RA-13-075, Response to NRC Request for Information Per 10 CFR 50.54(f) Re the Seismic Aspects of Recommendation 2.1 of the Near-Term Task Force Review of Insights from the Fukushima Dai-ichi Accident- 1.5 Year Response for CEUS Sites

Response to NRC Request for Information Per 10 CFR 50.54(f) Re the Seismic Aspects of Recommendation 2.1 of the Near-Term Task Force Review of Insights from the Fukushima Dai-ichi Accident- 1.5 Year Response for CEUS Sites

ML13256A070
Person / Time
Site:	Dresden, Peach Bottom, Oyster Creek, Byron, Braidwood, Limerick, Clinton, Quad Cities, LaSalle, Crane
Issue date:	09/12/2013
From:	Kaegi G Exelon Generation Co
To:	Document Control Desk, Office of Nuclear Reactor Regulation
References
RA-13-075, RS-13-205, TMI-13-104
Download: ML13256A070 (68)

Text

1 Exelon Generation" RS-13-205 RA-13-075 TMI-13-104 September 12, 2013 u.S. Nuclear Regulatory Commission ATTN: Document Control Desk 11555 Rockville Pike Rockville, MD 20852 Braidwood Station, Units 1 and 2 Facility Operating License Nos. NPF-72 and NPF-77 NRC Docket Nos. STN 50-456 and STN 50-457 Byron Station, Units 1 and 2 Facility Operating License Nos. NPF-37 and NPF-66 NRC Docket Nos. STN 50-454 and STN 50-455 Clinton Power Station, Unit 1 Facility Operating License No. NPF-62 NRC Docket No. 50-461 Dresden Nuclear Power Station, Units 2 and 3 Renewed Facility Operating License Nos. DPR-19 and DPR-25 NRC Docket Nos. 50-237 and 50-249 LaSalle County Station, Units 1 and 2 Facility Operating License Nos. NPF-11 and NPF-18 NRC Docket Nos. 50-373 and 50-374 Limerick Generating Station, Units 1 and 2 Facility Operating License Nos. NPF-39 and NPF-85 NRC Docket Nos. 50-352 and 50-353 Oyster Creek Nuclear Generating Station, Unit 1 Renewed Facility Operating License No. DPR-16 NRC Docket No. 50-219 Peach Bottom Atomic Power Station, Units 2 and 3 Renewed Facility Operating License Nos. DPR-44 and DPR-56 NRC Docket Nos. 50-277 and 50-278 10 CFR 50.54{f)

u.s. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 2 Quad Cities Nuclear Power Station, Units 1 and 2 Renewed Facility Operating License Nos. DPR-29 and DPR-30 NRC Docket Nos. 50-254 and 50-265 Three Mile Island Nuclear Station, Unit 1 Renewed Facility Operating License No. DPR-50 NRC Docket No. 50-289

Subject:

Exelon Generation Company, LLC Response to NRC Request for Information Pursuant to 10 CFR 50.54(f) Regarding the Seismic Aspects of Recommendation 2.1 of the Near-Term Task Force Review of Insights from the Fukushima Dai-ichi Accident - 1.5 Year Response for CEUS Sites

References:

1. NRC Letter, Request for Information Pursuant to Title 10 of the Code of Federal Regulations 50.54(f) Regarding Recommendations 2.1, 2.3, and 9.3, of the Near-Term Task Force Review of Insights from the Fukushima Dai-ichi Accident, dated March 12, 2012

2. NRC Letter, Endorsement of EPRI Final Draft Report 1025287, "Seismic Evaluation Guidance," dated February 15, 2013

3. EPRI Report 1025287, Seismic Evaluation Guidance: Screening, Prioritization and Implementation Details (SPID) for the Resolution of Fukushima Near-Term Task Force Recommendation 2.1: Seismic

4. NEI Letter to NRC, Proposed Path Forward for NTTF Recommendation 2.1: Seismic Reevaluations, dated April 9, 2013

5. NRC Letter, EPRI Final Draft Report XXXXXX, "Seismic Evaluation Guidance:

Augmented Approach for the Resolution of Near-Term Task Force Recommendation 2.1 : Seismic," as an Acceptable Alternative to the March 12, 2012, Information Request for Seismic Reevaluations, dated May 7, 2013

6. EPRI Report 3002000704, Seismic Evaluation Guidance Augmented, Approach for the Resolution of Fukushima Near-Term Task Force Recommendation 2.1: Seismic, dated May 2013 On March 12, 2012, the Nuclear Regulatory Commission (NRC) issued Reference 1 to all power reactor licensees and holders of construction permits in active or deferred status. Enclosure 1 of Reference 1 requested each addressee in the Central and Eastern United States (CEUS) to submit a written response consistent with the requested seismic hazard evaluation information (items 1 through 7) by September 12, 2013. On February 15, 2013, the NRC issued Reference 2, endorsing the Reference 3 industry guidance for responding to Reference 1. Section 4 of Reference 3 identifies the detailed information to be included in the seismic hazard evaluation submittals.

u.s. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 3 On April 9, 2013, NEI submitted Reference 4 to the NRC, requesting the NRC's agreement to delay submittal of some of the CEUS seismic hazard evaluation information so that an update to the EPRI (2004, 2006) ground motion attenuation model could be completed and used to develop that information. NEI proposed that descriptions of subsurface materials and properties and base case velocity profiles (items 3a and 3b in Section 4 of Reference 3) be submitted to the NRC by September 12, 2013, with the remaining seismic hazard and screening information submitted to the NRC by March 31,2014. In Reference 5, NRC agreed with this recommendation.

The attachments to this letter contain the requested descriptions of subsurface materials and properties and base case velocity profiles for each of the Exelon Generation Company, LLC (EGC) Stations. The information provided in the attachments to this letter is considered an interim product of seismic hazard development efforts being performed for the industry by EPRI.

The complete and final seismic hazard reports for EGC will be provided to the NRC in the EGC seismic hazard submittals by March 31, 2014 in accordance with Reference 5.

This letter contains no new regulatory commitments. If you have any questions regarding this submittal, please contact Ron Gaston at (630) 657-3359.

I declare under penalty of perjury that the foregoing is true and correct. Executed on the 12th day of September 2013.

Respectfully submitted,

~r.7¥ Glen T. Kaegi Director - Licensing & Regulatory Affairs Exelon Generation Company, LLC Attachments:

1. Braidwood Station, Units 1 and 2, Descriptions of Subsurface Materials and Properties and Base Case Velocity Profiles

2. Byron Station, Units 1 and 2, Descriptions of Subsurface Materials and Properties and Base Case Velocity Profiles

3. Clinton Power Station, Unit 1, Descriptions of Subsurface Materials and Properties and Base Case Velocity Profiles

4. Dresden Nuclear Power Station, Units 2 and 3, Descriptions of Subsurface Materials and Properties and Base Case Velocity Profiles

5. LaSalle County Station, Units 1 and 2, Descriptions of Subsurface Materials and Properties and Base Case Velocity Profiles

6. Limerick Generating Station, Units 1 and 2, Descriptions of Subsurface Materials and Properties and Base Case Velocity Profiles

u.s. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 4

7. Oyster Creek Nuclear Generating Station, Descriptions of Subsurface Materials and Properties and Base Case Velocity Profiles

8. Peach Bottom Atomic Power Station, Units 2 and 3, Descriptions of Subsurface Materials and Properties and Base Case Velocity Profiles

9. Quad Cities Nuclear Power Station, Units 1 and 2, Descriptions of Subsurface Materials and Properties and Base Case Shear Wave Velocity Profiles

10. Three Mile Island Nuclear Station, Unit 1, Descriptions of Subsurface Materials and Properties and Base Case Shear Wave Velocity Profiles cc:

Director, Office of Nuclear Reactor Regulation Regional Administrator - NRC Region I Regional Administrator - NRC Region III NRC Senior Resident Inspector - Braidwood Station NRC Senior Resident Inspector - Byron Station NRC Senior Resident Inspector - Clinton Power Station NRC Senior Resident Inspector - Dresden Nuclear Power Station NRC Senior Resident Inspector - LaSalle County Station NRC Senior Resident Inspector - limerick Generating Station NRC Senior Resident Inspector - Oyster Creek Nuclear Generating Station NRC Senior Resident Inspector - Peach Bottom Atomic Power Station NRC Senior Resident Inspector - Quad Cities Nuclear Power Station NRC Senior Resident Inspector - Three Mile Island Nuclear Station, Unit 1 NRC Project Manager, NRR - Braidwood Station NRC Project Manager, NRR - Byron Station NRC Project Manager, NRR - Clinton Power Station NRC Project Manager, NRR - Dresden Nuclear Power Station NRC Project Manager, NRR - LaSalle County Station NRC Project Manager, NRR - limerick Generating Station NRC Project Manager, NRR - Oyster Creek Nuclear Generating Station NRC Project Manager, NRR - Peach Bottom Atomic Power Station NRC Project Manager, NRR - Quad Cities Nuclear Power Station NRC Project Manager, NRR - Three Mile Island Nuclear Station, Unit 1 Ms. Jessica A. Kratchman, NRR/JLD/PMB, NRC Mr. Eric E. Bowman, NRRlDPR/PGCB, NRC or Ms. Eileen M. McKenna, NROIDSRAlBPTS, NRC Illinois Emergency Management Agency - Division of Nuclear Safety Director, Bureau of Radiation Protection - Pennsylvania Department of Environmental Resources Manager, Bureau of Nuclear Engineering - New Jersey Department of Environmental Protection Chairman, Board of County Commissioners of Dauphin County, PA Chairman, Board of Supervisors of Londonderry Township, PA Mayor of Lacey Township, Forked River, NJ S. T. Gray, State of Maryland R. R. Janati, Chief, Division of Nuclear Safety, Pennsylvania Department of Environmental Protection, Bureau of Radiation Protection Braidwood Station Units 1 and 2 Descriptions of Subsurface Materials and Properties and Base Case Velocity Profiles

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 1 Braidwood site description-Rev. 1 The basic information used to create the site geologic profile at the Braidwood Nuclear Generating Station is shown in Table 1. This profile was developed using information documented in Reference 1. As indicated in Reference 1, the SSE Control Point is defined at elevation 562 ft, and the profile was modeled up to this elevation. For dynamic properties of rock layers, modulus and damping curves were represented with two models. The first model used rock curves taken from Reference 2, the second model assumed linear behavior. These dynamic property models were weighted equally.

The three base-case shear-wave velocity profiles used to model amplification at the site are shown in Figure 1. Profiles 1, 2, and 3 are weighted 0.4,0.3, and 0.3, respectively. Thicknesses, depths, and shear-wave velocities (Vs) corresponding to each profile are shown in Table 2.

References

1. SGH (2012). Review of Existing Site Response Parameter Data for the Exelon Nuclear Fleet-Revision J, Simpson Gumpertz & Heger Rept. No. 12S01S-R-Ol dated July 17,2012, transmitted by letter from J. Clark to J. Hamel on July IS, 2012.

2. EPRI (1993). Guidelines for Determining Design Basis Ground Motions, Electric Power Research Institute, Palo Alto, CA, Rept. TR-102293, Vol. 1-5.

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 2 Table 1

- fG

. I Profile Data for Braid Elevations of Layer Range in Boundaries At Reactor Thickness d NuclearG s

I Shear Wave Compressional Buildings Across Density Velocity Wave Velocity Poisson's I

_tft, MSL)

Site(ft)

Soil/Rock Descr!J!tion and AjJe

~cf)

-<fps)

(fps)

Ratio 600 8 to 579 5-15 Pleistocene Equality Formation, dry silty 105-110 330 1000 0.41-0.44 sand, medium dense 10-15 Pleistocene Equality Formation, wet silty 125-130 2400 5500-6500 0.41-0.42 sand, medium dense 579 to 562 0

10-25 Pleistocene Wedron Formation, clayey 130-145 2400 6400 0.38-0.42 silt to silty clay with sand, gravel, cobbles, and boulders, hard, stiff 562 to 462c 70-105 Pennsylvanian limestone, sandstone, 113-162 3200 7800-10000 0.38-0.41 siltstone and coal 462 to 425 37-45 Ordovician Fort Atkinson Formation, 164 6800 12000-17000 0.32-0.37 limestone and dolomite 425 to 338 85-90 Ordovician Scales Formation, shale, 155-158 3400 8800-17000 0.32-0.44 limestone 338 to 133 165-245 Ordovician Wise Lake and Dunleith 162 8700 16400 0.30-0.32 Formations, dolomite 133 to 118 10-20 Ordovician Guttenburg Formation, N/A N/A N/A N/A dolomite 118 to -37 124-186 Ordovician Platteville Group, dolomite N/A N/A N/A N/A and limestone

-37 to -384 157-540 Ordovician Ancell Group, dolomitic N/A N/A N/A N/A sandstone and quartzose sandstone

-384 to -694 285-334 Ordovician Canadian Series, dolomite N/A N/A N/A N/A and sandstone

-694 to -4234 3300-3800 Cambrian dolomite, shale, and N/A N/A N/A N/A sandstone

-4234 and below N/A Precambrian granite, quartz monzonite, N/A N/A N/A N/A rhyolite porphyry, felsite Surface of finish grade is nominally at EI. 600 feet MSL, at the top of the Pleistocene Equality Formation.

b The control points for the SSE and IPEEE HCLPF are at EI. 562 ft MSL, which is the elevation of the Reactor Building foundation and the elevation of the rock-till interface.

