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01 - Appendix B Part 3
Vc��luillc 2 A11 acmciix A -D Volume 2 Report of Geotechnical Studies Geotechnical Engineering and Engineering Geology Data and Analysis Appendix A through Appendix D Proposed Newport Banning Ranch Development City of Newport Beach /County of Orange Prepared for: Newport Banning Ranch LLC Prepared By: GMU Geotechnical, Inc. July 2011 Boring and CPT Sounding Logs GEOTECHNICAL, INC, APPENDIX A- I Boring and CPT Soundings Performed by Goffman, McCormick & Urban, Inc. NEWPORT BANNING RANCH, LLC Newport Bannhig Ranch APPENDIX A -1 GEOTECHNICAL EXPLORATION PROCEDURES, BORING LOGS, AND CPT SOUNDING LOGS GMU's exploration at the subject sit consisted of excavating 11 drill holes and 6 test pits. The locations of the holes are shown on Plate 7 -- Geology Map. The drilling for the borings was accomplished using a truck- mounted bucket auger drill. Our drill holes were logged, and "undisturbed" samples were taken from the drill holes using a 3.375 -inch outside - diameter drive sampler which contains a 2.625 -inch diameter brass sample sleeve 8 inches in length. Bulk samples of representative soil types were also taken. In addition, standard penetration tests (SPT) were also performed at selected depths at GB -1 and GB -2. Uncorrected SPT blowcounts are shown on the drill logs of GB -1 and GB -2. Our logs of each drill holes are presented in Plates A -2.1 through A -2.11 -- Log of Drill Hole. Our logs of test pits are presented as Plates A -2.12 through A -2.17 -- Log of Test Pit. In addition, cone penetration tests (CPT) were also performed at selected locations. The CPT soundings were performed and logged by Gregg In -Situ, Inc. and their logs are presented in un- numbered plates following the boring logs. The geologic and engineering field descriptions and classifications which appear on these logs are prepared according to Corps of Engineers and Bureau of Reclamation Standards. Major soil classifications are prepared according to the United Soil Classification System as modified by ASTM Standard No. 2487. Since the description and classification which appear on the Log of Drill Hole are intended to be that which most accurately describe a given interval of drill hole (frequently an interval of several feet), discrepancies do occur in the Unified Soil Classification System nomenclature between that interval and a particular sample in that interval. For example, an 8- foot -thick interval and a particular sample in the Log of Drill Hole may be identified as a silty sand (SM) while one sample taken within the interval may have individually been identified as a sandy silt (ML). This discrepancy is frequently allowed to remain to emphasize the occurrence of local textural variations in the interval. The descriptive terminology of the logs is modified from current ASTM Standards to suit the purposes of this study and is summarized as follows: a. Soil Type - per Legend to Logs b. Color - at field moisture July 2011 A -1 GNM Project NEWPORT BANNING RANCH, LLC Newport Banning Ranc% c. Moisture - (as estimated during drilling) "dry" "damp" - some moisture but less than optimum for compaction "moist" - near optimum "wet" - above optimum "saturated" - containing free moisture d. Grain size - "fine," "medium," and "dense" e. Density (granular soils) - "loose" and "dense" Consistency (cohesive soils) "very soft" Thumb will penetrate soil more than 1 inch (25 mm). "soft" Thumb will penetrate soil about 1 inch (25 mm). "firm" Thumb will indent soil about 'A inch (5 nun). "hard" Thumb will not indent soil but readily indented with thumbnail. "very hard" Thumbnail will not indent soil. July 2011 A -2 GMU Project 06- 163 -00 •�' 3�%? '' �x� `y. �` � � } d� L "�GV YB�f W S 4 y $ S �"F _ iL"i� � M/kjORkDI�/t &tONS��� �G ��� ��1(P,TGt�I �tACr1CS Y o �I�^1 �,., n s a '`'� ��.NI,Graded,G ae valrand GraYelSand iafiiMUres '``v " - VI G� r i _ GRAVELS- yela `" °^' Penir raged Gt2vels�andGravekSandaMixturer, =" `-� 50 %'orMoreoP ;; GUfeor, opines �.. - ' - Coarse Faction r IG b s Silty Gmvels SandSilt Mixtures. `''�" Retained On- €�s CO¢RSE $.Ffb1NEDt601L3 No.4 Sieve ,,GnV ; e-y ,Gravel- "'MaEeT{LaRSO.ve Rewngd f - - � Omrvo 20 Sieve .,, Finesr� GC Clayey Gravels GravelSand Clay Mixtures yam: �Patsing T�ie9 ind�(y�Tm) ` SW Vtielt 6rade� Sands and Giavelty-Sands Lisle or t�{oiFm�.S �� ASTjiSandaSd D2 {B Sands SANDS -= i�. �. `_- af "t SP.� Pooriy�Graded.Sands andE6aret� >5ands,LWrAorNofl�i Y Mom Than 50 %o( _ - Coarse Fraction a X. -.� Passes Sands SM Silty Sands, Sand -Silt Mixtures. No.4 Sieve rt 4x" e � r -sees aS Clayey Sands, Sand-Clay Mixtures. ayr� z aorgansc$tl�# -Very Fme�dRGs Ro�KRof•r Silty or Cfagayi ,_a _'� MLA *„4,. _ ptne.$ands qr Clayey Si[4s'�{t+t[h$Irgh[Kiasttaiys�= �; Clays " SILTS AND CLAYS, Uquid Limit Less Than SOX: ,G).t�„SattdYCfayssSClays�Cpzh 1, GTMayYaFticlt�Gsaveily _ ti FINE GItAINEDiSOILS "Q , 5k Organi)s and OrganilltiY Mays vFLpvc Piastfc[ry 4-. �Iha -Nd4U - {eaiefi gMatenaY -: dlncrgantcsll&; Micaceous or Diatomaceous Fine Sandy-or-Sii(y. ;, sdng?The,3=inch(JSmT) � 3_ SoJr, Elastic Silts: Steve Refere0cei _L x��� s ASTMSgndatd �X {g7} SILTS AND CLAYS Uquid Umir50 %ar Greater: }ingrganic.Clays Of High Plasticity, Fat Clays. Organic Clays Medium 1'o High Plasdc(ty, Otganic Slitr.. r131 ha' scr R e5- . of PIJGHLYQI�GANIOSOILS� PeaSa'i dileiter �ifghly Qranjg.So�I§ty' +mss -Tt: .r ADDITIONALTESTS SAMPLE SYMBOLS DS = Direct Shear HY= Hydrometer Test Undisturbed Sample LE TC = Tlaxial Compression Test Bulk Sample Fol CN = -Consolidation Test (T) = Time Rate Unsuccessful - 0 EX = Expansion Test Sampling Attempt CP = Compaction test 10: 10 Blows for 12- Inches Penetration' PS = Particle Size Distribution 6(4:6 Blows Per 4- Inches Penetration El = Expansion Index P. Push SE = Sand Equivalent Test AL= Atterberg Limits CH = Chemical Tests GEOLOGIC STRUCTURE RV= Resistance Value IN) = Natural Undisturbed Sample B = Bedding S = Shear (R) = Remolded Sample C =Contact F = Fault J =Joint 0' Coffman, McCormick & Urban, Inc. LEGEND TO LOGS Plate ASTM Desi nation: D 2487 ®® Engineering and Geological Consultants In Applied Earth Sciences g Unified Soil Classification System) A. (Based on PROJECT TAYLOR WOODROW LOGGED BY DRA DATE DRILLED 06/01/98 LOCATION BANNING RANCH GROUND SURFACE ELEVATION 4 t feet DATUM MSL 3ROUNDWATER DEPTH 365 ELEVATION 0.5 REMARKS DRILLING METHOD Rotary Wash -- CONTRACTOR C &L End boring at 45 feet. TOTAL DEPTH OF HOLE 45 feet DIAMETER(S) OF HOLE 8 Inches No caving. SAMPLERS) SPT Sampler _ Hole bailed, Water at 3.5 feet. DRIVING METHOD 140 lb. Safety Hammer DROP 12 Inches Hole backfilled with tailings. • AMPLE DAT TEST DATA GEOLOGICAL ENGINEERING z o 0 d 0 CLASSIFICATION CLASSIFICATION AND a o w ADDITIONAL, DESCRIPTION DESCRIPTION w 0 TESTS ' ALLUVIUM (Qal SILTY SAND (SM), fine grained, black =_ 29 140 (5YR 2.1/1), moist, dense, strong =_ etroleum odor. �_ SANDY SILT ( ), fine grained, black 5YR 2.5/1 moist dense odor. 5 140 - SILTY SAND (SM), fine to med um ° -s grained, dark olive gray (5Y 3/2), moist, 5 =__ 2 140 dense odor. °_ = 1 140 CLAYEY SILT (ML), dark gray (5Y 3/1), wet, moderately firm, with traces of _ 2 140 - brown or anic neat. j FAT CLA (CH), dark olive gray (5Y- -101 3/2), wet, moderately firm, with brown ° -_ 1 140 organic peat, odor. 10 -- 2 140 Y SILT 6 140 ' dark g ay (2.5YMN3)f wett, moderately '� firm. is SILTY SAND (SM), tine grained, dark 1fi _ 5 j gray (5Y3 /1), wet, moderately dense. ` == 13 140 POORLY GRADED SAND (SP), fine to ` medium grained, dark gray (5Y 3/1), wet, 17 140 moderately dense with shell fragments. -ts ' -20 20 - == 13 140 SILTY SAND (SM), fine grained, dark =__ 20 140 (5Y 3/1), Wet, den se with shell J frggray a ments. '__ POORLY GRADED SAND ((SP), fine to -20 coarse grained, dark gray (2.5Y N3), 18 140 -25 wet, dense with scattered gravel to 1" in 25 = I diameter and shell fragments. -_ 35 140 i 31 140 t - 27 140 -30 ao 30 140 Scattered gravel to Ys' In diameter, very °= 52 140 dense. 82 140 i -30 -35 Fine to medium grained, no gravel. 35 -_ 90 140 's 97 140 i Fine to coarse grained with scattered - gravel to 1" in diameter. -_ 68 140 °_ 78 140 LEGEND ON PLATE A -1 SHEET 1 OF 2 , LOG OF DRILL HOLE GB 1 PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE A -2.1 LEGEND ON PLATE A -1 SHEET 2 OF 2 GB 11 1 PROJECT 98-08 Goffman, McCormick & Urban, Inc. PLATE A -2.1 AMPLE DATA TEST DATA GEOLOGICAL ENGINEERING v CLASSIFICATION CLASSIFICATION AND Z J 0 0 ADDITIONAL! a DESCRIPTION DESCRIPTION w a g TESTS i o 0 � oiwi rc i - - a == 130 140 t 20% gravel to V in diameter. _ _ 148 140 CL 40 _ 107 140 45 I ! I I � I I j I i I 1 I I i i v I I I I I 1 I l_ � I LEGEND ON PLATE A -1 SHEET 2 OF 2 GB 11 1 PROJECT 98-08 Goffman, McCormick & Urban, Inc. PLATE A -2.1 PROJECT TAYLOR WOODROW LOGGED BY DRA j DATE DRILLED 06101198 LOCATION BANNING RANCH GROUND SURFACE ELEVATION 4 t feet DATUM MSL 3ROUNDWATERDEPTH 4.0 ELEVATION 00 REMARKS ! DRILLING METHOD Rotary Wash CONTRACTOR C &L End boring at 51 feet. TOTAL DEPTH OF HOLE 51 feet DIAMETER($) OF HOLE 8 inches No caving. Hole balled, water at 4 feet. SAMPLER(S) SPT Sampler ., DRIVING METHOD 140 Ib Safely Hammer. DROP_12 inches Hole backfilled with tailings. AMPLE DATA TEST DATA GEOLOGICAL ENGINEERING z 3 z £ CLASSIFICATION CLASSIFICATION AND a LL 3 S ADDITIONALi w DESCRIPTION DESCRIPTION N" j a s r TESTS 1 z o o ALLUVIUM (Qal) SILTY S ND (SM) fine grained, black ` -.j 21 1.40 —� 5Y 2.5/2 moist dense petroleum odor. ! j CLAYEY SILT ML), dark gray (10 R a 34 140 '_ 3/1 moist firm odor. _= = =_ SA DY SILT (ML), fine graine sand, o dark grayish brown (10YR 3/2), moist, -5 firm. - I C YE SILT (ML), dark gray (10YR __ 3/1 moist firm. 5 140 FAT CLAY (CH), dark olive gray (5Y - - - 3/2), wet, moderately firm, with brown '= 10 140 i eat lenses. 5 -_ SILTY SAND SM), fine graine , dark gray (5Y 2.5/1$, moderately dense. 70 10 -�_ = 11 140 i Brown fibrous peat, °_ 11 140 _ I Shell fragments. - == 12 140 SANDY SILT ML), fine grained, dark .io -_ 12 140' $ gray (5Y3/1), wet, moderately firm, with t6 -_ scattered shell fragments and faint ` 12 140 petroleum odor. `� 18 140 i I SILTY SAND (SM), fine to medium °_ 24 140 - grained, dark gray (2.5Y N3), wet, -20 I dense, with shell fragments. 20 '_ 29 140 - No shell fragments. °= 55 140 -= 56 140 j - .20-- 70 140 -25 25 Fine to coarse sand, with shell ` �_ 42 140 - fragments. Coarse sand, dark gray (2.5Y N4), large amount of shell fragments, few scatteredz5 `- 16 140 gravel to 3/4" In diameter. __- 41 140 -ao SANDY CLAY C , fine grained sand, ° == 13 140 _ black (2.5Y N2), wet, firm. 16 140 57 140 POORLY GRADED SAND SP , fine to -35 coarse grained, black (5Y 2.5/1), wet, 35 °_ 75 140 very dense. Dark gray (5Y3/1). _ a 76 140 -_ 73 140 75 140 LEGEND ON PLATE A -1 19614 FA SHEET 1 OF 2 Wom PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE A -2.2 l` C -. LEGEND ON PLATE A -1 SHEET 2 OF 2 ra PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE A -2.2 AMPLE DAT TEST DATA GEOLOGICAL ENGINEERING CLASSIFICATION CLASSIFICATION AND LL w a ADDITIONAL' H W w DESCRIPTION DESCRIPTION w $ N o D i TESTS o w Scattered gravel to Yd' in diameter. __ 100 140 I_ NO RECOVERY /4" _ _= 91 140 Slightly.cemented. ao -= 117 140 �45 t 20% gravel to 1" in diameter. 45 =_ 135 140 125 140 == 123 140 '. -45 ;- 50 50 = 132 140 j i i I j i I i i if I I I I i I l i i j I I I i I I l I I LEGEND ON PLATE A -1 SHEET 2 OF 2 ra PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE A -2.2 PROJECT TAYLOR WOODROW 1, LOGGED RGT LOCATION BANNING RANCH DATE DRILLED 08/12198 GROUND SURFACE ELEVATION 56 ± feet DATUM MSL REMARKS ,ROUNDWATER DEPTH ELEVATION DRILLINGMETHOD Bucket Auger CONTRACTOR A +W End boring at 45 feet TOTAL DEPTH OF HOLE 45 feet DIAMETER(S) OF HOLE 24 inches Seepage at 40 feet caving at 45 feet Hole backfilled SAMPLER(S) Open drive sampler with 8-Inch sleeve DRIVING METHOD Kelly DROP 12 inches I _ AMPLE DATA TEST DATA ' GEOLOGICAL ENGINEERING o F Q CLASSIFICATION CLASSIFICATION AND ° a m o ADDITIONAL a DESCRIPTION DESCRIPTION w 5 TESTS o � o MARINE TERRACE (Qtm) SANDY CLAY (CL), fine grained sand, dark brown, loose t0 medium dense, dry 55 to slightly moist.5 �5 6 2 1590 15 112 CN, DS 0 50-- OF, PS, HY, AL, POORLY GRADED SAND (SP), fine grained, dark brown, some mica, moist, P, CH 10 loose; 10 21590 18 100 45 .'6 becoming medium to coarse grained. 15 4 1590 6 94 DS, SAN PEDRO FM (Qsp) SILTY SAND ISM), fine to coarse, contact approximate grayish brown, medium dense to firm, some mica, moist to very moist; 20 20 5 1590 12 112 ON 35 � I 25 becoming coarse grained, 26 14 1590 4 94 Ali reddish - orange, loose, some gypsum 30 and mica; I 30 30 7 795 4 96 i r 26 I I 35 becoming fine grained, light gray, mica 36 14 795 6 85 CN, DS rich. 20 LEGEND ON PLATE A -1 SHEET 1 OF 2 e _ RM PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE A -2.3 l` LEGEND ON PLATE A -1 SHEET 2 OF 2 LOG OF DRILL HOLE GB 3 I PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE A -2.3 GEOLOGICAL ENGINEERING AMPLE DATA TEST DATA o CLASSIFICATION CLASSIFICATION AND d m 3 = a (ADDITIONAL ° DESCRIPTION DESCRIPTION 0 w a TESTS 2 ° i ° K 14 795 i6 I F46 I I I � i i i I I I I v LEGEND ON PLATE A -1 SHEET 2 OF 2 LOG OF DRILL HOLE GB 3 I PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE A -2.3 C PROJECT TAYLOR WOODROW LOGGED BY RGT LOCATION BANNING RANCH. I DATE DRILLED 08112J98 GROUND SURFACE ELEVATION 68 feet IATUM MSL GROUNDWATER DEPTH ELEVATION REMARKS _ DRILLING METHOD Bucket Auger CONTRACTOR A +W End boring at 40 feet TOTAL DEPTH OF HOLE 40 feet DIAMETERS) OF HOLE 24 inches _ Seepage at 40 feet, caving at 40 feet Hole backfilled SAMPLER($) S2pen drive sampler with 8 -inch sleeve DRIVING METHOD Ka[LV DROP 12 inches _ AMPLE DATA TEST DATA GEOLOGICAL ENGINEERING i CLASSIFICATION CLASSIFICATION AND z a o a o a z k !< s �� g ADDITIONAL DESCRIPTION DESCRIPTION w s m g s TESTS h MARINE TERRACE (Qtm) SANDY CLAY(CL), fine grained, dark f brown, loose to medium dense, dry. I 55 II -6 5 3 1590 22 I 100 j ON I' SANDY SILT (MH ,fine grained, some clays, Ilght brown o dark brown, some mica, loose, moist. 60 10 10 5 15901 6 1041 I ON 46-- I I li 75 15 31590 I 20 I 98i i i 40 IY SAN PEDRO FM (Qsp) POORLY GRADED SAND (SP), medium C20 contact approximate to coarse grained, grayish brawn, 20 9 1590 7 104 medium dense to firm, very moist. it 35 L25 26 9 1590 8 82 III' rrL L 30 �30 SILTY SAND (SM), fine grained, grayish 10 795 5 80 brown, mica rich, moist; 25 F �35 very moist. 35 11 795 24 91 1 i 20 14 795 26 94 LEGEND ON PLATE A -1 SHEET 1 OF 1 GB 4 PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE A -2.4 PROJECT TAYLOR WOODROW LOGGED av RGT DATE DRILLED 08113/98 LOCATION BANNING RANCH GROUND SURFACE ELEVATION 16 t feet DATUM MSL GROUNDWATER DEPTH ELEVATION REMARKS DRILLING METHOD Bucket Auger CONTRACTOR A +W End boring at 30 feet TOTAL DEPTH OF HOLE 30 feet DIAMETER($) OF HOLE 24 inches Seepage at 15 feet, no caving _ Hole backfilled SAMPLER(S) Qnen drive sampler with 8 -Inch sleeve DRIVING METHOD Kelm DROP 12 Inches _ _ I AMPLE DATA TEST DATA GEOLOGICAL ENGINEERING 3 i,. G —j d CLASSIFICATION CLASSIFICATION AND z o T a o g 0 3 Iz 8 a N a ADDITIONAL DESCRIPTION DESCRIPTION w $ TESTS z o a o w NON- ENGINEERED FILL SANDY CLA (CL), dark brown to black, (Qafu) loose to medium dense, dry; 15 r; ' I i r5 I 5 315901 25 99 I CIA CP, AL, PS, F k 10 HY, El, CH L i ASPHALT 6" inches thick across hole. SAN PEDRO FM (Qsp) SANDY SILT (MH), dark brown, some to clumps of fines; a 1° 2 1590. 20 105 1 CN r 16 seepage noted; 15 2 1590 26 94 0 I-20 20 21590 32 93 -5 F Ir-2s becoming light gray, loose, wet. 25 31590 29 95 � -10 4 795 251 97 30 Ll LEGEND ON PLATE A -1 SHEET 1 OF 1'. 50,111 IN l� 1 PROJECT 98 -08 Goffman, McCormick & Urban, Inc, PLATE A -2.5 1 PROJECT TAYLOR WOODROW - -. LOGGED BY ROT LOCATION BANNING RANCH DATE DRILLED 08/13/98 -- GROUND SURFACE ELEVATION 48 t feet ")ATUM MSL 'ROUNDWATER DEPTH ELEVATION —y REMARKS I DRILLING METHOD Rotary Bucket CONTRACTOR A +W End boring at 37 feet TOTAL DEPTH OF HOLE 37 feet DIAMETER(S) OF HOLE 24 inches Seepage at 37 feet, caving at 36 feet _ Hole backfilled SAMPLER(S) Open drive sampler with 8 -Inch sleeve I DRIVING METHOD Kelly DROP 12 inches . AMPLE DAT TEST DATA GEOLOGICAL ENGINEERING 3 CLASSIFICATION CLASSIFICATION AND LL QU z 1 ADDITIONAL; ° DESCRIPTION DESCRIPTION 'a y TESTS ° s o w NON - ENGINEERED FILL SANDY CLAY (CIL fine grained, (Qafu) medium dense to ddense. 45 5 � 5 11 1590 11 121 L SAN PEDRO FM (Qsp) POORLY GRADED SA (SP), some �10 contact approximate silts, light brown, loose, medium dense; 40 r 10 1 1590 18 96I l . ; I 151 r 15 2 1590 I I 30 III, 20 20 21590 12 105 r I i � I I 25 I r25 I becoming subrounded gravel, moist, loose, light brown with some orange. 26 8 1590 2 99' 20 30 . S SAND (SM), some fines, grayish brown, mica rich. 35 35 10 795 ` LEGEND ON PLATE A -1 SHEET OF PROJECT 98-08 Goffman, McCormick & Urban, Inc. PLATE A -2.6 j PROJECT TAYLOR WOODROW LOCATION BANNING RANCH LOGGED BY BE i GROUND SURFACE ELEVATION 50 t feet DATE DRILLED 08/14/98 GROUNDWATER DEPTH ELEVATION DRILLING METHOD Bucket Auger CONTRACTOR A +W End boring at 40 feet TOTAL DEPTH OF HOLE 40 feet DIAMETERS) OF HOLE 24 Inches Seepage at 32 feet no caving _ Hole backfilled SAMPLER(S) Open drive sampler with 8 -inch sleeve DRIVING METHOD Kelly DROP 12 inches I AMPLE DAT TEST DATA GEOLOGICAL ENGINEERING J w $ s d CLASSIFICATION CLASSIFICATION AND < a 0 3= y o ADDITIONAL w �= a w DESCRIPTION DESCRIPTION o m = TESTS . f z ce o w o g; ' NON - ENGINEERED FILL POORLY GRADED SAND (SP), - - - -' (Qafu) pebbles, medium brown, coarse grained. _5 SAN PEDRO FM (Qsp)7 I SANDY SILT (MH ,light gray; 1590 2.. I L -to r r40--10 31590 22 98 I CN -16I 35--16 3 1590 12 1091 ' I I -20 becoming mica rich 30--20 5 1590 23 99 I I -25 26--25 I I III 51590 25 98 -30 20 30 6 795 26 94 I I I 1 '. becoming light brown. � I -35 16--35 6 795 27 98 61 795 27 96 _J LEGEND ON PLATE A -1 SHEET 1 OF 1 LOG OF DRILL HOLE GB 7 PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE A -2.7 PROJECT TAYLOR WOODROW LOGGED BY BE LOCATION BANNING RANCH DATE DRILLED 08/14/98 1 GROUND SURFACE ELEVATION 57 t feet )ATOM MSL GROUNDWATER DEPTH ELEVATION REMARKS ' DRILLING METHOD Bucket Auger CONTRACTOR A +W End boring at 50 feet TOTAL DEPTH OF HOLE 50 feet DIAMETERS) OF HOLE 24 inches No water or caving Hole backfilled SAMPLER(S) Open drive sampler with 8 -Inch sleeve DRIVING METHOD Kelly DROP 12 Inches _ AMPLE DATY TEST DATA GEOLOGICAL ENGINEERING o s a CLASSIFICATION CLASSIFICATION AND $ m w 0 o ADDITIONAL' O ¢ J 2' 2 O K 65 I W W DESCRIPTION DESCRIPTION $ a - I a TESTS MARINE TERRACE Qtm) SANDY CLAY (CL), dark brown. i I 65 *•� 1 i 3 1590 12 110 CN IiIFFL I 50 10 1 CN, PS SANDY SILT (M ), fina to medium 1 1590 15 103 h grained sand, fig hi brown; I� 45 -16 t6 3 1590 5 95 I SAN PEDRO FM (Asp,) SILTY SANDS ), Ine to medium grained, light brown. -20 20 31590 12 115 f -26 25 11 1590 3 97 i 30 I -30 30 12 795 2 94 25 -35 35 10 795 3 110 20 i LEGEND ON PLATE A -1 SHEET 1 OF 2 GB 8 PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE A -2.8 I LEGEND ON PLATE A -1 Me-] NOW wnjII10 0 1011 SHEET 2 OF 2 PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE A -2.8 GEOLOGICAL ENGINEERING AMPLE DAT4 TEST DATA 3 w i CLASSIFICATION CLASSIFICATION AND a o a d o o jADDITIONAL; j DESCRIPTION DESCRIPTION w 5 TESTS j o 0 o becoming fine grained, mica rich. 11 795 6 90 I. 16 45 45 121 795 119 99 I[- 10 j j r 9 7951 2211011 50 I I j i I � 1 I I I j I I I ' II I I I I LEGEND ON PLATE A -1 Me-] NOW wnjII10 0 1011 SHEET 2 OF 2 PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE A -2.8 i C� l C_. PROJECT TAYLOR WOODROW LOGGED BY RGT LOCATION BANNING RANCH _ DATE DRILLED 08/17/98 - I GROUND SURFACE ELEVATION 52 ±feet )ATuM MSL 3ROUNDWATER DEPTH ELEVATION REMARKS DRILLING METHOD Bucket Auger CONTRACTOR A +W End boring at 45 feet TOTAL DEPTH OF HOLE 45 feet DIAMETERS) OF HOLE 24 Inches No water, caving at 7 feet Hole baGkfllled SAMPLER(S) Open drive samgler wilh8 -Inch sleeve DRIVING METHOD Kelly DROP 12 inches AMPLE DATA TEST DATA I. GEOLOGICAL ENGINEERING -' W CLASSIFICATION CL z � g o ADDITIONALI DESCRIPTION DESCRIPTION w h a r TESTS z o jo 0 w - -J MARINE TERRACE (Qtm) SANDY CLAY (CL), medium to dark brown, dry, loose to medium dense. I SANDY SILT (ML), light brown with ! ' some fines, dry, loose; l 511590 ; 11 102 CN � 45 -10 10 ( I I SAN PEDRO FM (Qsp) SILTY SAND SSM), Ight grayish brown, 41 i loose, dry to sightly moist; -15 15 I I i 611590 , 9 115 ; CN 35 -20 20 i 30 I I -251 25 12 1590 26 I -30 30 I 20 I -35 35 I i 16 I j L� a T_� 04 L 0 Z 9] 21I7 � _M tom: i l SHEET 1 OF 2': ILI • PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE A -2.9 l` �t I AMPLE DATA TEST DATA GEOLOGICAL ENGINEERING i CLASSIFICATION CLASSIFICATION AND Q J d o �, I g'ADDITIONAL: 8 1 DESCRIPTION DESCRIPTION o K z a w TESTS becoming light gray, 20 795 6 100 10 l -as I I I— I I I I I I I I I I a I i i I I i I I i I I I I I 1 J LEGEND ON PLATE A -1 SHEET 2 OF 2 r, r PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE A -2.9 PROJECT TAYLOR WOODROW LOCATION BANNING RANCH LOGGED RGT GROUND SURFACE ELEVATION 56 t feet DATE DRILLLL ED 08/17/98 ,ROUNDWATER DEPTF REMARKS UKILUIV I=I MQ oUMGt MU401 CONTRACTOR A +W End boring at 45 feet TOTAL DEPTH OF HOLE 45 feet DIAMETER($) OF HOLE 24 Inches No water, caving at 19 feet Hole backfilled SAMPLER(S) Open drive sampler with 8 -inch sleeve DRIVING METHOD Kelly DROP 12 inches AMPLE DATA TEST DATA GEOLOGICAL ENGINEERING F Q CLASSIFICATION CLASSIFICATION AND a J m m w� 3 ADDITIONAL; E o W DESCRIPTION DESCRIPTION Ed i e a 5 TESTS z o s o w NON-ENGINEERED FILL SANDY CLAY (CL), fine grained sand, (Qafu) dark brown, firm, ary. 55 1 MARINE TERRACE (Qtm) SANDY SILT (M ), light grayish brown, 3 1590 11 1 3 CCN, OIP. PS, HY. i loose. so r I I lIY F 10' 10 "'... L 5 15 40 20 20 I 35 I 25 i 1 -25 14 1590 3 90 ll 4 SAN PEDRO FM Qsp)? SILTY SA D (SM), fine grained, gray, wet, mica rich. 30 30 26 -35 35 I 20 LEGEND ON PLATE A -1 SHEET 1 OF 2 Ere-OZON PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE A -2.10 C LEGEND ON PLATE A -1 e .. I 1 :41-401, SHEET 2 OF 2 PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE A -2.10 AMPLE DATA TEST DATA GEOLOGICAL ENGINEERING J g . Q CLASSIFICATION CLASSIFICATION AND F a m h g :ADDITIONAL: DESCRIPTION DESCRIPTION w ° $ a y y I TESTS i6 �-45 11 795 4 95 I � I i i , i I I LEGEND ON PLATE A -1 e .. I 1 :41-401, SHEET 2 OF 2 PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE A -2.10 l! PROJECT TAYLOR WOODROW - LOGGED BY Rat LOCATION BANNING RANCH _ DATE DRILLED 08/17198 _ - GROUND SURFACE ELEVATION 68 t feet �ATuM MSL REMARKS ,ROUNDWATER DEPTH ELEVATION DRILLING METHOD Bucket auger CONTRACTOR A +W End boring at 45 feet TOTAL DEPTH OF HOLE 45 feet DIAMETERS) OF HOLE 24 inches No water or caving Hole backfllled SAMPLER(S) Open drive sampler with 8 -inch cleeve DRIVING METHOD Kelly DROP 12 Inches _ AMPLE DATA TEST DATA GEOLOGICAL ENGINEERING 3 w G CLASSIFICATION CLASSIFICATION AND d g m 3 8 a I< o 8 ADDITIONAL' w: o g �a w w DESCRIPTION DESCRIPTION w N a 3 TESTS MARINE TERRACE (Qtm) SANDY CLAY (CL), fine grained, dark brown, dry. 65 4 ' -5 6 � 5 15901 12 120 , I DS I SANDY SILT (M H), fine to medium I grained, light grayish brown, dry, loose, l some mica. 60 t 10 10 9 1590 13 102 ON F 55 i Y j f 1 60 20 20 45 -25 25 SAN PEDRO FM (Qsp) POORLY GRADED SAND (SP), coarse C grained, reddish- brown, weft; 40 30 return to sandy silt 30 35 35 35 return to coarse sand; I � i I LEGEND ON PLATE A -1 LOG OF DRILL HOLE SHEET 1 OF 2 PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE A -2.11 (l LEGEND ON PLATE A -1 • e e 0 MWK us] - 0 SHEET 2 OF 2 PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE A -2.11 I AMPLE DAT/ TEST DATA GEOLOGICAL ENGINEERING 3 J CLASSIFICATION CLASSIFICATION AND y g _ w ADDITIONAL DESCRIPTION DESCRIPTION ° $ a a y 5 TESTS becoming coarse tot medium grained. 11 795 4 96 Ds 25 -45 j I I I I I ` I z I i LEGEND ON PLATE A -1 • e e 0 MWK us] - 0 SHEET 2 OF 2 PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE A -2.11 I C OJECT TAYLOR WOODROW LOGGED BY EDL CATION BANNING RANCH r DATE EXCAVATED 09102/98 OUND SURFACE ELEVATION 33 t feet DATUM MSL 3ROUNDWATER DEPTH 8.0 ELEVATION 25.0 REMARKS End trench at 9.5 feet EXCAVATION METHOfBackhoe CONTRACTOR Rd LaLonde - - -- Water at 8 feet, slight caving at 7.5 feet TEST PIT DIMENSIONS W 2" L 9" D 10' Trench backflled GEOLOGICAL ENGINEERING w a y r o CLASSIFICATION CLASSIFICATION AND $ o m d a x w ADDITIONAL OZ w TESTS DESCRIPTION DESCRIPTION o . i COLLUVIUM (Qcop, SILT (ML) with fine sand and some gravel, light brown; dry to damp, soft to firm rounded large gravel In upper S Inches, rootlets to 2 feet i I SILTY SAND (SM ,fine grained, redtl sh brown, I. damp, firm. SAN PEDRO FM (Qsp), fine POORLY GRADED SAND SP), light gray to reddish , grained sands with horizontal brown, damp, medium dense; I _ iron banded staining 6 6 i t I I t becoming moist with slit below 6 feet. slight caving at 7.5 feet seepage at 8 feet i I 26 i LEGEND ON PLATE A -1 c. LOG OF TEST Phi m PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE A -2.12 j PROJECT TAYLOR WOODROW LOGGED BY EDL LOCATION BANNING RANCH DATE EXCAVATED 09/02/98 GROUND SURFACE ELEVATION 56 t feet DATUM MSL _. 3ROUNDWATERDEPTH ELEVATION REMARKS End trench at 13 feet EXCAVATION METHOMackhoe CONTRACTOR RJ LaLonde No water or raving TEST PIT DIMENSIONS W 2" L 12" D 13' Trench backfilled I GEOLOGICAL ENGINEERING e F o 2 a ADDITIONAL o CLASSIFICATION CLASSIFICATION AND W 0 < N O > TESTS DESCRIPTION DESCRIPTION o I I NON ENGINEERED FILL SILTY SAND (SM), Flne to coarse graine with some (Qafu), gravel, light brown, dry, rootlets to 5 feet. 5s 2" diameter asphalt chunk at i 3 feet nylon cord at 4 feet MARINE TERRACE 4Qtm), POORLY GRADED SAND (SP) vnth some slit, Ilght fine grained sands with Iron brown to gray, damp to moist, medium dense. Il staining -10 I 10 I 45 i LEGEND ON PLATE A -1 PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE A -2.13 OJECT TAYLOR WOODROW LOGGED BY EDL CATION BANNING RANCH F DATE EXCAVATED 09/02/98 OUND SURFACE ELEVATION 67 t feet 'DATUM MSL 3ftOUNDWATER DEPTH ELEVATION REMARKS _ End trench at 7.5 feet EXCAVATION METHOG3ackhoe CONTRACTOR RJ LaLonde - -' No water or caving I TEST PIT DIMENSIONS W 2" L 9" D 8' Trenched backfilled GEOLOGICAL ENGINEERING w a o m a ADDITIONAL CLASSIFICATION CLASSIFICATION AND a w W W ' TESTS DESCRIPTION DESCRIPTION 0 a i TOPSOIL / COLLUVIUM with SILT (ML) with fine sand, brown, dry to damp, firm. L fine sands MARINE TERRACE (Qtm), POORLY GRADED SAND (SP), fine grained, damp, medium dense. fine grained sands, L massively bedded with pyrite and mica i' 65 IFS I �5 L 5 I j 6c I i I i i I III I i i I ! I I i I I I I it —/i LEGEND ON PLATE A -1 MOST-; ll�l PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE A -2.14 C PROJECT TAYLOR WOODROW LOGGED BY EDL LOCATION BANNING RANCH DATE EXCAVATED . 