reduction method to con-dense the structure to a 6 node .model with each node having six (6) degrees of freedom. This reduced model was then saved for use in the auxiliary structures combined model.
The reduced model of the Turbine Building, shown as part of Pig. 4.2, includes soil springs since the structure is not founded upon rock. The spring constants for all six de-grees of freedom are presented in Table 4-1 and represent the average of upper and lower bound computed soil spring constants.
- 15
- 4. 4 Control Building 4.4.1 Stifzness i~iodeling The stiffness of the Control Building was modeled using three veztical elastic 'oeams representing the stif"ness properties oi the concrete shear walls of the structure. The beam elements are located at the respective centers oz'tiffness of the walls which they model.
4.4.2 Hass i~fodeling The linear and rotational masses of the roof, floor slabs, walls, foot-ings and major equipment were calculated by hand and lumped at the mass centroid of each elevation. Rigid links were used 'n the model tc con-nect the member ends above and below a floor to each other and to con-nect the center of mass to the end of the elastic memoer below that particular floor at each elevation so that eccentricity of mass from the center of stiffness could be accounted for.
4.4.3 Seismic Model The model of the Control Building showing the three vertical
'members and the four lumped masses and presented in rig.
4.2, includes soil springs applied at the base since the structure is not founded upon rock. The spring constants for all six degrees of freedom are presented in Table 4-1 and represent stiffnesses derived from the actual site soil condit'ons.
4.5 Diesel Generator Building 4.5.1 Stiffness ~fodeling The stiffness oz the Diesel Generator Building was modeled using two vertical elastic beams representing the stiffness properties 16-
0 of the concrete shear walls of the structure. The beam elements are located at the respective centers of stiffness of the walls which they model.
4.5.2 Hass Modeling The linear and rotational masses of the roof, floor slabs, walls~ foot-ings and major equipment were calculated by hand and lumped at the mass centroid of each elevation. Rigid links were used in the model to con-nect the member ends above and below a floor to each other and to con-nect the center of mass to the end of the elastic memoer below that particular floor at each elevation in order to model the eccentr"'city or mass from center of twist.
4.5.3 Seismic ~fodel The model of the Diesel Generator Building showing the two ver-tical members and the three lumped masses and presented in Fig. 4.2 ., includes soil springs applied at the base since the structure is not founded upon rock. The soil spring constants for all six degrees of freedom are presented in Table 4-1 and represent the average of upper and lower .bound computed soil spring stiffnesses.
4.6 Intermediate Building and Facade Structure 4.6.1 Stiffness Modeling The stiffness of the steel framed elevations and the concrete retaining wall of the Intermediate Building and Facade Structure were modeled in detail using elastic beam elements to represent the columns, beams, and bracing and with plate bending elements to represent the retaining walls. The column 'oases were modeled as having either oinned or fixed boundary conditions depending upon the column base plate detail. If the anchor bolts are
located close to the web oz the column, the boundary conditions were considered to be pinned. If the anchor bolts are located close to the edge of the base. plate, the boundary conditions were considered to be fixed. The ends of the beam elements which represent the columns were modeled as hinge or moment connections depending upon the splice detail on the design or fabrication drawings. The end conditions of the beams in the model were pinned since the beam con-nections are shear connections.
The frame cross bracing also contributes to the lateral stiffness oz the steel structure and was modeled as descr'bed in the stiffness modeling the Auxiliary Building. The many roof and floor ~embers were modeled elastically with several beams that have the properties of the floor and roof framing memoers they represent if the elevation is comprised of structural steel. For floors composed of concrete slabs and concrete beams formed monolithically, elastic beams with properties of the floor slab and beam were used to model the floors.
The stifzness of the horizontal trusses located in the Facade Structure
.were modeled using individual beam elements wnich have the same flexural stiffness as the truss.
Unlike the other building structures, this detailed model of the Intermediate Building was not reduced to a simplified model via Guyan reduction.
4.6.2 Mass ~~fodeling The 'inear masses of the slabs, steel framing and walls were cal-culated by hand and distributed to the nodes on the elastic model located at the var-'ous zloor elevations.
