ML19242B020

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Deviation of Floor Responses Reactor Bldg
ML19242B020
Person / Time
Site: Big Rock Point File:Consumers Energy icon.png
Issue date: 08/06/1979
From:
GROUND TECHNOLOGY, INC. (FORMERLY STS D'APPOLONIA
To:
References
78-161, NUDOCS 7908070350
Download: ML19242B020 (60)
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Text

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e d Project No. 78-161 h i [ [ h b(h h [dh. June 78 CONSULTING ENGINEERS.lNC. Report Derivation of Flobr Responses Reactor Building Big Rock Point Nuclear Power Plant Charlevoix, Michigan NUS Corporation .P.,sb RoCkville, Maryland 524

Report Derivation of Floor Responses Reactor Building 524 737 D!XPPDII,0N14

O CERTIFICATE OF CCMPLIANCE REPORT DERIVATION OF FLOOR RESPONSES REACTOR BUILDING BIG ROCK POINT NUCLEAR POWER PLA1A' CHARLEVOIX, MICHIGAN I have reviewed the subj ect report, dated June 1978, presenting the derivatien of floor responses for the Reactor Building at the 31g Rock Point Nuclear ?cwer Plant. The analysis has been perfor=ed con-sistent with the criteria and design bases established by the Cvner and the nethods use.d in the analysis are in conpliance with United States Nuclear Regulatory Cc._.J.ssion regulations and good engineering practice. i W Y Richard D. Ellison Registered Professional Engineer State of titchigan Certificate No. 18089 June 22, 1978 9m 4 238 DiaPPDLDN1A

TABLE OF CONTENTS Pa ste LIST OF TABLES i LIST OF FIGURES i

1.0 INTRODUCTION

1-1 2.0 ANALYTICAL METHODOLCGT 2-1 2.1 3ACKGROLTD INFORMATION 2-1 2.2 SITE CCNDITIONS 2-1 2.3 STRUCTURAL ARRANGDIENT 2-2 2.4 ARALYSIS PROCEDURE 2-2 3.0 DEVELOFMENT OF MATHEMATICAL MODEL 3-1 3.1 SUPERSTRUCTURE MODEL 3-1 3.1.1 Idealization of Reactor Internals 3-1 3.1.1.1 Stick Properties 3-1 3.1.1.2 Mass Properties 3-3 3.1.2 Contain=ent Shell 3-4 3.1.3 Structural Da= ping 3-5 3.2 FOUNDATION MODEL 3-6 3.2.1 Evaluation of Elastic Properties of Subsurface Layers 3-6 3.2.2 Soil-Structure Interaction ?arameters 3-8 3.2.2.1 Frequency and E= bed =ent Correc-tions of Soil Springs - 3-11 3.2.2.2 Corrections to loil Da= ping 3-12 4.0 INPUT SEISMIC MOTION 4-1 4.1 DEVII4PMENT OF ARTIFICIAL EARTHQUAKE TLw HISTCRY 4-1 4.2 DAMPING 7ALUES FOR k'HICH RESPCNSE SPECTRA k'ERE MATCHED 4-3 5.0 DYNAMIC ANALYSIS 5-1 5.1 MODE-FREQUENCY ANALYS~.S 5-1 5.2 TMNSIEiT DYNAMIC ANAL.' SIS 5-2 5.2.1 Evaluation of F1)or Respcase 5-3 5.2.2 Ef fects of Parar.eter Variation on Structural Re,ponse 5-3 6.0 RESUI.TS OF ANALTSES 6-1 524 27319 7.0 SUMM m LIST OF REFERENCES FIGURES D"KPPDLDN14

i LIST OF TABLES TABLE NO. TITLE 1 Internal Str*cture Member Properties 2 Internal Structure Lumped Masses 3 Spring Constants for Rigid Circular Footing Resting on Elai.cic Half-Space 4 Damping Ratios for Rigid Circular Footing Resting on Elastic Ealf-Space 5 Frequency and E= bed =ent Corrected Soil Structure Interaction Para =eters 6 Natural Frequencies of Reactor Bui' ding, Big Rock Foint Nuclear Power Plan. LIST OF FIGUTUES FICURE NO. DRAWING NO. TITLE 1 78-161-A2 Site Plan and Boring Locations 2 78-161-34 Subsurface Profile, Secti a 1-1 3 78-161-32 S tructural Arrangement, Reactor Building Structures and Equipment, Key Flan and 'a.ction A-A 4 78-161-33 . Structural Arrangement, Reactor Building, Structures and Equipment, Secticus 3-3 and C-C 5 78-161-A3 Mathe=atical Model 6 78-161-35 Dispositica of Equip =ent and Water Masses 7 78-161-31 Foundation Cross-Section 3 7 &-161-Al Analytical Subsurface Profile 9 78-161-B7 Input Hctizental and Vertical Accel-eration Ti=e-Histories and Response Spec tra Matching 5% Damping 10 78-161-A4 Dynamic Ds?rees of Freedom 11 78-161-38 Floor o.espons s at Spent Fuel Pcol Location - Node 11 12 78-161-36 Floor Accelerat.'cx; ?:. 3enses at Ele-vation 657.5 st. (Node 11) and Ele-vation 630.r f t. (Nede 3) 524 240 D APPDLDN1A

11 LIST OF FIG 1DRES (Conti:naed) FIGURE NO. DRAWIFC NO. TITLE 13 7 8-161-A11 Floor Response Spectra, Node 11 - I Direction, 2, 4 & 7 Percent Damping 14 78-161-A12 Floor Response Spectra, Noda 11 - Y Direction, 2, 4 & 7 Percent Da= ping 15 78-161-A13 Floor Response Spectra, Node 11 - Z Direction, 2, 4 & 7 Percent Damping 16 78-161-A6 Floor Response Spectra, Node 3 - I Direction, 2, 4 & 7 Percent Damping 17 78-161-A7 Floor Response Spectra, Node 3 - Y Direction, 2, 4 & 7 Percent Da= ping 18 78-161-A5 Floor Response Spectra, Node 3 - Z Dirsction, 2, 4 & 7 Percent Da= ping 19 70-161-A8 Floor desponse Spectra, Node 1 - I Direction, 2, 4 & 7 Percent Da= ping 20 73-161-A9 Floor Response Spectra, Node 1 - Y Direction, 2, 4 & 7 Percent Damping 21 78-161-A10 Floor Response Spectra, Node 1 - Z Direction, 2, 4 & 7 Petcent Damping 524 24I DiaPPDLON14

REPCRT DERIVATION OF FLOOR RESPONSES REACTOR BUILDING BIG ROCK POINT NUCLEAR POWER PLANT CHARLEVOIX, MICHIGAN

1.0 INTRODUCTION

D'Appolonia Consulting Engineers, Inc. (D' Appolonia) is pleased to sub-mit this report to NCS Corporation (NUS) as docu=entation of the deriva-tion of floor responses at various locations in the 31g Rock Point Nuc-lear Power Plant Reactor Bui. ding due to seismic =otions at the base. It is our t oderstanding that the floor time histories derived at the spent fuel pool location will be used by NUS in the analy: sis of the new high density fuel racks that will be added to the spent fuel pool. In order to develop an accurate representation of the floor time histories of =otions of the structure, a mathe:atical model of the reactor building as described in Section 3.0 was developed. All salient characteristics of the structure including soil-structure interaction effects were represented in this =odel. As discussed in this report considerable engineering j udgement was re-q" ired to estimate the properties of the subsurface soils and rock which were used to derive the soil-structure interaction parameters for the =od el. 'he floor responses were finally developed by performing a linear transient dynamic analysis of the system with three simultaneous t tho-gonal earthquake excitations of the structure at its foundation level. '"he floor response spectra at the specified locations were then derived from the floor time histories obtainea at their respective locations. Because of the uncertainties in the subsurface caterial properties, recoc=endations on the effects of variations in the soil compliance functions used in the sodel have b een provided. 524 242 33%PPDLDN14

1-2 The results of the analyses are presented in this report with appropriate graphs and are discussed in Section 6.0. This report describes the u ails of this study in the following order:

  • Section 2.0 - Analytical Methodology
  • Section 3.0 - Development of Mathematical Model
  • Section 4.0 - Input Seismic Motion
  • Section 5.0 - Dynasic Analysis
  • Section 6.0 - Results of Analyses
  • Section 7.0 - Su= nary 524 243 D XPPDLDN14.

