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Preliminary Draft Rev 3 to App 2B, Parametric Studies Related to AP600 Design Soil Profiles of AP600 SSAR
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ML20083B022	List: ML20083B031; NRC-95-4441, Forwards Preliminary Draft Rev 3 of App 2B of AP600 SSAR, Including Parametric Studies Re Design Soil Profiles.App Documents Matl Presented in 940228-0302 Meeting in San Francisco,Ca.App Will Be Included in Future Rev of SSAR;
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2, Site Characteristics "dELIMINARY i

APPENDIX 2B PARAMETRIC STUDIES RELATED TO AP600 DESIGN SOIL PROFILES This appendix describes studies performed to:

t Supplement Appendix 2A in the selection of the design soil profiles used in the seismic analysis of the AP600 nuclear island and its components, and Demonstrate the adequacy of parameters related to the design soil profiles identified in Appendix 2A.

The selection of the design soil profiles is based on two dimensional soil-structure interaction (2D SSI) parametric studies using a wide range of shear wave velocity profiles presented in Section 2A.2 and additional profiles evaluated in this appendix. The shear wave velocity profiles considered are summarized in Figure 2B-1. An upper bound case with a shear wave velocity, V, equal to 20,000 fps is analyzed in addition to the velocities shown in the figure.

s Table 2B-1 summarizes the 2D SASSI SSI analyses described in this appendix. The SSI case ID number shown in the table corresponds to the legend used in the acceleration response spectra plots. The analyses used representative stick models of the nuclear island structures.

The stick models differ slightly from those used in the analyses described in Appenoix 2A reflecting changes incorporated in other SSAR revisions. The additional soil profiles used the Idriss 1990 soil degradation curves.

The analyses were performed using computer program SASSI (Raferences 2A-9 and 2A-10) and procedures derribed in Section 2A.S.

}

Based on the additional studies shown in this appendix and the parametric studies presented in Appendix 2A, the AP600 design soil profiles presented in Section 2A.6 are modified to include:

A hard rock profile, (fixed-base BSAP case),

A soft rock profile, A soft-to-medium soil profile with a parabolic distribution of the shear wave velocity with depth and Idriss 1990 soil properties, and An upper bound to the soft-to-medium soil profile with a parabolic distribution of the shear wave velocity with depth and Idriss 1990 soil properties.

2B.1 2D SSI Analysis Parameters and Procedures Free-field site response analyses and 2D soil-structure interaction analyses are performed using representative 2D stick models of the nuclear island structures and pocedures presented in Sections 2A.4 and 2A.S.

2B.1.1 Structural Models 2D lumped mass stick models of the AP600 nuclear island structures suitable for the 2D SSI analysis were developed from three-dimensional lumped mass stick models similar to those 03surrev342Bn R03442495 Draft Revisiom 3 T Westinghouse 2B-1 May 31,1995 9505110240 950418 PDR ADOCK 05200003 A

PDR

M E

PRELIMINARY

2. Site Chara;rristics described in Subsection 3.7.2.3.

2D lumped mass stick models were developed for the coupled auxiliary and shield buildings, the steel containment vessel, and the containment internal stiuctures. In the two dimensional containment internal structure (CIS) model, only the mass of the reactor coolant loop (RCL) model was included as lumped masses to the tributary RCL support locations on the CIS model. Comparisons of the modal frequencies and modal masses of the 2D and 3D lumped mass stick models are shown in Tables 2B-2 through 2B-4.

2B.1.2 SASSI Foundation Models The same foundation model and procedures presented in Section 2A.5 were used to represent the basemat and side walls in the additional 2D SSI analyses. The SASSI foundation model in the XZ-plane is shown in Figures 2A-25 and 2A-26. The SASSI foundation model in the YZ-plane is presented in Figures 2A-27 and 2A-28.

2B.I.3 Soil Properties for SSI Analysis One-dimensional free-field soil column analyses, using the computer program SIIAKE (Reference 2A-5) were performed to obtain the safe shutdown earthquake (SSE) strain-compatible soil properties of the additional soil profiles. The average soil properties obtained from the free-field analysis using both the H1 and 112 SSE components of input motion were used in the 2D SSI analysis. The average strain-compatible soil properties are shown in Table 2B-5 and 2B-6 for the soft-to-medium soil profile and the upper bound of the soft-to-medium soil profile.

For the additional 2D SSI analysis of soil cases previously analyzed and presented in Appendix 2A, the average strain-compatible soil properties shown in Tables 2A-9 through 2A-12 were used as input.

2B.I.4 Input Motion For the horizontal analysis, the 111 and H2 components of the time history developed in Section 3.7.1 were used in the X-and Y-directions, respectively. The vertical component was used in the Z-direction. The control motions were defined at the finished grade at elevation 100 feet in the free-field.

2 B.1.5 2D Enveloped SSI Results in the studies presented in this appendix, the acceleration response spectra and member force results are compared against 2D enveloped SSI results. Similar to the analyses performed in Appendix 2A, the results from the horizontal and vertical analyses are determined separately, and co-directional responses are not combined for these additional studies.

The 2D enveloped SSI results are obtained from the four 2D SSI cases corresponding to the Draft Revisiom 3 on rre no2an no344249s May 31,1995

[ Westiligh00S8 2B-2

2. Site Characteristics PPJEL3flNAR1r L

AP600 design soil profiles # the soft-to-medium soil profiles with parabolic distribution l

f (1.0xG and 2.0xGg, the soft rock profile, and t1 e upper bound case (V =20,000 fps, max s

used to replicate the fixed-base BSAP case). The 2D enveloped SSI acceleration response spectra are broadened 15 % on each side of the peaks in accordance with the procedure shown in Section 3.7.2. Acceleration response spectra are computed at the representative locations listed below.

r l

Location Elev.

Node Note l

l Nuclear island 66.5'

3001 Top of nuclear island basemat

(

Nuclear island 100'

3003 Plant grade level 1

l Nuclear island 117.5'

3004 Control Room Nuclear island 153'

3006 Auxiliarybuilding roof, Area 1/2 Nuclear island 180'

3008 Auxiliarybuilding roof, Area 5/6 Nuclear island 307.25'

3016 Shield building roof Steel containment vessel 205.33'

3110 Polar crane support Steel containment vessel 256.33'

3115 Top of the containment vessel j

Concrete internal structure 107'

3203 Grade level inside containment Concrete internal structure 135'

3204 Operating deck 2B.2 Design Soil Profiles l

The selection of the design soil profiles is based on two dimensional soil-structure l

interaction (2D SSI) parametric studies using a wide range of shear wave velocity profiles l

presented in Section 2A.2 and the following profiles evaluated below:

A lower bound case for the soft soil with V = 707 fps, s

A firm rock case with V = 3,500 fps, and I

3 A soft-to-medium soil profile with a parabolic distribution of shear wave velocity of 1000 ft/sec at grade level increasing to 2400 ft/sec at 240 ft depth. Upper and l

lower bound cases are considered for this soil profile.

An upper bound case with V = 20,000 fps replicating the fixed-base BSAP case, 3

2B.2.1 Lower Bound of Soft Soil Profile (V =707 fps) 3 The soft soil profiles considered in the SSI analysis (see Figure 2A-7) have a linear shear wave velocity profile varying from 1000 ft/sec at the ground surface to 1200 ft/sec at 240 ft depth. This profile is considered to be the minimum "best estirr. ate" velocity profile for the soil cases and is consistent with the site interface limit that the shear wave velocity exceeds 1000 ft/sec.

In order to study the effect of lower bound shear wave velocities associated with the variation in the "best estimate" profile, a reduction of 50 percent in maximum low-strain values of the shear modulus is applied. The resultant shear wave velocity for the lower bound case has a maximum low-strain velocity of 707 ft/sec at the ground surface increasing to 850 ft/sec c:\\ssarrev3\\02Ba R03-042495 Draft Revision: 3 W Westinghouse 28-3 May 31,1995

PRELIMINARY

2. Site Characteristics at 240 ft depth. This profile was analyzed using program SIIAKE and Idriss 1990 soil curves. The resultant SSE strain-compatible soil properties were used in the 2D SSI analysis in the NS direction considering the depth to base rock of 120 ft and the water table at grade level.

The SSI results of this case (marked as the lower bound soft soil case) are compared with the SSI results of the minimum "best estimate" profile (marked as the soft soil case) and with those of other design profiles (hard rock, soft rock, soft-to-medium soil) in Figure 2B-2. As shown in the figure, the results of the lower bound soft soil case are governed by the results of other SSI cases except for small exceedences at very low frequencies (less than I cps responses) with no significant effect on the design responses.

2B.2.2 Firm Rock Profiles (V,=3500 fps)

For the case of a firm rock profile with 3500 fps velocity, the following 2D SSI cases were analyzed for the E-W direction:

A hard rock profile with shear wave velocity of 8000 fps, and A firm rock profile with shear wave velocity of 3500 fps.

The results of these 2D SSI cases are compared with the results of the upper bound case, the soft rock case and the 2D enveloped SSI results in Figure 28-3. The member forces at the base of the structures from these 2D SSI cases are compared with the 2D enve. toped SSI results in Table 2B-7.

The comparison shows that the firm rock case responses are enveloped by the 2D enveloped SSI results and confirms the adequacy of the 2D enveloped SSI results. A separate firm rock case is not warranted.

2B.2.3 Parabolic Distribution of Soil Profile with Sandy Soil Material Typical stiffness variations of sandy soil sites are expected to be curvilinear instead of the linear distribution shown in Figure 2A-7 for the soft-to-medium soil profile, with most of the increase in soil stiffness occurring near the upper one-third part of the soil layer due to the nonlinear effects of depth of burial on stiffness.

In order to assess the effect of such soil variations, a free-field SIIAKE analysis was performed for the soft-to-medium soil profile with a parabolic distribution of shear wave velocity of 1000 ft/sec at grade level increasing to 2400 ft/sec at 240 ft depth. The maximum low-strain shear wave velocity and the SSE strain-compatible velocity for this soil profile obtained from the SilAKE analysis are shown in Figure 2B-4. The response spectra of the free-field motion at 40 ft depth (foundation mat elevation) corresponding to the parabolic shear wave velocity case and the linear shear wave velocity case are compared in Figure 2B-

5. The response motion using the parabolic velocity distribution shows small variations from Draft Revision: 3 owrnman ammes May 31,1995 3 W8Sdngh00S8 2B-4

q r

2. Site Characteristics PRELIMINARY that of the linear velocity distribution depending on the frequency.

To evaluate the impact of the parabolic veloci:y distribution on the SSI responses,2D SSI analyses were performed in the EW direction using the soft-to-medium stiff soil profile with l

the parabolic and linear distribution of shear wave velocity profiles. In these analyses, the water table was modeled at the grade level and the base rock was modeled at 120 ft depth.

The SSE strain-compatible properties obtained from the SHAKE analyses were used in the SSI analysis.

The 2D SSI responses of the parabolic distribution case are compared with the 2D SSI responses of the linear velocity distribution case and the 2D enveloped SSI responses in Figure 2B-6. The figure shows some differences in the SSI responses between the linear and the parabolic soil profiles. Since the variation of shear wave velocity with depth at typical sandy soil sites is generally curvilinear rather than linear, and since the results using the parabolic profile are generally larger than those using the linear profile, the parabolic profile is selected instead of the linear distribution for the 3D design soil profile.

2B.2.4 Variation of Soil Properties and 60% Requirement of Free-Field Spectra at Foundation Level To evaluate the effect of soil property variation, upper bound and lower bound shear wave velocity profiles were developed using 2.0xG and 0.50xG where G is the initial max max max soil shear modulus corresponding to the soft-to-medium soil parabolic profile. The results of free-field SHAKE analyses in the E-W direction (using the H2 time history as input motion) at the foundation basemat level are compared with the input motion at grade level and 60% of the design input motion in Figure 2B-7. The figure shows that the envelope of the motion at the foundation level for these three profiles, corresponding to 1.0xGmax' 2.0xG and 0.50xGmax profiles, meets the 60% criterion specified in the Standard Review ma Plan for limitation of the reduction of motion at the foundation level in the free-field.

The strain-compatible soil properties for the above three soft-to-medium soil (1.0xGmax' 2.0xG and 0.50xGmax) profiles were subsequently used in the 2D SSI analysis in the EW max direction. The results are compared with the 2D enveloped SSI results in Figure 2B-8. The seismic forces at the base of the structures are compared with the 2D enveloped SSI results in Table 28-8.

The design soil profiles include the 1.0xG and the 2.0xG soft-to-medium cases. The max max 2D enveloped SSI results also cover the results of the lower bound 0.50xGmax Profile except for small exceedences at low frequencies which have no significant effect on the design.

2.B.2.5 AP600 Design Soil Profiles The AP600 design soil profiles presented in Section 2A.6 are modified, based on the 2D parametric SSI results ;nsented above and in Appendices 2A, to consist of:

ownn3o:rm no3 04:495 Draft Revision: 3 3 Westirighouse 2B-5 May 31,1995

PRELIMINARY

2. Site Characteristics A hard rock profile (fixed-base BSAP case),

A soft rock profile, A soft-to-medium soil profile with a parabolic distribution of the shear wave velocity with depth and Idriss 1990 soil properties, and An upper bound to the soft-to-medium soil profile with a parabolic distribution of the shear wave velocity with depth and Idriss 1990 soil properties.

