Text

Part 02 - Final Safety Analysis Report (Rev. 4) - Part 02 - Tier 02 - Chapter 03 - Design of Structures, Systems, Components and Equipment - Section 03.07 - Seismic Design - Pages 1 - 265
	ML20036D424
Person / Time
Site:	NuScale
Issue date:	01/16/2020
From:	Bergman T; NuScale
To:	; Office of Nuclear Reactor Regulation
	Cranston G
References
	NUSCALESMRDC, NUSCALESMRDC.SUBMISSION.10, NUSCALEPART02.NP, NUSCALEPART02.NP.4
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Section 3.7.1 describes the design parameters developed for use for the seismic analysis.

Section 3.7.2 describes the seismic analysis of the two site-independent Seismic Category I structures: the Reactor Building (RXB) and Control Building (CRB). Section 3.7.3 provides the seismic analysis of subsystems. The subsystems include seismically mounted distribution systems (piping, cabling and ventilation), the bioshields, and the reactor building crane (RBC).

Section 3.7.4 presents the instrumentation system for measuring the effects of an earthquake.

Appendix 3A provides the seismic analysis of the NuScale Power Module (NPM). The NPM includes the reactor vessel, containment vessel, and the associated structures, systems, and components (SSC).

The design complies with General Design Criterion 2 and 10 CFR 50, Appendix S in that SSC are designed to withstand the effects of earthquakes without loss of the capability to perform their safety functions. To ensure the design is acceptable without modification at most sites, the site independent structures are designed using the enveloping site parameters discussed in Chapter 2.0. With respect to earthquake design, two generic earthquake spectra and multiple generic soil profiles are used for the design of the site-independent Seismic Category I RXB and CRB.

The following is a brief discussion of the terms used within Section 3.7 and Section 3.8. These definitions are consistent with definitions provided in 10 CFR 50, Appendix S, Regulatory Guide (RG) 1.60, "Design Response Spectra for Seismic Design of Nuclear Power Plants," Revision 2, Interim Staff Guidance ISG-001 (Reference 3.7.1-1), and other regulatory guidance documents.

Ground motion response spectra (GMRS) are site-specific ground motion response spectra characterized by horizontal and vertical response spectra determined as free-field motions on the ground surface or as free-field outcrop motions on the uppermost in-situ competent material using performance based procedures.

Safe shutdown earthquake (SSE) ground motion is the site-specific vibratory ground motion for which safety-related SSC are designed to remain functional. The SSE for a site is a smoothed spectra developed to envelop the GMRS. The SSE is characterized at the free ground surface. A combined license (COL) applicant may use the SSE for design of site-specific SSC.

Operating basis earthquake (OBE) ground motion is the vibratory ground motion for which those features of the nuclear power plant necessary for continued operation will remain functional. The operating basis earthquake ground motion is only associated with plant shutdown and inspection unless specifically selected by the applicant as a design input.

10 CFR 50, Appendix S provides two options for the value of the OBE. If the OBE is set to one-third or less of the SSE, the requirements associated with the OBE ground motion can be satisfied without performing explicit analysis. The OBE for the NuScale Power Plant is established as one-third of the SSE. Therefore, the OBE is not a design basis ground motion and no specific analysis is required.

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The GMRS, SSE, OBE and FIRS are site-specific. They are developed by the COL applicant.

For the evaluation of the site-independent RXB and CRB, the certified seismic design response spectra (CSDRS) (described below) is used instead of the FIRS.

Certified Seismic Design Response Spectra are site-independent seismic design response spectra that have been developed for design of the Seismic Category I and II Structures. The NuScale CSDRS consists of two sets of spectra, identified as the CSDRS and the CSDRS-High Frequency (CSDRS-HF). The CSDRS are applied as an outcrop motion in the free-field at the foundation level of each building.

Certified Seismic Design Response Spectra (CSDRS) is a smooth broadband seismic design spectra developed to envelop the GMRS at most site and soil combinations.

Development of the CSDRS is discussed in Section 3.7.1.1.1.1.

High Frequency Certified Seismic Design Response Spectra (CSDRS-HF) is a seismic design spectra developed to envelop the GMRS of most hard rock sites. The CSDRS-HF has less low frequency (below ~10 Hz) and more high frequency (above ~10 Hz) content than the CSDRS. Development of the CSDRS-HF is discussed in Section 3.7.1.1.1.2.

1 Seismic Design Parameters 1.1 Design Ground Motion 1.1.1 Design Ground Motion Response Spectra The CSDRS is a broad spectra (similar to RG 1.60) which is intended to encompass the GMRS at most selected sites. The CSDRS is used as a design basis for Seismic Category I SSC to withstand the effects of earthquakes without loss of the capability to perform their safety functions. However, the CSDRS will not bound hard rock sites in the central and eastern United States. To improve the range of acceptable locations, site-independent Seismic Category I structures, RXB, and CRB are also evaluated using a spectra that has more content above 10 Hz than the CSDRS. This spectra is identified as the CSDRS-HF. These spectra are described in more detail below.

1.1.1.1 Certified Seismic Design Response Spectra Response spectra were developed to envelope most sites except for the highly seismic west coast sites and the central and eastern United States hard rock sites subject to higher frequency earthquakes. The response spectra are smooth broadband geometric mean spectra that were developed based upon expert panel recommendations and comparison to available industry data providing SSEs at existing and proposed reactor sites. The vertical component was developed independently of the horizontal component, i.e., the vertical component is not a ratio of the horizontal component. The CSDRS bounds the RG 1.60 spectra anchored at 0.1g.

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control points above 3.5 Hz were shifted to higher frequencies. In addition, the vertical control point at 3.5 Hz was shifted to 4.5 Hz. Table 3.7.1-1 provides the horizontal and vertical control points for the CSDRS at 5 percent damping.

Figure 3.7.1-1 compares the horizontal CSDRS at 5 percent damping against RG 1.60 spectra scaled to 0.1g. Figure 3.7.1-2 provides the same comparison in the vertical direction. Although not developed as a ratio, the vertical spectrum is 2/3rds or more of the horizontal spectrum.

There are three components to the CSDRS. The two horizontal components, identified as North-South (NS) and East-West (EW) are equivalent. The three components: NS, EW and vertical (V) are mutually orthogonal. All three components are developed at 5 percent damping. The horizontal components have a peak ground acceleration (PGA) of 0.5g and the vertical component have a PGA of 0.4g.

1.1.1.2 Certified Seismic Design Response Spectra - High Frequency In order to address the high frequency, hard rock sites, a second response spectra was developed. The CSDRS-HF was developed based on expert panel recommendations and comparison with available hard rock high frequency siting data.

Like the CSDRS, the CSDRS-HF has three mutually orthogonal components (NS, EW, and V), with the horizontal components equivalent. The vertical component was not scaled from the horizontal component. It was also developed independently. Above 2 Hz, the vertical component is 2/3rds or more of the horizontal spectra. Above 50 Hz, the vertical component is larger than the horizontal component. Table 3.7.1-2 provides the horizontal and vertical control points for the CSDRS-HF at 5 percent damping. Figure 3.7.1-3 compares the horizontal CSDRS and CSDRS-HF at 5 percent damping.

Figure 3.7.1-4 provides the same comparison for the vertical direction.

1.1.1.3 Site Applicability The CSDRS and CSDRS-HF can be compared against the preliminary GMRS data presented in the Nuclear Regulatory Commission (NRC) Memorandum "Support Document for Screening and Prioritization Results Regarding Seismic Hazard Re-Evaluations for Operating Reactors in the Central and Eastern United States" (Reference 3.7.1-2). By inspection, it can be seen that the CSDRS and CSDRS-HF provide a reasonable envelope for site conditions. Therefore, the RXB and CRB are expected to be constructible at most sites with little or no modification.

1.1.2 Design Ground Motion Time History Six sets of time histories (each set consists of two horizontal and one vertical time history) were developed. Five of the time history sets conform with the CSDRS and 2 3.7-3 Revision 4

approach aligns with the guidance provided in NRC Design Specific Review Standard 3.7.1 Subsection II.1B, Option 1, Approach 2. The CSDRS time histories are developed based upon the 1992 Landers earthquake, the 1989 Loma Prieta earthquake, the 1999 Chi-Chi earthquake, the 1999 Kocaeli earthquake, and the 1940 Imperial Valley earthquake. The CSDRS-HF time histories are based upon the 1992 Landers earthquake.

1.1.2.1 Seed Time Histories Each seed time history is selected from actual acceleration time histories available from the Pacific Earthquake Engineering Research Center (PEER) ground motion database (Reference 3.7.1-4). The selection is based upon the intensity, duration, frequency content of the earthquake recording, and the epicenter distance from the recording station.

The acceleration recordings selected as seeds are described briefly below.

Yermo This set of time histories was recorded at the Yermo Fire Station during the 1992 Landers Earthquake, which occurred on June 28, 1992 at 04:57 am (11:57 coordinated universal time [UTC]), with an epicenter near the town of Landers, California. It was a magnitude 7.3 moment magnitude scale (MMS) earthquake. The time step is 0.02 seconds and the duration is 43.98 seconds and the maximum PGA recorded is 0.245g.

Figure 3.7.1-5a provides the unmodified Yermo acceleration, velocity, and displacement time histories and the response spectra scaled to the CSDRS in the east-west direction. Figure 3.7.1-5c and Figure 3.7.1-5e provide the same information in the north-south and vertical directions.

Capitola Recorded at station 47125 Capitola during the 1989 Loma Prieta Earthquake striking the San Francisco Bay Area of California on October 17, 1989 at 5:04 pm (October 18, 1989 at 00:04 UTC). It was a magnitude 6.9 MMS earthquake. The time step size of the recording is 0.005 seconds and the duration is 39.95 seconds. The maximum PGA recorded is 0.541g.