C Bottom of the deepest foundation is at EI. 523 ft MSL, within the Pennsylvanian bedrock.

u.s. Nuclear Regulatory Commission NTIF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 3

+::"

o 500 1000 1500 2000

. 2500

.s=

~3000 o

3500 4000 4500 5000 5500 Vs profiles for Bra idwood Site Vs {ft/secl o

1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 I

I I

I I

I I

Figure 1. Vs profiles for Braidwood site Profile 1 Profile 2 Profile 3

U.S. Nuclear Regulatory Commission NTIF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 4 Table 2 L

tho k ayer Ie nesses, d h

ept s, an d V tI 3

s or pro 1 es, rat til B'd Profile I Profile 2 thickness(ft) depth (ft)

Vs(ftls) thickness(ft) depth (ft) 0 3200 0

10.0 10.0 3200 10.0 10.0 10.0 20.0 3200 10.0 20.0 10.0 30.0 3200 10.0 30.0 10.0 40.0 3200 10.0 40.0 10.0 50.0 3200 10.0 50.0 10.0 60.0 3200 10.0 60.0 10.0 70.0 3200 10.0 70.0 10.0 80.0 3200 10.0 80.0 10.0 90.0 3200 10.0 90.0 10.0 100.0 3200 10.0 100.0 10.0 110.0 6800 10.0 110.0 10.0 120.0 6800 10.0 120.0 7.0 127.0 6800 7.0 127.0 10.0 137.0 6800 10.0 137.0 7.0 144.0 3400 7.0 144.0 10.0 154.0 3400 10.0 154.0 10.0 164.0 3400 10.0 164.0 10.0 174.0 3400 10.0 174.0 10.0 184.0 3400 10.0 184.0 10.0 194.0 3400 10.0 194.0 10.0 204.0 3400 10.0 204.0 10.0 214.0 3400 10.0 214.0 10.0 224.0 3400 10.0 224.0 6.0 230.0 8700 6.0 230.0 10.0 240.0 8700 10.0 240.0 10.0 250.0 8700 10.0 250.0 25.0 275.0 8700 25.0 275.0 25.0 300.0 8700 25.0 300.0 25.0 325.0 8700 25.0 325.0 25.0 350.0 8700 25.0 350.0 25.0 375.0 8700 25.0 375.0 25.0 400.0 8700 25.0 400.0 25.0 425.0 8700 25.0 425.0 25.0 450.0 8700 25.0 450.0 25.0 475.0 8700 25.0 475.0 woo d.

sIte Profile 3 Vs(ftls) thickness(ft) depth (ft)

Vs(ftls) 2560 0

4000 2560 10.0 10.0 4000 2560 10.0 20.0 4000 2560 10.0 30.0 4000 2560 10.0 40.0 4000 2560 10.0 50.0 4000 2560 10.0 60.0 4000 2560 10.0 70.0 4000 2560 10.0 80.0 4000 2560 10.0 90.0 4000 2560 10.0 100.0 4000 5440 10.0 110.0 8500 5440 10.0 120.0 8500 5440 7.0 127.0 8500 5440 10.0 137.0 8500 2690 7.0 144.0 4250 2690 10.0 154.0 4250 2690 10.0 164.0 4250 2690 10.0 174.0 4250 2690 10.0 184.0 4250 2690 10.0 194.0 4250 2690 10.0 204.0 4250 2690 10.0 214.0 4250 2690 10.0 224.0 4250 6960 6.0 230.0 9285 6960 10.0 240.0 9285 6960 10.0 250.0 9285 6960 25.0 275.0 9285 6960 25.0 300.0 9285 6960 25.0 325.0 9285 6960 25.0 350.0 9285 6960 25.0 375.0 9285 6960 25.0 400.0 9285 6960 25.0 425.0 9285 6960 25.0 450.0 9285 6960 25.0 475.0 9285

U.S. Nuclear Regulatory Commission NITF 2.1 Seismic Response for CEUS Sites September 12, 2013 PageS 25.0 500.0 8700 25.0 24.4 524.4 8700 24.4 24.4 548.7 8700 24.4 24.4 573.1 8700 24.4 24.4 597.5 8700 24.4 24.4 621.8 8700 24.4 24.4 646.2 8700 24.4 24.4 670.6 8700 24.4 24.4 695.0 8700 24.4 218.3 913.3 8700 218.3 218.3 1131.6 8700 218.3 218.3 1350.0 8700 218.3 218.3 1568.3 8700 218.3 218.3 1786.7 8700 218.3 218.3 2005.0 8700 218.3 218.3 2223.3 8700 218.3 218.3 2441.7 8700 218.3 218.3 2660.0 8700 218.3 218.3 2878.4 8700 218.3 218.3 30%.7 8700 218.3 218.3 3315.0 8700 218.3 218.3 3533.4 8700 218.3 218.3 3751.7 8700 218.3 218.3 3970.0 8700 218.3 218.3 4188.4 8700 218.3 218.3 4406.7 8700 218.3 218.3 4625.1 8700 218.3 218.3 4843.4 8700 218.3 218.3 5061.7 8700 218.3 3280.8 8342.6 9285 3280.8 500.0 6960 25.0 500.0 9285 524.4 6960 24.4 524.4 9285 548.7 6960 24.4 548.7 9285 573.1 6960 24.4 573.1 9285 597.5 6960 24.4 597.5 9285 621.8 6960 24.4 621.8 9285 646.2 6960 24.4 646.2 9285 670.6 6960 24.4 670.6 9285 695.0 6960 24.4 695.0 9285 913.3 5541 218.3 913.3 9285 1131.6 5541 218.3 1131.6 9285 1350.0 5541 218.3 1350.0 9285 1568.3 5541 218.3 1568.3 9285 1786.7 5541 218.3 1786.7 9285 2005.0 5541 218.3 2005.0 9285 2223.3 5541 218.3 2223.3 9285 2441.7 5541 218.3 2441.7 9285 2660.0 5541 218.3 2660.0 9285 2878.4 5541 218.3 2878.4 9285 3096.7 5541 218.3 3096.7 9285 3315.0 5541 218.3 3315.0 9285 3533.4 5541 218.3 3533.4 9285 3751.7 5541 218.3 3751.7 9285 3970.0 5541 218.3 3970.0 9285 4188.4 5541 218.3 4188.4 9285 4406.7 5541 218.3 4406.7 9285 4625.1 5541 218.3 4625.1 9285 4843.4 5541 218.3 4843.4 9285 5061.7 5541 218.3 5061.7 9285 8342.6 9285 3280.8 8342.6 9285 Byron Station Units 1 and 2 Descriptions of Subsurface Materials and Properties and Base Case Velocity Profiles

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 1 Byron site description The basic information used to create the site geologic profile at the Byron Nuclear Generating Station is shown in Table 1. This profile was developed using information documented in Reference 1. As indicated in Table 1, the SSE Control Point is defined at elevation 869 ft, which is the surface of finished grade, and the profile was modeled up to that elevation. For dynamic properties of rock layers, modulus and damping curves were represented with two models. The first model used rock curves taken from Reference 2, the second model assumed linear behavior.

These dynamic property models were weighted equally.

The three base-case shear-wave velocity profiles used to model amplification at the site are shown in Figure 1. Profiles 1,2, and 3 are weighted 0.4, 0.3, and 0.3, respectively. Thicknesses, depths, and shear-wave velocities (Vs) corresponding to each profile are shown in Table 2.

References

1. SGH (2012). Review 0/ Existing Site Response Parameter Data/or the Exelon Nuclear Fleet-Revision 1, Simpson Gumpertz & Heger Rept. No. 128018-R-Ol dated July 17,2012, transmitted by letter from J. Clark to J. Hamel on July 18,2012.

2. EPRI (1993). Guidelinesfor Determining Design Basis Ground Motions, Electric Power Research Institute, Palo Alto, CA, Rept. TR-102293, Vol. 1-5.

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 2 Table 1 Summary of Geotechnical Profile Data for Byron Nuclear Generating Station Elevations of Layer Range in Boundaries At Reactor Thickness Buildings Across (ft, MSL)

SiteJftl SoillRock DescripJion and Age N/A 0-8 Pleistocene overburden, clayey silt, clayey sand, and silty sand with some gravel 869 8 to 772D 30-105 Ordovician Dunleith Formation, slightly to moderately weathered dolomite 772 to 768 3-7 Ordovician Guttenberg Formation, Dolomite 768 to 755 10-15 Ordovician Quimbys Mill Formation, Dolomite 755 to 740 13-24 Ordovician Nachusa Formation, Dolomite 740 to 698 30-46 Ordovician Grand Detour Formation, dolomite 698 to 682 13-26 Ordovician Mifflin Formation, Dolomite 682 to 657 15-31 Ordovician Pecatonica Formation, Dolomite 657 to 655 2-5 Ordovician Glenwood Formation, Harmony Hill Member, shale 655 to 635 17-32 Ordovician Glenwood Formation, Daysville Member, dolomite and sandstone 635 to 408 100-450 Ordovician St. Peter Formation, poorly graded, poorly cemented, friable sandstone 408 to -1622 1500-2500 Cambrian dolomite and sandstone

-1622 and below N/A Precambrian metamorphic and igneous basement Shear Wave Compressional Density Velocity Wave Velocity Poisson's

~cfJ (fps)

(fps)

Ratio 110-130 330-450 1000-2200 0.44 147-164 2800-3650 7500-11000 0.37-0.41 150-157 3000-6000 9500-15250 0.33-0.41 156-166 4500-9500 12000-15250 0.33-0.41 162-168 9500 15500 0.19-0.23 156-177 9500 15500 0.19-0.23 165-166 9500 15500 0.19-0.23 146-160 9500 15500 0.19-0.23 116-129 9500 15500 0.19-0.23 155-167 9500 15500 0.19-0.23 130-132 9500 15500 0.19-0.23 152-159 11000 18300 0.22 162 12000 19000 0.18 Surface of finish grade is nominally at EI. 869 ft MSL in the vicinity of the main power block. This is the control point elevation for the SSE and the IPEEE HCLPF.

b Bottom of the deepest foundation in the vicinity of the main power block is at EI. 792 ft MSL, within the Ordovician Dunleith Formation.

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 3 Vs profiles for Byron Site Vs (ft/sec) 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 0

200 400 600 800 1000 1200 g 1400

-5 1600

a.

~ 1800 2000 2200 2400 2600 2800 3000 3200 Figure 1. Vs profiles for Byron site Profile 1 Profile 2 Profile 3

u.s. Nuclear Regulatory Commission NTIF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 4 Table 2 L

tho k ayer Ie nesses, d h

ept s, an d V £ 3 s or fil B

pro I es, iyron SIte Profile 1 Profile 2 thickness(ft) depth (ft)

Vs(ftls) thickness(ft) depth (ft)

Vs(ftls) 0 3197 0

2557 10.0 10.0 3197 10.0 10.0 2557 10.0 20.0 3197 10.0 20.0 2557 10.0 30.0 3197 10.0 30.0 2557 10.0 40.0 3197 10.0 40.0 2557 10.0 50.0 3197 10.0 50.0 2557 10.0 60.0 3197 10.0 60.0 2557 10.0 70.0 3197 10.0 70.0 2557 10.0 80.1 3197 10.0 80.1 2557 10.0 90.1 3197 10.0 90.1 2557 7.0 97.0 3197 7.0 97.0 2557 4.0 101.0 4242 4.0 101.0 3394 6.5 107.5 6536 6.5 107.5 5229 6.5 114.0 6536 6.5 114.0 5229 5.9 120.0 9285 5.9 120.0 5942 26.0 146.0 9285 26.0 146.0 5942 26.0 172.0 9285 26.0 172.0 5942 26.0 198.0 9285 26.0 198.0 5942 26.0 224.0 9285 26.0 224.0 5942 26.0 250.1 9285 26.0 250.1 5942 38.4 288.5 9285 38.4 288.5 5942 38.4 326.9 9285 38.4 326.9 5942 38.4 365.3 9285 38.4 365.3 5942 38.4 403.7 9285 38.4 403.7 5942 38.4 442.2 9285 38.4 442.2 5942 57.8 500.0 9285 57.8 500.0 5942 106.2 606.2 9285 106.2 606.2 5942 164.0 770.2 9285 164.0 770.2 5942 164.0 934.3 9285 164.0 934.3 5942 164.0 1098.3 9285 164.0 1098.3 5942 164.0 1262.4 9285 164.0 1262.4 5942 164.0 1426.4 9285 164.0 1426.4 5942 164.0 1590.4 9285 164.0 1590.4 5942 164.0 1754.5 9285 164.0 1754.5 5942 164.0 1918.5 9285 164.0 1918.5 5942 164.0 2082.6 9285 164.0 2082.6 5942 164.0 2246.6 9285 164.0 2246.6 5942 Profile 3 thickness(ft) depth (ft)

Vs(ftls) 0 3996 10.0 10.0 3996 10.0 20.0 3996 10.0 30.0 39%

10.0 40.0 3996 10.0 50.0 3996 10.0 60.0 3996 10.0 70.0 3996 10.0 80.1 3996 10.0 90.1 3996 7.0 97.0 3996 4.0 101.0 5303 6.5 107.5 8170 6.5 114.0 8170 5.9 120.0 9285 26.0 146.0 9285 26.0 172.0 9285 26.0 198.0 9285 26.0 224.0 9285 26.0 250.1 9285 38.4 288.5 9285 38.4 326.9 9285 38.4 365.3 9285 38.4 403.7 9285 38.4 442.2 9285 57.8 500.0 9285 106.2 606.2 9285 164.0 770.2 9285 164.0 934.3 9285 164.0 1098.3 9285 164.0 1262.4 9285 164.0 1426.4 9285 164.0 1590.4 9285 164.0 1754.5 9285 164.0 1918.5 9285 164.0 2082.6 9285 164.0 2246.6 9285

U.S. Nuclear Regulatory Commission NTIF 2.1 Seismic Response for CEUS Sites September 12, 2013 PageS 164.0 2410.7 9285 164.0 164.0 2574.7 9285 164.0 164.0 2738.7 9285 164.0 262.5 3001.2 9285 262.5 3280.8 6282.0 9285 3280.8 2410.7 5942 164.0 2410.7 9285 2574.7 5942 164.0 2574.7 9285 2738.7 5942 164.0 2738.7 9285 3001.2 5942 262.5 3001.2 9285 6282.0 9285 3280.8 6282.0 9285 Clinton Power Station Unit 1 Descriptions of Subsurface Materials and Properties and Base Case Velocity Profiles

U.S. Nuclear Regulatory Commission NTIF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 1 Clinton site description-Rev. 1 The basic infonnation used to create the site geologic profile at the Clinton Power Station is shown in Table 1. This profile was developed using infonnation documented in Reference 1. As indicated in Table 1, the SSE Control Point is defined at the surface (elevation 736 ft), and the profile was modeled up to the surface. For dynamic properties of rock layers, modulus and damping curves were represented with two models. The first model used rock curves taken from Reference 2, the second model assumed linear behavior. These dynamic property models were weighted equally. For dynamic properties of fill and compacted sand layers, modulus and damping curves were also represented with two models. The first model used soil curves taken from Reference 2, the second model used soil curves taken from References 3 and 4. These dynamic property models were weighted equally. To model the profile, rock modulus and damping curves from Reference 2 were paired with soil modulus and damping curves from Reference 2, and linear rock modulus and damping curves were paired with soil modulus and damping curves from References 3 and 4.