The acceleration response spectra at the foundation basemat level, from free-field SHAKE analyse of the design soil profiles, are compared with the input motion at grade level and 60% of the design input motion in Figure 2B-9. The envelope of the spectra of the design soil profiles at the foundation basemat level is higher than 60% of the design input ground response spectrum.

2B.3 Soil Profile Parametric Studies:

The following parameters were investigated to confirm the adequacy of the selected design soil profiles:

Depth to base rock, Soil property curves for clay material, Poisson's ratio for soil above the water table, Fixed-base vs. SSI analysis for the hard rock site 2B.3.1 Depth to Base Rock As shown in Table 2A-16, the effect of depth to base rock wss studied for the soft rock profile, the soft-to-medium soil profile (linear distribution) and the soft soil profile considering 40 feet,120 feet and very deep base rock. Based on this parametric study, the depth of 120 feet to base rock results in larger SSI responses and is selected as the critical depth to base rock in the design soil profiles.

Five additional depths to base rock of 40 feet, 50 feet, 60 feet, 80 feet and 120 feet were analyzed using the 2D SSI model in the E-W direction. The analyses were based on the soft-to-medium soil profile with the parabolic distribution of shear wave velocity and Idriss 1990 soil curves. The acceleration response spectra for 2% damping for the five depth to base rock cases are compared with the enveloped 2D SSI results in Figure 2B-10. The member forces at the base of the structures from these 2D SSI cases are compared with the 2D enveloped SSI results in Table 2B-9.

A depth to baserock of 50 feet was also analyzed for the soft soil profile in the E-W direction. The SSI results of this case are compared with the results for the depth to 120 feet and similar soft-to-medium soil profiles in Figure 2B-11.

The comparisons show that the enveloped 2D SSI nsponses adequately cover the responses Draft Revision: 3.:si nev3e2an no3.o4:495 May 31,1995 3 W8Stingh0US8 2B-6

2. Site Characteristics PRELIMINARY of the other depths to base rock. It is concluded that the depth to base rock of 120 feet used in the design soil profiles is adequate.

2B.3.2 Soil Curves for Clay Afaterial The soil curves for cohesive soils are mainly a function of the plasticity index and differ from those of cohesionless soil. The strain-dependent shear modulus curves for cohesive soil reported by Seed et al. (Reference 1) for plasticity indices of 10 to 70 are compared with the Idriss 1990 sand curve in Figure 2B-12. As recommended by Seed in Reference 2, the 1970 damping curves (Figure 2B-16) are applicable to cohesive soils.

Based on Reference 1 information, seven free-field SIIAKE analyses were performed using the soft-to-medium soil profile with the parabolic distribution of the shear wave velocity and the 112 time history as input motion. The seven S11AKE runs consisted of:

Five SliAKE runs using shear modulus degradation curves corresponding to plasticity index of 10,20,30,50 and 70 (see Figure 2B-12) and the h. ping curve representing the average curve of the Seed & Idriss 1970 range (see Figure 2b 16), and Two SIIAKE runs using the Idriss 1990 soil shear modulus degradation and damping curves for sandy material (see Figures 2B-15 and 2B-16)

The initial shear wave velocities were those for the 2.0xG and 0.50xG cases max max corresponding to the soft-to-medium soil profile with parabolic distribution of shear wave velocity. The strain-compatible shear wave velocities from the seven SIIAKE runs are shown in Figure 2B-13. As shown in this figure, the properties associated with the upper and lower bound sandy soil cases cover the range of properties associated with the five clay curves.

The results provided in Figure 28-!3, together with the SSI result comparison presented in Section 2B.2.4 on variation of soil properties for the soft-to-medium soil profile, indicate that the SSI responses using the clay curves are bounded by the 2D enveloped SSI responses.

Therefore, no further consideration of the clay curves is warranted.

2B.3.3 Poisson's Ratio for Soil Above Water Table As stated in SSAR Section 2A.4, "The SSI results, particularly the horizontal responses, are believed to be insensitive to the change of Poisson's ratio. On the other hand, the vertical responses for each soil / rock case were governed by the respective shallow water table case due to the fact that use of P-wave velocity of water results in less attenuation of motion with depth, thus resulting in large effective foundation motion. The parametric SSI study on depth to the water table concluded that the water table at grade level is the governing conditions for each respective generic soil profile analyzed. For these cases, the Poisson's ratio is assumed such that the P-wave velocity of the water is maintained."

onssarrev342Bn R03-042495 Draft Revision: 3 3 W65tingh00Se 2B-7 Afay 31,1995

7 PRELIMINARY

2. Site Characteristics The soft-to-medium parabolic soil profile was analyzed with both the water table and the base rock at 120 ft depth to investigate the effect of change in the Poisson's ratio on the SSI responses. Two SSI analyses were performed using the 2D SSI model of the nuclear island in the NS direction and a constant Poisson's ratio of 0.25 and 0.35, respectively, for the soil layers. The results of the SSI analyses using Poisson's ratio equal to 0.25 and 0.35 are compared in Figure 2B-14. The effect of changing the Poisson's ratio is not significant. The results of this investigation do not affect the selection of the design soil profiles, in which the water table is defined at grade level and the Poisson's ratios are adjusted to maintain the P-wave velocity of water.

2B.3.4 Fixed-Base vs. SSI Analysis for The IIard Rock Site A 2D SSI case is described in Subsection 2B.2.2 for the E-W direction for a hard rock profile with a shear wave velocity of 8000 fps. The results of this hard rock case are compared to the results of the upper bound case, the soft rock case and the 2D enveloped SSI results in Figure 2B-3. The 2D enveloped SSI results adequately cover the results of the 2D SSI hard rock (8000 fps) case with only insignificant exceedences.

The results of the hard rock case with 8000 fps velocity are also compared with the upper bound case (v =20,000 fps, replicating the fixed base condition) in Figure 2B-3. These 3

results show similar response in terms of frequency characteristics and amplitude of the response, confirming the adequacy of the fixed-base analysis for sites with shear wave velocity in excess of 8000 fps.

2B.3.5 Idriss 1990 Soil Curves The soil curves, used in the 2D SSI analyses presented in Appendix 2A (Figures 2A-8 and 2A-9), are based on the strain-dependent shear modulus and damping degradation model recommended by H.B. Seed and I.M. Idriss in 1970 (Reference 2A-6). The range of soil degradation curves proposed by Seed & Idriss in 1970 are shown in Figures 2B-15 and 2B-

16. The average curves corresponding to this range, with soil material damping limited to a value of 15 percent, are shown in the figures (labeled as Appendix 2A analyses) and used in the SSI analyses presented in Appendix 2A.

In 1990, new soil curves were reported by Idriss (Reference 2) and are also presented in Figures 2B-15 and 2B-16. To assess the impact of the new soil degradation curves on the SSI responses, the updated 2D SSI models of the nuclear island were analyzed for the soft-to-medium linear soil profile (case B2Y of Appendix 2A) using the Seed 1970 and the Idriss 1990 soil degradation curves. The results of the 2D analyses are compared together with the 2D enveloped SSI results in Figure 2B-17. Small variations are observed with respect to the frequency and amplitude of the response between the results using the 1970 soil curves and the results using the 1990 soil curves. The Idriss 1990 curves are selected as the basis for the 3D design soil profiles.

Draft Revision: 3 owern3enn noro4:as May 31,1995 T W85 thigh 0088 2B-8

2.' Site Characteristics PRELIMINARY 2B.4 References 1.

Sun J.I., R. Golesorkhi, and H.B. Seed, " Dynamic Moduli and Damping Ratios for Cohesive Soils," Report No. UCB/EERC-88/15, Earthquake Engineering Research Center, University of California, Berkeley, CA., August 1988.

2.

Idriss I.M., " Response of Soft Soil Sites during Earthquakes," H. Bolton Seed Memorial Symposium Proceedings, May 1990.

n:\\uarrev3\\02Bn R03442495 Draft Revision: 3 MI@US8 2B-9 May 31,1995

y --

tt N

PRELIMINARY

2. Site Characteristics Table 2B-1 2D SSI ANALYSIS CASE IDS ADDITIONAL STUDIES Depth to Depth t SSI Case ID No.

Shear Wave Velocity Base Water Profile Rock (ft) Table (ft) X-Shaking Y-Shaking Z-Shaking Remarks Upper Bound, RI-BY (V,=20,000 fpe) liard Rock, Rl-AX RI-AY (V,=8,000 fps)

Firm Rock, 120 deep H2-Y Note (3)

(V =3,500 fps) s Soft Rock 120 deep A2-X A2-Y Note (3)

Soft-to-Medium Soil, 120 0

B2-WX B2-WY Note (1)

Linear V, Profile 120 0

B2-WY. REG Note (2) 120 deep B2-X Notes (1) & (4) 120 deep B2-LX Notes (1) & (5)

Soft-to-Medium Soil, 120 0

B2-MY Notes (1)

Parabolic V, Profile 80 0

B2M3Y Note (1) 60 0

B2M4Y Note (1) 50 0

B2M6Y Note (1) 40 0

B2M7Y Note (1)

Soft-to-Medium Soil, 120 0

B2MlY Note (1) lower Bound, Parabolic V, Profile Soft-to-Medium Soil, 120 0

B2M2Y Note (1)

Upper Bound, Parabolic V Profile 3

Soft Soil 120 0

C2-WX C2-WY Note (1) 50 0

C2W6Y Note (1)

Soft Soil, 120 0

D2-WX Note (1)

Lower Bound Notes:

(1) Idriss 1990 Soil degradation curves were used (2) Seed and Idriss 1970 soil degradation curves were used (3) Seed and Idriss 1970 rock degradation curves were used (4) Poisson's Ratio = 0.35 (value used in 2D analyses, Appendices 2A and 2B)

(5) Poisson's Ratio = 0.25 Draft Revision: 3 ownnno:an.no3442495 May 31,1995 3 Westinghouse 28-10

2. Site Characteristics PRELIh11 NARY Table 2B-2 3D VS 2D MODAL PROPERTIES OF COUPLED AUXILIARY AND SIIIELD BUILDINGS LUMPED MASS STICK MODEL l

Afodal Properties of 3D Model Afodal Properties of 2D hiodel Direction of Modal frequency Percent Frequency Percent Properties (cps) hiass(U (eps) h! ass (U X-Modes 4.42 25.4 4.44 25.4 6.76 37.5 6.77 37.9 12.45 50.7 13.35 62.1 12.97 61.9 22.13 68.3 22.17 68.1 29.12 71.7 29.17 71.3 Y-Modes 4.04 28.2 4.06 28.1 6.66 38.9 5.68 39.5 12.10 62.0

12. I's 62.1 22.06 64.9 22.21 67.9 28.39 71.2 28.47 71.0 Z-Modes 6.55 11.I 6.57 10.2 6.66 13.8 6.68 14.0 19.63 44.1 19.98 45.2 34.26 64.4 34.99 59.4 35.09 66.9 35.55 67.0 (1) The cumulative percentage of the mass with respect to the total mass in each direction aussarrev302Bn ROM 42495 Draft Revision: 3 3 W85tingh00Se 2B-11 May 31,1995

PRELIMINAIlY

2. Site Characteristics Table 2B-3 l

3D VS 2D h10DAL PROPERTIES OF STEEL CONTAINMENT VESSEL LUMPED MASS STICK MODEL Modal Properties of Model (2)

Direction of Modal Properties Frequency (eps)

Percent Mass (I)

X-Modes 5.06 28.4 8.03 75.8 22.03 90.5 Y-Modes 2.19 11.2 7.61 75.8 22.02 90.5 4.46 10.4 Z-Modes 18.38 73.3 30.08 89.6 (3) The cumulative percentage of the mass with respect to the total mass in each direction (2) The steel containment vessel is fully symmetric, therefore, its 2D and 3D modal properties are the same.

Draft Revision: 3 ownn3m:so.no3.o42495 May 31,1995

[ W8Sd @ US8 2B-12

2. Site Characteristics PRELIMINARY Table 28-4 I

3D VS 2D MODAL PROPERTIES OF CONTAINMENT INTERNAL STRUCTURES LUMPED MASS STICK MODEL Modal Properties of Modal Properties of 3D Model 2D Model Direction Percent Frequency Percent of Modal Properties Frequency (eps)

Mass (I)

(eps)

Mass (3)

X-Modes 14.38 41.7 14.53 43.9 40.54 93.5 40.55 92.8 Y-Modes 12.36 35.3 12.41 40.1 38.05 48.0 37.49 45.5 40.I8 98.9 39.95 99.0 Z-Modes 46.59 42.0 47.03 43.3 89.I1 83.2 (1) The cumulative percentage of the mass with respect to the total mass in each direction o snarrev3so:an.no34:2495 Draft Revision: 3

[ W85tlligh00S8 2B-13 May 31,1995

PRELIMINARY

2. Site Characteristics Table 2B-5 SIIAKE Analysis Results Soft-to-Medium Soil Profile,1.0xGmax (Average of III & II2 Analyses)

Depth Thickness Layer Density SSE Avg (H1 and 112) i (Ft)

(Ft)

No.