Figure 3.7.1-6a provides the unmodified Capitola acceleration, velocity, and displacement time histories and the response spectra scaled to the CSDRS in the east-west direction. Figure 3.7.1-6c and Figure 3.7.1-6e provide the same information in the north-south and vertical directions.

Chi-Chi Recorded at station TCU076 during the 1999 Chi-Chi Earthquake striking central Taiwan on September 21, 1999 at 1:47 am (September 20, 1999 at 17:47 UTC). This earthquake is also known as the 921 Earthquake since it occurred on September 21. It was a 2 3.7-4 Revision 4

maximum PGA recorded is 0.416g.

Figure 3.7.1-7a provides the unmodified Chi-Chi acceleration, velocity, and displacement time histories and the response spectra scaled to the CSDRS in the east-west direction. Figure 3.7.1-7c and Figure 3.7.1-7e provides the same information in the north-south and vertical directions.

Izmit This set of time histories was recorded at Station Izmit during the 1999 Kocaeli Earthquake which occurred on August 17, 1999 at 3:02 am (00:02 UTC) in northwestern Turkey. It was a magnitude of 7.4 MMS. The time step size of this recording is 0.005 seconds and the duration is recorded as 29.995 seconds. The maximum PGA recorded is 0.22g.

Figure 3.7.1-8a provides the unmodified Izmit acceleration, velocity, and displacement time histories and the response spectra scaled to the CSDRS in the east-west direction. Figure 3.7.1-8c and Figure 3.7.1-8e provides the same information in the north-south and vertical directions.

El Centro This set of time histories was recorded at station 117 El Centro Array #9 during the 1940 Imperial Valley Earthquake. This earthquake occurred on May 18, 1940 at 8:37 pm (May 19, 1940 at 05:35 UTC) in the Imperial Valley in southeastern Southern California. It was a magnitude 6.9 MMS earthquake. The time step size is 0.01 seconds and duration of 39.99 seconds. The maximum PGA recorded is 0.313g.

Figure 3.7.1-9a provides the unmodified El Centro acceleration, velocity, and displacement time histories and the response spectra scaled to the CSDRS in the east-west direction. Figure 3.7.1-9c and Figure 3.7.1-9e provides the same information in the north-south and vertical directions.

Lucerne These time histories were recorded at the Lucerne station during the 1992 Landers Earthquake which occurred on June 28, 1992 at 04:57 am (11:57 UTC), with an epicenter near the town of Landers, California. The 1992 Landers earthquake was a magnitude 7.3 MMS earthquake. The duration of this recording is 48.12 seconds and the time-step size is 0.005 seconds. The maximum PGA recorded is 0.818g. Although this is the same earthquake as Yermo, a different recording station was selected to better match the CSDRS-HF.

Figure 3.7.1-10a provides the unmodified Lucerne acceleration, velocity, and displacement time histories and the response spectra scaled to the CSDRS-HF in the east-west direction. Figure 3.7.1-10c 2 3.7-5 Revision 4

1.1.2.2 Generation of CSDRS and CSDRS-HF Compatible Time Histories The numerical methodology devised by Lilhanand and Tseng (Reference 3.7.1-5) and later improved by N.A. Abrahamson (Reference 3.7.1-6) is used to generate CSDRS and CSDRS-HF compatible time histories. The methodology modifies an existing time history in the time domain so that its response spectrum closely matches a target response spectrum. The methodology, which is described in detail in the above-mentioned references, has been implemented in computer program RspMatch2009 (Reference 3.7.1-7). Validation of RSPMatch2009 is discussed in Section 3.7.5.

Further improvement was incorporated in RspMatch2009 for calculation efficiency and convergence stability by using a new adjustment function, which allows the use of analytical integration and readily integrates to zero velocity and displacement without additional baseline correction. Spectrum compatible time histories were generated from the seed time histories using an iterative process with RspMatch2009. The main steps in this process are:

1) The time history is re-digitized to have 0.005 second time steps so that Nyquist frequency is 100 Hz (if necessary).

2) The time history is scaled to get the response spectrum close to the target CSDRS.

3) The scaled time history is entered into RspMatch2009 as a seed accelerogram, and the CSDRS (or CSDRS-HF) is entered as a target spectrum.

4) RspMatch2009 is used to add wavelets to the acceleration time history so that the acceleration response spectra of the modified time history matches the target spectrum. The phasing of Fourier components of the original time histories is inherently maintained.

5) The modified acceleration time history is loaded into SAP2000 to calculate acceleration response spectra using 100 frequencies per frequency decade to check for regulatory compliance.

6) The resulting response spectrum is compared to the acceptance criteria (described in Section 3.7.1.1.2.3 below).

If necessary, additional refining passes (steps 4, 5 and 6) are run.

Comparisons of the modified Yermo time histories to the CSDRS are provided in Figure 3.7.1-5b for the east-west direction, Figure 3.7.1-5d for the north-south direction, and Figure 3.7.1-5f for the vertical direction. The equivalent information is provided in Figure 3.7.1-6b, Figure 3.7.1-6d, and Figure 3.7.1-6f through Figure 3.7.1-10f for the other time histories.

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Cross Correlation Coefficients of Time Histories The cross correlation between two components of each set of modified time histories was calculated using the method described in ASCE/SEI 43-05. The cross correlation coefficients are summarized in Table 3.7.1-3. As shown in the table, no cross correlation coefficient is greater than 0.16. Thus, the time histories are statistically independent.

Time increment and Duration The six seed time histories all have durations that exceed 20 seconds. The Nyquist frequency used for development of CSDRS and CSDRS-HF compatible time histories is 100 Hz. This results in a time increment of 0.005 seconds. The Yermo recording was in time steps of 0.02 seconds and El Centro was in time steps of 0.01 seconds. These were converted to 0.005 second time steps by linear interpolation.

Strong Motion Duration The strong motion duration is defined as the time between 5 percent and 75 percent Arias Intensity. Arias Intensity plots for the modified Yermo time histories are provided in Figure 3.7.1-5b for the east-west direction, Figure 3.7.1-5d for the north-south direction and Figure 3.7.1-5f for the vertical direction. The equivalent information is provided in Figure 3.7.1-6b, Figure 3.7.1-6d, and Figure 3.7.1-6f through Figure 3.7.1-10a for the other time histories.

The strong motion durations are summarized in Table 3.7.1-4. All strong motion durations are greater than six seconds with exception of the NS component of the modified Izmit recording, which is 5.265 seconds.

As shown in Figure 3.7.1-11, the normalized Arias intensity time history for the NS component of the Izmit time history shows significant shaking for several seconds after 75 percent intensity is reached. The vertical black dashed lines show the time of the 5 percent (at 1.36 seconds) and 75 percent (at 6.625 seconds) Arias intensities. The vertical green dashed line indicates the 6 second duration is achieved at about 80 percent Arias intensity. Strong shaking starts before the 5 percent time and continues after the 75 percent time. Thus, the strong motion duration of this component of the Izmit time history is acceptable.

Comparison to Target Response Spectra The response spectra of the five CSDRS compatible time history sets were generated by SAP2000 (Reference 3.7.1-8) at 600 frequencies, i.e. 200 frequencies per decade evenly distributed in the logarithmic frequency scale and the seven frequency control points used to define the CSDRS. The total number of frequencies used is 607. The response spectra of the five CSDRS 2 3.7-7 Revision 4

No frequency point in any of the CSDRS compatible time histories is greater than 30 percent above the CSDRS and no point is more than 10 percent below the target. In addition, there are no instances where more than 10 percent of the frequency points fall below the target response spectrum. The comparison data is tabulated in Table 3.7.1-5. Figure 3.7.1-12a, Figure 3.7.1-12b, and Figure 3.7.1-12c provide a visual comparison of the average of the five CSDRS compatible time histories to the CSDRS. As can be seen in these figures, the average is equal to, or slightly above, the CSDRS target in all three directions.

For the comparison of the Lucerne time histories to the CSDRS-HF, the quantity of frequencies generated varied by direction and decade. With the exception of the decade from 0.1 to 1 Hz, which had 85 frequency points in the vertical direction, all decades had more than 100 frequencies generated. For the CSDRS-HF, the frequency range of interest is 10 - 100 Hz. In this decade 362 frequencies were generated in the vertical direction.

No frequency point in the Lucerne time histories is more than 30 percent above the CSDRS-HF, and no point is more than 10 percent below the target. In addition, there are no instances where more than 10 percent of the frequency points fall below the CSDRS-HF spectrum. The comparison data is tabulated in Table 3.7.1-5.

Power Spectra Density To ensure there are no gaps in the spectra, power spectra density (PSD) curves were created. PSD is a measure of the distribution of power in an accelerogram as a function of frequency. The one-sided PSD computed from an accelerogram is defined in terms of Fourier amplitudes of the time history, F(), by the relation:

2 2 F()

PSD ( ) = ----------------------- Eq. 3.7-1 2T sm where Tsm is the strong motion duration.

As can be seen in Figure 3.7.1-13a and Figure 3.7.1-13b, there are no gaps in the PSDs for any time histories.

1.1.2.4 Results Based upon the above discussion, the modified time histories are valid representations of earthquakes that match the CSDRS and CSDRS-HF.

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storage rack, and the reactor building crane.

1.1.3 Site-Specific Design Ground Motion Site-specific seismic analysis is performed by the COL applicant to confirm that the site-independent Seismic Category I structures may be constructed without modification, or to identify where modifications are necessary. To perform that analysis a site-specific earthquake and time histories must be created.

Item 3.7-1: A COL applicant that references the NuScale Power Plant design certification will describe the site-specific structures, systems, and components.

