Scientific Notebook 778E - NRC: Home Page · 2012. 11. 29. · Gezbe-Tubita k Arastima Marmara 7.6 Strike-slip ~ ~~ ~ Umbria Marche Nocera I 3, Italy Umbra-Biscon (aftershock) tini

Scientific Notebook 778E

Entry: Sarah Gonzalez Date: 0812 1 12006

Initial Entry: Introduction

Title: Preclosure Seismic Calculations

Authors: Sarah Gonzalez

Objectives:

This scientific notebook documents preclosure seismic calculations performed for the proposed repository at Yucca Mountain, Nevada. These calculations include independent site response calculations performed for the Surface Facilities Area for the 1 O4 annual exceedance probability.

Software:

The site response analysis documented in this scientific notebook were performed using the software ProShake" (EduPro Civil Systems, 2001) and EZ-FRISK" (Risk Engineering, Inc., 2006). Other software used for the analysis are standard versions of commonly used commercial software including Matlab Version 7.0.1, and Microsoft" Excel 2002 (10.6501.6714) SP3.

References

EduPro Civil Systems. "ProShake." Version 1 .l 1. Sammamish, Washington: EduPro Civil Systems. 2001.

Risk Engineering, Inc. EZ-FRISK. Version 7.20. Golden, Colorado: Risk Engineering, Inc. 2006.

308 - - - Q200610160004 Scientific Notebook No. 778E Preclosure Seismic Calculations (08121 12006 through 08/30/2006)

Page -1-


Earthquake

Entry: Sarah Gonzalez Date: 0812 1 12006

Epicentral DOE Response Distance, Spectrum

Matched Fault

Mw Mechanism km Station

Entry 2: Ground Motion Inputs for Soil Structure Interaction Analyses

This scientific notebook entry describes the development of free-field ground motions which will be used as inputs to soil-structure interaction calculations. The free-field ground motions will be developed using the one-dimensional equivalent-linear site-response sohare Proshake" (EduPro Civil Systems, 2001).

Time History Inputs

Six deaggregation earthquake response spectra representing the 5x1 0' annual exceedance frequency, developed by the DOE (for more details refer to Bechtel SAlC Company, LLC, 2004) were used as inputs to the site response analysis. Because Proshake" requires that an earthquake time history be input at a location within the soil column (rather than the response spectrum), a group of acceleration time histories were spectrally matched to the six DOE deaggregation earthquake response spectra. These time histories were selected from the European Strong Motion Database (http://w.isesd.hi.is.esd locaI/database/database.htm). Two additional time histories were spectrally matched to the DOE mean spectrum for the 5-10 Hz frequency range and were selected from McGuire et ai. (2001). The selected time histories are listed in Table 1. The time histories were spectrally matched using EZ-FRISKTM Version 7.20 (Risk Engineering, Inc., 2006). The spectrally matched time histories described above were subsequently converted by Proshake's "convert earthquake file" utility so that they could be used as inputs to Proshake. All files related to the spectral matching are provided on the attached CD in the folder Spectral Mat~hing\Sxl0-4~. The file readmewpd provides a description of these attached files.

Table 1. Characteristics of Earthquakes Used for Generating Spectrally Matched Acceleration Time Histories

I accidently deleted the input time history files that were converted by Proshake's "convert earthquake file" utility after the ProShake site response calculations were completed. The files that are attached to this notebook are identical to the files used in the ProShake calculations, except that they were created at a later date.

Page -2-

http://w.isesd.hi.is.esd

Umbria Marche 1, Italy

(aftershock)

Nocera Umbra-

Biscontini

Kozani, Greece

Kozani- Prefecture


(aftershock)

Nocera Umbra-

Biscontini


5" Percentile, Structural Response

Frequency 1-2 Hz

5.5 Normal 10 [6.21]

17 [10.56] Mean, Structural

Response Frequency 1-2

Hz

Normal 6.5

7.6


Frequency 1-2 Hz

Strike-slip 78 [48.47]