2-1 2.0 ANALYTICAL METHODOLOGY 2.1 3ACICROUND INFORMATION The Big Rock Point Nuclear Power plant is located about four siles to the northeast of Charlevoix, !!ichigan near the shore of Lake Michigan. The plant was put into com=1ssion in the early 1960's and is owned and operated by Consu=ers Power Company, Jackson, Michigan. The proposed addition of high density fuel racks in the spent fuel pool of the Re - r-tor Building requires development of floor time histories and their respective response spectra ac this location. At the ti=e of original design, the seismic design basis was a zero period ground acceleration equal to 0.05g. However, a horizontal zero period design ground accel-eration of 0.12g has been specified by the Owner (Notes, 'd. arch 9,1978, meeting at Consu=ers Power Company offices) for the analysis of fuel racks at this plant. 3ecause NUS is performing a ti=e-history analysis of the fuel racks, both the floor ti=e historier and the floor response spectra are being submitted to NUS at the spent fuel pool location. In addition, as per the request of NUS, floor response spectra at two additional locations in the structure are being submitted for any future equiptent analysis. 2.2 SITE CONDITIONS The representativa site subsurface profile was determined from the rec-ords of borings perfor:ed by Ray =end' Concrete File Cocpany (Consumers Power Company,1978a). In general, the site subsurface profile =ay be described as co= posed of approximately ten feet of sand, gravel and 11:estone frag =ents at the surface underlain by about 40 feet of =edius dense to very dense glacial deposits ter=ed " hardpan." The standard penetration resistance in this glacial till deposit varies from a =ini-num of about 19 blows /ft to a max 1=u= of over 100 blows /ft. Underlying the till is a gray to black fossiliferous 11=estone with thin shale partings to a depth of at least several huudred feet. Based on an 3 qj r- ][It

f. t D%PPOLON14

2-2 exa::tination of the core recovery percentage, approxi=ately the upper 15 feet of the li=estone is relatively highly weathered. The ground-water table is very close to the ground surface. Figure 1 shows the site plan and the locations of the 3cring Nos. 3 through 9 drilled by Raymond (3oring Nos. 1 and 2 were drilled = ore than 1,500 feet off to the scrthwest). A schematic representation of the subsurface profile along an east-west section (Section 1-1, Figure

1) through the Reactor Building foundation is shown in Figure 2.

2.3 STRUCTURAL ARRANCEMENT The Reactor Building consists of a 3/4-inch thick steel contain=ent sphere approximately 129 f eet in dia=eter which encloses the reactor vessel and core, the new and spent fuel storage areas, the steam gen-erating system and auxiliary equipment. The reinforced concrete foun-datien is in the s5 :-?e of an inverted spherical dc=e approx 1=ately seven feet thick. Within the contai==ent sphere, the =aj or equipcent and structural arrangement are as shown in Figures 3 and 4. The Reactor 3u11 ding is classified as a Category I structure. Structures adjacent to the Reactor 3uilding, as shown in Figure 1, in-clude the Turbine Building and the office building, while the screen well and pu=phouse are so=e distance removed. 3ecause these structures are separated and independent from the Reactor Building, no interaction between these structures and the Reactor Building was considered in the analysis. 524 245 2.4 ANALYSIS PACCE URE The pri=ary purpose of this analys;s is to derive the floor time his-tories of motion in the three ec=ponent directions at the spent fuel pooi floor of the 31g Rock Point Plant. The develop =ent of the struc-tural =odel of the Reactor 3uilding is presented f.n detail in Section 3.0. To accurately deter._ine the required floor ti=e histories, a three-di=ensional shear beam =edel of ths reinforced concrete Reactor Building internal structure was developed f rom the structural drawings of the plant. 33%PPDLONIA

2-3 To preserve the effects of interaction betvcen the steel shell and the enclosed structure, an equivalent single-= ass stick =odel having the frequency properties -1 the spherical shell was developed and attached at the base of the structure. Because the structure is located on gla-cial till deposits underlain by 11=escone bedrock, a representation of the soil-structure interaction between the foundation and the soil was provided through lu= ped springs and dampers. The structural uodel so developed is shown in Figure 5. A = ode-frequency analysis of this =odel was first pe: for=ed to obtain its frequencies and = ode shapes as a check for cone:stency in the =cdel-ling. The structure was then excited at the case by an artificial earth-quaka time history input acting si=ultaneously along three nor=al direc-tions. The artificial earthquake records used in the analysis were 3enerated as part of this study and satisfy the general requirements of the United States Nuclear Regulatory Cc==ission (USNRC) Regulatory Guide 1.60 (1973) and USNRC Standard Review ?]2n 3.7.1 (1975). The develop =ent of these records is described f- .etail in Section 4. 0. The details of the dyna =1c analysis are presented in Section 5.0. To conservatively account for the possible variation of the subsurface =aterial properties, the = ode-frequency analysis was repeated by using a lower bound and upper bound esti= ate of the soil co=pliance functions used in the analysis. For lower bound analysis, the soil spring stif f-nesses were reduced by 50 percent, while for the upper bound analysis, the stiffnesses were increased by a factor of 1.5. The detailed ree-o==endations f or incorporation of this variation in soil-structure in-teraction parameters for floor equipment analyses are discussed in Sec- ]r / /} /, /j 9 tion 5.2.2. The ANSYS Co=puter Code (DeSalvo and Swanson,1975) was used for all dyna =le analyses in this study. The progrs= is based on the finite ele =ent technique. The artificial ti=e histories and the floor re-sponse spectra were generated by using co=puter progrs=s developed by D'Appol:nir. DMPPDLDN14.

3-1 3.0 DEVELOPMENT OF MATHEMATICAL MODEL 3.1 SUPERSTRUCTURE MODEL The Reactor Building is a spherical steel centain=ent structure enclosing a very rigid concrete internal structure which performs all structural support functions related to the nor=al operation of the Reactor. The spherical steel contain=ent provides two functions: it is an enclosure against the effects of the weather and it prevents radioactive conta=ina-tion of the at=esphare in the event of an accident. Only those salient features of the contain=ent shell which affect the response of the inter-cal structure have been modeled. 3.1.1 Idealization of Reactor Internals The internal structure rises frc= a base elevation of 573 feet and is ec= posed of the stea dru: enclosure, the reactor enclosure and the spent fuel pool. This congregation of structures is =odeled as a single stick with centroid locations dictated by the centroids of the =ajor 'hori- =cntal sections through the structure. The = asses of all ficers, walls, equip =ent and water are lumped at the appropriate nedal locations. This =athe=atical idealization of the Reactor Building (71.cres 3 and 4) is diagra=med in Figure 5. 3.1.1.1 Stick Properties Hori: ental sections were cut through the structure at sid-point eleva-tions between all lu= ped = asses shewn in Figure 5. Axial bending, shear and torsioual properties about the section centroid were calculated for each section based on the size and gec=etric arrange =ent of walls at the cut sections. The centroidal location of the structure above the 630-foot elevation was located to be offset by 22.7 feet in the X-diraction and 6.4 feet in the Y-direction with respect to the centroidal location of the structure below the 630-f oot elevation. Bis shif t in the cen-troidal location was modeled by extending a rigid link meiber from Node 4 to Node 3 (Figure 5). The rigid link =e=ber was assigned axial bending and torsional properties sufficiently high to guarantee its behavior as a rigid link. Further: ore, rigid links were also used between Node 7 524 247 D%PPDLONM

3-2 and Node 11, Nodes 15 and 13 and Nodes 14 and 13 (Figure 5). Node 11 represents the location of the new high density fuel racks in the spent fuel pool area where floor time histories and the floor response s?ectra were generated. Node 13 represents the base of the contaic=ent shell, whereas Nodes L4 and 15 are translational and torsional coupling nodes for Nodes 3 and 9, respectively, having the same respective coordinate specifications. As explained in Section 3.1.2, the rigid link connec-ticus between Nodes 15 and 13 and Nodes 14 and 13 represent the trans-lacional interaction between the shell and the internal structure. The ce=ber properties were input to the cocputer code ANSYS using the STI?4 three-di=ensional beam element. The properties input are pre-seated in Table 1. TABLE 1 ~ I2 ITER:LS1 STRUCTURE MEMBER PROPERTIES ME2GER AREA I I J x y c 2 ODES (f=)2 (ft)4 x 10 (ft)4 x 10 (ft)4 x 10 5 5 5 x y 1-2 478 1.85 0.41 0.96 2.9 1.7 2-3 596 2.17 0.60 1.38 3.3 1.5 4-5 1,480 5.94 5.69 3.74 17 1.6 5-6 1,740 8.78 6.62 4.40 1.8 1.7 6-7 1,920 11.43 8.03 3.87 1.7