Item 3.7-2: A COL applicant that references the NuScale Power Plant design certification will provide site-specific time histories. In addition to the above criteria for cross correlation coefficients, time step and earthquake duration, strong motion durations, comparison to response spectra and power spectra density, the applicant will also confirm that site-specific ratios V/A and AD/V2 (A, V, D, are peak ground acceleration, ground velocity, and ground displacement, respectively) are consistent with characteristic values for the magnitude and distance of the appropriate controlling events defining the site-specific uniform hazard response spectra.

Additional site-specific seismic analysis is performed by the COL applicant to confirm the adequacy of the seismic input motion and deterministic soil columns used in the soil structure interaction (SSI) analysis. The FIRS is the starting point for conducting an SSI analysis and for making a one-to-one comparison of the seismic design capacity of the standard design and the site-specific seismic demand for a site. The FIRS for the vertical direction is obtained with the vertical to horizontal (V/H) ratios appropriate for the site. For deeply embedded structures, the variation of V/H spectral ratios on ground motion over the depth of the facility will be considered.

In addition to the FIRS, the COL applicant will develop one or more performance-based response spectra at intermediate depths between the foundation and ground surface consistent with the Interim Staff Guidance ISG-017 (Reference 3.7.1-13). The performance-based response spectra for the vertical direction can be obtained with the appropriate V/H ratios used to develop the FIRS.

The site-specific FIRS response spectra satisfy the same performance criteria as the GMRS. The GMRS are those derived from the global understanding of the site soil layers above the rock condition as determined from the site exploration activities and, therefore, are unique to a particular site.

Item 3.7-9: A COL applicant that references the NuScale Power Plant design certification will include an analysis of the performance-based response spectra established at the surface and intermediate depth(s) that take into account the complexities of the subsurface layer profiles of the site and provide a technical justification for the adequacy of vertical to horizontal (V/H) spectral ratios used in establishing the 2 3.7-9 Revision 4

The COL applicant may use site-specific ground motion for the design of site-specific safety-related SSC.

1.2 Percentage of Critical Damping Values 1.2.1 System and Component Damping For analyses of Seismic Category I and Seismic Category II SSC, the damping values of RG 1.61, Revision 1, "Damping Values for Seismic Design of Nuclear Power Plants" are used. These values are presented in Table 3.7.1-6. For a discussion of damping used for the NPM subsystem, refer to Appendix 3A.

1.2.2 Structural Damping The reinforced concrete may experience some cracking during a seismic event.

Two levels of stiffness are included in the models to account for any cracking the concrete may experience. To represent cracked conditions, the stiffness of walls and diaphragms are reduced by 50 percent for flexure and shear. These effective stiffness values are provided in Table 3.7.1-7.

For static analysis using SAP2000, the in-plane (normal forces and in-plane shear) and out-of-plane plate stiffness (bending and out-of-plane shear) are changed independently by changing the stiffness modifier factors. For dynamic analysis using SASSI2010 (Reference 3.7.1-12) the plate stiffnesses are controlled by Young's modulus and the plate thickness. It is not possible to reduce the bending stiffness by 50 percent for cracked concrete while preserving the axial stiffness to 100 percent for in-plane forces by modifying Young's modulus. A compromise approach is used by reducing the thickness by a factor equal to cubic root of 0.5, or 0.7937 to reduce the bending stiffness by 50 percent for the cracked concrete condition. In this approach, the uncracked axial stiffness is reduced by a factor of 0.7937. This is summarized in Table 3.7.1-7a.

It is possible that for the SSI analyses with cracked concrete condition, all structural members might not have reached their cracked shear and moment values.

Therefore, envelope forces and moments from the SSI analyses with uncracked and cracked reinforced concrete are used for the design of the structures. Both uncracked and cracked conditions are evaluated with 7 percent damping. This is SSE damping for reinforced concrete as specified in RG 1.61.

For generation of in-structure response spectra, both uncracked and cracked reinforced concrete conditions are evaluated with 4 percent damping and the results are enveloped. This is OBE damping for reinforced concrete as specified in RG 1.61.

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The dynamic properties of the soil and rock materials (i.e., the shear modulus and damping ratio) are dependent on shear strain levels induced during the shaking of an earthquake motion. The soil shear modulus decreases with the increase of soil shear strain, while the soil damping increases with the increase of soil shear strain.

Soil degradation and damping functions were developed from 1993 Electric Power Research Institute data (Reference 3.7.1-9). These functions are shown in Figure 3.7.1-14 and Figure 3.7.1-15. For the half-space soil or rock, the shear wave velocities are assumed independent of the shear strain and the low-strain stiffness and strain-compatible damping of the soil layer above the half-space is used.

The numerical values of the shear modulus degradation and damping ratio curves as functions of the shear strains are tabulated in Table 3.7.1-8, Table 3.7.1-9 and Table 3.7.1-10. Because this site response analysis is not for a site-specific design, it is assumed that the soil site has a cohesionless soil and the extent of soil degradation varies with depth as shown in Table 3.7.1-8 and Table 3.7.1-9.

However, for a rock site with an shear-wave velocity of 3500 fps or greater, the rock degradation shown in Table 3.7.1-10 is used regardless of depth. The maximum soil damping is limited to 15 percent.

Damping values for soils are discussed further in Section 3.7.1.3 as part of the creation of strain compatible properties for the generic soil profiles.

1.3 Supporting Media for Seismic Category I Structures The footprints of both the RXB and the CRB are rectangular. The RXB is approximately 350 feet long and 150 feet wide and embedded 86 feet. The CRB is approximately 120 feet long, 80 feet wide, and embedded 55 feet. Additional discussion about the RXB and CRB is provided in Section 1.2.

The design of the site independent Seismic Category I structures is based upon four generic soil profiles. These soil profiles are not intended to represent the different soil profiles that may be encountered at actual sites. Rather, they were selected to represent the range of conditions (soft soil, firm soil/soft rock, rock, and hard rock) that could likely be encountered at a site.

The analysis considers five soil/earthquake combinations. The two softer profiles (soft soil and firm soil/soft rock) are evaluated in combination with the CSDRS. The rock profile is evaluated in combination with both the CSDRS and the CSDRS-HF. The hard rock profile is evaluated in combination with the CSDRS-HF.

Designing the foundation, walls, and slabs for these five combinations provides a design that should be acceptable at most sites. Each applicant will confirm that the site-independent Seismic Category I structures may be constructed without modification by performing a site-specific analysis and comparing the results as discussed in Section 3.8.4.8.

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The soil profiles used for the seismic analysis were selected from a larger pool of profiles. These profiles were initially identified as soil Type 1 through soil Type 12.

This nomenclature remains, even though several of the original profiles were discarded because they produced results that were similar to, or bounded by, other profiles. The rock profiles tend to control the results. However a soft soil profile has been retained to ensure that those soil configurations are acceptable. Similarly, all profiles are evaluated with high groundwater. The design envelope created by evaluating a broad range of soil conditions is sufficient to account for sites with lower water levels. For stability analysis, assuming high groundwater is a more conservative approach.

Soft Soil Profile [Type 11]

The soil profile that represents a soft soil site has a shear wave velocity of 793.3 fps at the surface, increasing to 1200 fps at 240 foot depth where it increases to 8000 fps to represent bedrock. Soil density is 120 lb/ft3 at the surface, increasing to 130 lb/ft3 at the 160 foot depth and to 150 lb/ft3 at 240 feet for the bedrock.

Initial soil properties versus depth (shear wave velocity, soil unit weight, and Poisson's ratio) are provided in Table 3.7.1-11. This soil profile is shown in Figure 3.7.1-16.

Firm Soil/Soft Rock Profile [Type 8]

The soil profile that represents a firm soil/soft rock site has a shear wave velocity of 3500 fps and a unit weight of 150 lb/ft3. The soil column below 300 feet maintains the same parameters.

Soil properties versus depth (shear wave velocity, soil unit weight, and Poisson's ratio) are provided in Table 3.7.1-12. This soil profile is shown in Figure 3.7.1-16.

Rock Profile [Type 7]

The soil profile that represents a rock site has a shear wave velocity of 5000 fps and a density is 120 lb/ft3 at the surface. Shear wave velocity remains a constant 5000 fps. Soil density increases to 135 lb/ft3 at 300 feet below the surface. The soil below 300 feet is modeled with a shear wave velocity of 5000 fps and a unit weight of 135 lb/ft3.

Soil properties versus depth (shear wave velocity, soil unit weight, and Poisson's ratio) are provided in Table 3.7.1-13. This soil profile is shown in Figure 3.7.1-16.

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The soil profile that represents a hard rock site has a shear wave velocity of 8000 fps and a soil density of 150 lb/ft3. Groundwater is not present. The soil column at 300 feet below the surface has the same parameters.

Soil properties versus depth (shear wave velocity, soil unit weight, and Poisson's ratio) are provided in Table 3.7.1-14. This soil profile is shown in Figure 3.7.1-16.

Engineered Fill All soil profiles include 25 feet of backfill around the structures. The backfill has the same properties as the Soft Soil Profile [Type 11].

1.3.2 Strain Compatible Soil Properties The time histories are applied as the outcrop motion at the base of the RXB foundation. The soil outcrop is shown on the right side of the layered soil sketch in Figure 3.7.1-17. The strain compatible soil properties are obtained by applying the outcrop motion at the bottom elevation of the RXB foundation. The in-layer motions for the RXB SSI analysis are also calculated by applying the outcrop motion at the bottom elevation of the RXB foundation. For the calculation of the in-layer soil response motions for the CRB soil-structure interaction analysis, the outcrop motion is applied at the bottom elevation of the CRB foundation. The strain-compatible soil properties remain the same as those obtained by applying the outcrop motion at the bottom elevation of the RXB foundation.

The thickness and shear wave velocity of a soil layer determines the maximum frequency of a seismic wave that can pass through that soil layer. The relationship between these three parameters is given by Eq. 3.7-2.

