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, Three Mile Island, Braidwood, Limerick, Clinton, Quad Cities, LaSalle
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" 10 CFR 50.54{f)

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

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 Fukus hima 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 Accide nt, dated March 12, 2012

2. NRC Letter, Endorsement of EPRI Final Draft Report 10252 87, "Seismic Evaluation Guidance," dated February 15, 2013

3. EPRI Report 1025287, Seismic Evaluation Guidance: Screen ing, 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 Recom mendation 2.1: Seismic Reevaluations, dated April 9, 2013

5. NRC Letter, EPRI Final Draft Report XXXXXX, "Seismic Evalua tion 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 Augme nted, Approach for the Resolution of Fukushima Near-Term Task Force Recommenda tion 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 Easter n 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

At tac hm en t 1 Braidwood Station Units 1 and 2 De sc rip tio ns of Su bs urf ac e Materials and Properties and Base Case Ve loc ity 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 d NuclearG s Elevations of Layer Range in I Boundaries At Reactor Thickness 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 6008 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 0

579 to 562 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 c

562 to 462 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 Vs profiles for Bra idwood Site Vs {ft/secl o 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 o

500 1000 I 1500 I 2000 I - Profile 1

+::"

. 2500 I - Profile 2 I

.s=

~3000 I - Profile 3 o I 3500 4000 4500 5000 5500 Figure 1. Vs profiles for Braidwood site

U.S. Nuclear Regulatory Commission NTIF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 4 Table 2 L ayer thoIek nesses, depths, an d V s tIor 3 protil 1 es, B'd rat wood sIte.

Profile I Profile 2 Profile 3 thickness(ft) depth (ft) Vs(ftls) thickness(ft) depth (ft) Vs(ftls) thickness(ft) depth (ft) Vs(ftls) 0 3200 0 2560 0 4000 10.0 10.0 3200 10.0 10.0 2560 10.0 10.0 4000 10.0 20.0 3200 10.0 20.0 2560 10.0 20.0 4000 10.0 30.0 3200 10.0 30.0 2560 10.0 30.0 4000 10.0 40.0 3200 10.0 40.0 2560 10.0 40.0 4000 10.0 50.0 3200 10.0 50.0 2560 10.0 50.0 4000 10.0 60.0 3200 10.0 60.0 2560 10.0 60.0 4000 10.0 70.0 3200 10.0 70.0 2560 10.0 70.0 4000 10.0 80.0 3200 10.0 80.0 2560 10.0 80.0 4000 10.0 90.0 3200 10.0 90.0 2560 10.0 90.0 4000 10.0 100.0 3200 10.0 100.0 2560 10.0 100.0 4000 10.0 110.0 6800 10.0 110.0 5440 10.0 110.0 8500 10.0 120.0 6800 10.0 120.0 5440 10.0 120.0 8500 7.0 127.0 6800 7.0 127.0 5440 7.0 127.0 8500 10.0 137.0 6800 10.0 137.0 5440 10.0 137.0 8500 7.0 144.0 3400 7.0 144.0 2690 7.0 144.0 4250 10.0 154.0 3400 10.0 154.0 2690 10.0 154.0 4250 10.0 164.0 3400 10.0 164.0 2690 10.0 164.0 4250 10.0 174.0 3400 10.0 174.0 2690 10.0 174.0 4250 10.0 184.0 3400 10.0 184.0 2690 10.0 184.0 4250 10.0 194.0 3400 10.0 194.0 2690 10.0 194.0 4250 10.0 204.0 3400 10.0 204.0 2690 10.0 204.0 4250 10.0 214.0 3400 10.0 214.0 2690 10.0 214.0 4250 10.0 224.0 3400 10.0 224.0 2690 10.0 224.0 4250 6.0 230.0 8700 6.0 230.0 6960 6.0 230.0 9285 10.0 240.0 8700 10.0 240.0 6960 10.0 240.0 9285 10.0 250.0 8700 10.0 250.0 6960 10.0 250.0 9285 25.0 275.0 8700 25.0 275.0 6960 25.0 275.0 9285 25.0 300.0 8700 25 .0 300.0 6960 25.0 300.0 9285 25.0 325.0 8700 25.0 325.0 6960 25.0 325.0 9285 25.0 350.0 8700 25 .0 350.0 6960 25.0 350.0 9285 25 .0 375.0 8700 25.0 375.0 6960 25.0 375.0 9285 25.0 400.0 8700 25.0 400.0 6960 25 .0 400.0 9285 25 .0 425.0 8700 25.0 425.0 6960 25.0 425.0 9285 25 .0 450.0 8700 25.0 450.0 6960 25.0 450.0 9285 25.0 475.0 8700 25 .0 475.0 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 25.0 500.0 6960 25 .0 500.0 9285 24.4 524.4 8700 24.4 524.4 6960 24.4 524.4 9285 24.4 548.7 8700 24.4 548.7 6960 24.4 548.7 9285 24.4 573.1 8700 24.4 573.1 6960 24.4 573.1 9285 24.4 597.5 8700 24.4 597.5 6960 24.4 597.5 9285 24.4 621.8 8700 24.4 621.8 6960 24.4 621.8 9285 24.4 646.2 8700 24.4 646.2 6960 24.4 646.2 9285 24.4 670.6 8700 24 .4 670.6 6960 24.4 670.6 9285 24.4 695 .0 8700 24.4 695.0 6960 24.4 695.0 9285 218.3 913.3 8700 218.3 913.3 5541 218.3 913.3 9285 218.3 1131.6 8700 218.3 1131.6 5541 218.3 1131.6 9285 218.3 1350.0 8700 218.3 1350.0 5541 218.3 1350.0 9285 218.3 1568.3 8700 218.3 1568.3 5541 218.3 1568.3 9285 218.3 1786.7 8700 218.3 1786.7 5541 218.3 1786.7 9285 218.3 2005 .0 8700 218.3 2005.0 5541 218.3 2005.0 9285 218.3 2223.3 8700 218.3 2223.3 5541 218.3 2223 .3 9285 218.3 2441.7 8700 218.3 2441.7 5541 218.3 2441.7 9285 218.3 2660.0 8700 218.3 2660.0 5541 218.3 2660.0 9285 218.3 2878.4 8700 218.3 2878.4 5541 218.3 2878.4 9285 218.3 30%.7 8700 218.3 3096.7 5541 218.3 3096.7 9285 218.3 3315.0 8700 218.3 3315.0 5541 218.3 3315.0 9285 218.3 3533.4 8700 218.3 3533.4 5541 218.3 3533.4 9285 218.3 3751.7 8700 218.3 3751.7 5541 218.3 3751.7 9285 218.3 3970.0 8700 218.3 3970.0 5541 218.3 3970.0 9285 218.3 4188.4 8700 218.3 4188.4 5541 218.3 4188.4 9285 218.3 4406.7 8700 218.3 4406.7 5541 218.3 4406.7 9285 218.3 4625.1 8700 218.3 4625.1 5541 218.3 4625.1 9285 218.3 4843.4 8700 218.3 4843.4 5541 218.3 4843 .4 9285 218.3 5061 .7 8700 218.3 5061.7 5541 218.3 5061.7 9285 3280.8 8342.6 9285 3280.8 8342.6 9285 3280.8 8342.6 9285

Attachment 2 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 Shear Wave Compressional Buildings Across Density Velocity Wave Velocity Poisson's (ft, MSL) SiteJftl SoillRock DescripJion and Age ~cfJ (fps) (fps) Ratio N/A 0-8 Pleistocene overburden, clayey silt, 110-130 330-450 1000-2200 0.44 clayey sand, and silty sand with some gravel 8698 to 772D 30-105 Ordovician Dunleith Formation, slightly to 147-164 2800-3650 7500-11000 0.37-0.41 moderately weathered dolomite 772 to 768 3-7 Ordovician Guttenberg Formation, 150-157 3000-6000 9500-15250 0.33-0.41 Dolomite 768 to 755 10-15 Ordovician Quimbys Mill Formation, 156-166 4500-9500 12000-15250 0.33-0.41 Dolomite 755 to 740 13-24 Ordovician Nachusa Formation, 162-168 9500 15500 0.19-0.23 Dolomite 740 to 698 30-46 Ordovician Grand Detour 156-177 9500 15500 0.19-0.23 Formation, dolomite 698 to 682 13-26 Ordovician Mifflin Formation, 165-166 9500 15500 0.19-0.23 Dolomite 682 to 657 15-31 Ordovician Pecatonica Formation, 146-160 9500 15500 0.19-0.23 Dolomite 657 to 655 2-5 Ordovician Glenwood Formation, 116-129 9500 15500 0.19-0.23 Harmony Hill Member, shale 655 to 635 17-32 Ordovician Glenwood Formation, 155-167 9500 15500 0.19-0.23 Daysville Member, dolomite and sandstone 635 to 408 100-450 Ordovician St. Peter Formation, 130-132 9500 15500 0.19-0.23 poorly graded, poorly cemented, friable sandstone 408 to -1622 1500-2500 Cambrian dolomite and sandstone 152-159 11000 18300 0.22

-1622 and below N/A Precambrian metamorphic and 162 12000 19000 0.18 igneous basement 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 - Profile 1 g 1400 - Profile 2

-5a. 1600 - Profile 3

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

u.s. Nuclear Regulatory Commission NTIF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 4 Table 2 L ayer thoIe knesses, depths, an d V s £or 3 profilI es, Biyron SIte Profile 1 Profile 2 Profile 3 thickness(ft) depth (ft) Vs(ftls) thickness(ft) depth (ft) Vs(ftls) thickness(ft) depth (ft) Vs(ftls) 0 3197 0 2557 0 3996 10.0 10.0 3197 10.0 10.0 2557 10.0 10.0 3996 10.0 20.0 3197 10.0 20.0 2557 10.0 20.0 3996 10.0 30.0 3197 10.0 30.0 2557 10.0 30.0 39%