1. 7 '

7-8 1,540 9.71 10.30 0.32 2.1 2.0 S-9 2,320 12.30 11.90 21.90 l2.1 1.9 i 'Aere, I = bending =c=ent of inertia about X-axis x I = bending moment of inertia about Y-axis J torsional =ccent of inertia about Z-axis = c = shape factor in X-direction c = shape factor in Y-direction NOTE: See Figure 5 for definition of se=cers and coordinate axes. cmL\\ 748 3 D%PPDLONIA

3-3 3.1.1.2 Mass ?roperties All = asses of the structure were modeled as lumped masses located at their nearest nodal locations as shown in Figure 5. The structural mass included the floors at the elevations of the nodes and the walls having a heighc incorporating half the distance to the floor level above and below. The =aas sacents of inertia for bending and torsion of the walls and floors about the centro'_dal axes were also lumped at the nodal locations. The equipment masses and mass inertias (Consu=ers Power Company, 1978b; NUS Corporation, 1978) were distributed at nodr;s as shown in Figure 6. The equipment = asses were positioned at the nodes nearest to their ac-tual locations with the reactor vessel and crane = asses split between two nodes. Table 2 shows the total lumped sasses and mass inertias distributed at Nodes 1 through 9. TABLE 2 INTERNAL STRUCTURE LUMPfD MASSES MASS I I I xx yy ' NODE 2 7 (1b-sec /ft (lb-sec -ft (lb-sec -f t (lb-sec ~-f t 1 4 7 7 x 10 ) x 10 ) x 10') x 10 ) I 1 3.62 1.06 0.22 1.26 2 4.12 1.40 0.37 1.69 3 1 2.22 0.85 0.26 1.03 4 5.05 1.45 1.17 2.62 5 6.46 4.20 2.50 7.11 6 11.80 6.34 6.06 13.1 7 21.3 17.7 12.9 26.7 8 l 18.0 36.4 35.8 72.1 i 9 23.2 d.3 8.1 16.3 Where, I, = = ass coment of inertia about X-axis 524 c49 I = = ass mocent of inertia about Y-axis i I = ass =c=ent of inertia about Z-axia = NOTE: See Figure 5 for definition of nodes and coordinate axes. Revisien 1 October 31, 1973 D APPDIL8DNIA

3-4 The sloshing forces generated by the water in the spent fuel pool were calculated using the method outlined by Epstein (1976). The stiffness values of the spring-= ass syste=s representing sloshing were co= pared to the stiffness of the = embers to which they were attached and the comparison indicated that the sloshing springs were several orders of =agnitude softer than their structural counterparts as indicated by the = ass and frequency ratios between the spring-= ass systes and the structural =e=bers. The slashing springs were, therefore, re=oved from the model (USNRC Standard Review Plan 3.7.2 [1975]) and the hori:ortal = ass of the water in the spent fuel pool was divided between Nodes 5, 6 and 7. The :ctal vertical = ass of the water in the spent fuel pool was placed on Node 7 at the elevation of the pool floor (see Figure 6). 3.1,2 Contai==ent Shell The three-quarter-inch thici steel containment shell is attached to the massive concrete internal structure. Because the mass of the con-tainmen: shell i n only four percent of the = ass of the interr.al struc-ture, a modal analysis of the shell was perfor=ed using axisy==e ric ele =ents with non-axisy==etric loading capabill:1es to ascertain if any shell :odal frequencies fell near dominant =odal frequencies of the internal structure. Using guidelines for seis=ic coupling set iu the RDT Standard (1974), co=pariscus of the natural frequency out ratios between the contain=ent shell and internal structure were =ade for all sodes. The frequency ratios in the horizontal and vertical directions were within the range requiring seis=1c coupling of the two ceructures. The ratio of = ass between the two structures, though s=all, was not sufficient to warrant decoupling by RDT standards. The shell was =odeled as a three-dimensional beam ele =ent, STIy4, with a lu= ped = ass at the vertical centroid location of the shell. The bending and axial properties of this three-dimensional beam were adjusted to pro-vide the same single degree of freedo= frequency characteristics of the shell in its first three = odes of displace =ents in the X, I and : dir e c t io n.s. The transient analysis results obtained for the shell, therefore, are not =eant to reflect the actual response of the shell but properly incorporate be effect of the = ass of the shell on the response of be inter a truc-DTPPDLDN1A

3-3 The base of the centain=ent shell at Ilevation 584.5 feet is supported by the coc=on foundation of the shell and internal structure. This foundation has already been accounted for in the properties of the ae=ber connecting Mode 8 to Node 9 of the internal structure. For this reason, the shell base was connected to Node 8; further, due to the fac: that the shell interacts with the soil springs and da=pers, it was also attached to Node 9. Both connec:1ons were =ade using rigid links with coupling in torsional and three translational directions at Nodes 8 and 9. Coincident Nodes 8 and 13 and Nodes 9 and 15 were used to specify the required direc-tional couplings between the shell and the internal structure. This in-sured that caly the horizontal and vertical frequency effects of the shell would be felt by the internal structure. 3.1.3 Structural Damoine The structural da= ping for both steel and concrete were chosen based on USNRC Regulatory Guide 1.61 (1973) for a Safe Shutdown Earthquake (SSE) The regulatory guide specifies four percent da= ping for welded event. steel structures and seven percent da= ping for reinforced concrete. These da= ping ratios were used to calculate the Rayleigh da= ping factor, 3, for . input to the ANSYS cc=puter code (DeSalvo and Swanson, 1975). The S factor prevides a linear damping as follows: D=f3 (3.1.11 where: D = da= ping ratio, w = predc=inant circular frequency of the structure, rad /sec. The da= ping = atrix [3] was then cceputed by the ANSYS code frca the ele- =ent stiffness = atrix (K] as: [D] = 3(K] (3.1.2) The frequency at which damping would =atch the regulatory guide values was chosen based on the de=inant response frequencies of the internal and shell structures. These f requencies we e deter =ined for the internal s tructure 524 251 D%PPOLONIA

3-6 and the steel contain=ent through exa=ination of relative ratios of mode coefficients for different modes of vibration of the whole structure; the = ode coefficients, calculated as the product of =odal participation factors and spectral displacement, represent the relative displacement potential of the structure in their respective modes. 3.2 FOLNDATION MODEL The foundation of the 31g Rock Point Reactor Su11 ding is an inverted spherical concrete done approximately seven feet thick e= bedded in the soil. Because of the existence of sand drains around the base of the containment shall and construction joints in the outer foun-dation block, as shown in Figurs 7, the ground surface for e= bed =ent purposes was chosen at Elevation 584.5 feets The foundation 'c.as an average dia=eter of 92.0 feet at this elevation which is actually eight feet belcw plant grade. To deter =ine ths acil-structure interaction para =eters, the inverted do=e foundation was treated as an equivalent circular disk foundation. The disk was given a radius that provided the s =e surface area in contact with the soil as the donc foundation and was e= bedded to a depth equal to the centroid elevation of the inverted done (Elevation 573 feet). The equivalent disk foundation was then placed on an idealized soil profile to evaluate the soil ec=pliance functions which represent the interaction between the foundation and the subaurface. 3.2.1 Evaluation of Elastic procerties of Subsurface Lavers The subsurface profile was developed frc= boring logs provided by Consu=ers ?cwer Co=pany (1978a). The borings were supervised by Ray =ced Concrete File Co=pany in 1959 as part of the original foun-dation design of the plant. Each boring log contains a general description of the sampled and cored =aterials at dif ferent depths and includes infor=ation on soil penetratica resistance in blows per foot for glacial till and percentage of core recovery for the limestone bedrock. A general profile under the Reactor Building, as shown in Figure 3, was developed fro: these boring lots (also or2 b24 LJ DWPPDLDNla