The three base-case shear-wave velocity profiles used to model amplification at the site are shown in Figure 1. Profiles 1,2, and 3 are weighted 0.4, 0.3, and 0.3, respectively. Thicknesses, depths, and shear-wave velocities (Vs) corresponding to each profile are shown in Table 2.

References

1. SOH (2012). Review of Existing Site Response Parameter Datafor the Exelon Nuclear Fleet-Revision}, Simpson Oumpertz & Heger Rept. No. 12S01S-R-Ol dated July 17,2012, transmitted by letter from J. Clark to J. Hamel on July IS, 2012.

2. EPRI (1993). Guidelines for Determining Design Basis Ground Motions, Electric Power Research Institute, Palo Alto, CA, Rept. TR-102293, Vol. 1-5.

3. Silva, W.J., N. A. Abrahamson, G.R. Toro, and C. Costantino (1996). Description and Validation of the Stochastic Ground Motion Model, Rept. submitted to Brookhaven Natl. Lab.,

Assoc. Universities Inc., Upton NY 11973, Contract No. 770573.

4. Walling, M.A., W.J., Silva and N.A. Abrahamson (200S). "Nonlinear Site Amplification Factors for Constraining the NGA Models," Earthquake Spectra, 24 (1) 243-255.

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 2 Table 1 S

fG hnical Profile Data for Clinton P.

Stat" Elevations of Layer Range in Boundaries At Thickness Containment Buildings Across Site (ft MSL)

(ft)

SoillRock Description and Age 736" to 732 4-10 Wisconsinan Richland Loess, soft, clayey silt 732 to 702 20-55 Wisconsinan Wedron Formation, stiff to very stiff clayey sandy silt with lenses of stratified sand, gravel or silt 702 to 680" 10-22 Illinoian weathered Glasford Formation, clayey silt with sand and gravel 680 to 577 90-140 Illinoian unaltered Glasford Formation, hard sandy silt till with discontinuous layers of stratified sand, gravel or silt up to 3 ft thick in the uppermost part 577 to 560 0-17 Probably-Pre-Illinoian lacustrine deposit of clayey silt (reworked and weathered Pre-Illinoian Qlacial till) 560 to 510 50-68 Pre-Illinoian silty clay and clayey silt with some sand and Qravel 510 to 500 5-15 Pre-Illinoian lacustrine deposits of clayey silt and silty clay with sand and some gravel (reworked glacial till) 500 to 0 300-800 Pennsylvanian limestone, shale, sandstone, coal and siltstone Oto-500 500-600 Mississippian limestone, with lesser siltstone and shale

-500 to -700 150-250 Devonian shale and limestone

-700 to -1200 450-550 Silurian carbonates, some of which include reef structure

-1200 to -2300 1000-1500 Ordovician dolomite, sandstone, basal sandstone, limestone, and shales

-2300 to -5300 2900-3100 Cambrian siltstone, shale, sandstone, and dolomite

-5300 and below N/A Precambrian igneous rocks, dominantly granite with associated granodiorite, rhyolite, felsite, or granophyre of closely related composition Shear Wave Compressional Density Velocity Wave Velocity (pef)

(~s)

(~s) 118-131 641-1354 1680-2875 130-157 641-1354 4800-7300 120-160 860-1970 4800-7500 140-160 1100-3250 5700-8900 133-142 1390-2670 7500 134-162 1560-2800 5270-8230 126-142 1190-3310 5270-7940 160-166 3250-5700 7850-12000 N/A 4500-6500 N/A NlA 4500-8500 N/A N/A 4500-8500 N/A N/A 6500-10500 N/A N/A 6500-10500 N/A N/A

>9200 N/A a Surface of finish grade is nominally at EI. 736 ft MSL in the vicinity of the main power block. This is the control point elevation for the SSE and the IPEEE HCLPF.

Poisson's Ratio 0.37 0.48 0.48 0.46 0.46-0.47 0.46-0.47 0.40-0.46 0.29 0.33 0.33 0.33 0.25-0.33 0.25-0.33 0.25 b Bottom of the deepest foundation in the vicinity of the main power block is at EI. 693 ft MSL, within the weathered Glasford Formation. Beneath the main power block, the native soils were excavated down to EI. 680 ft MSL to the surface of the unaltered Glasford Formation. Type B structural fill is placed between EI. 680 ft MSL and the bottom of the foundations.

The structural backfill is described in UFSAR Section 2.5.4.5.1.5 (1).

u.s. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 3 Vs profiles for Clinton Site Vs (ft/sec) o 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 o

500 1000 1500 2000 2500 g 3000 oS 2" 3500 Q

4000 4500 5000 5500 6000 6500 I L..,

L-Figure 1. Vs profiles for Clinton site h

L I

I I

I I

L. -

I L

Profile 1 Profile 2 Profile 3

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 4 Table 2 L

thO kn ayer Ie esses, d h

ept s, an d V

~ 3 s or til cr pro 1 es, mton SI e Profile 1 Profile 2 thickness(ft) depth (ft)

Vs (fils) thickness(ft) depth (ft)

Vs (fils) 0 997 0

638 4.0 4.0 997 4.0 4.0 638 5.0 9.0 997 5.0 9.0 638 5.0 14.0 997 5.0 14.0 638 5.0 19.0 997 5.0 19.0 638 1.0 20.0 997 1.0 20.0 638 4.0 24.0 997 4.0 24.0 638 5.0 29.0 997 5.0 29.0 638 5.0 34.0 997 5.0 34.0 638 4.4 38.4 1415 4.4 38.4 906 4.4 42.8 1415 4.4 42.8 906 4.4 47.2 1415 4.4 47.2 906 2.8 50.0 1415 2.8 50.0 906 1.6 51.6 1415 1.6 51.6 906 4.4 56.0 1415 4.4 56.0 906 10.3 66.3 2175 10.3 66.3 1392 10.3 76.6 2175 10.3 76.6 1392 10.3 86.9 2175 10.3 86.9 1392 10.3 97.2 2175 10.3 97.2 1392 10.3 107.5 2175 10.3 107.5 1392 10.3 117.8 2175 10.3 117.8 1392 2.2 120.0 2175 2.2 120.0 1392 8.1 128.1 2175 8.1 128.1 1392 10.3 138.4 2175 10.3 138.4 1392 10.3 148.7 2175 10.3 148.7 1392 10.3 159.0 2175 10.3 159.0 1392 8.5 167.5 2030 8.5 167.5 1299 8.5 176.0 2030 8.5 176.0 1299 10.0 186.0 2180 10.0 186.0 1395 10.0 196.0 2180 10.0 196.0 1395 10.0 206.0 2180 10.0 206.0 1395 10.0 216.0 2180 10.0 216.0 1395 10.0 226.0 2180 10.0 226.0 1395 10.0 236.0 2250 10.0 236.0 1440 14.0 250.0 4475 14.0 250.0 2864 25.0 275.0 4475 25.0 275.0 2864 Profile 3 thickness(ft) depth (ft)

Vs (fils) 0 1566 4.0 4.0 1566 5.0 9.0 1566 5.0 14.0 1566 5.0 19.0 1566 1.0 20.0 1566 4.0 24.0 1566 5.0 29.0 1566 5.0 34.0 1566 4.4 38.4 2221 4.4 42.8 2221 4.4 47.2 2221 2.8 50.0 2221 1.6 51.6 2221 4.4 56.0 2221 10.3 66.3 3415 10.3 76.6 3415 10.3 86.9 3415 10.3 97.2 3415 10.3 107.5 3415 10.3 117.8 3415 2.2 120.0 3415 8.1 128.1 3415 10.3 138.4 3415 10.3 148.7 3415 10.3 159.0 3415 8.5 167.5 3187 8.5 176.0 3187 10.0 186.0 3422 10.0 196.0 3422 10.0 206.0 3422 10.0 216.0 3422 10.0 226.0 3422 10.0 236.0 3532 14.0 250.0 7025 25.0 275.0 7025

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 PageS 25.0 300.0 4475 25.0 25.0 325.0 4475 25.0 25.0 350.0 4475 25.0 25.0 375.0 4475 25.0 25.0 400.0 4475 25.0 25.0 425.0 4475 25.0 25.0 450.0 4475 25.0 25.0 475.0 4475 25.0 25.0 500.0 4475 25.0 118.0 618.0 4475 118.0 118.0 736.0 4475 118.0 250.0 985.9 5500 250.0 250.0 1235.9 5500 250.0 233.3 1469.3 6500 233.3 233.3 1702.6 6500 233.3 233.3 1935.9 6500 233.3 275.0 2210.9 8500 275.0 275.0 2485.9 8500 275.0 275.0 2760.9 8500 275.0 275.0 3035.8 8500 275.0 300.0 3335.8 8500 300.0 300.0 3635.8 8500 300.0 300.0 3935.8 8500 300.0 300.0 4235.8 8500 300.0 300.0 4535.8 8500 300.0 300.0 4835.8 8500 300.0 300.0 5135.7 8500 300.0 300.0 5435.7 8500 300.0 300.0 5735.7 8500 300.0 300.0 6035.7 8500 300.0 3280.8 9316.5 9285 3280.8 300.0 2864 25.0 300.0 7025 325.0 2864 25.0 325.0 7025 350.0 2864 25.0 350.0 7025 375.0 2864 25.0 375.0 7025 400.0 2864 25.0 400.0 7025 425.0 2864 25.0 425.0 7025 450.0 2864 25.0 450.0 7025 475.0 2864 25.0 475.0 7025 500.0 2864 25.0 500.0 7025 618.0 2864 118.0 618.0 7025 736.0 2864 118.0 736.0 7025 985.9 3520 250.0 985.9 8635 1235.9 3520 250.0 1235.9 8635 1469.3 4160 233.3 1469.3 9285 1702.6 4160 233.3 1702.6 9285 1935.9 4160 233.3 1935.9 9285 2210.9 5440 275.0 2210.9 9285 2485.9 5440 275.0 2485.9 9285 2760.9 5440 275.0 2760.9 9285 3035.8 5440 275.0 3035.8 9285 3335.8 5440 300.0 3335.8 9285 3635.8 5440 300.0 3635.8 9285 3935.8 5440 300.0 3935.8 9285 4235.8 5440 300.0 4235.8 9285 4535.8 5440 300.0 4535.8 9285 4835.8 5440 300.0 4835.8 9285 5135.7 5440 300.0 5135.7 9285 5435.7 5440 300.0 5435.7 9285 5735.7 5440 300.0 5735.7 9285 6035.7 5440 300.0 6035.7 9285 9316.5 9285 3280.8 9316.5 9285 Dresden Nuclear Power Station Units 2& 3 Descriptions of Subsurface Materials and Properties and Base Case Velocity Profiles

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 1 Dresden site description The basic information used to create the site geologic profile at the Dresden Generating Station is shown in Table 1. This profile was developed using information documented in Reference 1.

As indicated in Table 1, the SSE Control Point is defined at elevation 515 ft, and the profile was modeled up to this elevation. For dynamic properties of soft rock layers, modulus and damping curves were represented with two models. The first model used rock curves taken from Reference 2, the second model assumed linear behavior. These dynamic property models were weighted equally. The six base-case shear-wave velocity profiles used to model amplification at the site are shown in Figures lA (for Profiles 1,2, and 3) and IB (for Profiles 4, 5, and 6).

Profiles 1 through 6 are weighted 0.2, 0.15, 0.15, 0.2, 0.15, and 0.15, respectively. Thicknesses, depths, and shear-wave velocities (Vs) corresponding to each profile are shown in Tables 2A (for Profiles I, 2, and 3) and 2B (for Profiles 4, 5, and 6).

References

1. SGH (2012). Review of Existing Site Response Parameter Data for the Exelon Nuclear Fleet-Revision I, Simpson Gumpertz & Heger Rept. No. 128018-R-Ol dated July 17,2012, transmitted by letter from J. Clark to J. Hamel on July 18,2012.

2. EPRI (1993). Guidelines for Determining Design Basis Ground Motions, Electric Power Research Institute, Palo Alto, CA, Rept. TR-102293, Vol. 1-5.

u.s. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 2 Table I S

fG hnical Profile Data for Dresden G s

Elevations of Layer Range in Boundaries At Reactor Thickness Buildings Across 1ft, MSLl Site (ft)

SoilIRock Description and Age 517 8 to 515 0-40 Glacial drift and topsoil 515° to 475 0-50 Pennsylvanian Pottsville Formation, sandstone 475 to 455c 5-70 Ordovician Divine limestone member, limestone 455 to 385 65-70 Ordovician Maquoketa shale member, dolomitic shale with layers of shale and argillaceous dolomite 385 to 155 230 Ordovician Galena Formation, dolomite 155 to 40 115 Ordovician Platteville Formation, dolomite and limestone 40 to 25 5-30 Ordovician Glenwood Formation, sandstone 25 to -140 165 Ordovician St. Peter Formation, sandstone

-140 to -220 70-90 Ordovician Shakopee Formation, dolomite

-220 to -270 45-55 Ordovician New Richmond Formation, sandstone and dolomite

-270 to -480 210 Ordovician Oneota Formation, dolomite

-480 to N/A N/A Cambrian dolomite and sandstone N/A N/A Precambrian granite, quartz monzonite, rhyolite porphyry, felsite Density Shear Wave (pet)

Velocity (fps)

N/A N/A 130-138 2600 155-173 8600 134-171 3900-4700 167 4700 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A a Surface of finish grade is nominally at EI. 517 ft MSL in the vicinity of the main power block.

b The control point elevation for the SSE and IPEEE HCLPF is at the top of the bedrock, which is at EI. 515 ft MSL.

C Bottom of the deepest foundation is at EI. 473 ft MSL, at the surface of the Ordovician limestone.

Compressional Wave Velocity Poisson's J!ps)

Ratio N/A N/A 2700-5000 0.20-0.25 6600-15300 0.20 3800-9800 0.22-0.28 8500 0.28 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A I

I N/A N/A N/A N/A I

N/A N/A I

~ -

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 3 Vs Profiles 1, 2, and 3 for Dresden site Vs 1ft/sec) o 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 0

1 1

100 I.

I.

1 I-L..

200 300

~ -

400 g 500 1

.s:..