10.0 40.0 3197 10.0 40.0 2557 10.0 40.0 3996 10.0 50.0 3197 10.0 50.0 2557 10.0 50.0 3996 10.0 60.0 3197 10.0 60.0 2557 10.0 60.0 3996 10.0 70.0 3197 10.0 70.0 2557 10.0 70.0 3996 10.0 80.1 3197 10.0 80.1 2557 10.0 80.1 3996 10.0 90.1 3197 10.0 90.1 2557 10.0 90.1 3996 7.0 97.0 3197 7.0 97.0 2557 7.0 97.0 3996 4.0 101.0 4242 4.0 101.0 3394 4.0 101.0 5303 6.5 107.5 6536 6.5 107.5 5229 6.5 107.5 8170 6.5 114.0 6536 6.5 114.0 5229 6.5 114.0 8170 5.9 120.0 9285 5.9 120.0 5942 5.9 120.0 9285 26.0 146.0 9285 26.0 146.0 5942 26.0 146.0 9285 26.0 172.0 9285 26.0 172.0 5942 26.0 172.0 9285 26.0 198.0 9285 26.0 198.0 5942 26.0 198.0 9285 26.0 224.0 9285 26.0 224.0 5942 26.0 224.0 9285 26.0 250.1 9285 26.0 250.1 5942 26.0 250.1 9285 38.4 288.5 9285 38.4 288.5 5942 38.4 288.5 9285 38.4 326.9 9285 38.4 326.9 5942 38.4 326.9 9285 38.4 365.3 9285 38.4 365.3 5942 38.4 365.3 9285 38.4 403.7 9285 38.4 403.7 5942 38.4 403.7 9285 38.4 442.2 9285 38.4 442.2 5942 38.4 442.2 9285 57.8 500.0 9285 57.8 500.0 5942 57.8 500.0 9285 106.2 606.2 9285 106.2 606.2 5942 106.2 606.2 9285 164.0 770.2 9285 164.0 770.2 5942 164.0 770.2 9285 164.0 934.3 9285 164.0 934.3 5942 164.0 934.3 9285 164.0 1098.3 9285 164.0 1098.3 5942 164.0 1098.3 9285 164.0 1262.4 9285 164.0 1262.4 5942 164.0 1262.4 9285 164.0 1426.4 9285 164.0 1426.4 5942 164.0 1426.4 9285 164.0 1590.4 9285 164.0 1590.4 5942 164.0 1590.4 9285 164.0 1754.5 9285 164.0 1754.5 5942 164.0 1754.5 9285 164.0 1918.5 9285 164.0 1918.5 5942 164.0 1918.5 9285 164.0 2082.6 9285 164.0 2082.6 5942 164.0 2082.6 9285 164.0 2246.6 9285 164.0 2246.6 5942 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 2410.7 5942 164.0 2410.7 9285 164.0 2574.7 9285 164.0 2574.7 5942 164.0 2574.7 9285 164.0 2738.7 9285 164.0 2738.7 5942 164.0 2738.7 9285 262.5 3001.2 9285 262.5 3001.2 5942 262.5 3001.2 9285 3280.8 6282.0 9285 3280.8 6282.0 9285 3280.8 6282.0 9285

Attachment 3 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 Shear Wave Compressional Containment Buildings Across Site Density Velocity Wave Velocity Poisson's (ft MSL) (ft) SoillRock Description and Age (pef) (~s) (~s) Ratio 736" to 732 4-10 Wisconsinan Richland Loess, soft, clayey silt 118-131 641-1354 1680-2875 0.37 732 to 702 20-55 Wisconsinan Wedron Formation, stiff to very stiff 130-157 641-1354 4800-7300 0.48 clayey sandy silt with lenses of stratified sand, gravel or silt 702 to 680" 10-22 Illinoian weathered Glasford Formation, clayey 120-160 860-1970 4800-7500 0.48 silt with sand and gravel 680 to 577 90-140 Illinoian unaltered Glasford Formation, hard 140-160 1100-3250 5700-8900 0.46 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 133-142 1390-2670 7500 0.46-0.47 clayey silt (reworked and weathered Pre-Illinoian Qlacial till) 560 to 510 50-68 Pre-Illinoian silty clay and clayey silt with some 134-162 1560-2800 5270-8230 0.46-0.47 sand and Qravel 510 to 500 5-15 Pre-Illinoian lacustrine deposits of clayey silt and 126-142 1190-3310 5270-7940 0.40-0.46 silty clay with sand and some gravel (reworked glacial till) 500 to 0 300-800 Pennsylvanian limestone, shale, sandstone, 160-166 3250-5700 7850-12000 0.29 coal and siltstone Oto-500 500-600 Mississippian limestone, with lesser siltstone and N/A 4500-6500 N/A 0.33 shale

-500 to -700 150-250 Devonian shale and limestone NlA 4500-8500 N/A 0.33

-700 to -1200 450-550 Silurian carbonates, some of which include reef N/A 4500-8500 N/A 0.33 structure

-1200 to -2300 1000-1500 Ordovician dolomite, sandstone, basal N/A 6500-10500 N/A 0.25-0.33 sandstone, limestone, and shales

-2300 to -5300 2900-3100 Cambrian siltstone, shale, sandstone, and N/A 6500-10500 N/A 0.25-0.33 dolomite

-5300 and below N/A Precambrian igneous rocks, dominantly granite N/A >9200 N/A 0.25 with associated granodiorite, rhyolite, felsite, or granophyre of closely related composition 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.

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

I I 500 L.., I I I 1000 1500 L-h L

I I

L L.

2000

- Profile 1 2500 g 3000 - Profile 2 oS - Profile 3 2" 3500 Q

4000 4500 5000 5500 6000 6500 Figure 1. Vs profiles for Clinton site

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 4 Table 2 L ayer thOIekn esses, depths, an d V s ~or 3 protil 1 es, crmton SI e Profile 1 Profile 2 Profile 3 thickness(ft) depth (ft) Vs (fils) thickness(ft) depth (ft) Vs (fils) thickness(ft) depth (ft) Vs (fils) 0 997 0 638 0 1566 4.0 4.0 997 4.0 4.0 638 4.0 4.0 1566 5.0 9.0 997 5.0 9.0 638 5.0 9.0 1566 5.0 14.0 997 5.0 14.0 638 5.0 14.0 1566 5.0 19.0 997 5.0 19.0 638 5.0 19.0 1566 1.0 20.0 997 1.0 20.0 638 1.0 20.0 1566 4.0 24.0 997 4.0 24.0 638 4.0 24.0 1566 5.0 29.0 997 5.0 29.0 638 5.0 29.0 1566 5.0 34.0 997 5.0 34.0 638 5.0 34.0 1566 4.4 38.4 1415 4.4 38.4 906 4.4 38.4 2221 4.4 42.8 1415 4.4 42.8 906 4.4 42.8 2221 4.4 47.2 1415 4.4 47.2 906 4.4 47.2 2221 2.8 50.0 1415 2.8 50.0 906 2.8 50.0 2221 1.6 51.6 1415 1.6 51.6 906 1.6 51.6 2221 4.4 56.0 1415 4.4 56.0 906 4.4 56.0 2221 10.3 66.3 2175 10.3 66.3 1392 10.3 66.3 3415 10.3 76.6 2175 10.3 76.6 1392 10.3 76.6 3415 10.3 86.9 2175 10.3 86.9 1392 10.3 86.9 3415 10.3 97.2 2175 10.3 97.2 1392 10.3 97.2 3415 10.3 107.5 2175 10.3 107.5 1392 10.3 107.5 3415 10.3 117.8 2175 10.3 117.8 1392 10.3 117.8 3415 2.2 120.0 2175 2.2 120.0 1392 2.2 120.0 3415 8.1 128.1 2175 8. 1 128.1 1392 8.1 128.1 3415 10.3 138.4 2175 10.3 138.4 1392 10.3 138.4 3415 10.3 148.7 2175 10.3 148.7 1392 10.3 148.7 3415 10.3 159.0 2175 10.3 159.0 1392 10.3 159.0 3415 8.5 167.5 2030 8.5 167.5 1299 8.5 167.5 3187 8.5 176.0 2030 8.5 176.0 1299 8.5 176.0 3187 10.0 186.0 2180 10.0 186.0 1395 10.0 186.0 3422 10.0 196.0 2180 10.0 196.0 1395 10.0 196.0 3422 10.0 206.0 2180 10.0 206.0 1395 10.0 206.0 3422 10.0 216.0 2180 10.0 216.0 1395 10.0 216.0 3422 10.0 226.0 2180 10.0 226.0 1395 10.0 226.0 3422 10.0 236.0 2250 10.0 236.0 1440 10.0 236.0 3532 14.0 250.0 4475 14.0 250.0 2864 14.0 250.0 7025 25 .0 275.0 4475 25.0 275 .0 2864 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 25.0 300.0 2864 25 .0 300.0 7025 25.0 325.0 4475 25.0 325.0 2864 25.0 325.0 7025 25.0 350.0 4475 25.0 350.0 2864 25 .0 350.0 7025 25.0 375.0 4475 25.0 375.0 2864 25 .0 375.0 7025 25.0 400.0 4475 25.0 400.0 2864 25.0 400.0 7025 25 .0 425.0 4475 25.0 425 .0 2864 25.0 425.0 7025 25 .0 450.0 4475 25.0 450.0 2864 25 .0 450.0 7025 25 .0 475.0 4475 25.0 475.0 2864 25 .0 475.0 7025 25.0 500.0 4475 25.0 500.0 2864 25 .0 500.0 7025 118.0 618.0 4475 118.0 618.0 2864 118.0 618.0 7025 118.0 736.0 4475 118.0 736.0 2864 118.0 736.0 7025 250.0 985.9 5500 250.0 985.9 3520 250.0 985.9 8635 250.0 1235.9 5500 250.0 1235.9 3520 250.0 1235.9 8635 233.3 1469.3 6500 233.3 1469.3 4160 233.3 1469.3 9285 233.3 1702.6 6500 233.3 1702.6 4160 233.3 1702.6 9285 233.3 1935.9 6500 233.3 1935.9 4160 233.3 1935.9 9285 275.0 2210.9 8500 275.0 2210.9 5440 275.0 2210.9 9285 275.0 2485.9 8500 275.0 2485.9 5440 275.0 2485.9 9285 275.0 2760.9 8500 275.0 2760.9 5440 275.0 2760.9 9285 275.0 3035.8 8500 275.0 3035.8 5440 275.0 3035.8 9285 300.0 3335.8 8500 300.0 3335.8 5440 300.0 3335.8 9285 300.0 3635.8 8500 300.0 3635.8 5440 300.0 3635.8 9285 300.0 3935.8 8500 300.0 3935.8 5440 300.0 3935.8 9285 300.0 4235.8 8500 300.0 4235.8 5440 300.0 4235.8 9285 300.0 4535.8 8500 300.0 4535 .8 5440 300.0 4535 .8 9285 300.0 4835.8 8500 300.0 4835.8 5440 300.0 4835.8 9285 300.0 5135.7 8500 300.0 5135.7 5440 300.0 5135.7 9285 300.0 5435.7 8500 300.0 5435.7 5440 300.0 5435.7 9285 300.0 5735.7 8500 300.0 5735.7 5440 300.0 5735.7 9285 300.0 6035 .7 8500 300.0 6035 .7 5440 300.0 6035 .7 9285 3280.8 9316.5 9285 3280.8 9316.5 9285 3280.8 9316.5 9285