1 Vs h --- ---------- Eq. 3.7-2 5 f pass where, fpass is the maximum frequency that can pass through the soil layer, VS is the shear wave velocity, and h is the layer thickness.

To ensure that high frequency motion is adequately transferred to the structure, layers of 6.25 feet thickness were used between the surface and the base of the RXB and five feet thick layers were used to the 300 foot depth.

By using these thicknesses and interpolating the original data presented in Table 3.7.1-11, Table 3.7.1-12, Table 3.7.1-13, and Table 3.7.1-14, and incorporating 2 3.7-13 Revision 4

analysis were developed. The low-strain shear wave velocities for the soil types are shown in Figure 3.7.1-16. The densities are shown in Figure 3.7.1-18.

For analysis, the water table is assumed to be at the grade level. For saturated soil, a P-wave velocity, VP, of 5000 fps is used. The exception is when it must be adjusted to limit the Poisson's ratio to 0.48. The maximum soil damping is limited to 15 percent.

The in-layer soil response acceleration time histories at a depth of 86 feet for the bottom of the RXB foundation and at 56.25 feet for the bottom of the CRB foundation are calculated using the computer program SHAKE2000, Version 9.98.0, "A Computer Program for the 1-D Analysis of Geotechnical Earthquake Engineering Problems, (Reference 3.7.1-10). Validation of Shake2000 is discussed in Section 3.7.5. The nonlinear soil behavior is approximated by the equivalent linear technique described in "SHAKE, A Computer Program for Earthquake Response Analysis of Horizontally Layered Sites," (Reference 3.7.1-11). The SHAKE2000 program performs a one-dimensional analysis of a layered soil profile subjected to a seismic wave propagating in the vertical direction. Only one acceleration component can be applied as the excitation input in each analysis. For the soil analyses, the seismic input is applied as an outcrop motion at the bottom elevation of the RXB foundation.

The nonlinear soil properties are defined by soil shear strain dependent shear moduli and damping ratios for each layer. Using the strain dependent shear modulus degradation curves and strain-dependent damping curves, the iterative procedure implemented in SHAKE2000 calculates the strain-compatible soil properties in terms of shear moduli (or shear wave velocities) and damping ratios for all layers.

To obtain a single set of the strain-compatible soil properties of a soil profile for all three excitation components, the following steps are used:

Step 1. Perform initial SHAKE2000 analysis for the first S-wave excitation, designated as SV, using the east-west (EW) acceleration time history as the input motion. Soil property iteration is required. This step calculates the strain-compatible soil properties due to the first horizontal excitation.

Step 2. Perform initial SHAKE2000 analysis for the second S-wave excitation, designated as SH, using the north-south (NS) acceleration time history as the input motion. Soil property iteration is required. This step calculates the strain-compatible soil properties due to the second horizontal excitation.

Step 3. Average the strain-compatible properties obtained in Steps 1 and 2.

This step calculates final strain-compatible soil properties applicable to the horizontal excitation components (i.e. EW and NS).

2 3.7-14 Revision 4

No iteration of soil properties is required. This step calculates the in-layer horizontal acceleration response time histories that are used as the horizontal input excitations (EW and NS) in the SSI analysis.

Step 5. Perform the final SHAKE2000 analysis for the vertical excitation, designated as PV. The soil properties in terms of the P-wave velocities, VP, of all layers are required for the vertical excitation analysis. The P-wave velocities are calculated as described below. The same strain-compatible soil damping ratios for all layers obtained in Step 3 are used. No iteration of soil properties is required. This step produces the in-layer vertical site response time histories used in the SSI analysis.

For the calculation of site responses from the vertical excitation, the confined moduli, (or P-wave velocities) are used in Step 5 instead of using the strain-compatible shear moduli, (or S-wave velocities). The calculation of VP is described below.

Calculate the shear wave velocity, for each layer based on its strain-compatible shear modulus G and soil density as:

G Vs = ---- Eq. 3.7-3 where G is the shear modulus calculated in Step 3, and is the soil density calculated as the unit weight, , divided by gravity constant, g.

Calculate the P-wave velocities, for each layer using the following formula:

2(1 - )

V p = V s ---------------------- Eq. 3.7-4

( 1 - 2 )

where is the Poisson's ratio of the soil layer. The Poisson's ratio can be calculated for a pair of known VS and VP as follows:

Vs 2 2 ------ - 1 V p

= ------------------------------ Eq. 3.7-5 Vs 2 2 ------ - 2 V p A minimum P-wave velocity of 5000 fps is used because the soil layer is below the water table. In using the VP of 5000 fps for a saturated soil, the Poisson's ratio should be recalculated for VP of 5000 fps using 2 3.7-15 Revision 4

recalculated using 0.48 for the Poisson's ratio in Eq. 3.7-4. The limit of 0.48 for the Poisson's ratio is a limitation of the SSI analysis.

Step 6. Perform final SHAKE2000 analyses, as described in Steps 4 and 5, using final strain compatible properties to get in-layer motion at the bottom of the CRB basemat for inputs to the CRB SSI analysis.

For each soil type, the strain-compatible properties associated with each of the five CSDRS compatible time histories are averaged so that a single set of soil properties may be used per soil type. These average strain-compatible soil properties are presented in Table 3.7.1-15, Table 3.7.1-16, and Table 3.7.1-17. There is only one set of CSDRS-HF compatible time histories, so no averaging is performed. The strain-compatible properties for the rock profiles are presented in Table 3.7.1-18 for Soil Type 7 and Table 3.7.1-19 for Soil Type 9.

Average VS profiles are combined into a single plot, shown in Figure 3.7.1-19, for the CSDRS compatible profiles. The CSDRS-HF compatible VS profiles are provided in Figure 3.7.1-20.

Figure 3.7.1-21, Figure 3.7.1-22 and Figure 3.7.1-23 illustrates the strain compatible damping for the soil types used with the five CSDRS compatible time histories.

Figure 3.7.1-24 combines the average damping ratios for all soil types on a single plot. Figure 3.7.1-25 shows the strain compatible damping for the CSDRS-HF for Soil Type 7 and Soil Type 9.

Wave passing frequencies calculated using Eq. 3.7-2, the averaged VS and layer thicknesses presented in Table 3.7.1-16 through Table 3.7.1-19, are tabulated in Table 3.7.1-20.

The fundamental frequency of the soil medium between a certain soil layer and the ground surface can be calculated using the relationship that the soil depth, h, equal to a quarter of the fundamental shear wave length, , as follows:

h = 4 Eq. 3.7-6 Thus, the soil frequency, f, can be calculated using the S-wave velocity, as follows:

Vs Vs f = ----- = ------ Eq. 3.7-7 4h VS is the average value over all layers within the depth h.

The average strain-compatible soil properties of the CSDRS compatible inputs have previously been shown in Figure 3.7.1-19 for shear wave velocities and Figure 3.7.1-24 for damping ratios.

2 3.7-16 Revision 4

between foundation bottom and grade by using Eq. 3.7-7.

The calculated horizontal soil frequencies are shown in Table 3.7.1-21 in a low-to-high frequency sequence. Each frequency in the table correlates with the first peak in the horizontal transfer function depicting foundation input to surface output amplification.

1.3.3 Site-Specific Soil Profile Item 3.7-3: A COL applicant that references the NuScale Power Plant design certification will

develop a site-specific strain compatible soil profile.

confirm that the criterion for the minimum required response spectrum has been satisfied.

determine whether the seismic site characteristics fall within the seismic design parameters such as soil layering assumptions used in the certified design, range of soil parameters, shear wave velocity values, and minimum soil bearing capacity.

1.4 References 3.7.1-1 U.S. Nuclear Regulatory Commission, "Interim Staff Guidance on Seismic Issues Associated with High Frequency Ground Motion in Design Certification and Combined License Applications," ISG-001, May 2008.

3.7.1-2 U.S. Nuclear Regulatory Commission, "Support Document for Screening and Prioritization Results Regarding Seismic Hazard Re-Evaluations for Operating Reactors in the Central and Eastern United States,"

Memorandum, Agencywide Documents Access and Management System (ADAMS) Accession No. ML14136A126, May 21, 2014.

3.7.1-3 American Society of Civil Engineers/Structural Engineering Institute, "Seismic Design Criteria for Structures, Systems, and Components in Nuclear Facilities," ASCE/SEI 43-05, Reston, VA.

3.7.1-4 Pacific Earthquake Engineering Research Center, PEER NGA Strong Motion Database, http://peer.berkeley.edu/nga/, University of California, Berkeley, CA, 2013.

3.7.1-5 Lilhanand, K. and W.S.Tseng (F.H. Wittmann, ed.), "Generation of Synthetic Time Histories Compatible with Multiple-Damping Response Spectra,"

Biennial international conference on structural mechannics in reactor technology (SMiRT-9), Lausanne, Switzerland, 1987.

3.7.1-6 Abrahamson, N.A., "Non-Stationary Spectral Matching," Seismological Research Letters, (1992): 63:1:30.

2 3.7-17 Revision 4

3.7.1-8 SAP2000 Advanced Version 17.1.1. (2014). Berkeley, CA: Computers and Structures, Inc.

3.7.1-9 Electric Power Research Institute, "Guidelines for Determining Design Basis Ground Motions," EPRI #102293, Palo Alto, CA, 1993.

3.7.1-10 Ordonez, G. A., SHAKE2000, Version 9.98.0, "A Computer Program for the 1-D Analysis of Geotechnical Earthquake Engineering Problems," User's Manual, April 2013.

3.7.1-11 Schnabel, P.B., J. Lysmer, and H.B. Seed, "SHAKE, A Computer Program for Earthquake Response Analysis of Horizontally Layered Sites," EERC Report No. 72-12, University of California, Berkeley, 1972.