(KCF)

Vs(FPS)

Vp(FPS)

Damping 0

10 10 1

0.11 961 2001 0.016 20 10 2

0.11 1110 2311 0.025 30 10 3

0.11 1245 2592 0.027 40 10 4

0.11 1331 2770 0.031 60 20 5

0.11 1420 2956 0.035 80 20 6

0.12 1508 3141 0.039 120 40 7

0.12 1622 3376 0.042 160 40 8

0.12 1768 3680 0.042 200 40 9

0.12 1897 3950 0.040 Halfspace 0.12 2400 4997 0.020 For submerged layers, Vp = 5,000 FPS is used Draft Revision: 3 owrrevm en no344249 May 31,1995 g West]nghouse 2B-14

2. Site Characteristics PRELIMINARY Table 2B-6 SIIAKE Analysis Results Soft-to-Medium Soil Profile,2.0xGmax (Average of III & 112 Analyses)

Depth Thickness Layer Density SSE Avg (111 and 112)

(Ft)

No.

(KCF)

Vs(FPS)

Vp(FPS)

Damping 0

10 10 1

0.11 1379 2871 0.011 20 10 2

0.11 1629 3391 0.016 30 10 3

0.11 1829 3807 0.019 40 10 4

0.11 1973 4107 0.021 60 20 5

0.11 2136 4447 0.023 80 20 6

0.12 2302 4792 0.025 120 40 7

0.12 2492 5188 0.027 160 40 8

0.12 2680 5579 0.029 200 40 9

0.12 2838 5908 0.031 Italfspace 0.12 3394 7067 0.020

=

For submerged layers, Vp = 5,000 FPS is used a surrev3so2sn no3m2n3 Draft Revision: 3

[ W85tingh00;8 2B-15 May 31,1995

1 T

PRELIMINARY

2. Site Characteristics Table 2B-7 Comparison of Seismic Member Forces Two-Dimension SSI Ainalysis East-West Seismic Excitation Coupled Aux./ Shield Bldg.

Containment Internal Steel Containment Vessel @

SSI Case

@ Elev.100' Structures @ Elev. 82.5' Elev.100' ID #

Shear Moment Shear Moment Shear Moment 3

3 3

3 (x10 kip)

(x10 k-ft)

(x10 kip)

(x10 k-ft)

(x10 kip)

(x10 k-ft) 43.6 4994 16.6 638 4.6 475 Enve op, Note (2) 42.1 4938 12.7 393 2.9 310 Notes:

(1) 2D Envelop consisted of (1) the upper bound case, V,=20000 fps, (2) the soft rock case, (3) the soft-to-medium parabolic profile with 2.0xGmax, and (4) the soft-to-medium parabolic profile with 1.0xGmax-(2)

Envelop results of the soft-to-medium stiff parabolic soil profile,120 feet to base rock and analysis cases of 0.5xG and 2.0xG max max-i Draft Revision: 3 e-m3so2an.no34w:495 May 31,1995 3 Westinghouse 2B-16

2. Site Characteristics PRELIMINARY l

~

Table 2B-8 Comparison of Seismic Member Forces Two-Dimension SSI Analysis East-West Seismic Excitation Coupled Aux./ Shield Bldg.

Containment Internal Steel Containment Vessel @

SSI Case

@ Elev.100' Structures @ Elev. 82.5' Elev.100' ID #

Shear Moment Shear M iment Shear Moment 3

3 3

3 (x10 kip)

(x10 k-ft)

(x10 kip)

(x10 k-ft)

(x10 kip)

(x10 k-ft) 43.6 4944 16.6 638 4.6 475 Erne op, Note (2) 44.8 4573 16.3 611 4.4 480 Notes:

(1) 2D Envelop consisted of (1) the upper bound case, V,= 20000 fps, (2) the soft rock case;-

(3) the soft-to-medium parabolic profile with 2.0xGmax, and (4) the soft-to-medium parabolic profile with 1.0xGmax-(2)

Envelop results of the firm rock case, V,=3500 fps and the hard rock case, V =8000 s

fps.

c \\ssarrev3\\02Bn R03-042495 Draft Revision: 3

8 W85tlligh0USe 2B-17 May 31,1995

q PRELIMINARY

2. Site Characteristics Table 2B-9 Comparison of Seismic Member Forces Two-Dimension SSI Analysis East-West Seismic Excitation Coupled Aux./ Shield Bldg.

Containment Internal Steel Containment Vessel @

SSI Case

@ Elev.100*

Structures @ Elev. 82.5' Elev.100' ID #

Shear Moment Shear Moment Shear Moment 3

3 3

3 (x10 kip)

(x10 k-ft)

(x10 kip)

(x10 k-ft)

(x10 kip)

(x10 k-ft) 43.6 4944 16.6 638 4.6 475 9

Note (2) 37.6 4302 13.7 463 2.8 296 Depth to Base Rock Notes:

(1) 2D Envelop consisted of(1) the upper bound case, V,= 20000 fps, (2) the soft rock case, (3) the soft-to-medium parabolic profile with 2.0xGmax, and (4) the soft-to-medium parabolic profile with 1.0xGmax-(2)

Envelop results of the soft-to-medium stiff parabolic soil profile with 1.0xGmax, analysis cases of 40 feet,50 feet,60 feet,80 feet and 120 feet to base rock.

Draft Revision: 3 o tumn3so:an no3.o42495 May 31,1995 3 W8Mingh00S8 2B-18

e I -

n-n

2. Site Characteristics PRELIMINARY Figure 2B-1 2D SASSI Analysis Shear Wave Velocity Profiles Considered AP600 SASSI InitialShear Wave Velocity (fps) 0j 4

i I

4

+

i*s l

20

-;g \\

I 4

.>. g l

Il g e

40

_LL.1_.

{

j i n i

I k

' 'g g

I o

g 60

--+ =

1 I

l * - - Hard Rock Vs=8000 fps I

e i

I

- - Firm Rock Vsa3500 fps e

3 o

I I

i

' -Son Rock 80 l

l,

'g

{

j

--- Soft to Med. Parabolic i

{

j

-- - Soft to Medium e

g i

100 t.

j.

- - - Son Sou i

I.

14

{

j Lower Sound t

e e

i 1

I--t E 120-o

i. i i

o e

i I

i 140 --

- i 1

I l

e i

I o

t I

I N 'g k

e

.i i

e g

180 1 1

I j

'g e

u e

.I t

u

t i

200 l

_h 18 ii e

g o

220 h

L. _ !

{

i

'I

i I

1 I

~

e 1

240 8

- ---- I I

I O

1000 2000 3000 4000 5000 6000 7000 8000 9000 ow mmn-3.roimu95 Draft Revision: 3 W Westinghouse 2B-19 May 31,1995

2. Site Characteristics PRELIMINARY m --

i Figure 2B-2 (Sheet 1 of 11) 2D SASSI Analysis, N-S Direction Lower Bound Soft Soil Profile ACCELERATION RESPONSE SPECTRA 4,,

i i

- R1-AX HARD ROCK gg y_g

- A2-X SOFT ROCK

-- B2-WX SOFT TO EDIUM NODE 3001

-~- C2-WX SOFT SDIL

-- D2-WX LDHER BOUND SOFT SHL 22 DAWING f 3.8 a

E p

[j 2.8 8

g i

I \\

m

/

N

)

u E i8

~~'

.,[

/q

\\%A r g_r:.m.w.ma

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l e tter

2. Site Characteristics PREL.IMINARY

]

Figure 2B-2 (Sheet 2 of 11) 2D SASSI Analysis, N-S Direction Lower llound Soft Soil Profile ACCELERATION RESPONSE SPECTRA 4.s

- R1-AX HARD ROCK NI N-S Direo N n

- A2-X SOFT ROCK

-- B2-HX SOFT TD EDILM NODE 3003. Elev. 198'

- -- C2-WX SOFT SOIL

-- D2-WX LDER BOUND SOFT S3IL 2r DAWING I 3.0 a

z O

7 5

d 2.s U

a 1 \\

/

e

$/

8 I

EL 1.8

' ',j' /.\\,%

vV1 m

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(

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.w +.. b.- y =.

=g-i f

f I

I 1 1 I I

t t

1 g it I g

3 g

g g 3 l g g

18-8 188 181 182 FREQUENCY-CPS 1

nwme.m20t. rtm-w:ivs Draft Revision: 3 l

T Westinghouse 2B-23 May 31,1995

g.- -

.:tttuurtttt-

2. Site Characteristics PRELIMINARY Figure 2B-2 (Sheet 3 of 11) 2D SASSI Analysis, N-S Direction Lower llound Soft Soil Profile ACCELERATION RESPONSE SPECTRA 4.8

...i.

i i...

- R1-AX HARD ROCK NI N-S Direction

- A2-X SOFT ROCK

-- 82-WX SOFT TO IEDIUM NDDE 3864, Elev. 117.S*

C2-WX SOFT SDIL

-- D2-HX LDER BOUND SOFT S]IL 2r DArING f 3.8 a

Z O

H<

b d 2.S 8

l\\

h

!'I 1

s

'/

U l.

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1 M!;

2. Site Characteristics PRELIMINARY w

Figure 2B-2 (Sheet 4 of 1I) 2D SASSI Analysis, N-S Direction Lower llound Soft Soil Profile ACCELERATION RESPONSE SPECTRA 6,8

- R1-AX HARD ROCK NI N-S Direction

- A2-X SOFT ROCK

-- B2-WX SOFT TU EDILM NDDE 3096, Elev. 153'

C2-WX SOFT EDIL

-- 02-WX LDER BOUND SOFT SII!.

23 DAWING f

a z 4.9 0

F<

d ti l

I<

A E 2 y

8 I\\

I w

i

/

a s

m s

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18~1 108 101 132 FREQUENCY-CPS ownrevmahuc o42195 Draft Revision: 3 3 Westinghouse 2B-27 May 31,1995

l mm __ y7-m

2. Site Characteristics PREI.IMINARY Figure 2B-2 (Sheet 5 of 11) 2D SASSI Analysis, N-S Direction Lower I;ound Soft Soil Profile ACCELERATION RESPONSE SPECTRA 6.8 1

- Ri-AX HARD ROCK NI N-S Direction

- A2-X SOFT ROCK

-- B2-WX SOFT TD EDILM NDDE 3008, Elev. 188'

C2-HX SOFT SDIL

-- D2-WX LOER BOUND SOFT SJIL 21 DAWING e

a 2 4.s O

5 du N

\\

J t

l 2.8 t

d IM

),

/,/ v\\[i v

n M 'g

'., 1

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I 1

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t t t

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[ Westirigh0USB 2B-29 May 31,1995

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2. Site Characteristics PRELIMINARY re-1 Figure 2B-2 (Sheet 6 of Il) 2D SASSI Analysis, N S Direction Lower llound Soft Soil Profile ACCELERATION RESPONSE SPECTRA 12.0 e

i i i iiii i

i iiia ie i

i

- R1-AX HARD ROCK NI N-S Directson

- A2-X SOFT ROCK

-- B2-WX SOFT TO EDILM NDDE 3816. Elev. 387.25'

C2-WX SOFT SDIL

-- D2-WX LOER BOUND SOFT S311.

2r D M ING a*

z 8.8 j

O 2

3 j l fl w

U i1 u<

1lI

E l I\\

f 4.8

, ;j y

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.i h_

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s 2.7.7. ~.-~. C.7. 2 b.'

,,, D,- ~~~~7--

18-1 108 108 182 FREQUENCY-CPS ow-om22-uran 95 Draft Revision: 3 W westinghouse 2B-31 May 31,1995 1

1 1

N

2. Site Characteristics PRELIMINARY n __

Figure 2B-2 (Sheet 7 of 11) 2D SASSI Analysis, N-S Direction Lower Ilound Soft Soil Profile ACCELERATION RESPONSE SPECTRA 8.8 i

i i e i i a i i

iia ii i

a i

ie i ea

- R1-AX HARD ROCK SCY N-S Direction

- A2-X SOFT ROCK

-- B2-WX SOFT TD EDIlN NODE 3118, Elev. 285.33'

C2-WX SOFT SOIL

-- D2-WX LDER BOUND SOFT S31L 2r DAWING s" 6. 0 a

5 p

f d 4.0 8<

J l

M

\\

Nr s

g 2.e

,s ;

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4 UMi!