09102/98 GROUND SURFACE ELEVATION 50 ± feet DATUM MSL 3ROUNDWATER DEPTH ELEVATION REMARKS_ _ Backhoe extended EXCAVATION METHO[Backhoe CONTRACTOR RJ LaLonde _ End trench at 14 feet TEST PIT DIMENSIONS W 2" L 14" D 14' No water or caving GEOLOGICAL ENGINEERING g a l o m o ADDITIONAL E: CLASSIFICATION CLASSIFICATION AND a a p z TESTS DESCRIPTION DESCRIPTION w o NON-ENGINEERED FILL SILT (ML) W-th fine sand, brown, dry, soft. (Qafu), slit In the upper 9 ", sands with silt below 1 foot '. SILTY SA ND (SM), very fine grained, light brown, damp, loose, porous to 3 feet; I I i e very porous layer at 5 feet rootlets at 5 feet. 41 s IF gray shale layer 2" thick at �r WR of Qcol contact C LLUVIUM (Qcol), slits SILT (ML) with fine sand, light brown, moist, soft; Win fine sands, rootlet structure throughout soil matrix to increase In sand below 10 feet. 40 to LEGEND ON PLATE A -1 M PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE A -2.15 PROJECT TAYLOR WOODROW LOGGED BY EDL LOCATION BANNING RANCH DATE EXCAVATED 09/02/98 GROUND SURFACE ELEVATION 68:1: feet DATUM MSL — 3ROUNDWATERDEPTH ELEVATION REMARKS Backhoe extended EXCAVATION METHOCBackhoa CONTRACTOR RJ LaLonde End trench at 15 feet TEST PIT DIMENSIONS W 2" L 13" D 15' No water, slight caving at 2 feet GEOLOGICAL ENGINEERING — - 0 S ADDITIONAL o CLASSIFICATION CLASSIFICATION AND o = o > TESTS DESCRIPTION DESCRIPTION NON- ENGINEREED FIL POORLY GRADED SAND (SP), Flne grained, off' (Qafu), sands and silts, small white, dry, loose, amount of wood and metal i pipe debris I i caving at 2 feet r SILT (ML) with fine sand, light brown, damp, so . i 5 5 I I i SILTY SAND ISM), fine grained, tan to brown, damp, loo se to firm. IF 3" diameter pipe at 7 feet COLLUVIUM (Qcol) SILT (ML) with fine sand, light brown, damp, firm; some clay at 9 feet; m to becoming moist at 12 feet. 55 I 16 is LEGEND ON PLATE A -1 LOG OF TEST PIT HW PROJECT 98 -08 Goffman, McCormick& Urban, Inc. PLATE A -2.16 -J LEGEND ON PLATE A -1 M I PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE A -2.17 j PROJECT TAYLOR WOODROW LOGGEDBY EDL DATE EXCAVATED 09)02198 LOCATION BANNING RANCH GROUND SURFACE ELEVATION 78 feet DATUM MSL —i GROUNDWATER DEPTH ELEVATION REMARKS End trench at 15 feet EXCAVATION METHOrBackhoe CONTRACTOR RJ LaLonde No water or caving TEST PIT DIMENSIONS W 2" L 13" D 15' Trench backfilled GEOLOGICAL ENGINEERING a a o ADDITIONAL w CLASSIFICATION CLASSIFICATION AND F w w z w " TESTS DESCRIPTION DESCRIPTION o COLL IUM (Qcop SILT (ML), brown, dry, soft to firm, damp below 1 r foot, moderately porous; I I I L 75 r6 6 with fine sand below 8 feet. 7e �r 10 SILTY SAND (S fine ra ne , light brown, damp to dgense; moist, loose to medium with some clay below 12 feet. 65 MARINE TERRACE (Qtm) POORLY GRADED SAND (SP), fine grained, with some ilt If ht brown to gray, moist me u dense. -15 LEGEND ON PLATE A -1 M I PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE A -2.17 1.:.1.x.. f NEWPORT BEACH, CALIFORNIA Prepared for: GOFFMAN, McCORMICK & URBAN Rancho Santa Margarita, California Prepared by: GREGG IN SITU, INC. Signal Hill, California Prepared on: June 16, 1998 1.0 INTRODUCTION 2.0 FIELD EQUIPMENT & PROCEDURES 3.0 CONE PENETRATION TEST DATA & INTERPRETATION .APPENDIX - CPT Plots - Interpretation Chart - Interpretation Output - Pore Pressure Dissipation Plots - References - Computer Diskette with ASCII Files ._ - _. • _ _. 1.0 INTRODUCTION This report presents the results of a Cone Penetration Testing (CPT) program carried out. at the Newport Oil Field site located in Newport Beach, CA. The work was performed on May 27 & 28, 1998. The scope of work was performed as directed by GOFFMAN, McCORMICK & URBAN personnel. 2.0 FIELD EQUIPMENT & PROCEDURES The Cone Penetration Tests (CPT) were carried out by GREGG IN SITU, INC. of Signal Hill, CA using an integrated. electronic cone system. The CPT soundings were performed in accordance with ASTM standards (D3441). A 10 ton capacity cone was used for all of the soundings. This cone has a tip area of 10 sq.cm, and friction sleeve area of 150 sq.cm. The cone is designed with an equal end area friction sleeve and a tip end area ratio of 0.85. The cones used during the program recorded the following parameters at 5 cm depth intervals: - Tip Resistance (Qc) - Sleeve Friction (Fs) - Dynamic Pore Pressure (Ut) The above parameters were printed simultaneously on a printer and stored on a computer diskette for future analysis and reference. The pore water pressure element was located directly behind the cone tip. The pore water pressure element was 5.0 mm thick and consisted of porous plastic. Each of the elements were saturated in glycerin under vacuum pressure prior to penetration. Pore pressure dissipations were recorded at 5 second intervals when appropriate during pauses in the penetration. A complete set of baseline readings was taken prior to each sounding to determine temperature shifts and any zero load offsets. Monitoring base line readings ensures that the cone electronics are operating properly. The cones were pushed using GREGG IN SITU's CPT rig, having a down pressure capacity of approximately 25 tons. Twenty -one CPT soundings were performed to depths (` of approximately 30 to 50 feet below ground surface. Test locations and depths were determined in the field by GOFFMAN, McCORMICK & URBAN personnel. GREGG IN SITU, INC. GOFFMAN,MCCORMICK &URBAN June 16, 1998 Newport Oil Field Newport Beach, CA 3.0 CONE PENETRATION 'PEST DATA & INTERPRETATION The cone penetration test data.is presented in graphical form in the attached Appendix. Penetration depths are referenced to existing ground surface. This data includes CPT logs of measured soil parameters and a computer tabulation of interpreted soil types along with additional geotechnical parameters and pore pressure dissipation data. The stratigraphic interpretation is based on relationships between cone bearing (Qc), sleeve friction (Fs), and penetration pore pressure (Ut). The friction ratio (Rf), which is sleeve friction divided by cone bearing, is a calculated parameter which is used to infer soil behavior type. Generally, cohesive soils (clays) have high friction ratios, low cone bearing and generate large excess pore water pressures. Cohesionless soils (sands) have lower friction ratios, high cone bearing and generate little in the way of excess pore water pressures. The interpretation of soils encountered on this project was carried out using recent correlations developed by Robertson et al, 1988. It should be noted that it is not always possible to clearly identify a soil type based on Qc, Fs and Ut. In these situations, experience and judgement and an assessment of the pore pressure dissipation data should be used to infer the soil behavior type. The soil classification chart used to interpret soil types based on Qc and Rf is provided in the Appendix. We hope the information presented is sufficient for your purposes. If you have any questions, please do not hesitate to contact our office at (562) 427 -6899. Sincerely, GREGG IN SITU, IN Brian Savela GM�e�/IogVV 0 7 Site : NEWPORT OIL FIELD Engineer : O.SILUEP .U. : CPT -1 ' Date : 05:27:98 08:34 0 Fs (tsf) 0 5.0 U (psi) Rf (q) SBT 0.0 5.0 0, 12 SB'P. Soil Behavior Type Elio slit Silty Sand/66nd .Ske'ndy slit Silt, &ad/d" Sandy Silt ❑." Silt MY Sandy silt Silly saad/saSd S ndy slit SIU RI/ldand Send Silly B.SdAnnd Sandy Sill Silt Sand Slit, S.M/SaM Sand Gferell, Sam Send Gre.ally sand Sand G . 11, Sand Sam ma.auy Sand Send Gre all, sand Gin elly Sand Sew Gfa.all,����Sam ntedl sand 0.11, Sand n and Campanella QC (tsf) 0.0 0 i i I I —10.0 I .......................... j....... ..... ... i -15.0 ......... ..............._t.............. n w20.0 ............ ..... ........�............... i I a 25.0 ....... ............................... i -30',0 .......... ...........- I C —35.0 ..... ................ ........I............ —40.0 ...... ..... —45.0 ............................ �.............. I —50.0 i Alam Depth: 45.60 (ft Depth Inc.: 0.164 (ft) 0 Fs (tsf) 0 5.0 U (psi) Rf (q) SBT 0.0 5.0 0, 12 SB'P. Soil Behavior Type Elio slit Silty Sand/66nd .Ske'ndy slit Silt, &ad/d" Sandy Silt ❑." Silt MY Sandy silt Silly saad/saSd S ndy slit SIU RI/ldand Send Silly B.SdAnnd Sandy Sill Silt Sand Slit, S.M/SaM Sand Gferell, Sam Send Gre.ally sand Sand G . 11, Sand Sam ma.auy Sand Send Gre all, sand Gin elly Sand Sew Gfa.all,����Sam ntedl sand 0.11, Sand n and Campanella Site : NEWPORT OIL FIELD Engineer : G.SILUEP Location : CPT -2 Date : 05:27:98 09:25 QC (tsf) 0 0. —5. —10. 4- —20. d� a ° -25. 0 -30. -35. -40, -45. -50. Depth Inc.: 0.164 (ft) Fs (tsf) 500 0.0 5.0 U (psi) Rf (%) SBT 0.0 5.0 0 12 SBT: Soil Behavior Type sI ty.� Sund silly S M/s m S dy 611 , [, fie /fiend C +eye, Silt $e'y sill sill Cleyey silt Sei�tdy silt Silty Ek AA?eM &.A Silty 6eN/6a�u1 !MM 01n4 11Y 6eM EWA Gmwlly send cre uy sena Sena Gre 11Y Send id Campanella 108 ' \ � /x ^ �� ^ D �T Site : w[AP0RT OIL FIELD Engineer - 6.5ILVEA �]� ^ LocatiUn : CPT-3 Date : 05:27:88 08:58 Oo (tay) 0 0^O -5^ -1O^ -15^ ° + -20^ , w -25. -30^0 -36^O -4O.0 -45^0 -5O,O/ Fs (tCf) 5OO 0^0 5^0 U (psi) Ry (%) nn �0 . SBT � 12 111M Stay. Sso/tla� ME �SAY Silt silt �ndy silt Ml utl Ulf IT and Campanella 19 lvy " ite o NEWPORT OIL FIELD Engineer : G.SILUER G.M.U. si Location : CPT -4 Date : 05:27:98 10:44 QC (tsf) Fs '(tsf) U (psi) Rf (%) SBT 0 SOO 0.0 5.0 0 50 0.0 5.O 0 12 0.01 I "I - I I . . —r-i rri—r: 1 1 , I'rn-'d IiTr-Ti l ... lam,_. _.s1,5 -5. -10. -15. w -20 i-� o -25. -3O. -35. -40. -45. -50.01 1 1 1 ' 1 Max Depth: 37.24 (ft) Depth Ina: 0.164 (ft) SBT. Soil Sanyy SOL si lt Slit RRY Silt Silty ( y Slit, Sam/SaM Sanyo SGt sot, 6am/Sam siliv sai�/snM Sam soma som/sam oa,' lRy Sam SaM Silt, SaM/SaM SoM SIIL4y Si�l�t 511 Se iiW/SaW Silr�r t M y S"/Se Sa SeSSailt.t' Silt sane Silt Sand s59il_,t.V$ SeM/SoM Rig Snm/salld G.Mly Sam Sam Giawliy SaM obertson and Campanella 198 IN -5. -10, -15. -20. s a o -25. -30. -35. -40, -45. -50. 7T Site : NEWPORT OIL FIELD Engineer : G.SILVEP ° U. Location : CPT -5 Date : 05:27:98 11:17 QC (tsf) Fs (tsf) U (psi) Pf (%) SBT 0 500 0.0 5,0 0 50 0.0 5.0 0 12 Depth Inc.: 0.164 (ft) Sill 6enilll,c FYno Silt Sandy Silt Silty Sand/Sand Sond Silty Sand/Sand Sond GtswAlY SaM S Ny S d/S M Silt Silly Wkl/S°M S.nA, Silt Silly Secd/Sand Send GMMIy Sam SSand WL"y Silt M. slit Gre,elly Sond SB1`. Soil Behavior Type (Robertson and Campanella 1 G.M.U. ite : NEWPORT OIL FIELD Engineer : G.SILUER 1YA Location : CPT -6 Date : 05:27:98 12:03 Fs (tsf) 0.0 S'o U (psi) Rf ( %) 0 50 0.0 5.0 S1iG S SBT SIIIPS -SZ/ -M Sandy Silt Silly SeM/Sand Sandy Slit Silt silt lve F9rce 611! Send' Silt Silty SeM/G.M Send Silt' Se VV M S.MY S. SaM/SeM G,.11, Sam Sand Silt' &M /&ml Send Silly Sem/Sem Silt sfll�sa'�/saM . Send M''11LL um/SeM Sand Gre"lly Send ohertson and Campanella 198 Qc (tsf) 0.o 0 -5.0 I .......... ............................... i -10.01 ....... ........... . ......... I.............. -15.0 I ...... .............................. I -20.0 I I L +' I I a 0 25.0 I ........... ................i .... ...... .... -30.0 I ........... ................I...... .... .... I -35.0 i ....... ............. ..................:... -40.0 i ............................ i.............. -.45.0 ........... ............................... i -50.0 I Max Depth: 34.28 (Pt Depth Inc.; 0.164 (ft) Fs (tsf) 0.0 S'o U (psi) Rf ( %) 0 50 0.0 5.0 S1iG S SBT SIIIPS -SZ/ -M Sandy Silt Silly SeM/Sand Sandy Slit Silt silt lve F9rce 611! Send' Silt Silty SeM/G.M Send Silt' Se VV M S.MY S. SaM/SeM G,.11, Sam Sand Silt' &M /&ml Send Silly Sem/Sem Silt sfll�sa'�/saM . Send M''11LL um/SeM Sand Gre"lly Send ohertson and Campanella 198 Site : NEWPORT OIL FIELD Engineer : 6.SILUEP G.M.U. MLocation : CPT -7 Date : 05:27:98 13:38 QC (tsf) 0 O.On�1T r -5.0 -10.0 ..... -15.0 ...... o- -20, v S 4- d 0 -25. -30.0 ... ............. ..... ..... ..�� i C i -35.0 .......( — I -40.0 ..... ......... ...............i............... -45.0 ............. ............................... -50.0 Max Depth: 36.42 (ft; Depth Inc.: 0.164 (ft). Fs (tsf) 500 0.0 5,0 U (psi) Rf (%) SBT 0,0 5.0 0 12 SBT, Seil Behavior Type &o 4r slit cl." slit Ity QTY s w- Slit Sandy Silt silty Saaa/Sand Sell Slit, S.M"SaM Sana St. ell, S" S. Silt cla'er Silt silly S.M/Sand Sally Slit �b c�arally Sana s6�sana/satw Ciarelly 6atd Silt, sana/smW Grevelly Sand I n and Campanella 1086) e; G�/f yT Site : NEWPORT OIL FIELD Engineer : G.SILUEP .M.U. .M. . Location . CPT -8 Date . 05:27:98 14:12 QC (tsf) 0 0. -5, -10. -15. v- -20, a W -25. 0 -30.0 -35.0 -- -40.0 -45.0 -50.0 Depth Inc.: 0.104 (ft) Fs (tsf) 500 0.0 5.0 Rf (%) SBT 0.0 5.0 0 12 SB11. Soil Behavior Type (Robertson and Campanella 19 l Site : NEWPORT OIL FIELD Engineer : G.SILUER Location : CPT -9 Date : 05:27:98 14:32 QC ( tsf ) 0 0. —5. —10. —15. w —20. 1-' a m -25. -30. -35, -40. -45. -50. J ......... .................... '................ J Max. Depth: 43.80 (ft) Depth Inc.: 0.164 (ft) Fs (tsf) 500 0.0 5.0 Rf (%) SBT 0.0 5.0 0 12 SB'l`. Soil Behavior Type Silt sand snb snm/som snmy silt silty sam/sam send silty sand/sam SenWu,x Fines silt 13 mWre tines sandy silt slit �flt�r5 asn /sam flrYYSn� /sam sam ma °auy sang Sand Siltysam/Snm Sandy Silt Silt Clayey Silt Silt ft' lly S ml Send Gre�elly sand Gam Gln°ellY band Sand r nay S11 s ly Sa /ham. silty sam/sam Sandy si 9Lt? ;arRW —r Gar ly ram sift,;, &m/sam My Silt Send td Campanella 1988 '-� � ` \ Site � NEWPORT OIL FIELD Engineer : 6. SlLVER G.M.U. Location : CPT-10 Date : 05:27:98 15:28 Fs (tsf) U 0.0 5^U Rf (%) 6bT | 0.0 5.0 0 12 sandy Slit Silt Spay 61 Mydy'a /Sam BPI Land Sandy Silt Slit Silt, sand/sand Mani Land i1ra,&ly Sad Slit SUL Sandy Silt An B Silt omw eay Sand, Silt Silt Sandy Silt Silt But sufl. soil'Behaviol, Type (Robertson and Campanella 198 Qo (tof) 0 8.8 -5.0 -1O^0 -15.0 ° � � -28.0 w -25^8 -38.8 -35.O -4O^0 -4S.0 -60.0 Mam Depth: 50.03 (ft) Fs (tsf) U 0.0 5^U Rf (%) 6bT | 0.0 5.0 0 12 sandy Slit Silt Spay 61 Mydy'a /Sam BPI Land Sandy Silt Slit Silt, sand/sand Mani Land i1ra,&ly Sad Slit SUL Sandy Silt An B Silt omw eay Sand, Silt Silt Sandy Silt Silt But sufl. soil'Behaviol, Type (Robertson and Campanella 198 g7 Site t NEWPORT OIL FIELD Engineer a G.SILUER �v l..M. . Location : CPT -11 Date : 05:27:98 15:53 QC (tsf) 0 O,D I i I -10,0 . ........... ............f........ ........ i I -15.0 ............. ............._I....- ........... I 4- 20,0 -C CL j o-25.0 ................... ........ i................ i -30.0 .............................i ............... i I -35.0 ............. ............................... I -40.0 ..... ..... ..............i................ I -45.0 . ....... ..............I ...... .......... -50.0 Maw Depth: 61,67 (ft) Depth Inc.: 0.164 00 Fs (tsf) 500 0,0 5.0 U (psi) Rf (%) SBT 0 50 0.0 5.0 0 12 SB'H Soil Behavior Type (Roberts( amr y slit a slit Silt lve FSnee silty smd/sand s ndy silt sflt Silt, 6end/seM aiiza�a S 6 t 6I ty 6end/6vd SeM silty Send/ti e _......... silt ` Sn�yYSnlld/ send !� send, 6 t d send ........ silty 6eM/SaM send ... silty sana/sana Sena �4FiF�i�- �it�"��.f41 C,nve11Y Bond Sand y tlysavd }`ff• y silt A silt sandy slit .(' M,, slit sandy silt Slit 5......... 6 nt lid, slit E silt t ,y Silt ........... silt Cie}eY silt :!ij sandy silt silt 1 s vy slit CI.,y Silt silt n and Campanella 19136) z i a -5, -10, -15. u- - ^c0, 0 o -25, -30. -35. -40, -45. -50, Depth Inc.: 0.164 (ft) l �7 Site ; NEWPORT OIL FIELD Engineer ; G.SILVEP G.M.U. Location ; CPT -12 Date ; 05.28:98 07;02 QC (tsf ) Fs (tsf) 0,0 5,0 U (psi) Rf (%) 0 50 0 n S n SBP. S SBT 12 icy:; ny Sane Sand Silly snwisew sandy silt SemiLLw nn® Raney silt Sewu« nne silt Silty saw/sew sow silt, Sew/Saw Saw silty Send/Send Sena k`i§` :ittllii�t�# Gnnyeliy Saw Saw Gmyelly Saw sapd ,`I= IiiftFi4i... llr setts sccojuy Sena ;iii if 's3 S nd llr send �jaikiiiTl ( Gm,x11Y fiend Sew it��,?�IsiF!I cmreily sew silty Saw/Saw i stiff floe G.Ined . �........... 0a3ey Silt Stiff tiro GmInN Cen�enlod Sew t Stiff nne Gn.n f (me{n�tned CSen�dd�t S U,J . SeM Cemenlw Sew stiff nne Gnined Qmentw Sand and Campanella 1988) Site : NEWPORT OIL FIELD Engineer : G.SILUEP Location : CPT-13 Date : 05:29:99 07-50 Fs (tsf) 0.0 5.0 U (psi) Rf (%) n so On r n SDI,. IC SBI gilt, sew /sew Sand, Gilt Clayey Silt Silt S..d, Silt SensiU'. M. Send, Silt Slit, S.M, Silt Silt, S.MG..d sew Sum'.. Silly sum area llr sand fiend S..4 Silly Send/Send sang Smd Sarin Sand and Campanella I Qc (tsF) 0 0,0 -5.3 ................. - ........ .............. -10.0 -15.0 ......... ..............._i.............. -20.0 a 0 -25.0 ... -30,0 ..... ...... .............. x: -35.0 ............ ............................... -40.0 ............ .............................. -45.0 -50.0 Max Depth: 36.76 (ft Depth Inc.: 0.164 (it) Site : NEWPORT OIL FIELD Engineer : G.SILUEP Location : CPT-13 Date : 05:29:99 07-50 Fs (tsf) 0.0 5.0 U (psi) Rf (%) n so On r n SDI,. IC SBI gilt, sew /sew Sand, Gilt Clayey Silt Silt S..d, Silt SensiU'. M. Send, Silt Slit, S.M, Silt Silt, S.MG..d sew Sum'.. Silly sum area llr sand fiend S..4 Silly Send/Send sang Smd Sarin Sand and Campanella I 0. —5. —1Q. =15, i- a o -25. -30. -35. -40. -45. -50. G.M.U. Site -. NEEPORT OIL FIELD Engineer : G,SILUEP l .M. v• Location : CPT -14 Date . 05:28:98 08:33 QC (tsf) ■i Max. Depth: 36.06 Depth Inc,: 0.164 (ft) Fs (tsf) 500 0.0 5.0 Rf SBI 0.0 5.0 0 sar. s Sandy Sill Silty sawp.e sT71 slit Sandy silt S.n V" Hiles Silty My slit Gandy fill[ Silly saN/Send Sandy Silt sSailt SI1� SIIf silty seM/sond &my sill Sand WPYill� Sandy Slit silt Silty Sand/sond SBi9 Sand/SOnd sang slily sanaisam sand silt sow Gm,pilY Sall $and c,nyaily sans Sand and Campanella r G.M.U. ite c NEWPORT OIL FILD Engineer : G.SILUEP 11VV�� Location : CPT -15 Date : 05:28:98 09:23 Fs, (tsf ) 0.0 5.0 Rf (%) SBT 0.0 5.0 0 1 2 SBT: Soil Behavior Type cl -YSan n Y se ,silt SUL s °.r,1 ilh. �fl Y CTny S PY Qny sowthe nnee U." Silt S. Ay SUL Silty Send/Send Send, silt S��Ly seM/seM Sn�idy Silt Sandy Silt Silt SiIRyySeiiM /Send EuM Silty Semi /Sand Said GreMly Se &M Silty SeM/eend Sm SILY SaM /SeM 0., SIILy SeM /Said Sand Gm,elly S.M bend Crete Ily send 1 n and Campanella 1 °'� " M UT Site : NEWPORT OIL FIELD Engineer : G.SILVER ° Location . CPT -16 Date : 05:29:99 09:54 QC (tsf) 0 0, Oak ----r —5,0 -10.0 ..._. -15.0 .._< i- a -20 i-t a m -25, 0 -30, -35, -40. -45, -50. )+...... ) I...... f Max Depth: 33.30 Depth Ina: 0.164 (ft) Fs (tsf) 500 0.0 5.0 U (psi) Rf SBT 0 50 0,0 5.0 0 12 SDP. Soil Behavior Type Clow SIR - savvy slit s'I(y saw /saw S wy sili Pn��lay a." Slit Silt Clayey silt � Itive H it, s`IP2y nay 6evlll�e nnea �sSiilalt SSlat�tydySailt,/Saw Silly Sal d/6ew 6o�d silty saga /saw saw �� sew/seea Silty sew /saw Savd Silty Saw/saw Silty G y Sow Cinveily Sand n and Campanella 1988) �o7p��/� �o� Site : NEWPORT OIL FIELD Engineer : G.SILUER Location : CPT -17 Date : 05:28:98 10:19 Qt (tsf) 0 —0, —5. —15, N u- —20. t� Q o 25. —30. —35. —40, —45, —50, hlo,x. Depth: 32.32 (ft) Depth Inc.: 0.164 (ft) Fs (tsf) SOO 0.0 5.0 U (psi) 0 50 Rf M SBT 0.0 5,0 0 12 saw Sut it �i Clay a Silty Cisy My Silt Se�y Sill Sat sally silt s111ysaW saW samy slit silty S.W/Sam Sandy Silt silty SaW/seW Sa yslit nayay silt' Cley Stiff 11. Ce .l silty s /Sa Se Wy Sat silty saW/saW saW siRis.`cretnm silty sand /Send say silt Silty sand/sand saW SBT. Soil Behavior Type (Robertson and Campanella 1066) Site : NEWPORT OIL FIELD Engineer G.SILVEP G.M.U. Location : CPT -18 Date : 05:28:98 11:16 QC (tsf) 0. -5. -10. 4 -20. Q. o -25. -30, -35. -40. -45, -50, Depth Inc.: 0.164 (ft) Fs (tsf) 0.0 5.0 U (psi) Rf ( %) 0 n s n SD'P. S SBT 12 5� silt Stiff Flm Gmleed .:;t... silt ft" slit ....I........... aey 0..& son ,. slit Sandy slit ".� <......._ s slit s1it ty S.,/Sand sa,.dy slit ?` slit sa,al slit ........ silty saeaisem .... SlI1}dy silt /& �na a m�oCe'dt —""' Send ........ Silty Sam/Sand wd S..d sail: Silty sana/sat, Silty 6eod/SeM Seoa ;.mot -:e CmrellY Sam1 and Campanella 1966) Q -5, -10. -15. ♦ L a' C1 o 25, -30, -35, -40. -45. -50. Depth Inc,: D.164 (ft) Site : NEWPORT OIL FIELD Engineer : G.SILUER G.M -U. Location : CPT -19 Date : 05:28:98 12:52 C (tsf) Fs (tsf) 0.0 5.0 U (psi) Rf ( %) SBT 0 50 0.0 5.0 0 12 SBI1 Soil Behavior Type A �iy�s °s9i�sew Slit sewuv< n� s9rry Slit B y Slit slit S��idy Silt sandy Slit Send G�."lly S.M sew c�e.eur sem sew Grevelly Sew n and Campanella 1988) �M' 0 0.01 —5.0 —10.0 —15.0 w —20,0 i- o -25.0 -30.0 —35.0 —45,0 Cry Site : NEWPORT OIL FIELD Engineer . G.SILVER Location . CPT -20 Date . 05.28:98 13:24 Fs (tsf) 500. 0.0 5.0 —50.0t I i Max Depth: 37.57 (ft) Depth Inc.: 0.164 (ft) U (psi) Rf (q) SBT 0 50 0.0 5.0 0 12 E 1 -And Send 6eltndy s1LAeM Slit M" Semitiva Fln® Slit bendy Sllt silty 6 MA mi Send Crnm11Y SeM s� 0.11, Send 5I ty 6oM /SaM slit S. Silt Gmrelly 6eM SBT: Soil Behavior Type (Robertson and Campanella 1968 GREGO QC (tsf) M -5. -10, -15. 1 41 u -20. a o -25. -30. -35. -40. -45. -50. Depth Inc,: 0.164 (11) Site : NEWPORT OIL FIELD Engineer : G.SILUEP Location : CPT -21 Date : 05:28;98 14:03 Fs (tsf) 0.0 5.0 Rf (°6) SBT 0.0 5.0 0 12 SDn soil and Campanella 1966) 1000 CY r 100 c m :.1 a� c 0 10 CPT Classification Chart (after Robertson and Campanella, 1988) Friction Ratio ( %), Rf ry r fi APPENDIX A -2 Boring and CPT Sounding Logs Performed by Woodward -Clyde Consultants IDATE OF BORING 11 February 1985 MTER DEPTH 4 feet DATE MEASURED 12 February 1985 TYPE OF' DRILL RIG Failing 1500 Rotary Wash HOLE DIAMETER 9 inches EIGHT OF HAMMER 140 pounds FALLING 30 inches SAMPLES Standard Penetration Test F: U. N a O N DESCRIPTION 6:. 1� W o i h ' N Uj (n 36 L N 9 PI =9 MA SURFACE ELEVATION: Approximately 3 feet Damp, loose, light brown SAND (SP) with roots ' ORG 10 t33 Soft, wet, gray SANDY CLAY (CH) with some organic debris (2.4) Medium dense with some some shells 5 1 — 1 75 ORG (3.1) LL =62 P1 =33 MA " (94) (94) Loose to medium dense, brownish gray, CLAYEY SAND (SP —SC) 2 10 36 L PI =9 MA (10) ORG 10 (2.4) Medium dense with some some shells 3 27 Becomes grayish brown, no shells 15. 4 28 MA (6) Lens of sandy clay- 5 1/1 24 6 A 30 I * Becomes dense with some shell fr&Vnents MA (9) Project: WEST NEWPORT OIL Fig. Project No. 41890A LOG O� BORING A A -2 �nnwAon_n vnc rnMCI a TAMTC DATE OF BORING 11 February 1985 WATER DEPTH 4feet DATE MEASURED 12 Feb,1985 TYPE OF DRILL RIG Failing 1500 Rotary Wash HOLE DIAMETER 9 inches WEIGHT OF HAMMER 140 pounds FALLING 30 inches SAMPLES Standard Penetration Test 73l.i.nr DESCRIPTION 7;0;-- Z w a cc g el SURFACE ELEVATIO N: Approximately 3 feet 7 IA 39 Dense, grayish brown CLAYEY SAND (SP —SC) (continued) EINKM 9 1/1 33 1 t Becomes SAND (SP) 101/1 45 11 1/1 57 Becomes very dense Bottom of Boring at 51.5 feet Project: WEST NEWPORT OIL Project No. 41890A CONT. LOG OF BORING A -1 MA (5) Fig. A -3 WOODWARD —CLYDE CONSULTANTS DATE OF BORING 8 February 1985 WATER DEPTH 4.5 feet DATE MEASURED 20 Feb. 1985 TYPE OF DRILL RIG Failing 1500 Rotary Wash HOLE DIAMETER 9 inches (� ]GHT OF HAMMER- 140 pounds FALLING 30 inches SAMPLES Standard onetration estyend Sack U. o a a@ h Cn U. = W a DESCRIPTION z a g h a W N W� ® r. SURFACE ELEVATION: Approximately 5 feet Loose, damp CLAYEY SAND (SC) (oil saturated) 1 MA 9 Wet, gray SILTY CLAY (CH) 38 LL962 P1 =31 Loose, grayish brown SILTY fine SAND (SM) 1 5 39 MA Loose, gray CLAYEY SAND (SC) (13) 10 2 16 Becomes medium dense 41 37 LL =27 PI =11 `I. 3 24 ORSG Ili 125- 4 1/1 41 ©II mm NON Dense, gray SAND (SP) (sulfur odor) Project: WEST NEWPORT OIL Fig. Project No. 41890A LOG OF BORING B -1 A -4 WOODWARD °CLYDE CONSULTANTS DATE OF BORING 8 February 1985 WATER DEPTH 4.5 feet DATE MEASURED 20 Feb. 1985 TYPE OF DRILL RIG Failing 1500 Rotary Wash HOLE DIAMETER 9 inches WEIGHT OF HAMMER 140 Modified California pounds FALLING 30 inches. SAMPLES Standard Penetration Test and Sack U N o n: x W o ~ N t= a DESCR I PTION U a z w ~ w g N 3 ,3 Z N F p n w .p ZO of m U p O SURFACE ELEVATION: Approximately 5 feet 7 43. Dense, gray SAND (SP) (sulfur odor) (continued) Dense, gray SILTY fine SAND ISM) 35 8 39 NIA (18) 40 9 44 45 Becomes very dense, no sulfur odor 10 51 50 11 72 Bottom of Boring at 51.5 feet 55 60 Project: WEST NEWPORT OIL F" ONT. LOG OF BORING B-1 A -5 Project No. 41890A WOODWARD -CLYDE CONSULTANTS DATE OF BORING 11 February 1985 TER DEPTH 4.5 feet DATE MEASURED 20 Feb, 1985 TYPE OF DRILL RIG Failing 1500 Rotary Wash HOLE DIAMETER 9 inches EIGHT OF HAMMER 140 pounds FALLING 30 inches SAMPLES Standard Penetration Test and Sack LL y $ °' w e y F 0 LL DESCRIPTION W ° a. G[ gp' c (J URFACE ELEVATION: Approximately 3.5 feet Loose, damp, brown CLAYEY SAND (SC) (FILL) Loose, damp, light brown SILTY SAND (SM) (FILL) Medium rtiff, wet, gray SANDY CLAY (CL) Loose, grayish brown 2 Ill 16 I � Becomes dark gray, medium dense I5- J j 3 I/I M7i 22 Becomes CLAYEY fine SAND (SC) 4 I 54 1 (Blow count unreliable) Becomes CLAYEY fine SAND (SP —SC) 5 1/1 27 47 I I LL PI 4 MA (10) MA (13) MA (11) Project: WEST NEWPORT OIL Fig. Project No. 41890A LOG OF BORING c -1 Ad __:t WMnnwnwn_MYns• rnNCie TANTe ll DATE OF BORING 12 February 1985 WATER DEPTH 4.5 feet DATE MEASURED 20 Feb, 1985 .TYPE OF DRILL RIG Failing 1500 Rotary Wash HOLE DIAMETER 9 inches WEIGHT OF HAMMER 140 pounds FALLING 30 inches SAMPLES Standard Penetration Test and Sack W N O 0 A: ,Y W p 'r_ N W a DESCR I PTION O= U z N w W w 3 U Z W FW - n K O (a JO z g Z > _ U V O O SURFACE ELEVATION: Approximately 3.5 feet 6 92 Medium dense, gray CLAYEY fine SAND (SC) (continued) Very dome 35 7 63 40 8 67 45 9 30 25% shell fragments MA (12) 50 Lem of very stiff, gray SANDY CLAY (CH) 10 19 4.3' 32 MA (82) Bottom of Boring at 51.5 feet 55 160— Project: WEST NEWPORT OIL Fig. �. C ®N LOG ®F ®R rig C•1 Project No. 41890A A -7 WOOOWARn -m YnF CONSULTANTS DATE - OF BORING 12 February 1985 WATER DEPTH 4 feet DATE MEASURED 20 Feb, 1985 TYPE OF DRILL RIG Failing 1500 Rotary Wash HOLE DIAMETER 9 inches EIGHT OF HAMMER_ 140 pounds FALLING 30 inches .$Ab1PLE$ Standard Ye etration f est and Sack W J 8 a! a W o. DESCRIPTION a w t( 9 SURFACE ELEVATION:' Approximately 6 feet Loose, wet SANDY CLAY (CL) with roots, oil soaked Medium stiff, wet, gray SILTY CLAY (CH) K -1 39 i 1 5 57 2 4 2.5- 58 MA (99) 51 LL =75 PI =44 3 H 15 I Medium dense, gray SILTY SAND ISM) with shell fragments I I MA (33) 4N 2.8 I I I I(OR6 5 28 Becomes SILTY SAND (SP —SM) MA (10) medium dense to dense 91FUM LPr ct: WEST NEWPORT OIL Fig. ct No . 