4.7 Combined Seismic ~odel Since the Intermediate Building and Facade Structure 's the central
- 18
building of the R. E. Ginna Nuclear Power Station, the simplified models of the Auxiliary, Service, Turbine, Control, and Diesel Generator Buildings were rigidly connected to the model of the Inter-mediate Building and Facade Structure. By modeling the Intermediate Building wall and floor systems elastically, the elastic interaction among the buildings could be included. The Auxiliary Building model was connected to the Intermediate Building and Facade Structure at elevations 253'-0", 271'-0", 315'-0", and 327'-0". The Service Building model was connected to the Intermediate Building and Facade Structure at elevations 253'-0", 271'-0", and 289'-0". The Turbine Building model was connected to the Intermediate Building and Facade Structure at elevations 253'-0", 271'-0", 289'-0", 315'-0", 327'-0",
and 357'-0". The Control Building model was rigidly connected to the Turbine Building model at elevations 253'-0", 271'-0", 289'-0", and 315'-0".
The Diesel Generator Building model was rigidly connected to the Turbine Building model at elevations 253'-0" and 271'-0". For connections of the various buildings to the Intermediate Building, several rigid beams were attached to the mass point on the particular building and these beams were then attached to several nodes on the side of the Intermediate Building facing that particular structure. For attach-ment of the Diesel Generator and Control Buildings to the Turbine Building, one rigid link attached the mass point on each of these smaller buildings to a mass point at the same elevation on the Tur-bine Building.
In this combined model, the base of the Intermediate Building anc
Facade Structure was considered to be fized against both rotation and displacement since the structure is founded on rock.
This combined model of all the structures, shown in Fig. 4 ' and Fig.
4.2, was used for the entire seismic analysis. The seismic analysis was performed using the free vibration and dynamic analysis routines available in program STARDYNE. The procedure was to first obtain mode shapes, natural frequencies, and composite modal damping values via a free vibration analysis with only those modes having rrequencies below 33 Hertz and those above 33 Hertz having significant partic'pation factors oeing included in any further analysis. This was followed by a time history analysis using only those particular modes. The results of the time history analysis were then used to generate floor response spectra at desired locations'.
A total of 413 dynamic degrees of freedom were present in the combined seismic model. Based upon the results of the free vibration analysis, there were 98 modes with natural frequenc.'es less than 33 Hertz. ~fodes 109, 110, 138, and 141 with natural frequencies of 34. 7, 34. 9, 45. 4, and 46.4 Hertz respectively were included with the 98 modes below 33 Hertz in the time history analysis.
5.0 FLOOR RESPONSE SPECTRA The floor response locations are at the center of mass of eacn floor or response location elevation for the Auxiliary Building, Turbine Building, Diesel Generator Building, and Control Building. The floor response loca-tions in the Intermediate Building are at the nodes which produce the maximum responses.
The floor response soectra curves for various locations of the auxiliary structures are given in Appendix A. The curves pzesent the response re-lationship oz acceleration versus frequency for both OBE and SSE in three directions at eacn node. Curves for several equipment damping values are given on each figure. Curves are presented zor both the actual and the broad band response. Also shown on the curves is the Zero Period Acceler-ation (ZPA).
The response spectra were obtained following the guidelines oz USilRC Regu-latory Guide 1.122. The frequency interval used in computation of the spectra was that recommended in that publication. The procedure of ob-taining the broad band curves from the narrow band response spectra by broadening the peaks bv +15 percent was also derived from that regulatory guide. The purpose of the broadening is to account for uncertainties in the structural frequencies due to undertainties in such parameters as the material properties oz the structure and soil, damping values and the approximations in the structural modeling used in the seismic analysis.
~
6.0
~ MAXIHUH RELATIVE FLOOR DISPLACEHENT AND HAXIHUH FLOOR ACCELERATION 6.1 Haximum Relative Floor Displacement I
Tabulated in Tables 6-'1 and 6-2 are 'he maximum relative floor displacements for each of the response locations in each of the three directions for OBE and. SSE. The relative displacement is de-fined as the displacement of a point relative to the, ground displacement.
6.2 Haximum Floor'Acceler'ation I
Presented in Tables 6-'3 and 6-4 are the maximum OEE and SSE floor acceler-ation for each of the response locations. The accelerations are given in the three translational directions as well as the torsional direction for each node on the interior structure.