)

2. Site Characteristics PRELIMINARY J

w_

Figure 2B-2 (Sheet 8 of 11) 2D SASSI Analysis, N-S Direction Lower Bound Soft Soil Profile i

ACCELERATION RESPONSE SPECTRA B.O i

i i.....

i i

a i i i ie i

e i

e i i i

- R1-AX HARD ROCK SCV N-S Direction

- A2-X SOFT ROCK

-- B2-WX SOFT TO EDIlN NODE 3115, Elev. 256.33'

-- C2-WX SOFT SOIL

-- D2-WX LDER BDUND SOFT SJIL 21 DA>FING f 6.9 e

un z

(

0 F-<

i E

i gj 4.s (l

6 N

l Y'.

l\\

i!

li j

i E

i l: },,\\

u t

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,: r,...........

i i i ie ii i

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+ :an

2. Site Characteristics PRELIMINARV n_

Figure 2B-2 (Sheet 9 of 11) 2D SASSI Analysis, N-S Direction Lower Bound Soft Soil Profile ACCELERATION RESPONSE SPECTRA 4.8

....i

......j

- R1-AX HARD ROCK I CIS N-S Dirantson

- A2-X SOFT ROCK

- - B2-HT SOFT TD E DIlN NODE 3201. Elev. 38.00'

- -- C2-W SOFT SOIL

-- 02-AX LOER BOUND SOFT S3IL 21 DAWING e 09 a

z O

F<

trw j;j 2.0 ti<

b l\\

h l

b a

i

..:q.,A'y8 1.8

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[ WBStinghouse 28-37 May 31,1995 j

l

iM

2. Site Characteristics PRELIMLNARY m-Figure 2B-2 (Sheet 10 of 11) 2D SASSI Analysis, N-S Direction Lower Bound Soft Soil Profile ACCELERATION RESPONSE SPECTRA 4.0

.iiei i

i

- Ri-AX HARD RDCX CIS N-S Direction

- A2-X SOFT RDCX

-- B2-WX SOFT TD IEDILM NODE 3203, Elev. 187.17

C2-WX SOFT SOIL

-- D2-WX LDER BOUND SOFT SJIL 21 DAWING f 3.8 S

z 3

F<

a:W d 2.0 u

E f

s l \\

I

/

h s

A/

T u

I

_A.

y 3,,

..,,"./ \\,g 7 bv ';

m

u. %,l 1

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4-%.--~, =.- : = -

i f

f f f f f f f

f f

f f f I f f

f f

f f 1 I i g

18-8 108 102 tea FREQUENCY-CPS ewurceva tuma9s Draft Revision: 3 3 Westinghouse 2B-39 May 31,1995

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2. Site Characteristics PRELIMINARY j

n-Figure 2B-2 (Sheet i1 of 11) i 2D SASSI Analysis, N-S Direction 1,0wer Ilound Soft Soil Profile ACCELERATION RESPONSE SPECTRA 6.8

...,i,

- R1-AX HARD ROCK CIS N-S Direellon

- A2-X SOFT ROCK

-- B2-HX SOFT TU NEDIUM NODE 3284. Elev. 135.25'

C2-WX SOFT SOIL

-- D2-WX LOER BOUND SOFT S]IL 2r DAWING a

z 4.e 2s<

5 d

ti<

sg2e f

u A

y 1N

'J

(

m D'^'...k 4' \\.s, %

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.s_ - -

0 18-8 18e 101 gge FREQUENCY-CPS w w am v w 2 m no w a:i95 Draft Revision: 3 W Westinghouse 2B-41 May 31,1995

h=i D

2. Site Characteristics l'RELIMINARY r --

Figure 2B-3 (Sheet I of 11) 2D SASSI Analysis, E-W Direction Firm Rock Profile Evaluation ACCELERATION RESPONSE SPECTRA 4.8

- ENVELOPE AND BROADENED B( 158 NI E-H

-- R1-BY UPPER BOUND Va=200N FT/SEC

- R1-AY HARD ROCK Ve=B000 7/SEC NODE 3001

-- -- A2-Y SOFT ROCK

-- H2-Y Vs=3508 FT/SEC 2r DAWING I

f 3.8 a

z O

F<

d 2.8 8<

N=>

/ ',',

"h 0

e

" 1. 8

/

'. 7.\\o k.

a

.8 18-1 18e 3g1 9g2 FREQUENCY-CPS mw=vnemniman9s Draft Revision: 3 T Westinghouse 2B-43 May 31,1995

l =ii

2. Site Characteristics PRELIMINARY

'AE --

Figure 2B-3 (Sheet 2 of 11) 2D SASSI Analysis, E-W Direction Firm Rock Profile Evaluation ACCELERATION RESPONSE SPECTRA 4.8

- ENVELOPE AND BROADENED Br 15r NI E-H

-- R1-BY UPPER BOUND Ve=200BO FT/SEC

- R1-AY HARD ROCK Ys=B808 7/SEC NODE 3883

-- -- A2-Y SOFT ROCK

-- H2-Y Va=3508 FT/SEC 2r Dale'ING

f. 3. 8 tn 2

O k<

teW d 2.8 uu N

E h

'. rl,

X u

E 1.8

^

/

~. ", ' ' '

m

~..

s

'.D'v.3 l

.8 18~1 18e 181 182 FREQUENCY-CPS j

l ow-evwuww3.ro3-o4219s Draft Revision: 3 3 W65tingh0Use 2B-45 May 31,1995

n=i E

2. Site Characteristics l'RELIMINARY

'k1 --

l Figure 2B-3 (Sheet 3 of 11) 2D SASSI Analysis, E-W Direction Firm Rock Profile Evaluation ACCELERATION RESPONSE SPECTRA 4.0 i

i i i e ii>

i i,....

- ENVELOPE AND BROADENED Bf 15r NI E-H

-- R1-BY UPPER BOUND Vs=29EB8 FT/SEC

- R1-AY HARD ROCK Va=8000 7/SEC NDDE 3004

-- -- A2-Y SOFT ROCK

-- H2-Y Ve=3500 FT/SEC 27 OAFING f 3.0 2

O l-<

2.0 w

e ' l U

N'[g',

s U

yl

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.9 18' 10e let gg2 FREQUENCY-CPS o%arrev3V120 bur 3 fu%04219s Draft Revision: 3 3 Westinghouse 2B-47 May 31,1995

-m __,

2. Site Characteristics l'RELIMINARY H-Figure 2B-3 (Sheet 4 of 11) 2D SASSI Analysis, E-W Direction Firm Rock Profile Evaluation ACCELERATION RESPONSE SPECTRA 8.8 e

i i i i ii i

iiiiiii i

i i

e i i ii

- ENYELDPE AND BRDADENED Bf 15r NI E-H

-- R1-BY UPPER BDUND Ys=200B8 FT/SEC

- R1-AY HARD RDCK Va=8000 7/SEC NDDE 3886

A2-Y SDFT RDCK

-- H2-Y Vs=3500 FT/SEC 2r DAW ING f 6.8 a

5 p

sw d 4.0 8<

Os f\\ 0' g

il)s

)

T 8

f',A l

n-2. 8

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18~1 18e 181 ggt FREQUENCY-CPS i

owmev3vcenr3.fow42195 Draft Revision: 3

[ WO5tiligh0USe 2B-49 May 31,1995

E

2. Site Characteristics I'REl.lMINARY wa -

Figure 2B-3 (Sheet 5 of 11) 2D SASSI Analysis, E-W Direction Firm Rock Profile Evaluation ACCELERATION RESPONSE SPECTRA

-- ENVELOPE AND B6 Af)E DBf 15g NI E-H

--- R1-BY UPPER VA ND Ve=200BO FT/SEC

- - R1-AY HARL !.c.' Va=Bege 7/SEC NODE 3808

- A2-Y SOF" FJ h;-y V--Ge FT/SEC 2r DAWING i

f B.9 5

5 C

O

[j 4.8 0

1

/

I\\rc %}

I 2.8 k

V b

k y

,e ei e

.9 18-1 18e 181 gga FREQUENCY-CPS ownweamunau95 Draft Revision: 3 W westinghouse 2a-51 May 31,1995

J-!!

2. Site Characteristics PRELIhflNARY

'1-A Figure 2B-3 (Sheet 6 of 11) 2D SASSI Analysis, E-W Direction Firm Rock Profile Evaluation ACCELERATION RESPONSE SPECTRA 16.8

- ENVELOFE AND BROADENED Br 15!

NI E-H

-- Ri-BY UPPER BOUND Ys=29EB8 FT/SEC

- R1-AY HARD ROCK Va=9000 7/SEC NDDE 3816

-- -- A2-Y SOFT ROCK

-- H2-Y Ve=3500 FT/SEC 2r DArING d

"i 12.0 a

\\lI's 5

il

.)

p

'l 0 lI, \\'

w

!! n

[j 8.8

j,

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[ Westiflgh0USB 2 B-53 hlay 31,1995

r 1

!Ml!

2. Site Characteristics PRELIMLNARY Figure 2B-3 (Sheet 7 of 11) 2D SASSI Analysis, E-W Direction Firm Rock Profile Evaluation ACCELERATION RESPONSE SPECTRA 8.0 i

i...

i..ii

- ENVELOPE AND BROADENED Bf 15 SCY E-H

-- R1-BY UPPER BOUND Ve*200B6 FT/SEC

- R1-AY HARD ROCK Ve=8000 7/SEC NDDE 3118

-- -- A2-Y SOFT ROCK

-- H2-Y Ve=3598 FT/SEC 2r DAWING

f. 6. 0 UI 2

O og F<

st:

I l

[j 4.0 f

g(- l u

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- 0

li#l

2. Site Characteristics PRELIMINARY n-Figure 2B-3 (Sheet 8 of i1) 2D SASSI Analysis, E-W Direction Firm Rock Profile Evaluation ACCELERATION RESPONSE SPECTRA B.e

- ENVELOPE AND BROADENED Bf 152 SCV E-H

-- R1-BY UPPER BOUND Va=200BO FT/SEC

- R1-AY HARD ROCK Ve=B000 7/SEC NODE 3115

-- - A2-Y SOFT ROCK

- - H2-Y Ys=3588 FT/SEC 22 DAWING I 6.8 I

g l z

t I

o

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q '\\

1 4.s W

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10-1 18e ggt 102 FREQUENCY-CPS l

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{

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l

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n !!:=- g i

2. Site Characteristics PRELInflNARY m-

)

l Figure 2B-3 (Sheet 9 of 11) 2D SASSI Analysis, E-W Direction Firm Rock Profile Evaluation ACCELERATION RESPONSE SPECTRA 4.8 e

i i i ie ii i

i i e i iii e

i iei

- ENVELOPE AND BRDADENED Bf 151 CIS E-W

-- R1-BY UPPER BDUND Vs=200B8 FT/SEC

--- R1-AY HARD ROCK Vs=B000 7/SEC NDDE 3291

A2-Y SDFT RDCK

- - H2-Y Va=3509 FT/SEC 21 DAWING

": 3.O a

z O

F hW d 2.B 8<

'e

\\

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'.'."*[

M i

'.\\'*/

h[,k

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H-ll f

2. Site Characteristics PRELIMINARY wa --

Figure 2B-3 (Sheet 10 of 11) 2D SASSI Analysis, E-W Direction Firm Rock Profile Evaluation ACCELERATION RESPONSE SPECTRA 4.s

- ENVELOPE AND BROADENED Bf 15!

CIS E-H

-- R1-BY UPPER BOUND Ys=20038 FT/SEC

- R1-AY HARD ROCK Vs=B088 7/SEC NDDE 3293

-- -- A2-Y SOFT ROCK

-- H2-Y Va=3588 FT/SEC 2! DAWING f 3.0 a

Z O

e 5

d 2.s 8<

' N, J

j i

h h

ti y g*,

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18-1 108 1st gg2 FREQUENCY-CPS

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!!=!i

2. Site Characteristics l'RELIMINARY u-Figure 2B-3 (Sheet 1) of 11) 2D SASSI Analysis, E-W Direction Firm Rock Profile Evaluation ACCELERATION RESPONSE SPECTRA B.8 i:

i e

i i i i.

i i

...i i

i i i i i

- ENVELDPE AKD BROADENED Br 15r CIS E-H

-- RI-BY UPPER BDUND Vs=200B6 FT/SEC

- RI-AY HARD RDCK Ve=B890 7/SEC NODE 3264

--- A2-Y SDFT RDCK

- - H2-Y Vs=3598 FT/SEC 2r DArING O'E fI un b

f f c

&W d 4.0 8

j\\ \\

l\\

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[ Westingh0use 28-63 May 31,1995

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2. Site Characteristics PRELIMINARY r g __

a Figure 2B-1 2D SASSI Analysis, E-W Direction Parabolic Soil Profile Evaluation 0

-20

_40 N

\\

-60

's N\\

-80

\\

-100

\\

{ -120

'\\

v r

-140 a

@ -160

(

o

-180 VsInitial

-200

... &. - Vs Enal

-220

-240 0

400 800 1200 1600 2000 2400 Vs(fps) l i

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2. Site Characteristics l'RELIMINARY Figure 2B-5 2D SASSI Analysis, E-W Direction Parabolic Soil Profile Evaluation ACCELERATION RESPONSE SPECTRA 2.5

- LINEAR DISTRIBilTION

- PARABDLIC DISTRIBUTION SDFT TD ED. STIFF SDIL 48 FT DEPTH DAWING = 8.82 2,9 S

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$ 1.5 s

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2. Site Characteristics PRELIMINARY l

Figure 2B-5 (Sheet 1 of 11) 2D SASSI Analysis, E-W Direction Parabolic Soil Profile Evaluation ACCELERATION RESPONSE SPECTRA 4.0 i

i i i i

i a ii.

i.

- ENVELOPE AND BROADENED Bf 15r NI E-H

- WY SOFT TO ED.

- B2-NY SOFT TD ED. PARABX.IC DIST.