41890A LOG ®F BORING D -1 A-8 WOODWARD -CLYDE CONSULTANTS l DATE OF BORING 12 February 1985 WATER DEPTH 4 feet DATE MEASURED 20 Feb. 1985 TYPE OF DRILL RIG Failing 1.500 Rotary Wash HOLE DIAMETER 9 inches M Penetration�fTestaand Sack inches WEIGHT OF HAMMER 140 pounds FALLING SAMPLES Standard F F O= a x W o H t- w LL W U_ 0 K Z N ~ r a N DESCRIPTION Z a ° F N 0 U 7 F N g 0 a D: W ® N F SURFACE ELEVATION: Approximately 6 feet Medium dense to dense, gray SILTY SAND (SP —SM) (continued) MA 7 25 (10) 35 8 41 40 9 42 45 Becomes dense to very dense 10 58 50 11 49 Bottom of Boring at 51.5 feet 55 60 Project: WEST NEWPORT OIL Fig. CONT LOG OF BOR 1 N G D 1 A -s Project No. 41890A WOODWARD —CLYDE CONSULTANTS Boring A -1 .Elev. USC P11 0 SC & CL 5 1 12 10 j 32 SP 15 201 — L 29 25 M 35 F SP 138 40� 129 45j- 139 50 48 Cone A -1 Project: WEST NEWPORT OIL Project No. 41890A Cone A -2 U TIP RESISTANCE (Ton /Ft'2) Soo I � I , I I i j i I I I I � I i I' I r I i i I I i NAX DEPTH L5. 25 - 1 i I STICK AND CPT LOGS FOR AREA A I Fig. 4 WOODWAR D —CLYDE CONSULTANTS ' I I I i II I C I I ' ' I i i i i .MAX DEPTH 15.25 . Project: WEST NEWPORT OIL Project No. 41890A Cone A -2 U TIP RESISTANCE (Ton /Ft'2) Soo I � I , I I i j i I I I I � I i I' I r I i i I I i NAX DEPTH L5. 25 - 1 i I STICK AND CPT LOGS FOR AREA A I Fig. 4 WOODWAR D —CLYDE CONSULTANTS Boring B-1 Elev. USC N, 0 — sc CL �5 -Sp–sm 6 sc 10 -19 SM–ML 29 15 M49 201- IAI 25 - 43 30 - sp 43 35 - 37 40 - 40 45 - 45 50 - 60 Cone B-1 0 TIP RESISTAME (Ton/F0'2) f1AX GE i 15. Project: WEST NEWPORT OIL Project No.. 41890A Cone B-2 STICK AND CPT LOGS FOR AREA B Fig. 5 WOODWARD-CLYDE CONSULTANTS WOODWARO -CLYDE CONSULTANTS Boring D -1 Elev.- USC N1 0r----j 5 RESISTANCE 6 --------- CL 5 10 18 15 34 20 34 25 47 SP 30 25 35 39 40 37 45 51 50 41 Cone D -1 O TIP RESISTANCE <Tan /ft'2) SDO --------- - ._.. -... MAX DEPTH Project: WEST NEWPORT OIL Project No. 41890A Cone D -2 L STICK AND CPT LOGS FOR AREA D I Fig. 7 WOODWARD -CLYDE CONSULTAt APPENDIX A -3 Boring and CPT Sounding Logs Performed by Pacific Soils Engineering, Inc. GEOTECHNICAL BORING LOG SHEET 1 OF 2 PROJECT NO. 500236 PROJECT NAME Newport Oil DATE STARTED 619/93 GROUND ELEV. 85 0 BORING DESIG. B•1 DATE FINISHED 619/93 GW DEPTH (FT) LOGGED BY TMC DRILLER LEDEZMA DRIVE WT. varies TYPE OF DRILL RIG 30" BUCKET AUGER DROP (}7 w Z am �Y g 3 0 o GEOTECHNICAL DESCRIPTION t;;Z o- W Nr w o F k oU owo o r m Zi Q 548lbs SOIL' reddish brown silty sand with some clay, damp, dense, porous, roots TERRACE DEPOSIT (Gtm): yellow ten micaceous fine- to medium - grained sand, damp, dense, massive, roots 5 80 D/B PUSH 7 gray white micaceous medium grained sand, damp, 5.3 104 23 moderately dense to dense, minor sloughing, very friable, massive gradational color change to reddish brown e:N7oE,zrrw greenish tan, very fine - grained micaceous sandy silt, damp, dense, sharp contact with sand above 10 75 D 1 ..................................................... Y............................ ry.. .......g....................... gradational change to silt micaceous ve fine- rained 3,3 92 11 OS sand, damp, dense, moderately well stratified /lensing, occasional charcoal streaks, discontinuous biotite _ laminations .. 8:N36W.66W ............................ ......................... ... .............. ............. �sherp aontect� with red brown micaceous very fine - grained 6:N15W,45w sandy silt, damp to moist, dense sharp contact with greenish gray micaceous silt, moist, 15 70 - dense, 1/4-1 /2' thick carbonate layer at contact, ?occasional red oxidation streaks, moderately well stratified .................... nterstratified )ig)lt graywhite tine- to medium - grained micaceous sand, moist, dense, friable, no cement, undulatory continuous contacts, near horizontal, occasional near vertical worm burrows, occasional thin +1 1/2' interbeds of dark gray silty mud 20 65 8:N55W,aNE SAN PEDRO SAND (Oso?): 0 2 sharp contact with gray micaceous silt, moist, dense, 8.6 123 64 occasional shell fragments, occasional streaks of light yellow tan micaceous sand discontinuous shell wash horizon, moderately bioturbated -' -, zone, worm burrows, continuous Iithology since @ 19 feet ' above ,:.. ......................................;....... ............................... ............; gra .. . . d .. a . onal . .. . .. c . h h . ange . .. ... to .. .. g gray tan micaceous fine - grained 5771bs .� • �; �• sand, moist, dense, occasional gravel (subround) pebbles, 25 60 massive, occasional red oxidation streaks gradational change to medium - grained sand gradational change to medium- to coarse- grained sand, ' B:N76E,46E with abundant subrounded gravel with pebbles, moist, dense, friable sharp contact with fine- to medium - grained sand, horizontal 30 55 red brown micaceous very fine - grained sand lens 6.7 97 24 DS 0 4 alternating fining upward sequences of coarse- to fine-grained sand, cross bedded, near horizontal contacts bioturbated sand approximately 6 to 8 inches thick a 1 -foot thick shell wash horizon within medium- to coarse - grained sand with subround to round gravel at base, horizontal gray-tan very fine-grained micaceous sand, moist, dense, 35 50 friable, bioturbated, cross- bedded, laminated shell wash horizon as above at 32.5 feet . gray -white medium- to coarse - grained sand, near horizontal cross - bedded SAMPLE YFES: GROUNDWATER PACIFIC SOILS Q DRIVE (RINGI SAMPLE SEEPAGE Q CONTACT ffil E NGINEERING, INC. ® SPT (SPLIT SPOON) SAMPLE ® BEDDING PLANE ® FAULT Q BULK SAMPLE TUBE SAMPLE ® JOINTING a1 SHEAR PLATE A-1 GEOTECNNICAL BORING LOG SHEET 2 OF 2 PROJECT NO. 500236 PROJECT NAME Newport Oil DATE STARTED 6/9/93 GROUND ELEV. 85.0 BORING DESIG. B -1 DATE FINISHED 6/9/93 GW DEPTH (FT) LOGGED BY TMC DRILLER LEDEZMA DRIVE WT. varies TYPE OF DRILL RIG 30" BUCKET AUGER DROP 12" 0 , tw 0 GEOTECHNICAL DESCRIPTION D Fo O - m 2 cc D 5 gradational change to very coarse rained sand with ravel 3.2 105 60 erosional /undulatory contact with gray silt and interstratified very fine - grained micaceous sand, 6: 75W,225w bioturbated, predominately silt 46 40 aW65W,196W continuous lithology to total depth as above at 41 feet 648lbs 9 - 1.8 106 8 , D Total Depth 50 ft. No Water, No Caving SAMPLE TYPES: yGROUNDWATER PACIFIC SOILS. Q DRIVE (RING) SAMPLE >w SEEPAGE ® CONTACT ® ENGINEERING, INC. Q SPT (SPLIT SPOON) SAMPLE ® BEDDING PLANE ® FAULT © BULK SAMPLE d TUBE SAMPLE 91 JOINTING a] SHEAR PLATE A -1 GEOTECHNICAL BORING LOG SHEET 1 OF 2 PROJECT NO. 500236 PROJECT NAME Newport Oil DATE STARTED 619/93 GROUND ELEV. 82.0 BORING DESIG. 8-2 DATE FINISHED 619193 GW DEPTH (FT) LOGGED BY TMC DRILLER LEDEZMA DRIVE WT. varies TYPE OF DRILL RIG 30" BUCKET AUGER DROP 12° x N m inw i V o 7 GEOTECHNICAL DESCRIPTION in >Z r w o LL i � o ° O r m J C 548lbs ARTIFICIAL FILL brown silty fine- grained sand, moist, dense, scattered roots and occasional pebbles, massive 80 TERRACE DEPOSIT (Otml: reddish brown silty very fine - grained sand , moist, dense, ' occasional pockets of yellow tan very fine - grained sand, massive gradational change to yellow tan very fine - grained 5 PUSH •• micaceous sand, damp, moderately dense, massive 3.3 101 13 D gray -white very fine- to fine grained sand, damp, dense, very friable, caving approximate 1 foot deep 75 10 1 • :. •. .......................................................................... ............................... ...gradational change to very fine grained micaceous sandy 0.5 90 94 D silt, moist, dense, occasional streaks of biotite, lenses of pure silt, occasional carbonates 70 predominately silt with some clay, moist, dense, occasional lenses of very fine - grained micaceous sand .p prox. .................................................................................... ............................... gray -white Very fine• to fine. grained mioaoeoUS Sand, 15 .' B:NSOE,aNw damp, dense, uncemented, very friable, boring is balled, massive 65 1 MAX B OS El CHEM 20 continuous lithology since above at 14 feet approximately 2 -inch thick discontinuous shell wash 60 horizon 577lbs 25 55 .pp'.. continuous lithology since above at 14 feet '- B:N20E,4SE continuous clay seam, light gray brown approximately 3 to 30 4 inches thick, bedded, within sand as above at 14 feet 3 3.5 91 11 D 50 undulatory 1 to 1 -1 /2 inch thick shell wash horizon in sand as above at 14 feet, occasional subround pebbles 35 discontinuous shellwash horizons in medium -to coarse - grained sand, occasional subround pebbles, 45 horizontal 'SAN PEDRO SAND (Dsp?l: horizontal contacts with gray- white, medium- to coarse - grained sand with abundant scattered shell SAMPLE TYPES: XGROUNDWATER . PACIFIC SOILS DRIVE (RING) SAMPLE SEEPAGE © CONTACT 1:EN1 EN GINEERING, INC. 0 SPT (SPLIT SPOON) SAMPLE ® BEDDING PLANE [F, FAULT ® BULK SAMPLE C TUBE SAMPLE I JOINTING aS SHEAR PLATE A -2 GEOTECHNICAL BORING LOG SHEET 2 OF 2 PROJECT NO. $00236 PROJECT NAME Newport Oil DATE STARTED 6/9/93 GROUND ELEV. 82.0 BORING DESIG. B-2 DATE FINISHED 619/93 GW DEPTH (FT) LOGGED BY TMC DRILLER LEDEZMA DRIVE WT. varies TYPE OF DRILL RIG 30' 8 UCKET AUGER DROP 12' Z x. wLL w as a N 3 J r GEOTECHNICAL DESCRIPTION h f NZ =/ yw x N a, P_ a' gy o o0 00 or n N m a D 4 fragments, occasional gravel and pebbles 4.7 92 15 horizontal contacts with sand as above at 14 feet 40 occasional shell wash horizons, worm burrows, bioturbated sand as above at 14 feet, near horizontal contacts 45 35 64816s •".'�' gradational change to very fine - grained micaceous sand, light tan -gray, laminated with biotite, occasional red '.oxidation streaks ............ ..............................� ............................................. I.............................; gray -tan very fine - grained micaceous sandy silt, damp, 50 dense, occasional shall fragments at contact, horizontal D 4 contact 0.1 102 84 DS 30 B:N35w,tssw predominately gray, tan gray, green gray micaceous silt, moist dense, moderately well stratified with thin beds of light tan very fine-grained micaceous sand 55 continuous lithology since above at 53 feet 25 60 3 s:N25W.tssw Z166 100 85 D/B 20 65 s:N20W,21sw 15 70 4 continuous lithology as above at 53 feet to total depth at 6.3 96 59 D 70 feet Total Depth 70 feet No Water Caving from 6 to 10 feet, 14 to 29 feet and 39 to 47 feet SAMPLE TYPES: XGROUNDWATER PACIFIC SOILS DRIVE (RING) SAMPLE SEEPAGE © CONTACT ® ENGINEERING, INC. © SPT (SPLIT SPOON) SAMPLE ® BEDDING PLANE © FAULT © BULK SAMPLE ® TUBE SAMPLE QJ JOINTING QS SHEAR PLATE A-2 GEOTECHNICAL BORING LOG SHEET 1 OF 1 PROJECT NO. 500236 PROJECT NAME Newport Oil DATE STARTED 6/10/93 GROUND ELEV. 99.0 BORING DESIG, B -3 DATE FINISHED 6/10193 GW DEPTH (FT) LOGGED BY TMC DRILLER LEDEZMA DRIVE WT. varies TYPE OF DRILL RIG 30- BUCKET AUGER DROP 12, w w LL (y7 in n~ . O ¢ N F m w iid ii N O GEOTECHNICAL DESCRIPTION F-F- w z yz ra ¢ = y I- w O 30 oo 0 N N F all J Q 548lbs ARTIFICIAL FILL - red -brown sandy clayey silt, damp, moderately dense, porous, pinsize air voids, massive 95 5 1 4.1 114 79 D/B TERRACE DEPOSIT (Otm): light red tan fine - grained micaceous sand, damp, dense, massive gradational change to reddish yellow tan silty very 90 fine - grained micaceous sand 10 2 .PProz- +2 -inch thick gray-brown clayey silt lens with occasional 3.8 90 42 , 0 8:NSW,8NE carbonates below is gray -tan to orange -tan very fine - grained micaceous sand, damp, dense, massive graygreen clayey silt, damp, dense, horizontal, contact, 85 interstratified dark gray clay lenses, near horizontal cuts, red -brown oxidation, some carbonates 15 Pprox- B:NS,dE •PPren .........................:....;.................................... ............................................................ light graywhite very fine - grained micaceous san, amp, •: .'. 80 ,- C:NdOW,1aNE dense, very friable, no cement, massive 20 weakly cross-bedded minor caving within sand as above at 18 feet 75 577lbs '.'. light gray fine- to medium - grained micaceous sand, damp, 25 dense, interstratified /lenses of shell wash horizons, 2.6 100 70 D 3 undulatory/continuous contact with sand above 70 undulatory contact with light gray medium - grained 30 micaceous sand, damp, dense, massive continuous lithology to total depth at 32 feet Total Depth 32 feet No Water Caving from 21 to 23 feet NOTE: Soil Contaminated to Total Depth 4 2.7 96 10 D SAMPLE TYPES: GROUNDWATER PACIFIC SOILS QD DRIVE (RING) SAMPLE )2-- SEEPAGE © CONTACT ® .ENGINEERING, INC. Q SPT (SPLIT SPOON) SAMPLE ® BEDDING PLANE ®FAULT © BULK SAMPLE ® TUBE SAMPLE 93 JOINTING 0 SHEAR PLATE A -3 GEOTECHNICAL BORING LOG SHEET 1 OF 1 PROJECT NO. 500236 PROJECT NAME Newport Oil DATE STARTED 6/10/93 GROUND ELEV. 72.0 BORING DESIG. 6-4 DATE FINISHED .6/10793 GW DEPTH (FT) LOGGED BY TMC DRILLER LEDEZMA DRIVE WT. varies 'YPE OF DRILL RIG 30" BUCKET AUGER DROP 12, I } a w o ¢_ °? =�. ar z o wrp n~. m U1 �r 3 o r GEOTECHNICAL DESCRIPTION W yz < wu_ °V w Nr N o oa oo u, o m 548lbs ARTIFICIAL FILL brown silty sand, damp, dense, asphalt 70— SOIL reddish brown silty fine - grained sand with some clay, damp, dense to very dense, slight magnesium development, slightly porous, moderately well - cemented 5 4 6.9 115 40 D 65 TERRACE DEPOSIT IOLm): light yellowish gray -tan very fine- to fine - grained micaceous sand, damp, dense, loose /friable, no cohesion 10 1 0.7 93 2 D 60 light yellow -tan silty very fine - grained micaceous sand, dry to damp, dense, loose /friable, uncemented 15 55 continuous lithology since above at 12 feet Total Depth 17 feet No Water Caving from 12 to 17 feet SAMPLE TYPES: GROUNDWATER SOILS FDI DRIVE (RING) SAMPLE SEEPAGE © CONTACT ® .PACIFIC ENGINEERING, INC. nS SPT (SPLIT SPOON) SAMPLE ® BEDDING PLANE ® FAULT 08 BULK SAMPLE Q TUBE SAMPLE QJ JOINTING QS SHEAR PLATE A -4 l( GEOTECHNICAL BORING LOG SHEET 1 OF 2 PROJECT NO. 500236 PROJECT NAME Newport Oil DATE STARTED 6/10/93 GROUND ELEV, 65.0 BORING DESIG. 8 -5 DATE FINISHED 6/10/93 GW DEPTH (FT) LOGGED BY TMC DRILLER LEDEZMA DRIVE WT. varies TYPE OF DRILL RIG 30" BUCKET AUGER DROP 12" F as in D nN z �o� = y m w .ii. JO O r- GEOTECHNICAL DESCRIPTION fO--F. az >z t< F- w oE- w Nt- N O F=- F- 3 �W = O F- m Q 548lbs ARTIFICIAL FILL mottled brown -tan and dark brown silty sand, damp, dense, scattered rock fragments, brick fragments TERRACE DEPOSIT (Otm): yellow -tan very fine-grained sandy silt, damp to moist, dense, massive 5— 60 D USH /6 :-:'- ZOA 103 88 TAP /6" ; •:. B:N60W,9NE red•brown, yellow -tan, blue -gray silt, moist, dense, moderately well stratified, thinly stratified - pOrcx. light gray-white fine-grained sand, damp, dense, scattered .' a:N36W,5NE carbonate occasional roots gradational change to light gray -white very fine - grained 10 55 micaceous sand, damp, dense, massive, roots 1 5.5 93 18 MAX. D/8 DS El undulatory /near horizontal contact with yellowish gray silty CHEM fine- to medium - grained sand, damp to moist, dense, 15 50 massive, scattered carbonates, orange -red oxidation staining, occasional rip up cleats of brown silt undulatory/near horizontal out with blue -gray clayey silt, moist, dense, common carbonate pods, interstratified graybrown fine - grained sand SAN PEW SAND (Osoil: undulatory/near horizontal contact with gray -white fine-grained micaceous sand, damp, dense, occasional 20 45 D 2 subround pebbles and abundant carbonates at contact 3.7 98 14 undulatory horizontal bed of subround pebbles and scattered shell fragments approximately 6 inches thick, below light gray - white, fine- to medium - grained micaceous - sand (beach), moist, dense, friable, uncemented, 8:N15W,15$W moderately well stratified with coarse - grained sand, laminated with biotite, occasionally cross - bedded 5771bs .•, :•; '. gradational change to fine - grained sand 25 40— gradational change to medium-grained sand, repeating fining upwards sequences occasional yellow -red oxidation staining approximately 2 inches thick bed of interstratified silt and very fine grained sand, horizontal contact 30 35 D 5 6.8 99 26 sand as above at 20 feet cross-bedded horizontal lens of unoxidized send, color change to blue -gray 112 -inch thick gray clay bed at base of sand, (fining upwards sequences) undulatory/continuous near horizontal 35 30 light blue -grey medium - grained sand, damp, dense, _ moderately well stratified gradational change to fine- to very fine - grained sand ';(fining upwards sequences) ... ............................... .................. .......................................... ........................: gray -brown very fine-grained sandy silt, moist, dense, undulatory/near horizontal contact; interstratified thin beds of very fine-grained blue -gray micaceous sand and gray silt cla occasional ravel/ ebbles SAMPL YPES: 3E GROUNDWATER PACIFIC SOILS ® DRIVE (RING) SAMPLE >- SEEPAGE Q CONTACT ffil EENGINEERING, INC. ES SPT (SPLIT SPOON) SAMPLE 9 BEDDING PLANE ® FAULT © BULK SAMPLE Q TUBE SAMPLE JOJOINTING " SQ SHEAR PLATE A-5 GEOTECHNICAL BORING LOG SHEET 2 OF 2 PROJECT NO. 500236 PROJECT NAME Newport Oil DATE STARTED 6/10/93 GROUND ELEV. 65.0 BORING DESIG. B -5 DATE FINISHED 6/10193 GW DEPTH (FT) LOGGED BY TMC DRILLER LEDEZMA DRIVE WT, varies TYPE OF DRILL RIG 30' BUCKET AUGER DROP 12' > w �^ ^> °y Z O� as a N 7 GEOTECHNICAL DESCRIPTION FF v,Z rw Q = w 00 00 F- a, 0l. va~ m ° g m < D 4 6.0 106 28 B:N70E,3Nw 4 -inch thick dark blue -gray silty clay bed, moist, stiff, below is a dark gray very fine - grained sandy silt, moist, dense 45 20 scattered well cemented clasts of bioturbated (worm burrows) sand, very hard, very dense, localized pods and 648lbs lenses of shell fragments in dark gray very fine - grained sandy silt continuous lithology since above at 42 feet to total depth at 50 feet 50 15 0 4 Z8.6 93 95 Total Depth 50 feet No Water Caving from 9.5 to 13.5 feet SAMPLE TYPES; y GROUNDWATER PACIFIC SOILS Q DRIVE (RING) SAMPLE SEEPAGE © CONTACT ® ENGINEERING, INC. Q SPT (SPLIT SPOON) SAMPLE ® BEDDING PLANE ® FAULT ® BULK SAMPLE ® TUBE SAMPLE CO JOINTING aI SHEAR PLATE A-5 If GEOTECHNICAL BORING LOG SHEET 1 OF 2 PROJECT NO. 500236 PROJECT NAME Newport Oil DATE STARTED 6/11/93 GROUND ELEV. 55.0 BORING DESIG. B -6 DATE FINISHED 6/11/93 GW DEPTH (FT) 45 00 LOGGED BY TMC DRILLER LEDEZMA DRIVE WT. varies TYPE OF DRILL RIG 30' BUCKET AUGER OROP 12" } w ¢ 7PC O GEOTECHNICAL DESCRIPTION F�- Z Q}} V) }Z 'Z � l W i IO 0 EU pO 0 F- m Q J 54816s ARTIFICIAL FILL - silty sand and asphalt on native soils 5 50 D 3 2.7 120 86 CON SOIL red -brown very fine- grained sandy silt with some clay,, moist, dense, massive, scattered coarse - grained lithic fragments TERRACE DEPOSIT (Qtm): 10 45 yellow -tan fine-grained micaceous sand, moist, dense, 8.4 110 42 CON D 2 massive interstratified gray-tan very fine-grained micaceous sand and brown to gray-tan silt, damp, moderately dense to dense, friable, no cement �Pprow gray-tan very fine- to fine-grained micaceous sand, damp, C:N40E,7NW dense, friable, no cement, gravel and subround pebbles at contact with interstratified silt and sand above, common 15 40 carbonates at contact near horizontal :N25w.ISSW SAND PEDRO SAND (Qsa7): sharp contact with ten -gray very fine-grained micaceous sandy silt, moist, dense, scattered gravel, occasional shell fragments, red oxidation, massive 20 35 undulatory %near'horiion tel'6- incfi ... thick bed•of 6r*W " ....... " " " "" 2 ';fine - grained micaceous sand t 6.2 105 73 D :... ................................................................................ ..............................i site as above at 1 i'fieet "'gray - tan' fine-' to' coere e- grained'sand,'demp,'dense, " " " "" " " "" orange -red oxidation staining, undulatory near horizontal 57716s contact, clean (no fines, little mica) noncemented, very 25 30 friable very well stratified, color banded 112 to 2 -inch thick with gray, red - orange, yellow-tan, light brown, numerous fining rpprow upwards sequences very well stratified - alternating 1/2 to 2 -inch thick beds of S;NS,7E very fine-, fine-, medium -, to coarse - grained sand, no fines, clean, shell fragments at base 30 25 tan -gray clayey silt, moist, dense, approximately 8 inches 5 - %thick 3.1 103 13 CON D fine- to medium - grained sand, moist,'dense, common shall .fragments, occasional gravel, subround pebbles, ;coarse- grained at base ..... ............................. .: ................ ..............................: ...... ..............................: gray very fine - grained micaceous sandy silt, moist, dense, 35 20 slight caving, friable, no cement, color banded along stratification by oxidation staining, very thinly stratified, unoxidized sandy silt is gray blue continuous lithology since 33 feet above SAMPLE YPES: yGROUNDWATER PACIFIC SOILS ® DRIVE (RING) SAMPLE SEEPAGE © CONTACT a ENGINEERING, INC. ❑S SPT (SPLIT SPOON) SAMPLE ® BEDDING PLANE ® FAULT ® BULK SAMPLE Q TUBE SAMPLE ® JOINTING ❑S SHEAR PLATE A -6 l GEOTECHNICAL BORING LOG SHEET 2 OF 2 PROJECT NO. 500236 PROJECT NAME Newport Oil DATE STARTED 6/11/93 GROUND ELEV. 55.0 BORING DESIG. 8.6 DATE FINISHED 6/11/93 GW DEPTH IFT) 45.00 LOGGED BY TMC DRILLER LEDEZMA DRIVE WT. varies TYPE OF DRILL RIG 30' BUCKET AUGER DROP 12" yU' 0 D O w N x. am J T O GEOTECHNICALDESCRIPTION F-F- Nz z yz x t- W F=- � o o sw �U a� J Q D 5 continuous lithology since 33 feet above 4.9 92 16 45 10 - continuous lithology since 33 feet above, water seepage (moderate) into boring, severe caving continuous lithology since at 33 feet above to total depth 1 648lbs at 50 feet 50- 5-0-- 3 29.6 92 96 , Total Depth 50 feet Water at 45 feet Caving from 33 to 40 feet SAMPLE TYPES: yGROUNDWATER PACIFIC SOILS Q DRIVE (RING) SAMPLE >- SEEPAGE © CONTACT ® ENGINEERING, INC. QS SPT (SPLIT SPOON) SAMPLE ® BEDDING PLANE CE FAULT ® BULK SAMPLE ® TUBE SAMPLE Q JOINTING ❑S SHEAR PLATE A -6 GEOTECHNICAL BORING LOG SHEET 1 OF 1 PROJECT NO. 500236 PROJECT NAME Newoort oil DATE STARTED 6/1 1 /93 GROUND ELEV. 95.0 BORING DESIG. B -7 DATE FINISHED 6/11 193 GW DEPTH (FT) LOGGED BY TMC DRILLER LEDEZMA DRIVE WT. variQs TYPE OF DRILL RIG 30° BUCKET. AUGER DROP w w w' �~ O_ Z 1H h=-m w as d N 7 t- GEOTECHNICAL DESCRIPTION Fz a _ o.N yz Q =y w Q� w O o 3 0 �0 7 O F- a N~ N H k V D] J Q 5481bs SOIL dark red brown sandy silt with some clay, damp to moist, moderately dense, roots, voids, porous, massive 5 90 D 2 1.0 116 66 TERRACE DEPOSIT IQtrn): orange•tan silty fine - grained sand, damp, dense, massive ............................................................................................... ............................... light yellow -tan very fine-grained micaceous sandy silt, damp, dense, massive moderately well stratified, carbonates along bedding 10- 85— D 1 4,0 96 14 CON C:N30W,8SW ............................................................................................ ............................... ...light graywhite very fine-grained micaceous sand, damp, dense, friable, no cement, boring is belled interstratified thin beds of gray silt and yellow -tan very fine- to fine - grained micaceous sand, moist, dense, moderately well stratified 15 80 '• B:N25W,7SW light gray-white very fine- to fine- grained micaceous sand, damp, dense, friable, no cement, presaturated, occasional 5 20 75 D 1 shell fragments, orange -red oxidation, scattered very 1.6 s0 coarse-grained quartz/lithics continuous lithology to total depth at 30 feet 25 70 30 as. D 2 3.3 99 13 Total Depth 30 feet No water Minor Caving from 19 feet to Total Depth SAMPLE TYPES: XGROUNDWATER PACIFIC SOILS © DRIVE (RING) SAMPLE >- SEEPAGE Q CONTACT ffli ENGINEERING, INC. Q SPT (SPLIT SPOON) SAMPLE ® BEDDING PLANE ® FAULT 78 BULK SAMPLE ® TUBE SAMPLE QJ JOINTING ® SHEAR PLATE A -7 GEOTECHNICAL BORING LOG SHEET 1 OF 2 PROJECT NO. 500236 PROJECT NAME Newport Oil DATE STARTED 6115/93 GROUND ELEV. 1 2.0 BORING DESIG. H8.1 DATE FINISHED 6/15/93 GW DEPTH (FT) 6.00 LOGGED BY TMC DRILLER Discovery DRIVE WT. 140 lbs. TYPE OF DRILL RIG Hollowstem DROP 30" - 2.-- am o= i w aad 2} a~ 2 w N 3 o m } 0 F J 7pd 02 � to GEOTECHNICAL DESCRIPTION w F7-� mz o 0 }z 00 n o ALLUVIUM (Dell: 10 5 20 SM brown silty fine to medium grained sand SA S — water 5 16 ZO.4 106 94 D 10 10, SP -SM brown silty medium grained sand SA S 0 15 7 ML ...si ...m rain ....................................... n ...n inn ........ "brown silty medurn grained sand anr brown fine S ' • ; grained sandy silt •5 15 ... .. ........................ ..... ..... .. .. .. .. ....... .. madi�m "o'oer'se'er' 1san, falling out of tuba add sand 8 9 1 3 ,1 9 9 D trap and sample again 20 7 r•'•r SM allow brown ve fine grained silt SA S -10 15 lost sample, re- obtain with sand trap 1.4 108 99 0 25 14 SM gray brown very fine grained sandy silt S -1 5 not 9.1 111 99 D ecorde 30 14 SM SA S SAN PEDRO SAND (Qspi): yellow brown fine to medium grained silty sand 20 35 17 SM yellow brown and gray brown silty fine to medium grained sand SA S -25 30 NON RETURNS IF- SAMPLE TYPES: PACIFIC SOILS DRIVE (RING) SAMPLE QS SPT (SPLIT SPOON) SAMPLE YGROUNDWATER ENGINEERING, INC. ® BULK SAMPLE ® TUBE SAMPLE PLATE A -8 Fi GEOTECHNICAL BORING LOG SHEET 2 OF 2 PROJECT NO, 500236 PROJECT NAME Newport Oil GROUND ELEV. 12.0 BORING DE SIG. DATE STARTED DATE FINISHED 6/15193 GW DEPTH (FT) LOGGED BY TMC 6115/93 DRILLER Discovery DRIVE WT. 140 lbs TYPE OF DRILL RIG Hollowstem DROP 300 0 z wF > W 0 :0 an 0 GEOTECHNICAL DESCRIPTION 0 ;i�6e in 0 0 :c 30 >Z x ') — W 0 W to U) m :3 S 14 SP-SM yellow gray brown silty fine to medium grained send SA 30— 45— ...........e. gray very fine grained sandy clayey silt SA S 45 MIL gren 35 23.5 104 99 D so— 61 ML green gray clayey silt, dry SA S 63 11.9 92 101 Total Depth 52 feet Water at 6 feet SAMPLE TYPES: PACIFIC SOILS DRIVE (RING) SAMPLE Y GROUNDWATER ENGINEERING, INC. SPT (SPLIT SPOON) SAMPLE j TUBE SAMPLE BULK SAMPLE M TUBE PLATE A-H GEOTECHNICAL BORING LOG SHEET 1 OF 2 PROJECT NO. 500236 PROJECT NAME Newport Oil DATE STARTED 6/15193 GROUND ELEV. 6 O BORING DESIG. HB -2 DATE FINISHED 6/15193 GW DEPTH (FT) 6.00 LOGGED BY TMC DRILLER Discovery DRIVE WT. 140 lbs. TYPE OF DRILL RIG Hollowstem DROP 30" t-• m p= w w as NF- a g N a 3 O m } 0 J 0 - �N GEOTECHNICAL DESCRIPTION . w- m Z 00 }z 00 O E- ALLUVIUM (Cal): 5 5 7 ML green gray, very fine grained micaceous sandy silt SA S 0 —water 9 35.3 90 108 D 10 -5 8 ML dark green gray very fine grained micaceous sandy silt and medium grained sand with abundant shell fragments :SA S 1 .10 25 SM ............................................................................................. ............................... a little gravel at tip dark green gray very fine grained micaceous sandy silt and medium grained sand with abundant shell fragments SA S 28 17.3 110 88 D 20 32 ... SP -SM .......................................... ........................... 