3-7 refer to Figure 2). As shown in Figure 8, the equivalent foundation disk was =odeled as being supported directly on a layer of glacial till of thickness 28 feet which is underlain by a 15-foot layer of weathered li=estone followed by a layer of co=petent li=estone considered to be bedrock. The basis for subdividing :he li=estone into two lcyers was percent core recovery shown on the boring logs; weathered rock has core ricov-ery <50 percent. 3ecause the available subsurface data did not contain any direct data on the elastic properties of the li=astone rock, an average elastic =cdulus of a very co=petent limestone was first esti-0 naced to be equal to 8 x 10 psi for data based on teste'on a large nu=ber of limestone rock sa=ples (Deere, et al.,19%). This value of elastic =odulus was then reduced by abcut 50 4ercent for the co=pe-tent limestone and by about 85 percent for y. weathered li=estone by assu=ing that the core recovery percener.g[is a direct function of Geo- =echanics classification rating and then using Kulhawy's (1973) relationship between strength reinctica in rock versus the Geo=echanics rating. These reductions accaunt f or both quality and = ass ef f ec:s in the rock present at the site, whereby rock quality was related to the .covery percentage. The elastic properties obtained in this =anner thereby assigned to the weathered rock an elastic =edulus approximately one-third the value of the elastic :odulus of the. sore co=peten: rock underlying it. Be elastic properties of the glacial till have a =uch = ore predominant effect on the soil-structure interaction para =eters. Due to a lack of sufficient appropriate data on the elastic properties of the glacial till, bes t esti=ste elastic properties were used in the computatice of the soil-structure interaction parameters; lower and upper bound values for the interaction parameters were also deter =ined. Using soil data on grain-size distribution and ef fective stress para- =eters provided by Consu=ers Power Co=pany (1978c), e=pirical ralations developed by Hardin (1973) for gravelly soils, and D'Appolonia's pre-vious exoerience with glacial tills, a best esti= ace shear wave,, 2p3 524 3 DAT3POLDNLA

3-8 velocity of 1,700 feet per second was postulated. The corresponding shear =adulus, cc puted by using the relationship G = DV-(3.2.1) s

where, G = shcar =odulus, p = = ass density, and 7 = shear wave velocity, s

was fcund to be approxi=ately one-fifth of the shear =odu..us of the underlying weathered rock. 3.2.2 Seil-Structure Interaction Para =eters Using the shear mduli obtained above and the total = ass =o=ents of inertia of the reactor building, the equivalent spring constant and da= ping for each respcase = ode (degree of freedo=) of the fo':ndation were calculated for the layered syste=. The static spring constants for a rigid circular footing resting on an equivalent elastic half-space =ay be calculated using the for=ulae given in Table 3, and da=p-ing values using the for=ulae given in Table 4. The technique devel-oped by Christiano, et al. (1974) was used to reduce the layered =ed-iu: to xn equivalent elastic half-space f or each ode. This technique is based on the assu=ption that within each layer of a =ulti-layered syste=, the strain energy is equal to that contained between the sa=e elevations in a ho=ogeneous =ediu: having the sa=e elastic :odulus as the layer. For each static displace =ent = ode, the strain energy in P.he layered =edium is esti=ated by assu=ing a stress distribution equal to that incurred in a ho=ogeneous elastic half-space. 3y equating the strain energy to external work, a single elastic spring for each = ode, equivalent to the =ultiple spring system representing the various layers, =ay be obtained. r, gra )[ L39 DAPPDLDNLA

3-9 TABLE 3 SPRING CONSTANTS FOR RIGID CIRCULAR FOOTING RESTING ON ELASTIC HALF-SPACE (1) 110 TION SPRING CONSTANT ( } l REFERENCE 4Gr Vertical K Timoshenko & Gocaler (1951) = ,y 32(1-v)Gr Horizontal K 3ycroft (1956) = 7,gy 8Gr Rocking I.) = 3(1_y) BorcWeb (1943) 16 3 Torsion K = - Gr Reissner & Sagoci (1944) g (lI

Reference:

Richart, Hall and 'a' cods (1970) ( )G = shear odulus of elastic half-space v = Poisson's ratio r, = equivalent radius r Ya r '[ q L" g DlEPPDL DN1A

3-10 TABLE 4 DAMPING RATIOS FOR RIGID CIRCTILAR 700 TING RESTING ON ELASTIC HALF-SPACE Ol MODE OF MASS (CR DAMPING RATIO VI3 RATION INERTIA) RATIO (2) D (1-0.425 Vertical 3 D = = 4 3 Or (3 o =(- 8 Sliding 3 D = x 32(1-9),,3 g-x o x I II-0.15 Rocking 3 0 D* = = Or (1+3 ) <( 9 o r I 50 Torsional 3 D = = g 3 3 w. (1)

Reference:

Richart, Hall and 'Joods (1970) (2)9 = Poisson's ratio r = equivalent radius a = casa density of soil n = cass of foundation I) = rotational nass ac=ent of inertia of foundation I = torsional nass ac=ent of inertia of foundation 3 ? ,lc 0 3 c '? lJ\\ IMPPDL ON1A

s 3-11 3.2.2.1 Frequency and Embed =ent Corrections of Soil Sorinas The lumped.pring constants calculated abcve were corrected for frequency and e= bed:ent effects. The frequency corrections account for the dyna-sie stiffness relationships for a soil-foundation system while the en-bedment corrections represent the stiffening effects of the soil due to confine =ent of the foundation. Frecuency Corree:1cns - Neglecting the srull coupling between the hori-

ental and rocking motions, tna relationship ben een the force a=plitudes and displace =ent a=plitudes for a =assless disk supported on a homogene-ous elastic half-space =ay be defined as (Veletsos and Verbic, 1973 and Verbic and Veleesos,1972):

? -Qu ( 3. 2. 2 ) J j s where: ? represents the generali:ed force a=plitudes, represents the generalf uc. displacement a=plitudes, and u Q is a co= plex-valued stiffne ss or i=pedance function of the fors Q =K [k (a, v) + ia c (a, v)] ( 3. 2. 3 ) j j j o oj o TS. sy*bol K represents the static stif fness of the disk in j-direction and k and e are di=a.nsicaless functions of Poissen's ratio of the soil, v, and the di=ensionless frequency cara=eter a = or t l (3.2.4) i o o s where: = angular frequency, .a r, = radius of the disk, and C V = the shear wave velocity. 524 'h DMPPDLDN1A

4 3-12 In the equivalent sp rin g-dashpo t systam representation of the supporting =edium, k) ind c =ay be thought of as the. dynamic ariation of the stiffness and damping part=eters, respectively, of the radium. Then the values of K k represent the frequency-corrected values of spring constacts and K a e represent the frequency-related values of da= ping. joj The values of functions k) and c under dynamic loading conditions have been esti=ated by Verbic and Veletsos (1972) for all translational and rocking =edes and by Veleesos and Nair (1973) for the translational mode. Curves of k and c as functions of a as given in the above cefarances were used to ce=pute these values. Because the danping co-ef ficient has the =ost Lafluence near resonance, the average of the k J calues calculated over the esti=ated building frequency range was used in the final co=putation of the frequency correction factors for the soil aprings. E= bed =ent Corrections - The e= bed =en; correction factors in each dis-placement = ode were obtaine.d by considering the depth of e= bed =ent of the foundation =edels. The influence of e=bedr.ent on the s tif fness para- =eters for all modes of vibration has been evaluated using finite ele =ent techniques by Johnson, et al., 1974 The additional stiffening effects obtained fres these e= bed =ent f actors were reduced by a f actor of two for conservatism (to account f or excavation and any backfill ef f ects). 3.2.2.2 Corrections to Soil Da=oing The da= ping ratios calculatad based on the e42ations of Table 2 repre-sent radiation dampiag. Radiation damping ts controlled by the geo=e-try of the elastic half-space. For shallow soil layers overlying a stiff =aterial, a portion of the radiation da= ping is lost by reflec-tion of the radiating wave from the stiff layer. The amount of wave energy reflected is a function of the i=pedance, sV,, of each layer and is given by the following relation (Furrer, et al., 1973): p ,JJ c)74 L DAPPDLDN1A