3.7.1-12 SASSI2010 (Version 1.0) [Computer Program]. (2012). Berkeley, CA.

3.7.1-13 U.S. Nuclear Regulatory Commission, "Interim Staff Guidance on Ensuring Hazard-Consistent Seismic Input for Site Response and Soil Structure Interaction Analyses," ISG-017.

2 3.7-18 Revision 4

ble 3.7.1-1: Certified Seismic Design Response Spectra Control Points at 5 Percent Damping Horizontal (NS and EW) Vertical (V)

Frequency (Hz) Acceleration (g) Frequency (Hz) Acceleration (g) 0.1 0.024 0.1 0.016 0.25 0.15 0.25 0.1 1 0.60 1 0.40 3.5 1.15 4.5 1.06 12 1.15 16 1.06 50 0.50 50 0.40 100 0.50 100 0.40 log interpolation is used between the frequencies listed in the table.

2 3.7-19 Revision 4

Table 3.7.1-2: Certified Seismic Design Response Spectra - High Frequency Control Points at 5 Percent Damping Horizontal (NS and EW) Vertical (V)

Frequency (Hz) Acceleration (g) Frequency (Hz) Acceleration (g) 0.1 0.01 0.1 0.01 0.2 0.05 0.3 0.04 0.3 0.08 0.5 0.09 0.5 0.12 1 0.1 1 0.16 2 0.18 1.8 0.25 3.8 0.24 3.7 0.35 4.6 0.29 5 0.43 11 0.76 8 0.9 20 1.0 20 1.5 30 1.2 25 1.6 50 1.3 30 1.5 100 0.52 50 1.0 - -

100 0.52 - -

log interpolation is used between the frequencies listed in the table.

2 3.7-20 Revision 4

Table 3.7.1-3: Cross-Correlation Coefficients Original Recording Modified Acceleration Modified Acceleration Cross- correlation (target) Component 1 Component 2 Coefficient Yermo NS EW 0.0103 (CSDRS) EW Vertical 0.0159 NS Vertical 0.0258 Capitola NS EW 0.0277 (CSDRS) EW Vertical 0.0219 NS Vertical 0.0862 Chi-Chi NS EW 0.0951 (CSDRS) EW Vertical 0.0231 NS Vertical 0.0811 Izmit NS EW 0.0888 (CSDRS) EW Vertical 0.0473 NS Vertical 0.0798 El Centro NS EW 0.0071 (CSDRS) EW Vertical 0.0561 NS Vertical 0.0490 Lucerne NS EW 0.0259 (CSDRS-HF) EW Vertical 0.1162 NS Vertical 0.0141 2 3.7-21 Revision 4

Table 3.7.1-4: Duration of Time Histories riginal Component No. of Data Time Step Size Duration T05 T75 Strong Motion ecording Points (sec) (sec) (sec) (sec) Duration Target) (T75 - T05)

(sec)

Yermo EW 8802 0.005 44.005 13.075 22.245 9.170 CSDRS) NS 8802 0.005 44.005 12.945 21.140 8.195 Vertical 8802 0.005 44.005 7.320 18.470 11.150 Capitola EW 7992 0.005 39.955 4.135 10.910 6.775 CSDRS) NS 7992 0.005 39.955 3.975 10.875 6.900 Vertical 7992 0.005 39.955 3.415 10.885 7.470 Chi-Chi EW 13854 0.005 69.265 5.965 19.540 13.575 CSDRS) NS 13854 0.005 69.265 4.515 22.680 18.165 Vertical 13854 0.005 69.265 3.295 18.995 15.700 Izmit EW 6000 0.005 29.995 2.930 11.340 8.410 CSDRS) NS 6000 0.005 29.995 1.360 6.625 5.265*

Vertical 6000 0.005 29.995 1.985 9.960 7.975 l Centro EW 8004 0.005 40.015 2.095 16.545 14.450 CSDRS) NS 8004 0.005 40.015 1.575 10.895 9.320 Vertical 8004 0.005 40.015 1.885 8.000 6.115 Lucerne NS 9625 0.005 48.12 7.510 16.240 8.730 SDRS-HF) EW 9625 0.005 48.12 7.665 16.185 8.520 Vertical 9625 0.005 48.12 6.270 16.555 10.285 is is acceptable as explained in Section 3.7.1.1.2.3 2 3.7-22 Revision 4

Table 3.7.1-5: Comparison of Response Spectra to CSDRS and CSDRS-HF riginal Component Frequency Number of Freq. in Max. Max. Max. Number cordings Decade Response Spectrum Difference Difference of Consecutive Calculation below Target above Points below

(%) Target(a) Target

(%)

Yermo NS three decades from 607 -3.6 +23.8 1 CSDRS) EW 0.1 to 100 Hz -5.3 +26.3 4 Vertical -4.9 +22.4 7 apitola NS three decades from 607 -8.6 +23.8 10(c)

CSDRS) EW 0.1 to 100 Hz -4.3 +23.7 5 Vertical -7.0 +24.1 2 hi-Chi NS three decades from 607 -7.4 +16.1 3 CSDRS) EW 0.1 to 100 Hz -4.6 +30.0(b) 4 Vertical -4.6 +27.0 2 Izmit NS three decades from 607 -7.1 +21.0 3 CSDRS) EW 0.1 to 100 Hz -5.2 +17.5 11(d)

Vertical -9.3 +17.8 5 Centro NS three decades from 607 -6.6 +16.3 7 CSDRS) EW 0.1 to 100 Hz -5.8 +27.9 14(e)

Vertical -7.2 +17.2 3 ucerne NS 0.1 - 1 Hz 110 -6.51 +13.11 6 DRS-HF) 1 - 10 Hz 215 10 - 100 Hz 271 EW 0.1 - 1 Hz 132 -6.63 +13.07 19(f) 1 - 10 Hz 148 10 - 100 Hz 221 Vertical 0.1 - 1 Hz 85(g) -2.26 +13.65 6 1 - 10 Hz 229 10 - 100 Hz 362 s:

he high values are obtained in low frequency range of lower than 0.2 Hz Actually 29.96 at 0.164 Hz ound at 0.145 Hz, the maximum below target is 5.2%; beyond frequency 0.162 Hz, the maximum number of below arget value is 1 ound at 0.12 Hz, the maximum below target is 5.2%; beyond frequency 0.135 Hz, the maximum number of below target alue is 4 ound at 0.22 Hz, the maximum below target is 3.9%; beyond frequency 0.254 Hz, the maximum number of below target alue is 1 ound at 0.123 Hz, maximum below target is 6.8%; also found at 0.21 Hz with maximum below target 6.7%; beyond 0.23 Hz the maximum number below target is five here are less than 100 points in the 0.1 Hz to 1 Hz decade. However, for the CSDRS-HF, the frequency range of interest is 0 Hz to 100 Hz. There are 362 analyzed frequencies in that decade 2 3.7-23 Revision 4

cale Final Safety Analysis Report Material SSE Damping OBE Damping

(% of Critical Damping) (% of Critical Damping)

Damping Values for Structural Material Reinforced Concrete 7% 4%

Reinforced Masonry 7% 4%

Prestressed Concrete 5% 3%

Welded Steel or Bolted Steel with Friction Connections 4% 3%

Bolted Steel with Bearing Connections 7% 5%

e: For steel structures with a combination of different connection types, use the lowest specified damping value, or as an alternative, use a weighted average damping value based on the number of each type present in the structure.

For a discussion of damping used for the NPM subsystem, refer to the technical report TR-0916-51502, "NuScale Power Module Seismic Analysis."

Damping Values for Piping Systems Piping Systems 4% 3%

es: As an alternative for response spectrum analyses using an envelope of the SSE or OBE response 6

tra at all support points (uniform support motion), frequency-dependent damping values shown e Figure to the right may be used, subject to the following restrictions:

5 quency-dependent damping should be used completely and consistently, if at all. (Damping ues specified in Regulatory Guide 1.61 are to be used for equipment other than piping.) 4 Damping,%critical e of the specified damping values is limited only to response spectral analyses. Acceptance of the e of the specified damping values with other types of dynamic analyses (e.g., time-history analyses 3 independent support motion method) requires further justification.

hen used for reconciliation or support optimization of existing designs, the effects of increased 2 otion on existing clearances and online mounted equipment should be checked.

quency-dependent damping is not appropriate for analyzing the dynamic response of piping 1 tems using supports designed to dissipate energy by yielding.

0 quency-dependent damping is not applicable to piping in which stress corrosion cracking has 0 10 20 30 40 curred, unless a case-specific evaluation is provided and reviewed and found acceptable by the Frequency,Hz C staff.

Damping Values for Electrical Distribution Systems Cable Tray Systems Maximum Cable Loading 10% 7%

Empty 7% 5%

Sprayed-on Fire Retardant or other cable-restraining mechanism 7% 5%

Conduit Systems Seismic Design Maximum Cable fill 7% 5%

Empty 5% 3%

cale Final Safety Analysis Report Material SSE Damping OBE Damping

(% of Critical Damping) (% of Critical Damping) es:

aximum cable loadings, in accordance with the plant design specification, are to be utilized in conjunction with these damping values.

are cable tray and conduit, initially empty, may be analyzed with zero cable load and these damping values. (Note: Re-analysis is expected when put into service.)

straint of the free relative movement of the cables inside a tray reduces the system damping.

hen cable loadings of less than maximum are specified for design calculations, the applicant or licensee is expected to justify the selected damping values and obtain NRC w for acceptance on a case-by-case basis.