Frequency 5-10 Hz

5.3 Normal 8 [4.97]

5.8

~~

Normal

Strike-slip

5 [3.11] Cascia Valnerina, Italy

Mean, Structural Response

Frequency 5-10 Hz

Parkfield, Temblor pre- California

Helena, Carroll + Montana College

6.1 9.9

Unknown 8 [4.97] 6.2

6.9


Frequency 5-10 Hz

Hercegnovi

Yugoslavia Pavicic School

Thrust 65 (40.391

Site Response Profiles

Site response calculations were performed for 4 profiles. These profiles correspond to 4 of the 16 boreholes located within the area previously known as the Waste Handling Building site (Bechtel SAC Company, LLC, 2002) from which DOE collected lithologic information as well as velocity, density, and dynamic material property data (Bechtel SAlC Company, LLC, 2002). The unit thicknesses for each of the four profiles obtained from the 4 boreholes (RF#13, RF#14,

Page -3-


RF#16, and RF#17) were used as inputs to the site response model. These are provided in Table 2. The S-wave velocity and density values that were assigned to each lithologic unit in the 4 site response profiles are given in Table 3. The S-wave velocity and density values are the same as those used in Hsiung et al. (2005). The original source of the velocity and density data is Bechtel SAlC Company, LLC (2002). The upper mean alluvium and upper mean tuff shear modulus reduction and damping curves, developed by the DOE (Bechtel SAlC Company, LLC, 2004), were used as inputs to the site response model. The curves are provided in the attached CD (dynamic properties-Rev3.xls).

Page -4-

Table 2.

Unit Name (Symbol)

Quaternary Alluvium (Qal)

Pre-Rainier Mesa Tuff (Tmbtl)

Tuff Unit X (Tpki)

Post-Tiva Canyon Tuff (Tpbt5)

Crystal-Rich Tiva Canyon Tuff (Tpcrn)

Uppsr Llthophysal Canyon Tuff (Tpcpul)

Middle Nonlithophysal zone of the Tiva Canyon

(Tpcpmn)

Lower Lithophysal zone of the Tiva Canyon

(Tpcpll)

Lower Nonlithophysal zone of the Tiva Canyon

(Tpcpln)

Unit Thickness for Site Response Profiles

Profile 1 (RF#I 3)

26.1 [85.5]

-

20.2 [66.4]

.5 [4.91

5.2 49.81

3.8 [12.4]

16.8 [55.2]

4.3 [14.2]

Infinite

Unit Thickness,

Profile 2 (RF#14)

31.0 [101.8]

-

27.7 [90.7]

3.3 [10.9]

21.8 [71.6]

36.6 [120.0]

14.8 [48.7]

3.6 [ I 1.9

Infinite

m [ft]

Profile 3 (RF#16)

16.3 [55.3]

-

17.5 [57.5]

1.4 [4.6]

25.7 [84.2]

42.1 1138.01

13.1 [43.0]

5.9 [19.5]

Infinite

Profile 4 (RF#17)

28.2 [92.4]

59.4 [194.8]

18.7 [61.2]

6.3 [20.5]

33.3 [109.1]

33.3 [109.3]

15.3 [50.3]

4.8 [15.6]

Infinite


Site R ~ S D O ~ S ~ Calculations

Table

Unit Name (Symbol)

Quaternary Alluvium (Qal)

Pre-Rainier Mesa Tuff (Tmbtl)

Tuff Unit X (Tpki)

Post-Tiva Canyon Tuff (TpbtS)

Crystal-Rich Tiva Canyon Tuff (Tpcrn)

Upper Lithophysal Tiva Canyon Tuff

(Tpcpul)

Middle Nonlithophysal zone of the Tiva

Canyon (Tpcpmn)

Lower Lithophysal zone of the Tiva Canyon (Tpcpll)

Lower Nonlithophysal zone of the Tiva Canyon (Tpcpln)

Site response calculations were performed for each of the four site response profiles shown in Table 2. All eight spectrally matched time histories (Table 1) are used as inputs to the site resopnse calculations for each of the four site response profiles. The electronic files related to these site response calculations are located on the attached CD in the folder 5x10-4\ProShake Calculations. The file readme.wpd provides a description of these attached files.

References

3. Density,

Unit Weight, kglm' [pcfl

1,852 [ I 15.61

1,816 [ I 13.41

1,572 [98.16]

1,789 [ I 11.71

1,855 [115.8]

2,070 [ I 29.21

2,321 [144.9]

2,207 [ I 37.81

2,127 [132.8]

Bechtel SAlC Company, LLC. "Geotechnical Data for a Potential Waste Handling Building and for Ground Motion Analyses for the Yucca Mountain Site Characterization Project."

