Text

Conservative Design In-Structure Response Spectra for Resolution of USI A-46 for Tmi,Unit 1
	ML20056E592
Person / Time
Site:	Three Mile Island
Issue date:	07/31/1993
From:	; EQE INTERNATIONAL
To:	;
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ML20056E589	List: ML20056E588; ML20056E592;
References
	REF-GTECI-A-46, REF-GTECI-SC, TASK-A-46, TASK-OR 50097-R-001, 50097-R-001-R01, 50097-R-1, 50097-R-1-R1, NUDOCS 9308240310
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I g CONSERVATIVE DESIGN IN-STRUCTURE RESPONSE SPECTRA FOR RESOLUTION OF l UNRESOLVED SAFETY ISSUE A-46 FOR THE THREE MILE ISLAND NUCLEAR

! GENERATING STATION, UNIT 1 I July 1993 Report No. 50097-R-001 t i

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GENERAL PUBUC UTIUTIES NUCLEAR CORPORATION )

j EQE INTERNATIONAL bR AD6 0 0 0 87 f P PDR vat

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! CONSERVATIVE DESIGN IN-STRUCTURE g RESPONSE SPECTRA FOR RESOLUTION OF UNRESOLVED SAFETY ISSUE A-46 FOR ;

l THE THREE MILE ISLAND NUCLEAR GENERATING STATION, UNIT 1 July 1993 i g

Report No. 50097-R-001 I

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Prepared for:

GENERAL PUBLIC UTILITIES NUCLEAR CORPORATION I One Upper Pond Road Parsippany, New Jersey 07054 EQE Project Number: 50097 EQE INTERNATIONAL

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TABLE OF CONTENTS I E3.2ft

1. I NT R O D U CTI O N . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5

2. A N A LY S I S A PP R O A C H . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 2.1 S e i sm i c 1 n p ut . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 2.2 S oil P r o f i l e . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 2.3 S t ru ctu r a l M od e l s . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 2.4 S eis mic A na I y sis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11

3. R EPR ES ENTATIVE RE S U LTS . . . . . . . . . .. . . . . . . . . . . . . ... .. . ... . . . . . . .. . . . . . . . . . . . . .. . . . 39

4. R E F E B EN C E S . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 111 I

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l TABLE OF REVISIONS

. Revision No,- . Description of Revision - ~ Data ::

0 Original issue July 8,1993 1 Intermediate Building Spectra July 29,1993 I

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ENGINEERING CONSULTANTS APPROVAL COVER SHEET !

I Conservative Design In-structure Response Spectra for Resolution

Title:

of Unresolved Safety Issue A-46 for the Three 11ile Island Nuclear Generating Station, Unit 1 I Report Number:

50097-R-001 General Public Utilities Nuclear Corporation c:!ent:

Project: 50097 E \

REVISION RECORD I Revision Number Approval Date Prepared Reviewed Approved I

0 7/8/93 46 h. I <

1 7/29/93 4 j, ' -

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. 1. INTRODUCTION Conservative design in-structure response spectra for resolution of Unresolved Safety Imue (US1) A-46 as defined in Section 4 of the SOUG Generic implementation Procedure (GIP), Rev. 211] are generated for the Three Mile Island ,

Nuclear Generating Station, Unit 1 (TMI-1) Reactor / Internal Buildir.g (RB),

I intermediate Building (IB), Auxiliary / Fuel / Control Building (AFCB), and Turbine Building (TB) at 3% and 5% damping. The ground motion definition is specified by the plant's safe shutdown earthquake (SSE) 121, and the buildings are analyzed I consistent with procedures specified in the USNRC Standard Review Plan (SRP) [3]

and other current regulatory guidelines (RG), for example, RG 1.61 I4] and 1.122 15], as appropriate.

Soil-structure interaction (SSI) analyses are performed for the RB,IB, AFCB, and the i Turbine Pedestal (TP). The TB is analyzed as a fixed-base structure.

Section 2 of this report describes the approach and the data used to perform the seismic analysis for the generation of the conservative design in-structure spectra.

Section 3 contains a set of representative in-structure spectra for each building and a comparison between these spectra and the SQUG bounding spectrum. Section 4 contains a list of references associated with the work presented in this report.

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2. ANALYSIS APPROACH The RB,IB, and AFCB at Unit 1 of the TMI Nuclear Generating Station are embedded I in about 27 feet of soil and founded on rock with a best-estimate low-strain shear wave velocity, Vs, of 4.082 feet /second (ft/sec). The bedrock surface at the site is essentially flat and at an elevation of about 277 feet. Lithologic types vary from red to brown, interbedded, fine- to medium-grain sandstone, shaley siltstone, and shaley claystone, which range from medium-hard to hard (6]. The 27-foot soillayer overlying the bedrock has an almost uniform best-estimate low-strain Vs of 960 ft/sec. A soil best estimate Vs profile is calculated [7] using the compressional wave velocity (Vp) profile shown in Figure 2.7-3 of Ref. 6. This results in a Vs profile ranging from 925 ft/sec at grade (Elev. 304 feet) to 996 ft/sec at the bottom I of the layer (Elev. 277 feet). For the dynamic analysis of the RB, IB, AFCB, and TP, soil-structure interaction (SSI) analyses are performed using the industry standard SSI analysis codes CLASSI [8] and SASSI 191 Figure 2-1 shows the basic elements of the substructure SSI approach used for the l I analyses of the TM!-1 structures listed above. The fixed-base analysis for the TB is described in Sec. 2.4. The following sections describe in detail each of the analysis 1

l elements as they are applied to the TMI-1 structures. )

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2.1 SEISMIC INPUT Three statistically independent artificial time histories, two horizontal and one

!I vertical, are generated such that their response spectra at 5% damping envelop the corresponding spectra for the TMl-1 safe shutdown earthquake (SSE) [2] (target