NODE 3001 2r DArING f 3.8 a

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2. Site Characteristics PRELIMINARY n-Figure 2B-6 (Sheet 2 of 11) 2D SASSI Analysis, E-W Direction Parabolic Soil Profile Evaluation ACCELERATION RESPONSE SPECTRA 4.8 i

i.. iei i

i iii...

i

- ENVELDPE AND BRDADENED 8f 15 NI E-H

-- B2-WY SDFT TD ED.

- B2-Kf SDFT TD ED. PARAB1IC DIST.

NUDE 3883 2r DAWING f 3.8 a

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2. Site Characteristics PRELIMINARY n_

Figure 2B-6 (Sheet 3 of 11) 2D SASSI Analysis, E-W Direction Parabolic Soil Profile Evaluation ACCELERATION RESPONSE SPECTRA 4.8

.... i.

- ENVELOPE AND BROADENED 8r 15r NI E44

- - B2-WY SOFT TO ED.

- B2-NY SOFT TD ED. PARAB3LIC DIST.

NODE 3984 21 DAIFING

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2. Site Characteristics PRELIMINARY EAR -

Figure 2B-6 (Sheet 4 of 11) 2D SASSI Analysis, E-W Direction Parabolic Soil Profile Evaluation ACCELERATION RESPONSE SPECTRA B.e

- ENVELOPE AND BROADENED Bf 152 NI E-H

- - s2-wy sort To ED, MY SOFT TD MED. PARABLIC DIST.

NODE 3006 22 DAWING l

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2. Site Characteristics PRELIMINARY a-Figure 2B-6 (Sheet 5 of 11) 2D SASSI Analysis, E-W Direction Parabolic Soil Profile Evaluation ACCELERATION RESPONSE SPECTRA 8.8

- ENVELOPE AND BRDADENED Bf 15r NI E-H

-- B2-WY SDFT TO ED.

- B2-WY SDFT TO ED. PARAB3LIC DIST.

NDDE 3000 2K DAl@ING f 6.0 a

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2. Site Characteristics l'RELIMINARY WAu --

Figure 2B-6 (Sheet 6 of 11) 2D SASSI Analysis, E-W Direction Parabolic Soil Profile Evaluation ACCELERATION RESPONSE SPECTRA 16.8 i

.ii.ii

- ENVELOPED AND BROADENE0 3Y 152 NI E-H

- - B2-WY SOFT TO E D.

- B2-WY SOFT TO ED. PARAB]LIC DIST.

NODE 3816 2r DAWING f12.8 a

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2. Site Characteristics PRELIMINARY

=-

Figure 2B-6 (Sheet 7 of 11) 2D SASSI Analysis, E-W Direction Parabolic Soil Profile Evaluation ACCELERATION RESPONSE SPECTRA e.e

- ENVELDPE AND BRDADENED Br 152 SCY E-H

-- B2-WY SDFT TD ED.

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2. Site Characteristics PRELIMINARY Figure 2B-6 (Sheet 8 of i1) 2D SASSI Analysis, E-W Direction Parabolic Soil Profile Evaluation ACCELERATION RESPONSE SPECTRA

8. 8

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- ENVELDPE AND BRDADENED Bf 15r SCV E-H

-- B2-WY SDFT TD ED.

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2. Site Characteristics l'RELIMINARY un --

Figure 2B-6 (Sheet 9 of 11) 2D SASSI Analysis, E-W Direction Parabolic Soil Profile Evaluation ACCELERATION RESPONSE SPECTRA 4.8

- ENVELOPE AND BROADENED Ef 15!

CIS E-H

-- B2-WY S07 TO ED.

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2. Site Characteristics PRELIhflNARY Figure 2B-6 (Sheet 10 of 11) 2D SASSI Analysis, E-W Direction Parabolic Soil Profile Evaluation ACCELERATION RESPONSE SPECTRA 4.8 i

i

. ii

- ENVELOPE AND BRDADENED Ef 15r CIS E-W

-- B2-WY SDFT TD ED.

- B2-NY SDFT TD ED. PARAB2.IC DIST.

NDDE 3203 2K DAWING f 3.0 l

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2. Site Characteristics l'RELIMINARY rgy __

Figure 2B-6 (Sheet 1I of 11) 2D SASSI Analysis, E-W Direction Parabolic Soil Profile Evaluation ACCELERATION RESPONSE SPECTRA 8.8

- ENVELOPE AND BRDADENED Bf 152 CIS E-H

-- 82-NY SOFT TO ED.

- B2-NY SOFT TO ED. PARAB1.!C OIST.

NODE 3284 22 DAMPING l

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2. Site Characteristics PRELIMINARY Figure 2B-7 2D SASSI Analysis, E-W Direction Soil Property Variation Study ACCELERATION RESPONSE SPECTRA 2.5 2 N N ".5 x GeendTIONH2 SOFT TO IED. SDIL 6

- 40 FT DEPTH 8 PARABOLIC DISTR.

~ ^2 )l h DE BASED ON '90 IDRISS 8

DAW ING = 8,82 l

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2. Site Characteristics PRELIMINARY

. Figure 2B-8 (Sheet 1 of 11) 2D SASSI Analysis, E-W Direction Soil Property Variation Study ACCELERATION RESPONSE SPECTRA 4.e

- ENVELOPE AND BROADENED Er 15r NI E-W

-- B2N1Y PARABOLIC 8.5 x Gasu NODE 3081

- B2N2Y PARABOLIC 2.B x Gass 2r DAIG)ING f 3.0 5

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2. Site Characteristics PRELIMINARY m-1 Figure 2B-8 (Sheet 2 of 11) 2D SASSI Analysis, E-W Direction Soil Property Variation Study ACCELERATION RESPONSE SPECTRA 4.s

- ENVELOPE S2D BRDADENED Bf 151 NI E-W

-- B2N1Y PARABDLIC B.5 x Gas NDDE 3083

- B2N2Y PARABJLIC 2.8 x Ganx 2r DAWING f 3.0 u",

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2. Site Characteristics I'RELIMINARY rn --

Figure 2B-8 (Sheet 3 of i1) 2D SASSI Analysis, E-W Direction Soil Property Variation Study ACCELERATION RESPONSE SPECTRA 4.0

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i i

iii.

- ENVELOPE AND BROADENED Bf 15r NI E-H

-- B2N1Y PARABOLIC 0.5 x Genx

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2. Site Characteristics PRELIMINARY w_

Figure 2B-8 (Sheet 4 of 11) i 2D SASSI Analysis, E-W Direction Soil Property Variation Study ACCELERATION RESPONSE SPECTRA D,8 i

- ENVELOPE AND BROADENED Bf 15r NI E-H

-- B2N1Y PARABOLIC 0,5 x Ganz NODE 3806

- B2N2Y PARABOLIC 2,8 x Guns 2r DAWING f 6.8 a

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Figure 2B-8 (Sheet 5 of 11) 2D SASSI Analysis, E-W Direction Soil Property Variation Study t

ACCELERATION RESPONSE SPECTRA B.8 i

e i i e iii a

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- ENVELDPE AND BRDADENED Er 15%

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-- 02M1Y PARABDLIC 8.5 x Ganx

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2. Site Characteristics PRELIMINARY n-Figure 2B-8 (Sheet 6 of i1) 2D SASSI Analysis, E-W Direction Soil Property Variation Study ACCELERATION RESPONSE SPECTRA 16.8

- ENVELOPED AND BROADENED BY 152 NI E-W

-- B2N1Y PARABOLIC 8.5 x Ganz

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2. Site Characteristics l'RELIMINARY n-Figure 2B-8 (Sheet 7 of 11) 2D SASSI Analysis, E-W Direction Soil Property Variation Study ACCELERATION RESPONSE SPECTRA 8.8

- ENVELOPE AND BROADENED 8f 15r SCY E-H

-- B2N1Y PARABOLIC 9.5 x Gaux

- B2N2Y PARABOLIC 2.8 x Geen NDDE 3118 2r DAWING f

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2. Site Characteristics PRELIMINARY i

Figure 2B-8 (Sheet 8 of 11) 2D SASSI Analysis, E-W Direction Soil Property Variation Study ACCELERATION RESPONSE SPECTRA U.e

- ENVELOPE AND BROADENED Ef 152 SCY E-H

- - B2N1Y PARABOLIC 8.5 x Genx

- B2N2Y PARABOLIC 2.8 x Geer NDDE 3115 22 DAM'ING l

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2. Site Characteristics l'RELIMINARY ra-Figure 2B-8 (Sheet 9 of I!)

2D SASSI Analysis, E-W Direction Soil Property Variation Study ACCELERATION RESPONSE SPECTRA 4.8 i e i..... i e iia ii i i i ie i.. - ENVELOPE AND BROADENED Bf 15r CIS E-W -- B2N1Y PARABOLIC 8.5 x Guns - B2N2Y PARABOLIC 2.8 m Gass NODE 3281 2r DAWING f 3.8 a z O 7 5 d 2.8 8< 1 I '- /I A tL 1.8 t \\ .8 18-1 ige ggt 188 FREQUENCY-CPS ww-3m-3 rtsmuvs Draft Revision: 3 W Westinghouse 2B-109 May 31,1995

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2. Site Characteristics I'RELIMINARY n_

Figure 2B-8 (Sheet 10 of 11) 2D SASSI Analysis, E-W Direction Soil Property Variation Study ACCELERATION RESPONSE SPECTRA 4.8 i i.. i.. i - ENVELOPE AND BROADENED Bf 151 CIS E-H -- B2N1Y PARABOLIC O.5 x Ganz - B2N2Y PARABOLIC 2.8 x Gans NOCE 3283 21 DAWING f 3.0 a z O 4 5 d 2.8 ti< Y 1 a: C I W / k b $ I'8 /V \\ y' \\ \\j\\ 'k' .jv\\ A \\ / i i ... i. ..iiii ,g 10-1 18e 101 182 FREQUENCY-CPS owmevm2aw3. fos 434219s Draft Revision: 3 W Westinghouse 2B-111 May 31,1995

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2. Site Characteristics PRELIMINARY Figure 2B-8 (Sheet i1 of 11) 2D SASSI Analysis, E-W Direction Soil Property Variation Study ACCELERATION RESPONSE SPECTRA 8.8

...ii i iiii - ENVELOPE AND BROADENED Br 15r CIS E-H -- B2N1Y PARABOLIC 8.5 x Gass - B2N2Y PARABOLIC 2.8 x Guns NODE 3284 2r DANPING 1 "i 6.8 9 u', E f c sW d 4.9 li< EuW O l g 2.e y ) \\s Q h) % /sn 10-8 18e 101 102 FREQUENCY-CPS t ownrev3voohm3ns-04:195 Draft Revision: 3 T Westinghouse 2B-113 May 31,1995

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2. Site Characteristics PRELIMINARY w-Figure 2B-9 2D SASSI Analysis, E-W Direction Design Soil Profiles Free-Field Spectra at Foundation Level ACCELERATION RESPONSE SPECTRA 2.5

- 682 0F HORIZONTAL DESIGl SPECTRA H2 SHAKING -- 48 FT DEPTH SOFT ROCK - 48 FT DEPTH SOFT TO ED. PARABOLIC 1.0 x Gems -- 48 FT DEPTH SOFT TO ED. PARABOLIC 2.8 x Geen DAEING = 8.82 l 2.8 f a 5 1.5 a: h /, g u .w b 'bn \\ E b a / \\ y ,v. 10-1 188 181 182 FREQUENCY-CPS owmev3w20bw3.ro9.o4:i95 Draft Revision: 3 W westinghouse 2B-115 May 31,1995

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2. Site Characteristics PRELIMINARY wa --

Figure 2B-10 (Sheet I of 11) 2D SASSI Analysis, E-W Direction Depth to Itase Rock Study ACCELERATION RESPONSE SPECTRA 4.8 i. - ENYELOPE AND BROADENED Br 153 NI E-H - - B2-NY PARABOLIC 128 FT T3 ROCK -- B2N3Y PARABOLIC 88 FT T3 ROCK NODE 3001 - B2N4Y PARABOLIC 68 FT T3 ROCK - B2NSY PARABOLIC 50 FT T3 ROCK 23 DAl@ING -- B2N7Y PARA 80LIC 48 FT T3 ROCK f 3.8 a 5 C &w [j 2.s 8< l A. 3 S Di 8 / i 2 .v

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2. Site Characteristics PRELIMINARY

'AE -- Figure 2B-10 (Sheet 2 of 11) 2D SASSI Analysis, E-W Direction Depth to Base Rock Study ACCELERATION RESPONSE SPECTRA 4.s - ENVELOPE AND BROADENED Bf 15r NI E-H -- - B2-NY PARABOLIC 128 FT T3 ROCK -- B2N3Y PARABOLIC 88 FT T3 ROCK NDDE 3083 - B2N4Y PARABOLIC 68 FT T3 ROCK - B2N6Y PARABOLIC 58 FT T3 ROCK 2r DAWING - - B2N7Y PARABOLIC 48 FT T3 ROCK " 3. 8 a 5

W d 2.8 ti WA A

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2. Site Characteristics l'REl,IMINARY

=.- Figure 2B-10 (Sheet 3 of 11) 2D SASSI Analysis, E-W Direction Depth to Hase Rock Study ACCELERATION RESPONSE SPECTRA 4.s - ENVELOPE AND BROADENED Bf 152 NI E-H