3-13 "y7 1 ,1 1 7 "2 2 E.R. = x 100 ( 3. 2. 5 ) ,7 ~1 1 1+ Q V22_

where, E.R. = percsnt of energy reflected 31

= = ass density of the glacial till 02 = nass density of the weathered rock 7 = shear wave velocity in the glacial till 1 7 = shear wave velocity in the weathered rock 2 ne radiation da= ping for each response = ode was reduced by a factor equivalent to the reflected wave energy ratio. The radiation da= ping was than further reduced by a factor of one-half for conservatis=. The actual da= ping ratio is co= posed of radiation and =aterial da= ping. S e =aterial da= ping is the result of internal friction losses within the soil structure. A value of five percent was assu=ed for all =ater-ial da= ping and was added to the radiation damping in all = odes. The damping ratics were converted to da= ping constants for input to a da= ping = atrix in the transient analysis. Frequency corrections f or the lu= ped springs were quite s=all and, because the radiation da= ping co=ponent had already been conservatively reduced by one-half, such cor-rections were neglected for the da= ping. Furthe r=o re, e= bed =ent cor-rections for the da= ping were conservatively not censidered. The final lu= ped sprin;; and da: ping paraceters used in the best esti- = ate analyses are presented in Table 5. a yb / 7g4 DMPPDL DN1A

3-14 TABLE 5 FREQUENCY AliD EMBEDMENT CORRECTc.D SOIL STRUCTURE IITIERACTION PARA ETERS f MODE LUMPED SPRING LUMPED DAMPING Vertical 2.27 x 10 lb/f: 1.07 x 10 lb-sec/ft Hori: ental 6.22 x 10 lb/ft 3.54 x 10 lb-sec/f: 3 10 Rocking 2.33 x 10 lb-f:/ rad 6.03 x 10 lb-sec-f:/ rad 1 10 Torsion 2.08 x 10 lb-f t/ rad 3.92 x 10 lb-sec-ft/ rad cj a. 200 a. D XPPDLDN1a

4-1 4.0 INPUT SZISMIC MOTION Artificial earthquake time histories (ATd's) were developed to simulate ground notions to which the structure is subjected during an earthquake. A time history is a series record of ground accelerations representing seismic event. They were used in the analysis of the Reactor Build-a ing e.o induce base displace =ents for the ::xadel analysis. Three ATE's were developed to represen: ground ocions in :wo nor=al horizontal directions and the vertical direc:1on.and having responsa spectra satisfying the general require =ents of UNSRC Standard Review Plar. Section 3.7.1. The peak :ero period he.'_;.catal and vertical accelerations for these time histories were specified by Consu=ers Power Corgany to equal 0.12g and 0.08g, respectively (Notes, March 9 1 1978 neeting at Consu:ers Power Ccepany offices). The ti=e histories were derived to match smooth ground design response spectra (SGDRS) for ' horizontal and vertical earthquake =ctions. These ground response spectra are shown in Figure 9 for five percene, cri-tical da=ptag.

  • he horizontal SCDRS conPrm with the USNRC Regula-tory Guide 1.60 (1973) ree - ndations.

the vertical SGORS follow the guidelines reco= ended by New= ark, et al. (1973) which were the basis for One USNRC Regulatory Guide 1.60. The d'iration of ground co-tion was determined to be equal to 12 seconds which adequately satis-fies the total duration value determined using Bolt's (197') procedure reco= ended by Standard Review ?lan See:1on 2.3.2 (1975). D'Appolonia feels tha: the SCDRS selected for the horizontal and vert.' cal directions provide the necessary conserracism for evaluating the effects of a pos-tulated seismic event on the reactor internals at the 31g Rock Point Nuclear Power Plant. 4.1 DEVELOPMENT OF ART!?ICIAL EART90UXG TIME HISTORY An existing A~~d digitized at 0.01 second was revised by selec:ive scal-ing to form one cocponent of the hori: ental earthquake record called the "Em0 \\ r ". Ll al DMPPDLDN1A

4-2 North-South cc=ponent record. The source ti=e history ; 4s used to analy-tically excite single degree of freedom oscillators having natural fre-quencies ranging from 0.2 Ha to 49 Ha at five percent of critical da=p-in g. A record of peak response of each oscillator for=s the response spectrum of the source ti=e history. The time history response spectrum was ce= pared to the horizontal design response spectrum fer five per:ent da= ping reco= mended by the USNRC in Regulatory Guide 1.60 (1973). Selected frequency co=ponents of the Fast Fourier Transform of the ATH were scaled to cause the ti=a history re-sponse spectrum to approx 1= ate the design response spectrum. 3y an itera-tive procedure of scaling and =acching, the ota,inal ti=e history was r altered so that its response spect:.=1 =atched the NRC spectrum to guide-lines presented in USNRC Standard Review Plan 3.7.2 (1075). 3aseline corrections were applied to the record in each iteration. Plots of the north-scuch hori: ental acceleration ti=e history and its associated response spectrum are plotted in Figure 9. The vertical ATH was de 1ved in the sanner described above. Peak ver-tical acceleration wa' scaled to 0.08g or two-thirds peak horizontal acceleration. The vertical response spectrum was =atched to the ver-tical design response spectrum reco= mended by Nes.:: ark, et al. (1973) as discussed earlier. The vertical acceleration ti=e history and re-sponse spectrum are plotted in Figure 9. The east-west co=ponent of the horizontal earthquake ti=e history was derived directly frcm the north-south ti=e history by putting a 0.16-second period of :ero accelerations in front of the record and removing the same period of acceleraticus from the end. In this =anner, statis-tical independence of the two horizontal co=ponenes of excitation was achieved. The response spectra obtained satched the USNRC Regulatory Ctide 1.60 (1973) design spectrum without further alteration. To satisfy the require =ents of the USNRC Standard Review ?lan that all three earthquake cc=ponents be. lated, the statistical independence 3:rnA. to& q,n DNPPDL DN1A

4-3 of each of these three records with respect to the other two was calcu-laced. The highest correlation coef ficient between any two records was 0.070, which is belev the =ax1=u= value of 0.16 reco== ended by Chen (197T). 4.2 DAMPING VALUES FCR 'JHICH RESPONSE SPEC':"'A 'JERE MATCHED The recc== ended da= ping constants to be used for various co=ponents and =aterials when analycing structural response are given by USNRC Regula-tory Guide 1.61 (1973). Applicable values for this analysis are four percent for steel piping and equip =ent, and seven percent for rein-forced concrete for the Safe Shutdown Earthquake. The ti=e histories generated to =atch response spectra curves at five percent da= ping were used to ce=pute oscillator response at four percent and seven percent da= ping. These response curves were co= pared to design response curves for f our percent 'and seven percent da= ping. The ti=e history accelera-tions were then scaled so that the response at four percent and seven percent da ping enveloped the desigt response curves according to USNRC Standard Reviev Plan 3.7.1 (1975). The respective scale f actors used for the north-scuch, east-west and vertical co=ponents so obtained were

1. 03, 1. 0 6 and 1. 03.

o (3 3 g4 D XPPDLDNIA

5-1 5.0 DYNAMIC ANALYSIS Two types of dynamic analysis were performed on the Reactor Building nodel: node-frequency analysis and transient reduced linear analysis. Mode-frequency analysis was perfor=ed to obtain a stability check on the model and to ermine the :odal displace =ent characteristics of the structure at its natural frequencies of vibration. As explained pre-viously in Section 3.1.3, such an analysis also provided the basis of co=puting tbe Rayleigh dan: ping factor, 3. Linear transient analysis was perfor=ed to obtain the floor c1=e histories of motions at diff er-en: locations of the structure from which the respective floor response spectra at the specified locations were obtained. 5.1 MODE-FRECUE'!CY ANALYSIS The fixed base location of the structure was defined at Node 10 of the nodel (yigure 6) for the = ode-frequency analysis of the scrue:ure. Node 10 was considered fixed against all translations and rotations. The natural frequencies of the structure obtained from this node-fre-quency analysis are shown in Table 6. As nay b; seen in Table 6, the first frequen f of the structure is approx 1=ately 4.1 Hert:. However, this frequency is a torsional frequency of the structure abcve Node 7, with all nodes below Node 7 remaining practically fixed. The nex: two frequencies of the structure, which occur at approx 1:stely 6.3 and 6. 9 Hert, are prinarily due to :he vibration of the representa-tion of the steel contai m nt shell in the X and Y directions, respec-tively. The first general frequencies of the internal structure in

he I and Y directions occur at approx 1=stely 9.3 and 9.5 Hert:, respec-tively, corresponding to the fourth and fif th natural frequencies of the combined structure.