6.3 Torsion Effect The procedure to compute the maximum linear acceleration't any point on a floor on the interior structure is by the equation ai.
ij = am m3
+ ri 6m where a..ij = maximum linear acceleration at point i in direction j a . = maximum linear acceleration at mass center in direction j mj
,r.i = distance in feet from mass center to point i along a line perpendicular to direction j 0
m
= maximum torsional acceleration about mass point 22
BUILDING NODE Auxiliary 402 116.89 -14.97 253.00 403 l10.20 -18.11 271.00 404 178.50 - 9.08 315.00 405 86.09 -16.91 327.00 Control 581 233.16 109.12 253.00 582 230.12 109.l9 271.00 583 223.60 109.40 289.00 584 229.24 110.27 308.00 Diesel 590 212.08 283. 78 253.00 Generator 591 221.61 283.17 271.00 Turbine 601 127.06 196.50 253.00 602 142.52 185.30 271.00 603 '28.13 195.41 289.00 TABLE 2-lA AUXILIARY STRUCTURES FLOOR RESPONSE LOCATIONS (FT)
- Coordinate origin is at the intersection of column lines 3 and N
+X is East, +Y is North, +Z is Vertical
4
't 1 ~ ~ I N,
BUILDING NODE Intermediate 47 0.00 133.50 271.00 0.00 109.25 271.00 83 18.08 1 22.83 271.00 145 125.10 1 33.50 298.00 161 8.75 1 1.0.50 298.00 163 18.08 1 22.83 298.00 172 0.00 0.00 315.00 203 18.08 1 22.83 315.00 243 0.00 85.00 336.00 260 125.10 133. 50 336.00 TABLE 2-1B AUXILIARY STRUCTURES H.OOR RESPONSE LOCATIONS (FT)
Coordinate origin is at the intersection oz column lines 3 and N
+X is East, +Y is North, +Z 's Vertical
Direction Turbine Service Diesel Generator Control (DOF)* Buildinm Buildinz Buildina Buildina Vertical 30.5 x 106 20.0 x lP6 2.5 x 106 6.36 z 106 (z)
Horizontal 5.0 x 106 4.25 ~ 106 2.0 z 106 2 34 z 106 (z, y)
Rocking 5.75 z 1010 14.5 x 1010 2.0 x 109 1.36 z 109 (x rot.)
Rocking 18.5 z lplp 1.75 x lplp 8.0 z 109 3.19 x 109 (y rot.)
Torsional 13.0 z 1010 8.0 x 1010 4.25 z 109 3.11 z 10 (z rot.)
z (Ver tical) y (Nor th) z rot. y rot.
(East) x rot.
The sketch above shows the directions of the six degrees of freedom (DOF).
TABLE 4-1 SOIL SPRINGS (ZIPS/FT ~
FT KIPS/MEIT)
0 BLDG > NODE Z ROTATION X 10 Aux 402 253'-0" .0021 .0027 .0003 .0087 403 271'"0" .0034 .0042 .0005 .0349 404 315'-0" . 6521 )
. 5256 .0152 .4782 I
405 ptt .6385 ; .5090 0097 .2913 I I Control '81 253'-0" .0098 ,
I
.0069 .0017 '. 0014 582 271'-0" .0442 .0146 .0035 . 0154 583 289'-0" .0685 " .0372 .0052 .0693 f
! 584 308'-0" .0848 : .0681 .0066 .2246 Diesel 590 253 l Ptl 0097 I .0072 . 0019 .0019 Generator I 591 271'-0" .0199 .0142 . 0025 .0154 Turbine 601 253 t Pit .0091 .0070 .0012 I . 0013 i
'602 271'0" .0301 .0211 .0034 . 0155 603 289'-0" .0980 .0907 .0057 .0692 TABLE 6-1A
>1AXIifR1 RELATIVE DISPLACEHENT (.INCHES, RADIANS) UNDER OBE
0 BLDG NODE ELEV Z ROTATION X 10 Inter. 47 271'-0" .0397 .0420 . 0057 . 0155 48 271'-0" .0827 .0385 .0043 .0427 83 271'"0" .0503 .0368 .0269 . 0421" 145 298 I PII .1854 . 1549 .0062 .1271 161 298'-0" .1927 .3209 .0371 .1629 163 298'-OI'15