Page -5-

Shear- and P-Wave Velocities

Shear-Wave Velocity, mls [ftls]

7 1 2 [2,336]

1,011 [3,318]

1,063 [3,489]

1,017 [3,335]

1,010 [3,313]

1,132 [3,713]

1,583 [5,193]

1,639 [5,378]

1,894 [6,213]

P-Wave Velocity, mls [Ws]

1,485 [4,873]

2,015 [6,610]

2,093 [6,868]

2,028 [6,653]

2,004 [6,574]

2,139 [7,018]

3,062 [10,046]

3,103 [10,182]

3,222 [ I 0,5701


ANL-MGR-GE-000003 REV 00. Las Vegas, Nevada: Bechtel SAlC Company, LLC. 2002.

Bechtel SAlC Company, LLC. “Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance Assessment of a Geologic Repository at Yucca Mountain, NV.” MDL-MGR-GS-000003. Rev. 01. Las Vegas, Nevada: Bechtel SAIC Company, LLC. 2004.

EduPro Civil Systems. “ProShake.” Version 1.1 1. Sammamish, Washington: EduPro Civil Systems. 2001.

Hsiung, S.M., S.H. Gonzalez, J.J. Smart, and A.H. Chowdhury. “Soil-Structure Interaction-Progress Report: Site Response Analysis.” San Antonio, Texas: Center for Nuclear Waste Regulatory Analyses. 2005.

McGuire, R.K., W.J. Silva, and C.J. Costantino. NUREGER-4728. “Technical Basis of Revision of Regulatory Guidance on Design Ground Motions: Hazard- and Risk-Consistent Ground Motion Spectra Guidelines.” TIC: 251 294. Washington, DC: U.S. Nuclear Regulatory Commission. 2001.


Page -6-


Earthquake


(aftershock)

Coalinga, California

Coalinga, California

Entry: Sarah Gonzalez Date: 08/23/2006

Epicentral DOE Response Station Distance, Spectrum

Matched

Nocera

Fault Mw Mechanism km

Umbra-Biscon 5.5 Normal 10 [6.21] tini 5* Percentile,

Transmitter Hill

Structural 5.2 Thrust 10.4 [6.46] Response

. Frequency 1-2 Anticline Hz

Free-Field Ridge 5.2 Thrust 11 [6.84]

Entry 3: Site Response Calculations for the 1 O4 Annual Exceedance Probability

This scientific notebook entry describes site response calculations performed for the 1 O4 annual exceedance probability for the Surface Facilities Area. The calculations were performed using the one-dimensional equivalent-linear site-response software Proshake@ (EduPro Civil Systems, 2001).

Time Historv Inputs

Six deaggregation earthquake response spectra representing the 1 O4 annual exceedance frequency, developed by the DOE (for more details refer to Bechtel SAlC Company, LLC, 2004), were used as inputs to the site response analysis. I selected earthquake ground motion time histories from McGuire et al., 2001, and the European Strong Motion database (httD://w.isesd.cv.ic.ac.uk/ESD/frameset.htm) to be used as inputs to the site response analysis. The selected time histories are listed in Table 4. These time histories were spectrally matched to the DOE deaggregation response spectra using EZ-FRISK (Risk Engineering, Inc., 2006). Three time histories were spectrally matched to each deaggregation earthquake response spectrum. All files related to the spectral matching are located on the attached CD in the folder Spectral Matching\l 04. The file readme.wpd provides a description of these attached files.