Attachment 4 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 Compressional Buildings Across Density Shear Wave Wave Velocity Poisson's 1ft, MSLl Site (ft) SoilIRock Description and Age (pet) Velocity (fps) J!ps) Ratio 5178 to 515 0-40 Glacial drift and topsoil N/A N/A N/A N/A 515° to 475 0-50 Pennsylvanian Pottsville Formation, 130-138 2600 2700-5000 0.20-0.25 sandstone c

475 to 455 5-70 Ordovician Divine limestone member, 155-173 8600 6600-15300 0.20 limestone 455 to 385 65-70 Ordovician Maquoketa shale member, 134-171 3900-4700 3800-9800 0.22-0.28 dolomitic shale with layers of shale and argillaceous dolomite 385 to 155 230 Ordovician Galena Formation, dolomite 167 4700 8500 0.28 155 to 40 115 Ordovician Platteville Formation, N/A N/A N/A N/A dolomite and limestone 40 to 25 5-30 Ordovician Glenwood Formation, N/A N/A N/A N/A sandstone 25 to -140 165 Ordovician St. Peter Formation, N/A N/A N/A N/A sandstone

-140 to -220 70-90 Ordovician Shakopee Formation, N/A N/A N/A N/A dolomite

-220 to -270 45-55 Ordovician New Richmond Formation, N/A N/A N/A N/A sandstone and dolomite I I

-270 to -480 210 Ordovician Oneota Formation, dolomite N/A N/A N/A N/A

-480 to N/A N/A Cambrian dolomite and sandstone N/A N/A N/A N/A I N/A N/A Precambrian granite, quartz monzonite, N/A N/A N/A N/A I

rhyolite porphyry, felsite ~ -

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.

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

~

- 1 - Profile 1 g

.s:

1:1.

Q (II 500 600 - Profile 2 700 800 - Profile 3 900 1000 1100 I Figure IA. Vs for Profiles 1,2, and 3 for Dresden site Vs Profiles 4, 5, and 6 for Dresden site Vs 1ft/sec) o 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 o

~

500 r.:::I 1000 \ \ \

\ \ \

1500 2000 g 2500

\

\ ,

\ , ...

"-~

- Profile 4

-S 2' 3000 1\ - Profile 5 Q

\ \

3500 4000 \ \ - Profile 6 4500 \

5000

\ i\

5500 Figure lB. Vs for Profiles 4,5, and 6 for Dresden site

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 4 Table 2A L ayer thole knesses, deplth s, andV s fior Pro til1 es 1, 2,and3~or D res den slte Profile 1 Profile 2 Profile 3 thickness(ft) depth (ft) Vs(ft/s) thickness(ft) depth (ft) Vs(ft/s) thickness(ft) depth (ft) Vs(ft/s) 0 2600 0 2080 0 3250 5.0 5.0 2600 5.0 5.0 2080 5.0 5.0 3250 5.0 10.0 2600 5.0 10.0 2080 5.0 10.0 3250 5.0 15.0 2600 5.0 15.0 2080 5.0 15.0 3250 5.0 20.0 2600 5.0 20.0 2080 5.0 20.0 3250 5.0 25.0 2600 5.0 25 .0 2080 5.0 25.0 3250 5.0 30.0 2600 5.0 30.0 2080 5.0 30.0 3250 5.0 35.0 2600 5.0 35.0 2080 5.0 35.0 3250 5.0 40.0 2600 5.0 40.0 2080 5.0 40.0 3250 10.0 50.0 8600 10.0 50.0 6880 10.0 50.0 10749 10.0 60.0 8600 10.0 60.0 6880 10.0 60.0 10749 10.0 70.0 4300 10.0 70.0 3440 10.0 70.0 5375 10.0 80.0 4300 10.0 80.0 3440 10.0 80.0 5375 10.0 90.0 4300 10.0 90.0 3440 10.0 90.0 5375 10.0 100.0 4300 10.0 100.0 3440 10.0 100.0 5375 10.0 II 0.0 4300 10.0 110.0 3440 10.0 1l0.0 5375 10.0 120.0 4300 10.0 120.0 3440 10.0 120.0 5375 10.0 130.0 4300 10.0 130.0 3440 10.0 130.0 5375 10.0 140.0 4700 10.0 140.0 3760 10.0 140.0 5875 10.0 150.0 4700 10.0 150.0 3760 10.0 150.0 5875 10.0 160.0 4700 10.0 160.0 3760 10.0 160.0 5875 10.0 170.0 4700 10.0 170.0 3760 10.0 170.0 5875 10.0 180.0 4700 10.0 180.0 3760 10.0 180.0 5875 10.0 190.0 4700 10.0 190.0 3760 10.0 190.0 5875 10.0 200.0 4700 10.0 200.0 3760 10.0 200.0 5875 10.0 210.0 4700 10.0 210.0 3760 10.0 210.0 5875 10.0 220.0 4700 10.0 220.0 3760 10.0 220.0 5875 10.0 230.0 4700 10.0 230.0 3760 10.0 230.0 5875 10.0 240.0 4700 10.0 240.0 3760 10.0 240.0 5875 10.0 250.0 4700 10.0 250.0 3760 10.0 250.0 5875 10.0 260.0 4700 10.0 260.0 3760 10.0 260.0 5875 10.0 270.0 4700 10.0 270.0 3760 10.0 270.0 5875 10.0 280.0 4700 10.0 280.0 3760 10.0 280.0 5875 10.0 290.0 4700 10.0 290.0 3760 10.0 290.0 5875 10.0 300.0 4700 10.0 300.0 3760 10.0 300.0 5875 10.0 310.0 4700 10.0 310.0 3760 10.0 310.0 5875 10.0 320.0 4700 10.0 320.0 3760 10.0 320.0 5875

u.s. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 PageS 10.0 330.0 4700 10.0 330.0 3760 10.0 330.0 5875 10.0 340.0 4700 10.0 340.0 3760 10.0 340.0 5875 10.0 350.0 4700 10.0 350.0 3760 10.0 350.0 5875 10.0 360.0 4700 10.0 360.0 3760 10.0 360.0 5875 10.0 370.0 5002 10.0 370.0 3186 10.0 370.0 7854 10.0 380.0 5007 10.0 380.0 3190 10.0 380.0 7861 10.0 390.0 5012 10.0 390.0 3193 10.0 390.0 7869 10.0 400.0 5017 10.0 400.0 3196 10.0 400.0 7877 10.0 410.0 5022 10.0 410.0 3199 10.0 410.0 7885 10.0 420.0 5027 10.0 420.0 3202 10.0 420.0 7893 10.0 430.0 5032 10.0 430.0 3206 10.0 430.0 7901 10.0 440.0 5037 10.0 440.0 3209 10.0 440.0 7908 10.0 450.0 5042 10.0 450.0 3212 10.0 450.0 7916 10.0 460.0 5047 10.0 460.0 3215 10.0 460.0 7924 10.0 470.0 5052 10.0 470.0 3218 10.0 470.0 7932 10.0 480.0 5057 10.0 480.0 3221 10.0 480.0 7940 10.0 490.0 5062 10.0 490.0 3225 10.0 490.0 7948 10.0 500.0 5067 10.0 500.0 3228 10.0 500.0 7956 100.0 600.0 5092 100.0 600.0 3244 100.0 600.0 7995 100.0 700.0 5142 100.0 700.0 3276 100.0 700.0 8073 100.0 800.0 5192 100.0 800.0 3307 100.0 800.0 8152 100.0 900.0 5242 100.0 900.0 3339 100.0 900.0 8230 100.0 1000.0 5292 100.0 1000.0 3371 100.0 1000.0 8309 3280.8 4280.8 9285 3280.8 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 ayer thoIek nesses, deplth s,andV s ~or Pro til I es 45, ,an d6~or D res den Sl e Profile 4 Profile 5 Profile 6 thickness(ft) depth (ft) Vs(ftls} thickness(ft) depth (ft) Vs(ftls} thickness(ft) depth (ft) Vs(ftls}