B2-NY PARABOLIC 120 FT T3 ROCK

- - B2N3Y PARABULIC 88 FT T3 ROCX NDDE 3084 - B2N4Y PARABOLIC 68 FT T3 ROCK - B2N6Y PARABOLIC 58 FT T3 ROCK 22 DAWING -- B2N7Y PARABULIC 48 FT T3 ROCK 3.0 a 5 d 2.8 8 1' o .J ,4 .\\ \\, v s h h 3', i O. d\\ / i, h J. m i ., x .p* i i e i i eie i e i e i e ii e i e ie i.. ,g 10-8 10e get gga FREQUENCY-CPS 1 owmevm20bw3.rio.04:19s Draft Revision: 3 3 Westinghouse 2B-121 May 31,1995

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2. Site Characteristics l'RELIMINARY

'AE - Figure 2B-10 (Sheet 4 of 11) 2D SASSI Analysis, E-W Direction Depth to Base Rock Study ACCELERATION RESPONSE SPECTRA 8.8 - ENVELOPE AND BROADENED Bf 15r NI E-H

B2-NY PARABOLIC 128 FT T3 ROCK

-- B2N3Y PARABOLIC 88 FT T3 ROCK NODE 3006 - B2N4Y PARABOLIC 68 FT T3 ROCK -- B2N6Y PARABULIC 59 FT T3 ROCK 2r DAWING -- B2N7Y PARABOLIC 40 FT T3 ROCK " 6. 0 a 5 C sW d 4.8 8< Y N IJ, t 24' V,/m f l3 0 2.8 7 .\\ u '\\ ) .? ~ w i i,ie ii e i i ie iei i e ie i ei 18~1 108 108 18' FREQUENCY-CPS ew-mm int >ma95 Draft Revision: 3 3 Westinghouse 2B-123 May 31,1995 )

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2. Site Characteristics PRELIMINARY r y __

g Figure 2B-10 (Sheet 5 of 11) 2D SASSI Analysis, E-W Direction Depth to Base Rock Study i ACCELERATION RESPONSE SPECTRA 8.8 - ENVELOPE AND BROADENED Er 152 NI E-H

B2-NY PARADOLIC 128 FT T3 ROCK

-- B2M3Y PARABOLIC 88 FT T3 ROCK NODE 3898 - B2M4Y PARABOLIC 68 FT T3 RDCK - B2N6Y PARABOLIC 58 FT T3 ROCK 2E DAWING -- B2N7Y PARABOLIC 48 FT T3 ROCK " 6. 0 a z O 4 5.8 E.. 4 o l}l u N$ IJ' N f j fC (

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2. Site Characteristics PRELIMINARY Figure 2B-10 (Sheet 6 of i1) 2D SASSI Analysis, E-W Direction Depth to Hase Rock Study ACCELERATION RESPONSE SPECTRA 16.8 i

- ENVELOPED AND BROADENED BY 15 N1 E-H --- B2-NY PARABOLIC 128 FT T) ROCK -- 82N3Y PARABOLIC 88 FT T3 ROCK NDDE 381E - B2N4Y PARABOLIC 60 FT T3 ROCK - B2N6Y PARABOLIC 50 FT T3 ROCK 2r DAWING - B2N7Y PARABOLIC 49 FT T] ROCK 12.8 h m z 4 B I Q l l1

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n. 4,e j

/ J Vf m t h me 18-8 188 1st les FREQUENCY-CPS ow=nm2*nanoa2m Draft Revision: 3 3 Westinghouse 2B-127 May 31,1995

n -- n 2, Site Characteristics l'RELIMINARY l Figure 2B-10 (Sheet 7 of 1I) 2D SASSI Analysis, E-W Direction Depth to liase Rock Study ACCELERATION RESPONSE SPECTRA B.8 i i a i i.i i i - ENVELOPE AND BROADENED Br 15r SCV E-H -- B2-NY PARABOLIC 12B FT T3 ROCK - - B2M3Y PARABOLIC 88 FT T3 ROCK NDDE 3118 - B2N4Y PARABOLIC 68 FT T3 ROCK - B2M6Y PARABOLIC 50 FT T3 ROCK 2r DADE'ING -- B2N7Y PARAB0LIC 48 FT T3 ROCK f 6.8 a E U n d 4.8 u< .J< = 0* s' \\ u

gj p

$ 2*8 lJ6' } 4 y,i m sq s ..\\ M hem 18~8 10e gg1 182 FREQUENCY-CPS owmev3m:ww3now:19s Draft Revision: 3 3 Westinghouse 2B-129 May 31,1995

l

2. Site Characterhtics I'RELIMINARY Figure 2B-10 (Sheet 8 of II) i 2D SASSI Analysis, E-W Direction Depth to liase Rock Study ACCELERATION RESPONSE SPECTRA B.8

...ii. - ENVELOPE AND BROADENED 8r 15r NI E-H

- -- B2-NY PARABOLIC 120 FT T3 ROCK

- - B2N3Y PARABOLIC 88 FT T3 ROCK NDDE 3115 - B2N4Y PARABOLIC 60 FT T3 ROCK - B2N6Y PARABOLIC 59 FT T3 ROCK 21 DAWING -- B2N7Y PARABOLIC 40 FT T3 ROCK f 6.8 a h 5 i 1 b

I\\

4, ) l I' i . 'I. ' l' E ,)I. ( / *. \\ u o y y'g N5 a ! ' !} i ,c ?v f i.,{ '\\,4., V F m N r A t HR'M i. t e-1 108 ist 1e2 FREQUENCY-CPS ow n m n inow n95 Draft Revision: 3 3 Westinghouse 2B-131 May 31,1995

_m_.

2. Site Characteristics PRELIMINARY

.2 Figure 2B-10 (Sheet 9 of 11) 2D SASSI Analysis, E-W Direction Depth to Base Rock Study s ACCELERATION RESPONSE SPECTRA 4.s - ENVELOPE AND BROADENCD Br 15r CIS E-H

B2-NY PARABOLIC 128 FT T3 ROCK

- - 82N3Y PARABGLIC 88 FT T3 ROCK NODE 3201 - B2N4Y PARABOLIC 68 FT T3 ROCK - B2NSY PARABOLIC 50 FT T3 ROCK 2r D W ING -- B2N7Y PARABOLIC 48 FT Y3 ROCK f 3.0 a z 8 F $Wij 2.s li<

u j

E d u N 1,8 / '\\ \\ m 'A g .u3 .\\ ^ 18-1 te' 188 ten FREQUENCY-CPS ownevinnanoa:m Draft Revision: 3 [ Westingh0use 2B-133 May 31,1995

trmgr

2. Site Characteristics PRELIMINARY j

re - l Figure 2B-10 (Sheet 10 of 11) 2D SASSI Analysis, E-W Direction Depth to Base Rock Study ACCELERATION RESPONSE SPECTRA 4.9 e a a e a ae s a e s e a ae a e a e a e an - ENVELOPE AND BROADENED Ef 15r CIS E-H

B2-NY PARABOLIC 128 FT T3 ROCK

- - B2M3Y PARABOLIC BB FT T3 ROCK NODE 3283 - B2M4Y PARABOLIC 68 FT T3 ROCK - B2M6Y PARABOLIC 50 FT T3 RDCK 2r DAWING -- B2N7Y PARABULIC 48 FT T3 ROCK " 3. 9 .W z S 4 5 d 2.e u . \\ N ,kI 2b u w ^ /

I 1: n. i.e l; s.,t g

' 9%, J\\ p. Jr .e 18-8 188 set ter FREQUENCY-CPS s,wamvwmano o.m 9s Draft Revision: 3 [ Westinghouse 28-135 May 31,1995

E4e

2. Site Characteristics PRELIMINARY s_

Figure 2B-10 (Sheet 11 of 11) 2D SASSI Analysis, E-W Direction Depth to liase Rock Study t ACCELERATION RESPONSE SPECTRA 8.8 - ENVELOPE AND BROADENED Bf 151 CIS E-H

B2-NY PARABOLIC 128 FT T3 ROCK

-- B2N3Y PARABOLIC 88 FT T3 ROCK NODE 3284 - B2N4Y PARABOLIC 68 FT T3 ROCK - B2NSY PARABOLIC 58 FT T3 ROCK 21 DANPING - B2N7Y PARABOLIC 48 FT T3 ROCK " 6. 8 I em 5 i n &W [ij 4.8 ti< .) [. J \\ t; 9q\\. M 1 L W b ,./gj V (. )\\'\\ j .+ ~ .8 18-1 gge ggt gg2 FREQUENCY-CPS owmevm20bar3no-04219s Draft Revision: 3 3 Westinghouse 28-137 May 31,1995

!! -- L

2. Site Characteristics I'REI,IMINARY Figure 2B-11 (Sheet I of 11) 2D SASSI Analysis, E.W Direction Depth to liase Rock Study ACCELERATION RESPONSE SPECTRA 4.0

. i i.i. ....i. - ENVELOPE AND BROADENED Br 15r NI E44

B2-NY PARABOLIC 128 FT T3 ROCK

-- C2-WY SOFT SDIL 128 FT T) ROCK NDDE 3001 - B2M6Y PARABOLIC 58 FT T3 ROCK - C2W6Y SOFT SOIL 58 FT T3 ROCK 2r DArING " 3.0 .m z O F< E d 2.0 0< Y o .*.s / '.- EL 1.0 \\ .sk, D. N ~ w._ __ _ i i e i e iie i i e i e iei i i e ie i ei ,g 18~1 108 101 gg2 FREQUENCY-CPS ow-wi obors rii.c4:i95 Draft Revision: 3 3 Westingh0USe 2B-139 May 31,1995

1 -~

2. Site Characteristics PRELIMINARY Figure 2B-11 (Sheet 2 of 11) 2D SASSI Analysis, E-W Direction Depth to llase Rock Study ACCELERATION RESPONSE SPECTRA 4.8

- ENVELOPE AND BROADENED Bf 15r NI E-H

82-NY PARABOLIC 128 FT T3 ROCK

-- C2-WY SOFT SOIL 128 FT T3 ROCK NDDE 3883 - B2N6Y PARABOLIC 58 FT T3 ROCK - C2W6Y SOFT SDIL 58 FT T3 ROCK 22 DArING " 3. 8 m 2 O H><wW d 2.8 u

l.,*

N Ih, s :: : d l '. x \\^ VJ4 N, y', 1.8 m I" w .8 18~1 18e 181 gg2 FREQUENCY-CPS 1 a w = n m 2%. uii m : m Draft Revision: 3 3 Westinghouse 2B-141 May 31,1995

ij. -_ g

2. Site Characteristics PRELIMINARY w_

Figure 2B-11 (Sheet 3 of 11) ] I 2D SASSI Analysis, E-W Direction Depth to Base Rock Study 1 ACCELERATION RESPONSE SPECTRA 4.e - ENVELOPE AND BROADENED Br 15r NI E-H

B2-NY PARABOLIC 128 FT T3 ROCK

-- C2-WY SOFT SOIL 128 FT T3 ROCK NODE 3084 - B2M6Y PARABOLIC SB FT T3 ROCK - C2W6Y SOFT SDIL 50 FT T3 ROCK 2r DAMPING " 3. e l = m z 8e 2.e

g, ;.

u y t's I L I \\' 1 a: H \\\\ $g*, A N 'l t .s f!' \\ '., } m T- \\ S.- --.-. i i,,,, 18-8 188 1st is2 FREQUENCY-CPS ow-mm2mmini.w:i93 Draft Revision: 3 3 Westinghouse 2B-143 May 31,1995 i

!!mer

2. Site Characteristics l'RELIMINARY

\\ l Figure 2B-11 (Sheet 4 of 11) 2D SASSI Analysis, E-W Direction Depth to Itase Rock Study ACCELERATION RESPONSE SPECTRA 8.8 i ....i, - ENYELOPE AND BROADENED Br 15r NI E-W - -- 82-MY PARAB0LIC 128 FT T3 ROCK -- C2-WY SOFT SDIL 128 FT T3 ROCK NODE 3806 - B2N6Y PARABOLIC 58 FT T3 ROCK - C2WSY SOFT SDIL 58 FT T3 ROCK 21 DAWING " 6. 8 (O l 2 OF< jij 4.8 0< .J 1 k U D / a 2.8 \\x' v s ~. N ~ 18~1 18e 181 182 FREQUENCY-CPS v:wnrevm20tw3n 1042195 Draft Revision: 3 W Westinghouse 28-145 May 31,1995

3-i n,,-w i

2. Site Characteristics PRELIMINARY l

Figure 2B 11 (Sheet 5 of i1) i 2D SASSI Analysis, E-W Direction i Depth to Itase Rock Study ACCELERATION RESPONSE SPECTRA B.9 - ENVELOPE AND BROADENED Bf 15r NI E-H

B2-NY PARABOLIC 128 FT T3 ROCK

-- C2-RY SDFT SDIL 178 FT T3 ROCK NDDE 3088 - B2M6Y PARABOLIC 58 FT T3 ROCK - C2W6Y SOFT SOIL 58 FT T3 ROCK 2r DAWING " 6. 8 z O 8 / \\ d 4.s ..o uu l' ['

