Geotechnical Report, Repair of Building 53341, 53 Area, Marine Corps Base, Camp jpendleton, CA APPENDIX C SEISMIC ANALYSIS

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1 Geotechnical Report, Repair of Building 53341, 53 Area, Marine Corps Base, Camp jpendleton, CA APPENDIX C SEISMIC ANALYSIS

2 E Q F A U L T Version 3.00 DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS DATE: JOB NAME: Bldg CALCULATION NAME: MCE Analysis FAULT-DATA-FILE NAME: C:\Programs\EQFAULTl\CGSFLTE MCE new.dat SEARCH RADIUS: ATTENUATION RELATION: 5} Boore et al. (1997) Horiz. - Vs = 350 m/s UNCERTAINTY (M-Median, S=Sigma): M Number of Sigmas: 0.0 DISTANCE MEASURE: cd_2drp SCOND: 0 Basement Depth: 5.00 km Campbell SSR: Campbell SHR: COMPUTE PEAK HORIZONTAL ACCELERATION FAULT-DATA FILE USED: C:\Programs\EQFAULTl\CGSFLTE_MCE_new.DAT MINIMUM DEPTH VALUE (km]: 0.0

3 EQFAULT SUMMARY DETERMINISTIC SITE PARAMETERS Page 1 ESTIMATED MAX. EARTHQUAKE EVENT I APPROXIMATE ABBREATED DISTANCE ] MAXIMUM PEAK EST. SITE FAULT NAME mi (km) I EARTHQUAKE SITE INTENSITY [ MAG. (Mw) ACCEL, g MOD. MERC. NEWPORT- INGLEWOOD (Offshore) 8.5( ROSE CANYON 18.0( SAN JOAQUIN HILLS { ELSINORE (TEMECULA) { ELSINORE (GLEN IVY) ( CORONADO BANK 24.7 ( ELSINORE (JULIAN) 27. 0( PALOS VERDES 27.3 ( CHIHO-CENTRAL AVE. (Elsinore) 29. 7( NEWPORT-INGLEWOOD (L. A. Basin) 30. 0( WHITT1ER SAN JACINTO-SAN JACINTO VALLEY SAN JACINTO-ANZA PUENTE HILLS BLIND THRUST SAN JACINTO-SAN BERNARDINO SAN JOSE CUCAMONGA SIERRA MADRE EARTHQUAKE VALLEY SAN ANDREAS - SB-Coach. M-lb-2 SAN ANDREAS - SB-Coach. M-2b SAN ANDREAS - San Bernardino M-l SAN ANDREAS - Whole M-la SAN JACINTO-COYOTE CREEK UPPER ELYSIAN PARK BLIND THRUST NORTH FRONTAL FAULT ZONE (West) RAYMOND CLAMSHELL-SAWPIT CLEGHORN SAN ANDREAS Rupture M-2a SAN ANDREAS - Cho-Moj M-lb-1 SAN ANDREAS - Mojave M-lc-3 PINTO MOUNTAIN VERDUGO HOLLYWOOD SAN ANDREAS - Coachella M-lc-5 NORTH FRONTAL FAULT ZONE (East) ELSINORE (COYOTE MOUNTAIN) SANTA MONICA 34. 1( 41 4( 43. 9( 46. 3( 50. 8( ( 53. 6( 53. 6( 54.8 ( 54.8 ( 54.8 ( 54.8 ( 56.4 ( 59. 5( 61. Of 61.6( 62.7! ( ( ( ( 64. 1( ( 69.8 ( 70. 6( 71.8 ( BURNT MTN ( ) 0) 7) 8) IX II II II 31. 9) ) I II 43 5) I 43. 9) 47. 8) 48. 3) 54. 8) 65. 6) 66. 0) 70. 7) 74. 5) II I I I I I I 81. 8) ) I 86. 2) I 86. 3) 88. 2) 88. 2) 88. 2) 88. 2) 90. 8) 95. 8) 98. 2) 99. 2) ) I I I I I ) ) I ) I ) ) ) ) ) } ) ) ) V