0 2600 0 2080 0 3250 5.0 5.0 2600 5.0 5.0 2080 5.0 5.0 3250 5.0 10.0 2600 5.0 10.0 2080 5.0 10.0 3250 5.0 15.0 2600 5.0 15.0 2080 5.0 15.0 3250 5.0 20.0 2600 5.0 20.0 2080 5.0 20.0 3250 5.0 25.0 2600 5.0 25.0 2080 5.0 25.0 3250 5.0 30.0 2600 5.0 30.0 2080 5.0 30.0 3250 5.0 35.0 2600 5.0 35.0 2080 5.0 35.0 3250 5.0 40.0 2600 5.0 40.0 2080 5.0 40.0 3250 10.0 50.0 8600 10.0 50.0 6880 10.0 50.0 10749 10.0 60.0 8600 10.0 60.0 6880 lO.O 60.0 10749 10.0 70.0 4300 lO.O 70.0 3440 10.0 70.0 5375 10.0 80.0 4300 10.0 80.0 3440 10.0 80.0 5375 10.0 90.0 4300 10.0 90.0 3440 10.0 90.0 5375 10.0 100.0 4300 10.0 100.0 3440 10.0 100.0 5375 10.0 110.0 4300 lO.O II 0.0 3440 10.0 110.0 5375 10.0 120.0 4300 10.0 120.0 3440 10.0 120.0 5375 10.0 130.0 4300 lO.O 130.0 3440 10.0 130.0 5375 10.0 140.0 4700 10.0 140.0 3760 10.0 140.0 5875 10.0 150.0 4700 10.0 150.0 3760 10.0 150.0 5875 10.0 160.0 4700 10.0 160.0 3760 10.0 160.0 5875 10.0 170.0 4700 lO.O 170.0 3760 10.0 170.0 5875 10.0 180.0 4700 10.0 180.0 3760 10.0 180.0 5875 10.0 190.0 4700 10.0 190.0 3760 10.0 190.0 5875 10.0 200.0 4700 10.0 200.0 3760 10.0 200.0 5875 10.0 210.0 4700 10.0 2lO.0 3760 10.0 210.0 5875 10.0 220.0 4700 10.0 220.0 3760 10.0 220.0 5875 10.0 230.0 4700 10.0 230.0 3760 10.0 230.0 5875 10.0 240_0 4700 10.0 240.0 3760 10.0 240.0 5875 10.0 250.0 4700 10.0 250.0 3760 10.0 250.0 5875 10.0 260.0 4700 10.0 260.0 3760 10.0 260.0 5875 10.0 270.0 4700 10.0 270.0 3760 10.0 270_0 5875 lO.O 280.0 4700 10.0 280.0 3760 10.0 280.0 5875 10.0 290.0 4700 10.0 290.0 3760 10.0 290.0 5875 10.0 300.0 4700 10.0 300.0 3760 10.0 300.0 5875 10.0 310.0 4700 10.0 310.0 3760 10.0 310-0 5875 10.0 320.0 4700 10.0 320.0 3760 10.0 320.0 5875

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 7 10.0 330.0 4700 10.0 330.0 3760 10.0 330.0 5875 10.0 340.0 4700 10.0 340.0 3760 10.0 340.0 5875 10.0 350.0 4700 10.0 350.0 3760 10.0 350.0 5875 10.0 360.0 4700 10.0 360.0 3760 10.0 360.0 5875 10.0 370.0 5002 10.0 370.0 3186 10.0 370.0 7854 10.0 380.0 5007 10.0 380.0 3190 10.0 380.0 7861 10.0 390.0 5012 10.0 390.0 3193 10.0 390.0 7869 10.0 400.0 5017 10.0 400.0 3196 10.0 400.0 7877 10.0 410.0 5022 10.0 410.0 3199 10.0 410.0 7885 10.0 420.0 5027 10.0 420.0 3202 10.0 420.0 7893 10.0 430.0 5032 10.0 430.0 3206 10.0 430.0 7901 10.0 440.0 5037 10.0 440.0 3209 10.0 440.0 7908 10.0 450.0 5042 10.0 450.0 3212 10.0 450.0 7916 10.0 460.0 5047 10.0 460.0 3215 10.0 460.0 7924 10.0 470.0 5052 10.0 470.0 3218 10.0 470.0 7932 10.0 480.0 5057 10.0 480.0 3221 10.0 480.0 7940 10.0 490.0 5062 10.0 490.0 3225 10.0 490.0 7948 10.0 500.0 5067 10.0 500.0 3228 10.0 500.0 7956 100.0 600.0 5092 100.0 600.0 3244 100.0 600.0 7995 100.0 700.0 5142 100.0 700.0 3276 100.0 700.0 8073 100.0 800.0 5192 100.0 800.0 3307 100.0 800.0 8152 100.0 900.0 5242 100.0 900.0 3339 100.0 900.0 8230 100.0 1000.0 5292 100.0 1000.0 3371 100.0 1000.0 8309 100.0 lloo.O 5342 100.0 1100.0 3403 100.0 1100.0 8387 100.0 1200.0 5392 100.0 1200.0 3435 100.0 1200.0 8466 100.0 1300.0 5442 100.0 1300.0 3467 100.0 1300.0 8544 100.0 1400.0 5492 100.0 1400.0 3499 100.0 1400.0 8623 100.0 1499.9 5542 100.0 1499.9 3530 100.0 1499.9 8701 100.0 1599.9 5592 100.0 1599.9 3562 100.0 1599.9 8780 100.0 1699.9 5642 100.0 1699.9 3594 100.0 1699.9 8858 100.0 1799.9 5692 100.0 1799.9 3626 100.0 1799.9 8937 100.0 1899.9 5742 100.0 1899.9 3658 100.0 1899.9 9015 100.0 1999.9 5792 100.0 1999.9 3690 100.0 1999.9 9094 100.0 2099.9 5842 100.0 2099.9 3721 100.0 2099.9 9172 100.0 2199.9 5892 100.0 2199.9 3753 100.0 2199.9 9251 100.0 2299.9 5942 100.0 2299.9 3785 100.0 2299.9 9285 100.0 2399.9 5992 100.0 2399.9 3817 100.0 2399.9 9285 100.0 2499.9 6042 100.0 2499.9 3849 100.0 2499.9 9285 100.0 2599.9 6092 100.0 2599.9 3881 100.0 2599.9 9285 100.0 2699.9 6142 100.0 2699.9 3913 100.0 2699.9 9285 100.0 2799.9 6192 100.0 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 2899.9 3976 100.0 2899.9 9285 100.0 2999.9 6292 100.0 2999.9 4008 100.0 2999.9 9285 100.0 3099.9 6342 100.0 3099.9 4040 100.0 3099.9 9285 100.0 3199.9 6392 100.0 3199.9 4072 100.0 3199.9 9285 100.0 3299.9 6442 100.0 3299.9 4104 100.0 3299.9 9285 100.0 3399.9 6492 100.0 3399.9 4136 100.0 3399.9 9285 100.0 3499.9 6542 100.0 3499.9 4167 100.0 3499.9 9285 100.0 3599.9 6592 100.0 3599.9 4199 100.0 3599.9 9285 100.0 3699.9 6642 100.0 3699.9 4231 100.0 3699.9 9285 100.0 3799.9 6692 100.0 3799.9 4263 100.0 3799.9 9285 100.0 3899.8 6742 100.0 3899.8 4295 100.0 3899.8 9285 100.0 3999.8 6792 100.0 3999.8 4327 100.0 3999.8 9285 100.0 4099.8 6842 100.0 4099.8 4358 100.0 4099.8 9285 100.0 4199.8 6892 100.0 4199.8 4390 100.0 4199.8 9285 100.0 4299.8 6942 100.0 4299.8 4422 100.0 4299.8 9285 100.0 4399.8 6992 100.0 4399.8 4454 100.0 4399.8 9285 100.0 4499.8 7042 100.0 4499.8 4486 100.0 4499.8 9285 100.0 4599.8 7092 100.0 4599.8 4518 100.0 4599.8 9285 100.0 4699.8 7142 100.0 4699.8 4550 100.0 4699.8 9285 100.0 4799.8 7192 100.0 4799.8 4581 100.0 4799.8 9285 100.0 4899.8 7242 100.0 4899.8 4613 100.0 4899.8 9285 100.0 4999.8 7292 100.0 4999.8 4645 100.0 4999.8 9285 3280.8 8280.6 9285 3280.8 8280.6 9285 3280.8 8280.6 9285

Attachment 5 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 Compressional Buildings Across Density Shear Wave Wave Velocity Poisson's (ft~MSL) Site (ft) Soil/Rock Description and Age (pet) Velocity (fps) (Ips) Ratio a 0 710 to 600 90-140 Pleistocene Wisconsinan Wedron 129-139 400-1100 1100 0.38-0.46 Formation, stiff to hard silty clay with some sand and gravel 600 to 540 45-60 Pleistocene Wisconsinan Wedron 134-153 1640-1750 5000-5680 0.41-0.49 Formation, very dense, very hard to hard clayey silt with some sand and gravel 540 to 395 145-175 Pennsylvanian Carbondale Formation, 135-1n 4800 9400-10700 0.1-0.37 shale, limestone, sandstone, siltstone, and coal 395 to 370 25 Pennsylvanian Spoon Formation, shale, 150 4800 9800 0.34 limestone, sandstone, siltstone, and coal 370 to 300 50-100 Ordovician Platteville Group, dolomite 150 4800 9800 0.34 300 to 50 235-250 Ordovician Ancell Group, sandstone 150 4800 9800 0.34 50 to -3690 3740 Ordovician and Cambrian dolomite and 155 11000 18300 0.22 I sandstone

-3690 and below N/A Precambrian igneous and metamorphic 162 12000 19000 0.18

~~

rocks ~-

- - I 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.