9.................. ............................... dark reen re mdium to coarse rained sand with gravel SA S -15 25 39 SP dark green gray medium to coarse grained sand with gravel S 20 79/11" .'• •'- 3.6 103 100 D 30 46 SP -SM green gray medium to coarse grained sand SA S -25 35 35 :. SM ............. ......... gray........................... ............ ........ ....... ......... .... ...................... dark green gray micaceous silt SA S -30 7616" 19.4 112 99 D SAMPLE TYPES: PACIFIC SOILS © DRIVE (RING) SAMPLE QS SPT (SPLIT SPOON) SAMPLE YGROUNDWATER IN ENGINEERING, INC. © BULK SAMPLE ® TUBE SAMPLE PLATE A -9 \�J GEOTECHNICAL BORING LOG SHEET 2 OF 2 PROJECT NO. 500236 PROJECT NAME Newport Oil DATE STARTED 6115/93 GROUND ELEV. 6.0 BORING DESIG. HB -2 DATE FINISHED 6/15/93 GW DEPTH (FT) 6.00 LOGGED BY TMC DRILLER Discovery DRIVE WT. 140 Ihs TYPE OF DRILL RIG Hollowstem DROP 30" wui o-- w iii N~ y 3 ° m Y 0 x J Og �N GEOTECHNICAL DESCRIPTION w v~Z oo 20 >z mo o ¢� x w o r S 61 SP -SM green gray medium to coarse grained sand $A -35 45 84/11" SP gray medium to coarse grained sand SA S 40 70 gray medium grained sand 22.8 105 100 D 50 83 SP gray medium to coarse grained sand SA S -45 55 66 SP -SM gray medium coarse grained send SA S -50 82 gray coarse grained sand with abundant gravel at tip 9,1 112 98 p 60 38 SP -SM gray fine to medium grained sand SA S Total Depth 60 feet Water at 6 feet SAMPLE TYPES: DRIVE (RING) SAMPLE © SPT (SPLIT SPOON) SAMPLE �_ GROUNDWATER asn PACIFIC SOILS ENGINEERING, INC. © BULK SAMPLE ® TUBE SAMPLE PLATE A-9 APPENDIX A -4 Boring and CPT Sounding Logs Performed by Leighton and Associates, Inc. r•, r I. I �s e.: f' Date 11 -4 -96 Sheet 1 of 2 Project TW Homes /Banning Lowland Project No. 1 97001 1 -01 Drilling Co. 2R DRILLING Type of Rig CME -55 Hole Diameter B" Drive Weight 140 Ibs Drop 30" Elevation Top of Hole 5' Location See Plate 1 >� W w vd �� LL Y Q ° 0a ~ M 300 0i ma Y c Da o ?m o v U � I GEOTECHNICAL DESCRIPTION 0 Logged By DXS I o Sampled By DXS 0 % SILTY CLAY with sand and gravel, medium stiff, grey, y� Bag #1LJ slightly moist ( R -1 17 SP 2': SAND, loose, yellowish brown, slightly moist, fine grained sand 0 xx I S -1 3 i CH 5': SILTY CLAY, soft, greyish blue, very moist, high AL ' plasticity i 7': Ground water encountered 10 I R•2 17 SM I 10': SILTY SAND, medium dense, bluish grey, saturated, I fine to coarse grained sand, shell at tip, trace gravel 1 I -10 — I S -2 24 SM 15% Same material, layers of sea shell and pea gravel ISA -15 I I 20 II --ill R -3- 13 1 20': Coarser sand -2p I 2' S -3 17 25': Fine grained sand, no sea shell i -25i1 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS R RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX T TUBE SAMPLE CR CORROSION HD HYDROMETER & SIEVE So5A(11177) LEIGHTON & ASSOCIATES Date 11 -4 -96 Sheet 2 of 2 Project TW Homes/Banning Lowland Project No. 1 97001 1 -01 Drilling Co. 2R DRILLING Type of Rig CME -55 Hole Diameter 8" Drive Weight 140 Ibs Drop 30" Elevation Top of Hole 5' Location See Plate 1 4 i t: F �t o '0N my dLL w _ I av O� 2 'r-' ,0 Y AJ : Q z 0 �°t E m N yo a 3u. my o- cc do ®a Z• �° �V �d °c o U H�; T VU -� rn� I GEOTECHNICAL DESCRIPTION Logged By DXS i Sampled By DXS � v a F� TYPE OF TESTS: 30 I i R -4 59 SPLIT SPOON DS SM 30'; SILTY SAND, medium dense to dense, grey, very moist, SIEVE ANALYSIS R III MD MAXIMUM DENSITY AL ATTERBERG LIMITS fine to coarse grained sand, silt (20 %), trace gravel BULK SAMPLE CN CONSOLIDATION iI EXPANSION INDEX T TUBE SAMPLE CR CORROSION HD -3011 SOSA(11177) LEIGHTON & ASSOCIATES 35 I S -4 33 SP -SM 35': SAND, dense, grey, saturated, rounded and some i II I angular gravel pieces, pea gravel 3c ( 40 S -5 49 SW -S 40': SAND with silt and gravel, more pea gravel, rounded SA �r and angular gravel pieces I i II I -40 45 I ! i� is l S•6 64 I I 45'; Same material I I � 45 I! 50 S -7 44 50': Same material -50 I NOTFG• Total depth = 51'.6" Ih- 55 I Ground water encountered at 7' Backfilled with native and bentonite chips upto 20' -55i I tEt( 60 I SAMPLE TYPES: TYPE OF TESTS: I S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS R RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX T TUBE SAMPLE CR CORROSION HD HYDROMETER & SIEVE SOSA(11177) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG R -2 Date 11 -4 -96 Sheet 1 of 2 r Project TW Homes /Banning Lowland Project No. 1970011 -01 Drilling Co. 2R DRILLING Type of Rig CME -55 Hole Diameter 8" Drive Weight 140lbs Drop 30" Elevation Top of Hole 5' Location See Plate 1 f I x:. [i trn 50SA /11177) LEIGHTON & ASSOCIATES y �° y- i GEOTECHNICAL DESCRIPTION y I d 00 ~ Q y e� w Q m and 2= o y� Logged By DXS o U Sampled By DXS ~ 0 i ! !Bag SAND, loose, brown, moist, fine to coarse grained sand with #111 some gravel R -1 6 SP 2': Same material 0 i 5 R -2 9 CL 5': Top 1', silty clay, soft, 9 re Y. very moist, high P lasticit Y% followed by SILTY SAND, loose, grey, saturated '! 6': Ground water encountered .5 I I 10 S -1 11 SM 10': Same material SA �i `I i -10 15 S -2 jj 20 A`JI � SM 15': medium dense, grey, saturated, fine grained sand I I I i -15 I I 20 S -3 11 12 20': Some mica, rounded gravel I LJ -20 I I 25 S -4 21 t 25': Same material, shell, and pea gravel J � 25j I 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS, R RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX T TUBE SAMPLE CR CORROSION HD HYDROMETER & SIEVE 50SA /11177) LEIGHTON & ASSOCIATES F� . n C r E F: c- Date 11 -4 -96 Sheet 2 of 2 Project TW Homes/Banning Lowland Project No. 1970011 -01 Drilling Co. 2R DRILLING Type of Rig CME -55 Hole Diameter 8" Drive Weight 140 Ibs Drop 30" Elevation Top of Hole 5' Location See Plate 1 505A(IIIM LEIGH TON ON & ASSOCIATES I I H I v z •C GEOTECHNICAL DESCRIPTION d N 0 M- YY {pN F.. q LL u- �mY o o wY U o w Q M °HQ- � a of i Logged By DXS 0. Q Sampled By DXS 30 S -5 25 SP -SM 30': SAND, medium dense, grey, saturated, fine to coarse SA grained sand, trace gravel, some shell, black specks -30 I I 35 S -6 51 35': Same material, very dense, a lot of shell, mica, pea gravel, coarser sand I -35 I I k LI 40 S -7 28 1 40': finer sand, medium dense F -40 45 S.8 36 45': Same material, dense � r I I IL I r -45 i r_ 50— S,8 27 50': Same material L j i I. NOTES, -50 5� Total depth = 51'6" IL Ground water encountered at 6' j Backfilled with native and bentonite chips upto 20' iF -55 60 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS R RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX T TUBE SAMPLE CR CORROSION HD HYDROMETER & SIEVE 505A(IIIM LEIGH TON ON & ASSOCIATES L. I r E' I e E- Date 11 -4 -96 Sheet 1 Project TW Homes/Banning Lowland Project No. Drilling Co. 2R DRILLING Type of Rig Hole Diameter 8" Drive Weight 140 Ibs Elevation Top of Hole 5' Location See Plate 1 of 2 1970011-01 CME -55 Drop 30" g I ° z I •„ DESCRIPTION d 'ern yo Y� men m F vti ALL 10 .y F=- °� c o.°. VUj I w Q N ma O a Logged By DXS Sampled By DXS F 0 _ GRAVELLY SAND, loose, brown, moist, fine to coarse Bag #1 grained sand with some clay ! I R -1 47 SC 2': CLAYEY SAND, medium dense, dark grey, moist, fine to 0 coarse grained, some oil smell i L R -2 6 79.4 40.2 CL 5': SILTY CLAY, soft, grey, very moist, high plasticity; 4,L,CN 6': Ground water encountered I ✓'4 i � i J a I 10 X�' S -1 5 SC 10': CLAYEY SAND, loose, grey, very moist, fine to coarse a grained sand -10 15 S-2 17 ML 15': SILT with sand, very stiff, grey, saturated, fine grained SA li ; Ij I Ij sand _ 15 20-1 S -3 24 SP -SM 20': SAND, medium dense, re saturated, mica, shell, grey, iil rounded gravel -20 I 25 I ' S-4 29 25': Same material I i 25 Ili !iI 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS R RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX f T TUBE SAMPLE CR CORROSION HD HYDROMETER & SIEVE 50SA(11177) LEIGHTON fir. ASSOCIATES e °1 U F t ^.. L. U1 �i L • :•' Date 11 -4.96 Sheet 2 of Project TW Homes/Banning Lowland Project No. _ Drilling Co. 2R DRILLING Type of Rig _ Hole Diameter 8" Drive Weight 140 Ibs Elevation Top of Hole 5' Location See Plate 1 2 1970011-01 CME -55 Drop 30" o D v z I :' hW GEOTECHNICAL DESCRIPTION v s Do ^ y 0 3 N U �c m 5 W N � ~� W N y ,.. w ® Q mQ-- gU Logged By DXS ? T Sampled By DXS I- 30 S -5 83 SP -SM 30': SAND, very dense, dark grey, saturated, coarse grained SA sand, rounded and angular gravel pieces, some shell, black Lspecks, and pea gravel -30 35 I S -6 69 35': Same material, a lot of rounded and angular gravel �I J L � L 35� Ill 'II 40— I S -7 55. 40': GRAVELLY SAND, very dense, grey, saturated, coarse i I sand, rounded and angular gravel pieces, pea gravel -40 I f 40, ` S -8 5/11.5 SP -SM 45': Same material gq ill 45 50 i S -9 4/11.5 50': Same material -50 N/ TFR. �5 Total depth = 51'6" Ground water encountered at 6' Backfilled with native and bentonite chips upto 20' 55� 60 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS R RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX T TUBE SAMPLE CR CORROSION HD HYDROMETER & SIEVE 505A(11177) il - 5' [ A. —.. - GEOTECHNICAL BORING LOG B -4 Date 11 -4 -96 Sheet 1 - Project TW Homes /Banning Lowland Project No. r/ Drilling Co. 2R DRILLING Type of Rig Hole Diameter 8" Drive Weight 140lbs Elevation Top of Hole 5' Location See Plate 1 l.Y• I t_ C: I E t,l» �i 4G' 1. of 2 1970011 -01 CME -55 Drop 30" 505A(11177) GEOTECHNICAL DESCRIPTION M N me o.o 3 3LL W 0 y C C1 �lL �lL �J •� 3 a ~ O L L] C a U O Lu Q 3 ma 0 2U Logged By DXS fl Sampled By DXS 0 SILTY CLAY, stiff, grey, moist, high plasticity � Bag #1 R -1 5 73.3 46.7 CL I 2': SILTY CLAY, medium stiff, grey, very moist, high CN plasticity, bottom rings consist of SILTY SAND, loose, bluish, very moist, fine grained 0 5 R -2 12 Sp 5': SAND with some silt, loose, brownish grey, very moist 7': Ground water encountered 10 S -1 10 SP -SMi 10': SAND with silt, loose, grey, saturated, fine grained SA l ' I II I I I i 10 is— S -2 1 21 15': Same material � III I -15 20 S -3. 25 Sp -SM( 20': medium dense, mica, shell, rounded gravel I� -20 2g ° ( S -4 41 25': Same material, dense, a lot of shell, pea gravel -251 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS R RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION EI EXPANSION INDEX T TUBE SAMPLE CR CORROSION HD HYDROMETER & SIEVE 505A(11177) GEOTECHNICAL BORING LOG B -4 Date 11 -4 -96 Sheet 2 of 2 r Project TW Homes /Banning Lowland Project No. 1970011 -01 Drilling Co. 2R DRILLING Type of Rig CME -55 Hole Diameter B" Drive Weight 140 Ibs Drop 30" Elevation Top of Hole 5' Location See Plate 1 r I C I- * I f• t:: 505A(11177) LEIGHTON & ASSOCIATES I I I z I y GEOTECHNICAL DESCRIPTION a 00 3i 0 m0 0 tjU ® ~ ma U.1 Q M o N� Logged By DXS to U A Sampled By DXS 30 S -5 44 SP -SMI 30': SAND, dense, grey, saturated, fine to coarse grained SA sand 120 to 30 % silt) -30 35 I III S -6 43 35': Same material � I' III I 35 40 — S -7 16 1 40': Same material, medium dense, mica, rounded and angular gravel pieces, pea gravel III I -0O I � I I 45 S•8 31 SM 45': SILTY SAND, medium dense to dense, grey, saturated, SA i i mica, pea gravel 1 45 a0 S -9, 51 50': SAND with gravel, very dense, saturated, angular and - _ I rounded gravel pieces, pea gravel -50 NO TE3, Total depth = 51'6" Ground water encountered at 7' Backfilled with native and bentonite chips upto 20' ool i 60 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS R RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX T TUBE SAMPLE CR CORROSION HD HYDROMETER & SIEVE 505A(11177) LEIGHTON & ASSOCIATES r GEOTECHNICAL BORING LOG R -5 Date 11 -4 -96 Sheet 1 of 2 Project TW Homes /Banning Lowland Project No. 1970011.01 /^ Drilling Co. 2R DRILLING Type of Rig CME -55 Hole Diameter 8" Drive Weight 140 Ibs Drop 30" Elevation Top of Hole 10' Location See Plate 1 o y >v wLL itN �m ®� mJ° ,« a z yo Q) 3a G� t-� °oa Da o v� =0 �v ��; UV N� GEOTECHNICAL DESCRIPTION Logged By DXS Sampled By DXS o r F 10 0 SAND, loose, brown, slightly moist, fine to coarse grained ;Bag x1 sand. R -1 16 SP 2': Same material I i J $ 5 R -2 23 SM 5': SILTY SAND, medium dense, brownish grey, moist, fine I to coarse grained sand. II I L I ISA u=-10 S -1 10 SM 10': Ground water encountered 10': SILTY SAND to SANDY SILT, loose, grey, saturated, fine grained rI ij i L li L -5 15 S -2 13 15': Same material, medium dense, 30% silt -10 20 S -3 26 20': Same material 21': SANDY CLAY, very stiff, yellowish, brown, moist, low to medium plasticity i -15 25— S -4 26 CL 25': Same material SA i Z I -20J 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR $A SIEVE ANALYSIS R RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX T TUBE SAMPLE OR CORROSION HD HYDROMETER & SIEVE 30SA(11177) LEIGHTON & ASSOCIATES I F ( r 5:. Date 11-4-96 Sheet 2 of 2 Project Drilling Co. TW Homes/Banning Lowland 2R DRILLING Project No. 1970011-01 Type of Rig CME-55 q GEOTECHNICAL DESCRIPTION Hole Diameter g" Drive Weight 140 lbs Drop 30" Elevation Top of Hole 10, Location See Plate 1 I F ( r 5:. 505A(11177) LEIGHTON & ASSOCIATES q GEOTECHNICAL DESCRIPTION 0 a, Z. �, r M -(3 >U- 1 J .2 0 Q 0 !Logged uJ 0 0=) By DXS in ':Sampled By DXS -20- 30 X S•5 19 CL 30*: SANDY CLAY, very stiff, yellowish brown, moist -25 35 S-6 17 35': Same material -30 40 8-3 63 1 40': hard, brownish grey, very moist, fine grained sand, medium plasticity -35 45-11'., S•7 n 29 CL I 45% CLAY with sand I SA 40 50 S•8 46 50': Same material 45 55— NQTrS- Total depth = 51'6" I F L Ground water encountered at 10' – Backfilled with native and bentonite chips upto 20' -50, 60 SAMPLE TYPES: TYPE OF TESTS; S SPLIT SPOON DS DIRECTSHEAR SA SIEVEANALYSIS R RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX T TUBE SAMPLE CR CORROSION HD HYDROMETER & SIEVE 505A(11177) LEIGHTON & ASSOCIATES k E.' t L U f' Date 11 -4 -96 Sheet 1 of 2 Project TW Homes /Banning Lowland Project No. 1970011 -01 Drilling Co. 2R DRILLING Type of Rig CME -56 Hole Diameter 8" Drive Weight 140 Ibs Drop 30" Elevation Top of Hole 9' Location See Plate 1 o I I I ' I GEOTECHNICAL DESCRIPTION v 2 m v U>LL w U o ED 0 Q ~� mri �V N� Logged By DXS Q T Sampled By DXS I— 0 CLAYEY SAND, loose, brown, moist, fine to coarse grained Bag #1 9 sand R -1 5 CL 2': SILTY CLAY, medium stiff, brownish grey, moist, high L /r/ plasticity, white caliche 5 � I 5 ^� R -2 5 76.6 42.5 S': Same material CN 7': Ground water encountered 0 � S -1 2 CL 10': CLAY with sand, very soft, grey, saturated, fine grained SA sand, sea shell, medium to high plasticity I -5 1s I S -2 10 SP -SMI 15': SILTY SAND, loose, grey, saturated, a lot of sea shell, 1 fine grained sand I -10 20— 5.3 15 20': medium dense, mica, shell, pea gravel and rounded I gravel pieces i -15 I 25 S -4 29 25': Same material -20 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS _ R RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX T TUBE SAMPLE CR CORROSION HD HYDROMETER & SIEVE 505A(111M LEIGH TON ON & ASSOCIATES F GEOTECHNICAL BORING LOG R -6 Date 11 -4 -96 Sheet 2 of 2 r� Project TW Homes /Banning Lowland Project No. 1970011 -01 Drilling Co. 2R DRILLING Type of Rig CME -55 Hole Diameter 8" Drive Weight 140 Ibs Drop 30" Elevation Top of Hole 9' Location See Plate 1 c< f:. I I O� w �« w CU. U ._ O 9 a Z N ~ M 00 °pa. Y N i 7 i 7a: o GEOTECHNICAL DESCRIPTION mun I a� Logged By DXS Sampled By DXS i — 0 h o ' S 30 DS DIRECT SHEAR S -5 24 RING SAMPLE MD' SP 30': SAND with silt, medium dense, grey, saturated, coarse SA B BULK SAMPLE CN CONSOLIDATION T TUBE SAMPLE CR grained sand, pea gravel, a lot of sea shell I 505A(11177) -25a LEIGHTON & ASSOCIATES I 35 9 -6 14 I 35': Same material -30 40 — = S -7 69 40': SAND with some gravel, very dense, saturated, coarse -- sand, mica, rounded and angular gravel pieces, pea gravel L _35 — 45— _ S -B 49 I 45': Same material with a clay tense of 6 inch thick 40 I 50 = _ S -9 74 j 50': Same material I i NOTES- Total depth 51'6" 55— Ground water encountered at 7' Backfilled with native and bentonite chips upto 20' i i r I i I 60 SA SIEVEANALYSIS AL ATTERBERG LIMITS El EXPANSION INDEX SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR _ R RING SAMPLE MD' MAXIMUM DENSITY T B BULK SAMPLE CN CONSOLIDATION T TUBE SAMPLE CR CORROSION 505A(11177) LEIGHTON & ASSOCIATES SA SIEVEANALYSIS AL ATTERBERG LIMITS El EXPANSION INDEX I E F 1 E C E I Im R E". f +i GEOTECWNICAL BORING LOG R -1 -9i Date 10 -28 -97 Sheet 1 of 2 Project NEWPORT BANNING RANCH Project No. 970011 -001 Drilling Co. 2R DRILLING Type of Rig HOLLOW STEM Hole Diameter 8" Drive Weight 140 LB Drop 30" Elevation Top of Hole 5' Location SEE PLATE 1 o r z HO y �° V^UI 505,1(11177) LEIGHTON & ASSOCIATES °ai DESCRIPTION IOIN 0 �.. *' -C 9 L I dU 7 w m F- Ay �tL Nd Ou- ta00 J !" .00 OG ~ Ou' O O. HW r UV �O LU Q 0 ma ® fir0 n? Logged By ATG /LRC T Sampled By LRC F 0 i ' SM E[LL: Light Brown SILTY SAND, moist, medium dense. ALLIMJM• LNJ II R -1 1 5 1 79.4 38.6 SM SILTY SAND: Dark brown, moist, loose. - CLAY: Dark gray, wet -_ - - Bag 1 R -2 9 87.1 19.7 SM - - _.. _. _... CN SM SILTY SAND: dark gray to ; very wet, loose. _ 7 .5' MD,SA Encountered groundwater while drilling at 8.5' Standing water at 5.5' after 15 min. -5 Standing water at 4.9' after 25 min. 10 I FINE SILTY SAND: dark gray; very wet, loose. I I i Bag Sample Nl (3.5 to 10') R -3 9 j 91.7 30.7 SM SILTY FINE SAND: Medium gtoy (N-4); with scattered white /off -white shell fragments (one 1/4" clam), loose. -10 i 15 I S -1 17 SM SAND: Medium to dark gray (N-4) slightly silty fine to medium; SA medium dense, medium graded with some mica and minor scattered shell fragments; wet - free water. 15 20� R-4 57 96.8 27.0 SP Sand becomes poorly graded. _20 I`:?: S -2 33 SP BEDROCK(?) SAND and gravel with silty interbeds. I SAND: Very coarse, and pebble gravel; medium gray (N-4), L locally dark gray (N-5); moderately well graded; pebble to �5- 11' dia; surrounding wet -free water; dense. i 30 SAMPLE TYPES: TYPE OF TESTS; S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS R RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS '., B BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX T TUBE SAMPLE CR CORROSION RV R -VALUE 505,1(11177) LEIGHTON & ASSOCIATES °ai Fr GEOTECHNICAL BORING LOG B -1 -97 Date 10-28-97 Sheet 2 of ' 2 F(- Project NEWPORT BANNING RANCH Project No. 970011-001 00 o LL Drilling Co. 2R DRILLING Type of Rig HOLLOW STEM Hole Diameter 81, Drive Weight 140 LB Drop 30" Elevation Top of Hole 51 Location SEE PLATE 1 BY F. 11 P1 11 RA fra 1-1 C 505A(11177) LEIGHTON & ASSOCIATES P" DESCRIPTION 0 0 00 o LL 0 'r - a UV w F n or Logged By ATG/LRC U Sampled By LRC 30 R-5 34 93.8 32.9 NIL CLAYEY SILT: Grayish olive, stiff to very stiff, (104 412); micaceous, scattered dark gray organics, very moist/wet. -30 Note: The above clayey silt is probably an interbed with the coarse 35 sand and gravel. S-3 19 ML CLAYEY SILT: Grayish olive (104 4/2) micaceous; scattered organics; very stiff, very moist/wet. -35 40— R6 38 SM SAND: Silty fine with gravel; medium gray, scattered pebbles 98.0 24.4 surrounding up to 1/4" dia., wet - free water, medium dense. 40- 45— S-4 88/11* SP SAND: Very coarse; medium to dark gray; moderat-- ---Y -' ly v�ll graded; wet free water; very dense. 45 R-7 7719" Sp SAND: Very coarse with some gravel, medium gray, very dense ISA -50 S-5 83/11' SP SAND: Very coarse, and GRAVEL; medium gray; medium 55 S-6 50/6" traded, very dense. As above, shell fragments. SP no TOTAL DEPTH = 56'. BACKFILLED WITH BENTONITIC PELLETS. STARTED DRILLING 8:37AM; COMPLETED 10: IOAM. GROUNDWATER DEPTH = 4.9' -55 60— SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS R RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX T TUBE SAMPLE CR CORROSION RV R-VALUE 505A(11177) LEIGHTON & ASSOCIATES P" d E I 0 N GEOTECHNICAL BORING LOG B -2 -97 Date 10 -28 -97 r Sheet 1 of 2 . F Project NEWPORT BANNING RANCH Project No. 970011 -001 yN Drilling Co. 211 DRILLING Type of Rig HOLLOW STEM Hole Diameter 8" Drive Weight 140 LB Drop 30" Elevation Top of Hole 7' Location SEE PLATE 1 d E I 0 N 505A(11177) LEIGHTON & ASSOCIATES u° DESCRIPTION o r z y0 yN ~� EU a a'o i 20 Loged B T I Sampled By LRC F- 0 5 R -1 22 101.8 10.1 SM SAND: Medium, silty; moderate yellowish -brown with oil stains; SA,CN moist, loose to medium dense. 5 0 I ATI.TTVTTJM — R -2 28 SM SAND: Medium silty, moderate yellowish brown. Standing water SA Bag 2 @ 7' 6" after 25 min. - 10 i! L -5 R -3 22 99.8 23.9 SP I SAND: Fine to medium grained; medium gray (N-4) with scattered CN - _ shells; poorly graded; wet - free water; loose to medium dense. I - -- S -1 12 Sp SAND: Fine to medium; medium gray; wet --free H2O; dense. I' -15 - -- 1 R4 37 99.8 23.9 Sp SAND; Fine to medium as above; medium dense. SA 1 — S -2 17 S' SAND: Fine, silty; medium gray (N-4); scattered shell fragments; L— we[ -free water; medium dense. 30 SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS R RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX T TUBE SAMPLE CR CORROSION RV R -VALUE 505A(11177) LEIGHTON & ASSOCIATES I Il I F I 6 L I 1 El Y GEOTECHNICAL BORING LOG B -2 -97 Date 10 -28 -97 Sheet 2 of 2 Project NEWPORT BANNING RANCH Project No. 970011 -001 Drilling Co. 2R DRILLING Type of Rig HOLLOW STEM Hole Diameter 8" Drive Weight 140 LB Drop 30" Elevation Top of Hole 7' Location SEE PLATE 1 : a TYPE OF TESTS: ° S SPLIT SPOON y �� y� DESCRIPTION d RING SAMPLE r MAXIMUM DENSITY a z ys BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX My ND" 'y OLL 0- .Y °a ~ E °W t]a y° ° L) ASSOCIATES o 10 Q m an d Logged By LRC c U Sampled By LRC 30 -25 R -5 53 98.3 25.8 SM SILTY SAND: Fine, moderate grey, moist to wet, medium dense. Shoe of sampler contains yellow -brown silt 35 BRDROCKf -) -30 S -3 26 ML SILT: Sandy, clayey; grayish olive (104 4/2); micaceous; moderate reddish brown iron oxide bands; very moist; very stiff_. 40 -35 R-6 29 97.8 25.9 ML SILT: Brown, sandy; clayey silty fine SAND; grayish olive; very moist, stiff. 45 -40 S-4 27 ML SILT: Clayey sandy; grayish olive; sample as above. 50 - 45 R -7 55 103.6 24.3 ML As above; very stiff. 55 R -8 83 ML As above; clayey sandy SILT to sandy SILT; hard. -50 TOTAL DEPTH = 56'5. BACKFILLED WITH BENTONITIC PELLETS. ' STARTED DRILLING 10:52AM; COMPLETED 12:25PM. GROUNDWATER DEPTH = 7.5'. �n SAMPLE TYPES; TYPE OF TESTS: S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS R RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX T TUBE SAMPLE CR CORROSION RV R -VALUE 505A(11177) LEIGHTON & ASSOCIATES i L 0, E b a I N A 4 1 GEOTECHNICAL BORING LOG R -3 -97 Date 10 -28 -97 Sheet 1 of 2 Project NEWPORT BANNING RANCH Project No. 970011 -001 Drilling Co. 2R DRILLING Type of Rig HOLLOW STEM Hole Diameter. 8" Drive Weight 140 LB Drop 30" Elevation Top of Hole 3' Location SEE PLATE 1 SAMPLE TYPES: S SPLIT SPOON R RING SAMPLE B BULK SAMPLE TYPE OF TESTS: DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOLIDATION CR CORROSION DESCRIPTION v _ o °w c7 Q ~� 07a Q no y� Logged By LRC r Sampled By LRC I- 0 - SAND: Fine to medium; yellow brown (FILL ?). 0Y- - AT.T.tiVIi1M @3' SAND: fine to medium; dark gray. - - Petroleum odor - slight sheen on water. 5 -5 Encountered groundwater white drilling at 8',- Standing water at 6.7' after 15 minutes. - _ Standing water at 3.5' after 30 minutes. SO;�- . Slight black oil on water and mud - - @4' to 25' below ground surface; soil probed without sampling. -10 15 -15 - 20 .` -20 25 'i" R -t 60 SM SAND: Fine, silty; medium gray (N -4); scattered white /off -white i shell fragments; wet - free water; medium dense. -25 _. _. SAND; coarse; with some gravel; medium gray SAMPLE TYPES: S SPLIT SPOON R RING SAMPLE B BULK SAMPLE TYPE OF TESTS: DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOLIDATION CR CORROSION 505A(11177) LEIGHTON & ASSOCIATES SA SIEVE ANALYSIS AL ATTERBERG LIMITS El EXPANSION INDEX RV R -VALUE F F a I M 9 M 1. L GEOTECNNICAL BORING LOG R -3 -97 Date 10 -28 -97 Sheet 2 of 2 Project NEWPORT BANNING RANCH Project No. 970011 -001 Drilling Co. 2R DRILLING' Type of Rig HOLLOW STEM Hole Diameter 8" Drive Weight 140 LB Drop 30" Elevation Top of Hole 3' Location SEE PLATE 1 o � H� DESCRIPTION N d CLO Ho 1 >y Qu. 'W mo pa v UV o w Q w ma Z' 20 N? Logged By LRC 0 0. N ® v Sampled By LRC 30 S -1 24 SP @30' SAND: Coarsb, with gravel, medium gray, wet - free water _ (BEDROCK ?) - SAND: Coarse; and gravel, as above. -30 35 - _ R -2 50/6' 121.5 12.8 SP SAND: As previous, very dense Sp -35 ' 40 - S -2 81 SP SAND: Coarse; with gravel; very dense. -40 45— R -3 5016" @45' No recovery. -45 50 - S -3 85 SP SAND: Very coarse; and gravel; medium gray; wet -free water; - very dense. -50 55 - S-4 5015" SP SAND: Very coarse; and gravel; as above; very dense. TOTAL DEPTH = 56.5'. BACKFILLED WITH BENTONITIC PELLETS. GROUNDWATER DEPTH = 3.5'. •55 60 SAMPLE TYPES: TYPE OF TESTS: 5 SPLIT SPOON R RING SAMPLE B BULK SAMPLE r nme ennnoie DS DIRECT SHEAR SA SIEVE ANALYSIS MD MAXIMUM DENSITY AL ATTERBERG LIMITS CN CONSOLIDATION El EXPANSION INDEX CR CORROSION RV R -VALUE 505A(11177) LEIGHTON & ASSOCIATES E I E f� P I ER;4 d F t 4`` GEOTECHNICAL BORING LOG R -4-97 Date 10 -28 -97 Sheet 1 of 1 Project NEWPORT BANNING RANCH Project No. 970011 -001 Drilling Co. 2R DRILLING Type of Rig HOLLOW STEM Hole Diameter 8" Drive Weight 140 LB Drop 30" Elevation Top of Hole 23' Location SEE PLATE 50SA(11177) LEIGHTON & ASSOCIATES N = v z H- DESCRIPTION v s d U H" oLL w �� >°1 me' �� m� an. ~� mn ®o. ya=i UU o wLL c7 a ® �U N� Logged By LRC T Sampled By LRC I- 0 OOLLUVIUM. SAND: Clayey; moderately reddish brown (IOR 4/6); moist; 20 SC medium dense. R -1 25 116.7 8.7 SC Medium dense. MD Bag I 15 I 10— R -2 28 113.7 9.3 SM SAND: Silty; moderately brown (SYR 4/4); moist; medium dense. CN 10 15 R -3 52 117.3 8.0 SM 015 to 16.5' SAND; silty; moderately yellowish brown (1OYR �/4) (Colluvium - transition - bedrock) TOTAL DEPTH = 16.5'. NO GROUNDWATER (NO WATER ADDED FOR DRILLING). BACKFILLED WITH NATIVE MATERIAL. NO FILL ENCOUNTERED. 20 I 0 J� J 25 I -5 30 SAMPLE TYPES: TYPE OF TESTS; S SPLIT SPOON DS DIRECT SHEAR SA SIEVE ANALYSIS R RING SAMPLE MD MAXIMUM DENSITY AL ATTERBERG LIMITS B BULK SAMPLE CN CONSOLIDATION El � EXPANSION INDEX T TUBE SAMPLE CR CORROSION RV. R -VALUE 50SA(11177) LEIGHTON & ASSOCIATES I.,. r C� i r; Fr 1. L SOIL BEHAVIOR TYPE FRICTION RATIO TIP RESISTANCE (QC) INCREASING GRAIN SIZE —�°- (FS/QC) (PERCENT) TONS /SO FT CROPHIC 8 4 O 0 300 600 HATES. CLAY SILT 59M GRAVEL o 0 s 10 Is 20 w z 30 S d 0 3S 40 4S 50 56 60 s f0 Is 20 w 0 m v x 30 Z m m 35 40 45 1&im� B12� 60 TIP RESISTPNZ:E NOT CORRECTED FOR ENO RRER EFFECT ASSLHED TOTAL LWIT WT = 120 PCF ASS M DEPTH OF WATER TABLE = 5.0 FT 601E BENAVIOR TYPE INTERPRETPTIONS BAGE0 O . IXJ10FIW6 FM CEOTECHJICPL OE61GN USING TLS CPT PNO CPTU. SOIL ll%Y ICS SERIES =120. UNIVERSITY IF BRITISH Ut-WSIP. SEPTEMBER LOSS. BY-P.K. ROBF.RTS. PhD R.Q. 0*FMELLA. CONE PENETRRTION TEST SOUNDING NUMBER: CPT -01 PROJECT NAME L&A \TYLR- WOODROW CONE /RIG : 469 \ul H PROJECT NUMBER 970011 -001 DATE /TIME: 11 -04 -96 12:49 I �� ��-• SLEEVE FRICTION (FS) TIP RESISTANCE 10C) FRICTION RRTIO (FS /OC) TONS /SO FT TONS /SO FT PERCENT 8 4 0 0 ISO 300 4S0 600 0 4 S 0 O 5 5 10 10 IS I5, 20 20 25 25 � LLJ L m _ 30 30 Z = CL w 0 T m m 35 35 40 40 45 45 50 SO SS-1 55 60 60 TIP RESISTANCE NOT CORRECTED FOR END AREA EFFECT CONE PENETRRTION TEST SOUNDING NUMBER: CPT -01 PROJECT NAME : L$A\TYLR- WOOOROW CONE /RIG : 469 \:l PROJECT NUMBER : 970011 -001 DATE /TIME: 11 -04 -96 12:49 F .