1:1. 600 (II Q

700 800 900 1000 1100 I

Figure IA. Vs for Profiles 1,2, and 3 for Dresden site o

500 1000 1500 2000 g 2500

-S 2' 3000 Q

3500 4000 4500 5000 5500 Vs Profiles 4, 5, and 6 for Dresden site Vs 1ft/sec) o 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 r.:::I ~ ---,

\\

\\

\\

\\

\\

\\

\\

\\

\\

~

1\\

\\

\\

\\

\\

\\

\\

i\\

Figure lB. Vs for Profiles 4,5, and 6 for Dresden site Profile 1 Profile 2 Profile 3 Profile 4 Profile 5 Profile 6

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 4 Table 2A L

tho k ayer le nesses, d th epl s, an dV fi P til 1 2 d3~ D d

s or ro 1 es,,an or res en slte Profile 1 Profile 2 thickness(ft) depth (ft)

Vs(ft/s) thickness(ft) depth (ft)

Vs(ft/s) thickness(ft) 0 2600 0

2080 5.0 5.0 2600 5.0 5.0 2080 5.0 5.0 10.0 2600 5.0 10.0 2080 5.0 5.0 15.0 2600 5.0 15.0 2080 5.0 5.0 20.0 2600 5.0 20.0 2080 5.0 5.0 25.0 2600 5.0 25.0 2080 5.0 5.0 30.0 2600 5.0 30.0 2080 5.0 5.0 35.0 2600 5.0 35.0 2080 5.0 5.0 40.0 2600 5.0 40.0 2080 5.0 10.0 50.0 8600 10.0 50.0 6880 10.0 10.0 60.0 8600 10.0 60.0 6880 10.0 10.0 70.0 4300 10.0 70.0 3440 10.0 10.0 80.0 4300 10.0 80.0 3440 10.0 10.0 90.0 4300 10.0 90.0 3440 10.0 10.0 100.0 4300 10.0 100.0 3440 10.0 10.0 II 0.0 4300 10.0 110.0 3440 10.0 10.0 120.0 4300 10.0 120.0 3440 10.0 10.0 130.0 4300 10.0 130.0 3440 10.0 10.0 140.0 4700 10.0 140.0 3760 10.0 10.0 150.0 4700 10.0 150.0 3760 10.0 10.0 160.0 4700 10.0 160.0 3760 10.0 10.0 170.0 4700 10.0 170.0 3760 10.0 10.0 180.0 4700 10.0 180.0 3760 10.0 10.0 190.0 4700 10.0 190.0 3760 10.0 10.0 200.0 4700 10.0 200.0 3760 10.0 10.0 210.0 4700 10.0 210.0 3760 10.0 10.0 220.0 4700 10.0 220.0 3760 10.0 10.0 230.0 4700 10.0 230.0 3760 10.0 10.0 240.0 4700 10.0 240.0 3760 10.0 10.0 250.0 4700 10.0 250.0 3760 10.0 10.0 260.0 4700 10.0 260.0 3760 10.0 10.0 270.0 4700 10.0 270.0 3760 10.0 10.0 280.0 4700 10.0 280.0 3760 10.0 10.0 290.0 4700 10.0 290.0 3760 10.0 10.0 300.0 4700 10.0 300.0 3760 10.0 10.0 310.0 4700 10.0 310.0 3760 10.0 10.0 320.0 4700 10.0 320.0 3760 10.0 Profile 3 depth (ft)

Vs(ft/s) 0 3250 5.0 3250 10.0 3250 15.0 3250 20.0 3250 25.0 3250 30.0 3250 35.0 3250 40.0 3250 50.0 10749 60.0 10749 70.0 5375 80.0 5375 90.0 5375 100.0 5375 1l0.0 5375 120.0 5375 130.0 5375 140.0 5875 150.0 5875 160.0 5875 170.0 5875 180.0 5875 190.0 5875 200.0 5875 210.0 5875 220.0 5875 230.0 5875 240.0 5875 250.0 5875 260.0 5875 270.0 5875 280.0 5875 290.0 5875 300.0 5875 310.0 5875 320.0 5875

u.s. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 PageS 10.0 330.0 4700 10.0 10.0 340.0 4700 10.0 10.0 350.0 4700 10.0 10.0 360.0 4700 10.0 10.0 370.0 5002 10.0 10.0 380.0 5007 10.0 10.0 390.0 5012 10.0 10.0 400.0 5017 10.0 10.0 410.0 5022 10.0 10.0 420.0 5027 10.0 10.0 430.0 5032 10.0 10.0 440.0 5037 10.0 10.0 450.0 5042 10.0 10.0 460.0 5047 10.0 10.0 470.0 5052 10.0 10.0 480.0 5057 10.0 10.0 490.0 5062 10.0 10.0 500.0 5067 10.0 100.0 600.0 5092 100.0 100.0 700.0 5142 100.0 100.0 800.0 5192 100.0 100.0 900.0 5242 100.0 100.0 1000.0 5292 100.0 3280.8 4280.8 9285 3280.8 330.0 3760 10.0 330.0 5875 340.0 3760 10.0 340.0 5875 350.0 3760 10.0 350.0 5875 360.0 3760 10.0 360.0 5875 370.0 3186 10.0 370.0 7854 380.0 3190 10.0 380.0 7861 390.0 3193 10.0 390.0 7869 400.0 3196 10.0 400.0 7877 410.0 3199 10.0 410.0 7885 420.0 3202 10.0 420.0 7893 430.0 3206 10.0 430.0 7901 440.0 3209 10.0 440.0 7908 450.0 3212 10.0 450.0 7916 460.0 3215 10.0 460.0 7924 470.0 3218 10.0 470.0 7932 480.0 3221 10.0 480.0 7940 490.0 3225 10.0 490.0 7948 500.0 3228 10.0 500.0 7956 600.0 3244 100.0 600.0 7995 700.0 3276 100.0 700.0 8073 800.0 3307 100.0 800.0 8152 900.0 3339 100.0 900.0 8230 1000.0 3371 100.0 1000.0 8309 4280.8 9285 3280.8 4280.8 9285

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 6 Table 2B L

tho k ayer Ie nesses, d th epl s,an dV ~ P til 45 d6~ D d

s or ro I es,,an or res en Sl e Profile 4 Profile 5 thickness(ft) depth (ft)

Vs(ftls}

thickness(ft) depth (ft)

Vs(ftls}

thickness(ft) 0 2600 0

2080 5.0 5.0 2600 5.0 5.0 2080 5.0 5.0 10.0 2600 5.0 10.0 2080 5.0 5.0 15.0 2600 5.0 15.0 2080 5.0 5.0 20.0 2600 5.0 20.0 2080 5.0 5.0 25.0 2600 5.0 25.0 2080 5.0 5.0 30.0 2600 5.0 30.0 2080 5.0 5.0 35.0 2600 5.0 35.0 2080 5.0 5.0 40.0 2600 5.0 40.0 2080 5.0 10.0 50.0 8600 10.0 50.0 6880 10.0 10.0 60.0 8600 10.0 60.0 6880 lO.O 10.0 70.0 4300 lO.O 70.0 3440 10.0 10.0 80.0 4300 10.0 80.0 3440 10.0 10.0 90.0 4300 10.0 90.0 3440 10.0 10.0 100.0 4300 10.0 100.0 3440 10.0 10.0 110.0 4300 lO.O II 0.0 3440 10.0 10.0 120.0 4300 10.0 120.0 3440 10.0 10.0 130.0 4300 lO.O 130.0 3440 10.0 10.0 140.0 4700 10.0 140.0 3760 10.0 10.0 150.0 4700 10.0 150.0 3760 10.0 10.0 160.0 4700 10.0 160.0 3760 10.0 10.0 170.0 4700 lO.O 170.0 3760 10.0 10.0 180.0 4700 10.0 180.0 3760 10.0 10.0 190.0 4700 10.0 190.0 3760 10.0 10.0 200.0 4700 10.0 200.0 3760 10.0 10.0 210.0 4700 10.0 2lO.0 3760 10.0 10.0 220.0 4700 10.0 220.0 3760 10.0 10.0 230.0 4700 10.0 230.0 3760 10.0 10.0 240_0 4700 10.0 240.0 3760 10.0 10.0 250.0 4700 10.0 250.0 3760 10.0 10.0 260.0 4700 10.0 260.0 3760 10.0 10.0 270.0 4700 10.0 270.0 3760 10.0 lO.O 280.0 4700 10.0 280.0 3760 10.0 10.0 290.0 4700 10.0 290.0 3760 10.0 10.0 300.0 4700 10.0 300.0 3760 10.0 10.0 310.0 4700 10.0 310.0 3760 10.0 10.0 320.0 4700 10.0 320.0 3760 10.0 Profile 6 depth (ft)

Vs(ftls}

0 3250 5.0 3250 10.0 3250 15.0 3250 20.0 3250 25.0 3250 30.0 3250 35.0 3250 40.0 3250 50.0 10749 60.0 10749 70.0 5375 80.0 5375 90.0 5375 100.0 5375 110.0 5375 120.0 5375 130.0 5375 140.0 5875 150.0 5875 160.0 5875 170.0 5875 180.0 5875 190.0 5875 200.0 5875 210.0 5875 220.0 5875 230.0 5875 240.0 5875 250.0 5875 260.0 5875 270_0 5875 280.0 5875 290.0 5875 300.0 5875 310-0 5875 320.0 5875

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 7 10.0 330.0 4700 10.0 10.0 340.0 4700 10.0 10.0 350.0 4700 10.0 10.0 360.0 4700 10.0 10.0 370.0 5002 10.0 10.0 380.0 5007 10.0 10.0 390.0 5012 10.0 10.0 400.0 5017 10.0 10.0 410.0 5022 10.0 10.0 420.0 5027 10.0 10.0 430.0 5032 10.0 10.0 440.0 5037 10.0 10.0 450.0 5042 10.0 10.0 460.0 5047 10.0 10.0 470.0 5052 10.0 10.0 480.0 5057 10.0 10.0 490.0 5062 10.0 10.0 500.0 5067 10.0 100.0 600.0 5092 100.0 100.0 700.0 5142 100.0 100.0 800.0 5192 100.0 100.0 900.0 5242 100.0 100.0 1000.0 5292 100.0 100.0 lloo.O 5342 100.0 100.0 1200.0 5392 100.0 100.0 1300.0 5442 100.0 100.0 1400.0 5492 100.0 100.0 1499.9 5542 100.0 100.0 1599.9 5592 100.0 100.0 1699.9 5642 100.0 100.0 1799.9 5692 100.0 100.0 1899.9 5742 100.0 100.0 1999.9 5792 100.0 100.0 2099.9 5842 100.0 100.0 2199.9 5892 100.0 100.0 2299.9 5942 100.0 100.0 2399.9 5992 100.0 100.0 2499.9 6042 100.0 100.0 2599.9 6092 100.0 100.0 2699.9 6142 100.0 100.0 2799.9 6192 100.0 330.0 3760 10.0 330.0 5875 340.0 3760 10.0 340.0 5875 350.0 3760 10.0 350.0 5875 360.0 3760 10.0 360.0 5875 370.0 3186 10.0 370.0 7854 380.0 3190 10.0 380.0 7861 390.0 3193 10.0 390.0 7869 400.0 3196 10.0 400.0 7877 410.0 3199 10.0 410.0 7885 420.0 3202 10.0 420.0 7893 430.0 3206 10.0 430.0 7901 440.0 3209 10.0 440.0 7908 450.0 3212 10.0 450.0 7916 460.0 3215 10.0 460.0 7924 470.0 3218 10.0 470.0 7932 480.0 3221 10.0 480.0 7940 490.0 3225 10.0 490.0 7948 500.0 3228 10.0 500.0 7956 600.0 3244 100.0 600.0 7995 700.0 3276 100.0 700.0 8073 800.0 3307 100.0 800.0 8152 900.0 3339 100.0 900.0 8230 1000.0 3371 100.0 1000.0 8309 1100.0 3403 100.0 1100.0 8387 1200.0 3435 100.0 1200.0 8466 1300.0 3467 100.0 1300.0 8544 1400.0 3499 100.0 1400.0 8623 1499.9 3530 100.0 1499.9 8701 1599.9 3562 100.0 1599.9 8780 1699.9 3594 100.0 1699.9 8858 1799.9 3626 100.0 1799.9 8937 1899.9 3658 100.0 1899.9 9015 1999.9 3690 100.0 1999.9 9094 2099.9 3721 100.0 2099.9 9172 2199.9 3753 100.0 2199.9 9251 2299.9 3785 100.0 2299.9 9285 2399.9 3817 100.0 2399.9 9285 2499.9 3849 100.0 2499.9 9285 2599.9 3881 100.0 2599.9 9285 2699.9 3913 100.0 2699.9 9285 2799.9 3944 100.0 2799.9 9285

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 8 100.0 2899.9 6242 100.0 100.0 2999.9 6292 100.0 100.0 3099.9 6342 100.0 100.0 3199.9 6392 100.0 100.0 3299.9 6442 100.0 100.0 3399.9 6492 100.0 100.0 3499.9 6542 100.0 100.0 3599.9 6592 100.0 100.0 3699.9 6642 100.0 100.0 3799.9 6692 100.0 100.0 3899.8 6742 100.0 100.0 3999.8 6792 100.0 100.0 4099.8 6842 100.0 100.0 4199.8 6892 100.0 100.0 4299.8 6942 100.0 100.0 4399.8 6992 100.0 100.0 4499.8 7042 100.0 100.0 4599.8 7092 100.0 100.0 4699.8 7142 100.0 100.0 4799.8 7192 100.0 100.0 4899.8 7242 100.0 100.0 4999.8 7292 100.0 3280.8 8280.6 9285 3280.8 2899.9 3976 100.0 2899.9 9285 2999.9 4008 100.0 2999.9 9285 3099.9 4040 100.0 3099.9 9285 3199.9 4072 100.0 3199.9 9285 3299.9 4104 100.0 3299.9 9285 3399.9 4136 100.0 3399.9 9285 3499.9 4167 100.0 3499.9 9285 3599.9 4199 100.0 3599.9 9285 3699.9 4231 100.0 3699.9 9285 3799.9 4263 100.0 3799.9 9285 3899.8 4295 100.0 3899.8 9285 3999.8 4327 100.0 3999.8 9285 4099.8 4358 100.0 4099.8 9285 4199.8 4390 100.0 4199.8 9285 4299.8 4422 100.0 4299.8 9285 4399.8 4454 100.0 4399.8 9285 4499.8 4486 100.0 4499.8 9285 4599.8 4518 100.0 4599.8 9285 4699.8 4550 100.0 4699.8 9285 4799.8 4581 100.0 4799.8 9285 4899.8 4613 100.0 4899.8 9285 4999.8 4645 100.0 4999.8 9285 8280.6 9285 3280.8 8280.6 9285 LaSalle County Station Units 1 & 2 Descriptions of Subsurface Materials and Properties and Base Case Velocity Profiles

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 1 LaSalle site description The basic information used to create the site geologic profile at the LaSalle County Nuclear Generating Station is shown in Table 1. This profile was developed using information documented in Reference 1. As indicated in Table 1, the SSE Control Point is defined at the surface (elevation 710 ft), and the profile was modeled up to that elevation. For dynamic properties of rock layers, modulus and damping curves were represented with two models. The first model used rock curves taken from Reference 2, the second model assumed linear behavior.