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

500 I I

1000 1500

- Profile 1 g 2000 - Profile 2

~

~ 2500

- Profile 3 3000 3500 4000 4500 Figure 1. Vs profiles for LaSalle site

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 4 Table 2 L ayer thoIe kn esses, depths, an d VS fior 3 profil I es, LaSalle SIte Profile 1 Profile 2 Profile 3 thickness(ft) depth (ft) Vs{ftls) thickness(ft) depth (ft) Vs{ftls) thickness(ft) depth (ft) Vs{ftls) 0 663 0 424 0 1041 5.5 5.5 663 5.5 5.5 424 5.5 5.5 1041 5.5 11.0 663 5.5 11.0 424 5.5 11.0 1041 5.5 16.5 663 5.5 16.5 424 5.5 16.5 1041 5.5 22.0 663 5.5 22.0 424 5.5 22.0 1041 5.5 27.6 663 5.5 27.6 424 5.5 27.6 1041 5.5 33.1 663 5.5 33.1 424 5.5 33.1 1041 5.5 38.6 663 5.5 38.6 424 5.5 38.6 1041 5.5 44.1 663 5.5 44.1 424 5.5 44.1 1041 5.5 49.6 663 5.5 49.6 424 5.5 49.6 1041 5.5 55.1 663 5.5 55.1 424 5.5 55.1 1041 5.5 60.6 663 5.5 60.6 424 5.5 60.6 1041 5.5 66.1 663 5.5 66.1 424 5.5 66.1 1041 5.5 71.7 663 5.5 71.7 424 5.5 71.7 1041 5.5 77.2 663 5.5 77.2 424 5.5 77.2 1041 5.5 82.7 663 5.5 82.7 424 5.5 82.7 1041 5.5 88.2 663 5.5 88.2 424 5.5 88.2 1041 5.5 93.7 663 5.5 93.7 424 5.5 93 .7 1041 5.5 99.2 663 5.5 99.2 424 5.5 99.2 1041 5.5 104.7 663 5.5 104.7 424 5.5 104.7 1041 5.5 110.2 663 5.5 110.2 424 5.5 110.2 1041 6.0 116.2 1694 6.0 116.2 1084 6.0 116.2 2660 6.0 122.2 1694 6.0 122.2 1084 6.0 122.2 2660 6.0 128.2 1694 6.0 128.2 1084 6.0 128.2 2660 6.0 134.3 1694 6.0 134.3 1084 6.0 134.3 2660 6.0 140.3 1694 6.0 140.3 1084 6.0 140.3 2660 6.0 146.3 1694 6.0 146.3 1084 6.0 146.3 2660 6.0 152.3 1694 6.0 152.3 1084 6.0 152.3 2660 6.0 158.3 1694 6.0 158.3 1084 6.0 158.3 2660 6.0 164.3 1694 6.0 164.3 1084 6.0 164.3 2660 6.0 170.3 1694 6.0 170.3 1084 6.0 170.3 2660 29.0 199.3 4800 29.0 199.3 3072 29.0 199.3 7536 29.0 228.3 4800 29.0 228.3 3072 29.0 228.3 7536 29.0 257.3 4800 29.0 257.3 3072 29.0 257.3 7536 29.0 286.3 4800 29.0 286.3 3072 29.0 286.3 7536 29.0 315.3 4800 29.0 315.3 3072 29.0 315.3 7536 184.7 500.0 4800 184.7 500.0 3072 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 223.8 723.8 3072 223.8 723.8 7536 204.2 928.0 4800 204.2 928.0 3072 204.2 928.0 9285 204.2 1132.2 4800 204.2 1132.2 3072 204.2 1132.2 9285 204.2 1336.4 4800 204.2 1336.4 3072 204.2 1336.4 9285 204.2 1540.7 4800 204.2 1540.7 3072 204.2 1540.7 9285 204.2 1744.9 4800 204.2 1744.9 3072 204.2 1744.9 9285 204.2 1949.1 4800 204.2 1949.1 3072 204.2 1949.1 9285 204.2 2153.4 4800 204.2 2153 .4 3072 204.2 2153.4 9285 204.2 2357.6 4800 204.2 2357.6 3072 204.2 2357.6 9285 204.2 2561.8 4800 204.2 2561.8 3072 204.2 2561.8 9285 204.2 2766.1 4800 204.2 2766.1 3072 204.2 2766.1 9285 204.2 2970.3 4800 204.2 2970.3 3072 204.2 2970.3 9285 204.2 3174.5 4800 204.2 3174.5 3072 204.2 3174.5 9285 204.2 3378.8 4800 204.2 3378.8 3072 204.2 3378.8 9285 204.2 3583.0 4800 204.2 3583.0 3072 204.2 3583.0 9285 204.2 3787.2 4800 204.2 3787.2 3072 204.2 3787.2 9285 204.2 3991.5 4800 204.2 3991.5 3072 204.2 3991.5 9285 204.2 4195.7 4800 204.2 4195.7 3072 204.2 4195.7 9285 204.2 4399.9 4800 204.2 4399.9 3072 204.2 4399.9 9285 3280.8 7680.8 9285 3280.8 7680.8 9285 3280.8 7680.8 9285

Attachment 6 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 Shear Wave Compressional Buildings Across Density Velocity Wave Velocity Poisson's (ft. MSL) Site (ft) SoillRock Description and A~e (pet) j!pS)8 (fps)8 ratio 8

214 to 204 0-10 Cretaceous stiff clayey silt, sandy silt, 126-141 UFSAR: UFSAR: N/A and silty fine sand with some gravel- N/A N/A sized rock fragments ISFSI: ISFSI:

875-1000 1800 u c 204 to -7800 8004 Triassic Brunswick lithofacies, hard 140-162 UFSAR: UFSAR: 0.30-033 siltstone, sandstone and shale 5800-6100 7700-20000d ISFSI: ISFSI:

1900-5000 3500-8000

-7800 and below N/A Paleozoic and Precambrian basement N/A N/A N/A N/A rocks --- --

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 \

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Figure 1. Vs profiles for Limerick site

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 4 Table 2 Layer thoIC knesses, depth s, and Vs fior 3 protilI es, L'Imenc . k site Profile I Profile 2 Profile 3 thickness(ft) depth (ft) Vs(ftls) thickness(ft) depth (ft) Vs(ftls) thickness(ft) depth (ft) Vs(ftls) 0 3452 0 2209 0 5952 10.0 10.0 3452 10.0 10.0 2209 10.0 10.0 5952 10.0 20.0 3457 10.0 20.0 2213 10.0 20.0 5957 10.0 30.0 3462 10.0 30.0 2216 10.0 30.0 5962 10.0 40.0 3467 10.0 40.0 2219 10.0 40.0 5967 10.0 50.0 3472 10.0 50.0 2222 10.0 50.0 5972 10.0 60.0 3477 10.0 60.0 2225 10.0 60.0 5977 10.0 70.0 3482 10.0 70.0 2229 10.0 70.0 5982 10.0 80.0 3487 10.0 80.0 2232 10.0 80.0 5987 10.0 90.0 3492 10.0 90.0 2235 10.0 90.0 5992 10.0 100.0 3497 10.0 100.0 2238 10.0 100.0 5997 10.0 110.0 3502 10.0 110.0 2241 10.0 110.0 6002 10.0 120.0 3507 10.0 120.0 2245 10.0 120.0 6007 10.0 130.0 3512 10.0 130.0 2248 10.0 130.0 6012 10.0 140.0 3517 10.0 140.0 2251 10.0 140.0 6017 10.0 150.0 3522 10.0 150.0 2254 10.0 150.0 6022 10.0 160.0 3527 10.0 160.0 2257 10.0 160.0 6027 10.0 170.0 3532 10.0 170.0 2261 10.0 170.0 6032 10.0 180.0 3537 10.0 180.0 2264 10.0 180.0 6037 10.0 190.0 3542 10.0 190.0 2267 10.0 190.0 6042 10.0 200.0 3547 10.0 200.0 2270 10.0 200.0 6047 10.0 210.0 3552 10.0 210.0 2273 10.0 210.0 6052 10.0 220.0 3557 10.0 220.0 2277 10.0 220.0 6057 10.0 230.0 3562 10.0 230.0 2280 10.0 230.0 6062 10.0 240.0 3567 10.0 240.0 2283 10.0 240.0 6067 10.0 250.0 3572 10.0 250.0 2286 10.0 250.0 6072 10.0 260.0 3577 10.0 260.0 2289 10.0 260.0 6077 10.0 270.0 3582 10.0 270.0 2293 10.0 270.0 6082 10.0 280.0 3587 10.0 280.0 2296 10.0 280.0 6087 10.0 290.0 3592 10.0 290.0 2299 10.0 290.0 6092 10.0 300.0 3597 10.0 300.0 2302 10.0 300.0 6097 10.0 310.0 3602 10.0 310.0 2305 10.0 310.0 6102 10.0 320.0 3607 10.0 320.0 2309 10.0 320.0 6107 10.0 330.0 3612 10.0 330.0 2312 10.0 330.0 6112 10.0 340.0 3617 10.0 340.0 2315 10.0 340.0 6117 10.0 350.0 3622 10.0 350.0 2318 10.0 350.0 6122 10.0 360.0 3627 10.0 360.0 2321 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 10.0 370.0 2325 10.0 370.0 6132 10.0 380.0 3637 10.0 380.0 2328 10.0 380.0 6137 10.0 390.0 3642 10.0 390.0 2331 10.0 390.0 6142 10.0 400.0 3647 10.0 400.0 2334 10.0 400.0 6147 10.0 410.0 3652 10.0 410.0 2337 10.0 410.0 6152 10.0 420.0 3657 10.0 420.0 2341 10.0 420.0 6157 10.0 430.0 3662 10.0 430.0 2344 10.0 430.0 6162 10.0 440.0 3667 10.0 440.0 2347 10.0 440.0 6167 10.0 450.0 3672 10.0 450.0 2350 10.0 450.0 6172 10.0 460.0 3677 10.0 460.0 2353 10.0 460.0 6177 10.0 470.0 3682 10.0 470.0 2357 10.0 470.0 6182 10.0 480.0 3687 10.0 480.0 2360 10.0 480.0 6187 10.0 490.0 3692 10.0 490.0 2363 10.0 490.0 6192 10.0 500.0 3695 10.0 500.0 2365 10.0 500.0 6197 164.0 664.0 3741 164.0 664.0 2394 164.0 664.0 6241 164.0 828.1 3823 164.0 828.1 2447 164.0 828.1 6323 164.0 992.1 3905 164.0 992.1 2499 164.0 992.1 6405 164.0 1156.1 3987 164.0 1156.1 2552 164.0 1156.1 6487 164.0 1320.2 4069 164.0 1320.2 2604 164.0 1320.2 6569 164.0 1484.2 4151 164.0 1484.2 2657 164.0 1484.2 6651 164.0 1648.3 4233 164.0 1648.3 2709 164.0 1648.3 6733 164.0 1812.3 4315 164.0 1812.3 2762 164.0 1812.3 6815 164.0 1976.4 4397 164.0 1976.4 2814 164.0 1976.4 6897 164.0 2140.4 4479 164.0 2140.4 2867 164.0 2140.4 6979 164.0 2304.4 4561 164.0 2304.4 2919 164.0 2304.4 7061 164.0 2468.5 4643 164.0 2468.5 2972 164.0 2468.5 7143 164.0 2632.5 4725 164.0 2632.5 3024 164.0 2632.5 7225 164.0 2796.6 4807 164.0 2796.6 3077 164.0 2796.6 7307 164.0 2960.6 4889 J64.0 2960.6 3129 164.0 2960.6 7389 164.0 3124.6 4971 164.0 3124.6 3182 164.0 3124.6 7471 164.0 3288.7 5053 164.0 3288.7 3234 164.0 3288.7 7553 164.0 3452.7 5135 164.0 3452.7 3287 164.0 3452.7 7635 164.0 3616.8 5217 164.0 3616.8 3339 164.0 3616.8 7717 164.0 3780.8 5299 164.0 3780.8 3391 164.0 3780.8 7799 164.0 3944.9 5381 164.0 3944.9 3444 164.0 3944.9 7881 164.0 4108.9 5463 164.0 4108.9 3496 164.0 4108.9 7963 164.0 4272.9 5545 164.0 4272.9 3549 164.0 4272.9 8045 164.0 4437 .0 5627 164.0 4437.0 3601 164.0 4437 .0 8127 164.0 4601.0 5709 164.0 4601.0 3654 164.0 4601.0 8209 164.0 4765.1 5791 164.0 4765.1 3706 164.0 4765.1 8291 164.0 4929.1 5873 164.0 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 5093.1 3811 164.0 5093.1 8455 164.0 5257.2 6037 164.0 5257.2 3864 \64.0 5257.2 8537 164.0 5421.2 6119 164.0 5421.2 3916 164.0 5421.2 8619 164.0 5585.3 6201 164.0 5585.3 3969 164.0 5585.3 8701 164.0 5749.3 6283 164.0 5749.3 4021 164.0 5749.3 8783 164.0 5913.4 6365 164.0 5913.4 4074 164.0 5913.4 8865 164.0 6077.4 6448 164.0 6077.4 4126 164.0 6077.4 8947 164.0 6241.4 6530 164.0 6241.4 4179 164.0 6241.4 9029 164.0 6405.5 6612 164.0 6405 .5 4231 164.0 6405 .5 9111 164.0 6569.5 6694 164.0 6569.5 4284 164.0 6569.5 9193 164.0 6733.6 6776 164.0 6733.6 4336 164.0 6733.6 9275 164.0 6897.6 6858 \64.0 6897.6 4389 164.0 6897.6 9285 164.0 7061.6 6940 164.0 7061.6 4441 164.0 7061.6 9285 164.0 7225.7 7022 164.0 7225.7 4494 164.0 7225.7 9285 164.0 7389.7 7104 164.0 7389.7 4546 164.0 7389.7 9285 164.0 7553.8 7186 164.0 7553.8 4599 164.0 7553.8 9285 164.0 7717.8 7268 164.0 7717.8 4651 164.0 7717.8 9285 164.0 7881.9 7350 164.0 7881.9 4704 164.0 7881.9 9285 117.7 7999.6 7409 117.7 7999.6 4742 117.7 7999.6 9285 3280.8 11280.4 9285 3280.8 11280.4 9285 3280.8 11280.4 9285