'"he sixth and all higher nodes of the struc-ture co= prise co=bined participation by tr.e shell and the internals. 524 264 The reaults of the mode-frequency analysis indicate an active local-ized torsional node occurring at a relatively low frequency level. Thus, in the reduced linear transient analysis, in addition to trans-lational degrees of f reedo=, specificati:n of torsional degrees of D%PPDL DN1A

5-2 freedom at Nodes 4 through 9 were judged to be necessary. Further: ore, two additional mode-frequency analyses were perfor=ed using the upper and lower bound esti= aces on Joil spring constants as explained in Sec-tion 5.2.2. 5.2 TRANSIF"T DYNAMIC MALYSIS The reduce / linear transient dynamic analysis feature of the ANSYS com-puter code was used to derive the floor ef=e histories of ocion at dif-ferent eleva?. ions of the structure. In this procedure, by using the = atrix condensation technique, the stiffness, = ass and da= ping =atrices of the atructure are reduced by specifying active dyna =ic degrees of freedom at the various nodes of the structure. The dynamic degrees of freedom as used in the analysis are shown in Figure 10; all translational degrees of freedcm at each node were specified to be active along with torsional degrees of freedos at Nodes 4 through 9 to account for the relatively low-frequency localized torsional : ode of the structure as explained in Section 5.1. All rotational =otions at fixed base Node 10 were considered to be fixed and the displacement ti=e-histories of the design earthquakes wa.re specified at this node. The displace =ent ti=e histories of co-tion of the three co=ponents of the earthquake were obtained by twice numerically integrating the acceleration time histories developed as per the procedure described in Section 4.0.

  • he transient dynamic solution was ained by numerically integrating the equations of motion. The ANSYb socputer code uses the Houbolt tus -

erical sche =e in the transient dynamic analysis in which the displace- =ent is a cubic function and the acceleration is a linear function across the ti=e interval of integration. ~he initial velocity in the analysis was assu=ed to be equal to :ero. This integration procedure is unconditionally stable for all time steps. However, to ninisize the numerical da= ping which is inherent in this type of integration pro-cedure f or large time steps of integration, a time interval of 0. 005 second was used in this analysis. } DMPPOLON1A

5-3 As discussed above, the records of time histories were evaluated at 0.01 second. intervals. Since the ti=e interval of integration used in all ttne history analyses were 0.C05 second, the acceleration rec-ords were interpolated using the Fast Fourier Transfor= (FFT) routine (Rabiner, et al.,1972). The 0.01 second records were first ::ans f or=ed into the frequency do=ain. The frequency do= sin record, centered at

ero frequency thus obtained, was sy==etrically expanded to rvice its original size by adding zeros to each end of the frequency decain.

The new record was transfor=ed back into the ti=e dc=ain using the FFT routine and a representation of the ti=e histories at 0.005 second was Laus obtained auto =atically. 5.2.1 Evaluation of Floor Respcase The floor displace =ent ti=e histories vera obtained directly frc= the re-cults of transient dynamic analysis. The floor acceleration ti=e histories wer. obtained by twice diff erentiating the floor displace =ent ti=e his-cortes. Plots of these ti=e histories are described in fiction 6.0. The floor response spectra vere obtained by using a D' Appolonia in-house progra for which the floor ti=e histories of =otion along any particular direction generated by the ANSYS routine are input. 2he progrra develops the floot acceleration ti=e histories frr= this input and then ec=putes and plots the floor spectra. All flocr responses were calculated sepa-rately for the three orthogonal directions I, Y and 2, respectively, at three da= ping values (2, 4 and 7 percent of the critical). The =in1=u= and =axiz frecuencies considered in the ce=putation were 0.2 Hert: and 50 Hert. The frequency points chosen for co=putation of all spec-tra were sufficient in accordance with the criteria reco== ended in Table 1 of USNRC Regulatory Guide 1.122 (1976).

5. 2. 2 Effects of Parameter variation on Structural Resoonse USNRC Standard Review Plan Section 3.7.2 (1975) requires that in the ana-lysis of sub-systems of a structure consideration should be given to ex-pected variations in structural properties, dampings, soil properties and soil-structure i; a rretion parameters. Detailed data and specifications forstructural3ropertiesandda=pingsareavailableforthis,stpucturf<

b24 0 DMPPDLD M

5-4 The variation from the specified values of these two parameters =ay thus be considered to be negligible. However, the elastic properties of the subsurface =ater1 6 sed in the derivation of the scil springs were not based on direct field investigation results. Therefore, a parametric study on the effects of variation in the soil co=pliance functions was considered necessary and was carried out by assu=ing an upper bound and a lower bound esti= ate on the soil spring constants. In this procedure, it was assu=ed that the derived soil spring constants =ay vary +50 percent with respect to the best esti= ate values under the actual field conditions. Therefore, two additional = ode-frequency analy-ses were perfor=ed by =ul:1 plying the best estimate s ill spring constants by 0.5 and 1.5 for lower bound and upper bound analyses, respectively. The structural frequencies obtained in these two analyses are shown in Table 6 along with the frequencies obtainec' from the anal / sis using the best esti= ate soil springs. The total frequency variation, -lf), in any = ode 'j is then calculated using the relationship (USNRC Regulatory Guide 1.122 (1976]): j )'] /' s'7 [(0.05f ) + (af af (5.2. > = j

where, f = structural frequency in = ode j using best esti= ate soil spring constants 8

af = f requency variation in =cde j due to variation 4a in soil spring constants Based on an inspection of the floor response spectra, the predominant 'requencies of the structure were observed to occur approx 1=ately below 13 Hert:. Thus, af in Iquation (5.2.1) was calculated for all = odes below 18 Hert: for both upper and lower bound f requencies. ""he =axi- =u= value of the (if /f,) ratio was found to be equal to 0.195. There-j s fore, it is recoc= ended that a value of _+0.195 f be used by NUS for peak broadening in all floor response spectra obtained fro = this analysis. 524 267 DAPPDLDN1A

5-5 For time-history analyses of equipment at the spent fuel pool location, it is reco== ended that upper and lower bound analyses be perfor=ed using time interials given by (Tsai [1974]): af - 4 at' 1 + "f at = K (at) (5.2.2) = J_

where, at' = the modified time interval, at = the time interval used in best esti= ate analyses =

0.005 second, and ~ .u.., K 1iT = 'd Following this procedure, the modified ti=e intervals for upper and -3 lower bound analyses are obtained as 4,025 x 10 and 5.975 x 10~ sec-onds, respectively. Further= ore, it is to be noted that if floor dis-placement time-histories of motion are used by NUS in the analysis of he high density fuel racks, the displace =ent ordinates of floor motion should be =ultiplied by a factor K, that is, by 0.648 and 1. 423 f or upper and lower bound analyses, respectively. The effects of such variation in time interval on the response spectra are shown as exa:ples for Node 11 (spent fuel pool location) in Figures 13 through 15, f or two percent da ping, along X, Y and Z axes, respectively. As per request by NUS 'telecon record of May 26, 1978), no peak broad-ening of the floor response spectra was perfor:ed by D' Appolonia. C ') f ]i\\ 0 Jm DMPPDLONLA

5-6 TABLE 6 NATURAL FREQUENCIES OF REACTOR BUILDING BIG ROCK POINT NUCLEAR POWER PLANT 3 MODE LCWER 30CiD( } l 3EST ESmATE l L?PER 30CTD( ) 1 4.03 4.08 4.10 2 6.07 6.77 6.95 3 6.19 6.87 7.04 4 8.36 9.27 9.89 5 8.47 9.50 10.22 g 6 14.24 17.55 18.47 7 14.84 18.25 19.31 (1)3est aset=at, soil springs were cultiplied by 0. 5 in this analysis. I )3est esti2 ate soil springs were multiplied by 1.5 in this analys's. -Q C ') l ,l O I J a-1MWPDLONIA