4 DETERMINISTIC SITE PARAMETERS Page 2 ABBREATED FAULT NAME rtr rt\wj\j.l-ifij. EI DISTANCE mi ( km ) ESTIMATED MAX. EARTHQUAKE EVENT MAXIMUM EARTHQUAKE MAG. (Mw) PEAK SITE ACCEL, g EST. SITE INTENSITY MOD. MERC. SAN JACINTO - BORREGO MALIBU COAST HELENDALE - S. LOCKHARDT EUREKA PEAK SIERRA MADRE (San Fernando) NORTHRIDGE (E. Oak Ridge) SAN GABRIEL LANDERS ANACAPA-DUME 75. 2( 75. 6( 77. 0{ 77. Of 77. 9f 78. 7( 79. 6( 81.4 ( 81. 6( 121.1) 121.6) 124.0) ) 125.3) 126.7) 128.1) 13} 131.3) V V I LENWOOD-LOCKHART-OLD WOMAN SPRGS 83.2 ( 133.9) JOHNSON VALLEY (Northern) ) V SANTA SUSANA EMERSON So. - COPPER MTN. HOLSER SUPERSTITION MTN. {San Jacinto) SIMI-SANTA ROSA ELMORE RANCH 87.7( 91. 7( f 93. 8{ ( 96. 9( 141.1) 147.6} 149.5) 15) 152.2} 155.9} V V V CALICO - HIDALGO ( 157.0) OAK RIDGE (Onshore) SUPERSTITION HILLS (San Jacinto) 98. 1( 98. 1( 157.8) 157.9) ] V PISGAH-BULLION MTN.-MESQUITE LK 99. 4( 160.0) * ******************************** ********************************************** -END OF SEARCH- 61 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE NEWPORT-INGLEWOOD (Offshore) FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 8.5 MILES (13.6 km) AWAY. LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION: g

5 6/3/ National Seismic Hazard Maps - Source Parameters U.S. Geological Survey- Earthquake Hazards Program National Seismic Hazard Maps - Source Parameters NewSearch Distance in Mites Name... Prc-f cl. Slip Dip Dip Sl.p Rupture Rupture Length Statfi : Rate (degrees) Dir So.se I T P Bottom (,mt ' (mm/yr) <km' 'hm> 8.46 Newnp rt- 1 n gle wo od. (0 ff s h o rp] CA \J S*Nke Newport Ingle wood Connected nit 2 CA V "If * Newport Inglewood Connecter! alt 1 CA S'rike Rose Canyon San Joaqnin Hills CA \J S/' CA SW thrust Elsinor_g:T v > ElsiTiore:GI+r+J+CM Elsinore;W+GI-t-T Elsinore:W+GI+T+J CA 5 90 V S" CA n/a 86 NE "UJ CA n/a 84 NE CA n/a 84 NE E(sinore:GI+T CA 5 90 \! Sm Elsmore;GI+T>J CA n/a 86 NE ; Elsin.ore:T+J+CM CA n/a 85 NE F_!sinorp;T+.l risinore:w+gh 1 i J K.M. 20 Fisinorg^W+GI CA n/a 86 NE CA n/a 84 NE CA n/a 81 NE FKinore-.GI CA 5 90 V S[n Palps yerdesxcnncctgd CoronadoBank CA 3 90 V S" CA 3 90 \J https ^/earthquake, usgs.gov/cfusi orvhazfaults_2008_search/query_resulls.cfm 1/7

6 6/3/ National Seismic Hazard Maps - Source Parameters Pa.losVerdes CA CA 84 NE ElstnoreJ+C_M CA 84 NE Newport-lnelewood. alt 1 CA Chjno.alt Elsinore:W CA! 1 65 SW CA NE Chino. alt San Jacinto:A+C San Jacinto:A+CC+B+_SJj San JadntoA+CC+B Sa_n_Jacinto:A+CC San Jacinto;A 41 Sgn JadntQ:SBV+SJV±A, CA 1 50 SW! S,. : CA n/a 90 V CA n/a 90 V i CA n/a 90 V CA n/a 90 V CA 9 90 V i i., -; - CA n/a 90 V sup San Jadnto :S,)V+A+CC+B 41 Sari JadotoiSJV+A+CC 41 SanJacinto;SJV+A 41 San Jacinto:SJ_V+A+CC+_B+SM 41 San.ladnt&SBV+SJV+A+CC+B+SM 41 San Jadnto;SJV+A+C 41 s Jadnto-.SBV+SJV+A+CC+B CA n/a 90 V S " e CA n/a 90 V CA n/a 90 V i CA n/a 90 V CA n/a 90 V, CA n/a 90 V, i CA n/a 90 V Slip S^n )adnto:5bv+sjv+a+cc CA n/a 90 1 V https ://earthquake.usgs.gov/cfusion/ha2faults_2008_search/query_results. dm 2/7