Table 4. Characteristics of Earthquakes Used for Generating Spectrally Matched Acceleration Time Histories

Page -7-


, Umbria Borgo-Cerreto

6 Torre 2, Italy (aftershock)

Normal ~

South Iceland, Iceland

(aftershock) Hveragerdi-C

hurch 6.4 Strike-slip

Vrancioaia I 7.2 I Thrust Vrancea (Romania)


(aftershock) Selfoss-City

Hall 6.4 Strike-slip

1 I Merkezi I I

~

Izmit, Turkey

Vrancea Petresti-Fosc I 7.2 I Thrust (Romania)

Gezbe-Tubita k Arastima Marmara 7.6 Strike-slip

~ ~~ ~

Umbria Marche Nocera 3, Italy Umbra-Biscon I (aftershock) tini

California

Coalinga,

Friuli, Italy (aftershock)


~

5.3 Normal

Bingol, Turkey

Oil City

Anticline Ridge Pad

Tarcento

Thjorsarbru

Bingol-Bayindi rlik Murlugu

I

5.8

5.2

6

6.5

6.3

Thrust

Thrust ~

Thrust

Strike-slip

Strike-slip

I Kocaeli, Turkey I Gezbe I 7.4 I Strike-slip

Kozani-Prefec I 6.5 I Normal I ture Kozani, Greece

I Tabas, Iran I Dayhook I 7.3 I Oblique

25 [15.5]


24 [l4"] 1 Frequency 1-2 Hz

15 [9.32]

49 [30.4] I 47 [29.2]

75 [46.6] I


Frequency 1-2 Hz

8 [5.0] 5" Percentile,

Structural Response

Hz Frequency 5-1 0

1 1 [6.84]

12 [7.46]

15 [9.32]

14 [8.70]


Frequency 5-1 0 Hz

95* Percentile, Structural

17 [10.5] Response Frequency 5-10

12 t7.461 Hz

Page -8-


Site Response Profiles

The site response profiles are identical to those described in Entry 2 of this scientific notebook.

Site ResDonse Calculations

The spectrally matched time histories described above were subsequently converted by Proshake’s “convert earthquake file” utility so that they could be used as inputs to Proshake.

Site response calculations were performed for each of the four site response profiles shown in Table 2 (Entry 2). All eighteen spectrally matched time histories (Table 4) were used as inputs to the site resopnse calculations for each of the four site response profiles. The electronic files related to the spectral matching are loacated on the attached CD in the folder 104\ProShake Calculations. The file readme.wpd provides a description of these attached files.

Site-response calculations were performed using a set of three spectrally matched earthquakes for each of the six DOE deaggregation earthquake response spectra as inputs. For each deaggregation earthquake, each of the three earthquake time histories were propagated through the four site-response profiles. Next, the spectral amplification function for each earthquake was determined by dividing the response spectrum of the input time history with the response spectrum of the output time history at the top of the site-response profile. The resulting spectral amplification function was then multiplied by the envelope of the two reference earthquakes representing the 1 O‘4 annual exceedance frequency. These reference earthquakes correspond to the modal magnitude and distance when the probabilistic seismic hazard was deaggregated in the 1-2 Hz and 5-10 Hz structural frequency ranges (Bechtel SAlC Company, LLC, 2004). After multiplying the envelope of the reference earthquake response spectra by the three spectral amplification functions, the mean response spectrum was obtained. This process was repeated for each of the four site-response profiles. A bounded response spectrum representing these results was then developed.

Figure 1 shows the resulting six bounded response spectra, corresponding to the results of each of the six input DOE deaggregation response spectra. The DOE design response spectrum (Bechtel SAlC Company, LLC, 2004) for the lo4 annual exceedance probability is also shown in Figure 1.

The electronic files related to the site response calculations are provided on the attached CD in the folder 5x1 0-4\ProShake Calculations. The file readme.wpd provides a description of these attached files.

Page -9-


1 . f , + a - . * e < ; . ! : ! : ; ] . . i . i # , l

+ f * / * ; . 4

SAC Company, UC, &)I ] : i I ' ' ' . , 1 . . . .

-51h Percentile, Structurd Resoplse Frequency 1-2 M ----Me;n, Stwturd R e s p e Frequency 1-2 M -95th Percentile, Stncturd Raspcxlse Fnwluency 1-2 M -- 51h Percentile. Structud Response Frequency, 510 M

-95th Percentile, Sttuctllrd Response Frequency 510 M

0. I

' -Mean, Structurd Resparse Ffeqmcy 510 M

I . I I

0.01 i

0.1 1 10 100

Fwuency (HZ1

Figure 1. Comparison of the Six Bounded Response Spectra with the DOE Design Response Spectrum for the I O 4 Annual Exceedance Frequency.