6-1 6.0 RESULTS OF.dALYSIS Results of analyses are presented in the form of plots of ti=e-histories and floor response spectra. As per request of NUS, such results are presented for Node 1 (El. 657.5 f eet), Node 3 (El. 630 feet) and for Node 11 (spent fuel pool location). Soth acceleration and displace-ment ti=e-histories of floor =otion along X, Y and Z directions at Node 11 are shown in Figure 11. Only acceleration :1:e-histories of the other two nodes, Node l<and Node 3, are shown in Figure 12. The saxi=cs accelerations at the spent fuel pool location (Nede 11) 9 along X, Y and Z directions are approx 1=ately 8, 7 and 4 f t/sec', re-spectively, (?igure 11) which correspond to 0.25g, 0. 22g and 0.12g ac-celeration, respectively. Therefore, the amplification of :ero pelied ficar accelerations over the zero peried input accelerations of 0.12g horizontal and 0.08g vertical are then given by 2. 08, 1. 33 and 1. 5 along X, Y and Z directions, respectively, at Node 11. The levels of accelerations obtained for Node 3 (El. 630 feet) are given by (Figure 12) 8.5, 9.5 and 5 ft/see or 0. 26g, 0. 30g and 0.16g, respec-tively f or X, Y and Z firections, respectively. The corresponding an-plification facecrs with respect :o :ero period input accelerations are then 2.2, 2.5 and 2.0, respectively. Finally, the levels of accelerations along X, Y and Z direc:1ons obtained at the ::pcos: Node 1 (El. 657.5 feet) are shown to be (Figure 12) 11.5, 11.5 and 5 ft/see or 0.36g, 0.35 and 0.16g respectively. The corres-ponding a=plification factors with respect to ero period input accel-eration are 3.0, 3.0 and 2.0, respectively. F1,or response spectra for Node 11 alcag X, Y and Z directions are shown respectively in Figures 13 through 15, for Node 3 in Figures 16 through 13 and for Node 1 in Figures 19 through 21. In each of these figures, the response spectra are shewn for three dampings - 2, 5 and 7 percen: 524 270 D%PPDLDNL1

6-2 of the critical. In addition, Figures 13 th:ouga 15 depict the effects of soil spring parameter variation as discussed in Section 5.2.2. The effects of such variation have been shcun as exa=ples for Node 11 along the X, Y ard I axes culy for two percent of the critical da= ping. o }u f. ') { ) ^ r D4PPDL DN1A

7-1 7.0 SLMLm An analytic model was prepared for the Reactor Building of the 31g Rock Point h elear Power Plant. The dyns=ic response of the =odel has been deter =ined for base excitations resulting from en ee earthquake arti-ficial ti=e histories of motion in three orthogonal directions. The floor ti=e histories of motion at thrae nodes of the =odel, including that representing the spent fuel pool locacian, have been computed f ro: this analysis and the associated floor response spectra have been de-rived. ~he effects on the =cde-frequency response of varying the soil spring constants have been co=puted, and reco==endations are presented for proper consideration of these effects on the equip =ent analyses to be performed by Ni:S. Respectfully submitted. Q_A c utsa d-S. hnakrabarci s A. D. Husak SC:ADli:ggo ?:oj ect No. 78-161 June, 1978 cJ) 4 272 DAT3PDL DNLA

LIST op 3EFEREtiCZS 524 273 MDPDL DNIA

R-1 '1ST OF REFERENCES Solt, 3. A., 1973, " Duration of Strong Ground Motion," Proceedines of the Fif th '4orld Conference on Earthouake Engineerine. Chen, C.,1975, " Definition of Statistically Independent Time Histories," Technical Note, Journal of the Structural Division, A=erican Society of Civil Engineers, February. Christiano, P. P., ?. C. Ri::o and S. J. Jarecki,197!,, 'C,mpliances of Layered Elastic Systess," Proceedines of the Institution of Civil Engineers, London, Dece=ber. Consu=ers Power Co=pany,1978a, Test 3cring Recort, Ray =cnd Concrete Pile Cc=pany, Big Rock Point Site, February 1960. Consu=ers Power Company, 1978b, "31g Rock Point Spent Fuel Racks - Cc=- ponents *4 eights," Internal Correspondence 3RG18-78, Consu=ers Power Co=pany Letter of Transmittal No. 5803-037, May 18. Consu=ers Power Company, 1978c, Soil Recort, 31g Ro< k Point Plant, Charlevoix. Michigan, Soil Testing Services, Inc., March 1960. Deere D. and R. Miller, 1966, " Engineering Classification and Index Properties for Intact Rock," Tecnnical Recort No. AT.JL-TR-65-il6, Air Force '4eapcus Lab., Kirkland Air Force 3ase, New Mexico. n Salvo, G. J. and J. A. Swanson,1975, ANSYS - Engineering Analvsis e L'ser's Ma nual, Swanson Analysis Sys ta=s, Elizabeth, Pennsylvania. Epstein, H. I.,1976, " Seismic Design of Liquid Storage Tanks," Journal of the Structural Division, American Society of Civil Engineers, Septe ber.

Furrer, H., K. Gaehler, J. Jesielewski and J. R. Hall, Jr., 1973, " Soil A=plification and Soil-Structure Interation Study for a Nuclear Power Plant in Swit:erland," Structural Mechanics in Reactor Technoloev, 2nd Interna tional Conf erence, Vol. 63, Septe=ber.
Hardin, 3., 1973, " Shear Modulus of Gravels," Soil Mechanics Series No.

16, University of Kentucky, Kentucky. Johnson, G. R., P. ?. Christiano and H. I. Epstein, 1976, " Stiffness Coefficients for E= bedded Foundations," Proceedings of the ASCE Pcwer Division Scecialtv Conference, 3 d '2r, Colorado, August. Kulhawy, F. H.,1978, "Ceccechanical Model f or Rock Foundation Settle ment," Jour.al of Geotechnical Engineering Division, A=erican Society of Civil enc neers, February. 524 U4 DNPPDL ONLA

R-2 LIST OF REFERENCES (Ccntinued) New=ack, N. M., J. A. 31u=a and K. K. Rapur, 1973, "Seis=ic Design Spec-tra for Nuclear Power Plants," Journal cf the Power Division, A=erican Society of Civil Engineers, Nove=ber. NUS Corporation,1978, " Letter of Transaittal, Isti=ated Weights of Fuel Storage Rocks," May 26, 1978. Notes on March 9,1978, Meeting at Consu=ers Power Co=pany with NUS, Consu=ers ?cwer a-d D' Appolonia. Rabiner, R. L., 3. Gold and C. A. McGonegal,1972, "An Approach to the Approxi=ation Proble= f or Nonrecursive Digital Filters," Dizital Si;- aal Processing, R. L. Rabiner and C. M. Rader, eds., !IEE Press. New York. Richart, y. E., Jr., J. R. Fall, Jr., and R. D. Woods, 1970, Vibration of Sci _nd Foundations, Frentice-Eall, Inc., Englewood Cliff s, New Jersey. RDT Standard,1974, "Sais=le Require =ents for Design of Nuclear ?ower Plants and Test Facilities," Division of Reactor Research and Develoe-ment, U. S. Acc=ic Energy Co==ission, January. Telecen Record of May 26, 1978 between D'Appolonia and VUS. Tsai, N. C., 1969, "Transfor=ation of Ti=e Axes of Accelerograms," Jour-nal of Engineering Mechanics Division, American Society of Civil Engineers, Jure. USNRC Regulatory Cuide 1.60, 1973, " Design Response Spectra for Seis=ic Design of Nuclear ?cwer ?lants," Directorate of Rezulatorv Stanc ~4s, Rev. 1. USNRC Regulatory Guide 1.61, 1973, "Da= ping Values for Seis=le Design of Nuclear Power Plants," Directorate of Rerulatorv Standards, U. S. Ato=ic Energy Cc==ission, October. USNRC Regulatory Guide 1.122, 1976, " Develop =ent of Floor Design Response Spectra for Seis=ic Design of Floor Supported Equip =ent in Co=ponents," Of fice of Standards Develee=ent, U. S. Nuclear Regulatory Co==1ssion, Septe=ber. USNRC Standard Reviev Plan 2.5.2,1975, " vibratory Ground Motion," of fice of Nuclear Reactor Rerulation, U. S. Nuclear Regulatory Co==1ssion. USNRC Standerd Reviev Plan 3.7.1, 1975, "Seis=ic Input," Office of Nuclear Reactor Regulation, U. S. Nuclear Regulatory Co==1ssion. D c,4 275 r-D%PPDL DN1A e...