Attachment 7 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 - Plant Elevations of Layer Range in Boundaries At Thickness Compressional Reactor Buildings Across Density Shear Wave Wave Velocity Poisson's (ft MSL) Site (ft) Soil/Rock Description and Age (pcf) Velocity (fps) (fps) ratio 238 to 20 17-18 Late Pleistocene Cape May 120 270-360 Saturated: 0.39 20 to 13 Formation, medium density fine 520-690 5000-5200c 13 to 5 Sand 570-760 Not saturated:

1400c 5 to-3 16-17 Late Pleistocene to Late Miocene 115 640-845 5200-5900 0.49

-3 to -11 Upper Clay, alternating clay, silt, and 700-930 fine sand

-11 to -20 65-66 Late Miocene Cohansey Formation, 125 810-1070 5200-5900 0.49

-20 to -29D dense fine to coarse sand 860-1130

-29 to -32 1020-1350

-32 to -39 1100-1460

-39 to -45 1000-1320

-45 to -55 980-1300

-55 to -57 1100-1450

-57 to -63 1230-1630

-63 to -71 1260-1670

-71 to-77 1220-1610

-77 to -85 8 Lower Clay, alternating clay, silt, and 125 1030-1360 5200-5900 N/A fine sand

-85 to -330 245 Kirkwood Formation, dense fine to 125 1350-1780 5200-5900 N/A medium sand

-330 to N/A 3700 Quaternary, Tertiary and Cretaceous N/A N/A N/A N/A sediments N/A N/A Precambrian, early Paleozoic and N/A N/A N/A N/A 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.

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 \, \ \,

.c

~

a.

1500 g 2000

.. 2500 Profile 1 Profile 2 Profile 3 3000 3500 4000 4500 I Figure l. Vs profiles for Oyster Creek site

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 4 Table 2 L ayer thoIe kn esses, deplth S, an d V S ~or 3 protil I es, 0,yster Creek' SIte Profile I Profile 2 Profile 3 thickness(ft) depth (ft) Vs(ftls) thickness(ft) depth (ft) Vs(ftls) thie kness( ft) depth (f!l Vs(ftls) 0 1185 0 758 0 1861 3.0 3.0 1185 3.0 3.0 758 3.0 3.0 1861 3.5 6.5 1280 3.5 6.5 819 3.5 6.5 2009 3.5 10.0 1280 3.5 10.0 819 3.5 10.0 2009 6.0 16.0 1160 6.0 16.0 742 6.0 16.0 1821 4.0 20.0 1140 4.0 20.0 730 4.0 20.0 1790 6.0 26.0 1140 6.0 26.0 730 6.0 26.0 1790 2.0 28.0 1275 2.0 28.0 816 2.0 28.0 2002 6.0 34.0 1430 6.0 34.0 915 6.0 34.0 2245 4.0 38.0 1465 4.0 38.0 938 4.0 38.0 2300 4.0 42.0 1465 4.0 42.0 938 4.0 42.0 2300 6.0 48.0 1415 6.0 48.0 906 6.0 48.0 2222 2.0 50.0 1195 2.0 50.0 765 2.0 50.0 1876 6.0 56.0 1195 6.0 56.0 765 6.0 56.0 1876 6.4 62.4 1565 6.4 62.4 1002 6.4 62.4 2457 6.4 68.8 1565 6.4 68.8 1002 6.4 68.8 2457 6.4 75.2 1565 6.4 75.2 1002 6.4 75.2 2457 6.4 81.6 1565 6.4 81.6 1002 6.4 81.6 2457 6.4 88.0 1565 6.4 88.0 1002 6.4 88.0 2457 6.4 94.4 1565 6.4 94.4 1002 6.4 94.4 2457 6.4 100.8 1565 6.4 100.8 1002 6.4 100.8 2457 6.4 107.2 1565 6.4 107.2 1002 6.4 107.2 2457 6.4 113.6 1565 6.4 113.6 1002 6.4 113.6 2457 6.4 120.0 1565 6.4 120.0 1002 6.4 120.0 2457 6.5 126.5 1565 6.5 126.5 1002 6.5 126.5 2457 6.5 133.0 1565 6.5 133.0 1002 6.5 133.0 2457 6.5 139.5 1565 6.5 139.5 1002 6.5 139.5 2457 6.5 146.0 1565 6.5 146.0 1002 6.5 146.0 2457 6.5 152.5 1565 6.5 152.5 1002 6.5 152.5 2457 6.5 159.0 1565 6.5 159.0 1002 6.5 159.0 2457 6.5 165.5 1565 6.5 165.5 1002 6.5 165.5 2457 6.5 172.0 1565 6.5 172.0 1002 6.5 172.0 2457 6.5 178.5 1565 6.5 178.5 1002 6.5 178.5 2457 6.5 185.0 1565 6.5 185.0 1002 6.5 185.0 2457 6.5 191.5 1565 6.5 191.5 1002 6.5 191.5 2457 6.5 198.0 1565 6.5 198.0 1002 6.5 198.0 2457 6.5 204.5 1565 6.5 204.5 1002 6.5 204.5 2457

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12,2013 PageS 6.5 211.0 1565 6.5 211.0 1002 6.5 211.0 2457 6.5 217.5 1565 6.5 217.5 1002 6.5 217.5 2457 6.5 224.0 1565 6.5 224.0 1002 6.5 224.0 2457 6.5 230.5 1565 6.5 230.5 1002 6.5 230.5 2457 6.5 237.0 1565 6.5 237.0 1002 6.5 237.0 2457 6.5 243.5 1565 6.5 243.5 1002 6.5 243.5 2457 6.5 250.0 1565 6.5 250.0 1002 6.5 250.0 2457 6.4 256.4 1565 6.4 256.4 1002 6.4 256.4 2457 6.4 262.7 1565 6.4 262.7 1002 6.4 262.7 2457 6.4 269.1 1565 6.4 269.1 1002 6.4 269.1 2457 6.4 275.5 1565 6.4 275.5 1002 6.4 275.5 2457 6.4 281.9 1565 6.4 281.9 1002 6.4 281.9 2457 6.4 288.2 1565 6.4 288.2 1002 6.4 288.2 2457 6.4 294.6 1565 6.4 294.6 1002 6.4 294.6 2457 6.4 301.0 1565 6.4 301.0 1002 6.4 301.0 2457 15.9 316.9 1773 15.9 316.9 1135 15.9 316.9 2784 114.8 431.7 1773 114.8 431.7 1135 114.8 431.7 2784 68.2 500.0 1901 68.2 500.0 1217 68 .2 500.0 2985 161.4 661.4 2014 161.4 661.4 1289 161.4 661.4 3162 114.8 776.2 2120 114.8 776.2 1357 114.8 776.2 3329 114.8 891.0 2209 114.8 891.0 1414 114.8 891 .0 3469 114.8 1005.8 2271 114.8 1005.8 1453 114.8 1005.8 3565 114.8 1120.7 2339 114.8 1120.7 1497 114.8 1120.7 3673 114.8 1235.5 2387 114.8 1235.5 1528 114.8 1235.5 3748 114.8 1350.3 2449 114.8 1350.3 1567 114.8 1350.3 3845 114.8 1465.2 2483 114.8 1465.2 1589 114.8 1465.2 3899 114.8 1580.0 2500 114.8 1580.0 1600 114.8 1580.0 3926 114.8 1694.8 2514 114.8 1694.8 1609 114.8 1694.8 3947 114.8 1809.6 2521 114.8 1809.6 1613 114.8 1809.6 3958 114.8 1924.5 2528 114.8 1924.5 1618 114.8 1924.5 3969 114.8 2039.3 2535 114.8 2039.3 1622 114.8 2039.3 3979 114.8 2154.1 2541 114.8 2154.1 1627 114.8 2154.1 3990 114.8 2269.0 2552 114.8 2269.0 1633 114.8 2269.0 4006 114.8 2383.8 2569 114.8 2383 .8 1644 114.8 2383.8 4033 114.8 2498.6 2586 114.8 2498.6 1655 114.8 2498.6 4060 114.8 2613.5 2603 114.8 2613.5 1666 114.8 2613.5 4087 114.8 2728.3 2620 114.8 2728.3 1677 114.8 2728.3 4114 85.1 2813.4 2634 85.1 2813.4 1686 85.1 2813.4 4135 1186.4 3999.8 2634 1186.4 3999.8 1686 1186.4 3999.8 4135 3280.8 7280.6 9285 3280.8 7280.6 9285 3280.8 7280.6 9285