, spectra). The horizontal SSE peak ground acceleration (PGA) specified for TMI-1 is 0.12g 121. The vertical SSE spectrum is specified as 2/3 of the horizontal SSE spectrum [21. The horizontal operating basis earthquake (OBE) spectra are shown in Fig. 2-2, and are defined as 1/2 of the SSE 121. The generated artificial time histories meet all the requirements of the Standard Review Plan (SRP)[31 Figures 2-3 to 2-5 show the comparison between the response spectra of the artificial time histories and the SSE design basis (DBS) target response spectra. The requirement in the SRP that spectral accelerations at no more than 5 frequency I 8 50097-041A-46 r IC O'h[l)C C

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points be below the target and that no spectral acceleration be 10% lower than the target is met by the artificial time histories developed for TMI-1. The comparison is performed between 0.2 and 34 Hz as recommended by the SRP. The main I characteristics of the time histories and their cross-correlation coefficients are given in Table 2-1. The low cross-correlation coefficients between the three time histories demonstrate their statistical independence.

For SSI analysis, the SRP requires that the deconvolved motion at the foundation level be greater than 60% of the motion at the surface. If soil property variations are considered, the requirement is that the envelope of the deconvolved motion for I three soil cases, best estimate, lower bound, cnd upper bound, must be larger than 60% of the motion at the surf ace. Figure 2-6 shows the deconvolved spectra at the bedrock (Elev. 277 feet), which is considered as the foundation level for all embedded buildings. This figure demonstrates that the time histories meet the 60%

requirement. Figure 2-7 shows the power spectral density (PSD) function of the artificial time histories. Since no target PSD functions exist for TMl-1, the PSD functions are used in a qualitative way to study the frequency content of the artificial time histories. The PSD functions in Fig. 2-7 demonstrate that the artificial time histories have a smooth variation of energy at the frequency range of interest I for the SSI analyses (about 2 to 33 Hz).

2.2 SOIL PROFILE The best-estimate low-strain soil properties for the TMI-1 site are taken from information in the TMI-1 FSAR 161 as described above. This soil profile is shown in Table 2-2. To account for soil variation, three soil profiles are considered, best estimate, lower bound, and upper bound. For the lower-bound case, the low-strain soil shear modulus is equal to 1/2 of the low-strain best-estimate shear modulus, and for the upper-bound case, the low-strain soil shear modulus is equal to 2 times the low-strain best-estimate shear modulus,in compliance with the SRP recommendation. One-dimensional wave propagation analyses were performed for these three low-strain soil profiles to develop three soil profiles compatible with the level of shear strain generated by the design basis SSE event. These s"ain-I compatible soil profiles are denotod "high strain soil profilef and are c. ascribed in I

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Tables 2-3,2-4, and 2-5 and shown in Fig. 2-8. The high-strain soil profiles are used in the SSI analyses.

I 2.3 STRUCTURAL MODELS Three-dimensional structural models are developed for the RB, AFCB, IB, TP, and TB.

The structural models for the RB, AFCB, IB, and TP consist of equivalent beams I located at the center of rigidity of groups of vertical structural elements that behave as a unit. The corresponding masses are modeled as lumped translational masses and mass moments of inertia located at the center of mass of each structure's elevation. For the TB model, the different structural elements are explicitly modeled to capture the more complex behavior of this building. Six degrees of freedom are considered at each nodal point. This modeling technique accounts for torsion and rocking of the structures. Figures 2-9 to 2-14 schematically show the structural models. These figures are not drawn to scale.

The RB consists of two separate structural systems: the extemal concrete shell and l the internal structural system including the dynamic model of the NSSS. These two structural systems are connected only through a common foundation. Figure 2-9 (2-9a and 2-9b) shows the fixed-base model of the RB. Figure 2-9a shows the external concrete shell model, and Fig. 2-9b shows the internal model without the NSSS model. Table 2-6 gives fixed-base modal properties for the first 14 modes of the external shell model and the first 20 modes of the internal /NSSS model. The total number of modes of the external shellin the SSI analysis ic 14, capturing 99%

I of the horizontal mass and 89% of the vertical mass. The total number of modes of the internal /NSSS in the SSI analysis is 68, capturing 99% of the horizontal mass and 93% of the vertical mass.

The IB was modeled as a one-stick system with equivalent beams and lumped masses. Three secondary columns of the TB are foundad on one external wall of the IB. A sensitivity study is performed for the two buildings to determine the degree of r

interaction through these connections (10). The IB supports steel framing between I

the TB and IB at three locations. All three supports are at Elevation 305 feet. To examine the effect of this steel framing, the IB is modeled with and without the steel framing. The three columns of the steel framing are connected to the IB stick

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at Elev. 305. The columns are modeled as two-span members between Elevs. 305 and 355 feet with a support at Elev. 322 feet and fixed at Elev. 355 feet. The column fixity overpredicts the columns' stiffness effect. A comparison of the IB's I modal analyses with and without the framing demonstrates that the frequencies do not change and thus the steel frame's stiffness is insignificant. Since the frequencies are identical, the IB is modeled without the steel frame. It is concluded then that each building does not affect the other. The two buildings behave independently and thus two independent models are constructed. Figure 2-10 shows the fixed-base model of the IB. Table 2-7 gives fixed-base modal properties of this model for the first 15 modes. The total number of modes used in the SSI analysis is 15, capturing virtually 100% of the horizontal mass and 93% of the vertical mass.

The AFCB is a larger, more complex structure. To accurately model the complete j structure, a three-stick system is generated. The sticks represent the Auxiliary Building, the Fuel Handling Building, and the Control Building, respectively. These ]

three structural systems are connected at several elevations to represent the actual I combined behavior of the complete system.