�.�:� -� p t: SOIL BEHRV[OR TYPE FRICTION RATIO TIP RESISTRNCE (OC) INCREASING GRAIN SIZE -+'-- (FS /OC) (PERCENT) TONS /SO FT ORGANIC 8 4 O 0 300 600 KATLS. CLAY SILT iFO GRAVEL 0 -1 TT 1 zz,� 1 1 X11- I I 1 0 5 IO IS 20 2S w w w z 30 x w 0 35 40 45 SC SE 6C 5 10 15 20 25 0 v -a x 30 Z m m 35 40 45 50 65 60 TIP RESISTANCE NOT CORRECTED FOR ENO AREA EFFECT AGS EO TOTAL UNIT HT _ 120 PCF PG9UEO CEPTH OF HATER TABLE = S.0 FT SOIL 8E VIOR TYPE .i NTERPRETRTICNS BR8E0 W� GJICELINES FOR CEOT EC HJI C'A OESI CN LG [NO THE CPT IYD CPTU. SOIL MCRNICS SERIES .120. UNIVERSITY OF BRITISH 07LUIBIR. SEPTEMBER 1989. BY P.K. R08E77TSOV RtA R.O. CtYPRf kl.LR. CONE PENETRATION TEST SOUNDING NUMBER: CPT -02 PROJECT NPIME L &A \TYLR- WOOOROW CONE /RIG : 469 \ul F PROJECT NUMBER 970011 -001 ORTE /TIME: 11 -04 -96 08,42 p c t I < <r L SLEEVE FRICTION (FS) TIP RESISTANCE (OC) FRICTION RATIO (FS/QC) TONS /SO FT TONS /SO FT PERCENT 8 4 0 0 ISO 300 4SO 600 0 4 8 0 0 5 5 10 10 is 5 20 20 25 25 w m w 'o z 30 .14 30 z ti T CL m o -+ 3S 3S 40 40 45 45 SO 50 55 55 60 60 TIP RESl3TWNCE NOT CORRECTED FOR ENO AREA EFFECT CONE PENETRRTION TEST SOUNDING NUMBER: CPT -02 PROJECT NAME : L4A \TYLR- WOOOROW CONE /RIG : 469 \nl PROJECT NUMBER : 970011 -001 ORTE /TIME: 11 -04 -96 08:42 A r 70 ql.• CE :K LL O 50 LL Lu ry 40 Ld Ld Ld 30 20 '- 10° PORE PRESSURE DISSIPATION CURVES I 11 11111 9 q A 9 6709 10• DEPTH- (D 17.6 FT o1 0 lu- lu TIME (SEC) 10 TIP-SENSING PIEZOMETRIC CPT SOUNDING NUMBER; CPT-02 PROJECT NAME i L4A\TYLR-WOOOROW CONE/RIG i 469\nl H F PROJECT NUMBER 970011-001 DATE/TIME, 11-04-96 08t42 Fri_�i.2 Chhi i A 190 120 110 CE CE 100 0 I- tij 90 Lu LL Bo co co 70 w CD 60 CD fl- so 110 IOU PORE PRESSURE OISSIPRTION CURVES O C) 2. 7 1 3 — 4 6 6 8 9( 3 4 6 6 4 b OEPTH, 0 36.4 Fl I u TINE ( SEC 9 I u I TIP-SENSING PIEZOMETRIC CPT SOUNDING NUMBER; CPT-02 PROJECT NAME L4A\TYLR-W00DROW CONE/RIO i 469\nl PROJECT NUMBER 970011-001 DATE /TIME i 11-04-96 OBi42 i l.rr t.: E'er 1: SOIL BEHAVIOR TYPE FRICTION RATIO TIP RESISTANCE (CC) INCRERSIN3 GRAIN SIZE —� (FS /OC) (PERCENT) TONS /SO FT O70ANIC CLAY SILT SAPD GRAV 8 4 0 0 300 600 MAILS. J 5 IO 15 20 25 w w LL 1 30 X a. w 0 3E 4( 4: 51 5 6 .I I,F TIP RESISTfYNC�E NOT CORRECTED FOR END RRER EFFECT ASSLHSD TOTPL. LIMIT WT = 120 PCF ASSLMED 03TH OF WATER TASLE = 6.0 FT 6G[l BEHRV IOR TYPE IMERPRETPTIO4 GAGE 0 OIJ: IXJI DELIIE6 FOR GEGT ECHJICfi DESIGN USING THE CPT R CPTU, 5011 1£OiNICS SERIES 120 UNIVERSITY CP BRITISH C0.U18IR SEPTEMBER 1999 BY P K ROSERTSCN RN] R.O. OYtXAk11 CONE PENETRRTION TEST SOUNDING NUMBER: CPT -03 PROJECT NAME L &A \TYLR- WOODROW CONE /RIG : 469 \u1 PROJECT NUMBER 1 970011 -001 DATE /TIME: 11 -04 -86 12:00 0 IS 10 IS zo 25 ' m m v x 30 Z m m 3S 40 45 80 SS 6o Cal 1 1\ �3 u. . �z li. SLEEVE FRICTION TONS /SO (FS) FT TIP RESISTANCE TONS /SO (OC) FT FRICTION RATIO PERCENT (FS/GC) S 4 0 0 LSO 300 450 600 0 4 8 0 0 5 5 10 10 15 IS 20 20 25 25 w 30 w rq 30 Z m 35 35 40 40 45 45 50 SO 55 SS F7- 60 60 TIP RESISTPNCE NOT CORRECTED FOR ENO AREA EFFECT CONE PENETRRTION TEST SOUNDING NUMBER: CPT -03 PROJECT NAME L &A \TYLR- WOOOROW CONE /RIG : 469 \ul PROJECT NUMBER : 970011 -001 DRTE /TIME: I1 -04 -96 12:00 H i.� F. �1 L_ 1. C 5 to is 20 25 w LL 30 w a 3S 40 45 SO 55 60 SOIL BEHAVIOR TYPE FRICTION RATIO TIP RESISTANCE (OC-) INCREASING GRAIN SIZE —r (FS/QC) (PERCENT) TONS /SO FT O"Z;ANIC 8 4 0 0 300 Goo MATLS. CLAY SILT SANE) GRAVEL I I IMF I I 1 1 0 5 10 Is 20 25 °m v x 30 Z m m 35 40 45 50 55 60 TIP RESISTANCE NOT CORRECTED FOR END AREA EFFECT P6SLHED TOTAL LIMIT WT = 120 PCF PSSLHED DEPTH OF WATER TABLE = E.0 FT 60fL BEI VIOR TYPE INTERPRETATICIZ BAEEO CND CUICII IfG FOR CEOTECNICLL CESICN USING THE CPT PQ CPTU. BOIL MADI ICS SERIES 0120. UJIVERSITY CF BRITISH COLLHOIA. SEPTENKR 1909. BY P.K. ROEERTSOM AND R.O. CPtFREt LA. CONE PENETRATION TEST SOUNDING NUMBER: CPT-04. H PROJECT NAME L &A \TYLR- WOOOROW CONE /RIG : 469 \nl c PROJECT NUMBER : 970011 -001 OPTE /TIME: 11 -04 -96 II :t9 pf t. r. SLEEVE FRIqT[ON (FS) TIP RESISTANCE IOC) FRICTION RATIO IFS/QC) TONS/SO FT TONS/SO FT PERCENT A n n icn qnn 4SO 600 0 4 8 0 6 10 is 20 25 ti T� 30 as 4C 4c Sc v 6( TIP RESISTStICE NOT CORRECTED FOR ENO PREP EFFECT r. 5 10 Is 20 25 rq 30 rn rn 3S 40. 45 so 65 60 CONE PENETRRTION TEST SOUNDING NUMBER CPT-04 PROJECT NRME L4A\TYLR-WOOOROW CONE/RIG : 469\=l H A PROJECT NUMBER 970011-001 DATE /TIME: 11 -04 -96 11:19 F F i c_( i ^T SOIL BEHAVIOR TYPE FRICTION RATIO TIP RESISTRNCE (OC) INCREASING ORACN SIZE —�- (FS/GC) (PERCENT) TONS /SO FT OROANIC 8 4 O 0 300 600 MATLS• CLAY SILT SAND GRAVEL 0 -i , I f`_ I 1 1 1 I I 0 5 LO IS 20 2S w LL z 30 ti w a 3S 40 45 SO SS 60 TIP RESISTFlCE NOT CORRECTED FOR ENO RRER EFFECT ASSS_HEO TOTAL 11417 NT = 120 PCF RSSLHED CSPTH OF WATER TABLE = S.0 FT 60IL BF3KiY IOR TYPE INTERPRETATJO BR6E0 d , OJICELINc6 FOR t£OTECNJICA CESICN LS" TFC CPT L CPTU. 5011 IEQ+'i9[CS SERIES 120 UNIVERSITY OF BRITIS COLUIBIR SEPTEKBER L999 BY P.K R03ERTSCN AW R.O. MVI*-1I CONE PENETRRTION TEST SOUNDING NUMBER: CPT -05 PROJECT NAME L4R \TYLR- WOOOROW CONE /RIG : 469 \nl PROJECT NUMBER .: 970011 -001 ORTE /TIME: 11 -04 -96 14:38 5 10 15 20 25 m m 2 30 z m m 35 40 45 50 55 60 n k }�fI/ I'1\ t� SLEEVE FRICTION (FS) TIP RESISTRNCE (OC) FRICTION RATIO (FS/QC) TONS /SO FT TONS /SO FT PERCENT 8 4 0 0 ISO 300 450 .600 0 4 8 0 p 5 S 10 [0 ]S IS 20 20 25 25 w LL ? 30 w m = 30 Z m m 3S 3S 40 40 45 45 SO 50 SS SS 60 60 TIP RESISTANCE NOT CORRECTED FOR ENO AREA EFFECT CONE PENETRRTION TEST SOUNDING NUMBER: CPT -05 PROJECT NAME : La.A \TYLR— WOOOROW CONE /RIG : 469 \ul PROJECT NUMBER 970011 -001 DATE /TIME: 11 -04 -96 14:98 F A .�.�.�..� 30 OWN a� LL 20 O LLJ Ld w co co 10 0 '- 10° PORE PRESSURE DISSIPATION CURVES I I I I I I 1 1 2 a 4 9 8 ? R 3 DEPM Q) 10.7 FT 1) � C) I I I I I I — 2 9 A G 9 7 B 10 ]0` TIME (SEC) 10, TIP—SENSING PIEZONETRIC CPT SOUNDING NUMBER CPT-05 PROJECT NAME bdA\TYLR-WOOOROW CONE/RIG i 469\tt I H PROJECT NUMBER 1 970011-001 DATE/TINEi 11-04-96 14 68 &-a *00LA-1 F D 120 110 Ld cr a: :K LL 90 0 I- Ld w 80 LL 70 :D cf) U) a 6 0� so 0 a_ 40 30 IOU "IM PORE PRESSURE DISSIPRTION CURVES I I I I I I _u 2 3 4 S 6 7 0 9 DEPTH- 0 91.6 FT 10' m m ILI TIME (SEC) 1�mm 10' TIP-SENSING PIEZOME.TRIC CPT SOUNDING NUMBER; CPT-05 PROJECT NAME L&A\TYLR-I.IOODROW CONE/RID i 469\ul PROJECT NUMBER 970011-001 DATE/TIME, 11-04-96-14 138 F- I r r Lai. c t" SOIL BEHAVIOR TYPE FRICTION 967[0 TIP RESISTANCE (QC) INCREASING GRAIN SIZE — - (FS /QC) (PERCENT) TONS /SQ FT ORGANIC 8 4 0 0 300 600 MAILS. CLAY S[LT SANG GRAVEL S l0 l5 20 25 F- LL LL z 30 2 w 0 35 40 45 E'id E17 TIP RES[STPNrE NOT CORRECTED FOR ENO AREA EFFECT ASSL"ED TOTAL UNIT LIT = 120 PCF ASSLRED DEPTH OF WATER TABLE = 9.0 FT BOIL BETi�VIOR TYPE INTEAPRETATIUNS BAEEO M, WNI IKG FOR CBOTECHNICAL CESICN WlI T1 CPT 4 CFTU. SOIL IE6YNICS SERIES IG UNIVERSITY OF BRITISH COLLMA. SEPTEMBER L889, BY P.K. ROBERTSON RIO R.Q. LYY� CONE PENETRRTION TEST SOUNDING NUMBER: CPT -06 PROJECT NAME : L &A \TYLR- WOOOROW CONE /RIG : 469 \=i PROJECT NUMBER 970011 -001 DATE /TIME: 11 -04 -96 10:32 S 10 ft-•s `{vim %6^ 0 m 2 30 Z m tip 40 45 50 55 LL$= SLEEVE FRICTION (FS) T(P RESISTANCE (OC) FRICTION RATIO (FS/QC) TONS /SO FT TONS /SO FT PERCENT 6 4 0 0 LSO 300 450 600 O 4 S O 0 5 5 IO 10 15 LS 20 20 2S 25 w Ld w m v -a 30 60 z = (L w T m � 35 3S 40 40 45 45 50 50 SS 55 60 60 TIP RESISTPt CE NOT CORRECTED FOR ENO AREA EFFECT . CONE PENETRRTION TEST SOUNDING NUMBER: CPT -06 PROJECT NAME L$A \TYLR- WOOOROW CONE /RIG : 469 \ssl PROJECT NUMBER 970011 -001 ORTE /TIME: I1 -04 -96 10:32 °_'. .�.� -� AC' r- i i; T(. E 1 �f S' p:. I 5 10 l5 20 25 w LL 30 Y CL W 35 4C 4E t -Y S! 61 SOIL BEHAVIOR TYPE FRICTION RATIO TIP RESISTANCE (OC) INCREASING GRAIN SIZE (FS/QC) (PERCENT) TONS /SO FT CROAN IC CLAY SILT SAW ORRV B 4 0 0 300 600 NAILS. a71 TIP RESISTAi CE NOT CORRECTED FOR ENO AREA EFFECT ASsLMEO TOTAL LIMIT NT = 120 PCF ASSLHEO DEPTH OF HATER TABLE = 5.0 FT '60IL B VIOR TYPE INTERPR6TRT10t6 856E cmlc L CeGICN LGt[ TV CPT Pt CPTU. SOIL WOaWICS SERIES 120 UNIVERSITY OF BRITISH COLLfiBIR SEPTEl1 BER LSB9 BY P K ROBERT" RN] R.C. LYYflRN - CONE PENETRRTION TEST SOUNDING NUMBER: CPT -07 PROJECT NAME L &A \TYLR- WOOOROW CONE /RIG : 469 \nI PROJECT NUMBER : 970011 -001 ORTE /TIME: 11 -06 -96 10:46 0 5 10 i&� 20 25 0 m x 30 Z m m 35 40 4S 50 SS 60 i IF/ C I C l SLEEVE FRICTION TONS /SO (FS) FT TIP RESISTANCE TONS /SO lOC) FT FRICTION RATIO PERCENT (FS /OC) 8 4 0 0 ISO 300 450 600 0 4 S D 0 5 S 0 IO IS L5 20 20 2S 25 w z 30 2 d w = 30 Z m m 35 35 40 40 4S 45 50 50 55 SS 60 60 TIP RESISTANCE NOT CORRECTED FOR END AREA EFFECT CONE PENETRRTION TEST SOUNDING NUMBER: CPT -07 PROJECT NAME : L4A \TYLR- WOODROW CONE /RIG : 469 \ssi PROJECT NUMBER 970011 -001 DRTE /TIME: 11 -06 -96 10:46 F p .,� L.. l� i.: �T L 6f .. 1� E�. SOIL BEHAVIOR TYPE FRICTION RATIO TIP RESISTANCE (CC) INCREASIN3 GRAIN SIZE —4 -- (FS/GC) (PERCENT) TONS /SO FT CRORNIC 6 CLAY SILT S9IS] GRAVEL 4 0 0 300 600 MAILS, 0 0 S = 5 IO 10 l5 IS 20 20 25 25 Tl 0 w w _ z 30 3o Z . x � � m a m w � 0 3S 35 40 40 45 45 50 50 55 55 60 60 TIP RESISTPYCE NOT CORRECTEO FOR ENO AREA EFFECT ASSLHEO TOTAL UNIT WT = 120 PCF PSSa1E0 CEPTH OF WATER TABLE = 6.0 FT BOIL B V1OR TYPE IWERPFETATIC Bt D C , WED .INE6 FM CEOTECINICAL M91C+4 UStW TIE CPT R CPTU. SOIL IEC N[CS SERIES .120• UNIVERSITY OF BRITISH COLU181R, SPTEISER 1989. By P.K. RC6ERTSCPR RNO R.O. CTYPP E LR. CONE PENETRRTION TEST SOUNDING NUMBER: CPT -08 u PROJECT NAME L&A \TYLR- WOOOROW CONE /RIG : 469 \ul C f PROJECT NUMBER : 970011 -001 DATE /TIME: 11 -09 -96 10:03 p 4. �te E i L. 11 SLEEVE FRICTION (FS) TIP RESISTANCE IOC) FRICTION RATIO (FS/QC) TONS /SO FT TONS /SO FT PERCENT 8 4 O 0 ISO 300 4SO 600 0 4 8 0 0 5 5 10 10 is l5 20 20 25 as uj w w 30 °m D � S 30 Z 2 w o -Ti m m � 35 3S 40 40 45 45 so 50 ss ss 60 60 TIP RESISTR\CE NOT CORRECTED FOR END AREA EFFECT , CONE PENETRRTION TEST SOUNDING NUMBER: CPT -08 PROJECT NAME L &A \TYLR- WOOOROW CONE /RIG : 469 \ssl PROJECT NUMBER : 970011 -001 DRTE /TIME: 11 -OS -96 10:03 u C A F I i. I YM> r- re :j. l.. SOIL BEHAVIOR TYPE FRICTION RATIO TIP RESISTANCE (OC) INCREASING CRAIN SIZE — (FS /QC) (PERCENT) TONS /SO FT CROANIC 8 4 0 0 300 SOO MAILS. CLAY SILT SAND GRAVEL 0 5 10 1s 20 25 w 30 W 35 40 45 SO s5 60 TIP RESISTRJCE NOT CORRECTED FOR ENO RRER EFFECT ASSLHED TOTAL. LWIT WT = 120 PCF ASSLHEO DEPTH OF WATER TABLE = 6.0 FT 601E BeI. KWIOft TYPE IMMPREiMCM BH Q CND Q I1 II�£6 FOR CEOTECWICI OE6[CN LSINO TF CPT M CPTU. 901E [ECtiiJ[C3 3ER IES v120. MIYERSITY OF BRITISH COLHBIR. 9PTEH8ER 1989 BY P.K. R08EATSON AM R Q CAMPP l CONE PENETRATION TEST SOUNDING NUMBER: CPT -09 PROJECT NAME : L &A \TYLR- WOOOROW CONE /RIG 1 495 \ul PROJECT NUMBER 970011 -001 DATE /TIME: 11 -04 -96 16:02 0 5 10 ■tip 20 25 mm x 30 Z m m —1 35 40 4S s0 SS 50 SLEEVE FRICTION (FS) TIP RESISTANCE (OC) FRICTION RATIO (FS/QC) TONS/SO FT TONS/SO FT PERCENT a 4 0 0 ISO 300 450 Goo 0 4 8 0 1 1 , 1 1 - , ' I 1 „�, - 1 . . 1 . . 1 � - - - -1- 0 5 10 20 25 z 30 0- O 3S 40 45 so Ss so TIP RESISTRNCE NOT CORRECTED FOR ENO AREA EFFECT LO Is 20 25 30 rq rq m 3S 40 46 so SS 60 CONE. PENETRATION TEST SOUNDING NUMBER: CPT-09 PROJECT NAME L4A\TYLR-WOOOROW PROJECT NUMBER 970011-001 CONE/RIG i 495 \nl DRTE/TIME: 11-04-96 16:02 6m F H A 73 PORE PRESSURE DISSIPATION CURVES 60 SO Ld Ld CE LL 40 0 Ld LL 30 I 1 10 Q) W a 2 o4 10 [ERE 1 H J-H 0 to 0 0 9 to, 2 9 4 6 6 7 8 9 2 5 4 5 6 7 8 9 102 10 TIME (SEC) DEPTH 12.I FT TIP- SENSING PIEZOMETRIC CPT SOUNDING NUMBER: CPT-09 PROJECT NAME i L4A\TYLR-IAOODROW CONE/RIG i 495\al PROJECT NUMBER 970011-001 DATE /TIME: 11-04-96 I6i02 110 too 9 cl 0 :K Ll- CD 80 w Ld 70 cf) w 60 w ct� n_ CE w 50 CD a_ 40 30 10° F Vf," FIll P" PORE PRESSURE DISSIPATION CURVES O Q) O "IN fi 2 9 4 9 G 9 8 9 2 9 4 9 R 7 A -q 2 9 A 9 A 7 a q DEPTH: 0 37.9 FT 10, lo` TIME (SEC) to' TIP-SENSING PIEZOMETRIC CPT SOUNDING NUMBER; CPT-09 PROJECT NAME L&R\TYLR-WOODROW CONE/RIO i 495\ul fl PROJECT NUMBER 970011-001 DATE /TIME: 11-04-98-16102 6t r- ll 4u' i� r;. SOIL BEHAVIOR TYPE FRICTION RATIO TIP RESISTRNCE (QC) INCREASING GRAIN SIZE —�- (FS/QC) (PERCENT) TONS /SO FT OROANIC Q e n n 'Ann 600 KATLS• CLAY SILT SANG GRAVEL 0 5 t0 15 20 25 Ld w w LL Z 30 w 0 3S 4C 4`. SC 5: 61 TIP RESISTANCE NOT CORRECTED FOR ENO AREA EFFECT PSSLNEO TOTAL LWIT WT = 120 PCF ASSWED DEPTH OF WATER TABLE = 9.0 FT 60I7-8 V10R TYPE INTERPRETATICTS BASSO ONE WIOFl11•EB FOR CEOTECHVICi p GJCN USING TV CPT R CPTU. SOIL IEd -YN[CS SERIES 120 LNIYERSITY CP BRITISH COIIHBIR SEPTENSER 1999 BY P.K. F0BMTSCH Aw R.O. C IPPNEU CONE PENETRRTION TEST SOUNDING NUMBERt CPT -10 PROJECT NAME L &A \TYLR- WOOOROW CONE /RIG , 469 \nl PROJECT NUMBER 970011 -001 ORTE /TIME, 11 -05 -96 11:36 0 5 10 15 20 25 m x 30 Z m m 35 40 45 50 ES so F' 11 t I p. i SLEEVE FRICTION (FS) TIP RESISTANCE (OC) FRICTION RATIO (FS/QC) TONS /SO FT TONS /SO FT PERCENT . S 4 0 0 ISO 300 450 600 0 4 8 0 0 B 5 10 l0 15 1S 20 20 25 25 w w o m w � 30 = 30 z d w m o � 35 35 40 40 45 45 SO I I 50 65 55 60 60 TIP RESISTANCE NOT CORRECTED FOR ENO RREA EFFECT CONE PENETRRTION TEST SOUNDING NUMBER, CPT -10 PROJECT NAME L$A \TYLR- WOOOROW CONE /RIG : 469 \ul H •�,��.A PROJECT NUMBER , 970011 -001 ORTE /TIME: 11 -06-96 11:36 F �3 a Ean C Oti D -1 .s SOIL BEHAVIOR TYPE I SOIL BEHAVIOR i• S 1 TYPE II N(601 INCRERSINO GRAIN SIZE 'f. IN:REASINO FI OR ORGANIC • e "'— NI(S0) (PERCENT) MAILS. CLAY SILT 6PN0 GRAVEL fN6ZEASING F2 0 50 100 0 50 100 0 L 0 6 5 t0 10 IS I5 20 20 25 25 Lu mm 13 3G 30 x Z m O m 35 35 40 40. 45 45 50 50 SS S5 60 60 FZ51LMED DEPTH OF WATER TABLE = 5.0 FT ASSUMED TOTPL WIT WT = 115 PCF CA = OVERSUPCEd NORMALIZED EQUIVALENT RELATIVE CO3GITY ` N1601 - EQUIVR-ENT 6PT :Vf{UE (60% ENERGY) FI - CENSETY/OVERCONSOLIOATION RATIO /CEMENTATECN N1(601 OVERF9.U3'EN NORMPLE7-E0 EQUIVALENT SPY VALUE 160Y. EERGY) F2 = SENSITIVITY WIL BEFpViOR TYPE TM ATVER OFATEO -MCU 0E6IM u6INA T CPT RIO CPTU SOIL 1EOiaN[CS SERIES u120. LNIVERSITY CF 8RlTl9 CO_LMBIR. SEPTEMBER t999. By P.K. R09EATSCN RN9 R.O. OYPH`EL.IR. CPT INTERPRETATIONS SOUNDING NUMBER: CPT -01 -97 u PROJECT NAME NEWPORT /BANNING CONE /RIG : 491 /nl JH C PROJECT NUMBER 1970011 -02 DATE /T.IME: 10 -24 -97 07:27 pf D -1 .s a, '�f +p i• S 1 +F ` 'f. f a, '�f +p t` +F ` 'f. f .f • e li f f "( �i 0 E U �3. C S 10 IS 25 ui w w U. z 30 w 0 3S 40 4S SO 55 60 SLEEVE FRICTION (FS) TIP RESISTANCE (OC) FRICTION RATIO (FS/QC) TONS /SO FT TONS /SO FT PERCENT 8 4 0 0 ISO 300 450 600 0 4 8 TIP RESISTRNCE NOT CORRECTED FOR ENO AREA EFFECT J 0 5 l0 IS 20 25 0 m 2 30 Z m 3S 40 4S 50 60 CONE PENETRRTION TEST SOUNDING NUMBER: CPT-01-97 ��gg PROJECT NAME NEWPORT /BANNING CONE /RIG : 491/ffl JH H PROJECT NUMBER 1970011 -02 DATE /TIME: 10 -24 -97 07:27 mF I F� F F a 0 G�a q CONE PORE PRESSURE (U) TIP RESISTRNCE IOC) PORE PRESSURE RATIO TONS /SO FT TONS /SS FT U /OC 10 5 0 0 ISO 300 450 600 0.0 O.S l.0 O O 5 5 10 l0 15 5 20 20 2S 25 w w w m tl � Z 30 = 30 z a m o m 35 35 40 40 45 45 50 SO S5 SS 60 60 " TIP RES[STfNCE NOT CORRECTED FOR ENO AREA EFFECT CONE PENETRATION TEST SOUNDING NUMBER: CPT -01 -97 PROJECT NAME NEWPORT /BANNING CONE /RIG : 491/ul JH H PROJECT NUMBER',: 1970011 -02 ORTE /TIME: 10 -24 -97 07:27 pS D -3 P i; 010;1.1 f" k7i, rT C �!7, rMel ".0'. c7i�,rl;r ;,7 PORE PRESSURE DISSIPATION CURVES 10 (D 0() 0 0 002) Cl 9 21) CE :K U% LL 0 (D 5 Ld U) (D Ld 0 9 4 E; 0 1 6 9 2 3 4 6 6 7 8 9 2 9 4 6 8 7 8 9 101 102 10, TIME (SEC) OEPTH, (D 16.3 F7 -TIP—SENSING PIEZOMETRIC CPT SOUNDING NUMBER: CPT-01-97 H PROJECT NRME NEWPORT /BANNING CONE/RIG I 491/al JH F I PROJECT NUMBER 1 1970011-02 DATE /TIME! 10-24-97 07127 A ; l, tff®rlm p r7l 70 m cr 50 :K LL 40 LL 90 co U) Ld 20 Lo cr 0 a_ 10 0 Elul PORE PRESSURE OISSIPRTION CURVES D (D 0 O a 4 6 6 7 B 9 2 9 4 6 6 7 0 9 2 9 4 6 6 ? A 9 DEPTH- (D 47.1 FT I u, 10, TIME (SEC) 103 TIP—SENSING PIEZOMETRIC CPT SOUNDING NUMBER: CPT -01 -97 PROJECT NAME NEWPORT /BANNING CONE/RIO i 49I /al JH H PROJECT NUMBER t 1970011-02 DATE/TIMEi 10-24-97 07 127 F I A L -_ c'. LG : uU i 4 _ Imo: n_a SOIL BEHAVIOR TYPE I e.r SOIL BEHAVIOR TYPE (I =t r; I de INLRFASINO GRAIN SIZE —rb- INCREASINO Fl ` rr i SU rk PHI OROANIC 3� ITSF1 (DEGREES) - -® MATLS. CLAY SILT SAND GRAVEL FZ 0 5 10 20 35 SO �INCRE_RSING 0 0 5 5 10 10 l5 15 20 20 25 25 w � LL '` S 30 30 ^ Z H T ❑ -1 35 35 40 40 45 45 50 50 SS S5 60 60 ASSUMED TOTAL WIT NT 115 PCF ASSUMED DEPTH OF WATER TABLE 5.0 FT SU - UNORAINED SFEFYR STRENGTH PHI - OVEREU;CEN NORMALIZED EOUIVRLENT FRICTION PN1 E Fl = DENS ITY /OVERCODlSt.Y_IDAT ION RATIO /CEMENTATION F2 = SaGrT[VITY 601L BEVgVILR TYPE " BT/ IHTERPRETATIU 8[GfD W, WIDELINE6 FGT CEOTS [CP DEBIDH Ul TFE CPi PIO CPTU SOIL 1fi=1% SERIES -120. WIVEtSITY CF SRlrIBH 07LU1BIR. smrEKBER 1989. BY P.K. F0BMTSOV All R.O. a1hF'PoE71A. CPT INTERPRETRTIONS SOUNDING NUMBER: CPT -01 -97 QA .PROJECT NAME NEWPORT /BANNING CONE /RIG i 491 /rl JH PROJECT NUMBER : 1970011 -02 DRTE /TIME: 10 -24 -97 07+27 Rali& A n_a e.r =t r; I de s` I., e.r de s` I., ` rr i rk 3� r: in El 1' E, EA, U SLEEVE FRICTION (FS) TIP RESISTANCE (OC) FRICTION RATIO (FS/QC) TONS /SO FT TONS /SO FT PERCENT 8 4 0 0 ISO 300 4SO 600 0 4 8 O p 5 5 10 LO 75 L6 20 20 25 25 w L LL 30 x (L d o °m v -a x 30 z m m � 3S 35 40 40 4S 45 50 50 55 SS 60 60 TIP RESISTANCE NOT CORRECTED FOR ENO AREA EFFECT CONE PENETRATION TEST SOUNDING NUMBER: CPT -02 -97 PROJECT NAME NEWPORT /BANNING CONE /RIG : 471/al JH.JZ PROJECT NUMBER 1970011 -02 DATE /TIME: 10 -24 -97 13:34 F g � p D -10 r Y�. t: t+ D -11 a SOIL BEHAVIOR TYPE I SOIL BEHAVIOR TYPE II �b Ot N(601 ' �O i! INDRFR m Cfvpm SCZE [NCREASINO FI OR . + . NI(60) (PERCENT) F2 OROANIC NATLS. CLAY SILT SAND GRAVEL SING 0 so 100 0 s0 100 0 \r . Z 0 5 S l0 10 Is 1s 20 ZO 26 2S F W m � W L' 2 Z 30 30 Z a T m W CI 3S 3S 40 40 46 46 so so ss ss 60 L 60 ASSURED DEPTH OF WATER TABLE - 5.0 FT ASSUMED TOTAL UNIT WT IIS PCF OR = OVEFS -FZOFN NORMALIZED EQUIVALENT RELATIVE DENSITY N(S01 - EQUIVALENT SPY VPLUE ISO% ENERGY) FI - DENSITY/OVERCONSOLIORTION RATIO /CEMENTATION NI(B01 = OVERELRDEN NORMALIZED EQUIVALENT SPY VALUE (SO% ENERGY) F2 SENSITIVITY AIL eENAYI Gi TYPE PW OTF INTEAPASTAllC RAEEO CND WIOELIlE6 FLR CEOTEOiHICPL OEEION U 1I T CPT ANO CPTU SU IL t£D 1% SEA IES .120. 'UNIVERSITY OF BRITISH COLUIBIA. SBPEMBER 1989. BY P.K. ROBERTSON AtU R.O. QPFPANn A. CPT INTERPRETRTIONS SOUNDING NUMBER: CPT -02 -97 PROJECT NAME : NEWPORT /BANNING CONE /RIG : 471/ul JH.JZ F PROJECT NUMBER 1970011 -02 GATE /TIME: 10 -24 -97 13:34 q D -11 a �b Ot �O i! r, \r . Z �b Ot �O i! r, E L Ea I`.5: 0 Ua r 1` a P'. D -12 # "t SOIL BEHAVIOR TYPE I SOIL BEHAVIOR s, "r ;a sff 7 TYPE 11 .x r r r. f r IN:REASINO GRAIN SIZE —a- INCREASIND FI SU PHI OROANIC —® (TSF) (DEGREES) ' MAILS. CLAY SILT BRNO GRAVEL SING F2 �TN�F 0 S 10 20 35 SO 0 F I I I I 1 0 5 S 10 10 l5 IS 20 20 25 2S U. Z 30 30 Z 2 T 0. O � 35 3S 40 40 45 4S SO 50 5S 55 60 60 ASSUMED TOTAL WIT WT = 115 PCF L,,ED DEPTH OF WATER TABLE 5.0 FT SU - UNORAIFED SFER? STRerTH PHI. o OVEF<LRDEEN NORMALIZED EQUIVALENT FRICTION RIG-E Ft = DENS ITY /OVERC(NML IORT ION RATIO /CEMENTATION F2 = SENSITIVITY WIL K VIOR TYPE FNa OTr 3RTERPRZTATIC a wi WIDMIWQ F C Cm ICAL amim Lslw T wT aro CPTU SOIL FEL4FNICS SERIES .120. UNIVERSITY OF BRITISH CDAHBIR..SEPL BER 1589. BY P.K. PZEM$`ON RNO R.G. 0YPiPE11A. CPT INTERPRETRTIONS SOUNDING NUMBER: CPT -02 -97 PROJECT NAME : NEWPORT /BANNING CONE /RIG 471/ul JH,JZ PROJECT NUMBER 1970011 -02 ORTE /TIME:' 10 -24 -97 13:34 A D -12 # "t s, "r ;a sff 7 .x r r r. f r "r ;a sff 7 E:. �1 C tJ` 3 rFFr:: Fi5 3 L; ) SLEEVE FRICTION (FS) TIP RESISTANCE (GC) FRICTION RATIO (FS/QC) TONS /SO FT TONS /SO FT PERCENT 8 4 0 0 ISO 300 450 SDO 0 4 B 0' 5 IO X6'1 20 25 w w w ? 30 x a w 0 3S 40 45 50 55 60 � TIP RESISTANCE NOT CORRECTED FOR ENO AREA EFFECT t 0 5 IO LS 20 25 0 v x 30 Z m m 35 y 40 45 50 SS 60 CONE PENETRATION. TEST SOUNDING NUMBER: CPT -03 -97 PROJECT NAME NEWPORT /BANNING CONE /RIG + 471/=1 JH.JZ PROJECT NUMBER 1970011 -02 GATE /TIME: 10 -24 -97 I1:S7 {1 A�A : D -16 r. lIL :r. 4I. �l t l U7 D -17 SOIL BEHAVIOR TYPE I SOIL BEHAVIOR a 1, Jf TYPE [I P, N(601 ,1, INCRFASIN3 GRAIN SIZE INCREASING Ft i OR a ORGANIC r J NI(SO) [PERCENT) MATLS. a CLAY SILT $AND GRAVEL [�NCRP_RSING F2 0 50 100 0 50 100 0 •' J 0 S S to 10 l5 IS 20 20 25 25 w mm w LL = 30 30 2 Z a m w -1 35 35 40 40 45 45 50 50 55 55 60 60 ASSUMED ❑EPTH OF WATER TABLE = 5.0 FT ASSUMED TOTAL LNIT NT = 115 PCF CA = OVEFS3UCCEN NORMALIZED EQUIVALENT RELATIVE DENSITY NIBOI a EQUIVALENT SPT VRLt.E (S0% ENERGYI FI — CFNSITY/OVERCONSOLIDRTION RATIO /CEMENTRTION Nt(GO) = OVERBURDEN NORMALIZED EQUIVALENT SPT VALUE (SOY. EFERCY) F2 = SENSITIVITY SOIL BEIWVICR TYPE P OTIFR INTERPRETATlA a O!, WIOELIt FOR CEGM6 MCA_ DESIGN 1 Iw T CPT ANI CPTO SOIL MECI-ANICS SERIES .120. UNIVERSITY CF BRITISH COLUMBIA. SEPTEMBER t989. BY P.K. F�TSCC( AN] R.C. CAM .A t11.A. CPT INTERPRETATIONS SOUNDING NUMBER: CPT -03 -97 PROJECT NAME NEWPORT /BANNING CONE /RIG : 471/ul JH,JZ c PROJECT NUMBER 1970011 =02 ORTE /TIME: 10 -24 -97 11:57 p7 D -17 a 1, Jf {, P, �1 ,1, '•J 4; i a r J a 1 1 T •' J 1, P, �1 4; i r J �a ii 1.. c If , [r rl L. SOIL BEHAVIOR TYPE I SOIL BEHAVIOR TYPE II INCREFTSINO GRAIN SIZE —+°— INCREASING Fl SU PHI ORGANIC —� (TSFI (DEGREES) HAILS. CLAY SILT BRNO GRAVEL �IN(aSING F2 0 S 10 20 35 50 O p 5 � 5 l0 10 l5 15 20 20 25 25 w mm Z 30 30 Z ~ m w I^ 35 35 40 40 45 45 - 50 50 55 55 60 60 ASSUMED TOTAL WIT WT = 115 PCF ASSUMED DEPTH CF WATER TABLE = 5.0 FT SU - UNORAINEO SHEAR STRE]IMH PHI OVERSURCEN NORMALIZED EQUIVALENT FRICTION ANGLE Fl . OENSITY /OVERCLY`5(JLIDRTICN RATIO /CEMENTATION F2 = SENSITIVITY MIL KE VICR TYPE l ATI INTQiPRETMlI 8P6E0 CM: W10E 1N FOR CEOTECHHICT OMIGN U 1M T1.6 CPT A! CPTU SOIL FECHNICS SERIES .120. WIVERSITY CF BRITISH COLUMBIA. SSEPIEKBER 1989. BY P.K. RXERTSON ANO R.G. DYQf7t7J -R• CPT INTERPRETATIONS SOUNDING NUMBER: CPT -03 -97 PROJECT NAME : NEWPORT /BANNING CONE /RIG : 471/x1 JH.JZ F PROJECT NUMBER 1970011 -02 DATE /TIME: 10 -24 -97 11:57 &q D -18 "4 €i e 1 T 3 l.s `r 1' E k i b✓ F lec SLEEVE FRICTION (FS) TIP RESISTANCE I0C) FRICTION RRTIO (FS /0C) TONS /SO FT TONS /SO FT PERCENT 8 4 0 0 ISO 300 450 500 0 4 8 0 0 5 5 10 t0 15 t5 20 20 ZS 25 H ❑ w m L z = -+ 30 30 ^ S Z w a- T m 35 35 40 40 4S 45 SO 50 SS SS 60 60 TIP RESISTRVCE NOT CORRECTED FOR END AREA EFFECT CONE PENETRATION TEST SOUNDING NUMBER: CPT -04 -97 PROJECT.NAME NEWPORT. /BANNING CONE /RIG : 471/al JH.JZ e PROJECT NUMBER 1970011 -02 DATE /TIME: 10 -24 -97 19:42 pf D -22 r •. `1 i s I' SOIL BEHAVIOR TYPE I SOIL BEHAVIOR TYPE II N(60) f; f INCREASING GRAIN SIZE IN21REASI1,10 FI f , f N1(60) OR (PERCENT) ORGANIC MATES. CLAY SILT SAND GRAVEL INCREASING F2 0 SO 100 0 So )00 0 a, � s 'i 0 5 IO is 20 R w LL z 30 x a 0 35 40 167 50 SS mui - 10 - Is - zo - 26 °m V 30 Z m m m 3S - 40 - 4S - s0 - 55 60 1 1 1 1 1 1 I I 60 SESUIEE CEPTH OF HATER TABLE = S.0 FT ASSUMED TOTAL UNIT CWT = IIS PCF OR = OVERGFdEN NORMALIZED EQUIVALENT RELATIVE OtNSITY N(601 EQUIVPo.PM SPT VALUE (60% ENERGYI Fl - CITY /OVERCONSOLIORTION RATIO /CEMENTATICN NIISOI a OVER2URDETI NOAHALI7PG EQUIVALENT SPT VALUE (607. DI ROY) F2 = SENSITIVITY 601E 6EHiVIdi TYPE PnD OTFFii IMEPGPEfHT ICN6 !Y'bED al. WIOF11(•S6 FW (£AIFd+lICCI OFbiCN U6[NO i]-E CPT AM CPTU CPT INTERPRETATIONS SOUNDING NUMBER: CPT -04 -97 PROJECT NAME NEWPORT /BANNING, CONE /RIG : 471 /ul JH.JZ PROJECT NUMBER 1970011 -02 ORTE /TIME: 10 -24 -97 15:42 pA D -23 f; f O 4�` t i� a, � s 'i r ,i mui - 10 - Is - zo - 26 °m V 30 Z m m m 3S - 40 - 4S - s0 - 55 60 1 1 1 1 1 1 I I 60 SESUIEE CEPTH OF HATER TABLE = S.0 FT ASSUMED TOTAL UNIT CWT = IIS PCF OR = OVERGFdEN NORMALIZED EQUIVALENT RELATIVE OtNSITY N(601 EQUIVPo.PM SPT VALUE (60% ENERGYI Fl - CITY /OVERCONSOLIORTION RATIO /CEMENTATICN NIISOI a OVER2URDETI NOAHALI7PG EQUIVALENT SPT VALUE (607. DI ROY) F2 = SENSITIVITY 601E 6EHiVIdi TYPE PnD OTFFii IMEPGPEfHT ICN6 !Y'bED al. WIOF11(•S6 FW (£AIFd+lICCI OFbiCN U6[NO i]-E CPT AM CPTU CPT INTERPRETATIONS SOUNDING NUMBER: CPT -04 -97 PROJECT NAME NEWPORT /BANNING, CONE /RIG : 471 /ul JH.JZ PROJECT NUMBER 1970011 -02 ORTE /TIME: 10 -24 -97 15:42 pA D -23 O 4�` mui - 10 - Is - zo - 26 °m V 30 Z m m m 3S - 40 - 4S - s0 - 55 60 1 1 1 1 1 1 I I 60 SESUIEE CEPTH OF HATER TABLE = S.0 FT ASSUMED TOTAL UNIT CWT = IIS PCF OR = OVERGFdEN NORMALIZED EQUIVALENT RELATIVE OtNSITY N(601 EQUIVPo.PM SPT VALUE (60% ENERGYI Fl - CITY /OVERCONSOLIORTION RATIO /CEMENTATICN NIISOI a OVER2URDETI NOAHALI7PG EQUIVALENT SPT VALUE (607. DI ROY) F2 = SENSITIVITY 601E 6EHiVIdi TYPE PnD OTFFii IMEPGPEfHT ICN6 !Y'bED al. WIOF11(•S6 FW (£AIFd+lICCI OFbiCN U6[NO i]-E CPT AM CPTU CPT INTERPRETATIONS SOUNDING NUMBER: CPT -04 -97 PROJECT NAME NEWPORT /BANNING, CONE /RIG : 471 /ul JH.JZ PROJECT NUMBER 1970011 -02 ORTE /TIME: 10 -24 -97 15:42 pA D -23 I (1 r-: 44r�" D -24 SOIL BEHAVIOR TYPE I SOIL BEHAVIOR r a ± .T. TYPE II a t' INCREIYsM GfnrN SIZE INCPEASINO Fl SU PHI ORGANIC (TSFI (OEGREES) - MATLS. CLAY SILT SANG GRAVEL IN:I� SING F2 0 5 ]O 20 35 50 0 0 + 'I r •k'O 5 10 Q I0 i< i r,b 5 15 20 20 2S 25 € � a w LL h m Z t� _ 30 30 x Z (L x m o m 35 35 40 40 45 4S 50 50 55 SS 60 60 ASSUMED TOTFL LNIT WT = IIS PCP 0.'SLMEO CEPTH OF WATER TABLE = S.O:FT SU - UNDRRII`ED SW-PR STRENGTH PHI - OVERd%EN NORMALIZED EQUIVALENT FRICTION Acf-E Ft = DENS ITY /OVFRCCNSCI_[pgT ION RATIO /CEMENTATION F2 SENSITIVITY 6011 BESYIYICR TYPE PW OT4cJi IMERPRETRTIOt6 BP6ED q1 WIOELIFE6 FQ2 GEOTEO -H ICfL �E61GN IaiNO itE CPT RND.CPTU • SBIL 1Etli;JICS SERIES v120. WIVERSITY CF BRITISH C0.UIBIR. 