Damping Values for HVAC Duct Systems Pocket Lock 10% 7%

Companion Angle 7% 5%

Welded 4% 3%

Damping Values for Mechanical and Electrical Components Motor, Fan, and Compressor Housings (protection, structural support) 3% 2%

Pressure Vessels, Heat Exchangers, and Pump and Valve Bodies (pressure boundary) 3% 2%

Welded Instrument Racks (structural support) 3% 2%

Electrical Cabinets, Panels, and Motor Control Centers (MCCs) (protection, structural support) 3% 2%

Metal Atmospheric Storage Tanks (containment, protection)

- Impulsive Mode 3% 2%

- Sloshing Mode 0.5% 0.5%

Seismic Design

Table 3.7.1-7: Effective Stiffness of Reinforced Concrete Members Member Flexural Rigidity Shear Rigidity Axial Rigidity ms-nonprestressed 0.5 EcIg GcAw -

ms-prestressed EcIg GcAw -

mns in compression 0.7 EcIg GcAw EcAg mns in tension 0.5 EcIg GcAw EsAs s and diaphragms - uncracked EcIg GcAw EcAg (fb < fcr ) (V < Vc) s and diaphragms - cracked 0.5 EcIg 0.5 GcAw EcAg (fb > fcr ) (V > Vc) re, Gross area of the concrete section Gross area of the reinforcing steel Web area Concrete compressive modulus, from ACI-349 = 57,000(fc )1/2 Steel modulus Bending stress Cracking stress Concrete shear modulus = 0.4Ec Gross moment of inertia Wall shear Nominal concrete shear capacity 2 3.7-26 Revision 4

Finite Element Model Members Flexural Rigidity Shear Rigidity Axial Rigidity cIg 0.7937GcAw 0.7937EcAg 2 3.7-27 Revision 4

ble 3.7.1-8: Soil Shear Modulus Degradation and Strain-Dependent Soil Damping (0-120 ft)

1. Depth 0-20 ft 2. Depth 20-50 ft 3. Depth 50-120 ft train G/Gmax Damping Strain G/Gmax Damping Strain G/Gmax Damping

(%) (%) (%)

.0001 1 1.5 0.0001 1 1.2 0.0001 1 1

.0003 1 1.6 0.0003 1 1.2 0.0003 1 1

.001 0.985 1.9 0.001 0.995 1.3 0.001 1 1.1

.003 0.915 2.8 0.003 0.95 2 0.003 0.97 1.7 0.01 0.75 5.1 0.01 0.825 3.6 0.01 0.875 2.8 0.03 0.52 9 0.03 0.62 6.8 0.03 0.695 5.3 0.1 0.275 15.4 0.1 0.36 12.6 0.1 0.43 10.3 0.3 0.125 21.5 0.3 0.175 18.7 0.3 0.23 16.3 1 0.045 28 1 0.067 25 1 0.09 22.8 2 3.7-28 Revision 4

3.7.1-9: Soil Shear Modulus Degradation and Strain-Dependent Soil Damping (120 ft-1000 ft)

4. Depth 120-250 ft 5. Depth 250-500 ft 6. Depth 500-1000 ft train G/Gmax Damping Strain G/Gmax Damping Strain G/Gmax Damping

(%) (%) (%)

.0001 1 0.8 0.0001 1 0.8 0.0001 1 0.6

.0003 1 0.8 0.0003 1 0.8 0.0003 1 0.6

.001 1 0.9 0.001 1 0.8 0.001 1 0.6

.003 0.975 1.3 0.003 0.985 1 0.003 0.99 0.8 0.01 0.905 2.2 0.01 0.93 1.8 0.01 0.95 1.3 0.03 0.755 4.3 0.03 0.805 3.4 0.03 0.86 2.4 0.1 0.495 8.8 0.1 0.56 7.3 0.1 0.65 5.5 0.3 0.28 14.3 0.3 0.335 12.5 0.3 0.41 10.2 1 0.115 21 1 0.15 19.2 1 0.2 16.7 2 3.7-29 Revision 4

le 3.7.1-10: Strain-Dependent Soil Shear Moduli and Soil Damping Ratios for Gravel and Rock

7. Gravel (130+ ft) 8. Rock Average Strain G/Gmax Damping (%) Strain G/Gmax Strain Damping

(%)

0.0001 1 3 0.0001 1 0.0001 0.4 0.0003 1 3 0.0003 1 0.001 0.8 0.001 1 3.3 0.001 0.9875 0.01 1.5 0.003 0.985 4 0.003 0.9525 0.1 3 0.01 0.82 6.5 0.01 0.9 1 4.6 0.03 0.57 10.1 0.03 0.81 - -

0.1 0.32 16 0.1 0.725 - -

0.3 0.14 22.5 1 0.55 - -

1 0.05 27.5 - - - -

2 3.7-30 Revision 4

Table 3.7.1-11: Soft Soil [Type 11] Parameters Layer No. Thickness (ft) Depth (ft) Shear Wave Unit Weight (pcf) Poissons Ratio Velocity Vs (ft/s) 1 2 -2 703.3 120 0.35 2 3 -5 703.3 120 0.35 3 15 -20 703.3 120 0.35 4 20 -40 981.8 120 0.35 5 20 -60 1163.8 120 0.35 6 20 -80 1199 120 0.35 7 20 -100 1136 120 0.35 8 20 -120 1143 120 0.35 9 40 -160 1162 130 0.35 10 40 -200 1181 130 0.35 11 40 -240 1200 130 0.35 12 60 -300 8000 150 0.25 13 Halfspace -300 8000 150 0.25 2 3.7-31 Revision 4

Table 3.7.1-12: Firm Soil/Soft Rock [Type 8] Parameters Layer No. Thickness (ft) Depth (ft) Shear Wave Unit Weight (pcf) Poissons Ratio Velocity Vs (ft/s) 1 2 -2 3500 150 0.25 2 3 -5 3500 150 0.25 3 15 -20 3500 150 0.25 4 20 -40 3500 150 0.25 5 20 -60 3500 150 0.25 6 20 -80 3500 150 0.25 7 20 -100 3500 150 0.25 8 20 -120 3500 150 0.25 9 40 -160 3500 150 0.25 10 40 -200 3500 150 0.25 11 40 -240 3500 150 0.25 12 60 -300 3500 150 0.25 13 Halfspace -300 3500 150 0.25 2 3.7-32 Revision 4

Table 3.7.1-13: Rock [Type 7] Parameters Layer No. Thickness (ft) Depth (ft) Shear Wave Unit Weight (pcf) Poissons Ratio Velocity Vs (ft/s) 1 2 -2 5000 120 0.38 2 3 -5 5000 120 0.38 3 15 -20 5000 120 0.38 4 20 -40 5000 120 0.35 5 20 -60 5000 125 0.35 6 20 -80 5000 125 0.35 7 20 -100 5000 125 0.35 8 20 -120 5000 130 0.32 9 40 -160 5000 130 0.32 10 40 -200 5000 135 0.32 11 40 -240 5000 135 0.32 12 60 -300 5000 135 0.30 13 Halfspace -300 5000 135 0.30 2 3.7-33 Revision 4

Table 3.7.1-14: Hard Rock [Type 9] Parameters Layer No. Thickness (ft) Depth (ft) Shear Wave Unit Weight (pcf) Poissons Ratio Velocity Vs (ft/s) 1 2 -2 8000 150 0.25 2 3 -5 8000 150 0.25 3 15 -20 8000 150 0.25 4 20 -40 8000 150 0.25 5 20 -60 8000 150 0.25 6 20 -80 8000 150 0.25 7 20 -100 8000 150 0.25 8 20 -120 8000 150 0.25 9 40 -160 8000 150 0.25 10 40 -200 8000 150 0.25 11 40 -240 8000 150 0.25 12 60 -300 8000 150 0.25 13 Halfspace -300 8000 150 0.25 2 3.7-34 Revision 4

Table 3.7.1-15: Average Strain-Compatible Properties for CSDRS for Rock [Type 7]

ayer No. Depth(ft) Layer Thickness Damping Unit Weight Vs (fps) Poissons Vp (fps)

(ft) Ratio (pcf) Ratio 1 6.25 6.25 0.004 120 5000 0.38 11365 2 12.5 6.25 0.006 120 4993 0.38 11349 3 18.75 6.25 0.007 120 4980 0.38 11319 4 25 6.25 0.008 120 4971 0.36 10513 5 31.25 6.25 0.009 120 4956 0.35 10317 6 37.5 6.25 0.009 120 4939 0.35 10282 7 43.75 6.25 0.01 123 4928 0.35 10258 8 50 6.25 0.01 125 4918 0.35 10237 9 56.25 6.25 0.01 125 4907 0.35 10215 10 62.5 6.25 0.011 125 4898 0.35 10197 11 68.75 6.25 0.011 125 4890 0.35 10180 12 75 6.25 0.011 125 4883 0.35 10165 13 80 5 0.011 125 4876 0.35 10151 14 85 5 0.012 125 4870 0.35 10138 15 90 5 0.012 125 4864 0.35 10125 16 95 5 0.012 125 4858 0.35 10113 17 100 5 0.012 125 4853 0.35 10102 18 105 5 0.012 130 4852 0.32 9431 19 110 5 0.012 130 4847 0.32 9422 20 115 5 0.012 130 4843 0.32 9412 21 120 5 0.013 130 4838 0.32 9403 22 125 5 0.013 130 4834 0.32 9395 23 130 5 0.013 130 4829 0.32 9386 24 135 5 0.013 130 4825 0.32 9379 25 140 5 0.013 130 4821 0.32 9371 26 145 5 0.013 130 4818 0.32 9364 27 150 5 0.013 130 4814 0.32 9357 28 155 5 0.013 130 4811 0.32 9351 29 160 5 0.013 130 4808 0.32 9345 30 165 5 0.013 135 4809 0.32 9347 31 170 5 0.013 135 4806 0.32 9342 32 175 5 0.013 135 4803 0.32 9336 33 180 5 0.013 135 4801 0.32 9331 34 185 5 0.013 135 4798 0.32 9326 35 190 5 0.013 135 4796 0.32 9322 36 195 5 0.013 135 4794 0.32 9317 37 200 5 0.013 135 4791 0.32 9312 38 205 5 0.014 135 4789 0.32 9308 39 210 5 0.014 135 4787 0.32 9304 40 215 5 0.014 135 4785 0.32 9300 41 220 5 0.014 135 4783 0.32 9296 42 225 5 0.014 135 4781 0.32 9292 43 230 5 0.014 135 4779 0.32 9288 44 235 5 0.014 135 4777 0.32 9285 45 240 5 0.014 135 4775 0.32 9282 46 245 5 0.014 135 4774 0.30 8930 47 250 5 0.014 135 4772 0.30 8927 48 255 5 0.014 135 4770 0.30 8924 49 260 5 0.014 135 4768 0.30 8920 2 3.7-35 Revision 4

ayer No. Depth(ft) Layer Thickness Damping Unit Weight Vs (fps) Poissons Vp (fps)