One particular detail studied in the Control Building is apparently for mitigating the effects of aircraft impact on the floors of the Control Room. The floor slabs are connected to the external walls through elastomeric pads that allow relative displacements between the floor slabs and the external walls only in the direction -

perpendicular to the walls. These slabs are rigidly connected to interior walls and in I the longitudinal direction to the external walls. A sensitivity study shows that for dynamic modeling purposes, the floor behaves as a diaphragm rigidly connected to ;

all surrounding walls [111. The floor slab configuration consists of 5-inch concrete slabs surrounded by structural walls on all four sides (Elevs. 322, 338.5, 355, and j 380 feet of the Control Room). On two adjacent sides of the slab, the steel members supporting these slabs are supported off Teflon and neoprene pads, allowing sliding in the direction orthogonal to the walls (see Fig. 2-11). In order to ;

study the effect of this configuration on the overall structural response, three l different finite element models of a typical floor and wail configuration are I constructed. Each modelincludes a finite element representation of all floor slabs at I

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a typical elevation, and of all structural walls above and below that elevation. The walls are restrained at a given height above the floor. The height of the walls is calibrated to yield natural frequencies of in-plane modes of about 10 Hz. The steel I beams supporting the slabs are not explicitly included in the model.

The first model represents the two 5-inch slabs detached from the peripheral walls on two adjacent sides, with the slab flexible in its own plane. This represents a lower-bound estimate model because the in-plane stiffness of the steel beams and columns is neglected. The second model is similar to the first, except that the slabs are now modeled as rigid in their own plane. This modelis considered to be representative of the actual configuration for in-plane floor loads. The third model represents the two slabs connected to all peripheral walls and rigid in their own plane.

A summary of the main in-plane structural frequencies is presented in Table 2-8.

I From the comparison in Table 2-8,it is clear that considering rigid diaphragm action, the separation of the slab and walls has only a minor effect on the overall response.

This assumption is judged to be adequate for lumped mass representation, and therefore, the separations between the slab and walls are neglected. Thus, no special modeling is needed at those elevations due to the stab-external wall connections.

I Figure 2-12 shows the fixed-base model of the AFCB. Table 2-9 gives fixed-base modal properties of this model for the first 25 modes. The total number of modes used in the SSI analysis is 25 (maximum frequency of 61.02 Hz) capturing 79% of the horizontal mass and 76% of the vertical mass. The rest of the structural mass does not contribute to the vibration of the structure due to its high frequency and only contributes to the rigid body motion of the structure (rocking and swaying).

This rigid body motion is accurately calculated during the SSI analysis of the soil-foundation-structure system by using total mass of the structure-foundation system in evaluating the swaying and rocking of the foundation.

The TB is a steel structure with few vertical bracing systems. Furthermore, many of the bracing elements, due to their length, behave as tension-only members. Also, main floors cannot be considered to behave as horizontally rigid diaphragms in all I

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areas of the structure. This makes the building behave very flexibly. Thus, a simple stick model is not able to represent the dynamic behavior of this structure. To ,

obtain better representation of the dyr'amic behavior of the TB, the main structural I elements, exterior columns, bracing systems, and rigid floor areas, are modeled individually and then those individual systems are connected to form the complete structural model. Figure 2-13 shows the fixed-base model of the TB. Table 2-10 gives fixed-base modal properties of this model for the first 18 modes. The total number of modes used in the analysis is 18, capturing virtually 100% of the horizontal and vertical mass.

I The TP is a massive structure that is weakly connected to the steel TB. This weak connection does not affect the dynamic behavior or either structure; thus, a separate l modelis developed for the TP. Figure 2-14 shows the fixed-base model of the turbine pedestal. Table 2-11 gives the fixed-base modal properties of this model.

The three modes in the table capture virtually 100% of the horizontal and vertical mass.

l 2.4 SEISMIC ANALYSIS For the RB (external concrete shell and internal /NSSS models connected to a common foundation), IB, AFCB, and TP, impedance and scattering functions are developed for the three high-strain soil profiles described in Sec. 2.2. The impedance functions are controlled by the stiffness of the rock half-space below l Elev. 277 feet. Once the impedance and scattering functions are obtained they are I used in conjunction with the structural models described in Sec. 2.3 to perform j three-dimensional dynamic SSI analyses with the three independent components of I the input motion applied simultaneously. These SSI analyses are performed for the three soil profiles, best estimate, lower bound, and upper bound. In-structure time histories are obtained at all dynamic degrees of freedom for each analysis. From those time histories, in-structure spectra are generated at 3% and 5% damping. ,

1 To generate the conservative design in-structure spectra, the spectra corresponding to the best-estimate soil case are broadened by 15%. and the in-structure spectra corresponding to the lower- and upper-bound soil cases by 10%. The broadened in-I

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I l structure spectra are then enveloped to obtain the final conservative design in- !

structure spectra.

The TB is a light structure, mainly founded on the surface on spread and individual foundations; hence the SSI effects are negligible, because little or no modification of the surface motion and minimal radiation damping would occur. Thus, a fixed-base analysis is performed for the TB using as seismic input the artificial time histories defined in Sec. 2.1. In-structure response spectra are calculated at all defined elevations and, due to the horizontal floor flexibility, at different locations at each of these elevations. For this building, since fixed-base analysis was performed, the I calculated in-structure spectra are broadened by 15% for the final conservative design in-structure spectra.

I The damping ratios recommended by Regulatory Guide (RG) 1.61 [4] were used to define the structural domping. For the Internal /NSSS structure, equivalent composite I modal damping ratios were calculated using the weighted stiffness approach [31.

Table 2-12 gives the damping ratios used for each structure and material, and Table 2-6 shows the equivalent composite modal damping ratios for the internal /NSSS structure.

I The in-structure response spectra were calculated at the centers of mass defined for each " stick." For the TB, the effects of torsion and rocking can be considered important, thus the conservative design in-structure response spectra were k calculated as the envelope of the spectra at the center of mass and the extreme corners of each floor.

For the ACFB and TB, masses are distributed at different locations at each floor; I thus, the variation of motion at different floor locations due to the effects of torsion, rocking, or as in the case of the TB, relative motions due to non-rigid diaphragm are included in the in-structure response spectra at those centers of mass. Thus these in-structure response spectra are representative of the complete floor area defined by a particular mass point.