I I

lE e ^f \\ k i

n. 2,3 m

f I \\ f \\ 1 l \\N d, Y t- ,e 18~1 108 let gg2 FREQUENCY-CPS l l owarrev3e20bar3n 1442195 Draft Revision: 3 W Westinghouse 2B-147 May 31,1995

)

2. Site Characteristics PRELIMINARY wa-Figure 2B-11

t. Sheet 6 of 11) i 2D SASSI Analysis, E-W Direction Depth to llase Rock Study ACCELERATION RESPONSE SPECTRA 16.8

....ii - ENVELOPED AND BROADENED BY 15r NI E-H

B2-NY PARABOLIO 128 FT T3 ROCK

-- C2-WY SOFT SDIL 128 FT T3 ROCK NODE 3816 - A2MSY PARABOLIC 58 FT T3 ROCK - C2W4Y SOFT SDIL 58 FT T3 ROCK 2r DAWING f12.8 l El 5 p I .s w n ib] l ! . a H: )ll1 '. ( Y \\; U ll ' h {\\- g 4.e p 3\\ q., ; ll.: / \\W /l' t \\m% u_w-- .8 18~8 188 101 182 FREQUENCY-CPS owam3w20bar3.fl1442195 Draft Revision: 3 [ WB5tingh00Se 2B-149 May 31,1995

!E !!_=_h 1

2. Site Characteristics PRELIMINARY Figure 2B-11 (Sheet 7 of 11) 2D SASSI Analysis, E-W Direction Depth to Base Rock Study ACCELERATION RESPONSE SPECTRA B.8 i

e i a i e ie i i ia e iei i i a iiiia - ENVELOPE AND BROADENED Er 15r SCV E-W

B2-NY PARABOLIC 128 FT T3 ROCK

-- C2-WY SOFT SDIL 128 FT T3 ROCK NODE 3118 - B2N6Y PARABOLIC 50 FT T3 ROCK - C2WSY SOFT SDIL 59 FT T3 ROCK 2r DAl@ING f 6.0 l> 5 U c d 4.8 d* ?. q I. l p 6 f ; V :\\ ni n .911% i: s w S ' //'E Y, \\"g ', \\ ,I -q,, 18-1 198 191 188 FREQUENCY-CPS owanevm2.+nruti4w2195 Draft Revision: 3 W westinghouse 28-151 May 31,1995

!Mi!

2. Site Characteristics PRELIMINARY Figure 2B-11 (Sheet 8 of 11) 2D SASSI Analysis, E-W Direction Depth to Itase Rock Study ACCELERATION RESPONSE SPECTRA s.e

- ENVELOPE AND BROADENED E( 15r NI E-H --- 82-MY PARABOLIC 128 FT T3 ROCK -- C2-WY SDFT S0!L 128 FT T3 ROCK NODE 3115 - B2M6Y PARABOLIC 58 FT T3 ROCK - C2W5T SOFT SDIL 5e FT T3 ROCK 2r DAWING f 6.e a h 1 4 = C I y<.e I\\ \\ u i i / I :, \\ ' ( :ll \\ F ' #'d 2.s j,I \\ V 1'.'\\ Y \\'\\ \\ \\ q \\I 'g h .eig-t gge let 182 FREQUENCY-CPS owmevm20bw3 r:1442195 Draft Revision: 3 W Westinghouse 28-153 May 31,1995 i

n =____ u

2. Site Characteristics PRELIMINARY n __

Figure 2B.11 (Sheet 9 of i1) 2D SASSI Analysis, E-W Direction Depth to Base Rock Study ACCELERATION RESPONSE SPECTRA 4.8 .. i.. - ENVELOPE AND BROADENED Bf 15r CIS E-W

B2-NY PARABOLIC 128 FT T3 ROCK

-- C2-WY SOFT SOIL 129 FT T3 ROCK NDDE 3201 - 82N6Y PARABOLIC 58 FT T3 ROCK - C2WF;Y SOFT SOIL 58 FT T3 ROCK 2r DAl@ING I 3.8 am z O e 5 [;j2.8 .,\\.' l: s u \\ y g*y ! A s r j' 'd*N{f'. _.. m 18~1 10e 181 102 FREQUENCY-CPS i owarrev3w2+nr3.r:1442195 Draft Revision: 3 3 Westingh0USB 2B-155 May 31,1995

--.+ g t,

2. Site Characteristics l'RELIMINARY n_

Figure 2B-11 (Sheet 10 of 1I) 2D SASSI Analysis, E-W Direction Depth to Itase Rock Study ACCELERATION RESPONSE SPECTRA 4.8 i . i i i i. . i i... - ENVELOPE AND BROADENED Bf 152 CIS E-H

B2-NY PARABOLIC 128 FT T3 ROCK

-- C2-WY SOFT SOIL 129 FT T3 ROCK NDDE 3293 - B2M6Y PARABOLIC 50 FT T3 ROCK - C2WSY SOFT SUIL 58 FT T3 ROCK 2r DAWING " 3,8 aW z O F<m as [Ij 2.8 u Ib .* I ' '. .1

.f' s'

<x F U y g*g A .1, -.A A m 4 ' n 'k '. W

N.

,,o g/ '. I f f f f I I I f 1 i f f I f f f f f f f f f f g 18~1 18e g31 182 FREQUENCY-CPS ownm2% inia 2 95 Draft Revision: 3 W Westinghouse 2B-157 May 31,1995

r_

2. Site Characteristics l'RELIMINARY Figure 2B-11 (Sheet 1I of 11) 2D SASSI Analysis, E-W Direction Depth to liase Rock Stucly ACCELERATION RESPONSE SPECTRA B.B i

...iii i i i iiiii i i i ie i ii - ENVELOPE AND BROADENED Bf 152 CIS E-H --- B2-MY PARABOLIC 128 FT T3 ROCK -- C2-WY SOFT SDIL 128 FT T3 ROCK NODE 3284 - B2M6Y PARABOLIC 58 FT T3 ROCK - C2W6Y SOFT SDIL 58 FT T3 ROCK 22 DAMPING " 6.0 a 5 f n &w d 4.9 8< Y Eu A W / f1 I Ei * ,,,.l V l#. s- \\ *., l 18'1 10e ggt get FREQUENCY-CPS 1 i I amn3m-3nian95 Draft Revision: 3 W Westinghouse 28-159 May 31,1995

I i-u

2. Site Characteristics PRELIMINARY Figure 2B-12 Strain Dependent Shear Modulus Clay Material 1.0 Idriss,1990

- C 4.

g 0.8 -t

i-N, -

r e m g a' NP i E T 10 u o 8 "11 0.6

20-------:-----------i--------------

30 ,c M P-50 w O o i 70 j j y _8 0.4 -- -- - ---l

I---

--.f.

3

s a.*

V V O O 't E E O,2 _..........._........i..._._.-_...._..,... ._.i_. _...._ _. u u m m e e .c.c mm 0 10-4 10-3 10-2 10-1 10-0 Shear Strain, Y - Percent Variation of Shear Modulus with Shear Strain for Clays ow-rommw3n2.o4:i95 Draft Revision: 3 W Westinghouse 2B-161 May 31,1995

n-u

2. Site Characteristics PRELIMINARY

'is - Figure 2B-13 SSE Strain Compatible Shear Wave Velocity Clay Afaterial AP600 Strain - Compatible Shear Wave Velocities (fps) 0 500 1000 1500 2000 2500 3000 0 j k l N -+-0.5 x Gmax 2.0 x Gmax m D Clay Pl=10 + "Y 40 j o Clay Pl=30 D*n o Clay Pl=50 A lay R=70 60 DM An l 100 34+ca 2I 120 140 3++ca 160 180 044o6 200 \\. 220 3++ca 240 o w - w m s n w :i95 Draft Revision: 3 W Westinghouse 2B-163 h1ay 31,1995

1 h 'iM;;

2. Site Characteristics PRELIMINARY Figure 2B-14 (Sheet 1 of 11) 2D SASSI Analysis, N-S Direction Poisson Ratio Evaluation ACCELERATION RESPONSE SPECTRA 4.0

....i. - B2-X SOFT TO ED POI =. 95 NI N-S - B2-LX SOFT TO ED. POI =. 25 NODE 3081 2r DAWING f 3.9 E C &w d 2.0 g O< Y Y E B \\ g 1.8 W \\f ,,,,i, i 1s-1 188 set to: FREQUENCY-CPS o%arrev3020 bur 3J14 04219s Draft Revision: 3 T Westinghouse 2B-165 May 31,1995

1 !!= ! D

2. Site Characteristics I'RELIMINARY

== Figure 2B-14 (Sheet 2 of 11) 2D SASSI Analysis, N-S Direction Poisson Ratio Evaluation ACCELERATION RESPONSE SPECTRA 4.8 - B2-X SOFT TO ED. POI =. 55 NI N-S Dersollen - B2-LX SOFT TO ED. POI =. 25 NODE 3883, Elev. 188' 2r DAWING f 3.8 a z O 4 b i d 2.8 uu< a I IH O g 1.8 v h___ _ .8 18'1 18e get gga FREQUENCY-CPS t churev3w2nbannuw2m Draft Revision: 3 [ Westinghouse 2B-167 May 31,1995

!!M!;

2. Site Characteristics PRELIh11 NARY mm-Figure 2B-14 (Sheet 3 of 11) 2D SASSI Analysis, N-S Direction Poisson Ratio Evaluation ACCELERATION RESPONSE SPECTRA 4.e

- B2-X SDFT TO E D. PDI=. 95 NI N-S Direction - B2-LX SDFT TD ED. POI =. 25 NDDE 3894, Elev. 117.5' 2r DAWING f 3.8 a z O I tr } w [;j 2.0 8< )

E E

S g 1.8 i e i i i e ii e i e i i ie i i i e i e ii 18-1 18e 101 182 FREQUENCY-CPS owanevwcobor3n444a 95 Draft Revision: 3 T Westingh0USB 2B-169 hiay 31,1995

!!Mi!

2. Site Characteristics PRELIMINARY Figure 2B-14 (Sheet 4 of 11) 2D SASSI Analysis, N-S Direction Poisson Ratio Evaluation ACCELERATION RESPONSE SPECTRA 6.8

- B2-X SOFT TO ED. POI =. 35 NI N-S Direellon - B2-LX SOFT TO ED. POI =. 25 NDDE 3006, Elev. 153' 2r DAWING s. un 2 4.0 0 F< ti 8< 6 f 2.8 e ai A 18'8 19e ggt gg2 FREQUENCY-CPS owarrevm20bnr3.r:4m:195 Draft Revision: 3 3 Westingh00Se 2B-171 May 31,1995

2. Site Characteristics I'RELIMINARY n --

Figure 2B-14 (Sheet 5 of 11) 2D SASSI Analysis, N-S Direction Poisson Ratio Evaluation ACCELERATION RESPONSE SPECTRA 6.8 i - B2-X SOFT TO ED. POI =. 35 NI N-S Direetion - B2-LX SOFT TO MED. POI =. 25 NDDE 3808, Elev. 188' 2r DAMPING I l 5 z 4.e O 4 5 d ti n E 2.9 'j [ u u N i f f f f f f I f I t i f f f f I t t i I 9 1 g 18~1 188 181 182 FREQUENCY-CPS ow=rev3mobn3n4o4219s Draft Revision: 3 W Westinghouse 2B-173 Afay 31,1995

..pk

2. Site Characteristics PRELIMINARY

'AE -- r Figure 2B-14 (Sheet 6 of 1I) 2D SASSI Analysis, N-S Direction Poisson Ratio Evaluation ACCELERATION RESPONSE SPECTRA 12.0 e i ....ii a i i i e iii i a i a i i i: - B2-X SOFT TO ED. POI =. 95 NI N-S DireetIon - B2-LX SOFT TO ED. POI =. 25 NODE 3016. Elev. 387.25' 2r DAEING a z 8.0 0 4 5 d 8< f 4.0 i S o. / \\ M i i if I I I f I f f I I f I f f I i i f f g 10-8 10s 10t gg2 FREQUENCY-CPS owarrevw!20bnar14442195 Draft Revision: 3 3 Westiligh00S8 2B-175 May 31,1995

!!M!!

2. Site Characteristics l'RELIMINARY ra-Figure 2B-14 (Sheet 7 of 11) 2D SASSI Analysis, N-S Direction Poisson Ratio Evaluation ACCELERATION RESPONSE SPECTRA 8.8 i i...