7 6/3/ National Seismic Hazard Maps - Source Parameters 41 SanJacinto:SBV+SJV+A+C CA n/a 90 i 1? 181 ^4916 Puente Hills (Covote Hills) CA N thrust «San Jar.into:SJV CA V ( SanJacinto:SBV+SJV CA n/a 90 V ( K17 San.Jacinto:SBV CA 6 90 V ( Q nq PnontP Hills f. Santa Fe SorinesS CA N thrust San Jose CA NW : Cucamon?a CA 5 45 N j thrust Sierra Madre CA 2 53 N reverse 0 14 S3 44 Sierra Msdre Connected CA 2 51 reverse 0 14 i ; E^thauakeVallev CA 2 90 V 0 19 i <^1 San.larintoiCC+B+SM CA n/a 90 V ( tjf " M 51 San Jacinto;CC+B CA n/a 90 V !' : i W SI SanJ3cinto;CC CA 4 90 ; V _( ! i! 54fi7 S. SanAndrea-;:NM+SM+NSB+SSB+BG+CO CA n/a 84 ( UKI -s ^^n Anrirpns:BB+NM+SMH-NSB+SSB+BG+CO CA n/a : : ' _. ;. : S4R5 S.SanAndreas:BBiNM+SM+NSB+SSB+BG CA n/a 84 (. 0 14! fi? S. San Andrpas:BR+NM-KSM+NS8+SSB CA n/a 90 V 0 14 : i ' i S4 fi? S. San Andre3S:SSB+BG+CO CA n/a S.SanAndreas:SSR CA V ( i i R2 S..SanAndreas-.SM+NSB+SSB!BG+CO CA n/a 83 ( ks4fi? S SanAndreas:SM+NSB+SSB+BG CA n/a 81 ( F i4 R5 S.San Andrpas:SH+NSB+SSB CA n/a 90 V Strike 0 13 i https ://earthquake.usgs.gov/cfusi on/hazfaults_20q8_search/queryj-esul ts.cfm 3/7

8 6/3/2017 Design Maps Summary Report J2IUSGS D^sign Maps Summary Report Iser-Specified Input Building Code Reference Document Report Title Bldg BSE-1E Sun June 4, :56:49 UTC ASCE Retrofit Standard, BSE-1E (which utilizes USGS hazard data available in 2008) Site Coordinates N, W Site Soil Classification Site Class D - "Stiff Soil" ita Point,, 1 t* S San Clements* '.-.- S m -..,,.«*li!" M R I <** " frav» "FvriF* «Fallbrook. O * Bonsall JJSGS-Provided Output Ss,2o/5o g S^^ g g SxlfBSE.1E g 'la- "io't'-l- S^UL".- JT1 'si-iid. l"('s*c) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or Implied, as to the accuracy of the data contained therein. This tool is not a substitute for technics I subject-matter knowledge. 1/1

9 6/3/2017 Design Maps Detailed Report SGS Desi9n MaPs Detailed Report SCE Retrofit Standard, BSE-1E ( N, W) Site Class D - "Stiff Soil" Section General Procedure for Hazard Due to Ground Shaking 20%/50-year maximum direction spectral response acceleration for 0.2s and s periods, respectively: From Section SS20/50 = g From Section Slj20/50 = g Section Adjustment for Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section SITE SOIL Soil shear wave Standard penetration CLASS PROFILE velocity, vs, (ft/s) resistance, W NAME A B C D E Hard rock vs > 5,000 Rock 2,500 < vs < 5,000 Very dense 1,200 <vs< 2,500 N > 50 soil and soft rock Stiff soil 600 < vs < 1, < /V S 50 profile Stiff soil vs < 600 N < 15 profile Any profile with more than 10 ft of soil having the characteristics: 1. Plasticity index PI > 20, 2. Moisture content w > 40%, and 3. Undrained shear strength su < 500 psf Soil undrained shear strength, su, (psf) >2,000 psf 1,000 to 2,000 psf <1,000 psf Any profile containing soils having one or more of the following characteristics: 1. Soils vulnerable to potential failure or collapse under seismic loading such as liquefiable soils, quick and highly sensitive clays, collapsible weakly cemented soils. 2. Peats and/or highly organic clays (H > 10 feet of peat and/or highly organic clay where H - thickness of soil) 3. Very high plasticity clays (H > 25 feet with plasticity index PI > 75) 4. Very thick soft/medium stiff clays (H > 120 feet) For SI: Ift/s = m/s lib/ft2 = kn/m2 1/4