Conservative design in-structure response spectra at selected locations in the I buildings are shown in the next section.

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Table 2-1 ARTIFICIAL TIME HISTORIES CHARACTERISTICS CHARACTERISTICS CORRELATION COEFFICIENTS l Strong :

Duration _ Dtt ? Motion ?

-E S ec. Sec.- . Sec. --TH1; DTHZ$ :- TH3r TH 1 (Horizontal) 20.0 0.01 18.35 --

0.02 -0.01 TH 2 (Horizontal) 20.0 0.01 14.95 -- --

-0.04 TH 3 (Vertical) 20.0 0.01 16.75 -- -- --

l Table 2-2 LOW-STRAIN BEST-ESTIMATE SOIL PROPERTIES Sheara : Uniti I Layer-

Thickness':

(ft).6

Modulusi

.(ksi)-:

Vs7 (ft/sec)g Weight =:

. (kef) ?

Poisson's a Ratio d 1 4 3322 925- 0.125 0.40 2 5 3430 940 0.125 0.40 l 3 5 3526 953 0.125 0.40 4 5 3653 970 0.125 0.40 5 5 3759 984 0.125 0.40 6 3 3851 996 0.125 0.40 7 half space 67272 4082 0.130 0.40 I

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Table 2-3 HIGH-STRAIN BEST-ESTIMATE SOIL PROPERTIES S Shear:n #;Unitsin Siv I .

- Layerc

-)ThicknesE L(ft)$

[Moduluss l(kif)Y

$Damh$$it SRatiob llL(ft/aoc)!!

$WeighEM

-(kef)k (Poissons ?

$ Ratio) 1 4 3237 0.020 913 0.125 0.40 2 5 3115 0.032 896 0.125 0.40 3 5 3044 0.039 886 0.125 0.40 4 5 3042 0.042 885 0.125 0.40 5 5 3044 0.044 886 0.125 0.40 6 3 3048 0.046 886 0.125 0.40 7 half-space 67272 0.020 4082 0.130 0.40 ;

Table 2-4 HIGH-STRAIN LOWER-BOUND SOIL PROPERTIES I 'YSheari ! MttP l

? Thickness) : Modulusi [Darnpingli , ?jsf ,[Woightt 5 Poisson'sii

[Lhyers (fth f(kaf)b IRation ' hft/sec)1 EIkefli? < Ratio %

1 4 1560 0.030 634 0.125 0.40 2 5 1448 0.047 611 0.125 0.40 3 5 1372 0.056 594 0.125 0.40 f I 4 5 1332 0.062 586 0.125 0.40 1

5 5 1287 0.067 576 0.125 0.40 6 3 1243 0.072 566 0.125 0.40 l 7 half-space 33636 0.020 2886 0.130 0.40

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Table 2-5 HIGH-STRAIN UPPER-BOUND SOIL PROPERTIES )

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[1.ayers .(ft)t- itksf}y ' . RatioM4 ?;(ft/socid ?(kcf}: T Ratiot 1 4 6591 0.013 1303 0.125 0.40 2 5 6560 0.022 1300 0.125 0.40 3 5 6483 0.027 1292 0.125 0.40 4 5 6562 0.030 1300 0.125 0.40 5 5 6629 0.031 1307 0.125 0.40 1 1

6 3 6694 0.033 1313 0.125 0.40 .

7 half-space 134543 0.020 5773 0.130 0.40 )

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l l Table 2-6 REACTOR BUILDING

'. REACTOR SHELL FIXED-BASE MODAL PROPERTIES

Modal Participating Mass.W . Modal:

I Frequency Modei (Hz)s

E-W (X)3:

' N-S (Y) Y Vert. (Z)?

(. Damping s NS 1 3.45 0.000 0.000 17.428 5.0 2 4.55 54.969 19.808 0.000 5.0 3 4.55 19.808 54.969 0.000 5.0 4 9.48 0.000 0.000 0.000 5.0 5 14.05 14.104 5.082 0.000 5.0 .

5.082 14.104 0.000 5.0 l 6 14.05 I 7 15.69 0.000 0.000 71.626 5.0 8 24.96 1.576 0.568 0.000 5.0 9 24.96 0.568 1.576 0.000 5.0 10 28.91 0.000 0.000 0.000 5.0 11 32.41 1.972 0.710 0.000 5.0 12 32.41 0.710 1.972 0.000 5.0 13 46.02 0.435 0.159 0.000 5.0 14 46.02 0.159 0.435 0.000 5.0 ;

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REACTOR BUILDING (Cont.) )

l INTERNAL /NSSS STRUCTURE 1 FIXED-BASE MODAL PROPERTIES l

~ ' Modal Participating ' Mass M $Modali l Frequency - ; Damping; )

W Mode L (Hz)J ~E.W (X): ( N.S (Yl" _'Vertt{Z)?:

1 3.03 0.000 0.979 0.000 3.0 2 3.03 0.000 0.001 0.000 3.0 3 3.63 0.000 0.536 0.003 3.0 4 3.63 0.010 0.001 0.000 3.0 l

5 3.80 0.485 0.000 0.000 3.0 j 6 3.83 0.000 0.013 0.003 3.0 7 4.21 0.160 0.000 0.000 3.0 8 4.34 0.000 0.000 0.006 3.0 i 9 6.15 0.000 2.252 0.241 3.0 10 6.17 0.013 0.000 0.000 3.0 11 7.94 0.000 5.456 0.947 3.1 12 8.07 0.001 0.000 0.000 3.0 13 8.49 1.815 0.000 0.000 3.0 14 8.56 0.000 0.341 1.059 3.0 15 9.05 0.000 10.696 0.138 3.0 16 9.26 23.310 0.007 0.000 3.2 17 9.51 0.000 56.148 0.05 G 6.5 18 10.46 0.229 0.002 0.000 3.1 19 10.58 0.010 2.037 0.203 3.2 a

20 10.81 50.631 0.004 0.005 6.6 I 3@,E i 50097-041A-46x

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I Table 2-7 INTERMEDIATE BUILDING FIXED-BASE MODAL PROPERTIES MoiAl Participating Masd % : ': Modat :

Frequency : . . .