(ft) Ratio (pcf) Ratio 50 265 5 0.014 135 4766 0.30 8917 51 270 5 0.014 135 4765 0.30 8914 52 275 5 0.014 135 4763 0.30 8911 53 280 5 0.014 135 4762 0.30 8908 54 285 5 0.014 135 4760 0.30 8905 55 290 5 0.014 135 4759 0.30 8903 56 295 5 0.014 135 4757 0.30 8900 57 300 5 0.014 135 4756 0.30 8897 Halfspace 0.014 135 5000 0.30 9354 2 3.7-36 Revision 4

Table 3.7.1-16: Average Strain-Compatible Properties for CSDRS for Soft Soil

[Type 11]

yer No. Depth(ft) Layer Damping Unit Weight Vs (fps) Poissons Vp (fps)

Thickness (ft) Ratio (pcf) Ratio 1 6.25 6.25 0.045 120 625 0.48 3187 2 12.5 6.25 0.101 120 487 0.48 2481 3 18.75 6.25 0.149 120 371 0.48 1891 4 25 6.25 0.074 120 712 0.48 3632 5 31.25 6.25 0.08 120 739 0.48 3770 6 37.5 6.25 0.092 120 702 0.48 3581 7 43.75 6.25 0.084 120 805 0.48 4106 8 50 6.25 0.082 120 867 0.48 4421 9 56.25 6.25 0.063 120 933 0.48 4759 10 62.5 6.25 0.066 120 932 0.48 4754 11 68.75 6.25 0.068 120 943 0.48 4806 12 75 6.25 0.071 120 929 0.48 4739 13 80 5 0.074 120 919 0.48 4683 14 85 5 0.083 120 832 0.48 4240 15 90 5 0.085 120 824 0.48 4200 16 95 5 0.087 120 817 0.48 4163 17 100 5 0.088 120 810 0.48 4129 18 105 5 0.089 120 812 0.48 4141 19 110 5 0.09 120 807 0.48 4112 20 115 5 0.092 120 801 0.48 4082 21 120 5 0.093 120 795 0.48 4054 22 125 5 0.066 130 917 0.48 4674 23 130 5 0.067 130 911 0.48 4645 24 135 5 0.068 130 906 0.48 4617 25 140 5 0.07 130 899 0.48 4585 26 145 5 0.072 130 893 0.48 4552 27 150 5 0.073 130 886 0.48 4517 28 155 5 0.075 130 879 0.48 4483 29 160 5 0.076 130 873 0.48 4451 30 165 5 0.075 130 890 0.48 4539 31 170 5 0.077 130 885 0.48 4511 32 175 5 0.078 130 879 0.48 4484 33 180 5 0.079 130 875 0.48 4459 34 185 5 0.08 130 870 0.48 4436 35 190 5 0.081 130 865 0.48 4413 36 195 5 0.082 130 861 0.48 4389 37 200 5 0.083 130 856 0.48 4364 38 205 5 0.082 130 874 0.48 4458 39 210 5 0.083 130 870 0.48 4435 40 215 5 0.084 130 865 0.48 4413 41 220 5 0.085 130 861 0.48 4391 42 225 5 0.086 130 857 0.48 4370 43 230 5 0.087 130 854 0.48 4352 44 235 5 0.088 130 850 0.48 4333 45 240 5 0.089 130 846 0.48 4313 46 245 5 0.008 150 7945 0.25 13762 47 250 5 0.008 150 7936 0.25 13745 2 3.7-37 Revision 4

yer No. Depth(ft) Layer Damping Unit Weight Vs (fps) Poissons Vp (fps)

Thickness (ft) Ratio (pcf) Ratio 48 255 5 0.009 150 7925 0.25 13726 49 260 5 0.009 150 7910 0.25 13700 50 265 5 0.009 150 7894 0.25 13672 51 270 5 0.01 150 7880 0.25 13649 52 275 5 0.01 150 7869 0.25 13629 53 280 5 0.01 150 7859 0.25 13611 54 285 5 0.01 150 7850 0.25 13597 55 290 5 0.01 150 7844 0.25 13586 56 295 5 0.01 150 7839 0.25 13578 57 300 5 0.01 150 7837 0.25 13573 Halfspace 0.01 150 8000 0.25 13856 2 3.7-38 Revision 4

Table 3.7.1-17: Average Strain-Compatible Properties for CSDRS for Firm Soil/Soft Rock

[Type 8]

yer No. Depth(ft) Layer Damping Unit Weight Vs (fps) Poissons Vp (fps)

Thickness (ft) Ratio (pcf) Ratio 1 6.25 6.25 0.006 150 3500 0.25 6062 2 12.5 6.25 0.008 150 3482 0.25 6032 3 18.75 6.25 0.009 150 3462 0.25 5997 4 25 6.25 0.01 150 3443 0.25 5963 5 31.25 6.25 0.011 150 3429 0.25 5939 6 37.5 6.25 0.011 150 3417 0.25 5919 7 43.75 6.25 0.012 150 3405 0.25 5898 8 50 6.25 0.012 150 3394 0.25 5879 9 56.25 6.25 0.013 150 3385 0.25 5863 10 62.5 6.25 0.013 150 3377 0.25 5849 11 68.75 6.25 0.013 150 3369 0.25 5836 12 75 6.25 0.013 150 3363 0.25 5825 13 80 5 0.013 150 3358 0.25 5816 14 85 5 0.014 150 3353 0.25 5808 15 90 5 0.014 150 3349 0.25 5801 16 95 5 0.014 150 3345 0.25 5794 17 100 5 0.014 150 3342 0.25 5788 18 105 5 0.014 150 3338 0.25 5782 19 110 5 0.014 150 3335 0.25 5776 20 115 5 0.014 150 3332 0.25 5771 21 120 5 0.015 150 3329 0.25 5766 22 125 5 0.015 150 3327 0.25 5762 23 130 5 0.015 150 3324 0.25 5757 24 135 5 0.015 150 3321 0.25 5751 25 140 5 0.015 150 3317 0.25 5746 26 145 5 0.015 150 3314 0.25 5740 27 150 5 0.015 150 3311 0.25 5734 28 155 5 0.015 150 3307 0.25 5729 29 160 5 0.015 150 3304 0.25 5723 30 165 5 0.016 150 3301 0.25 5718 31 170 5 0.016 150 3298 0.25 5711 32 175 5 0.016 150 3294 0.25 5706 33 180 5 0.016 150 3291 0.25 5700 34 185 5 0.017 150 3288 0.25 5694 35 190 5 0.017 150 3285 0.25 5689 36 195 5 0.017 150 3282 0.25 5684 37 200 5 0.017 150 3279 0.25 5679 38 205 5 0.017 150 3276 0.25 5675 39 210 5 0.017 150 3274 0.25 5671 40 215 5 0.017 150 3272 0.25 5666 41 220 5 0.017 150 3269 0.25 5662 42 225 5 0.017 150 3267 0.25 5658 43 230 5 0.018 150 3265 0.25 5655 44 235 5 0.018 150 3263 0.25 5651 45 240 5 0.018 150 3261 0.25 5648 46 245 5 0.018 150 3259 0.25 5645 47 250 5 0.018 150 3257 0.25 5642 2 3.7-39 Revision 4

yer No. Depth(ft) Layer Damping Unit Weight Vs (fps) Poissons Vp (fps)

Thickness (ft) Ratio (pcf) Ratio 48 255 5 0.018 150 3256 0.25 5639 49 260 5 0.018 150 3254 0.25 5636 50 265 5 0.018 150 3253 0.25 5634 51 270 5 0.018 150 3251 0.25 5631 52 275 5 0.018 150 3249 0.25 5628 53 280 5 0.018 150 3248 0.25 5626 54 285 5 0.018 150 3246 0.25 5623 55 290 5 0.018 150 3245 0.25 5620 56 295 5 0.018 150 3243 0.25 5617 57 300 5 0.018 150 3241 0.25 5614 Halfspace 0.018 150 3500 0.25 6062 2 3.7-40 Revision 4

Table 3.7.1-18: Strain-Compatible Properties for CSDRS-HF for Rock [Type 7]

yer No. Depth (ft) Layer Damping Unit Weight Vs (fps) Poissons Vp (fps)