9PifliBER 1989. BY P.K. ItiPc32T5OW RN7 R.O. CR`AH•ElLR. CPT INTERPRETRTIONS SOUNDING NUMBER: CPT -04 -97 PROJECT NAME NEWPORT /BANNING CONE /RIG 471 /ssl JH.JZ H PROJECT NUMBER : 1970011 -02 ORTE /TIME: 10 -24 -97 15:42 i=L F A D -24 r a ± .T. a t' Fa F. h'y SLEEVE FRICTION (FS) TIP RESISTANCE (CC) FRICTION RATIO (FS/QC) TONS /SO FT TONS /SO FT PERCENT 6 4 0 0 LSO 300 4SO 600 0 4 8 0 1 F I I I I p S s ]a to Is Is 20 20 25 2S W m w � 30 30 z a m w m p � 3S 35 40 40 45 45 50 SO SS S5 60 60 TIP RESI5TPNZ;E NOT CORRECTED FOR ENO AREA EFFECT CONE PENETRRTION TEST SOUNDING NUMBER: CPT -05 -97 PROJECT NAME NEWPORT /BANNINO CONE /RIG 471/ssl JH.JZ F PROJECT NUMBER : 1970011 -02 ORTE /TIME: 10 -24 -97 14:1S D -28 1�. V ie L.. 3 i D -29 * +4 SOIL BEHAVIOR TYPE I d f `♦ 4 • +a SOIL BEHAVIOR TYPE [I 1 Sri; i♦♦ N(SO) • {a i+ +i • INCREASENG GRAIN SIZE r INa EASING Ft OR • + • NI(60) (PERCENT) ORGANIC HATLS. CLAY SILT SAND GRAVEL [Ni-FF1iBING F2 0 s0 100 0 s0 100 0 0 5 5 LO 10 l5 15 20 20 25 25 m w w tl � = 30 30 ^ z 1 T m O "+ 3S 3S 40 40 45 45 s0 so SS SS 60 SG RS9MED DEPTH OF WATER TABLE = 5.0 FT ASSUMED TOTAL LNIT WT = IIS PCF OR = OVEf�_FZEN NORMALIZED EQUIVALENT RELATIVE CENSETY N(60) - EQUIVALENT SPT VFLLE (60% ENERGY) FI - �[TY/OVERCONSOLIOAT] ON RATIO /CEMENTATION NI(S01 = OVERGU,DEN NORMALIZED EQUIVALENT SPT VALUE (SOX ENERGY) F2 = SENSITIVITY 601E (iEHiY 1CR TYPE tY•q OT4 IMFRP QTIo BR M Cif, W10E IWS F f�ptECFNICf OMtW I 1N ii-E CPT 910 CPTU 511E )£WxJ[CS SERIES e120. INIYERSITY OF BRITISH .COLUMBIA. SEPTEMBER 1989. BY P.K. RDSERTSUV AND R.Q. (YYPRa1LR. CPT INTERPRETATIONS SOUNDING NUMBER: CPT -05 -97 PROJECT NAME : NEWPORT /BANNING CONE /RIG : 471 /n1 JH.JZ F PROJECT NUMBER : 1970011 -02 ORTE /TIME: 10 -24 -97 14:15 D -29 * +4 i f� + i d f `♦ 4 • +a s +p� 1 Sri; i♦♦ • {a i+ +i •f• r * +4 •h d f `♦ 4 • +a s +p� h F F�l El L hi l D -30 SOIL BEHAVIOR TYPE I SOIL BEHAVIOR TYPE ll INCfYASIN3 ORAIN SIZE --r>+— IN7@ASINO Ft SU PHI (TSF) (DECREES) ORGANIC MATLS. CLAY SILT SAND GRRVEL INCREASING F2 O S 10 20 35 SO 0 0 5' S [0 10 , IS 4, 15 $ 20 20 '25 25 � W O � W t' ; �t 2 Z 30 30 Z OL T a m 35 35 40 40 45 45 SO 50 SS 55 60 BO RSSUMEO TOTAL WIT WT IIS FCF ASELMED DEPTH OP WATER TABLE = 5.0 FT SU a UNORRINED SHEAR STRENGTH PHI - OYSi&J37EN NORMALIZED EQUIVALENT FRICTION RPCLE Ft = DENSITY /OVERCLONSOLIDAT ICON RAT10 /CEMENTATION F2 = SENSITIVITY 6011 BENiVl Oft TYPE An0 OTF INLERP ATICN6 6t6FD W, WIOELINEG FOR CEOTE [CAL OESIGH Uo[NO I1-E CPT AIO LPTU 971E 1 =CcCS SERIES v120. WIVERSITY OF BRITISH CCLWBIA. SfPTflIBER 1999. BY P.K. RCeRTSCN AM R.C. 04PRIEL A. CPT INTERPRETATIONS SOUNDING NUMBER: CPT -05 -97 PROJECT NAME : NEWPORT /BANNING CONE /RIG : 471/al JH.JZ F PROJECT NUMBER : 1970011 -02 GRTE /TIMEt 10 -24 -97 14:15 A D -30 F 1(( 1:.. 1 �d C: F, (r.a U L'- j r� D -34 t�•e •I. SOIL BEHAVIOR •3�i TYPE I SOIL BEHAVIOR ♦ O� + ♦ +t O 3� I TYPE [I N(601 INPREPSINO GRAIN SIZE — - INCREASING Ft OR OAOANIC • ' • NIf60J (PERCENT) MATLS. CLAY SILT SAND GRAVEL [N�tEASING F2 0 50 100 0 50 100 .�— 0 0 S S 10 10 Is 16 20 20 25 2S w Z = .+ 30 30 D- z m o � 35 35 40 40 45 4S 50 50 SS SS 60 SO fpSA1EO DEPTH OF WATER TABLE = 5.0 FT ASSUMED TOTAL LNIT WT 115 PCF OR - OVEF0 -cCGN NORMALIZED EQUIVALENT RELATIVE CENSITY NISOI - EQUIVALENT S T VALUE (60 %,ENERGY) FI - CENSI TY/OVERCONSOLI OPTION RATIO /CEMENTATION MISS) = OVER LRoEN N374fLIZEO EQUIVALENT I SPT VALUE (SOY.. EPF12GY) F2 = SENSITIVITY WIL E£IY,VIUT TYPE PW QTV 1?4TEARR PT I CVG ECffiFD W WI00 -1 B F CEOME ICPL CESION U INS THE CPT PW CPTU EOIL i£(]iNICS SERIES v120. LNIVERSITY OF BRITISH COLU SIA. SPPTEIBER IS89, BY P.K. RC(ORTSON PIC R.O. OYPPt�. CPT INTERPRETATIONS SOUNDING NUMBER: CPT -Q6 -97 PROJECT NAME I NEWPORT /BANNING CONE /RIG 471/ssl JH.JZ —_ — PROJECT NUMBER 1970QII -02 DATE /TIME: 10 -24 -97 11:21 p D -34 t�•e •I. •3�i ♦ O� + ♦ +t O 3� I ♦ + ♦j •I. ♦ •�t + ♦ +t O ♦ + ♦j I. i VA bs. i t� D -35 t SOIL 8EHAVIOR TYPE I SOIL BEHAVIOR TYPE II ,a gd INCREPSU13 tlRAIN SIZE INCREASING FI SU PHI —'s- (TSF) (DEGREES) ORGANIC MAILS. CLAY SILT SRNO GRAVEL ENCSSR SING F2 O S 10 20 35 SO 0 0 el 5 S LO 10 i l5 IS 20 20 25 25 w w ti � � = 30 30 z a m m w m � O 35 35 40 40 45 45 SO SO S5 SS , 60 80 ASSUMED TOTFL LNIT WT = I15 FfF PSSUIEO CEPTH CF WATER TABLE = S.0 FT SU - UNORAINEO SFf STREWTH PHI - OVEFBLFSEN NORMALIZED EQUIVALENT FRICTION P(4a-E Fl = DENSITY /OVERCCN90LICATICN RATIO /CEMENTATION F2 = Sa SITIYITY WIL KE V10R TYPE Rn0 OTFQt IN ERA TATIO BRA W, WI06T.INES FOR CEATECFNICTL OESION lSfW TFE CPT 0.N] CPTU SOIL MECHRVICS SERIES .IZ0. INIYERSITY OF BRITISH COLMOIA, SEPTEMBER I3E9. BY P.K. FCeERTWN RNO R.O. CFFPRJ71R. CPT INTERPRETATIONS SOUNDING NUMBER: CPT -06 -97 PROJECT NAME NEWPORT /BANNING CONE /RIG : 471/=1 JH.JZ Il PROJECT NUMBER 1970011 -02 DATE /TIME: 10 -24 -97 11:21 D -35 t i ,a gd tom. l �s• k.: �: It F` SLEEVE FRICTION (FS) TIP RESISTANCE (CC) FRICTION RATIO (FS /OC) TONS /SO FT TONS /SO FT PERCENT 8 4 0 0 ISO 300 4SO 600 0 4 8 0 1--j 1 1 ; T I 1 0 S 10 IS 25 W w LL 30 x a. w 0 3S 40 45 50 SS 60 5 LO l5 20 25 O -a 2 30 Z m m 35 40 45 SO SS 60 TIP RESISTANCE NOT CORRECTED FOR END AREA EFFECT CONE PENETRRTION TEST SOUNDING NUMBER: CPT -07 -97 PROJECT NAME NEWPORT /BANNING CONE /RIG : 471/ul JH.-7 H PROJECT NUMBER 1970011 -02 ORTE /TIME: 10 -24 -97 09:12 A m is I 5 Pit E, r..: ( di r.= t 'i CONE PORE PRESSURE lUl TIP RESISTRNCE (OC). PORE PRESSURE RATIO TONS /SO FT TONS /SO FT U /OC 10 S 0 0 ISO 300 4SO S00 0.0 0.5 1.0 0 0 S 5 10 t0 IS IS 20 20 25 25 F o w m w � LL = z 30 30 z _ m d m w '^ 35 35 40 40 45 45 SO 50 55 55 60 60 TIP RESI3TW�CE NOT CORRECTEO FOR ENO AREA EFFECT CONE PENETRRT I ON TEST SOUNDING NUMBER: CPT -07 -97 PROJECT NAME : NEWPORT /BANNING CONE /RIG o 471/=l JH.JZ F PROJECT NUMBER 1970011 -02 DRTE /TIME: 10 -24 -97 09 =t2 D -39 a 7F GO W , 7 ix cr LL 40 O W go w w 20 af a_ w Q� 0 a_ 10 100 PORE PRESSURE DISSIPATION CURVES DEPTH- (D 12.1 FT rul Immm I U, I U TIME (SEC) 10, TIP-SENSING PIEZOMETRIC CPT SOUNDING NUMBER: CPT-07-97 PROJECT NAME i NEWPORT /BANNING CONE/RIO i 471/al JFI,Jz H PROJECT NUMBER 1 1970011-02 DATE /TIME i 10-24-97 09 tI2 F ah� A Allm 70.12- x LAI I- cl :K LL 70 0 !W Ld GO Ld w o s 0� ft- W, (if C) a_ 10 w ao r PORE PRESSURE DISSIPATION CURVES :01 2v 4 4 4 b U I U U z j 4 b b 7 U z u 4 b 4'/ U U I Ol IO2 103 TIME (SEC) OEPTH- 0 40.3 FT ELI: 9 ILI' TIP-SENSING PIEZOMETRIC CPT SOUNDING NUMBER: CPT -07 -97 PROJECT NAME NEWPORT/BANNING CONE/RIO i 471/ul JH,j2 H PROJECT NUMBER 1 1970011-02 DATE/TIMEi 10-24-97 0902 Ad F A l -. t^ 3 �t ltZ �l D -42 aVl SOIL BEHAVIOR TYPE I iP 4 SOIL BEHAVIOR afar T TYPE II N(601 IN2FFAs IN3 UFAIN SIZE IN" EASINO FI OR ORGAN IC N1(60) (PERCENT) MATLS CLAY SILT BRNO GRAVEL. F2 0 SO 100 0 50 100 �IN7RSING 0 0 S 5 l0 10 I5 16 20 ZO 25 25 0 LL - x ? 30 30 ^ z o m 3S 3S 40 40 45 45 50 50 SS SS —F 60 60 F -aAHED CEPTH OF WATER TABLE = 5.0 FT ASSUMED TOTAL UNIT WT 115 PCF CA = OVESSLMEN NORMALIZEO EQUIVALENT RELATIVE DaGrTY N(6/O) - EGUIVPLtNT SPT VALLE (60Y ENERGY) FI - CENITY/OVERCONSOLIORTION RATIO /CEMENTRTICN NIt SO1 = OVEABLFOEN NORMFL.IZEO EQUIVALENT SPT VALUE (601. ENMGY) F2 a SENSITIVITY 607E eeRauleR TYPE aw OTC lhff R RETRTIm eRSm oN. atoa.lr�s FQ2 cEm ica cmt1 u it T c r Rro cRTu SOIL tE r'cRs SERIES .120. WIVERSITY OF BRITISH COLU/BIR. SEPTEMBER 1989. BY P.K. ACOE TSCU RN) R.O. CA'PR`F1LR. CPT INTERPRETRTIONS SOUNDING NUMBER: CPT -07 -97 PROJECT NAME : NEWPORT /BANNING CONE /RIG : 471/,31 JH.JZ F PROJECT NUMBER : 1970011 -02 DRTE /TIME: 10 -24 -97 09:12 A . D -42 aVl f iP 4 afar T 4 afar T F c: Ell 1 - 14_ rs o F1 U E;s R D -43 SOIL BEHAVIOR TYPE I SOIL BEHAVIOR TYPE II ICY EASM Gfn[N SIZE IN2REASINO FI SU PHI ORGANIC (TSF) (DEGREES) MATLS. CLAY SILT SAND GRAVEL INS.£ASING F2 0 S 10 20 35 50 0 p to 10 [5 Is {yjg 20 20 25 25 w m° Iwi 2 30 c� 30 Z (L m w m 35 35 , I 40 40 4S 45 so SO 55 SS 60 b0 ASSUMEO TOTAL LNIT WT = 115 PCF ASJIIED CEPTH CF WATER TABLE = 5.0 FT SU . UNORAINED SWEAR 5TREI.r'TH PI OVERELRDEN NORMALIZED EQUIVALENT FRICTICN ANGLE Fl = DENGI TY /OVERCC SCL[OPTION RATIO /CEMENTATION F2 SENSITIVITY 60IL BEHIVIIC TYPE Pw 6r ONE 1Ni DE=IGN U61w TH: CPT RND CPTU SOIL IEO+Ta[CS SERIES v120. L1�11 YEFSITY aF BR ITISFi OJLLNB[R. 9PIFNEER 1999. BY .K. R0BEliT97N RM R.C. CFYPAFJ_Lfi. t2O. ivEN3 (F m isH IR. S ER 989. Y P.K. CPT INTERPRETRTIONS SOUNDING NUMBER: CPT -07 -97 PROJECT NAME NEWPORT /BANNING CONE /RIG 1471/ul JH.JZ i,.�-� PROJECT NUMBER : 1970011 -02 DRTE /TIME: 10 -24 -97 09:12 p D -43 �i r._ rs L rrr G!.t i SLEEVE FRICTION TONS /SO (FS) FT TIP RESISTRNCE TONS /SO fOC) FT FRICTION RRTIO PERCENT (FS/QC) 8 4 O 0 (SO 300 460 800 0 4 8 0 0 5 5 10 t0 15 15 20 20 25 2S w w z 30 w w om x 30 — z m m 3S ss 40 40 4S 45 50 50 ss ss 60 60 TIP RESISTRI'E NOT CORRECTED FOR ENO PREP EFFECT CONE PENETRATION TEST SOUNDING NUMBER: CPT -08 -97 PROJECT NAME NEWPORT /BANNING CONE /RIG : 471/nl JH.JZ PROJECT NUMBER 1970011 -02 ORTE /TIME: 10 -24 -97 14:45 A D -46 a Irj•:` tats I; D -47 SOIL BEHAVIOR TYPE I I, SOIL BEHRVIOR I• �i ♦r 6+ EE TYPE II I N(601 , P h INCI FZi N"., GRP IN SIZE —ate INCREASINO FI I OR ORGANIC NI(60) (PERCENT) MgTLS. CLAY SILT SANG GRAVEL F2 0 50 100 0 50 100 �ENO?FASING 0 O S 5 10 10 15 15 20 20 25 25 w w mm w LL �_ ? 30 30 = Z IL m m o -mi 35 35 40 40 45 46 so so 55 55 60 60 F,<RXED CEPTH CF WATER TABLE 5.0 FT ASSUMEO TOTPL UNIT NT 115 PCF OR = OVERGLPCEN NORHALIZEO EQUIVALENT RELATIVE DENSITY N1501 EGUIVFLENT S'T VFLLE (50% ENERGY) FI - DETSITY/OYERCONSOLIORTION RRTIO /CEMENTATICN NIISOI = OVER8LFZCEN N224PL[ZEO EQUIVALENT SPT VALUE (GOV. ENMGY') F2 = SENSITIVITY BOIL BEVgVIOR TYPE 4 OTHER IMERPRETRTIIX SASM ON, CUIOELI• FOR CEOTE [CAL DMICN U INO i CPT AI Cn =cs EO1L )E SERIES .120. UNIVERSITY OF BRITISH COLUIBIR� SEPTE DER 1989. BY P.K. �TSCN R!O R.C. CFY'PAVEIJA. CPT INTERPRETRTIONS SOUNDING NUMBER: CPT -08 -97 PROJECT NAME : NEWPORT /BANNING CONE /RIO : 471/=1 JH.JZ F PROJECT NUMBER 1970011 -02 DATE /TIME: 10 -24 -97 14:45 A D -47 , +T` I, I• �i ♦r 6+ EE I , P h I , +T` 6+ EE , t , h L� IN ta. ly� trc. r D -48 f �v SOIL BEHAVIOR ,e TYPE I a, SOIL BEHAVIOR i TYPE II INCREASrN3 GRAM SIZE INi1EASINO Fl SU PHI ORORNIC ITSFI (OEGREES) MATIS. CLAY SILT BRNO GRAVEL FZ 0 5 10 20 35 SO �IN=SINO a 0 s 5 10 10 1s Is 20 20 25 25 0 tL 30 30 ... 2 Z F- O � 35 35 40 40 45 45 s0 s0 55 SS 60 60 RSSUMEO TOTAL WIT WT 115 PCF PSSLNEO DEPTH OF WATER TABLE 5.0 FT SU . UNORRIIEO S`ERR STRE'NOTH PHI m OVERELFSEEN NORMALIZED EGUIVALENT FRICTION FNCL£ Fl = DENSITY /OVERCONSOLICAT ION RATIO /CEMENTATION F2 = SENSITIVITY 607L BEWIVIm TYPE T OT INTER TATTC n B� 011 UNOET.IWG FOR CEOTE[ ICPL OMV1 LEING Th CPT FNO CPTB S7IL tE0 -KNICS SERIES .120. LNIVERSITY CF BRITISH OOLUIBIR. SEPTEMBER 1589. BY P.K. ROBERTSON AND A.D. Q'Y'FAfNELLA. CPT I NTERPRETRT I ONS SOUNDING NUMBER: CPT -08 -97 PROJECT NAME : NEWPORT /BANNING CONE /RIG : 471/al JH.JZ F PROJECT NUMBER 1970011 -02 DRTE /TIME1 10 -24 -97 14145 A D -48 f �v - ,e a, i ,e i Geotechnical Laboratory Data GEOTECHNICAL, INC. APPENDIX B -1 Geotechnical Laboratory Procedures and Test Results Performed by Goffman, McCormick & Urban, Inc. NEWPORT BANNING RANCH, LLC Newport Banning Ranch APPENDIX B -1 GEOTECHNICAL LABORATORY PROCEDURES AND TEST RESULTS Moisture Density Field moisture content and in -place density were determined for each 8 -inch sample sleeve of undisturbed soil material obtained. The field moisture content was determined according to ASTM Test Method D 2216 by obtaining one -half the moisture sample from each end of the sample. The in place dry density of the sample was determined by using the wet weight of the entire sample. At the same time the field moisture content and in -place density were determined, the soil material at each end of the sleeve was classified according to the Unified Soil Classification System. The results of the field moisture content and in -place density determinations are present on the right -hand column of Plates A -2.1 through A -2.11 -- Log of Drill Hole. The results of the visual classifications were used for general reference. Compaction Tests Bulk samples representative of the typical soils that will be utilized during grading were tested to determine the maximum dry density and optimum moisture content of the soil. These compactive characteristics were determined according to ASTM Testing Method D 1557. The results are summarized on Plates B -1.1 through B -1.3 -- Compaction Test Data. Particle Size Distribution As part of the engineering classification of the materials underlying the site, samples were tested to determine the distribution of the particle sizes. The distribution was determined in general accord with ASTM Test Method D 422; particle size was determined by using U.S. Standard Sieve Nos. 3 /a ", 4, 10, 20, 30, 40, 60, 100, and 200. For selected samples, a standard hydrometer test was also performed. The results of the tests are summarized on Plates B -2.1 through B -2.4 -- Particle Size Distribution. Atterberg Limits As part of the engineering classification of the soil underlying the site, samples of the on -site soils were tested to determine relative plasticity. This relative plasticity is based on the Atterberg Limits using ASTM Test Method D -4318. The results of this test are summarized on Plate B -3 - - Atterberg Limits. July 2011 B -1 GNW Project 06- 163 -00 NEWPORT BANNING RANCH, LLC Newport Banning Ranch Direct Shear Strength Tests Direct shear tests were performed on insitu samples representative of the on -site alluvial deposits to determine shearing resistance. The general philosophy and procedure of the tests are in accordance with ASTM Test Method D 3080 - "Direct Shear Test for Soils Under Consolidated Drained Conditions." The tests are single shear tests and are performed using a sample diameter of 2.625 inches and a height of 1.00 inch. The normal load is applied by a loaded lever arm. A constant rate of strain is applied to the upper one -half of the sample until failure occurs. Shear stress is monitored by a load cell and deflection is measured with a strain - pickup (lineal potentiometer). This data was transferred electronically to an X -Y recorder and plotted automatically. The results of these tests are shown on Plates B -4.1 through B -4.12 -- Shear Test Data. Consolidation Tests The one - dimensional properties of "undisturbed" samples of the alluvial terrace deposits were evaluated according to the provisions of ASTM Test Method D 2435. Sample diameter was 2.625 inches and sample height was 1.00 inch. Water was added during the test to produce saturation and to evaluate the potential for hydro- collapse. Consolidation readings were taken regularly during each load increment until the change in sample height was less than 0.0001 inch over a two -hour period. The graphic presentation of consolidation data is a representation of volume change in change in axial load. As a result, both expansion and consolidation are illustrated. The results of the consolidation load tests are summarized on Plates B -5.1 through B -5.7 -- Consolidation Test Data. Chemical Tests The corrosion potential of typical on -site materials under long -term contact with both metal and concrete was determined by chemical and electrical resistance tests. The soluble sulfate tests for potential concrete corrosion were performed in accordance with California Test Method 417. The minimum resistivity tests for potential metal corrosion were performed in accordance with California Test Method 632 and the concentration of soluble chlorides was determined by California Test Method 422. These tests were performed by Anaheim Test Labs. The results are summarized on Plate B -6 - Table 1. July 2011 B -2 GW Project 06- 163 -00 140 SG = 2.60 SG =2.70 130 120 y® U CL } I-- 110 Z Lu ® 100 90 80 0 5 10 15 20 25 30 MOISTURE CONTENT M SAMPLE MAXIMUM DRY OPTIMIUM MOISTURE LOCATION SOURCE DENSITY, pcf CONTENT % ® GB 3 @ 8.0' Qtm 124 11 • y� • !� ASTM D1557 -91 METHOD B PROJECT 98 -08 Coffman, McCormick & Urban, Inc. PLATE B -1.1 Q :I SG =2.60 SG =2.70 5 10 15 20 25 30 MOISTURE CONTENTM SAMPLE MAXIMUM DRY OPTIMIUM MOISTURE LOCATION SOURCE DENSITY, pcf CONTENT % GB 5 @ 5.0' Qafu 98 23 ASTM D1557 -91 METHOD B PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE B -1.2 140 130 a^ 120 U Q I-- z110 LU } ® 100 �l Q :I SG =2.60 SG =2.70 5 10 15 20 25 30 MOISTURE CONTENTM SAMPLE MAXIMUM DRY OPTIMIUM MOISTURE LOCATION SOURCE DENSITY, pcf CONTENT % GB 5 @ 5.0' Qafu 98 23 ASTM D1557 -91 METHOD B PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE B -1.2 140 SG = 2.60 SG = 2.70 130 , , , 120 U } I— Z110 W } ® 100 90 80 0 5 10 15 20 25 30 MOISTURE CONTENT M SAMPLE MAXIMUM DRY OPTIMIUM MOISTURE LOCATION SOURCE DENSITY, pcf CONTENT % ® GB 10 @ 5.0' Qtm 128 9 ASTM D1557 -91 METHOD B PROJECT 98 -08 Coffman, McCormick & Urban, Inc. PLATE B -1.3 , , , ASTM D1557 -91 METHOD B PROJECT 98 -08 Coffman, McCormick & Urban, Inc. PLATE B -1.3 I F 2 C7 w } m m w z LL z w U cc w a- GRAVEL SAND SILT CLAY COARSE FINE COARSE MEDIUM FINE SST Dui ii7:111111! _I U.S. STANDARD SIEVE ' U.S. STANDARD SIEVE NUMBERS OPENING Il�il�� ■ ■���'i�iii■a1 \ ■ ■��1111■ PARTICLE SIZE IN MILLIMETERS SAMPLE LOCATION SOURCE CLASSIFICATION ® GB 3 @ 8.0' Qtm SANDY LEAN CLAY(CL) low plasticity, fine PROJECT 98 -08 Goffman, McCormick & Urban, Inc PLATE B -2.1 1 i F- 2 C7 >W } 07 LU W Z LL I- Z W U W d GRAVEL I SAND SILT CLAY COARSE I FINE I COARSE MEDIUM I FINE U.S. STANDRD ENING SIEVE U.S. STANDARD SIEVE NUMBERS 3° 1.8" 3/4" 318" 44 910 420 840 880 5100 5200 PARTICLE SIZE IN MILLIMETERS SAMPLE LOCATION SOURCE CLASSIFICATION ® GB 5 @ 5.0' Qafu SANDY LEAN CLAY(CL) moderate plasticity, fine PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE B -2.2 1 2 C7 w m m w z LL z w U m w CL GRAVEL SAND SILT CLAY COARSE FINE COARSE MEDIUM FINE U.S. STANDARD SIEVE U.S. STANDARD SIEVE NUMBERS 3" 1.5" 3/4" 318" #4 #10 #20 #40 #60 #100 #200 Ls G PARTICLE SIZE IN MILLIMETERS SAMPLE LOCATION SOURCE CLASSIFICATION ® GB 8 @ 10.0' atm SANDY LEAN CLAY(CL) fine 0 011614MAMMIll PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE B -2.3 I l I W } CO c w z LL 1-- z W U cc w CL GRAVEL SAND SILT CLAY COARSE I FINE COARSE MEDIUM FINE U.S. STANDARD SIEVE U.S. STANDARD SIEVE NUMBERS OPENING "I1=111 1 1 11 PARTICLE SIZE IN MILLIMETERS SAMPLE LOCATION SOURCE CLASSIFICATION ® GB 10 @ 5.0' Otm SANDY LEAN CLAY(CL) low plasticity, fine PROJECT 98 -08 Goffman, McCormick & Urban, Inc PLATE B -2.4 1 t` 1 x W 0 Z' i- F— U_ I--- U) a a_ 60 CL or OL CH or OH 50 "A" LIN 40 30 20 zzm 10 CL -ML ML or OL MH or OH 01 1 0 20 40 60 80 100 LIQUID LIMIT (LL) SAMPLE LOCATION SOURCE LL PL PI ® GB 3 @ 8.0' Qtm 27 15 11 ® GB 5 @ 5.0' Qafu 46 27 19 ® GB 10 @ 5.0' Qtm 21 13 8 PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE B -3 PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE B -4.1 3000 2500 LL Uj 2000 a_ w 1500 F- U) Q Lu a: 1000 U7 500 01 1 1 1 0 500 1000 1500 2000 2500 3000 NORMAL STRESS (PSF) SAMPLE AND TEST DESCRIPTION SAMPLE LOCATION: GB 3 @ 5.0' SOURCE: Qtm TEST DESCRIPTION: DIRECT SHEAR, STRAIN RATE: 0.005" /min., PEAK AVG.DRY DENSITY (PCF): 112 AVG.MOISTURE CONTENT (W: 15 AVG.SATURATION ( %): 84 AVG.VOID RATIO: COHESION (PSF): 600 FRICTION ANGLE (DEG): 29 PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE B -4.1 LL U) D_ U] Lu Ir Q Lu llnn NORMAL STRESS (PSF) SAMPLE AND TEST DESCRIPTION SAMPLE LOCATION: GB 3 @ 5.0' SOURCE: Otm TEST DESCRIPTION: DIRECT SHEAR, STRAIN RATE: 0.005" /min., ULT. AVG.DRY DENSITY (PCF): 112 AVG.MOISTURE CONTENT ( %): 15 AVG.SATURATION ( %): 84 AVG.VOID RATIO: COHESION (PSF): 200 FRICTION ANGLE (DEG): 30 PROJECT 98 -08 Goffman, McCormick & Urban, Inc, PLATE B -4.2 4000 3000 LL 0_ W CC 2000 F--- 07 Q W 1000 0 0 1000 2000 3000 4000 NORMAL STRESS (PSF) SAMPLE AND TEST DESCRIPTION SAMPLE LOCATION: GB 3 @ 8.0' SOURCE: Qtm(R) TEST DESCRIPTION: DIRECT SHEAR, STRAIN RATE-.'0.006"/min. ULT. AVG.DRY DENSITY (PCF): 112 AVG.MOISTURE CONTENT ( %): 13 AVG.SATURATION ( %): 69 AVG.VOID RATIO: COHESION (PSF): 300 FRICTION ANGLE (DEG): 30 PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE B -4.3 w rr r Q w NORMAL STRESS (PSF) I - SAMPLE AND TEST DESCRIPTION I I SAMPLE LOCATION: GB 3 @ 8.0' SOURCE: Qtm (R) TEST DESCRIPTION: DIRECT SHEAR, STRAIN RATE: 0.005" /min, PEAK AVG.DRY DENSITY (PCF): 112 AVG.MOISTURE CONTENT ( %): 13 AVG:SATURATION ( %): 69 AVG.VOID RATIO: COHESION (PSF):.300 FRICTION ANGLE (DEG): 30 PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE B -4.4 to U) U) W Q w NORMAL STRESS (PSF) SAMPLE AND TEST DESCRIPTION SAMPLE LOCATION: GS 3 @ 15.0' SOURCE: Qtm TEST DESCRIPTION: DIRECT SHEAR, STRAIN RATE: 0.01 " /min. PEAK AVG.DRY DENSITY (PCF): 93 AVG.MOISTURE CONTENT ( %): 3 AVG.SATURATION ( %)': 11 AVG.VOID RATIO: COHESION (PSF): 0 FRICTION ANGLE (DEG): 44 PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE B -4.5 PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE B -4.6 3000 2500 LL. 2000 07 Q U) w 1500 UJ Q Lu 1000 500 0 0 500 1000 1500 2000 2500 3000 NORMAL STRESS (PSF) SAMPLE AND TEST DESCRIPTION SAMPLE LOCATION: GB 3 @ 15.0' SOURCE: Qtm TEST DESCRIPTION: DIRECT SHEAR, STRAIN RATE: 0.01 " /min. ULT. AVG.DRY DENSITY (PCF): 93 AVG.MOISTURE CONTENT ( %): 3 AVG.SATURATION 1 %): 11 AVG.VOID RATIO: COHESION (PSF): 50 FRICTION ANGLE (DEG): 35 PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE B -4.6 I 6000 5000 LL 4000 (n 0_ U7 U7 W X 3000 i-- U7 Q wy 2000 U) 1000 0 0 1000 2000 3000 4000 5000 6000 NORMAL STRESS (PSF) SAMPLE AND TEST DESCRIPTION SAMPLE LOCATION: GB 3 @ 35.0' SOURCE: Qtm TEST DESCRIPTION: DIRECT SHEAR, STRAIN RATE: 0.01 " /min. PEAK AVG.DRY DENSITY (PCF): 85 AVG.MOISTURE CONTENT ( %): 4 AVG,SATURATION ( %): 12 AVG.VOID RATIO: COHESION (PSF): 150 FRICTION ANGLE (DEG): 32 PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE B -4.7 5 LL 07 4 o_ U) W w 3 F- U) Ir Q W 2 2 W 1 NORMAL STRESS (PSF) I SAMPLE AND TEST DESCRIPTION I SAMPLE LOCATION: GB 3 @ 35.0' SOURCE: Qtm TEST DESCRIPTION: DIRECT SHEAR, STRAIN RATE: 0.01 " /min. ULT. AVG.DRY DENSITY (PCF): 85 AVG.MOISTURE CONTENT ( %): 4 AVG.SATURATION ( %): 12 AVG.VOID RATIO: COHESION (PSF): 100 FRICTION ANGLE (DEG): 32 PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE B -4.8 4000 3000 LL f/J IL 07 U) W 2000 I- cn W .G 1000 0 0 1000 2000 3000 4000 NORMAL STRESS (PSF) SAMPLE AND TEST DESCRIPTION SAMPLE LOCATION: GB 11 @ 5.0' SOURCE: Qtm TEST DESCRIPTION: DIRECT SHEAR, STRAIN RATE: 0.005" /min. PEAK AVG.DRY DENSITY (PCF): 122 AVG.MOISTURE CONTENT ( %): 12 AVG.SATURATION ( %): 85 AVG.VOID RATIO: COHESION (PSF): 1550 FRICTION ANGLE (DEG): 32 PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE B -4.9 J LL (n o_ U) U) w rr 1-- W cc Q w cn NORMAL STRESS (PSF) I - SAMPLE AND TEST DESCRIPTION I SAMPLE LOCATION: GB 11 @ 5.0' SOURCE: Qtm TEST DESCRIPTION: DIRECT SHEAR, STRAIN RATE: 0.005" /min. ULT. AVG.DRY DENSITY (PCF): 122 AVG.MOISTURE CONTENT ( %): 12 AVG.SATURATION ( %): 85 AVG.VOID RATIO: COHESION (PSF): 250 FRICTION ANGLE (DEG): 32 PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE 8 -4.10 LL u) CL U) U) w v� Q U-1 r U) NORMAL STRESS (PSF) SAMPLE AND TEST DESCRIPTION SAMPLE LOCATION: GB 11 @ 40.0' SOURCE: Otm TEST DESCRIPTION: DIRECT SHEAR, STRAIN RATE: 0.01 " /min. PEAK AVG.DRY DENSITY (PCF): 90 AVG.MOISTURE CONTENT ( %): 3 AVG.SATURATION ( %): 10 AVG.VOID RATIO: COHESION (PSF): 1500 FRICTION ANGLE (DEG): 23 PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE B -4.11 PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE B -4.12 6000 5000 LL (n 4000 U7 0 w 0: 3000 1— r Q = 2000 W 1000, 0 1000 2000 3000 4000 5000 6000 NORMAL STRESS (PSF) SAMPLE AND TEST DESCRIPTION SAMPLE LOCATION: GB 11 @ 40.0' SOURCE: Qtm TEST DESCRIPTION: DIRECT SHEAR, STRAIN RATE: 0.01 "/min. ULT. AVG.DRY DENSITY (PCF): 90 AVG.MOISTURE CONTENT ( %): 3 AVG.SATURATION ( %): 10 AVG.VOID RATIO: COHESION (PSF): 1000 FRICTION ANGLE (DEG): 26 PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE B -4.12 01 0 om I PROJECT 98 -08 Goffman, McCormick & Urban, Inc PLATE B -5.1 STRESS (psf) SAMPLE INITIAL MOIST. D.D. R.C. LOCATION SOURCE VOID RATIO ( %) (pcf) ( %) ® GB 3 @ 5.0' Qtm 0.4550 14 114 ® GB 3 @ 20.0' Qtm 0.4068 11 118 PROJECT 98 -08 Goffman, McCormick & Urban, Inc PLATE B -5.1 l` 0- 0 Z I PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE B -5.2 STRESS (psf) SAMPLE INITIAL MOIST. D.D. R.C: LOCATION SOURCE VOID RATIO ( %) (paf) ( %) ® GB 3 @ 35.0' Qtm 1.0941 5 79 M GB 4 @ 5.0' Qtm 0.6046 18 103 PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE B -5.2 On 1 0 � PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE B -5.3 STRESS (psf) SAMPLE INITIAL MOIST. D.D. R.C. LOCATION SOURCE VOID RATIO ( %) ® GB 4 @ 10.0' Qtm 0.4550 9 114 ® GB 5 @ 5.0' Qafu 0.4692 13 113 0 � PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE B -5.3 �t 4 W = watei added -2 0 W 2 0 ® W z 4 Q i°- U) 6 8 10 12 100 1000 10000 STRESS (psf) SAMPLE INITIAL MOIST. D. D. R.C. LOCATION SOURCE VOID RATIO ( %) (pcf) ( %) ® GB 5 @ 10.0' Qtm 0.5505 19 107 M GB 7 @ 10.0' Qtm 0.7562 24 94 role] • 9 901•- W PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE B -5.4 OR 0 i L♦ PROJECT 98 -08 Goffman, McCormick & Urban, Inc PLATE B -5.5 STRESS (psf) SAMPLE INITIAL MOIST. D. D. R.C. LOCATION SOURCE VOID RATIO ( %) (pcf) ( %) ® GB 8 @ 5.0' Qtm 0.4958 14 111 M GB 8 @ 10.0' Qtm 0.6711 14 99 PROJECT 98 -08 Goffman, McCormick & Urban, Inc PLATE B -5.5 L< _ 1 1 STRESS (psf) SAMPLE INITIAL MOIST. D. D. R.C. LOCATION SOURCE VOID RATIO ( %) (pcf) ( %) ® GB 9 @ 5.0' Qtm 0.5461 11 107 ® GB 9 @ 15.0' Qtm 0.5053 9 110 fjAAj[L$jkj WIWIMLAW PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE B -6.6 L- a 0 I 1 1 W = wated added ❑E 9w in PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE B -5.7 STRESS (psf) SAMPLE INITIAL MOIST. D. D. R.C. LOCATION SOURCE VOID RATIO I %) (pcf) ( %) ® GB 10 @ 5.0' Qtm 0.4474 13 114 ® GB 11 @ 10.0- Qtm 0.6363 17 101 PROJECT 98 -08 Goffman, McCormick & Urban, Inc. PLATE B -5.7 TABLE 1 RESULTS OF CHEMICAL TESTING Location/ Depth Soil Type pH Minimum Resistivity (ohm -cm) Soluble Chlorides (ppm) Soluble Sulfate (percent) GB -3 @ 0 -8' CL 8.8 600 470 0.0148 GB -5 @ 0 -9' CL 3.8 600 380 0.1350 GB -10 @ 0 -5' CL 6.0 600 480 0,0181 PLATE B -6 APPENDIX B -2 Geotechnical Laboratory Procedures and Test Results Performed by Others I I 11 E., I Ell, I v. ER U, E�T- I C-1 I E 111; El E." 01 L, C-12 WOODWARD -CLYDE CONSULTAN3 a 7 T S Q Q \ Q O r h Z a � na o VO 7 N Q � O ¢n N m i vJ Q U W W W Q Q Q U U J U 01111 1 z 3 Q o N m m m O 7 CIr Ca d J J O ITT u S p~W € , sN 0 C , O O Z Y /`z r P 11111 Mill Project No. 41890A WOODWARD -CLYDE CONSULTAN3 a 7 T S Q Q \ Q O WOODWARD -CLYDE CONSULTAN3 a 7 T S WOODWARD -CLYDE CONSULTANTS J J J V 0. W g Q m m m O m o „ _ 6 h 0 Z U v jM w 3 c z' =. ss Q � U J W a.C3 Q U � U gi; V V Q CL TT GRAIN SIZE DISTRIBUTION CURVE WOODWARD -CLYDE CONSULTANTS J J J V 0. W g Q m m m O m WOODWARD -CLYDE CONSULTANTS WOODWARD -CLYDE CONSULTANTS � � } } U Q o C w Q to O H U m � L N m � 0. J J O nI V Z W M O O 2 t7 a m U U U O m � U NU a ti a y N Z O d � Q N _ U � LL z } z � Q z fn >. u T P Cr Project: WEST NEWPORT OIL Project No. 41890A GRAIN SIZE DISTRIBUTION CURVES WOODWARD -CLYDE CONSULTANTS � � } } U Q o C w Q to O H U m � L N m � 0. J J O nI V Z W M O O 2 t7 a m U U U O m WOODWARD -CLYDE CONSULTANTS C WOODWARD °CLYDE CONSULTANTS N d E t O E R7 0 N s o v 3 U N � ai p taVn p U 2 � N Z a }} U Lu J J U U cn } p � 01 w Y Y T T a J J, O €�n�b N 3 W N V' lf7 �® O O b a U r' U U 6 WOODWARD °CLYDE CONSULTANTS O R7 WOODWARD °CLYDE CONSULTANTS Project: WEST NEWPOR Project No. 41890A GRAIN SIZE DISTRIBUTION CURVES z O WOODWARD -CLYDE CONSULTANTS N N _y N N UI y y o s Jgrk � N Q U J? J J a a _ m Of � _ N > Y Y m m m m a r r I'TT o l t ti x w P P N N f f`') D O WOODWARD -CLYDE CONSULTANTS WOODWARD -CLYDE CONSULTANTS PERCENT RETAINED O O cOV m a n m r? m 0 o ° 8 d Q K O J U ° o d a a s d J (A O 2 O Q U l6 O O N ei Q N J. U 2 O F- W t - J U Q li W N O ° H p } J V) 1B U J W V) O C 3 U D ° o g a O 0] O V% H z p 0 Z N y W 0. W J J O W M � � C l O u Y O ® i W 11O W J W.0 S d �O a C — N W C7 W 0 U ° N Z N o n ca oN - U J O ,n co U 0 O N 0 8 a0 O N Q N PERCENT PASSING . Project: WEST NEWPORT OIL FeIg Projec4 No. 41890A GRAIN SIZE DISTRIBUTION CURVES 6 WOODWARD -CLYDE CONSULTANTS K O WOODWARD -CLYDE CONSULTANTS I., F I I El' R ? 