. Damping i

'- Mode i . (Hz) - i E-W IX)s ? N-S'(Y)5 .- Verts.fZ) %*?

1 6.96 44.576 3.755 0.321 7.0 2 7.75 4.859 64.796 5.732 7.0 3 11.71 30.740 1.101 0.004 7.0 4 17.59 0.274 17.426 51.366 7.0 5 19.81 12.023 0.046 0.431 7.0 6 27.51 1.717 1.507 0.753 7.0 7 27.66 0.727 1.257 6.485 7.0 8 29.91 1.316 4.030 14.258 7.0 9 36.15 0.537 0.211 2.070 7.0 10 36.65 0.861 1.406 0.074 7.0 11 41.20 0.479 3.293 3.799 7.0 12 47.05 0.557 0.403 2.068 7.0 I 13 49.16 0.787 0.399 1.968 7.0 14 52.48 0.166 0.315 3.109 7.0 15 54.51 0.272 0.003 0.041 7.0 l

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I Table 2-8 SENSITIVITY STUDY FOR CONTROL ROOM

^

1Frequencias;.(Hd::;

~

(M$delM Yddef2s OVi$ del 33 7.855 9.282 9.309 8.022 9.334 9.348 8.255 9.735 9.776 8.536 10.097 10.099 I

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I 50097-R-001, Rev.1 Page 20 of 111 Table 2-9 AUXILIARY / FUEL / CONTROL BUILDING I FIXED-BASE MODAL PROPERTIES

.. Modal Participating Mass %L Mohh4 Frequency 7 ,

( Damping i Mode > - (Hz) -. E-W (X)/ : N-S'tYl :; Vert <(ZE %si 1 8.70 39.410 1.138 4.667 7.0 .

2 12.80 18.579 0.387 20.387 7.0 3 13.04 0.636 54.741 0.884 7.0 4 15.69 1.893 0.660 2.047 7.0 5 18.96 13.500 0.136 2.918 7.0 6 23.85 0.224 9.357 0.527 7.0 7 24.94 0.777 0.137 14.337 7.0 8 25.31 0.000 2.984 0.494 7.0 9 26.80 0.012 0.002 0.388 7.0 10 30.21 0.186 4.316 4.498 7.0 11 31.10 0.044 0.478 21.097 7.0 12 34.43 2.600 0.420 0.841 7.0 !

13 36.48 0.185 0.008 0.176 7.0 14 39.60 0.470 0.211 0.007 7.0 I 15 40.87 0.130 0.443 l 0.001 7.0 16 44.03 0.018 0.492 0.000 7.0 I 17 46.18 0.366 0.104 0.157 7.0 18 47.06 0.167 0.004 0.249 7.0 I 19 48.79 0.108 0.291 1.109 7.0 i

20 53.80 0.010 0.002 0.163 7.0 21 54.71 0.054 1.940 0.065 7.0 0.449 0.680 7.0 I 22 23 55.96 56.93 0.033 0.000 0.131 0.521 7.0 l

24 58.38 0.044 0.002 0.015 7.0 25 61.02 0.001 0.215 7.0 0.003 l I

50097-04\A-46x SCdh

C.Wb C

50097-R-001, Rev.1 Page 21 of 111 Table 2-10 TURBINE BUILDING FIXED-BASE MODAL PROPERTIES Modal Participating Mass % . Modal 4 I- Frequency x . .

. Darnpingi

. Mode - - (Hz) :

. - N S (X)5 'E W (Y) LVert. (Z): %1 1 1.14 0.012 80.809 0.000 7.0 2 1.39 74.204 0.026 0.000 7.0 3 2.37 0.246 7.421 0.000 7.0 4 2.69 11.769 0.092 0.000 7.0 5 3.68 0.004 0.082 0.000 7.0 6 4.64 0.095 11.457 0.000 7.0 l l 7 5.22 4.252 0.076 0.000 7.0

, 8 5.54 0.413 0.009 0.004 7.0 9 5.87 7.937 0.026 0.000 7.0

.l 1 10 9.01 1.033 0.002 0.000 7.0 1 11 9.90 0.033 0.000 0.002 7.0 12 12.36 0.000 0.000 78.870 7.0

, 13 22.64 0.000 0.000 0.076 7.0 14 25.72 0.000 0.000 12.047 7.0 15 43.15 0.000 0.000 0.045 7.0 16 45.76 0.000 0.000 1.989 7.0

. 17 50.26 0.000 0.000 6.967 7.0 18 90.24 0.000 0.000 0.000 7.0 I

W

i 1

!I, _,_

gg m h -.ew---+

50097-R-001, Rev.1 Page 22 of til I

I Table 2-11 TURBINE PEDESTAL FIXED-BASE MODAL PROPERTIES Modal Participating Mass % : Modalk I Frequency 1 Mode - (Hz) -- N-S (X) {

~ E-W (Yl: .. Vert..f Z);

. Oamping:-

%b 1 10.677 100.00 0.00 0.00 7.0 2 12.366 0.00 100.00 0.00 7.0 l 3 217.277 0.00 0.00 100.00 7.0 I

I !

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50097-R-001. Rev.1 i l

Page 23 of 111

!I l Table 2-12 STRUCTURAL DAMPING VALUES

-Ii l

l Reactor Building !

Internal Structure 7%

NSSS 3%

Reactor Shell 5%

AFCB Building 7%

intermediate Building 7%

Turbine Building 7%

Turbine Pedestal 7%

I !

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ELEMENTS DRW 60097 04 (M3) l I ,

I Structural model (MODSAP, SUPERSAP)

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I Figure 2-1: Elements of the substructure SSI analysis.

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.0 10 1

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I Target SSE DBS Accelerations in g's Hori:: ental 1 _ _ _ _ _ _ _ _ _ Spectral Damping 51.