- B2-X SOFT TO ED. POI =. SS SCV N-S Direction - B2-LX SOFT TO ED. POI =. 25 NODE 3118, Elev. 285.33' 2r DMING f 6.8 a z O F< mw d 4.8 !i< I I d F }

o. 2. 8

\\ m f 18'1 188 181 182 FREQUENCY-CPS l 1 o.wamv3w20bar3.f14+ 2i95 Draft Revision: 3 [ W95tlDgh0use 2B-177 May 31,1995

1 l i iMi;

2. Site Characteristics l'RELIhllNARY

'AE - l Figure 2B-14 (Sheet 8 of i1) i 2D SASSI Analysis, N-S Direction Poisson Ratio Evaluation ACCELERATION RESPONSE SPECTRA 8.0 ..., i. - B2-X SOFT TO ED PDI=. 95 SCY N-S Direction - B2-LX SOFT TD ED. POIs. 25 NODE 3115, Elev. 256.33' 2r DABFING " 6. 0 a z O F< a: tu [;j 4.8 y g J $H Y' g 2.8 7 i f f f I I i t I f I f I I I f f i t I f f f g 18'8 10s get 102 FREQUENCY-CPS owmev3m20bw3n4-042ios Draft Revision: 3 T Westinghouse 2B-179 Alay 31,1995

wanum:

2. Site Characteristics PRELIMINARY

.s __

Figure 2B-14 (Sheet 9 of 11) 2D SASSI Analysis, N-S Direction Poisson Ratio Evaluation ACCELERATION RESPONSE SPECTRA 4.8 ...ii. ... X SOFT TO ED. POI =. 55 CIS N-S Dermetion - B2-LX SOFT TO ED. POI =. 25 NDDE 3281. Elev. 98.88* 2r DAWING f 3.0 a 5 C W l d 2.8 i d* Y E S 0. 1.8 b - 18-8 18e 188 182 FREQUENCY-CPS o%=evw2m namm2i95 Draft Revision: 3 3 Westirighouse 28-181 May 31,1995

i@i! 2., Site Characteristics I'RELIMINARY Figure 2B-14 (Sheet 10 of 11) 2D SASSI Analysis, N-S Direction Poisson Ratio Evaluation ACCELERATION RESPONSE SPECTRA 4.s i i i ii... - D2-X SOFT TO ED. POI *. 25 CIS N-S Direction - B2-LX SOFT TO MED. POI =. 25 NDDE 3283, Elev. 187.17' 2r DAWING f 3.0 a 5 C

j 2.e 1;

= 8< E 8

c. i.e Y

b 18'1 10s 101 182 FREQUENCY-CPS ow nnsen 3nuu2m Draft Revision: 3 T Westinghouse 28-183 May 31,1995

=il L

2. Site Characteristics PRELIMINARY

'A1 - Figure 2B-14 (Sheet 11 of 11) 2D SASSI Analysis, N-S Direction Poisson Ratio Evaluation ACCELERATION RESPONSE SPECTRA 6.8 - B2-X SOFT TD ED. POI =. 55 CIS N-5 Direction - B2-LX SOFT TD ED. POI =. 25 NDDE 3244, Elev. 135.25' 2X D#FING f a z 4.e O 4 5 d 8< J A "\\ f 2.8 u j m s I f f f f f I f I f f f I f f f f 1 9 f f i f g 18-1 gge 101 gga FREQUENCY-CPS owerev3vi20baru14442i95 Draft Revision: 3 [ Westingh00Se 2B-185 May 31,1995

i i

2. Site Characteristics PRELIMINARY ym __.

Figure 2B-15 2D SASSI Analysis, E-W Direction i Soil Degradation Curve Evaluation 1.0 riss,1990 ,ce ,c y 0.8 2 2 Seed & Idriss g 9o (1970,1984) 3 0.6 L -- M s / o o Appendix 2A Analyses (Average of 1970) m n Q,4 - p-4...... /p. 3 3 3 3 E E 2 E

L

- - - ~ ~ ~ - N lll 0.2 e e 65 0 104 10-3 10-2 101 100 Shear Strain, Y - Percent Variation of Shear Modulus with Shear Strain for Sands ow=vm2%msun95 Draft Revision: 3 3 Westinghouse 2B-187 May 31,1995

!!_=_ ii

2. Site Characteristics I'RELIMINARY w-Figure 2B-16 2D SASSI Analysis, E-W Direction Soil Degradation Curve Evaluation 28

---k------------- t---- -T---- 24 Seed & Idriss l (1970,1984) 20 n-C N Appendix 2A Analyses 16

(.ver.g. or t s70)-- --------+-- -----

g i m .5 12 '----g- ^^^ ----- -----~^ c. EeO 8

r---------------

r------------ i Idriss,1990 4 4--.

[----.-------..-----..

s6 i 0 104 104 10-2 101 104 Shear Strain - Percent Damping Ratios For Sands o%anev3020bar3.fl(>-042195 Draft Revision: 3 E Westinghouse 28-189 May 31,1995

2. Site Characteristics I'RELIMINARY

==- Figure 2B-17 (Sheet 1 of 11) 2D SASSI Analysis, E-W Direction Soil Degradation Curve Evaluation ACCELERATION RESPONSE SPECTRA 4.8 ....i., - ENVELOPE AND BROADENED Bf 151 NI E-H - - B2-WY. REG SOFT TO ED. SEED 1978 - B2-WY SDFT TO NED. IDRIS5 1999 NODE 3001 22 DAWING f 3.0 a E C &W d 2.8 8< .J V N le e m g,^, / \\ \\ 'Q j C W _ _ -- 18~1 18e ggt 182 FREQUENCY-CPS o WanvvN20bnrifl?-04219s Draft Revision: 3 [ Westingh0use 2B-191 May 31,1995

) i!---!!

2. Site Characteristics l'RELIMINARY rn Figure 2B-17 (Sheet 2 of 11) 2D SASSI Analysis, E-W Direction Soil Degradation Curve Evaluation ACCELERATION RESPONSE SPECTRA 4.s

- ENVELOPE AND BROADENED Bf 152 NI E-W -- 82-WY. REG SOFT 10 ED. SEED 1978 -- B2-WY SDFT TD ED. IDRISS 1958 NODE 3083 2r DAWING f 3.0 a E p b d 2.8 8< if a \\ F U d i 0. 1.8 .) \\ WW _ ___ .B 18~8 188 igt gg2 FREQUENCY-CPS o%arrev3V120bar3.fl7442195 Draft Revision: 3 W Westinghouse 2B-193 May 31,1995

li5i!

2. Site Characteristics PRELIMINARY WAE --

Figure 28-17 (Sheet 3 of 11) 2D SASSI Analysis, E-W Direction Soil Degradation Curve Evaluation ACCELERATION RESPONSE SPECTRA 4.s - ENYELDPE AND BRDADENED Bf 152 NI E-M -- B2-WY. REG SDFT TD ED. SEED 1975 - B2-WY SDFT TD NED. IDRIS5 1998 NDDE 3084 22 DArING f 3.8 s E C 2.e e< N '\\ E \\s O \\

n. 1. 8 h_

.8 18-1 18' 101 !a2 FREQUENCY-CPS i ow=revm20bor3 n7442195 Draft Revision: 3 [ W85tingh00Se 2B-195 May 31,1995

tm4tt::

2. Site Characteristics PRELIMINARY n_

I I Figure 2B-17 (Sheet 4 of 11) I 2D SASSI Analysis, E-W Direction Soil Degradation Curve Evaluation I I l l l ACCELERATION RESPONSE SPECTRA I B.8 i e i i.... i i iiie ii i i e iiii. - ENVELOPE AND BROADENED Bf 151 NI E-H -- B2-WY. REG SOFT TO ED. SEED 1570 Wf SOFT TO ED. IDRIS5 1998 NDDE 3906 2r DAWING " 6. 9 l m I e 4 5 gj 4.s 8< e ' A:. /

u. 2. 8

\\\\f,\\ \\ %b- .0 18~1 188 181 gg2 FREQUENCY-CPS owmevm2ndnon7 042195 Draft Revision: 3 [ Westinghouse 2B-197 May 31,1995

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2. Site Characteristics PRELIMINARY rgy __

Figure 2B-17 (Sheet 5 of 11) 2D SASSI Analysis, E-W Direction Soil Degradation Curve Evaluation ACCELERATION RESPONSE SPECTRA B.8 i i e i e iei i e i e i i i i e a i e a e i i - ENVELOPE AND BROADENED Bf 151 NI E-H -- B2-WY.O.EG SOFT TO KD. SEED 1978 - B2-WY SOFT TD NED IDRIS5 1998 NDDE 3000 21 DAWING f 6.8 a 5 s< 4.8 0 \\ i m cc \\ k u g 2.8 y \\ \\ l \\ Y %=A 9 9 I l 1 f 1 t I f l I I f I i l l I f I I f 18-1 18e 181 182 FREQUENCY-CPS I o:Warrev3V120bar3.fl7442195 Draft Revision: 3 W Westinghouse 2B-199 May 31,1995

l

2. Site Characteristics l'RELIMINARY Figure 2B-17 (Sheet 6 of 11) 2D SASSI Analysis, E-W Direction Soil Degradation Curve Evaluation ACCELERATION RESPONSE SPECTRA 16.e i

i i i is i iiie i isi e i i ie i si - ENVELOPED AND BROADENED BY 15r NI E-H -- 82-WY. REG SOFT TO KD. SEED 1978 - B2-WY SOFT TD ED. IDRlS5 1958 NDDE 3018 2r DAWING f12.s E l p $w 4 ij e.e fi 8 f \\ .3 b\\ }t t h S;4.s i w \\\\.. 7

===.-._ -- .e is-2 188 182 le2 FREQUENCY-CPS i o%arrevm20bar3.fl7442195 Draft Revision: 3 3 Westinghouse 28-201 May 31,1995 i l

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2. Site Characteristics l'RELIMINARY Figure 2B-17 (Sheet 7 of 11) 2D SASSI Analysis, E-W Direction Soil Degradation Curve Evaluation ACCELERATION RESPONSE SPECTRA 8.8 i

i i i iiii i i iie i ii i iiii - ENVELOPE AND BROADENED Ef iSr SCY E-H -- B2-NY REG SOFT TO ED. SEED 1970 - B2-WY SOFT TD ED. IDRIS5 1998 NODE 3118 2r DAMPING f 6.0 a E C &w [ij4.8 i 8< .J /1 k g 2.8 yy n \\ I k __ _ _ _ .8 18~1 19e ggi gga FREQUENCY-CPS oharrevm20bar3.fl7-042195 Draft Revision: 3 3 Westinghouse 2B-203 May 31,1995

j !_=_1

2. Site Chars,teristics PRELIMINARY Figure 2B-17 (Sheet 8 of 11) 2D SASSI Analysis, E-W Direction Soil Degradation Curve Evaluation ACCELERATION RESPONSE SPECTRA B.8 i

i i...i. ii... i i..... - ENVELOPE AND BROADENED Er 152 SCV E-W -- B2-WY. REG SOFT TO ED. SEED 1978 - B2-WY SOFT TO NED, IDRIS5 1999 NODE 3115 21 DAW ING l f 6.8 u's \\ 5 f C< 4,8 l ) 8< 8l F1 a 2. 8 y) / { un \\ h .8 19~8 18e 181 182 FREQUENCY-CPS owarrevw otsarun 04219s Draft Revision: 3 [ W85t!ngh0use 2B-205 May 31,1995

n-::

2. Site Characteristics PRELIMINARY WAE --

Figure 2B-17 (Sheet 9 of 11) 2D SASSI Analysis, E-W Direction Soil Degradation Curve Evaluation ACCELERATION RESPONSE SPECTRA 4.0 a a i i e ii i e i. a i i. i i iiiei - ENVELDPE AND BRDADENED Ef 15r CIS E-H - - B2-WY. REG SDFT TD E D. SEED 1978 - B2-WY SDFT TD ED. IDRIS5 1990 NDDE 3281 2r DAWING i " 3. 8 a 5 C &W d 2.0 ti< J \\ r b v\\ E 1.8 f[ \\h6 j \\ \\ 18'1 18e 181 gg2 FREQUENCY-CPS charrevm20bar3 fl7442195 Draft Revision: 3 3 Westingh0USe 2B-207 May 31,1995 i

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2. Site Characteristics PRELIMINARY

'A1 -- Figure 2B-17 (Sheet 10 of 11) 2D SASSI Analysis, E-W Direction Soil Degradation Curve Evaluation l l ACCELERATION RESPONSE SPECTRA 1 4.ei - ENVELDPE AND BRDADENED Br 15r CIS E-H -- B2-WY. REG SDFT TD ED. SEED 1970 - B2-WY SDFT TD ED. IDRIS5 1958 NDDE 3263 2r DA FING 3.8 a z S 4 5 d 2.e 8< \\ Y \\^ u \\ k 1 a' 1.e \\ ./ \\ MWe% .e 10-8 te' ist is2 FREQUENCY-CPS l i ow-nwemmunan95 Draft Revision: 3 W Westinghouse 2B-209 May 31,1995

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2. Site Characteristics l'REl.IMINARY

'N - Figure 2B-17 (Sheet 11 of 11) 2D SASSI Analysis, E-W Direction Soil Degradation Cune Evaluation ACCELERATION RESPONSE SPECTRA 8.8 - ENVELDPE AND BRDADENED Bf 152 CIS E-W -- B2-WY REG SDFT TD ED. 9EED 1978 - B2-WY SDFT TD ED. IDRISs 1990 NDDE 3284 21 DAMPING

6. 0 y

a 5 l e &W d 4.0 8< E S m i Ei .e Q 2 \\\\g -_..___.een 7" I f I t i1 f f f 1 I I t i 1 1 I I f 1 1 I i g 18-8 10s get gg2 FREQUENCY-CPS o.warrnm20barin7.n4:195 Draft Revision: 3 W Westinghouse 2B-211 May 31,1995}}

ML20083B031

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