Attachment 8 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 Shear Wave Compressional Reactor Buildings Across Density Velocity Wave Velocity Poisson's (ft, MSL) Site (ft) Soil/Rock Description and Age (pcf) (fps)d (fps) ratio N/A 0-40 Residual soil overburden derived from 110-150 N/A 2000 0.33 weathering underlying Peters Creek Schist, compact sandy silt and silty sand with gravel N/A 10-50 Early Paleozoic or Precambrian Peters 135-145 N/A <7000 0.30 Creek Schist, highly weathered metamorphosed sedimentary rock D

136 to 116 0-40 Early Paleozoic or Precambrian Peters 150-175 N/A 7000 0.30 Creek Schist, moderately weathered metamorphosed sedimentary rock 116 and below C N/A Early Paleozoic or Precambrian Peters 160-170 N/A >16000 0.28 Creek Schist, unweathered metamorphosed sedimentary rock 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---+--~

- Profile 1

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

!:. - Profile 2 tIII

- Profile 3 Q lS +---1---~~-+--~----r-~+---1----r---+--~

Figure 1. Vs profiles for Peach Bottom site

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 4 Table 2 L ayer thoIC kn esses, depth s, an d V S ~or 3 profil I es, Peach Bottom sIte Profile I Profile 2 Profile 3 thickness(ft) depth (ft) Vs(ftls) thickness(ft) depth (ft) Vs(ftls) thickness(ft) depth (ft) Vs(ftls) 0 3741 0 2383 0 5874 5.0 5.0 3741 5.0 5.0 2383 5.0 5.0 5874 5.0 10.0 3741 5.0 10.0 2383 5.0 10.0 5874 5.0 15.0 3741 5.0 15.0 2383 5.0 15.0 5874 5.0 20.0 3741 5.0 20.0 2383 5.0 20.0 5874 3280.8 3300.8 9285 3280.8 3300.8 9285 3280.8 3300.8 9285

Attachment 9 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 Elevat ions of Layer Range in Bound aries At Reacto r Thickn ess Buildin gs Compr ession al Across Densit y (ft, MSL) Shear Wave Wave Veloci ty Poisso n's Site (ft) SoillR ock Descrip_tion and Age (pcf) 5958 to 550 Veloci ty (fps) _(fpsi Ratio 45-55 Pleistocene glacial till, outwash and N/A N/A N/A N/A lacustrine deposits, unconsolidated fine sand to coarse gravels containing some cobbles and boulders 550" to 530" 10-20 Silurian Niagaran Formation, dolomite 150-170 2000-7500 8100-14000 0.12-0.37 exhibiting extensive voids and cavities I due to solution d 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 cavities due to solution d I 510 to 470 5-40 Silurian Niagaran Formation, dolomite I 150-170 2000-6200 8800-10700 0.12-0.37 I exhibit inj voids and cavities due to solution I 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 elevatio ns are at the top of bedrock, which is at EI. 550 ft MSL.

C Bottom of the deepes t foundation is at EI. 539 ft MSL, within the upper Niagaran Formation, which

~ortion of this upper zone was largely removed during exhibits extensive voids and cavities. This cavity-bearing excavation and backfilled with concrete prior to placing the structur See Section 10.2.1 for a brief description of a grouting program e foundations.

that was implemented to improve the structural properties of the provided in UFSAR Appendix 2A [8J. upper bedrock. More detail is

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 I

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1000 g 1500 1\ -

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3500 Figure 1. Vs profiles for Quad Cities site

U.S. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 4 Table 2 L ayer thoIe kn esses, deplth s,an d V s £or 3 profil I es, QuadC"ltles sIte Profile 1 Profile 2 Profile 3 thickness(ft) depth (ft) Vs(ftls) thickness(ft) depth (ft) Vs(ftls) thickness(ft) depth (ft) Vs(ftls) 0 3873 0 2479 0 6080 6.7 6.7 3873 6.7 6.7 2479 6.7 6.7 6080 6.7 13.3 3873 6.7 13.3 2479 6.7 13.3 6080 6.7 20.0 3873 6.7 20.0 2479 6.7 20.0 6080 5.0 25.0 6708 5.0 25 .0 4293 5.0 25 .0 9285 8.3 33.3 6708 8.3 33.3 4293 8.3 33.3 9285 6.7 40.0 6708 6.7 40.0 4293 6.7 40.0 9285 6.7 46.6 3521 6.7 46.6 2254 6.7 46.6 5528 3.4 50.0 3521 3.4 50.0 2254 3.4 50.0 5528 9.9 59.9 3521 9.9 59.9 2254 9.9 59.9 5528 6.7 66.6 3521 6.7 66.6 2254 6.7 66.6 5528 6.7 73.3 3521 6.7 73 .3 2254 6.7 73.3 5528 6.7 79.9 3521 6.7 79.9 2254 6.7 79.9 5528 40.1 120.0 6708 40.1 120.0 4293 40.1 120.0 9285 44.9 164.9 6708 44.9 164.9 4293 44.9 164.9 9285 85.0 249.9 6708 85.0 249.9 4293 85.0 249.9 9285 100.0 349.9 6733 100.0 349.9 4309 100.0 349.9 9285 100.0 449.9 6783 100.0 449.9 4341 100.0 449.9 9285 50.1 500.0 6833 50.1 500.0 4373 50.1 500.0 9285 150. 1 650.0 6883 150.1 650.0 4405 150.1 650.0 9285 100.0 750.0 6933 100.0 750.0 4437 100.0 750.0 9285 100.0 850.0 6983 100.0 850.0 4469 100.0 850.0 9285 100.0 950.0 7033 100.0 950.0 4501 100.0 950.0 9285 100.0 1050.0 7083 100.0 1050.0 4533 100.0 1050.0 9285 100.0 1150.0 7133 100.0 1150.0 4565 100.0 1150.0 9285 100.0 1250.0 7183 100.0 1250.0 4597 100.0 1250.0 9285 100.0 1350.0 7233 100.0 1350.0 4629 100.0 1350.0 9285 100.0 1450.0 7283 100.0 1450.0 4661 100.0 1450.0 9285 100.0 1550.0 7333 100.0 1550.0 4693 100.0 1550.0 9285 100.0 1650.0 7383 100.0 1650.0 4725 100.0 1650.0 9285 100.0 1750.0 7433 100.0 1750.0 4757 100.0 1750.0 9285 100.0 1850.0 7483 100.0 1850.0 4789 100.0 1850.0 9285 100.0 1950.0 7533 100.0 1950.0 4821 100.0 1950.0 9285 100.0 2050.0 7583 100.0 2050.0 4853 100.0 2050.0 9285 100.0 2150.0 7633 100.0 2150.0 4885 100.0 2150.0 9285 100.0 2250.0 7683 100.0 2250.0 4917 100.0 2250.0 9285 100.0 2350.0 7733 100.0 2350.0 4949 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 2450.0 4981 100.0 2450.0 9285 100.0 2550.0 7833 100.0 2550.0 5013 100.0 2550.0 9285 100.0 2650.0 7883 100.0 2650.0 5045 100.0 2650.0 9285 100.0 2750.0 7933 100.0 2750.0 5077 100.0 2750.0 9285 100.0 2850.0 7983 100.0 2850.0 5109 100.0 2850.0 9285 100.0 2950.0 8033 100.0 2950.0 514l 100.0 2950.0 9285 100.0 3050.0 8083 100.0 3050.0 5173 100.0 3050.0 9285 100.0 3150.0 8133 100.0 3150.0 5205 100.0 3150.0 9285 100.0 3250.0 8183 100.0 3250.0 5237 100.0 3250.0 9285 3280.8 6530.9 9285 3280.8 6530.9 9285 3280.8 6530.9 9285

At tac hm en t 10 Three Mile Island Nuclear Station Unit 1 De sc rip tio ns of Su bs urf ac e Materials and Pr op ert ies and Base Case Ve loc ity Pr ofi les

u.s. Nuclear Regulatory Commission NTIF 2.1 Seismic Response for CEUS Sites Septe mber 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 inform ation 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 equall y.

The three base-case shear-wave velocity profiles used to model amplif ication 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 Respo nse Parameter Data for the Exelon Nuclear Fleet, Rept. 128018-R-Ol, Rev. 1, July 17,20 12, Section 11 "Three Mile Island."

2. EPRI (1993). Guide linesfo r Determining Design Basis Ground Motion s, 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 Shear Wave Compressional Building Across Density Velocity Wave Velocity Poisson's (ft, MSL) Site(ft) Soil/Rock Description and Age (pcf) (fps) (fps) ratio 304a to 298 6 Loose to medium dense fine silty sand 125-147 N/A 1000-2300 N/A and gravel to very stiff clayey silt 298 to 280 18 Medium dense to very dense coarse 125-147 N/A 2300-3800 N/A sand and gravel with some boulders and cobbles c

0 280 to -15700 15980- Triassic Gettysburg Formation, N/A N/A 8000-12000u N/A I 16000 sandstone, medium-hard to hard shaley i

siltstone, and shaley claystone

,-15700and.below N/A Basement rock N/A - -- - -

N/A - - .-

N/A N/A I 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.