Target ZPA = 0.129 SRP Frequencies I

1 Scaled and BL Corrected I RSPLT St'N VI.2 plothic 12:30:28 01/10/93 Figure 2-3: TMI-1. Comparison of time histories. Horizontal Component 1.

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10 1

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Legend: Notes:

I Target SSE DBS Horincntal 2 _ _ _ _ _ _ _ _ _

Accelerations in g's Spectral Damping 5't Target ZPA = 0.12g SRP Frequencies I Scaled and BL Corrected aspLT s:s v1.2 pictn2= ;2:31:ss 01/10/93 I

I I "*e " " '-' ' = a " " ' " - ~ ' " " - "' ' c = = - ' 2-I 5o097 04sA-46 Q2' Q I LG@

I 50097-R-001, P 3v.1 Page 28 of 11

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10 15 10 Frequency (Hz) a Legend: Notes:

Target SSE DBS Accelerations in g's Vertical _ _ _ _ _ _ _ _ _ Spectral Damping 5%

I ~

Target ZPA = 0.08g SRP Frequencies Scaled and BL Corrected I RSPLT SU!i V1.2 plotvc ;2:42:57 D1/10/93 I

Figure 2-5: TMI-1. Comparison of time histories, Vertical Component.

I .

50097-04iA-46 ?_,@d['P j gS I. '

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,, - , . - . , , , - - , , , . , , er..- - . , . , . . - , . , , , _ , - - - , g . _ ,-

50097-R-001, Rev.1 Page 29 of 111 :

I X 10 0.5 0

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0 .1--

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I 0.0 16 1

10 0

10 1

10 2

Frequency (Hz)

Legend: Notes:

Accelerations in g's I Target SSE DBS -

60% Target.SSE DBS _ _ _ _ . _ _ . _ _ _ Spectral Damping 5%

Lower Bound Scil _________ Target ZPA = 0.12g Best Scaled and BL Ccrrected I Upper Bound Soil _ _ _ _ _ _ _ _ _ .

RSPLT SUN V1.2 rsemp 08:30:31 01/12/93 l,

I Figure 2-6: Comparison of response spectra. SRP 60% requirement.

l

50097-R-001, R:v.1 Page 30 of 111 I

I 100:_

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I Figure 2-7: Power spectral density functions.

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{ 50097-R-001, Rev.1 Page 31 of 111 l-l l

tow btrain Best Estimate vs we Strain t ower isouno vs

.I E>evation

- - .+e Strain Best E. stimate vs Shear Wave Velocity e Mgn Strain Upper Bouno vs 30 .,

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2000 i

2500 3000 3500 4000 4500 5000 5500 6000

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i

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- - *e stran eest Estimate Dampmg I Elevation 304-Soil Material Damping

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l f l I !! I i >

I O 05 10 15 20 25 30 35 40 45 60 55 60 65 70 75 90 85 90 95 10 0

- == = - Damping %

us*wstt cDe tvums wees I

Figure 2-8: Soil profiles for SSI anafVsis.

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$ 7)0 g j 3l ----@~~-~ l * * * "I 44( 0) 0 Rigid Beam Ol3(b'3g I 2 !2$ (b' 3 0-5 O O

Center of Rigidity Center of Mass g79 '0)

I g i

81 '[p.

57EF Base (Connection to foundation) l #

z X

+

4 I

Figure 2-9a: GPUN-Three Mile Island Unit 1 - Reactor Building Shell I ,m 50097-041A-46 g-? C I

I GOIq ' 7 145.)

3 50097-R-001, Rev.1 Page 33 of 111 I 6 iil I

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((i. g 3 g) 4@

9

\ 8 3'j O Center of Mass I ,wm Base

$ l -

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f $17 l (h' 2 Z 7 U1 #

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0 31 1 g (p 2'5# o 20 75 _3)

-l k o 2

\

19 g",g1.0)g02 (g x g g5b's e

g Figure 2-9b (Cont.):GPUN-Three Mile Island Unit 1 - Reactor internal /NSSS Structure I

igi;

50097-R-001, Rev.1 l

Page 34 of 111 5) g607 fl. '

j4 I

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54 IigiI 15 (b (fl 3 - 30) 4

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35) k Rigid Beam )

gi. 2 5) i '

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].0] j

' b ([l. " x,y,y Base gl.

(Connection to foundation)

Z x

x I N+ /

i l

Figure 2-10: GPUN-Three Mile Island Unit 1 - Intermediate Building I hYh3 i 50097-04'iA-46

'5 M

50097-R-OO1, Rev.1 -,

Page 35 of 111 I

I W

2" gap between slab and wall I //

I / N I xN 5" slab I

1\

12" slab I .s. .s.

I FUELHE CDR 1600G35 6titi,93 I Figure 2-11: Control Room Study

'I SOO97-04\A-46m f

m 50097-R-001, Rev.1 Page 36 of ill 55 ([ -4(399' Y 2 (39 46( 5(

3 )

C (380 0)d 5 47.0)39 (333 7.0) 36I 3 -

g.0) l G O N352.0)N(33 rr 0

(302.5)1 16(302- (2 80 0) G L10(3 y(2g0.0) l 15 (303 ) (302.5)I# g-(302' g Control Building l g }393.0) ,3 :

278 9 (303 0) (2 72'0) a6 i 75 5 Fuel Building 2(2 i) E I (278.63) 3 (2

73 b} LEGEND

--- --.. Element Auxiliary Building Rigid Beam O Center of Rigidity I O Center of Mass

,,, Base I -l I-(Connection to foundation)

Horizontal continuity only Z

I X Y-

/

kD Figure 2-12: GPUN-Three Mile Island Unit 1 - Auxiliary / Fuel / Control Building I 50097-04\A-46x MA -]

5I$5

g 50097-R-001, Rev.1 B Paga 37 of 111 r

I .