These dynamic property models were weighted equally. For dynamic properties of fill and compacted sand layers, modulus and damping curves were also represented with two models.

The first model used soil curves taken from Reference 2, the second model used soil curves taken from References 3 and 4. These dynamic property models were weighted equally. To model the profile, rock modulus and damping curves from Reference 2 were paired with soil modulus and damping curves from Reference 2, and linear rock modulus and damping curves were paired with soil modulus and damping curves from References 3 and 4.

The three base-case shear-wave velocity profiles used to model amplification at the site are shown in Figure 1. Profiles 1, 2, and 3 are weighted 0.4, 0.3, and 0.3, respectively. Thicknesses, depths, and shear-wave velocities (Vs) corresponding to each profile are shown in Table 2.

References

1. SGH (2012). Review of Existing Site Response Parameter Data for the Exelon Nuclear Fleet-Revision 1, Simpson Gumpertz & Heger Rept. No. 12S01S-R-Ol dated July 17,2012, transmitted by letter from J. Clark to J. Hamel on July IS, 2012.

2. EPRI (1993). Guidelines for Determining Design Basis Ground Motions, Electric Power Research Institute, Palo Alto, CA, Rept. TR-102293, Vol. 1-5.

3. Silva, W.J., N. A. Abrahamson, G.R. Toro, and C. Costantino (1996). Description and Validation of the Stochastic Ground Motion Model, Rept. submitted to Brookhaven Natl. Lab.,

Assoc. Universities Inc., Upton NY 11973, Contract No. 770573.

4. Walling, M.A., W.J., Silva and N.A. Abrahamson (200S). "Nonlinear Site Amplification Factors for Constraining the NGA Models," Earthquake Spectra, 24 (1) 243-255.

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 2 Table 1 Summary of Geotechnical Profile Data for LaSalle County Nuclear Generating Station Elevations of Layer Range in Boundaries At Reactor Thickness Buildings Across Density (ft~MSL)

Site (ft)

Soil/Rock Description and Age (pet) 710a to 600 0

90-140 Pleistocene Wisconsinan Wedron 129-139 Formation, stiff to hard silty clay with some sand and gravel 600 to 540 45-60 Pleistocene Wisconsinan Wedron 134-153 Formation, very dense, very hard to hard clayey silt with some sand and gravel 540 to 395 145-175 Pennsylvanian Carbondale Formation, 135-1n shale, limestone, sandstone, siltstone, and coal 395 to 370 25 Pennsylvanian Spoon Formation, shale, 150 limestone, sandstone, siltstone, and coal 370 to 300 50-100 Ordovician Platteville Group, dolomite 150 300 to 50 235-250 Ordovician Ancell Group, sandstone 150 50 to -3690 3740 Ordovician and Cambrian dolomite and 155 sandstone

-3690 and below N/A Precambrian igneous and metamorphic 162 rocks

~~

~-

Compressional Shear Wave Wave Velocity Velocity (fps)

(Ips) 400-1100 1100 1640-1750 5000-5680 4800 9400-10700 4800 9800 4800 9800 4800 9800 11000 18300 12000 19000 8 Surface of finish grade is nominally at EI. 710ft MSL in the vicinity of the main power block. This is the control point elevation for the SSE.

b Bottom of the deepest foundation is at EI. 656 ft MSL, within the Wedron Formation.

Poisson's Ratio 0.38-0.46 0.41-0.49 0.1-0.37 0.34 0.34 0.34 0.22 I

0.18 I

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 3 Vs profiles for LaSalle Site Vs (ft/sec) o 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 o

I I

500 1000 1500 g 2000

~

~ 2500 3000 3500 4000 4500 Figure 1. V s profiles for LaSalle site Profile 1 Profile 2 Profile 3

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 4 Table 2 L

tho kn ayer Ie esses, d h ept s, an d V fi 3

S or pro I es, a fil L Sall e SIte Profile 1 Profile 2 thickness(ft) depth (ft)

Vs{ftls) thickness(ft) depth (ft)

Vs{ftls) 0 663 0

424 5.5 5.5 663 5.5 5.5 424 5.5 11.0 663 5.5 11.0 424 5.5 16.5 663 5.5 16.5 424 5.5 22.0 663 5.5 22.0 424 5.5 27.6 663 5.5 27.6 424 5.5 33.1 663 5.5 33.1 424 5.5 38.6 663 5.5 38.6 424 5.5 44.1 663 5.5 44.1 424 5.5 49.6 663 5.5 49.6 424 5.5 55.1 663 5.5 55.1 424 5.5 60.6 663 5.5 60.6 424 5.5 66.1 663 5.5 66.1 424 5.5 71.7 663 5.5 71.7 424 5.5 77.2 663 5.5 77.2 424 5.5 82.7 663 5.5 82.7 424 5.5 88.2 663 5.5 88.2 424 5.5 93.7 663 5.5 93.7 424 5.5 99.2 663 5.5 99.2 424 5.5 104.7 663 5.5 104.7 424 5.5 110.2 663 5.5 110.2 424 6.0 116.2 1694 6.0 116.2 1084 6.0 122.2 1694 6.0 122.2 1084 6.0 128.2 1694 6.0 128.2 1084 6.0 134.3 1694 6.0 134.3 1084 6.0 140.3 1694 6.0 140.3 1084 6.0 146.3 1694 6.0 146.3 1084 6.0 152.3 1694 6.0 152.3 1084 6.0 158.3 1694 6.0 158.3 1084 6.0 164.3 1694 6.0 164.3 1084 6.0 170.3 1694 6.0 170.3 1084 29.0 199.3 4800 29.0 199.3 3072 29.0 228.3 4800 29.0 228.3 3072 29.0 257.3 4800 29.0 257.3 3072 29.0 286.3 4800 29.0 286.3 3072 29.0 315.3 4800 29.0 315.3 3072 184.7 500.0 4800 184.7 500.0 3072 Profile 3 thickness(ft) depth (ft)

Vs{ftls) 0 1041 5.5 5.5 1041 5.5 11.0 1041 5.5 16.5 1041 5.5 22.0 1041 5.5 27.6 1041 5.5 33.1 1041 5.5 38.6 1041 5.5 44.1 1041 5.5 49.6 1041 5.5 55.1 1041 5.5 60.6 1041 5.5 66.1 1041 5.5 71.7 1041 5.5 77.2 1041 5.5 82.7 1041 5.5 88.2 1041 5.5 93.7 1041 5.5 99.2 1041 5.5 104.7 1041 5.5 110.2 1041 6.0 116.2 2660 6.0 122.2 2660 6.0 128.2 2660 6.0 134.3 2660 6.0 140.3 2660 6.0 146.3 2660 6.0 152.3 2660 6.0 158.3 2660 6.0 164.3 2660 6.0 170.3 2660 29.0 199.3 7536 29.0 228.3 7536 29.0 257.3 7536 29.0 286.3 7536 29.0 315.3 7536 184.7 500.0 7536

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 PageS 223.8 723.8 4800 223.8 204.2 928.0 4800 204.2 204.2 1132.2 4800 204.2 204.2 1336.4 4800 204.2 204.2 1540.7 4800 204.2 204.2 1744.9 4800 204.2 204.2 1949.1 4800 204.2 204.2 2153.4 4800 204.2 204.2 2357.6 4800 204.2 204.2 2561.8 4800 204.2 204.2 2766.1 4800 204.2 204.2 2970.3 4800 204.2 204.2 3174.5 4800 204.2 204.2 3378.8 4800 204.2 204.2 3583.0 4800 204.2 204.2 3787.2 4800 204.2 204.2 3991.5 4800 204.2 204.2 4195.7 4800 204.2 204.2 4399.9 4800 204.2 3280.8 7680.8 9285 3280.8 723.8 3072 223.8 723.8 7536 928.0 3072 204.2 928.0 9285 1132.2 3072 204.2 1132.2 9285 1336.4 3072 204.2 1336.4 9285 1540.7 3072 204.2 1540.7 9285 1744.9 3072 204.2 1744.9 9285 1949.1 3072 204.2 1949.1 9285 2153.4 3072 204.2 2153.4 9285 2357.6 3072 204.2 2357.6 9285 2561.8 3072 204.2 2561.8 9285 2766.1 3072 204.2 2766.1 9285 2970.3 3072 204.2 2970.3 9285 3174.5 3072 204.2 3174.5 9285 3378.8 3072 204.2 3378.8 9285 3583.0 3072 204.2 3583.0 9285 3787.2 3072 204.2 3787.2 9285 3991.5 3072 204.2 3991.5 9285 4195.7 3072 204.2 4195.7 9285 4399.9 3072 204.2 4399.9 9285 7680.8 9285 3280.8 7680.8 9285 Limerick Generating Station Units 1 & 2 Descriptions of Subsurface Materials and Properties and Base Case Velocity Profiles

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 1 Limerick site description The basic information used to create the site geologic profile at the Limerick Nuclear Power Plant is shown in Table 1. This profile was developed using information documented in Reference 1. As indicated in Reference I, the SSE Control Point is taken to be at the top of Triassic lithofacies, elevation 204', and the profile was modeled up to that elevation. For dynamic properties of rock layers, modulus and damping curves were represented with two models. The first model used rock curves taken from Reference 2, the second model assumed linear behavior. These dynamic property models were weighted equally.

The three base-case shear-wave velocity profiles used to model amplification at the site are shown in Figure 1. Profiles 1,2, and 3 are weighted 0.4,0.3, and 0.3, respectively. Thicknesses, depths, and shear-wave velocities (Vs) corresponding to each profile are shown in Table 2.

References

1. Simpson, Gumpertz and Heger (2012). Review of Existing Site Response Parameter Data for the Exelon Nuclear Fleet, Rept. 128018-R-Ol, Rev. 1, July 17,2012, Section 7 "Limerick."

2. EPRI (1993). Guidelinesfor Determining Design Basis Ground Motions, Electric Power Research Institute, Palo Alto, CA, Rept. TR-I02293, Vol. 1-5.

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 2 Table I Summary of Geotechnical Profile Data for Limerick Nuclear Power Plant [I]

Elevations of Layer Range in Boundaries At Reactor Thickness Buildings Across (ft. MSL)

Site (ft)

SoillRock Description and A~e 214 8 to 204 0-10 Cretaceous stiff clayey silt, sandy silt, and silty fine sand with some gravel-sized rock fragments 204 u to -7800c 8004 Triassic Brunswick lithofacies, hard siltstone, sandstone and shale

-7800 and below N/A Paleozoic and Precambrian basement rocks Shear Wave Compressional Density Velocity Wave Velocity Poisson's (pet) j!pS)8 (fps)8 ratio 126-141 UFSAR:

UFSAR:

N/A N/A N/A ISFSI:

ISFSI:

875-1000 1800 140-162 UFSAR:

UFSAR:

0.30-033 5800-6100 7700-20000d ISFSI:

ISFSI:

1900-5000 3500-8000 N/A N/A N/A N/A 8 Finish grade elevation is nominally 217 ft MSL around the main power block. The elevation shown in the table represents original grade before excavation and backfill. Type I Fill was used for site grading around the main power block. UFSAR Section 2.5.4.2.2.5 states that the dynamic properties of Type I Fill have not been measured. The density is assumed to be 140 pcf in the design evaluations.

b The SSE and IPEEE HCLPF control point elevations are at the top of bedrock, at EI. 204 ft MSL.

C Bottom of the deepest foundation is at EI. 174 ft MSL, within the unweathered Brunswick lithofacies.

d UFSAR Section 2.5.4.2.1 indicates that the variation in compressional wave velocities in the immediate vicinity of the power block is significantly less than that over the entire site. The unbiased one-standard-deviation range is estimated to be 10950-12810 fps in the power block area.

e The ISFSI geotechnical investigation and UFSAR provide significantly different ranges for the bedrock shear wave velocity and compressional wave velocity.

Consequently, the reported values from each reference are reported separately.

u.s. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 3 Vs profiles for Limerick Site Vs (ft/sec) o 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 o

500 1000 1500 2000 2500 3000

£ 3500 i 4000 e-4500 o 5000 5500 6000 6500 7000 7500 8000 8500

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Figure 1. Vs profiles for Limerick site

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Profile 1 Profile 2 Profile 3

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 4 Table 2 L

tho k ayer IC nesses, d h

ept s, an d V fi 3

s or pro I es, Imenc site til L'

. k.