R-3 LIST OF RE.ERENCES (Continued) USNRC Standard Review Plan 3. 7.2,1975, " Seismic System Analysis," Of fice of Nuclear Reactor Regulat13, U. S. Nuclear Regulatory Consission, June. 7eletsos, A. S. and V. V. D. Nair, 1973, Torsional Vibration of Founda-tions, Structural Research at Rice, Report No. 19, Rice University, Houston, June. Verbic, 3. and A. S. Velatsos, 1972, Iuculse Reseense Funecions of Elastic 'oundation, Structural Research at Rice, Report.N. 15, Rice University, Houston. Veletsos, A. S. and 3. Verbic,1973, " Vibration of Viaccelastic Founda-tiens,",'arrhauake Engineering and Str!ctural Dvna=ics, Vol. 2.

i D

l f ' *L l D 33APPDLDN1A

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=" IG CCX POINT NUCLEAR PCWER OLANT EGENO: M ATHEM AT: CAL MCCEL s fn a CE) LUMPED VASS ,,n1 _'_ 0 \\ =REDARE3 CCR (Q f f-HO seces ::ua' : 's A u J et TR A NS LA T !C N A L OIRECTiCNS I R AND lN 9CTAT;CN ABCUT AX IS ECCXVILLE,MESYLANC AIGIO L!N K 8 NCCE NUMBE* Diu3PDLDN1A

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m h. 35 is W ELEVATION SOIL SHEAR MODULUS POISS ON'S UNIT WElGHT ) 2 se (FT) PROFILE ( PSI) RATIO ( PCF) I$ l w I rECUlVALENT CISK FCUNCATICN \\3OTTOM ELEVATION 573 FEE ~ g D 570 h'k \\ \\ '\\ ' 's o \\ k ~\\ \\.\\' - -l2 \\ NGLACIAL. \\ 100,000 0.43 160 w u 3 gy ce0 \\ TILLs \\a si igx h \\s N y\\O 550 =

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le 545 i w 4 t t WEITHERE0 i ~c i 540 - LIMESTCNE -7' 492,360 0.35 140 j, l c S30 520 C O M P ET E N T - 2 LIMESTONE I,659,720 0.35 140 --1 ~ 510 i i 500 NOTE:NCRMAL WATER TABLE ELEVATION 580 FT. REFEPENCES: (l) CONSUMERS DOWER "OMP ANY, (1979 c).

12) CONSUME 3S POWER COMPANY, (1979 c).

FIGURE 8 EIG ROCK PC!NT NUCLEAR 0WER PLANT 3 AN ALYTIC AL SUS-SURFACE 3ROFiLE P = E = a a c:0 :ce N U S CORPOR ATICN ROCKVILLE, M A?YLANO I/kun UnR"gh"(}tr.a, f-5Og' n r F 3_') DAPPDLDN1A i

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003 FR. U ENCY - MERT:

524 293 i i l f i FIGURE 17 FLCOR RESPCNSE SPECTRA NCCE 3 - Y DIRr,07;CN 2,4, ANC 7 PERCENT DAMPtNG l l P o E DA R E D FOR I rnaq NU S CCRPORATICN

eymufb, f

y, RecKVILLE, M ARYLANC a )e u ah.a u g DAPPDLDN1A I

a tn< .'c 'D o2 yW '00 0 7 .. a.. s ea a. ' i.1 . sm 2.,ii.. .e, a..,... s. 4.a s 3 ,.ig.. .. 4 4 i. ..s.a.iq, ,iiii.q.. .34.. .,i 4 e I i i 6 t ii l - l l 6 i ' i i 6 5-d_ 25 q Mi -'s g Al =

s f* h b

3 s "- %l e 2 PERCENT E-j( O A M P'N G in e ~ =y s t a le w-m ct8' C 1- -a i y gl m =__ -.g E g 4 PERCENT z z { OAMP'NG ] u N.I 2 0 l vl 4

2 s

5 '3 = l* C E-5 3 lr,.: a = i E- / 7 PERCENT -3 w "2 dj [ v CAMP NG O i Z 3E l-l l -i-s j = s- --3 5-l + k I l ~ 1-l h E I a E- -3 - E I _3 C ,t. r .,i,,,,.,,t,, ,,i,...,i ..,,,r,,

i. 1., i,i,.

,,,.,,...,,,,t, i,..,.., l i i i i i i. 1 01 i c

00

'00 0 FREQUENCY - MERT: I i 70d r/k/ 3

i. i '

\\ FIGURE lS l FLCCR RESPCNSE SPECTRA NCCE 3 - Z CIRECT!CN 2,4, AND 7 PERCENT DAMP!NG j 3 R E PA R EO FOR i l 1 i N'l S CC R PC R ATICN RCCx'< :'.L E, M ARYLAND O C l' l mau-" mwponom 1

s e< _i e_ e .N E5 'co 0. ,., ui.. ....m. .....a ......u. 5 =3 a. t ] 5 3 a5 3 ( --j 5_ -j ^ /\\ c.b 3- = 2 oEact.NT l C,, E-J / ::49ptso nl I s-l y -s = 2 E-l wl l 1 - -a ci l 2 E i yo E I l 3 ,c c b / 4 A '.? CENT g,g 2 l v uomo _g s i 1 m g y e Y / 5l9 H-d 1 -j wi-9 0- / 7 PERCENT =- 2.i -3 4 i- / Aupino l = = lm =- n + a = / l = Si, = = ? w2 3 r i a i w 4,- =__ s = =- i o zw 2-I 4:3 s j i5 2_ _.3 i 2 s l ]- -i g-2 = l m

==- .== =- _a i E = + t i l E i i, m. -,r, 3 01 01 7 0 00 0c 0 FREOVENCY -* EAT ro n az4 25 I i i I ! m'9E 19 FLCOR RESPCNSE SPECTR A NCCE I - X DIRECT!CN 2,4, AND 7 PERCENT DAMP!NG i l D D E PA R E O.OR i l NUS CO R PC R ATlCN RCCXVILLE, '1 ARY ANC f fj'n% a % in.* n T ]i t D s ! S UMm u. g D*AP.T>OL;DNM i i

l Q< 'D-l C3 b-0

00. 0 ' _-

ZW + i u 4 + 4. o e a a ut..,,, ........~. u 4 .t. .[. .~4.. .. 644 u44 E jj; m 'i 2 L <55 8.- a s i "~

  1. lm

= a l.~ =._ ] "2 E 4 2 DERCENT j" h [ OAMP!NG q 5- -9 E ~- \\ 3 l 3 1 [ E O 2 i U M % 2 C ~ '00 g ~ 3 i a e 6 a S l 4 DERCENT "!? .1 i-I CAM aiNo a $'C! ? 5- / ! =_ x 91 a I u Zf 2 h 7 PERCENT U14I Q 4 N OAMPING 4 w ~- j '/~ a = l -3 tal E-i 3{7e j i 5 E I wd; o i t i <, ~ - - ~ g- _a 3> s-j i < sl g_ 3E-i t 3 6 -s = i =- =_- 7 ( i H 1 l g- --I + -8 r_= \\ = = =._ l I ~ m ...p . ~,.... ,e.,,,,,

oi ai t o ao ioc o I

I FaEauEscy.-Ear: I t n 1 or ani

i. d.

,i / n L. /J ~ l I FIGURE 20 i FLCCR RESP';NSE SPECTR A NCCE I - Y CIRECT'CN 2,4, AND 7:ERCENT DAMP'NG j i DREPARED FOR i i NUS CO R PC R ATiCN RCCXVILLE, M ARYLAND i

1.. -

1 h.< 1 Q 7 cm h- $b '00 0 5h b.. .s.i,., .. a.. ua. i,,.,. .. a.. .. TM .. 4 u. ....a.4.. .... s u a t j w 5= 5-d i ? 1, I 2 i = t 7 Mi = G V ~= r. t ? 5 1 [ I i 2Pr90ENT \\ O AM AING -3 f I s d'l Wk( ~ l a Ab z,_ _! i l a > uf M a" l r =g s C c i 5 l 7 4 DEPCEN7 1 -l De T O A MP!NG [ = =!r o F = Ui 'I [ t '/ 8~ \\ \\ ? 5 P 7 DERCENT i h1 .0 2_ CA M P'NG 3 q_ a 1 [ l t =l 's f 4, i n, + 2 i 7 l _1 c 3 i g E f i E i f t 7 T l 1 P l -1 l 5 I 2 l l I l 5 i i i } -= = i f 4 l C-I E a = i .v.w, .,5 3 01 0.1 10 00 00 3 FREOUENCY -"EGIO i i i I i 524 2'7 i f FIGURE 21 I I rLCOR RESFCNSE SPECTR A NCCE 1 - Z DIRECTION 2, 4, AND 7 PERCENT DAMP'NG i i i j 34 E PA R E D FCR NUS CO R PO RATICN l RCCKVILL E, M ARYLANC n n.6 % { ^ ~ ' ' -= -}}

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