Page -10-


References

Bechtel SAC Company, LLC. “Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance Assessment of a Geologic Repository at Yucca Mountain, NV.” MDL-MGR-GS-000003. Rev. 01. Las Vegas, Nevada: Bechtel SAlC Company, LLC. 2004.

EduPro Civil Systems. “ProShake.” Version 1.1 1. Sammamish, Washington: EduPro Civil Systems. 2001.

McGuire, R.K., W.J. Silva, and C.J. Costantino. NUREGICR-6728. “Technical Basis of Revision of Regulatory Guidance on Design Ground Motions: Hazard- and Risk-Consistent Ground Motion Spectra Guidelines.” TIC: 251 294. Washington, DC: US. Nuclear Regulatory Commission. 2001.


Page -1 1-


Entry: Sarah Gonzaler Date: w29f2w

Entry 4: Developmen1 of the Acceleralion Time History Inputs for the SASSl Validelion

Ths scimtrlrc ndebook mlry dascrWs the development of hnrvs free-fkld accelefaCan trme histories used as inputs lor !he validahon d the scrflvrare SASS! {A System for Anabysie of Soil- Structure Interaction) (SASS4 2fxn)) (lysmsr et al., 1999) This sctentiftc nolebodr entry does n d dmment the actual SASS1 valiclatioci

The acceleration time histwy will be generated using the one-dimensional equivalent-Itclear site- respcnse sofhvare P r o W e * {EduPm Civil Systems, 2001 ] A siwk acceleration time history recardm-g, sielecled from McGulre et 81 {200l), was UW as an input Io Prdhske after being converted by ProShakta's "Converl earthquake file" ulilily. This time history was input at the base of a 50 ft thidc soil profile cansisting of 4 layers over a halfspace A descripbon of this soil prohle, induding layer thickness, density and S w a m v e h l y , 1s provided rn figure 1 I

Information potentially subject to copyright protection was redacted

from this location. The redacted material was a screen shot from the

Proshake software.

Figure 1. Proshake Proflle Used to Gem~rats Fwm-Field Acceleratbcr Tlme Hlstory

The hpul lrme hislory was propagated lhruugh the sail cdumn desutbed in Fqure 1 I The resulting time history reoorded at the free surface was saved and used as rnpul for the SASSl validatan.

An edbilional site response calcolatron was performed for the 194 ft Ihick, 14 mar soil profile shown in Figure 2. The resullmg time hislory recorded a! the free surface was also saved and used as input for the SASS1 valldabon.

Page -12-

Scientific Notdmek 778E

Information potentially subject to copyright protection was redacted from

this location. The redacted material is a screen shot from Proshake Software.

FEgum 1. Additiond Proshake Proflie Used to Gemrate Free-Field Acceleration Time Hsstory

All files related to the Proshake sits response caCculatlons are located an Ihe attached CD n h e folder SASS1 validahon\ The flk reedme.wpd provides a dmcriptian of these attached f b s .

EduPm Civil Systems. 'Proshake ., Verslarn 1 .I 1. Sammamish, Washfngtm: EduPm Ciwl Systems. N1.

L y m r , J,, F. Ostandan, arrd C C Chin. "SASSI 2000---A Syshm for Analysis of Soil-Structure Irrteracbon. Utmr's Manual." Revision 1. Richmond, Califmna 1999,

McGuire. R.K., W, J. Silva. and C. J, Cosbntino. NUREGfCR-6728. 'Technical Basis of Revisian of Regulatory G u m QTI Design Ground Molions. Hazard- and Risk-Consistent Ground h b t h Spectra Guidelines." TIC: 251294, Washinglori, DC: U.S. Nuclear Regulatory Cunmiswn. ZClOl

Page -1 3-


Entry: Sarah Gonzalez Date: 08/30/2006

Entry 5: Development of a Hypothetical Hazard Curve for Preclosure Safety Analysis

This scientific notebook entry describes the development of the hypothetical hazard curve which was used in Appendix A (Example Methodology for Computing SSC ITS Probability of Failure During a Seismic Event) of the HLWRS-ISG-01'.