Profile I Profile 2 thickness(ft) depth (ft)

Vs(ftls) thickness(ft) depth (ft)

Vs(ftls) 0 3452 0

2209 10.0 10.0 3452 10.0 10.0 2209 10.0 20.0 3457 10.0 20.0 2213 10.0 30.0 3462 10.0 30.0 2216 10.0 40.0 3467 10.0 40.0 2219 10.0 50.0 3472 10.0 50.0 2222 10.0 60.0 3477 10.0 60.0 2225 10.0 70.0 3482 10.0 70.0 2229 10.0 80.0 3487 10.0 80.0 2232 10.0 90.0 3492 10.0 90.0 2235 10.0 100.0 3497 10.0 100.0 2238 10.0 110.0 3502 10.0 110.0 2241 10.0 120.0 3507 10.0 120.0 2245 10.0 130.0 3512 10.0 130.0 2248 10.0 140.0 3517 10.0 140.0 2251 10.0 150.0 3522 10.0 150.0 2254 10.0 160.0 3527 10.0 160.0 2257 10.0 170.0 3532 10.0 170.0 2261 10.0 180.0 3537 10.0 180.0 2264 10.0 190.0 3542 10.0 190.0 2267 10.0 200.0 3547 10.0 200.0 2270 10.0 210.0 3552 10.0 210.0 2273 10.0 220.0 3557 10.0 220.0 2277 10.0 230.0 3562 10.0 230.0 2280 10.0 240.0 3567 10.0 240.0 2283 10.0 250.0 3572 10.0 250.0 2286 10.0 260.0 3577 10.0 260.0 2289 10.0 270.0 3582 10.0 270.0 2293 10.0 280.0 3587 10.0 280.0 2296 10.0 290.0 3592 10.0 290.0 2299 10.0 300.0 3597 10.0 300.0 2302 10.0 310.0 3602 10.0 310.0 2305 10.0 320.0 3607 10.0 320.0 2309 10.0 330.0 3612 10.0 330.0 2312 10.0 340.0 3617 10.0 340.0 2315 10.0 350.0 3622 10.0 350.0 2318 10.0 360.0 3627 10.0 360.0 2321 Profile 3 thickness(ft) depth (ft)

Vs(ftls) 0 5952 10.0 10.0 5952 10.0 20.0 5957 10.0 30.0 5962 10.0 40.0 5967 10.0 50.0 5972 10.0 60.0 5977 10.0 70.0 5982 10.0 80.0 5987 10.0 90.0 5992 10.0 100.0 5997 10.0 110.0 6002 10.0 120.0 6007 10.0 130.0 6012 10.0 140.0 6017 10.0 150.0 6022 10.0 160.0 6027 10.0 170.0 6032 10.0 180.0 6037 10.0 190.0 6042 10.0 200.0 6047 10.0 210.0 6052 10.0 220.0 6057 10.0 230.0 6062 10.0 240.0 6067 10.0 250.0 6072 10.0 260.0 6077 10.0 270.0 6082 10.0 280.0 6087 10.0 290.0 6092 10.0 300.0 6097 10.0 310.0 6102 10.0 320.0 6107 10.0 330.0 6112 10.0 340.0 6117 10.0 350.0 6122 10.0 360.0 6127

u.s. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 5 10.0 370.0 3632 10.0 10.0 380.0 3637 10.0 10.0 390.0 3642 10.0 10.0 400.0 3647 10.0 10.0 410.0 3652 10.0 10.0 420.0 3657 10.0 10.0 430.0 3662 10.0 10.0 440.0 3667 10.0 10.0 450.0 3672 10.0 10.0 460.0 3677 10.0 10.0 470.0 3682 10.0 10.0 480.0 3687 10.0 10.0 490.0 3692 10.0 10.0 500.0 3695 10.0 164.0 664.0 3741 164.0 164.0 828.1 3823 164.0 164.0 992.1 3905 164.0 164.0 1156.1 3987 164.0 164.0 1320.2 4069 164.0 164.0 1484.2 4151 164.0 164.0 1648.3 4233 164.0 164.0 1812.3 4315 164.0 164.0 1976.4 4397 164.0 164.0 2140.4 4479 164.0 164.0 2304.4 4561 164.0 164.0 2468.5 4643 164.0 164.0 2632.5 4725 164.0 164.0 2796.6 4807 164.0 164.0 2960.6 4889 J64.0 164.0 3124.6 4971 164.0 164.0 3288.7 5053 164.0 164.0 3452.7 5135 164.0 164.0 3616.8 5217 164.0 164.0 3780.8 5299 164.0 164.0 3944.9 5381 164.0 164.0 4108.9 5463 164.0 164.0 4272.9 5545 164.0 164.0 4437.0 5627 164.0 164.0 4601.0 5709 164.0 164.0 4765.1 5791 164.0 164.0 4929.1 5873 164.0 370.0 2325 10.0 370.0 6132 380.0 2328 10.0 380.0 6137 390.0 2331 10.0 390.0 6142 400.0 2334 10.0 400.0 6147 410.0 2337 10.0 410.0 6152 420.0 2341 10.0 420.0 6157 430.0 2344 10.0 430.0 6162 440.0 2347 10.0 440.0 6167 450.0 2350 10.0 450.0 6172 460.0 2353 10.0 460.0 6177 470.0 2357 10.0 470.0 6182 480.0 2360 10.0 480.0 6187 490.0 2363 10.0 490.0 6192 500.0 2365 10.0 500.0 6197 664.0 2394 164.0 664.0 6241 828.1 2447 164.0 828.1 6323 992.1 2499 164.0 992.1 6405 1156.1 2552 164.0 1156.1 6487 1320.2 2604 164.0 1320.2 6569 1484.2 2657 164.0 1484.2 6651 1648.3 2709 164.0 1648.3 6733 1812.3 2762 164.0 1812.3 6815 1976.4 2814 164.0 1976.4 6897 2140.4 2867 164.0 2140.4 6979 2304.4 2919 164.0 2304.4 7061 2468.5 2972 164.0 2468.5 7143 2632.5 3024 164.0 2632.5 7225 2796.6 3077 164.0 2796.6 7307 2960.6 3129 164.0 2960.6 7389 3124.6 3182 164.0 3124.6 7471 3288.7 3234 164.0 3288.7 7553 3452.7 3287 164.0 3452.7 7635 3616.8 3339 164.0 3616.8 7717 3780.8 3391 164.0 3780.8 7799 3944.9 3444 164.0 3944.9 7881 4108.9 3496 164.0 4108.9 7963 4272.9 3549 164.0 4272.9 8045 4437.0 3601 164.0 4437.0 8127 4601.0 3654 164.0 4601.0 8209 4765.1 3706 164.0 4765.1 8291 4929.1 3759 164.0 4929.1 8373

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 6 164.0 5093.1 5955 164.0 164.0 5257.2 6037 164.0 164.0 5421.2 6119 164.0 164.0 5585.3 6201 164.0 164.0 5749.3 6283 164.0 164.0 5913.4 6365 164.0 164.0 6077.4 6448 164.0 164.0 6241.4 6530 164.0 164.0 6405.5 6612 164.0 164.0 6569.5 6694 164.0 164.0 6733.6 6776 164.0 164.0 6897.6 6858

\\64.0 164.0 7061.6 6940 164.0 164.0 7225.7 7022 164.0 164.0 7389.7 7104 164.0 164.0 7553.8 7186 164.0 164.0 7717.8 7268 164.0 164.0 7881.9 7350 164.0 117.7 7999.6 7409 117.7 3280.8 11280.4 9285 3280.8 5093.1 3811 164.0 5093.1 8455 5257.2 3864

\\64.0 5257.2 8537 5421.2 3916 164.0 5421.2 8619 5585.3 3969 164.0 5585.3 8701 5749.3 4021 164.0 5749.3 8783 5913.4 4074 164.0 5913.4 8865 6077.4 4126 164.0 6077.4 8947 6241.4 4179 164.0 6241.4 9029 6405.5 4231 164.0 6405.5 9111 6569.5 4284 164.0 6569.5 9193 6733.6 4336 164.0 6733.6 9275 6897.6 4389 164.0 6897.6 9285 7061.6 4441 164.0 7061.6 9285 7225.7 4494 164.0 7225.7 9285 7389.7 4546 164.0 7389.7 9285 7553.8 4599 164.0 7553.8 9285 7717.8 4651 164.0 7717.8 9285 7881.9 4704 164.0 7881.9 9285 7999.6 4742 117.7 7999.6 9285 11280.4 9285 3280.8 11280.4 9285 Oyster Creek Nuclear Generating Station Descriptions of Subsurface Materials and Properties and Base Case Velocity Profiles

u.s. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 1 Oyster Creek site description The basic information used to create the site geologic profile at the Oyster Creek Nuclear Power Plant is shown in Table 1. This profile was developed using information documented in Reference 1. As indicated in Reference 1, the SSE Control Point is not well-defined. As a result, the profile was modeled up to an elevation where the best-estimate shear-wave velocity exceeds 1000 fps, which occurs in the Cohansey Formation (see Table 1). For dynamic properties of sand and sediment layers, modulus and damping curves were represented with two models. The first model used soil curves taken from Reference 2, the second model used soil curves taken from References 3 and 4. These dynamic property models were weighted equally.

The three base-case shear-wave velocity profiles used to model amplification at the site are shown in Figure 1. Profiles 1,2, and 3 are weighted 0.4, 0.3, and 0.3, respectively. Thicknesses, depths, and shear-wave velocities (Vs) corresponding to each profile are shown in Table 2.

References

1. Simpson, Gumpertz and Heger (2012). Review 0/ Existing Site Response Parameter Data/or the Exelon Nuclear Fleet, Rept. 128018-R-Ol, Rev. 1, July 17,2012, Section 8 "Oyster Creek."

2. EPRI (1993). Guidelines/or Determining Design Basis Ground Motions, Electric Power Research Institute, Palo Alto, CA, Rept. TR-102293, Vol. 1-5.

3. Silva, W.J., N. A. Abrahamson, G.R. Toro, and C. Costantino (1996). Description and Validation of the Stochastic Ground Motion Model, Rept. submitted to Brookhaven Natl. Lab.,

Assoc. Universities Inc., Upton NY 11973, Contract No. 770573.

4. Walling, M.A., W.J., Silva and N.A. Abrahamson (2008). "Nonlinear Site Amplification Factors for Constraining the NGA Models," Earthquake Spectra, 24 (1) 243-255.

u.s. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 2 Table 1 S

---

~

f Geotechnical Profile Data for OYster Creek Nuclear PI Elevations of Layer Range in Boundaries At Thickness Reactor Buildings Across

- Plant (ft MSL)

Site (ft)

Soil/Rock Description and Age 23 8 to 20 17-18 Late Pleistocene Cape May 20 to 13 Formation, medium density fine 13 to 5 Sand 5 to-3 16-17 Late Pleistocene to Late Miocene

-3 to -11 Upper Clay, alternating clay, silt, and fine sand

-11 to -20 65-66 Late Miocene Cohansey Formation,

-20 to -29 D

dense fine to coarse sand

-29 to -32

-32 to -39

-39 to -45

-45 to -55

-55 to -57

-57 to -63

-63 to -71

-71 to-77

-77 to -85 8

Lower Clay, alternating clay, silt, and fine sand

-85 to -330 245 Kirkwood Formation, dense fine to medium sand

-330 to N/A 3700 Quaternary, Tertiary and Cretaceous sediments N/A N/A Precambrian, early Paleozoic and Triassic rocks Finish grade elevation is nominally 23 ft MSL.

b Bottom of the deepest foundation is at EI. -29 ft MSL, within Cohansey Formation.

Compressional Density Shear Wave Wave Velocity Poisson's (pcf)

Velocity (fps)

(fps) ratio 120 270-360 Saturated:

0.39 520-690 5000-5200c 570-760 Not saturated:

1400c 115 640-845 5200-5900 0.49 700-930 125 810-1070 5200-5900 0.49 860-1130 1020-1350 1100-1460 1000-1320 980-1300 1100-1450 1230-1630 1260-1670 1220-1610 125 1030-1360 5200-5900 N/A 125 1350-1780 5200-5900 N/A N/A N/A N/A N/A N/A N/A N/A N/A c Section 5 of Geomatrix [9] reports different compressional wave velocities for saturated and not-saturated soils. At the time of a 1989 geotechnical investigation by Weston Geophysical Corporation, the soils below a depth of 15 ft were found to be saturated, and those above were not saturated [9]. The ISFSI geotechnical investigation [11] found groundwater at depths between 10 and 13 ft.

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12,2013 Page 3 Vs profiles for Oyster Creek Site Vs (ft/sec) o 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 o

500 1000 1500 g 2000

.c..

a.

~ 2500 3000 3500 4000 4500

-~

~

\\ \\ \\

Figure l. Vs profiles for Oyster Creek site I

Profile 1 Profile 2 Profile 3

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 4 Table 2 L

tho kn ayer Ie esses, d th epl S, an d V

~ 3 S or til 0

pro I es,,yster C k' ree SIte Profile I Profile 2 thickness(ft) depth (ft)

Vs(ftls) thickness(ft) depth (ft)

Vs(ftls) thie kness( ft) 0 1185 0

758 3.0 3.0 1185 3.0 3.0 758 3.0 3.5 6.5 1280 3.5 6.5 819 3.5 3.5 10.0 1280 3.5 10.0 819 3.5 6.0 16.0 1160 6.0 16.0 742 6.0 4.0 20.0 1140 4.0 20.0 730 4.0 6.0 26.0 1140 6.0 26.0 730 6.0 2.0 28.0 1275 2.0 28.0 816 2.0 6.0 34.0 1430 6.0 34.0 915 6.0 4.0 38.0 1465 4.0 38.0 938 4.0 4.0 42.0 1465 4.0 42.0 938 4.0 6.0 48.0 1415 6.0 48.0 906 6.0 2.0 50.0 1195 2.0 50.0 765 2.0 6.0 56.0 1195 6.0 56.0 765 6.0 6.4 62.4 1565 6.4 62.4 1002 6.4 6.4 68.8 1565 6.4 68.8 1002 6.4 6.4 75.2 1565 6.4 75.2 1002 6.4 6.4 81.6 1565 6.4 81.6 1002 6.4 6.4 88.0 1565 6.4 88.0 1002 6.4 6.4 94.4 1565 6.4 94.4 1002 6.4 6.4 100.8 1565 6.4 100.8 1002 6.4 6.4 107.2 1565 6.4 107.2 1002 6.4 6.4 113.6 1565 6.4 113.6 1002 6.4 6.4 120.0 1565 6.4 120.0 1002 6.4 6.5 126.5 1565 6.5 126.5 1002 6.5 6.5 133.0 1565 6.5 133.0 1002 6.5 6.5 139.5 1565 6.5 139.5 1002 6.5 6.5 146.0 1565 6.5 146.0 1002 6.5 6.5 152.5 1565 6.5 152.5 1002 6.5 6.5 159.0 1565 6.5 159.0 1002 6.5 6.5 165.5 1565 6.5 165.5 1002 6.5 6.5 172.0 1565 6.5 172.0 1002 6.5 6.5 178.5 1565 6.5 178.5 1002 6.5 6.5 185.0 1565 6.5 185.0 1002 6.5 6.5 191.5 1565 6.5 191.5 1002 6.5 6.5 198.0 1565 6.5 198.0 1002 6.5 6.5 204.5 1565 6.5 204.5 1002 6.5 Profile 3 depth (f!l Vs(ftls) 0 1861 3.0 1861 6.5 2009 10.0 2009 16.0 1821 20.0 1790 26.0 1790 28.0 2002 34.0 2245 38.0 2300 42.0 2300 48.0 2222 50.0 1876 56.0 1876 62.4 2457 68.8 2457 75.2 2457 81.6 2457 88.0 2457 94.4 2457 100.8 2457 107.2 2457 113.6 2457 120.0 2457 126.5 2457 133.0 2457 139.5 2457 146.0 2457 152.5 2457 159.0 2457 165.5 2457 172.0 2457 178.5 2457 185.0 2457 191.5 2457 198.0 2457 204.5 2457