10 6/3/2017 Design Maps Detailed Report Table 2-3. Values of Fa as a Function of Site Class and Mapped Short-Period Spectral Response Acceleration Sf Site CldbS Mapped Spectral Acceleration at Short-Period Ss Ss < 0.25 S5 = 0.50 Ss = 0.75 Ss = 0 Ss > 1.25 A B C D E F Site-specific geotechnical and dynamic site response analyses shall be performed Note: Use straight-line interpolation for intermediate values of S5 For Site Class = D and Ss = g, Fa = Table 2-4. Values of Fv as a Function of Site Class and Mapped 1 s Period Sx Spectral Response Acceleration at Site Mapped Spectral Acceleration at 1 s Period S1 Si < Si = 0.20 Si = 0.30 S1 = 0.40 Si > 0.50 A B C D E F Site-specific geotechnical and dynamic site response analyses shall be performed Note: Use straight-line interpolation for intermediate values of Si For Site Class = D and Sx = g, Fv = /4

11 6/3/2017 Design Maps Detailed Report Provided as a reference for Equation (2-4): FaSSi20/50 = x g = g Provided as a reference for Equation (2-5): = x -173 g = -365 g Provided as a reference for Equation (2-4): ->XS,BSE-IN /s X Sxs,BSE-2N ^ X FaSS BSE_2rg g Provided as a reference for SxliBSE_1N = 2A x SX1 BSE_2N - ZA x FVS1 BSE.2N = g Equation (2-5): Equation (2-4): Sx^.^ = MIN[FaSs,20/5D; S^^^] = MIN[0.625g, 0.783g] = 0.625g Equation (2-5): SX1(BSE.IE = MIN[FVSS,20/5D, SX1(BSE_1N] = MIN[0.365g, 0.450g] = 0.365g Section General Horizontal Response Spectrum Figure 2-1. General Horizontal Response Spectrum r < rlt: s\. 3/4

12 6/3/2017 Design Maps Summary Report 21USGS Design Maps Summary Report Iser-Specified Input Building Code Reference Document I1. ReportTitle Bldg BSE-1N Sun June 4, :56:03 UTC ASCE Retrofit Standard, BSE-1N (which utilizes USGS hazard data available in 2008} Site Coordinates N, W Site Soil Classification Site Class D - "Stiff Soil" San Clem en te" Fallbrouk. :, USGS-Provided Output \* Kt'X SXS,BSE-IN SXI,BSE-IN g g Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. 1/1

13 6/3/2017 Design Maps Detailed Report alusgs Des'9n Maps Detailed Report ASCE Retrofit Standard, BSE-1N ( N, W) Site Class D - "Stiff Soil" Section General Procedure for Hazard Due to Ground Shaking Provided as a reference for Equation (2-4) and Equation (2-5), respectively: From Section S<- <-,=.-,, = g From Section Si,BSE-2N = g Section Adjustment for Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section SITE CLASS A B C D E SOIL PROFILE NAME Hard rock Rock Very dense soil and soft rock Stiff soil profile Stiff soil profile Soil shear wave velocity, vs, (ft/s) vs > 5,000 2,500 < vs < 5,000 1,200 < vs < 2, < vs < 1,200 vs < 600 Standard penetration resistance, N N > < N < 50 N < 15 Any profile with more than 10 ft of soil having the characteristics: Soil undrained shear strength, su, (psf) >2,000 psf 1,000 to 2,000 psf < 1,000 psf 1. Plasticity index PI > 20, 2. Moisture content w > 40%, and 3. Undrained shear strength su < 500 psf Any profile containing soils having one or more of the following characteristics: 1. Soils vulnerable to potential failure or collapse under seismic loading such as liquefiable soils, quick and highly sensitive clays, collapsible weakly cemented soils. 2. Peats and/or highly organic clays (H > 10 feet of peat and/or highly organic clay where H = thickness of soil) 3. Very high plasticity clays (H > 25 feet with plasticity index PI > 75) 4. Very thick soft/medium stiff clays (H > 120 feet) For SI: lft/s = m/s lib/ft2 = kn/m2 1/4

14 6/3/2017 Design Maps Detailed Report Table 2-3. Values of Fa as a Function of Site Class and Mapped Short-Period Spectral Response Acceleration Sc Site Mapped Spectral Acceleration at Short-Period Ss Lldbb Ss < 0.25 Ss = 0.50 Ss = 0.75 Ss = 0 Ss> 1.25 A B C D E F Site-specific geotechnical and dynamic site response analyses shall be performed Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and Ss = g, Fa = 54 Table 2-4. Values of Ftf as a Function of Site Class and Mapped Spectral Response Acceleration at 1 s Period St Site Mapped Spectral Acceleration at 1 s Period Si Cldbb Sx < Sx = 0.20 B1 = 0.30 S: = 0.40 Si > 0.50 A B C D E F Site-specific geotechnical and dynamic site performed response analyses shall be Note: Use straight-line interpolation for intermediate values of S: For Site Class = D and S1 = g, Ftf = /4