. 1911 .3022 .0478 .1543 172 'OII .5499 .6092 .0189 .2185 203 315 -0 I
.0994 .5428 .0547 .2335 243 336'-OII .3805 .8019 .0903 .4098 260 336'-0" .3888 .3471 .0082 .2601 TABLE 6-1B HAXDHRi RELATIVE DISPLACEMENT (TNCHZS, RADIANS) UNDER OBE
BLDG NODE ELEV Z ROTATION X 10 402 253'-0" ~ 0046 .0063 .0007 . 0162 403 271'-0" .0077 .0099 .0011 .O681 404 315'-0" 1.2076 .9738 .0288 .8003 405 327'-0" 1.2761 .9624 ~ 0220 .5526 Control 581 253'-0" .0222 .0157 .0038 .0027 582 271'-O'I ~ 0950 .0336 .0077 .0328 583' 289'-0" .1423 .0789 .0114 .1368 584 308'-0" .1713 ~ 1390 .0143 .4430 Diesel 590 253 I Pll .0205 . 0165 .0038 .0035 Generator 591 271'-0" .0426 .0326 : .0051 .0328 Turbine 601 253'-0 . 0199 ..O163 .0029 .0024 602 271 t Pll .0650 .0471 .0080 .0330 603 289 t Pti . 1903 .1809 .0132 .1367 TABLE 6-2A tQXIt'HM RELATIVE DISPLACE>1ENT (INCHES >
RADIANS ) UNDER SSE
BLDG NODE ELEV Z ROTATION X 10 Inter. 47 271'-OI'71
.0855 .0896 .0134 .0331 48 I Plt .1646 .0768 .0097 .0841 83 271'-0" .1086 .0770 . 0569 . 0857 145 289'-0" .3590 .2963 . 0148 .2179 161 298'-0" .3773 .6122 .0701 .2988 163 289'-0" .3725 .5776 .0994 .2921 172 315'-0" 1.088 1.2042 .o416 .4171 203 315'-0" .2015 1.0447 .1139 . 4605 243 ptr .7133 1.5600 . 1508 .7920 260 336 I Pll .7205 .6186 .0196 ~ 5130 TABLE 6-2B HAXIi~fR1 RELATIVE DISPLACEMEiVT (INCHES, RADIANS) UNDER SSE 1
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BLDG NODE Z j Torsion X 10 Inter. 47 271'-0" .1703 . 2523 . 1396 .0929 48 2?1'-0" .2635 . 1758 . 1217 .1830 83 271'-0" .1878 .2119 .1791 .4121 145 298'-0" .5677 .5155 .1551 .6677 161 298~-P~~ .5378 .2448 .3070 .4028 163 298'-0" .5630 .2167 ~ 2478 .3387 172 315'-0" .5600 .4763 .2324 .2763 203 315 'OII .3065 .4078 .2882 .3509 243 336'-0" .9421 .6080 .9292 .9784 260 336~-prr .4136 .8415 .1983 1.3634 TABLE 6-3B HAXIiiMM FLOOR ACCElERATIONS (g) UiiDER OBE
0 "2
BLDG NODE ELEV Torsion X 10 402 253 l Plt .2488 .2678 .2267 .1252 403 271'"0" .2754 .3019 .2272 .3225 404 315 t Pll .8671 .7498 .3629 .8457 405 327 t Ptt .9288 .6333 .3841 .6835 Control 581 253 l Plt .2762 .3141 .2408 .0447 582 271'0" .4106 .3563 ~ 2601 .1648 583 289 t Ptt .5111 .5145 .2961 .2399 584 308 t Plt .5477 .8926 .3325 .4940 Diesel 590 253 t Ptt .3100 .3088 .2424 .0579 Generator 591 271'-0" .3995 .3534 .2470 .1474 Turbine 601 253 t Ptt .2843 .3212 .2417 .0424 602 27 1 I Pll .3489 .3808 . 2754 .1642 603 289'-0" .4903 .4046 .3330 TABLE 6"4A HAXIlfUM FLOOR ACCELERATIONS (g) UNDER SSE
"2 BLDG NODE ELEV Torsion X 10 inter. 47 271'-0" .3874 .5577 , 3256 .1640 48 271'-0" .5238 .3781 .2800 .3336 83 271'-0" .4236 . 4757 ~ 3809 .7224 145 298'-0" 1.0315 .8766 '3600 1.1492 161 298'-0" .9992 .4379 .6325 .6884 163 298'-0" 1.0329 ~ 4273 .5169 .5163 172 315'-0" 1.0794 .8347 .5002 ,4335 203 315'-0" .5675 .7598 . 5685 .5554 243 336'-0" 1.5211 1.0591 1.0589 1.4605 260 336'-0" .7348 1.2809 .4489 1.8564 TABLE 6-4B MAXIiKH FLOOR ACCELERATIONS (8) UNDER SSE
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