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12,2013 PageS 6.5 211.0 1565 6.5 6.5 217.5 1565 6.5 6.5 224.0 1565 6.5 6.5 230.5 1565 6.5 6.5 237.0 1565 6.5 6.5 243.5 1565 6.5 6.5 250.0 1565 6.5 6.4 256.4 1565 6.4 6.4 262.7 1565 6.4 6.4 269.1 1565 6.4 6.4 275.5 1565 6.4 6.4 281.9 1565 6.4 6.4 288.2 1565 6.4 6.4 294.6 1565 6.4 6.4 301.0 1565 6.4 15.9 316.9 1773 15.9 114.8 431.7 1773 114.8 68.2 500.0 1901 68.2 161.4 661.4 2014 161.4 114.8 776.2 2120 114.8 114.8 891.0 2209 114.8 114.8 1005.8 2271 114.8 114.8 1120.7 2339 114.8 114.8 1235.5 2387 114.8 114.8 1350.3 2449 114.8 114.8 1465.2 2483 114.8 114.8 1580.0 2500 114.8 114.8 1694.8 2514 114.8 114.8 1809.6 2521 114.8 114.8 1924.5 2528 114.8 114.8 2039.3 2535 114.8 114.8 2154.1 2541 114.8 114.8 2269.0 2552 114.8 114.8 2383.8 2569 114.8 114.8 2498.6 2586 114.8 114.8 2613.5 2603 114.8 114.8 2728.3 2620 114.8 85.1 2813.4 2634 85.1 1186.4 3999.8 2634 1186.4 3280.8 7280.6 9285 3280.8 211.0 1002 6.5 211.0 2457 217.5 1002 6.5 217.5 2457 224.0 1002 6.5 224.0 2457 230.5 1002 6.5 230.5 2457 237.0 1002 6.5 237.0 2457 243.5 1002 6.5 243.5 2457 250.0 1002 6.5 250.0 2457 256.4 1002 6.4 256.4 2457 262.7 1002 6.4 262.7 2457 269.1 1002 6.4 269.1 2457 275.5 1002 6.4 275.5 2457 281.9 1002 6.4 281.9 2457 288.2 1002 6.4 288.2 2457 294.6 1002 6.4 294.6 2457 301.0 1002 6.4 301.0 2457 316.9 1135 15.9 316.9 2784 431.7 1135 114.8 431.7 2784 500.0 1217 68.2 500.0 2985 661.4 1289 161.4 661.4 3162 776.2 1357 114.8 776.2 3329 891.0 1414 114.8 891.0 3469 1005.8 1453 114.8 1005.8 3565 1120.7 1497 114.8 1120.7 3673 1235.5 1528 114.8 1235.5 3748 1350.3 1567 114.8 1350.3 3845 1465.2 1589 114.8 1465.2 3899 1580.0 1600 114.8 1580.0 3926 1694.8 1609 114.8 1694.8 3947 1809.6 1613 114.8 1809.6 3958 1924.5 1618 114.8 1924.5 3969 2039.3 1622 114.8 2039.3 3979 2154.1 1627 114.8 2154.1 3990 2269.0 1633 114.8 2269.0 4006 2383.8 1644 114.8 2383.8 4033 2498.6 1655 114.8 2498.6 4060 2613.5 1666 114.8 2613.5 4087 2728.3 1677 114.8 2728.3 4114 2813.4 1686 85.1 2813.4 4135 3999.8 1686 1186.4 3999.8 4135 7280.6 9285 3280.8 7280.6 9285 Peach Bottom Atomic Power Station Units 2 & 3 Descriptions of Subsurface Materials and Properties and Base Case Velocity Profiles

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 1 Peach Bottom site description The basic information used to create the site geologic profile at the Peach Bottom Nuclear Power Plant is shown in Table 1. This profile was developed using information documented in Reference 1. As indicated in Reference 1, the SSE Control Point is taken to be the top of moderately weathered schist, and the profile was modeled up to that elevation. For dynamic properties of rock layers, modulus and damping curves were represented with two models. The first model used rock curves taken from Reference 2, the second model assumed linear behavior.

These dynamic property models were weighted equally.

The three base-case shear-wave velocity profiles used to model amplification at the site are shown in Figure 1. Profiles 1,2, and 3 are weighted 0.4, 0.3, and 0.3, respectively. Thicknesses, depths, and shear-wave velocities (Vs) corresponding to each profile are shown in Table 2.

References

1. Simpson, Gumpertz and Heger (2012). Review of Existing Site Response Parameter Data for the Exeloll Nuclear Fleet, Rept. 128018-R-Ol, Rev. 1, July 17,2012, Section 9 "Peach Bottom."

2. EPRI (1993). Guidelines for Determining Design Basis Ground Motions, Electric Power Research Institute, Palo Alto, CA, Rept. TR-102293, Vol. 1-5.

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 2 Table 1 Summary of Geotechnical Profile Data for Peach Bottom Nuclear Power Plant Elevations of Layer Range in Boundaries At Thickness Reactor Buildings Across (ft, MSL)

Site (ft)

Soil/Rock Description and Age N/A 0-40 Residual soil overburden derived from weathering underlying Peters Creek Schist, compact sandy silt and silty sand with gravel N/A 10-50 Early Paleozoic or Precambrian Peters Creek Schist, highly weathered metamorphosed sedimentary rock 136 D to 116 0-40 Early Paleozoic or Precambrian Peters Creek Schist, moderately weathered metamorphosed sedimentary rock 116 and below C N/A Early Paleozoic or Precambrian Peters Creek Schist, unweathered metamorphosed sedimentary rock Shear Wave Compressional Density Velocity Wave Velocity Poisson's (pcf)

(fps)d (fps) ratio 110-150 N/A 2000 0.33 135-145 N/A

<7000 0.30 150-175 N/A 7000 0.30 160-170 N/A

>16000 0.28 8 Residual soil overburden and highly weathered bedrock was excavated from the areas surrounding the main power block.

b Finish grade elevation is nominally 136 ft MSL on the west side of the main power block, and 117 ft MSL on the east. The control point elevation for the SSE and IPEEE HCLPF is at EI. 136 ft MSL.

C Bottom of the deepest foundation is at EI. 88 ft MSL, within the unweathered Perers Creek Schist.

d The documentation reviewed during this study does not contain shear wave velocity data.

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 3 Vs profiles for Peach Bottom Site Vs (ft/sec) o 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 o +---1---~,--+--,;----r--'+---1---~---+--~

S +---1---~~-+--~----r-~+---1----r---+--~

_10 +---;---~~-+---~----r-~+---1----r---+--~

!:. t III Q lS +---1---~~-+--~----r-~+---1----r---+--~

Figure 1. V s profiles for Peach Bottom site Profile 1 Profile 2 Profile 3

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 4 Table 2 L

tho kn ayer IC esses, d h

ept s, an d V

~ 3 S or fil P

h B pro I es, eac ottom sIte Profile I Profile 2 thickness(ft) depth (ft)

Vs(ftls) thickness(ft) depth (ft)

Vs(ftls) thickness(ft) 0 3741 0

2383 5.0 5.0 3741 5.0 5.0 2383 5.0 5.0 10.0 3741 5.0 10.0 2383 5.0 5.0 15.0 3741 5.0 15.0 2383 5.0 5.0 20.0 3741 5.0 20.0 2383 5.0 3280.8 3300.8 9285 3280.8 3300.8 9285 3280.8 Profile 3 depth (ft)

Vs(ftls) 0 5874 5.0 5874 10.0 5874 15.0 5874 20.0 5874 3300.8 9285 Quad Cities Nuclear Power Station Units 1 & 2 Descriptions of Subsurface Materials and Properties and Base Case Velocity Profiles

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 1 Quad Cities site description The basic information used to create the site geologic profile at the Quad Cities Generating Station is shown in Table 1. This profile was developed using information documented in Reference 1. As indicated in Table 1, the SSE Control Point is defined at elevation 550 ft), and the profile was modeled l:lP to that elevation. For dynamic properties of rock layers, modulus and damping curves were represented with two models. The first model used rock curves taken from Reference 2, the second model assumed linear behavior. These dynamic property models were weighted equally.

The three base-case shear-wave velocity profiles used to model amplification at the site are shown in Figure 1. Profiles 1,2, and 3 are weighted 0.4, 0.3, and 0.3, respectively. Thicknesses, depths, and shear-wave velocities (Vs) corresponding to each profile are shown in Table 2.

References

1. SGH (2012). Review of Existing Site Response Parameter Data for the Exelon Nuclear Fleet-Revision 1, Simpson Gumpertz & Heger Rept. No. 128018-R-01 dated July 17,2012, transmitted by letter from J. Clark to J. Hamel on July 18,2012.

2. EPRI (1993). Guidelinesfor Determining Design Basis Ground Motions, Electric Power Research Institute, Palo Alto, CA, Rept. TR-102293, Vol. 1-5.

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 2 Table 1 Summary of Geotechnical Profile Data for Quad Cities Generating Station Elevations of Layer Range in Boundaries At Reactor Thickness Buildings Across (ft, MSL)

Site (ft)

SoillRock Descrip_tion and Age 595 8 to 550 45-55 Pleistocene glacial till, outwash and lacustrine deposits, unconsolidated fine sand to coarse gravels containing some cobbles and boulders 550" to 530" 10-20 Silurian Niagaran Formation, dolomite exhibiting extensive voids and cavities due to solutiond Compressional Density Shear Wave Wave Velocity Poisson's (pcf)

Velocity (fps)

_(fpsi Ratio N/A N/A N/A N/A 150-170 2000-7500 8100-14000 0.12-0.37 I

I 530 to 510 15-30 Silurian Niagaran Formation, dolomite 150-170 5000-9000 9300-14000 0.12-0.37 I

exhibiting relatively infrequent voids and I

cavities due to solutiond I

510 to 470 5-40 Silurian Niagaran Formation, dolomite 150-170 2000-6200 8800-10700 0.12-0.37 I exhibitinj voids and cavities due to solution 470 to 300 170-250 Silurian Niagaran and Alexandrian 150-170 5000-9000 9300-14000 0.12-0.37 Formations, dolomite and dolomitic limestone with varying degrees of porosity 300 to -2700 3000 Ordovician and Cambrian sedimentary N/A N/A N/A N/A rocks, dolomite, shale, sandstone, and siltstone

-2700 and below N/A Precambrian crystalline basement, N/A N/A N/A N/A granite and granodiorite 8 Finish grade elevation is nominally 595 ft MSL.

b The IPEEE HCLPF and SSE control point elevations are at the top of bedrock, which is at EI. 550 ft MSL.

C Bottom of the deepest foundation is at EI. 539 ft MSL, within the upper Niagaran Formation, which exhibits extensive voids and cavities. This cavity-bearing

~ortion of this upper zone was largely removed during excavation and backfilled with concrete prior to placing the structure foundations.

See Section 10.2.1 for a brief description of a grouting program that was implemented to improve the structural properties of the upper bedrock. More detail is provided in UFSAR Appendix 2A [8J.

I

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 3 Vs profiles for Quad Cities Site Vs 1ft/sec) o 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 o

500 1000 g 1500

.z::...

a.

~ 2000 2500 3000 3500 Figure 1. Vs profiles for Quad Cities site I

\\

~,

1\\

\\

\\,,

Profile 1 Profile 2 Profile 3

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 4 Table 2 L

tho kn ayer Ie esses, d th epl s,an d V £ 3 s or fil Q dC" pro I es, ua ltles sIte Profile 1 Profile 2 thickness(ft) depth (ft)

Vs(ftls) thickness(ft) depth (ft)

Vs(ftls) 0 3873 0

2479 6.7 6.7 3873 6.7 6.7 2479 6.7 13.3 3873 6.7 13.3 2479 6.7 20.0 3873 6.7 20.0 2479 5.0 25.0 6708 5.0 25.0 4293 8.3 33.3 6708 8.3 33.3 4293 6.7 40.0 6708 6.7 40.0 4293 6.7 46.6 3521 6.7 46.6 2254 3.4 50.0 3521 3.4 50.0 2254 9.9 59.9 3521 9.9 59.9 2254 6.7 66.6 3521 6.7 66.6 2254 6.7 73.3 3521 6.7 73.3 2254 6.7 79.9 3521 6.7 79.9 2254 40.1 120.0 6708 40.1 120.0 4293 44.9 164.9 6708 44.9 164.9 4293 85.0 249.9 6708 85.0 249.9 4293 100.0 349.9 6733 100.0 349.9 4309 100.0 449.9 6783 100.0 449.9 4341 50.1 500.0 6833 50.1 500.0 4373 150.1 650.0 6883 150.1 650.0 4405 100.0 750.0 6933 100.0 750.0 4437 100.0 850.0 6983 100.0 850.0 4469 100.0 950.0 7033 100.0 950.0 4501 100.0 1050.0 7083 100.0 1050.0 4533 100.0 1150.0 7133 100.0 1150.0 4565 100.0 1250.0 7183 100.0 1250.0 4597 100.0 1350.0 7233 100.0 1350.0 4629 100.0 1450.0 7283 100.0 1450.0 4661 100.0 1550.0 7333 100.0 1550.0 4693 100.0 1650.0 7383 100.0 1650.0 4725 100.0 1750.0 7433 100.0 1750.0 4757 100.0 1850.0 7483 100.0 1850.0 4789 100.0 1950.0 7533 100.0 1950.0 4821 100.0 2050.0 7583 100.0 2050.0 4853 100.0 2150.0 7633 100.0 2150.0 4885 100.0 2250.0 7683 100.0 2250.0 4917 100.0 2350.0 7733 100.0 2350.0 4949 Profile 3 thickness(ft) depth (ft)

Vs(ftls) 0 6080 6.7 6.7 6080 6.7 13.3 6080 6.7 20.0 6080 5.0 25.0 9285 8.3 33.3 9285 6.7 40.0 9285 6.7 46.6 5528 3.4 50.0 5528 9.9 59.9 5528 6.7 66.6 5528 6.7 73.3 5528 6.7 79.9 5528 40.1 120.0 9285 44.9 164.9 9285 85.0 249.9 9285 100.0 349.9 9285 100.0 449.9 9285 50.1 500.0 9285 150.1 650.0 9285 100.0 750.0 9285 100.0 850.0 9285 100.0 950.0 9285 100.0 1050.0 9285 100.0 1150.0 9285 100.0 1250.0 9285 100.0 1350.0 9285 100.0 1450.0 9285 100.0 1550.0 9285 100.0 1650.0 9285 100.0 1750.0 9285 100.0 1850.0 9285 100.0 1950.0 9285 100.0 2050.0 9285 100.0 2150.0 9285 100.0 2250.0 9285 100.0 2350.0 9285

U.S. Nuclear Regulatory Commission NTIF 2.1 Seismic Response for CEUS Sites September 12, 2013 PageS 100.0 2450.0 7783 100.0 100.0 2550.0 7833 100.0 100.0 2650.0 7883 100.0 100.0 2750.0 7933 100.0 100.0 2850.0 7983 100.0 100.0 2950.0 8033 100.0 100.0 3050.0 8083 100.0 100.0 3150.0 8133 100.0 100.0 3250.0 8183 100.0 3280.8 6530.9 9285 3280.8 2450.0 4981 100.0 2450.0 9285 2550.0 5013 100.0 2550.0 9285 2650.0 5045 100.0 2650.0 9285 2750.0 5077 100.0 2750.0 9285 2850.0 5109 100.0 2850.0 9285 2950.0 514l 100.0 2950.0 9285 3050.0 5173 100.0 3050.0 9285 3150.0 5205 100.0 3150.0 9285 3250.0 5237 100.0 3250.0 9285 6530.9 9285 3280.8 6530.9 9285 0

Three Mile Island Nuclear Station Unit 1 Descriptions of Subsurface Materials and Properties and Base Case Velocity Profiles

u.s. Nuclear Regulatory Commission NTIF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 1 Three Mile Island site description The basic information used to create the site geologic profile at the Three Mile Island Nuclear Power Plant is shown in Table 1. This profile was developed using information documented in Reference 1. As indicated in Reference 1, the SSE Control Point was judged to be at the surface of bedrock, elevation 280 ft. As a result, the profile was modeled up to that elevation. For dynamic properties of rock layers, modulus and damping curves were represented with two models. The first model used rock curves taken from Reference 2, the second model assumed linear behavior. These dynamic property models were weighted equally.