15 6/3/2017 Design Maps Detailed Report Provided as a reference for Equation (2-4): SXs,BSE-2N = FaSs,B5E.2N = 54 x g = g Provided as a reference for Equation (2-5): SX1(BSE.2N = FvSljBSE_2N = x g = g Equation (2-4): SXS,BSE-IN = % x SXSiBSE_2N = 2/3 x g = g Equation (2-5): XI.BSE-IN = % x = % x = OA$Q 9 Section General Horizontal Response Spectrum Figure 2-1. General Horizontal Response Spectrum rz,j 3/4

16 6/3/2017 Design Maps Summary Report Design Maps Summary Report Iser-Specified Input Report Title Bldg BSE-2N Sun June 4, :53:54 UTC Building Code Reference Document ASCE Retrofit Standard, BSE-2N (which utilizes USGS hazard data available in 2008} Site Coordinates N, W Site Soil Classification Site Class D - "Stiff Soil" na Point,. I f.i m 6J San Clemen te" Fallbrook. "Bonsalt USGS-Provided Output ss,bse-2n 1.H4 g Sl(BSE-2N g *XS,BSE-2N g q Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. 1/1

17 6/3/2017 Design Maps Detailed Report Design Maps Detailed Report SCE Retrofit Standard, BSE-2N ( l\l, 117,48096 W) Site Class D - "Stiff Soil" Section 2,4.1 - General Procedure for Hazard Due to Ground Shaking From Section Sqne;F.,. From Section = g Section Adjustment for Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section SITE CLASS A B C D E SOIL PROFILE NAME Hard rock Rock Very dense soil and soft rock Stiff soil profile Stiff soil profile Soil shear wave Standard penetration velocity, vs, (ft/s) resistance, N vs > 5,000 2,500 < vs < 5,000 1,200 < vs < 2,500 TV > < vs < 1, < TV < 50 vs < 600 TV < 15 Any profile with more than 10 ft of soil having the characteristics: Soil undrained shear strength, su, (psf) > 2,000 psf 1,000 to 2,000 psf < 1,000 psf 1. Plasticity index PI > 20, 2. Moisture content w > 40%, and 3. Undrained shear strength su < 500 psf Any profile containing soils having one or more of the following characteristics: 1. Soils vulnerable to potential failure or collapse under seismic loading such as liquefiable soils, quick and highly sensitive clays, collapsible weakly cemented soils. 2. Peats and/or highly organic clays (H > 10 feet of peat and/or highly organic clay where H = thickness of soil) 3. Very high plasticity clays (H > 25 feet with plasticity index PI > 75) 4. Very thick soft/medium stiff clays (H > 120 feet) For SI: Ift/s m/s lib/ft kn/m2 1/4

18 6/3/2017 Design Maps Detailed Report Table 2-3. Values of Fa as a Function of Site Class and Mapped Short-Period Spectral Response Acceleration S= Site Mapped Spectral Acceleration at Short-Period Ss Ss < 0.25 Ss = 0.50 Ss = 0.75 S.-100 Ss > 1.25 A B C D E F Site-specific geotechnical and dynamic site performed response analyses shall be Note: Use straight-line interpolation for intermediate values of Sc For Site Class = D and Ss = g, Fa = 54 Table 2-4. Values of Ftf as a Function of Site Class and Mapped Spectral Response Acceleration at 1 s Period S1 t ; : Site Mapped Spectral Acceleration at 1 s Period S: S, < Si = 0.20 Sl = 0.30 Sx = 0.40 S1 > 0.50 A B C D E F Site-specific geotechnical and dynamic site performed response analyses shall be Note: Use straight-line interpolation for intermediate values of S1 For Site Class = D and S1 = g, Fv = /4

19 6/3/2017 Design Maps Detailed Report Equation (2-4): = FaSSiBSE.2N - 54 x g = g Equation (2-5): SXi,BSE-2N = FvSliBSE.2N x g = g Section General Horizontal Response Spectrum Figure 2-1. General Horizontal Response Spectrum '0<T<TU : S.\.v 3/4

APPENDIX IV.A Geotechnical Study

City of Los Angeles February 2014 APPENDIX IV.A Geotechnical Study Technical Appendices Museum Square Office Building Draft Environmental Impact Report February 8, 2013 File No. 20477 5757 Wilshire, LLC