I obtained the hazard curves corresponding to the approximate locations of various WUS nuclear facilities (shown in Table 1) from the 2002 USGS national seismic hazard maps (htt~://earthauake.usas.aov/hazma~s/). For each site, I used Matlab to interpolate the 10 Hz spectral acceleration corresponding to annual exceedance probabilities lo3, lo4, 1 O6 and 10". I then calculated the hazard curve slopes between annual exceedance probabilities lo3 and 10' 4, 1 O4 and 1 0'5 as well as 1 0" and lo-'.

'Division of High-Level Waste Repository Safety - Interim Staff Guidance HLWRS-ISG- 01 Review Methodology for Seismically Initiated Event Sequences. 2006 (draft).

Table 1. Locations of the Selected WUS Nuclear Facilities

Page -14-

Name

Palo Verde

San Onofre

Diablo Canyon

GE Vallecitos

Humboldt Bay

Rancho Seco

Trojan

General Atomics

Atlas Corp

TY pe

Power Plant

Power Plant

Power Plant

Power Plant

Power Plant

Power Plant

Power Plant

Fuel Licensee

Uranium Mill Site

City

Wintersburg

San Clemente

Avila Beach

Pleasanton

San Francisco

Herald

Ranier

sari ~i~~~

Moab

State

AZ

CA

CA

C A

C A

CA

OR

C A

UT

Latitude (O)

33.38972

33.37028

35.21 167

37.51667

40.741 94

38.3461 1

46.04083

32.89389

38.60000

Longitude (O)

-1 12.861 94

-1 17.55694

-1 20.85444

-1 21.80833

-1 24.20000

-121.1 1889

-1 22.88444

-1 17.23306

-109.59500


Crownpoint Uranium Mill Processing Site Crownpoint NM 35.68389 -108.165 Plant

Yucca High Level Yucca Mountain Waste Mountain

Independent Spent Fuel Private Fuel Storage Installation

(ISFSI)

NV 36.83306 -1 16.5

Grantsville UT 40.41083 -1 12.78972 Storage

-

Bechtel SAlC Company, LLC, 2004, developed site specific response spectra for the Surface Facilities Area locations Point D and Point E at the lo3, 5x1 O‘, and 1 O4 annual exceedance frequencies. Values for the 10 Hz spectral acceleration were estimated at annual exceedance frequencies of 10‘’ and 10“ from the average slopes calculated from the WUS data (described above).

The electronic files used to interpolate the data and calculate the slopes are located on the attached CD in the directory Hazard curve\ The file readme.wpd provides a description of the files in this directory.

References

Bechtel SAC Company, LLC. “Development of Earthquake Ground Motion Input for Preclosure Seismic Design and Postclosure Performance Assessment of a Geologic Repository at Yucca Mountain, NV.” MDL-MGR-GS-000003. Rev. 01. Las Vegas, Nevada: Bechtel SAlC Company, LLC. 2004.

I have reviewed this scientific notebook and find it in agreement with QAP-001” page of the notebook. After the project manager’s review, the notebook shall Quality Assurance Records.

Page - 15-

ADDITIONAL INFORMATION FOR SCIENTIFIC NOTEBOOK NO. 778E I

Data Sensitivity:

Document Date: I 08/21/2006

." N on- Sensi t ive" o"Non-Sensitive - Copyright"

Sensitive Sensitive - Copyright

Ava i la bi I i t y : Southwest Research Institute0 Center for Nuclear Waste Regulatory Analyses 6220 Culebra Road San Antonio, Texas 78228

Contact: Southwest Research Institute0 Center for Nuclear Waste Regulatory Analyses 6220 Culebra Road San Antonio, TX 78228-5166 Attn.: Director of Administration 21 0.522.5054

I

Date Generated: I 09/05/2006

Operating System: 1 Windows (including version 1 number) I

i Application Used: I Wordperfect 10 (including version j number) I

Media Type: j 1 CD (CDs, 3 1/2, 5 1/4 1

I

I disks, etc.) !

File Types: (.exe, .bat, .zip, etc.)

Remarks: (computer runs, etc.)

Media contains: the electronic file of the scientific notebook

Documents

Scientific Notebook 778E - NRC: Home Page · 2012. 11. 29. · Gezbe-Tubita k Arastima Marmara 7.6 Strike-slip ~ ~~ ~ Umbria Marche Nocera I 3, Italy Umbra-Biscon (aftershock) tini