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.

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

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7000 Figure 1. Vs profiles for Three Mile Island site

U.S. Nuclear Regulatory Commission NTIF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 4 Table 2 L ayer tholeknesses, depth s, an d V s ~or 3 pro fil1 es, Three M'I 1 e IsanI d slte Profile I Profile 2 Profile 3 thickness(ft) depth (ft) Vs(ftls) thickness(ft) depth (ft) Vs(ftls) thickness(ft) depth (ft) Vs(ftls) 0 5002 0 3186 0 7854 10.0 10.0 5002 10.0 10.0 3186 10.0 10.0 7854 10.0 20.0 5007 10.0 20.0 3190 10.0 20.0 7861 10.0 30.0 5012 10.0 30.0 3193 10.0 30.0 7869 10.0 40.0 5017 10.0 40.0 3196 10.0 40.0 7877 10.0 50.0 5022 10.0 50.0 3199 10.0 50.0 7885 10.0 60.0 5027 10.0 60.0 3202 10.0 60.0 7893 10.0 70.0 5032 10.0 70.0 3206 10.0 70.0 7901 10.0 80.0 5037 10.0 80.0 3209 10.0 80.0 7908 10.0 90.0 5042 10.0 90.0 3212 10.0 90.0 7916 10.0 100.0 5047 10.0 100.0 3215 10.0 100.0 7924 10.0 110.0 5052 10.0 110.0 3218 10.0 110.0 7932 10.0 120.0 5057 10.0 120.0 3221 10.0 120.0 7940 10.0 130.0 5062 10.0 130.0 3225 10.0 130.0 7948 10.0 140.0 5067 10.0 140.0 3228 10.0 140.0 7956 10.0 150.0 5072 10.0 150.0 3231 10.0 150.0 7963 10.0 160.0 5077 10.0 160.0 3234 10.0 160.0 7971 10.0 170.0 5082 10.0 170.0 3237 10.0 170.0 7979 10.0 180.0 5087 10.0 180.0 3241 10.0 180.0 7987 10.0 190.0 5092 10.0 190.0 3244 10.0 190.0 7995 10.0 200.0 5097 10.0 200.0 3247 10.0 200.0 8003 10.0 210.0 5102 10.0 210.0 3250 10.0 210.0 8011 10.0 220.0 5107 10.0 220.0 3253 10.0 220.0 8018 10.0 230.0 5112 10.0 230.0 3256 10.0 230.0 8026 10.0 240.0 5117 10.0 240.0 3260 10.0 240.0 8034 10.0 250.0 5122 10.0 250.0 3263 10.0 250.0 8042 10.0 260.0 5127 10.0 260.0 3266 10.0 260.0 8050 10.0 270.0 5132 10.0 270.0 3269 10.0 270.0 8058 10.0 280.0 5137 10.0 280.0 3272 10.0 280.0 8065 10.0 290.0 5142 10.0 290.0 3276 10.0 290.0 8073 10.0 300.0 5147 10.0 300.0 3279 10.0 300.0 8081 10.0 310.0 5152 10.0 310.0 3282 10.0 310.0 8089 10.0 320.0 5157 10.0 320.0 3285 10.0 320.0 8097 10.0 330.0 5162 10.0 330.0 3288 10.0 330.0 8105 10.0 340.0 5167 10.0 340.0 3292 10.0 340.0 8113 10.0 350.0 5172 10.0 350.0 3295 10.0 350.0 8120 10.0 360.0 5177 10.0 360.0 3298 10.0 360.0 8128

u.s. Nuclear Regulatory Commission NTTF 2.1 Seismic Response for CEUS Sites September 12, 2013 Page 5 10.0 370.0 5182 10.0 370.0 3301 10.0 370.0 8136 10.0 380.0 5187 10.0 380.0 3304 10.0 380.0 8144 10.0 390.0 5192 10.0 390.0 3307 10.0 390.0 8152 10.0 400.0 5197 10.0 400.0 3311 10.0 400.0 8160 10.0 410.0 5202 10.0 410.0 3314 10.0 410.0 8168 10.0 420.0 5207 10.0 420.0 3317 10.0 420.0 8175 10.0 430.0 5212 w.o 430.0 3320 10.0 430.0 8183 10.0 440.0 5217 10.0 440.0 3323 10.0 440.0 8191 10.0 450.0 5222 10.0 450.0 3327 10.0 450.0 8199 10.0 460.0 5227 10.0 460.0 3330 10.0 460.0 8207 10.0 470.0 5232 10.0 470.0 3333 10.0 470.0 8215 10.0 480.0 5237 10.0 480.0 3336 10.0 480.0 8222 10.0 490.0 5242 10.0 490.0 3339 10.0 490.0 8230 10.0 500.0 5247 10.0 500.0 3342 10.0 500.0 8238 100.0 600.0 5274 100.0 600.0 3360 100.0 600.0 8281 100.0 700.0 5324 100.0 700.0 3392 100.0 700.0 8359 100.0 800.0 5374 100.0 800.0 3423 100.0 800.0 8438 100.0 900.0 5424 100.0 900.0 3455 100.0 900.0 8516 100.0 1000.0 5474 100.0 1000.0 3487 100.0 1000.0 8595 100.0 1100.0 5524 100.0 1100.0 3519 100.0 1100.0 8673 100.0 1200.0 5574 100.0 1200.0 3551 100.0 1200.0 8752 100.0 1300.0 5624 100.0 1300.0 3583 100.0 1300.0 8830 100.0 1400.0 5674 100.0 1400.0 3615 100.0 1400.0 8909 100.0 1499.9 5724 100.0 1499.9 3646 100.0 1499.9 8987 100.0 1599.9 5774 100.0 1599.9 3678 100.0 1599.9 9066 100.0 1699.9 5824 100.0 1699.9 3710 100.0 1699.9 9144 100.0 1799.9 5874 100.0 1799.9 3742 100.0 1799.9 9223 100.0 1899.9 5924 100.0 1899.9 3774 100.0 1899.9 9285 100.0 1999.9 5974 100.0 1999.9 3806 100.0 1999.9 9285 100.0 2099.9 6024 100.0 2099.9 3838 100.0 2099.9 9285 100.0 2199.9 6074 100.0 2199.9 3869 100.0 2199.9 9285 100.0 2299.9 6124 100.0 2299.9 3901 100.0 2299.9 9285 100.0 2399.9 6174 100.0 2399.9 3933 100.0 2399.9 9285 100.0 2499.9 6224 100.0 2499.9 3965 100.0 2499.9 9285 100.0 2599.9 6274 100.0 2599.9 3997 100.0 2599.9 9285 100.0 2699.9 6324 100.0 2699.9 4029 100.0 2699.9 9285 100.0 2799.9 6374 100.0 2799.9 4060 100.0 2799.9 9285 100.0 2899.9 6424 100.0 2899.9 4092 100.0 2899.9 9285 100.0 2999.9 6474 100.0 2999.9 4124 100.0 2999.9 9285 100.0 3099.9 6524 100.0 3099.9 4156 100.0 3099.9 9285 100.0 3199.9 6574 100.0 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 3299.9 4220 100.0 3299.9 9285 100.0 3399.9 6674 100.0 3399.9 4252 100.0 3399.9 9285 100.0 3499.9 6724 100.0 3499.9 4283 100.0 3499.9 9285 100.0 3599.9 6774 100.0 3599.9 4315 100.0 3599.9 9285 100.0 3699.9 6824 100.0 3699.9 4347 100.0 3699.9 9285 100.0 3799.9 6874 100.0 3799.9 4379 100.0 3799.9 9285 100.0 3899.9 6924 100.0 3899.9 4411 100.0 3899.9 9285 100.0 3999.9 6974 100.0 3999.9 4443 100.0 3999.9 9285 100.0 4099.9 7024 100.0 4099.9 4475 100.0 4099.9 9285 100.0 4199.9 7074 100.0 4199.9 4506 100.0 4199.9 9285 100.0 4299.9 7124 100.0 4299.9 4538 100.0 4299.9 9285 100.0 4399.8 7174 100.0 4399.8 4570 100.0 4399.8 9285 100.0 4499.8 7224 100.0 4499.8 4602 100.0 4499.8 9285 100.0 4599.8 7274 100.0 4599.8 4634 100.0 4599.8 9285 100.0 4699.8 7324 100.0 4699.8 4666 100.0 4699.8 9285 100.0 4799.8 7374 100.0 4799.8 4698 100.0 4799.8 9285 100.0 4899.8 7424 100.0 4899.8 4729 100.0 4899.8 9285 100.0 4999.8 7474 100.0 4999.8 4761 100.0 4999.8 9285 100.0 5099.8 7524 100.0 5099.8 4793 100.0 5099.8 9285 100.0 5199.8 7574 100.0 5199.8 4825 100.0 5199.8 9285 100.0 5299.8 7624 100.0 5299.8 4857 100.0 5299.8 9285 100.0 5399.8 7674 100.0 5399.8 4889 100.0 5399.8 9285 100.0 5499.8 7724 100.0 5499.8 4920 100.0 5499.8 9285 100.0 5599.8 7774 100.0 5599.8 4952 100.0 5599.8 9285 100.0 5699.8 7824 100.0 5699.8 4984 100.0 5699.8 9285 100.0 5799.8 7874 100.0 5799.8 5016 100.0 5799.8 9285 100.0 5899.8 7924 100.0 5899.8 5048 100.0 5899.8 9285 100.0 5999.8 7975 100.0 5999.8 5080 100.0 5999.8 9285 100.0 6099.8 8025 100.0 6099.8 5112 100.0 6099.8 9285 100.0 6199.8 8075 100.0 6199.8 5143 100.0 6199.8 9285 100.0 6299.8 8125 100.0 6299.8 5175 100.0 6299.8 9285 100.0 6399.8 8175 100.0 6399.8 5207 100.0 6399.8 9285 100.0 6499.8 8225 100.0 6499.8 5239 100.0 6499.8 9285 61.4 6561.2 8235 61.4 6561.2 5246 61.4 6561.2 9285 3280.8 9842.0 9285 3280.8 9842.0 9285 3280.8 9842.0 9285