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/ sx I

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Page 38 of 111 I

I (98.07;22.0;325.7)

(101.64;22.0;325.7)

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.__ . _.. Element i Rigid Beam j c O center or Rigidity !

O Center of Mass

,,;,;y,;y

, Base i (Connection to foundation) 9 suraw, a. <nn

}

l I ,

Figure 2-14: GPUN-Three Mile Island Unit 1 - Turbine Building: Concrete Pedestal f M * *"

L 50097-R-001, Rev.1 Page 39 of 111 1

3. REPRESENTATIVE RESULTS In this section, representative conservative design in-structure spectra for selected ;

locations at each building and in the three orthogonal directions are shown. The spectra are shown at 5% damping, and the in-structure spectra in the horizontal directions are compared to the SQUG bounding spectrum multiplied by 1.5. Figures 3-1 to 3-12 show the in-structure spectra in the Reactor Shell and Figs. 3-13 to 3-24 in the Internal Structure. Figures 3-25 to 3-33 show the spectra in the Intermediate Building. Figures 3-34 to 3-39 in the Auxiliary Building, Figs. 3-40 to 3-48 in the Fuel Handling Building, and Figs. 3-49 to 3-57 in the Control Building.

Figures 3-58 to 3-68 show the spectra in the Turbine Building, and Figs. 3-69 to 3-71 in the Turbine Pedestal.

in these figures, the terms LB, UB, and BE refer to the lower-bound, upper-bound, I and best estimate soil cases, respectively.

The results presented here are based on the calculations performed in Ref.12.

l I

'l I

I f SOO97-04\A 46x I m I

l

50097-R-001, Rev.1 P Page 40 of 111 I <

0 x 10 I

I 1.2 j g

/ \

l

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\

I 8

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0.8 \

N 3 \

I v -

0.6 u

I 0.4

, R ,-,

f) b.,

[

I 0.2 J

g q m.

1 2 0 10 10 6 10 i

J Frequency (Hz)

I Notes:

Legend:

Enveloped In-Struct. LB & UB Broadened 10% l Response Spectrum BE Broadened 15L l I. 1.5 times SOUG ecundinc : ev u*

5.0 % Spectral Damping !

Accelerations in g's GPU: Three Mile Island Unit 1 Reactor Building, USI-A46 Analysis Foundation, Elev. 270', Translation in EW Direction I .3 PLT S*27 V1.2 efnex. pit :9:19:35 23/16/93 l i

Figure 3-1 I I 9 A:

l 50097-04iA-46 bb C !

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i-50097-R-OO1, Rev.1 .

l- Page 41 of 111 4

4 0

$ x 10 i!

1. 2 -

{

i i i i 1,0 .

\

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l 'O 0.8 -s

. to \

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/ s l

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] \ - . .

i

./

4 l o.o - --

0 1 2 1

10 10 10 10 l

j Frequency (Hz) 1 Legend: Notes:

1 Enveloped In-Struct. LB & UB Broadened 10%

Besponse Spectrum ---

BE Broacened 15%

j 1.5 times SQUG 5.0 % Spectral Damping

- eounding Spectrum . . _ _ _ _

Accelerations in g's i

(

i GPU: Three Mile Island Unit 1 Reactor Building, USI-A46 Analysis j

Foundation, Elev. 270', Translation in NS Direction 1

1 I

! E g 7-SPLT T'i v1. etncy.p1; :3:19:35 :3/16/93 Figure 3-2

; R s ;=

50097-04iA-46 :M 4'E 5 I 3-

50097-R-OO1, Rev.1 Page 42 of 111 I X 10

E 3.0 --.

r l

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i

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1,0 ~, l

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I 0.5

/ - - --

I O.0 16 p_/

1 10 0 10 1

10 2

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Notes:

Enveloped In-Streuture Response Spectrum LB & UB Broadened 101 BE Broacened 15%

I 5.0 % Spectral Damping Accelerations in g's I GPU: Three Mile Island Unit 1 Reactor Building, USI-A46 Analysis Foundation, Elev. 270', Translation in Vertical Direction I :3/16/93 l

?.2 PLT C*af '11.2 eincz .::i :9:19:35 .

I )

I Figure 3-3 I 50097-04',A 46 3 ,{

C'JS J C.

I 50097-R-001, Rev.1 Page 43 of 111 U

X 10 I - ---'-

12 }-

l \

1.0 I

\

8 x

$ 0.0 s I O M

$ 0.6 - --

-x

\

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/

/ \, ) l, \

l V

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+

- -~

./

O.0 1 2 1 0 10 16 10 10 t

Frequency (Hz)

Legend: Notes:

Enveloped In-Struct. LB & UB Broadened 10%

Response Spectrum BE Broadened 15%

1.5 times SQUG 5.0 1 Spectral Damping Bounding Spectrum --

Accelerations in g's I GPU: Three Mile Island Unit 1 Reactor Building, USI-A46 Analysis Exterior Shell, Elev. 317'-0", Translation in EW Direction I

F2PI.T :"U v1.2 e s105 x.::n '?:19: 47 :2/16/93 I

Figure 3-4 I

50o97-o4iA-46 E

, C rA is -

50097-R-001, Rev.1 Page 44 of 111 0

X 10 I 1.2 ----

j l

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/ \

1.0 l t !

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/

l f' ,

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0.2 ,

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'. l I

0.0 - - -

2 1 0 10* 10 16 10 ll Frequency (112)

Legend: Notes:

Enveloped In-Struct. LB & UB Broadened 10%

Response Spectrum --

BE Broadened 151 1.5 times SQUG 5.0 1 Spectral Damping Bounding Spectrum ._ .- - -

Accelerations in g's I GPU: Three Mile Island Unit 1 Reactor Building, USI-A46 Analysis Exterior Shell, Elev. 317'-0", Translation in NS Direction I

~*:19: 47 :3/16/93 I

sPLT : m v1.2

. +s105y.pi:

Figure 3-5 I 50037-04', A-46 IC l

1 l

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50097-R-001, Rev.1 Page 45 of 111 I ~I X 10 4.0 I _

y 8 .