Thickness (ft) Ratio (pcf) Ratio 1 6.25 6.25 0.005 120 5000 0.380 11365.2 2 12.5 6.25 0.007 120 4991.6 0.380 11346 3 18.75 6.25 0.007 120 4978.8 0.380 11317.1 4 25 6.25 0.008 120 4971 0.356 10512.5 5 31.25 6.25 0.009 120 4959.6 0.350 10324.3 6 37.5 6.25 0.009 120 4946.9 0.350 10297.7 7 43.75 6.25 0.009 125 4938.9 0.350 10281 8 50 6.25 0.009 125 4932.9 0.350 10268.6 9 56.25 6.25 0.009 125 4927.4 0.350 10257.2 10 62.5 6.25 0.01 125 4922.1 0.350 10246.3 11 68.75 6.25 0.01 125 4918.5 0.350 10238.6 12 75 6.25 0.01 125 4915.8 0.350 10233 13 80 5 0.01 125 4912.3 0.350 10225.7 14 85 5 0.01 125 4909.1 0.350 10219.2 15 90 5 0.01 125 4906.5 0.350 10213.7 16 95 5 0.01 125 4904.3 0.350 10209.2 17 100 5 0.01 125 4902 0.350 10204.3 18 105 5 0.01 130 4902.8 0.320 9529.3 19 110 5 0.01 130 4900.7 0.320 9525.2 20 115 5 0.01 130 4899 0.320 9521.9 21 120 5 0.01 130 4897.7 0.320 9519.4 22 125 5 0.01 130 4896.8 0.320 9517.7 23 130 5 0.01 130 4896.3 0.320 9516.7 24 135 5 0.01 130 4896.2 0.320 9516.5 25 140 5 0.011 130 4895.2 0.320 9514.5 26 145 5 0.011 130 4894.5 0.320 9513.2 27 150 5 0.011 130 4894.4 0.320 9513 28 155 5 0.011 130 4894.7 0.320 9513.7 29 160 5 0.01 130 4895.5 0.320 9515.2 30 165 5 0.01 135 4898.5 0.320 9520.9 31 170 5 0.01 135 4898.2 0.320 9520.5 32 175 5 0.01 135 4897.7 0.320 9519.5 33 180 5 0.011 135 4896.8 0.320 9517.7 34 185 5 0.011 135 4896 0.320 9516 35 190 5 0.011 135 4894.8 0.320 9513.8 36 195 5 0.011 135 4892.4 0.320 9509.2 37 200 5 0.011 135 4889.4 0.320 9503.2 38 205 5 0.011 135 4886.5 0.320 9497.7 39 210 5 0.011 135 4884 0.320 9492.8 40 215 5 0.011 135 4881.3 0.320 9487.5 41 220 5 0.011 135 4878.9 0.320 9482.9 42 225 5 0.011 135 4876.7 0.320 9478.7 43 230 5 0.011 135 4874.3 0.320 9473.9 44 235 5 0.011 135 4872.1 0.320 9469.7 45 240 5 0.011 135 4870.2 0.320 9466 46 245 5 0.011 135 4868.9 0.300 9108.8 47 250 5 0.011 135 4867.9 0.300 9107.1 48 255 5 0.011 135 4867.4 0.300 9106.1 49 260 5 0.011 135 4867.2 0.300 9105.6 2 3.7-41 Revision 4

yer No. Depth (ft) Layer Damping Unit Weight Vs (fps) Poissons Vp (fps)

Thickness (ft) Ratio (pcf) Ratio 50 265 5 0.011 135 4866.4 0.300 9104.2 51 270 5 0.011 135 4866 0.300 9103.5 52 275 5 0.011 135 4865.9 0.300 9103.2 53 280 5 0.011 135 4865.8 0.300 9103 54 285 5 0.011 135 4865.3 0.300 9102.2 55 290 5 0.011 135 4864.1 0.300 9099.8 56 295 5 0.011 135 4863 0.300 9097.8 57 300 5 0.011 135 4862.2 0.300 9096.3 Halfspace 0.011 135 5000 0.300 9354.2 2 3.7-42 Revision 4

Table 3.7.1-19: Strain-Compatible Properties for CSDRS-HF for Hard Rock [Type 9]

yer No. Depth (ft) Layer Damping Unit Weight Vs (fps) Poissons Vp (fps)

Thickness (ft) Ratio (pcf) Ratio 1 6.25 6.25 0.003 150 8000 0.250 13856.4 2 12.5 6.25 0.005 150 8000 0.250 13856.4 3 18.75 6.25 0.006 150 8000 0.250 13856.4 4 25 6.25 0.006 150 7992.2 0.250 13842.9 5 31.25 6.25 0.007 150 7982 0.250 13825.3 6 37.5 6.25 0.007 150 7974.1 0.250 13811.6 7 43.75 6.25 0.007 150 7967.8 0.250 13800.6 8 50 6.25 0.007 150 7962.7 0.250 13791.7 9 56.25 6.25 0.008 150 7958.5 0.250 13784.5 10 62.5 6.25 0.008 150 7955.2 0.250 13778.8 11 68.75 6.25 0.008 150 7952.6 0.250 13774.2 12 75 6.25 0.008 150 7949 0.250 13768 13 80 5 0.008 150 7946 0.250 13762.9 14 85 5 0.008 150 7944.1 0.250 13759.5 15 90 5 0.008 150 7940.8 0.250 13753.8 16 95 5 0.009 150 7936.5 0.250 13746.5 17 100 5 0.009 150 7932.9 0.250 13740.2 18 105 5 0.009 150 7929.9 0.250 13734.9 19 110 5 0.009 150 7927.4 0.250 13730.6 20 115 5 0.009 150 7925.4 0.250 13727.1 21 120 5 0.009 150 7923.1 0.250 13723.2 22 125 5 0.009 150 7920.1 0.250 13717.9 23 130 5 0.009 150 7917.3 0.250 13713.2 24 135 5 0.009 150 7914.8 0.250 13708.9 25 140 5 0.009 150 7912.6 0.250 13705 26 145 5 0.009 150 7910.6 0.250 13701.6 27 150 5 0.009 150 7908.8 0.250 13698.5 28 155 5 0.009 150 7906 0.250 13693.6 29 160 5 0.009 150 7903.4 0.250 13689.1 30 165 5 0.009 150 7901.1 0.250 13685.1 31 170 5 0.009 150 7899.1 0.250 13681.6 32 175 5 0.009 150 7897.3 0.250 13678.5 33 180 5 0.009 150 7895.8 0.250 13675.9 34 185 5 0.009 150 7894.5 0.250 13673.6 35 190 5 0.009 150 7893.4 0.250 13671.8 36 195 5 0.009 150 7892.6 0.250 13670.4 37 200 5 0.009 150 7892 0.250 13669.4 38 205 5 0.009 150 7891.7 0.250 13668.8 39 210 5 0.009 150 7891.6 0.250 13668.6 40 215 5 0.009 150 7891.6 0.250 13668.7 41 220 5 0.009 150 7891.9 0.250 13669.1 42 225 5 0.009 150 7890.9 0.250 13667.4 43 230 5 0.009 150 7890.1 0.250 13666.1 44 235 5 0.009 150 7889.6 0.250 13665.3 45 240 5 0.009 150 7889.5 0.250 13665 46 245 5 0.009 150 7889.7 0.250 13665.3 47 250 5 0.009 150 7890.1 0.250 13666 48 255 5 0.009 150 7890.7 0.250 13667 49 260 5 0.009 150 7890.6 0.250 13666.9 2 3.7-43 Revision 4

yer No. Depth (ft) Layer Damping Unit Weight Vs (fps) Poissons Vp (fps)

Thickness (ft) Ratio (pcf) Ratio 50 265 5 0.009 150 7890.3 0.250 13666.4 51 270 5 0.009 150 7890.1 0.250 13666.1 52 275 5 0.009 150 7890 0.250 13665.9 53 280 5 0.009 150 7889.4 0.250 13664.9 54 285 5 0.009 150 7888.9 0.250 13664 55 290 5 0.009 150 7888.1 0.250 13662.6 56 295 5 0.009 150 7887.2 0.250 13661.1 57 300 5 0.009 150 7886.5 0.250 13659.8 Halfspace 0.009 150 8000 0.250 13856.4 2 3.7-44 Revision 4

Table 3.7.1-20: Wave Passing Frequencies Soil Type Soil Type CSDRS CSDRS-HF Description Compatible Inputs (Hz) Compatible Input (Hz) 11 Soft soil 12 -

8 Firm soil/soft rock 108 -

7 Rock 157 157 9 Hard rock - 254 2 3.7-45 Revision 4

ble 3.7.1-21: Shear Wave Fundamental Frequencies of Soil Columns above RXB Foundation Bottom Elevation Soil Type Soil Type CSDRS Compatible CSDRS-HF Compatible Description Soil Frequency (Hz) Soil Frequency (Hz) 11 Soft soil 2.27 -

8 Firm soil/soft rock 10.03 -

7 Rock 14.50 14.55 9 Hard rock - 23.43 2 3.7-46 Revision 4

cale Final Safety Analysis Report 10.00 CSDRS RG 1.60 @ 0.3g RG 1.60 @ 0.1g 1.00 Acceleration (g) 0.10 0.01 0.1 1.0 10.0 100.0 Frequency (Hz)

Seismic Design

cale Final Safety Analysis Report 10.000 CSDRS RG 1.60 @ 0.3g RG 1.60 @ 0.1g 1.000 Acceleration (g) 0.100 0.010 0.1 1.0 10.0 100.0 Frequency (Hz)

Seismic Design

cale Final Safety Analysis Report 10.00 CSDRS CSDRS-HF 1.00 Acceleration (g) 0.10 0.01 0.1 1.0 10.0 100.0 Frequency (Hz)

Seismic Design Note: CSDRS-HF is evaluated for the RXB and the CRB only

cale Final Safety Analysis Report 10.000 CSDRS CSDRS-HF 1.000 Acceleration (g) 0.100 0.010 0.1 1.0 10.0 100.0 Frequency (Hz)

Seismic Design Note: CSDRS-HF is evaluated for the RXB and the CRB only

cale Final Safety Analysis Report Figure 3.7.1-5a: Original Time Histories for Yermo East-West Acceleration, Velocity, and Displacement Time Histories Response Spectrum Scaled to CSDRS Seismic Design