0�= F n ,E W E, GRAVEL SAND SILT OR CLAY i COARSEI FINE COARSE MEDIUM FINE Soil Type O B -1 S -2 I 15.0 SIEVE OPENING SIEVE NUMBER HYDROMETER 100 1 "• 3/a" 4 8 1G 30 50 100 200 B -1 S -5 40.0 9 SW -SM ♦ B -2 S -1 10.0 19 SM 80 II� I. p1 C7 II LU m 60 z itz Da.- 40 LU W zo �! l y O �I 10 1 0.1 0.01 0.001 PARTICLE DIAMETER IN MILLIMETERS Project No. 1970011 -01 GRAIN SIZE DISTRIBUTION CURVE q Project Name TW Homes /Banning Lowland ° ASTM D422 L� Date 5/16/97 Figure No. _� GRAVEL SAND SILT OR CLAY i COARSEI FINE COARSE MEDIUM FINE Soil Type O B -1 Symbol Boring Number Sample Number Sample Depth (feet) Percent Passing No. 200 Sieve Soil Type O B -1 S -2 I 15.0 15 SM ® B -1 S -5 40.0 9 SW -SM ♦ B -2 S -1 10.0 19 SM F( F E L5 I F P l' L GRAVEL SAND SILT OR CLAY COARSE FINE �OARSE MEDIUM FINE SIEVE OPENING SIEVE NUMBER HYDROMETER 1" 3/8" a 16 . 30 50 100 200 B -3 100 30.0 8 SP -SM � 80 IN R 2 W } M 60 C7 Z 40 z . w a 20 0 10 1 0.1 0.01 0.001 PARTICLE DIAMETER IN MILLIMETERS Symbol Boring Sample Sample Depth Percent Passing Soil Type Number Number (feet) No. 200 Sieve O B -2 S -5 30.0 6 SP -SM M B -3 S -2 15.0 58 ML A Project No. 1970011 -01 GRAIN SIZE DISTRIBUTION CURVE Project Name TW Homes /Banning Lowland I P(&M ASTM D422 �I Date 5/16/97 Figure No. D' - IL Jul GRAVEL SAND SILT OR CLAY COARSE FINE �OARSE MEDIUM FINE B -3 S -5 30.0 8 SP -SM I F(( 1 i I E 1 L E 'a Symbol B GRAVEL Sample S SAND Percent Passing S Soil Type o B B -3 S S -8 4 45.0 9 9 S SP -SM SILT OR CLAY B -4 S S -1 1 SIEVE OPENING SIEVE NUMBER HYDROMETER COARSE 100 1" 3/8" 30 8 18 50 100 200 B -4 S S -5 3 30.0 7 7 80 F - C7 Ui DO 60 z Z � Q ` 1 o_ E 40 Z w U Lu �1 CL 0 10 1 0.1 0.01 0.001 PARTICLE DIAMETER IN MILLIMETERS Project No. 1970011 -01 Project Name TW Homes /Banning_Lowland I ICI u ASTM D422 Date 5/16/97 Figure No. J D -3 I� I�lLL Symbol B GRAVEL Sample S SAND Percent Passing S Soil Type o B B -3 S S -8 4 45.0 9 9 S SP -SM SILT OR CLAY B -4 S S -1 1 COARSE FINE COARSE MEDIUM FINE A B B -4 S S -5 3 30.0 7 7 Symbol B Boring S Sample S Sample Depth P Percent Passing S Soil Type o B B -3 S S -8 4 45.0 9 9 S SP -SM ® B B -4 S S -1 1 10.0 1 10 S SP -SM A B B -4 S S -5 3 30.0 7 7 K (' r.: i 0 C E I i `'i`• 1t: GRAVEL SAND SILT OR CLAY COARSE FINE OARSE MEDIUM FINE 'SIEVE OPENING 1 SIEVE NUMBER I HYDROMETER loo i" 3/8" 4 a 16 30 so 100 200 L 80 F 2 C7 LU ED (0 C7 Z Q d F- 40 Z U-1 w a 20 0 10 1 0.1 0.01 0.001 PARTICLE DIAMETER IN MILLIMETERS Symbol Boring Sample Sample Depth Percent Passing Soil Type Number Number (feet) No. 200 Sieve O B -4 S -8 45.0 14 SM ® B -5 S -1 10.0 21 SM ® B -5 S -4 25,0 63 C Project No, 1970011 -01 GRAIN SIZE DISTRIBUTION CURVE ASTM D422 Project Name TW Homes /Banning Lowland I ICI Il I Date 5/16/97 Figure No. L E a: F I F- c�: F 3 Symbol Boring Number GRAVEL SAND Percent Passing No. 200 Sieve Soil Type SILT OR CLAY COARSE FINE OARSE MEDIUM FINE 45,0 84 CL SIEVE OPENING 1 SIEVE NUMBER I HYDROMETER B -6 11. /8" 4 8 18 30 so 100 200 100 74 CL ® B -8 S -5 30.0 1 SP S 80 0 LU DO 60 z �lz Q a. }` 40 W LU 20 I I 0 ! �! 10 1 0.1 0.01 0.001 PARTICLE DIAMETER IN MILLIMETERS Project No. 1970011 -01 GRAIN SIZE DISTRIBUTION CURVE Project Name TW Homes /Banning Lowland ° M ASTM D422 Date 5/16/97 Figure No. D -5 Lid Symbol Boring Number Sample Number Sample Depth (feet) Percent Passing No. 200 Sieve Soil Type O B -5 S -7 45,0 84 CL � B -6 1 10.0 74 CL ® B -8 Symbol Boring Number Sample Number Sample Depth (feet) Percent Passing No. 200 Sieve Soil Type O B -5 S -7 45,0 84 CL � B -6 S -1 10.0 74 CL ® B -8 S -5 30.0 1 SP F((- B E L L* P! C -17 Symbol Boring Sample Sample Depth Percent Passing Type Number Number (feet) No. 200 Sieve Soil T e 0 8 -1 -97 R -2 7.0 36 SM ® 8 -1 -97 S -1 17.0 15 S GRAVEL SAND SILT OR CLAY COARSE FINE OARSE MEDIUM FZNE . S ® B -1 -97 R -7 52.0 2 SP IEVE OPENING SIEVE NUMBER HYDROMETER 100 1" 3 /B" 8 16 30 so 100 200 so LU C 60 (7 Z � q q H 40 Lu m m U U1 0 20 ` `' o 10 1 0.1 0.01 0.001 PARTICLE DIAMETER IN MILLIMETERS Project No. 970011 -001 GRAIN SIZE DISTRIBUTION CURVE I ���� A ASTM D422 P I � Date 1/6/98 Figure No. _ I�l1fl GRAVEL SAND SILT OR CLAY COARSE FINE OARSE MEDIUM FZNE . S ® B -1 -97 R -7 52.0 2 SP ® B -1 -97 R -7 52.0 2 SP r; i P F j1.. L =i i; Ll E a u Tir 'u ti JAJI i' lJY 7 GRAVEL I SAND SILT OR CLAY COARSE FINE �OARSEJ 11EOIUN FINE CTCIIC /�OCAIT AID CTCIIC Al11MCCD LIVDD/.MCTCD PARTICLE DIAMETER IN MILLIMETERS Symbol Boring Number Sample Number Sample Depth (feet) Percent Passing No. 200 Sieve Soil Type 0 B -2 -97 R -1 2.5 28 SM ® 13-2 -97 R -2 7.5 20 SM ® B -2 -97 R -4 22.5 7 SP Project No. 970011 -001 GRAIN SIZE DISTRIBUTION CURVE ASTM D422 Project Name NEWPORT BANNING RANCH ° Date J98 Figure No, IuUI C -18 F, Ellr E is GRAIN SIZE DISTRIBUTION CURVE Project No. 970011 -001 GRAVEL SANG SILT OR CLAY COARSE FINE OARSE MEDIUM FINE Symbol Boring Number Sample Number Sample Depth (feet) Percent Passing No. 200 Sieve Soil Type O 8 -2 -97 S -2 27.0 37 SM ® B-3 -97 R -2 SIEVE OPENING SIEVE NUMBER HYDROMETER 9 1 1 ", 3/a" 4 a 16 30 50 100 200 W m z IMMUNE z w U o: w o_ X01 PARTICLE DIAMETER IN MILLIMETERS Project Name NEWPORT BANNING RANCH ASTIVI D422 lu _uI Date 1Jg /gg Figure NO. GRAIN SIZE DISTRIBUTION CURVE Project No. 970011 -001 GRAVEL SANG SILT OR CLAY COARSE FINE OARSE MEDIUM FINE Symbol Boring Number Sample Number Sample Depth (feet) Percent Passing No. 200 Sieve Soil Type O 8 -2 -97 Symbol Boring Number Sample Number Sample Depth (feet) Percent Passing No. 200 Sieve Soil Type O 8 -2 -97 S -2 27.0 37 SM ® B-3 -97 R -2 35.0 9 SP C -19 50 40 i X 0 30 Z H L' 20 r a J n. If, 7 4 O °P i CL I I I � I � I a I HorOH i ® 1 1 MLorOL , 10 20 30 40 50 60 70 BO 90 100 LIQUID LIMIT, LL GROUF UNIFIED SOIL CLASSIFICATION SYM. FINE GRAINED SOIL GROUPS QL ORGANIC SILTS AND ORGANIC SILTY 5 CLAYS OF LOW PLASTICITY. L INORGANIC CLAYEY SILTS TO VERY ML FINE SANDS OF SLIGHT PLASTICITY CL INORGANIC CLAYS OF LOW TO 2 MEDIUM PLASTICITY 0 ORGANIC CLAYS OF MEDIUM TO OH HIGH PLASTICITY, ORGANIC SILTS MH INORGANIC SILTS AND CLAYEY 5 SILTS. CH INORGANIC CLAYS OF HIGH 50 PLASTICITY. TOUGHNESS AND DRY STRENGTH INCREASE. PERMEABILITY AND RATE OF VOLUME CHANGE DECREASE ZK TOUGHNESS AND DRY STRENGTH DECREASE PERMEABILITY AND RATE OF VOLUME CHANGE INCREASE. COMPARING SOILS AT EQUAL LL. TEST SYMBOL BORING NUMBER SAMPLE DEPTH DESCRIPTION 0 A -1 5 Gray SANDY CLAY (CH) L A -1 6.5 Brownish gray CLAYEY SAND (SP —SC) 0 B -1 2 Gray SILTY CLAY (CH) 0 B -1 10 Gray CLAYEY SAND (SC) C -1 5 Gray SANDY CLAY (CL) G1 50 -Gray SANDY CLAY (CH) D -1 6.5 Gray SILTY CLAY (CH) TP -C -2 2.5 Gray SILTY CLAY (CH) Project: WEST NEWPORT OIL Fig. PLASTICITY CHART Project No. 41890A I I B-7 %" r r;W Aan_ rl V M= I, MCI II TAMTQ X Lu U) -J IL 7 0— -T CH 40— CL 0 MH or DH 20— 10 CL-M I Mll. or OL 0 (F— 2 1 0 4 1 0 60 8 1 0 100 LIQUID LIMIT (LL) Symbol Boring Number Sample Number Depth (feet) Field Moisture I%) LL PI U. S. C. S. Symbol 0 B-1 S-1 5.0 51 28 CH M B-3 R-2 5.0 40.2 42 15 IVIL B-6 R-1 2.0 47 21 CL ATTERBERG LIMITS Project No. 1970011-01 ASTM D4318 Project Name TW Homes/Banning Lowland Date 5/16/97 Figure No. D-G Silty Sand (Qtm) COHESION FRICTION ANGLE 300 37.0 psf. degrees SM Silty Sand (Osp) COHESION FRICTION ANGLE 200 35.0 psf. degrees SM Silty Sand (Qtm) COHESION FRICTION ANGLE 600 28.0 psf. degrees SM DIRECT SHEAR TESTS UNDISTURBED 8000 ...... ......................... . .. .. !'6!"!::tti':i:!:' ............ .... ..i..1... ....•.......• ....... .... ........ ....... ..... .4.3- ...... .. ......... ..... .... •.. ......... ... ...... .. 7000 ...... .... ............. ..... ...... .......... ........ .. 6;--:-46--'.--'.- 1.-.- . .... ........ ...... j........ .... ....... FT V ?T-! . ..... . .. "'TT-F ..... . ..... a I T'i:: 4-'. 4 4-4.444.464-4. 4-4-4-4. '44- 4--; . . . . . . . . . . . . . . . . . . . . . . . . .6000 .......... ............. ....... .. . . . . . . . . . . . . . . . N w . .L_. ._;. .1.6 "'TTI-T ? 5000 n:M ...... . ...... .4.4— jjjj 4 4-1-4-4,4.444 •4-- ........ .... ......... ... . 4-t—t— - —4 q. V, ---------- v -T — L::-� ------- uj • cc . . . . . . . . . . . 4000 ......... ... ........ .. ...... ..... ........ .•.•.... ..... ........... .1.1.:.::. .1.1... ------ : ......... .. . . .6 . . t . 6 6 .1 . :.: 1.1-16 ........... ......... . . . . . . . . . . . . . t •0.0.4 . . . . . . . . •. . . . .. T. C.;.. ......... < Lu .)..j.1 . . . . . . . . . . . . ul 30oo ....... ..... .. ...... ........ .•..• . •..•.. •........ .......... . .... .......... .... J ... ... ...... . . ..... : 2000 .. . . .. J: ...... •.I•TTV 44.4.4.44 . . . . . . . . . . . . . .......... K I: ............... . J 44 . . . -4-4-444-464-44. 4-- lddl..1••1.4.0•....•.. •0.1.•1••1••1.4.4.1••4 i. f•. 1346144-- i.4 --- -4--:ij:4:A . . . —444+-i-4 1000 . . . . . I . . 401.1 . . . . j. :.1.1.:..;. . . . . . . . . . . ---------- ...... r:I:T: ::: 'J .TI 4 . ........ -:;-JJ: 1 .. 1.6 ....... ..... .. 0 .0 1000 2000 3000 4000 5000 6000 7000 8000 NORMAL STRESS lbs./ft 2 Sandy Silt (Qsp) COHESION 400 psf. ML FRICTION ANGLE 38.0 degrees symbol boring depth (ft.) symbol boring depth (ft.) a B•2 50.00 DIRECT SHEAR TEST PACIFIC SOILS ENGINEERING, INC. 3002 DOW AVE., TUSTIN, CA 32680 714-730-2122 W.O. 500236 PLATE B-4_ [` 8000 7000 6000 5000 N Lu N 4000 w 2 N 3000 1` 0 rm 1000 DIRECT SHEAR TESTS REMOLDED we 1000 2000 3000 4000 5000 6000 7000 x000 NORMAL STRESS lbs. /ft 2 Sand (Qtm) COHESION 100 psf. gp FRICTION ANGLE 37.0 degrees baring Idepth (ft.) I symbol I boring Idepth (ft.) DIRECT SHEAR TEST PACIFIC SOILS ENGINEERING, INC. ® 3002 DOW AVE., TUSTIN, CA 92660 714. 730 -2122 W.O. 500236 PLATE B -5 01 0.0 1.0 2.0 WE 2 c� = 4,0 i. w C7 Q 5.0 2 U f° LZU 6.0 U 0: w CL 7.0 L)ue M ffilre, COMPRESSIVE STRESS IN TSF I d F 6 7 9 9 1 2 1 3 4 5 6 7 8 910 2 boring epth (ft. density mo,et s a °° sQ.`m�oi typical names 8 -6 5.00 120.40 12.70 63.0 ML Silt (Soil) rr(( REMARKS:Water added at 1 tsf. L CONSOLIDATION CURVE PACIFIC SOILS ENGINEERING, INC. 3002 COW AVE., TUSTIN, CA 92680 714- 730.2122 W.O. 500236 PLATE B -6 l� COMPRESSIVE STRESS IN TSF O.1 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 910 2 0.0 ..............:. • .. ......:.....:..........:....... ..._.....;.......:...:..,..:..;..:._.:...:.,. i.............._......... :........_.....:....,..::F'::.; .:_..:::. i.: 7..... ,...._......................... .............. .}..........;.......y.....y...• : .,:..• b...:.. 3._.. 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(.5 ..............1.. �..... i.... j...:.. n..:. �.. 1..;. t.:.i. �.:' 1............... _ ...1......;.....1.. ..... 1...:..<...:.. i. .;.1.................1......... �..._..:..._ �.. ..5....j...:....:..1..�.3.n.4.• .1.;.:x..............4......... 1.......... boring epth Ift. in lei typical names density slew sym�iol 8 -6 10.00 1 109.70 8.40 37.0 SM Silty Sand (Qtm) REMARKS:Water added at 1 tsf. PACIFIC SOILS ENGINEERING, INC. 3002 DOW AVE., TUSTIN, CA 92680 714. 730 -2122 CONSOLIDATION CURVE W.O. 500236 PLATE B -7 0.6 1.0 2.0 WE I- s c7 = 4.0 r� Lu (9 <Z 5.0 s U w 6.0 U cr w a- 7.0 M- W 10.0 COMPRESSIVE STRESS IN TSF 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 910 2 boring epth (ft. densyity moss( typical 8 -6 31.50 1.03.00 3.10 EI-2v000 191 Sand ) Eh REMARKS:Water added at 2 tsf. CONSOLIDATION CURVE PACIFIC SOILS ENGINEERING, INC. 3002 DOW AVE., TUSTIN, CA 92680 714. 730 -2122 W.O. 500236 PLATE B -8 0.00 1 1.0 2.0 x c7 S 4.0 no w c7 5.0 x U I— w 6.0 U it w EL fps' M W- 10.0 COMPRESSIVE STRESS IN TSF 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 910 2 boring epth(ft. density mole; se0a ym�ol typical names 6.7 10.00 96.40 4.00 60.0 ML Silt (Qtm) REMARKS:Wateradded at 1 tsf. CONSOLIDATION CURVE PACIFIC SOILS ENGINEERING, INC. 3002 DOW AVE., TUSTIN, CA 92680 714. 730 -2122 W.O. 500236 PLATE B -9 w 1� n E9 Ei e<a r:( ii e.� N r° I N 2 N C C Y U 4 L F- � 6 n. E m to e 0 0 Y C U 10 N 0. z 12 O Q 14 0 J O0 16 Z O' U VERTICAL STRESS (ksf) LEGEND: O At Field Moisture' 0 After Addition of Water Boring No. B -3 Dry Density (psf) 79.4 Sample No, R -2 Moisture Content ( %): Depth (ft) 5.0 Before 40.2 Soil Type CL After 35.7 Sample Description Silty Clay CONSOLIDATION CURVE Project No. 1970011 -01 f ASTM D2435 Project Name TW Homes /Banning Lowland I u I Date 5/16!97 Figure No. n —� Lrl—JI F' F E (':: U E 0 N 2 N N C Y U 4 L h N 6 Q E m � e 0 c U 10 d Z 12 O F- Q 14 J U) le Z O U 18 VERTICAL STRESS (ksf) LEGEND: O At Field Moisture ® After Addition of Water Boring No. B -4 Dry Density (psf) 73.3 Sample No. R -1 Moisture Content ( %): Depth (ft) 2.0 Before 46.7 Soil Type CL After 37.9 Sample Description Silty Clay CONSOLIDATION No. 19CONSOLIDATION CURVE IM ASTM D2435 Project Name TW Homes /Banning Lowland Date 5/16/97 Figure No. U °S 01 C -C o. E 0 lL z 0 1-- < 0 z 0 U I 2 3 f VERTICAL STRESS (ksf) LEGEND: 0 At Field Moisture 0 After Addition of Water Boring No. B-6 Dry Density (psf) 76.6 Sample No. R-2 Moisture Content Depth (ft) 5.0 Before 42.5 Soil Type CL After' 36.9 Sample Description ---------- SLIM-C-10-Y- CONSOLIDATION CURVE Project No. 1970011-01 ASTM D2435 Project Name TW Homes/Banninci Lowland Date 5116/97 Figure No. 0-9 21 R' w"I 7 U) 0. E 0 2. CL Z 0 2. 0 to Z 0 U 3 4. N= ME QJz P7m VERTICAL STRESS (ksf) LEGEND: 0 At Field Moisture 0 After Addition of Water Boring No. 8-2-97 Dry Density (psf) 99.8 Sample No. R-3 Moisture Content Depth (ft) 12.5 Before 23.9 Soil Type SP After 23.5 Sample Description Poorly Graded Sand Project No, 970011-001 CONSOLIDATION CURVE ASTM D2435 Project Name NEWPORT BANNING RANCH Date —146198 - Figure No. — C-13 L. Lai M V) 0. a) C -14 .2 .0 CL E M 0 C 2. CL Z 0 2. 3. 0 U) Z O3 4. -32 VERTICAL STRESS (ksf) LEGEND: 0 At Field Moisture 0 After Addition of Water Boring No. B-2-97 Dry Density (psf) 106.5 Sample No. R-1 Moisture Content Depth (ft) 2.5 Before 11,6 Soil Type SM After 17.1 Sample Description Sky Sand 3 C-14 � � � � ^ � o � co O U p v VERTICAL STRESS (ksf) LEGEND: (} x« Field Moisture 0 After Addition of Water Boring No, B4-9 Dry Density (pof) --68.5 —' Sample No. Moisture Content (��>� Before _��.S_— Depth (ft) Sm After �41.9_ Soil Type Sample Description CONSOLIDATION CURVE Project No. 970011-001 ASTIM D2435 Project Name NEWPORT BA NING RANCH Date 1/6/98 Figure No. C~15 Ff E F F Of UK" irrm C: fi a. 0 C: Q) U 1. z 1. 0 0 1. Z 0 U 1. z. PAZ VERTICAL STRESS (ksf) LEGEND: 0 At Field Moisture 0 After Addition of Water Boring No, 8-4-97 Dry Density (psf) 118.8 Sample No. R-2 Moisture Content Depth (ft) 10.0 Before 8.5 Soil Type Sm After 12.5 Sample Description Silty Sand C-16 E E N F D`. L, F L Boring Number Sample Number Sample Depth (ft) USCS Symbol Load(ksf) 8 -1 -97 R -2 0.4 SM O 2.8 ksf 0.8 1.2 z 1.6 � W 2.0 2.4 2.8 0 5 10 15 20 25 30 SQUARE ROOT OF TIME (minutes) --95----4J0 TIME RATE CONSOLIDATION CURVE Project No. 970011 -001 Project Name NEWPORT BANNING RANCH I ICI u I Date 118!98 Figure No. Boring Number Sample Number Sample Depth (ft) USCS Symbol Load(ksf) 8 -1 -97 R -2 7.0 SM O 2.8 ksf C -1 0.000 0.1350 0.1400 - 0.1450 0 (9 0.1500 0,1550 0.1600 0.1650 PA97001 I -011ENG1LAB,XLs "T, 17, 77, NEWPORT BANNING RANCH / TAYLOR WOODROW BORING B-1-97 @ 7 FT, SAMPLE R-2 (SM) SQUARE ROOT OF TIME 5.000 10.000 15.000 20.000 25.000 30.000 2.8 35.000 40.000 1 /o/98 I. ro 0, E E--7- R L" r4 0.5 1,0% 2.0 3.0 4.0 5.0 0 10 20 30 40 50 60 70 SQUARE ROOT OF TIME (minutes) Boring Number Sample Number Sample Depth (ft) USCS Symbol Load(ksf) B-1-97 R-2 7.0 SM 0 5.6 ksf Project No. 970011-001 RATE CONSOLIDATION CURVE Project Name NEWPORT BANNING RANCH rq Date 1/6/98 Figure No. C-3 gm 0.000 0.1600 -F-- 0.1700 0.1800 Z 0.1900 0.2000 0.2100 0.2200 NEWPORT BANNING RANCH / TAYLOR WOODROW BORING B-1-97 @ 7 FT, SAMPLE R-2 (SM) SQUARE ROOT OF TIME 10.000 20.000 30.000 40,000 50.000 60.000 70.000 PA97001 1.00t\ENG\LAB.XLS 116/98 E E I E 0 E]". E L 0.20 0.25 0.30 z 0.35 h 0.40 0.45 0.50 0.55 0 5 10 15 20 25 30 35 40 SQUARE ROOT OF TIME (minutes) TIME RATE CONSOLIDATION CURVE Project No. 970011 -001 n� Project Name NEWPORT BANNING RANCH Date 1/6/98 Figure No. Boring Number Sample Number Sample Depth (ft) USCS Symbol Load(ksf) g_2_97 R -1 2.5 SM O 2.8 ksf C -5 ff7p rn 0.000 6.1145 +- 0.1150 0.1155 0.1160 ul 15 0.1165 im 0.1170 0.1175 0.1180 P:\970011 -01 \ENG\LAB,XLS NEWPORT BANNING RANCH I TAYLOR WOODROW BORING B-2-97 @ 2.5 FT, SAMPLE R-1 (SM) SQUARE ROOT OF TIME 1 5,000 10.000 15.000 20.000 25.000 30.000 35.000 40.000 1 -0-2.8 I/a/98 R Ai Ev, r- P, SQUARE ROOT OF TIME (minutes) Boring Number Sample Number Sample Depth (ft) Z_ Symbol Load(ksf) B-2-97 R-3 12.5 SP Ev, r- P, SQUARE ROOT OF TIME (minutes) Boring Number Sample Number Sample Depth (ft) USCS Symbol Load(ksf) B-2-97 R-3 12.5 SP 0 4.3 ksf Project No. . 970011-001 TIME RATE CONSOLIDATION CURVE Project Name NEWPORT BANNING RANCH Date 1/6/98 Figure No. �p Ell C-7 n 00 l'.rml V�+: (Tm ! irr m4 <:. +CJ 1. 7�k ff1: +` mm ;:m mw • • .Y mm rl;: i t -:7 J F'.. ri:1 NEWPORT BANNING RANCH /.TAYLOR WOODROW BORING B -2 -97 @ 12.5 FT, SAMPLE R -3 (SP) SQUARE ROOT OF TIME 0.000 5.000 10.000 15.000 20,000 25.000 30.000 35.000 0.2665 0.2690 0.2695 C9 0.2700 a 0.2705 0.2710 0.2715 40.000 P:070011 -01 \E N MLAB.XLS 116198 1� 1 F E 1 f P 1 N� Boring Number 0.24 Sample Depth (ft) USCS Symbol Load(ksf) B -2 -97 R -3 12.5 SP O 2.17 ksf 0.28 0.32 z Q 0.36 Cr F- 0.40 0.44 V 0.48 0 5 10 15 20 25 W-36 40 SQUARE ROOT OF TIME (minutes) TIME RATE CONSOLIDATION CURVE Project No. 970011 -001 (((��� Project Name NEWPORT BANNING RANCH ° Date 1/6/98 Figure No. �J' Boring Number Sample Number Sample Depth (ft) USCS Symbol Load(ksf) B -2 -97 R -3 12.5 SP O 2.17 ksf C -9 r", f,1151011 MIMI 0.000 0,2635 -1--- 0.2640 0 0.2645 z (3 0.2650 0.2655 0.2660 P:W70011-011ENG1LAB.XL8 NEWPORT BANNING RANCH/ TAYLOR WOODROW BORING B-2-97 @ 12.5 FT, SAMPLE R-3 (SP) I SQUARE ROOT OF TIME 5.000 10.000, 15.000 20.000 25.000 30.000 35.000 9 2.17 40.000 1 16/98 Woodward -Clyde Consultants 203 North Golden Circle Drive Santa Ana, CA 92705 LAB NO. F02802 REPORTED 2/26/85 SAMPLE Soil RECEIVED 2/25/85 IDENTIFICATION Project No. 41890A, Project Name: West Newport Oil Field - AS Below BASED ON SAMPLE As Submitted Boring No. A -1, Sample No. PB -1, Depth 51 Boring No. A -1, Sample No. PB -2, Depth 6.51 Boring No. B -1, Sample No. PE-2, Depth 101 Boring No. D -1, Sample No. PB -4, Depth 151 ASSOC ATP B i�ORI Tito L. Pa TLP /dsv Orqanic Content* 3.08 % 2.42 8 1.81 8 1.65 B *By Combustion. TMNG &CONSULTING Chem cal• MX noon. re theuced or Vi laor Publication con lartnti I of our wtIt ten and Hf al mey not n. reproduced an for or Mut al oumction In Part of c, or without ndIwntmn '^"^"J "' iwrmliflon. Thl[ If for IM1. mutual protection of the nu011c. or dlentq and Ou n.IVU. EgV14NiR12(Iml . Cd lom 1 Project: WEST NEWPORT OIL ORGANIC CONTENT TESTS Fig. Project No. 41890A 8.8 WOODWARO —CLYDE CONSULTANTS ti16'�� A� a. Slope Stability Methodology and Results Nor mi- GEOTECHNICAL,INC, NEWPORT BANNING RANCH, LLC Newport Bmming Ranch APPENDIX C SLOPE STABILITY METHODOLOGY AND RESULTS GENERAL Slope stability analyses were performed utilizing the computer program GSTABL7 Version 2 to evaluate the stability of the natural bluffs at the site and to preliminarily evaluate stability of proposed fill slopes. The GSTABL7 computer program was written for the general solution of slope stability problems by a two - dimensional limiting equilibrium method. The results of our analyses indicate that the site will have acceptable safety factors under anticipated static and dynamic conditions. STRENGTH MODEL Direct shear testing performed on samples obtained during this investigation and prior investigations were evaluated to determine the most applicable strength envelope for use in the stability analyses. Results of direct shear testing are summarized on Table C -1 below. Average shear strength values for both peak and ultimate strain conditions were adopted for analysis. Ultimate shear strength values were used to evaluate static stability while peak strengths were utilized for dynamic condition modeling. Remolded Samples (Table C -1) SAMPLE STRAIN RATE PEAK STRENGTH ULTIMATE STRENGTH GB 3 @ 8' (Qtm) 0.005" /min 300 psf, 30° 300 psf, 30° PS B -3 @ 18' (Qtm) 0.05" /min 600 psf, 28° 50 psf, 35° PS B -5 12' (Qtm) 0.05" /min 100 psf, 37° 100 psf, 32° Adopted Values: 333, 31.7° 300 psf, 300 Undisturbed Samples Table C -1 SAMPLE STRAIN RATE PEAK STRENGTH ULTIMATE STRENGTH GB 3 c 5' (Qtm) 0.005" /min 600 psf, 29° 200 psf, 301 GB 3 @ 15' (Qtm) 0.005" /min 0 psf, 44° 50 psf, 35° GB 3 @ 35' (Qtm) 0.005" /min 150 psf, 32° 100 psf, 32° GB 11 5' (Qtm) 0.005" /min 1550 psf, 32° 250 psf, 32° GB 11 @ 40' (Qtm) 0.005" /min 1500 psf, 230 1000 psf, 26° PS B -1 @ 10' (Qtm) 0.05" /min 300 psf, 37° PS B -2 @ 30' (Qtm) 0.05" /min 200 psf, 35° PS B -4 50' (Qtm) 0.05" /min 400 psf, 38° Adopted Values: 587.5 psf, 33.80 1 320 psf, 31° July 2011 C -1 GMU Project NEWPORT BANNING RANCH, LLC Newport Banning Ranch In 11111 1101111FAMMM Based on observations and data discussed in the text portion of the report, groundwater was assumed to be at MSL for the slope stability analyses. ANALYSIS SECTIONS The following sections were analyzed: Section 44' was analyzed assuming a rotational failure mode and utilizing a critical failure search routine. The analysis indicates a critical static safety factor of 1.59 and a critical pseudo- static safety factor of 1.19 (see Table C -2 below). Section 6 -6' was analyzed assuming a rotational failure mode and utilizing a critical failure search routine. The analysis indicates a critical static safety factor of 1.61 and a critical pseudo- static safety factor of 1.44 (see Table C -2 below). To further evaluate slope stability during dynamic conditions, a parametric pseudo- static analyses was performed. The results of the analyses are contained on Table C -4 and indicate that the slope safety factor reaches 1.0 or unity with a horizontal ground acceleration of approximately .51 g. Section 9 -9' was also analyzed for a critical rotational failure. Safety factors of 1.69 and 1.48 were obtained for static and pseudo- static conditions, respectively (see Table C -2 below). Fill Slopes. A typical 65- foot -high 2:1 fill slope was analyzed using the remolded fill strengths outlined in this Appendix. The results of the fill slope stability analysis are included below in Table C -3 - Global Stability for Fill Slopes. Global Stabilitv for Bluffs (Table C -2) SECTION STATIC F.S. PSEUDO - STATIC F.S. 44' 1.59 1.19 6 -6' 1.61 1.44 9 -9' 1.69 1.48 Glohal Stahility for Fill Slone- ( Table C-31 DESCRIPTION STATIC F.S. PSEUDO - STATIC F.S. 65 -ft high fill slope 1.88 1.46 C -2 GMU Project 06- 163 -00 NEWPORT BANNING RANCH, LLC Newport Banning Ranch SURFICIAL ST'ABILIT'Y Surficial slope stability for the proposed fill slopes was evaluated utilizing a formula recognized by the County of Orange. Results of this analysis are summarized on a plate at the end of this Appendix. The results indicate factors of safety in excess of 1.5 for saturation depths of up to 5 feet. 2011 C -3 GMU Project 06- 163 -00 t� ri W ® V Ca ZO N d � N V � O L Q G � � O m C � N N io C O V d N C m® L d v O a (D N 0 d' N •- .� r r O O O O M 00 LO 'T V' (O 00 r O I-: Lq d' M N �° O O O 0 0 0 0 0 0 0 0 In m 0 0 0 EO O LL0 0 0 0 0 0 0 0 0 0 0 0 0 a a 0 0 0 0 e a 0 C O o O M C d d v 0 0 N 0 0 o_ 0 w 2 Banning Ranch, Sect 4 -4', Static u:\2006 \06- 163- 03 \analyses\slope stability \4_s.pl2 Run By: Dan Stoics, GMU Geotechnical 6/17/2009 11:27AM 400 -- # FS Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. a 1.592 Desc. Type Unit;Wt. Unit Wt. Intercept Angle; Pressure Constant Surface ; b 1.621 No. (pcf) (pcf) (psf) (deg); Param. (psf) No. c 1.626 Qtm 1 120.0 125.0 320.0 31.0 ; 0.00 0.0 W1 d 1.641 Ccol 2 120.0 125.0 0.0 0.0 0.00 0.0 W1 e 1.660 Af 3 120.0 125.0 0.0 0.0 0.00 0.0 W1 f 1.666 �.__.._..__ -_... g 1.671 h 1.672 i 1.683 300 J_1.014 200 — --- - - - - -- -------------- - - - --- -------------------- -------------------- -------------------- epga 13 14 / 1 S i �10� 11 1 q 1 1 7 ' 1 6 � 5 / 4 -- '.; �. 100 2 - _._._.. ........ _.... _........._.- ...._.. — —� _ - 18 0 - -- ...1__. -._._ 0 100 200 300 400 500 GSTABL7 v.2 FSmin =1.592 Safety Factors Are Calculated By The Modified Bishop Method GS7 -ABL7. 400 300 200 100 Banning Ranch, Sect 4 -4', Static 02006 \06 - 163- 031analysestslope stability\4_s,plt Run By: Dan Stoica, GMU Geotechnical 6/17/2009 11:27AM 0 100 200 300 400 500 GSTABL7 * ** GSTA13L7 * ** ** GSTABL7 by Garry H. Gregory, P.E. ** ** Original Version 1.0, January 1996; Current Version 2.005, Sept. 2006 ** (All Rights Reserved - Unauthorized Use Prohibited) SLOPE STABILITY ANALYSIS SYSTEM Modified Bishop, Simplified Janbu, or GLE Method of Slices. (Includes Spencer & Morgenstern -Price Type Analysis) Including Pier /Pile, Reinforcement, Soil Nail, Tieback, Nonlinear Undrained Shear Strength, Curved Phi Envelope, Anisotropic Soil, Fiber - Reinforced Soil, Boundary Loads, Water Surfaces, Pseudo - Static & Newmark Earthquake, and Applied Forces. Analysis Run Date: 6/17/2009 Time of Run: 11:27AM Run By: Dan Stoics, GMU Geotechnical Input Data Filename: U: \2006 \06 - 163 -03 \Analyses \Slope Stability \4_s.in Output Filename: U: \2006 \06 - 163 -03 \Analyses \Slope Stability \4_s.OUT Unit System: English Plotted Output Filename: U: \2006 \06 - 163 -03 \Analyses \Slope Stability \4_s.PLT PROBLEM DESCRIPTION: Banning Ranch, Sect 4 -4', Static BOUNDARY COORDINATES 15 Top Boundaries 22 Total Boundaries U: \2006 \06 - 163 -03 \Analyses \Slope Stability \4 s.OUT Page 2 Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below End 1 0.00 99.10 153.50 99.30 2 2 153.50 99.30 181.70 102.00 2 3 181.70 102.00 189.20 104.10 2 4 189.20 104.10 200.50 107.30 1 5 200.50 107.30 219.20 117.70 1 6 219.20 117.70 236.10 132.00 1 7 236.10 132.00 258.70 151.20 1 8 258.70 151.20 265.70 153.70 1 9 265.70 153.70 285.60 152.00 1 10 285.60 152.00 308.80 150.10 1 11 308.80 150.10 357.00 160.60 1 12 357.00 160.60 372.10 170.40 1 13 372.10 170.40 398.60 171.50 1 14 398.60 171.50 444.20 178.10 1 15 444.20 178.10 499.00 179.30 1 16 0.00 50.20 51.00 60.30 1 17 51.00 60.30 80.70 68.80 1 18 80.70 68.80 98.10 77.40 1 19 98.10 77.40 123.90 77.40 1 20 123.90 77.40 141.10 86.80 1 21 141.10 86.80 171.20 87.40 1 22 171.20 87.40 189.90 102.80 1 Default Y- Origin = 0.00(ft) Default X -Plus Value = 0.00(ft) Default Y -Plus Value = 0.00(ft) ISOTROPIC SOIL PARAMETERS 3 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 120.0 125.0 320.0 31.0 0.00 0.0 1 2 120.0 125.0 0.0 0.0 0.00 0.0 1 3 120.0 125.0 0.0 0.0 0.00 0.0 1 1 PIEZOMETRIC SURFACE(S) SPECIFIED Unit Weight of Water = 62.40 (pcf) Piezometric Surface No. 1 Specified by 2 Coordinate Points Pore Pressure Inclination Factor = 0.50 Point X -Water Y -Water No. (ft) (ft) 1 0.00 90.00 2 500.00 90.00 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 400 Trial Surfaces Have Been Generated. 