The three base-case shear-wave velocity profiles used to model amplification at the site are shown in Figure 1. Profiles 1,2, and 3 are weighted 0.4, 0.3, and 0.3, respectively. Thicknesses, depths, and shear-wave velocities (Vs) corresponding to each profile are shown in Table 2.

References

1. Simpson, Gumpertz and Heger (2012). Review of Existing Site Response Parameter Data for the Exelon Nuclear Fleet, Rept. 128018-R-Ol, Rev. 1, July 17,2012, Section 11 "Three Mile Island."

2. EPRI (1993). Guidelinesfor Determining Design Basis Ground Motions, Electric Power Research Institute, Palo Alto, CA, Rept. TR-102293, Vol. 1-5.

u.s. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 2 Table 1 Summary of Geotechnical Profile Data for Three Mile Island Nuclear Power Plant Elevations of Layer Range in Boundaries At Reactor Thickness Building Across Density (ft, MSL)

Site(ft)

Soil/Rock Description and Age (pcf) 304a to 298 6

Loose to medium dense fine silty sand 125-147 and gravel to very stiff clayey silt 298 to 280 18 Medium dense to very dense coarse 125-147 sand and gravel with some boulders and cobbles 280 0 to -15700c 15980-Triassic Gettysburg Formation, N/A 16000 sandstone, medium-hard to hard shaley siltstone, and shaley claystone

,-15700and.below N/A Basement rock N/A a Finish grade elevation is nominally 304 ft MSL.

b The SSE control point elevation is at the top of bedrock at EL. 280 ft MSL.

Shear Wave Compressional Velocity Wave Velocity Poisson's (fps)

(fps) ratio N/A 1000-2300 N/A N/A 2300-3800 N/A N/A 8000-12000u N/A N/A N/A N/A C Bottom of the deepest foundation is at EI. 268 ft MSL, near the surface of the Gettysburg Formation.

rJ Gettysburg Formation wave velocities were measured near the surface of the bedrock. The wave velocities are expected to increase with depth, but the degree and rate at which they do so is uncertain.

I i

I

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 3 Vs profiles for Three Mile Island Site Vs (ft/sec) o 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 o

500 1000 1500 2000 2500 g 3000

-s 3500 Q.

!!: 4000 4500 5000 5500 6000 6500 7000

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Figure 1. Vs profiles for Three Mile Island site

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Profile 1 Profile 2 Profile 3

U.S. Nuclear Regulatory Commission NTIF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 4 Table 2 L

tho kn ayer le esses, d h

ept s, an d V

~ 3 s or fil Th M'I I I d.

pro 1 es, ree 1 e san slte Profile I Profile 2 thickness(ft) depth (ft)

Vs(ftls) thickness(ft) depth (ft)

Vs(ftls) thickness(ft) 0 5002 0

3186 10.0 10.0 5002 10.0 10.0 3186 10.0 10.0 20.0 5007 10.0 20.0 3190 10.0 10.0 30.0 5012 10.0 30.0 3193 10.0 10.0 40.0 5017 10.0 40.0 3196 10.0 10.0 50.0 5022 10.0 50.0 3199 10.0 10.0 60.0 5027 10.0 60.0 3202 10.0 10.0 70.0 5032 10.0 70.0 3206 10.0 10.0 80.0 5037 10.0 80.0 3209 10.0 10.0 90.0 5042 10.0 90.0 3212 10.0 10.0 100.0 5047 10.0 100.0 3215 10.0 10.0 110.0 5052 10.0 110.0 3218 10.0 10.0 120.0 5057 10.0 120.0 3221 10.0 10.0 130.0 5062 10.0 130.0 3225 10.0 10.0 140.0 5067 10.0 140.0 3228 10.0 10.0 150.0 5072 10.0 150.0 3231 10.0 10.0 160.0 5077 10.0 160.0 3234 10.0 10.0 170.0 5082 10.0 170.0 3237 10.0 10.0 180.0 5087 10.0 180.0 3241 10.0 10.0 190.0 5092 10.0 190.0 3244 10.0 10.0 200.0 5097 10.0 200.0 3247 10.0 10.0 210.0 5102 10.0 210.0 3250 10.0 10.0 220.0 5107 10.0 220.0 3253 10.0 10.0 230.0 5112 10.0 230.0 3256 10.0 10.0 240.0 5117 10.0 240.0 3260 10.0 10.0 250.0 5122 10.0 250.0 3263 10.0 10.0 260.0 5127 10.0 260.0 3266 10.0 10.0 270.0 5132 10.0 270.0 3269 10.0 10.0 280.0 5137 10.0 280.0 3272 10.0 10.0 290.0 5142 10.0 290.0 3276 10.0 10.0 300.0 5147 10.0 300.0 3279 10.0 10.0 310.0 5152 10.0 310.0 3282 10.0 10.0 320.0 5157 10.0 320.0 3285 10.0 10.0 330.0 5162 10.0 330.0 3288 10.0 10.0 340.0 5167 10.0 340.0 3292 10.0 10.0 350.0 5172 10.0 350.0 3295 10.0 10.0 360.0 5177 10.0 360.0 3298 10.0 Profile 3 depth (ft)

Vs(ftls) 0 7854 10.0 7854 20.0 7861 30.0 7869 40.0 7877 50.0 7885 60.0 7893 70.0 7901 80.0 7908 90.0 7916 100.0 7924 110.0 7932 120.0 7940 130.0 7948 140.0 7956 150.0 7963 160.0 7971 170.0 7979 180.0 7987 190.0 7995 200.0 8003 210.0 8011 220.0 8018 230.0 8026 240.0 8034 250.0 8042 260.0 8050 270.0 8058 280.0 8065 290.0 8073 300.0 8081 310.0 8089 320.0 8097 330.0 8105 340.0 8113 350.0 8120 360.0 8128

u.s. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 5 10.0 370.0 5182 10.0 10.0 380.0 5187 10.0 10.0 390.0 5192 10.0 10.0 400.0 5197 10.0 10.0 410.0 5202 10.0 10.0 420.0 5207 10.0 10.0 430.0 5212 w.o 10.0 440.0 5217 10.0 10.0 450.0 5222 10.0 10.0 460.0 5227 10.0 10.0 470.0 5232 10.0 10.0 480.0 5237 10.0 10.0 490.0 5242 10.0 10.0 500.0 5247 10.0 100.0 600.0 5274 100.0 100.0 700.0 5324 100.0 100.0 800.0 5374 100.0 100.0 900.0 5424 100.0 100.0 1000.0 5474 100.0 100.0 1100.0 5524 100.0 100.0 1200.0 5574 100.0 100.0 1300.0 5624 100.0 100.0 1400.0 5674 100.0 100.0 1499.9 5724 100.0 100.0 1599.9 5774 100.0 100.0 1699.9 5824 100.0 100.0 1799.9 5874 100.0 100.0 1899.9 5924 100.0 100.0 1999.9 5974 100.0 100.0 2099.9 6024 100.0 100.0 2199.9 6074 100.0 100.0 2299.9 6124 100.0 100.0 2399.9 6174 100.0 100.0 2499.9 6224 100.0 100.0 2599.9 6274 100.0 100.0 2699.9 6324 100.0 100.0 2799.9 6374 100.0 100.0 2899.9 6424 100.0 100.0 2999.9 6474 100.0 100.0 3099.9 6524 100.0 100.0 3199.9 6574 100.0 370.0 3301 10.0 370.0 8136 380.0 3304 10.0 380.0 8144 390.0 3307 10.0 390.0 8152 400.0 3311 10.0 400.0 8160 410.0 3314 10.0 410.0 8168 420.0 3317 10.0 420.0 8175 430.0 3320 10.0 430.0 8183 440.0 3323 10.0 440.0 8191 450.0 3327 10.0 450.0 8199 460.0 3330 10.0 460.0 8207 470.0 3333 10.0 470.0 8215 480.0 3336 10.0 480.0 8222 490.0 3339 10.0 490.0 8230 500.0 3342 10.0 500.0 8238 600.0 3360 100.0 600.0 8281 700.0 3392 100.0 700.0 8359 800.0 3423 100.0 800.0 8438 900.0 3455 100.0 900.0 8516 1000.0 3487 100.0 1000.0 8595 1100.0 3519 100.0 1100.0 8673 1200.0 3551 100.0 1200.0 8752 1300.0 3583 100.0 1300.0 8830 1400.0 3615 100.0 1400.0 8909 1499.9 3646 100.0 1499.9 8987 1599.9 3678 100.0 1599.9 9066 1699.9 3710 100.0 1699.9 9144 1799.9 3742 100.0 1799.9 9223 1899.9 3774 100.0 1899.9 9285 1999.9 3806 100.0 1999.9 9285 2099.9 3838 100.0 2099.9 9285 2199.9 3869 100.0 2199.9 9285 2299.9 3901 100.0 2299.9 9285 2399.9 3933 100.0 2399.9 9285 2499.9 3965 100.0 2499.9 9285 2599.9 3997 100.0 2599.9 9285 2699.9 4029 100.0 2699.9 9285 2799.9 4060 100.0 2799.9 9285 2899.9 4092 100.0 2899.9 9285 2999.9 4124 100.0 2999.9 9285 3099.9 4156 100.0 3099.9 9285 3199.9 4188 100.0 3199.9 9285

u.s. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 6 100.0 3299.9 6624 100.0 100.0 3399.9 6674 100.0 100.0 3499.9 6724 100.0 100.0 3599.9 6774 100.0 100.0 3699.9 6824 100.0 100.0 3799.9 6874 100.0 100.0 3899.9 6924 100.0 100.0 3999.9 6974 100.0 100.0 4099.9 7024 100.0 100.0 4199.9 7074 100.0 100.0 4299.9 7124 100.0 100.0 4399.8 7174 100.0 100.0 4499.8 7224 100.0 100.0 4599.8 7274 100.0 100.0 4699.8 7324 100.0 100.0 4799.8 7374 100.0 100.0 4899.8 7424 100.0 100.0 4999.8 7474 100.0 100.0 5099.8 7524 100.0 100.0 5199.8 7574 100.0 100.0 5299.8 7624 100.0 100.0 5399.8 7674 100.0 100.0 5499.8 7724 100.0 100.0 5599.8 7774 100.0 100.0 5699.8 7824 100.0 100.0 5799.8 7874 100.0 100.0 5899.8 7924 100.0 100.0 5999.8 7975 100.0 100.0 6099.8 8025 100.0 100.0 6199.8 8075 100.0 100.0 6299.8 8125 100.0 100.0 6399.8 8175 100.0 100.0 6499.8 8225 100.0 61.4 6561.2 8235 61.4 3280.8 9842.0 9285 3280.8 3299.9 4220 100.0 3299.9 9285 3399.9 4252 100.0 3399.9 9285 3499.9 4283 100.0 3499.9 9285 3599.9 4315 100.0 3599.9 9285 3699.9 4347 100.0 3699.9 9285 3799.9 4379 100.0 3799.9 9285 3899.9 4411 100.0 3899.9 9285 3999.9 4443 100.0 3999.9 9285 4099.9 4475 100.0 4099.9 9285 4199.9 4506 100.0 4199.9 9285 4299.9 4538 100.0 4299.9 9285 4399.8 4570 100.0 4399.8 9285 4499.8 4602 100.0 4499.8 9285 4599.8 4634 100.0 4599.8 9285 4699.8 4666 100.0 4699.8 9285 4799.8 4698 100.0 4799.8 9285 4899.8 4729 100.0 4899.8 9285 4999.8 4761 100.0 4999.8 9285 5099.8 4793 100.0 5099.8 9285 5199.8 4825 100.0 5199.8 9285 5299.8 4857 100.0 5299.8 9285 5399.8 4889 100.0 5399.8 9285 5499.8 4920 100.0 5499.8 9285 5599.8 4952 100.0 5599.8 9285 5699.8 4984 100.0 5699.8 9285 5799.8 5016 100.0 5799.8 9285 5899.8 5048 100.0 5899.8 9285 5999.8 5080 100.0 5999.8 9285 6099.8 5112 100.0 6099.8 9285 6199.8 5143 100.0 6199.8 9285 6299.8 5175 100.0 6299.8 9285 6399.8 5207 100.0 6399.8 9285 6499.8 5239 100.0 6499.8 9285 6561.2 5246 61.4 6561.2 9285 9842.0 9285 3280.8 9842.0 9285