/

v 2.0

-i g

M

-/. m._

I 1.0

/

/ <

I #

/

0.D 1 2 0 10 10 16 1 10 Frequency (Hz)

Notes:

I Enveloped In-Structure Response Spectrum LB & UB Broadened 10%

BE Broacened 15%

I 5.0 % Spectral Damping Accelerations in g's I GPU: Three Mile Island Unit 1 Reactor Building, USI-A46 Analysis Exterior Shell, Elev. 317'-0", Translation in Vertical Direction F SPLT S":7V1.2 es105z.p1t '?:19:47

. 23/16/93 Figure 3-6 i

i I g

-C &T Soo97-041 A-46 T4c; I

50097-R-001., Rev.1 Page 46 of 111 0

x 10 I

1.2 j -

\

l 1.0 i

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i Frequency (Hz) 110tes :

Legend:

I Enveloped In-Struct.

Fesponse Spectrum 1.5 times SQUG LB & UB Broadened 101 BE Broadened 15%

5.0 % spectral Damping j Bounding Spectrum Accelerations in g's I

I GPU: Three Mile Island Unit 1 Reactor Building, USI-A46 Analysis Exterior Shell, Elev. 365'-6", Translation in EW Direction I : FLT C'm v1.2 es10Bx.pi: :3:19:55 :3/16/93 I

Figure 3-7 1

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Notes:

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5.0 % Spectral Damping

'g Accelerations in g's 73 Broadening of +/- 15%

I GPU: Three Mile Island Turbine Building, USI-A46 Analysis I SE Slab, Elev. 322', Translation in Vertical Direction i

RSPtT SiJN V1.2 rnd65z. pit 16:44:09 03/23/93 I

Figure 3-62 l l,

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RSPLT SUN V1.2 nc89z. pit 16:44:09 03/23/93 L-

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Leger.d :

In-Struct. Response In-Structure Response Spectrum Spectrum Broadened 151 1.5 times SQUG 5.0 % Spectral Damping Bounding Spectrum _ _ _ _ _ - ~ Accelerations in g's I

GPU: Three Mile Island Turbine Building, USI-A46 Analysis ]

I Floor, Elev. 355', Translation in NS Direction I RSPLT SUN V1.2 rnd11Ex. pit 08:39:57 03/24/93 I

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GPU: Three Mile Island Turbine Building, USI-A46 Analysis I Crane, Elev. 393', Translation in NS Direction I RSPLT SUN V1.2 rn:117 9x. pit 08:39:57 03/24/93 i

Figure 3-67 i

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I m

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RSPLT SUN V1.2 rnd179:. pit 16:44:09 03/23/93 I

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Envelope of LB, BE Enveloped In-Structure Response Spectrum I UB Spectra 1.5 x SQUG Bounding LB & UB Broadened 10%

BE Broadened 15%

Spectrum - - - -

5.0 % Spectral Damping Accelerations in g's I GPU: Three Mile Island Turbine Pedestal, Floor, Elev. 355', Translation in EW Direction USI-A46 Analysis i

l I

pspLT SUN v1.2 sn:103 y. pit 15:12:52 03/25/93 1

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BE Broadened 15%

Spectrum 5.0 % Spectral Damping I

Accelerations in g's i

I GPU: Three Mile Island Turbine Pedestal, USI-A46 Analysis Floor, Elev. 355', Translation in NS Direction I RSPLT SUN VI.2 sndO3x.p1t 15:12:52 03/25/93 I

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l I BE Broadened 15%

5.0 % Spectral Damping Accelerations in g's I GPU: Three Mile Island Turbine Pedestal, USI-A46 Analysis l

I Floor, Elev. 355', Translation in Vertical Direction 1

RSPLT SUN V1.2 encD3:: . pit 15:07:3B 03/25/93 I

I j Figure 3-71

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L l

l 50097-R-001. Rev.1 l - E '. Page 111 of 111 l lI B 4. REFERENCES

1. Seismic Qualification Utility Group. February 1992. Generic /mplementation Procedure for Seismic Verification of Nuclear Plant Equipment. Rev. 2.

2. GPU Nuclear TMI- Unit 1 FSAR. July 1982. Update 1.

3. U. S. Nuclear Regulatory Commission. August 1989. " Standard Review Plan." NUREG-0800. Section 3.7. Revision 2.

4. U.S. Atomic Energy Commission. October 1973. Damping Value for Seismic Design of Nuclear Power Plants. Regulatory Guide 1.61.

U.S. Nuclear Regulatory Commission. February 1978. Development of Floor ;

I 5.

Design Response Spectra for Seismic Design of Floor-supported Equipment or i Components. Regulatory Guide 1.122. Revision 1.

6. GPU Nuclear TMI - Unit 1 FSAR. July 1990. Section 2.7. Update 9.

7. EQE International. Calculation 50097-C-009. " Development of High Strain l Soil Properties." Rev. O.

l

8. CLASSI: EQE QA Documents AA-QA-005 and AA-QA-004A-01.

I

9. SASSI: EQE QA Documents AA-QA-041.

10. EQE International. Calculation 50097-C-002. " Intermediate Building Model." j Rev.0. l 1

l 11. EQE International. Calculation 50097-C-005. " Control Building Model." ,

Rev.O. ;

12. EQE International. Calculation 5C097-C-001 to 50097-C-006,50097-C-008 g

l E to 50097-C-010,50097-C-012 to 50097-C-018. 50097-C-029 and 50097-C-030.

I

__ gj

E' a;

i I;

/

i I:

EQE INTERNATIONAL !

i Corporate IIcadquarters ;

i 44 Montgomery Strwt, Suite 3200 San Francisco, CA 44104 USA _

Telephone (415) 984-2000 FAX (415) 433-5107 lakeshore Towers -

18101 Von Karman Avenue, Suite 400 Irvine,CA 92715 USA Telephone (714) 833-3303 FAX (714) 833-3342 i

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