20 Surface(s) Initiate(s) From Each Of 20 Points Equally Spaced Along The Ground Surface Between X = 20.00(ft) and X = 190.00(ft) Each Surface Terminates Between X = 260.00(ft) and X = 450.00(ft) Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = 0.00(ft) 10.00(ft) Line Segments Define Each Trial Failure Surface. Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Evaluated. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Bishop Method Total Number of Trial Surfaces Attempted = 400 Number of Trial Surfaces With Valid FS = 400 Statistical Data On All Valid FS Values: FS Max = 4.039 FS Min = 1.592 FS Ave = 2.550 Standard Deviation = 0.414 Coefficient of Variation = 16.24 % Failure Surface Specified By 13 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 181.053 101.938 2 190.936 100.412 U: \2006 \06 - 163 -03 \Analyses \Slope Stability \4_s.OUT Page 3 3 200.933 100.169 4 210.878 101.215 5 220.606 103.531 6 229.955 107.080 7 238.770 111.801 8 246.905 117.618 9 254.223 124.432 10 260.605 132.131 11 265.942 140.588 12 270.148 149.660 13 271.270 153.224 Circle Center At X = 197.811 ; Y = 177.682 and Radius = 77.575 Factor of Safety * ** 1.592 * ** Individual data on the 21 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Her Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 0.6 6.3 0.0 0.0 0. 0. 0.0 0.0 0.0 2 5.9 1029.1 0.0 0.0 0. 0. 0.0 0.0 0.0 3 1.6 583.0 0.0 0.0 0. 0. 0.0 0.0 0.0 4 0.7 300.2 0.0 0.0 0. 0. 0.0 0.0 0.0 5 1.0 491.2 0.0 0.0 0. 0. 0.0 0.0 0.0 6 9.6 6484.8 0.0 0.0 0. 0. 0.0 0.0 0.0 7 0.4 376.1 0.0 0.0 0. 0. 0.0 0.0 0.0 8 9.9 11473.6 0.0 0.0 0. 0. 0.0 0.0 0.0 9 8.3 13162.6 0.0 0.0 0. 0. 0.0 0.0 0.0 10 1.4 2518.8 0.0 0.0 0. 0. 0.0 0.0 0.0 11 9.3 19677.8 0.0 0.0 0. 0. 0.0 0.0 0.0 12 6.1 15245.6 0.0 0.0 0. 0. 0.0 0.0 0.0 13 2.7 7064.6 0.0 0.0 0. 0. 0.0 0.0 0.0 14 8.1 22465.2 0.0 0.0 0. 0. 0.0 0.0 0.0 15 7.3 20430.6 0.0 0.0 0. 0. 0.0 0.0 0.0 16 4.5 11907.5 0.0 0.0 0. 0. 0.0 0.0 0.0 17 1.9 4698.4 0.0 0.0 0. 0. 0.0 0.0 0.0 18 5.1 10164.0 0.0 0.0 0. 0. 0.0 0.0 0.0 19 0.2 386.7 0.0 0.0 0. 0. 0.0 0.0 0.0 20 4.2 4227.0 0.0 0.0 0. 0. 0.0 0.0 0.0 21 1.1 246.4 0.0 0.0 0. 0. 0.0 0.0 0.0 Failure Surface Specified By 20 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 118.421 99.254 2 128.151 96.947 3 138.001 95.219 4 147.935 94.075 5 157.920 93.520 6 167.920 93.555 7 177.900 94.181 8 187.826 95.395 9 197.663 97.193 10 207.377 99.569 11 216.933 102.514 12 226.299 106.018 13 235.442 110.070 14 244.329 114.654 15 252.930 119.754 16 261.215 125.354 17 269.155 131.434 18 276.722 137.971 19 283.890 144.944 20 290.004 151.639 Circle Center At X = 162.322 ; Y = 262.657 and Radius = 169.197 Factor of Safety * ** 1.621 * ** Failure Surface Specified By 20 Coordinate Points Point X -Surf Y -Surf U: \2006 \06 - 163 -03 \Analyses \Slope Stability \9 s.OUT Page 4 No. (f t) (f t) 1 118.421 99.254 2 128.102 96.749 3 137.918 94.840 4 147.833 93.535 5 157.808 92.838 6 167.808 92.753 7 177.794 93.279 8 187.729 94.415 9 197.577 96.156 10 207.299 98.496 11 216.860 101.427 12 226.224 104.936 13 235.356 109.011 14 244.222 113.637 15 252.788 118.796 16 261.023 124.470 17 268.895 130.636 18 276.376 137.272 19 283.437 144.354 20 289.873 151.650 Circle Center At X = 164.201 ; Factor of Safety * ** 1 626 * ** 256.164 ; and Radius = 163.452 Failure Surface Specified By 24 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 82.632 99.208 2 92.183 96.246 3 101.873 93.775 4 111.676 91.800 5 121.567 90.328 6 131.520 89.362 7 141.510 88.905 8 151.510 88.957 9 161.494 89.518 10 171.436 90.588 11 181.312 92.163 12 191.094 94.240 13 200.757 96.812 14 210.277 99.873 15 219.629 103.416 16 228.787 107.430 17 237.730 111.906 18 246.432 116.832 19 254.873 122.195 20 263.029 127.981 21 270.879 134.176 22 278.404 140.762 23 285.583 147.724 24 289.284 151.698 Circle Center At X = 145.478 ; Y = 284.820 and Radius = 195.963 Factor of Safety * ** 1.641 * ** Failure Surface Specified By 19 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 118.421 99.254 2 128.153 96.953 3 138.025 95.357 4 147.986 94.475 5 157.984 94.311 6 167.969 94.866 7 177.888 96.137 8 187.690 98.118 9 197.324 100.798 10 206.741 104.163 11 215.891 108.197 U: \2006 \06 - 163 -03 \Analyses \Slope Stability \4_s.OUT Page 5 12 224.728 112.877 13 233.206 118.181 14 241.280 124.080 15 248.910 130.545 16 256.055 137.540 17 262.680 145.032 18 268.748 152.980 19 269.034 153.415 Circle Center At X = 155.265 ; Y 135.528 Factor of Safety 142.945 267.052 * ** 1.660 * ** 268.702 Failure Point No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Circle 233.340 ; and Radius = 139.055 Surface Specified By 15 Coordinate Points X -Surf Y -Surf (ft) (ft) 154.211 99.368 164.192 98.763 174.190 98.973 184.138 99.996 193.969 101.824 203.619 104.447 213.024 107.846 222.121 111.998 230.849 116.878 239.152 122.451 246.974 128.682 254.263 135.528 260.970 142.945 267.052 150.883 268.702 153.444 Center At X = 166.619 ; Y Factor of Safety 242.778 * ** 1.666 * ** 250.409 Failure Point No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 221.534 ; and Radius = Surface Specified By 21 Coordinate Points X -Surf Y -Surf (ft) (ft) 91.579 99.219 101.120 96.225 110.831 93.836 120.672 92.063 130.606 90.912 140.592 90.389 150.592 90.494 160.565 91.227 170.472 92.587 180.274 94.566 189.932 97.159 199.408 100.353 208.665 104.137 217.665 108.495 226.373 113.411 234.755 118.865 242.778 124.835 250.409 131.297 257.619 138.227 264.378 145.596 270.586 153.283 Circle Center At X = 143.922 ; Y Factor of Safety * ** 1.671 * ** 249.303 ; and Radius = Failure Surface Specified By 11 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 190.000 104.327 2 199.917 105.614 3 209.660 107.866 4 219.136 111.061 5 228.253 115.168 6 236.925 120.148 122.794 158.950 U: \2006 \06 - 163 -03 \Analyses \Slope Stability \9 s.OUT Page 6 7 245.068 125.953 8 252.603 132.527 9 259.459 139.808 10 265.569 147.724 11 269.126 153.407 Circle Center At X = 181.837 ; Y = 206.035 ; and Radius = 102.035 Factor of Safety * ** 1.672 * ** Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 190.000 104.327 2 199.883 105.853 3 209.650 108.001 4 219.261 110.761 5 228.679 114.123 6 237.866 118.073 7 246.784 122.596 8 255.400 127.673 9 263.677 133.285 10 271.583 139.408 11 279.087 146.018 12 285.111 152.042 Circle Center At X = 170.894 ; Y = 261.059 and Radius = 157.893 Factor of Safety * ** 1.683 * ** Failure Surface Specified By 15 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 172.105 101.081 2 181.708 98.291 3 191.560 96.576 4 201.541 95.958 5 211.529 96.444 6 221.403 98.027 7 231.042 100.689 8 240.329 104.398 9 249.151 109.107 10 257.399 114.761 11 264.975 121.289 12 271.784 128.612 13 277.745 136.641 14 282.785 145.278 15 285.762 151.987 Circle Center At X = 202.143 ; Y = 186.541 and Radius = 90.585 Factor of Safety * ** 1.694 * ** * * ** END OF GSTABL7 OUTPUT * * ** Banning Ranch, Sect 4 -4', Pseudostatic u:\2006 \06- 163 -03 \analyses \slope stability\4 _ps.p12 Run By: Dan Stoica, GMU Geotechnical 6/17/2009 11:28AM 400 - _._. —. -- ....._.._ ... .... # FS Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Load Value a 1.190 Desc. Type Unit;Wt. Unit Wt. Intercept Angle; Pressure Constant Surface Peak(A) 0.150(g) b 1.391 No. (pcf) (pct) (pst) (deg)' Param. (psf) No. kh C_oett_.0_.150(g)< _ c 1.405 Qtm 1 120.0 125.0 587.0 33.5; 0.00 0.0 W1 - d 1.490 Qcol 2 120.0 125.0 0.0 0.0 0.00 0.0 W1 e 1.492 Af 3 120.0 125.0 0.0 0.0 0.00 0.0 W 1 f1.499 _._._..._..--- -------...........-.._ _,.__......----- ._____._._..... g 1.501 h 1.504 1.523 300 J_1. 548 .................. .......�..--------------- - - - -�-------------- 200 .__...- ...._----- - - - - -- .._..__..__ .._ ....... -------------- - - - - -- ------------------- a 13 14 15 9( h i 12 1 1 1 8 A kA d /! 1 7 j i 1 100 100 GSTABL7 200 300 GSTABL7 v.2 FSmin =1.190 Safety Factors Are Calculated By The Modified Bishop Method 400 500 400 300 200 100 A Banning Ranch, Sect 4 -4', Pseudostatic u:\2006 \06- 163 -03 \analyses \slope stability\4 _ps.plt Run By: Dan Stoica, GMU Geotechnical 6/17/2009 11:28AM � I I � I I I I I I l4 IS [2 13 q I 2 3 4 /6�- F-I 1 -_mod I 1 I I � I U: \2006 \06 - 163 -03 \Analyses \Slope Stability \9 ps.OUT Page 1 * ** GSTABL7 * ** ** GSTABL7 by Garry H. Gregory, P.E. ** ** Original Version 1.0, January 1996; Current Version 2.005, Sept. 2006 ** (All Rights Reserved - Unauthorized Use Prohibited) SLOPE STABILITY ANALYSIS SYSTEM Modified Bishop, Simplified Janbu, or GLE Method of Slices. (Includes Spencer & Morgenstern -Price Type Analysis) Including Pier /Pile, Reinforcement, Soil Nail, Tieback, Nonlinear Undrained Shear Strength, Curved Phi Envelope, Anisotropic Soil, Fiber - Reinforced Soil, Boundary Loads, Water Surfaces, Pseudo- Static & Newmark Earthquake, and Applied Forces. Analysis Run Date: 6/17/2009 Time of Run: 11:28AM Run By: Dan Stoica, GNU Geotechnical Input Data Filename: U: \2006 \06 - 163 -03 \Analyses \Slope Stability \9 ps.in Output Filename: U: \2006 \06 - 163 -03 \Analyses \Slope Stability \4_ps.OUT Unit System: English Plotted Output Filename: U: \2006 \06 - 163 -03 \Analyses \Slope Stability \4_ps.PLT PROBLEM DESCRIPTION: Banning Ranch, Sect 4 -41, Pseudostatic BOUNDARY COORDINATES Soil Type (ft) 15 Top Boundaries 2 102.00 22 Total Boundaries 2 107.30 Boundary X -Left Y -Left X -Right No. (ft) (ft) (ft) 1 0.00 99.10 153.50 2 153.50 99.30 181.70 3 181.70 102.00 189.20 4 189.20 104.10 200.50 5 200.50 107.30 219.20 6 219.20 117.70 236.10 7 236.10 132.00 258.70 8 258.70 151.20 265.70 9 265.70 153.70 285.60 10 285.60 152.00 308.80 11 308.80 150.10 357.00 12 357.00 160.60 372.10 13 372.10 170.40 398.60 14 398.60 171.50 444.20 15 444.20 178.10 499.00 16 0.00 50.20 51.00 17 51.00 60.30 80.70 18 80.70 68.80 98.10 19 98.10 77.40 123.90 20 123.90 77.40 141.10 21 141.10 86.80 171.20 22 171.20 87.40 189.90 Default Y- Origin = 0.00(ft) Default X -Plus Value = 0.00(ft) Default Y -Plus Value = 0.00(ft) ISOTROPIC SOIL PARAMETERS 3 Type(s) of Soil Soil Total Saturated Cohesion Friction Type Unit Wt. Unit Wt. Intercept Angle No. (pcf) (pcf) (psf) (deg) 1 120.0 125.0 587.0 33.5 2 120.0 125.0 0.0 0.0 3 120.0 125.0 0.0 0.0 1 PIEZOMETRIC SURFACE(S) SPECIFIED Unit Weight of Water = 62.40 (pcf) Piezometric Surface No. 1 Specified by Pore Pressure Inclination Factor = 0.50 Point X -Water Y -Water No. (ft) (ft) 1 0.00 90.00 2 500.00 90.00 Y -Right Soil Type (ft) Below Bud 99.30 2 102.00 2 104.10 2 107.30 1 117.70 1 132.00 1 151.20 1 153.70 1 152.00 1 150.10 1 160.60 1 170.40 1 171.50 1 178.10 1 179.30 1 60.30 1 68.80 1 77.40 1 77.40 1 86.80 1 87.40 1 102.80 1 Pore Pressure Piez. Pressure Constant Surface Param. (psf) No. 0.00 0.0 1 0.00 0.0 1 0.00 0.0 1 2 Coordinate Points U: \2006 \06 - 163 -03 \Analyses \Slope Stability \4_ps.OUT Page 2 Specified Peak Ground Acceleration Coefficient (A) = 0.150(g) Specified Horizontal Earthquake Coefficient (kh) = 0.150(8) Specified Vertical Earthquake Coefficient (kv) = 0.000(g) Specified Seismic Pore - Pressure Factor = 0.000 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 400 Trial Surfaces Have Been Generated. 20 Surface(s) Initiate(s) From Each Of 20 Points Equally Spaced Along The Ground Surface Between X = 20.00(ft) and X = 190.00(ft) Each Surface Terminates Between X = 260.00(ft) and X = 450.00(ft) Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = 0.00(ft) 10.00(ft) Line Segments Define Each Trial Failure Surface. Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Evaluated. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Bishop Method Total Number of Trial Surfaces Attempted = 400 Number of Trial Surfaces With Valid FS = 400 Statistical Data On All Valid FS Values: FS Max = 2.842 FS Min = 1.190 FS Ave = 1.967 Standard Deviation = 0.239 Coefficient of Variation = 12.16 % Failure Surface Specified By 29 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 20.000 99.126 2 29.586 96.279 3 39.272 93.791 4 49.043 91.667 5 58.887 89.907 6 68.790 88.516 7 78.738 87.495 8 88.717 86.845 9 98.713 86.568 10 108.713 86.663 11 118.702 87.131 12 128.666 87.971 13 138.593 89.182 14 148.467 90.762 15 158.276 92.709 16 168.005 95.020 17 177.641 97.692 18 187.172 100.721 19 196.582 104.104 20 205.860 107.834 21 214.993 111.908 22 223.967 116.320 23 232.771 121.063 24 241.391 126.130 25 249.817 131.516 26 258.037 137.212 27 266.038 143.210 28 273.810 149.502 29 277.467 152.695 Circle Center At X = 101.154 ; Y = 354.825 and Radius = 268.268 Factor of Safety * ** 1.190 * ** Individual data on the 40 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Nor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 9.6 1644.6 0.0 0.0 0. 0. 246.7 010 0.0 2 9.7 4776.4 0.0 0.0 0. 0. 716.5 0.0 0.0 3 9.8 7538.1 0.0 0.0 0. 0. 1130.7 0.0 0.0 4 9.3 9328.7 0.0 0.0 0. 0. 1399.3 0.0 0.0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 U: \2006 \06 - 163 -03 \Analyses \Slope Stability \4_ps.OUT Page 3 0.5 574.6 0.0 1.5 9.9 11868.5 0.0 491.9 9.9 13457.8 0.0 1244.6 10.0 14557.5 0.0 1765.9 10.0 15177.5 0.0 2055.1 10.0 15312.0 0.0 2111.9 10.0 14959.8 0.0 1936.1 10.0 14124.2 0.0 1528.0 9.9 12813.1 0.0 886.1 5.1 5956.5 0.0 132.1 4.6 5091.5 0.0 0.0 5.0 4852.9 0.0 0.0 4.8 4180.0 0.0 0.0 9.7 7423.9 0.0 0.0 9.6 5543.9 0.0 0.0 4.1 1689.4 0.0 0.0 5.5 1913.6 0.0 0.0 0.4 121.6 0.0 0.0 1.7 543.0 0.0 0.0 0.7 220.3 0.0 0.0 6.7 1877.7 0.0 0.0 3.9 871.7 0.0 0.0 5.4 1308.2 0.0 0.0 9.1 3232.1 0.0 0.0 4.2 1811.3 0.0 0.0 4.8 2613.4 0.0 0.0 8.8 7146.9 0.0 0.0 3.3 3416.0 0.0 0.0 5.3 6141.8 0.0 0.0 8.4 11376.4 0.0 0.0 8.2 12606.5 0.0 0.0 0.7 1071.1 0.0 0.0 7.0 10178.6 0.0 0.0 0.3 430.2 0.0 0.0 7.8 6513.0 0.0 0.0 3.7 768.9 0.0 0.0 Failure Surface Specified By 28 C o Point X -Surf Y -Surf No. (ft) (ft) 1 46.842 99.161 2 56.543 96.734 3 66.324 94.651 4 76.172 92.916 5 86.076 91.530 6 96.022 90.495 7 105.999 89.812 8 115.993 89.483 9 125.993 89.508 10 135.986 89.686 11 145.959 90.617 12 155.900 91.701 13 165.797 93.136 14 175.636 94.919 15 185.407 97.050 16 195.096 99.525 17 204.691 102.341 18 214.181 105.495 19 223.553 108.982 20 232.796 112.796 21 241.898 116.939 22 250.848 121.400 23 259.635 126.174 24 268.248 131.256 25 276.675 136.640 26 284.906 142.318 27 292.932 148.283 28 296.466 151.110 Circle Center At X = 120.293 ; Y 0. 0. 86.2 0.0 0. 0. 1763.3 0.0 0. 0. 2018.7 0.0 0. 0. 2163.6 0.0 0. 0. 2276.6 0.0 0. 0. 2296.8 0.0 0. 0. 2244.0 0.0 0. 0. 2118.6 0.0 0. 0. 1922.0 0.0 0. 0. 893.5 0.0 0. 0. 763.7 0.0 0. 0. 727.9 0.0 0. 0. 627.0 0.0 0. 0. 1113.6 0.0 0. 0. 831.6 0.0 0. 0. 253.4 0.0 0. 0. 287.0 0.0 0. 0. 18.2 0.0 0. 0. 61.5 0.0 0. 0. 33.1 0.0 0. 0. 281.7 0.0 0. 0. 130.7 0.0 0. 0. 196.2 0.0 0. 0. 464.8 0.0 0. 0. 271.7 0.0 0. 0. 392.0 0.0 0. 0. 1072.3 0.0 0. 0. 512.4 0.0 0. 0. 921.3 0.0 0. 0. 1706.5 0.0 0. 0. 1891.0 0.0 0. 0. 160.7 0.0 0. 0. 1526.6 0.0 0. 0. 64.5 0.0 0. 0. 976.9 0.0 0. 0. 115.3 0.0 ordinate Points 371.938 ; and Radius = 282.493 U: \2006 \06 - 163 -03 \Analyses \Slope Stability \4_ps.OUT Page 4 Failure Poi No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Circle Factor of Safety * ** 1.391 * ** Surface Specified By 24 Coordinate Points Point X -Surf Y -Surf (ft) (ft) 82.632 99.208 92.183 96.246 101.873 93.775 111.676 91.800 121.567 90.328 131.520 89.362 141.510 88.905 151.510 88.957 161.494 89.518 171.436 90.588 181.312 92.163 191.094 94.240 200.757 96.812 210.277 99.873 219.629 103.416 228.787 107.430 237.730 111.906 246.432 116.832 254.873 122.195 263.029 127.981 270.879 134.176 278.404 140.762 285.583 147.724 289.284 151.698 Center At X = 145.478 ; Y Factor of Safety 140.854 * ** 1.405 * ** 146.524 Failure Point No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 284.820 ; and Radius = 195.963 Surface Specified By 28 Coordinate Points X -Surf Y -Surf (ft) (ft) 55.789 99.173 65.538 96.943 75.354 95.037 85.229 93.457 95.150 92.205 105.107 91.281 115.090 90.688 125.086 90.426 135.086 90.495 145.078 90.895 155.051 91.625 164.995 92.685 174.898 94.074 184.750 95.790 194.539 97.831 204.256 100.195 213.889 102.879 223.428 105.880 232.862 109.196 242.181 112.822 251.376 116.755 260.435 120.990 269.348 125.523 278.107 130.348 286.702 135.460 295.122 140.854 303.359 146.524 308.263 150.144 Circle Center At X = 128.002 ; Y Factor of Safety * ** 1.490 * ** 392.252 ; and Radius = 301.845 Failure Surface Specified By 20 Coordinate Points Point X -Surf Y -Surf U: \2006 \06 - 163 -03 \Analyses \Slope Stability \4_ps.OUT Page 5 No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Circle Failure Poi No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Circle (f t) (ft) 118.421 99.2 128.102 96.7 137.918 94.8 147.833 93.5 157.808 92.8 167.808 92.7 177.794 93.2 187.729 94.4 197.577 96.1 207.299 98.4 216.860 101.4 226.224 104.9 235.356 109.0 244.222 113.6 252.788 118.7 261.023 124.4 268.895 130.6 276.376 137.2 283.437 144.3 289.873 151.6 Center At X = 164.201 Factor of Safety * ** 1.492 * ** Surface Specified By 20 Point Failure Point No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Surface Specified By 21 X -Surf Y -Surf (ft) (ft) 54 49 40 35 38 53 79 15 56 96 27 36 11 37 96 70 36 72 54 50 ; Y = 256.164 ; and Radius = 163.452 Coordinate Points 54 47 19 75 20 55 81 95 93 69 14 18 70 54 54 54 34 71 44 39 Y = 262.657 ; and Radius = 169.197 Coordinate Points 91.579 99.219 101.120 96.225 110.831 93.836 120.672 92.063 130.606 90.912 140.592 90.389 150.592 90.494 160.565 91.227 170.472 92.587 180.274 94.566 189.932 97.159 199.408 100.353 208.665 104.137 217.665 108.495 226.373 113.411 X -Surf Y -Surf (ft) (ft) 118.421 99.2 128.151 96.9 138.001 95.2 147.935 94.0 157.920 93.5 167.920 93.5 177.900 94.1 187.826 95.3 197.663 97.1 207.377 99.5 216.933 102.5 226.299 106.0 235.442 110.0 244.329 114.6 252.930 119.7 261.215 125.3 269.155 131.4 276.722 137.9 283.890 144.9 290.004 151.6 Center At X = 162.322 Factor of Safety * ** 1 499 * ** Failure Poi No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Circle (f t) (ft) 118.421 99.2 128.102 96.7 137.918 94.8 147.833 93.5 157.808 92.8 167.808 92.7 177.794 93.2 187.729 94.4 197.577 96.1 207.299 98.4 216.860 101.4 226.224 104.9 235.356 109.0 244.222 113.6 252.788 118.7 261.023 124.4 268.895 130.6 276.376 137.2 283.437 144.3 289.873 151.6 Center At X = 164.201 Factor of Safety * ** 1.492 * ** Surface Specified By 20 Point Failure Point No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Surface Specified By 21 X -Surf Y -Surf (ft) (ft) 54 49 40 35 38 53 79 15 56 96 27 36 11 37 96 70 36 72 54 50 ; Y = 256.164 ; and Radius = 163.452 Coordinate Points 54 47 19 75 20 55 81 95 93 69 14 18 70 54 54 54 34 71 44 39 Y = 262.657 ; and Radius = 169.197 Coordinate Points 91.579 99.219 101.120 96.225 110.831 93.836 120.672 92.063 130.606 90.912 140.592 90.389 150.592 90.494 160.565 91.227 170.472 92.587 180.274 94.566 189.932 97.159 199.408 100.353 208.665 104.137 217.665 108.495 226.373 113.411 U: \2006 \06 - 163 -03 \Analyses \Slope Stability \9 ps.OUT Page 6 16 234.755 118.865 17 242.778 124.835 18 250.409 131.297 19 257.619 138.227 20 264.378 145.596 21 270.586 153.283 Circle Center At X = 143.922 ; Y = 149.045 Factor of Safety 7 159.029 * ** 1.501 * ** 8 Failure Surface Specified By 23 Point X -Surf Y -Surf No. (ft) (ft) 1 100.526 99.2 2 109.933 95.8 3 119.521 92.9 4 129.257 90.7 5 139.109 89.0 6 149.045 87.8 7 159.029 87.3 8 169.029 87.3 9 179.011 87.9 10 188.941 89.1 11 198.786 90.8 12 208.513 93.1 13 218.089 96.0 14 227.481 99.4 15 236.659 103.4 16 245.590 107.9 17 254.246 112.9 18 262.597 118.4 19 270.614 124.4 20 278.271 130.8 21 285.542 137.7 22 292.403 145.0 23 297.442 151.0 Circle Center At X = 163.670 276.886 Factor of Safety 24 285.399 * ** 1.504 * ** 25 249.303 ; and Radius = 158.950 Coordinate Points 31 38 96 15 03 65 06 27 28 07 60 81 63 95 67 64 72 74 50 82 47 23 30 ; Y 259.540 ; and Radius = 172.297 Failure Surface Specified By 27 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 64.737 99.184 2 74.538 97.202 3 84.402 95.556 4 94.316 94.248 5 104.269 93.279 6 114.249 92.651 7 124.245 92.364 8 134.245 92.419 9 144.237 92.816 10 154.210 93.553 11 164.152 94.631 12 174.051 96.048 13 183.896 97.802 14 193.675 99.891 15 203.377 102.313 16 212.991 105.066 17 222.505 108.145 18 231.909 111.547 19 241.190 115.269 20 250.339 119.305 21 259.345 123.652 22 268.197 128.304 23 276.886 133.255 24 285.399 138.501 25 293.729 144.034 26 301.865 149.848 27 302.830 150.589 U: \2006 \06 - 163 -03 \Analyses \Slope Stability \9 ps.OUT Page 7 Circle Center At X = 127.641 ; Y = 385.026 ; and Radius = 292.681 Factor of Safety * ** 1.523 * ** Failure Surface Specified By 25 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 73.684 99.196 2 83.512 97.350 3 93.402 95.866 4 103.339 94.747 5 113.310 93.994 6 123.303 93.608 7 133.303 93.590 8 143.297 93.940 9 153.271 94.657 10 163.212 95.740 11 173.107 97.188 12 182.942 98.999 13 192.703 101.170 14 202.378 103.699 15 211.953 106.582 16 221.417 109.814 17 230.754 113.393 18 239.954 117.313 19 249.004 121.568 20 257.890 126.153 21 266.603 131.062 22 275.129 136.288 23 283.457 141.823 24 291.576 147.662 25 296.060 151.143 Circle Center At X = 128.793 ; Y = 365.467 and Radius = 271.914 Factor of Safety * ** 1.548 * ** * * ** END OF GSTABL7 OUTPUT * * ** 100 GSTABL7 6 1 7 I 51 i 14 - - -=f� ; ; 100 200 S11 GSTABL7 v.2 FSmin =1.609 Safety Factors Are Calculated By The Modified Bishop Method 400 500 Banning Ranch, Sect 6 -6', Static u:\2006 \06- 163- 03 \analyses\slope stability \6 —s.pl2 Run By: Dan Stoics, GMU Geotechnical 6/17/2009 11:34AM 400 - — - _.. -- # FS Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. a 1.609 Desc. Type Unit;Wt. Unit Wt. Intercept Angle; Pressure Constant Surface to 1.610 No. (pcf) (pcf) (pso (deg): Param. (psf) No. C 1.611 Qtm 1 120.0 125.0 320.0 31.0 , 0.00 0.0 W1 of 1.615 Qcol 2 120.0 125.0 0.0 0.0 0.00 0.0 W1 e 1.620 At 3 120.0 125.0 0.0 0.0 0.00 0.0 W1 f 1.624 g 1.624 ; h 1.629 i 1.634 300 J_1. 637__.._......_......_..;_... I I .__......------------ *--- - - - - -- I I 200 ------------ - - - - -- ------------ I 1 --.... - - -- a ----------------- --------- .-------------- ------------------- h gQIU` s 100 GSTABL7 6 1 7 I 51 i 14 - - -=f� ; ; 100 200 S11 GSTABL7 v.2 FSmin =1.609 Safety Factors Are Calculated By The Modified Bishop Method 400 500 400 300 200 100 Banning Ranch, Sect 6 -6', Static u:\2006 \06- 163 -03 \analyses\slope stability \6_s.plt Run By: Dan Sloica, GMU Geolechnical 6/17/2009 11:34AM 0 100 200 300 400 GSTABL7 500 U: \2006 \06 - 163 -03 \Analyses \Slope Stability \6 s.OUT Page 1 * ** GSTABL7 * ** ** GSTABL7 by Garry H. Gregory, P.E. ** ** Original Version 1.0, January 1996; Current Version 2.005, Sept. 2006 ** (All Rights Reserved - Unauthorized Use Prohibited) SLOPE STABILITY ANALYSIS SYSTEM Modified Bishop, Simplified Janbu, or GLE Method of Slices. (Includes Spencer & Morgenstern -Price Type Analysis) Including Pier /Pile, Reinforcement, Soil Nail, Tieback, Nonlinear Undrained Shear Strength, Curved Phi Envelope, Anisotropic Soil, Fiber - Reinforced Soil, Boundary Loads, Water Surfaces, Pseudo- Static & Newmark Earthquake, and Applied Forces. Analysis Run Date: 6/17/2009 Time of Run: 11:34AM Run By: Dan Stoica, GNU Geotechnical Input Data Filename: U: \2006 \06 - 163 -03 \Analyses \Slope Stability \6_s.in Output Filename: U: \2006 \06 - 163 -03 \Analyses \Slope Stability \6_s.OUT Unit System: English Plotted Output Filename: U: \2006 \06 - 163 -03 \Analyses \Slope Stability \6_s.PLT PROBLEM DESCRIPTION: Banning Ranch, Sect 6 -6', Static BOUNDARY COORDINATES Below Bud 109.00 8 Top Boundaries 2 115.10 18 Total Boundaries 1 163.80 Boundary X -Left Y -Left X -Right No. (ft) (ft) (ft) 1 0.00 107.30 4.10 2 4.10 109.00 79.70 3 79.70 110.50 101.20 4 101.20 115.10 111.50 5 111.50 118.40 179.40 6 179.40 163.80 205.60 7 205.60 172.70 269.70 8 269.70 178.10 440.30 9 0.00 104.20 50.50 10 50.50 104.10 61.10 11 0.00 99.50 58.10 12 58.10 96.60 81.70 13 81.70 101.80 100.60 14 0.00 69.60 27.20 15 27.20 80.90 50.40 16 50.40 85.00 62.80 17 62.80 92.80 83.40 18 83.40 97.80 101.20 Default Y- Origin = 0.00(ft) Default X -Plus Value = 0.00(ft) User Specified Y -Plus Value = 50.00(ft) ISOTROPIC SOIL PARAMETERS 3 Type(s) of Soil Y -Right Soil Type (ft) Below Bud 109.00 2 110.50 2 115.10 2 118.40 1 163.80 1 172.70 1 178.10 1 177.40 1 104.10 2 109.50 2 96.60 2 101.80 2 115.30 2 80.90 1 85.00 1 92.80 1 97.80 1 115.10 1 Soil Total Saturated Cohesion Friction Pore Type Unit Wt. Unit Wt. Intercept Angle Pressure No. (pcf) (pcf) (psf) (deg) Param. 1 120.0 125.0 320.0 31.0 0.00 2 120.0 125.0 0.0 0.0 0.00 3 120.0 125.0 0.0 0.0 0.00 1 PIEZOMETRIC SURFACE(S) SPECIFIED Unit Weight of Water = 62.40 (pcf) Pressure Piez. Constant Surface (psf) No. 0.0 1 0.0 1 0.0 1 Piezometric Surface No. 1 Specified by 2 Coordinate Points Pore Pressure Inclination Factor = 0.50 Point X -Water Y -Water No. (ft) (ft) 1 0.00 90.00 2 500.00 90.00 A Critical Failure Surface Searching Method, Technique For Generating Circular Surfaces, 400 Trial Surfaces Have Been Generated. 20 Surface(s) Initiate(s) From Each Of Using A Random Has Been Specified. 20 Points Equally Spaced U: \2006 \06 - 163 -03 \Analyses \Slope Stability \6 s.OUT Page 2 Along The Ground Surface Between X = 0.00(ft) and X = 100.00(ft) Each Surface Terminates Between X = 200.00(ft) and X = 350.00(ft) Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = 0.00(ft) 10.00(ft) Line Segments Define Each Trial Failure Surface. Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Evaluated. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Bishop Method Total Number of Trial Surfaces Attempted = 400 Number of Trial Surfaces With Valid FS = 400 Statistical Data On All Valid FS Values: FS Max = 4.307 FS Min = 1.609 FS Ave = 2.555 Standard Deviation = 0.529 Coefficient of Variation = 20.72 8 Failure Surface Specified By 25 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 10.526 109.128 2 20.317 107.092 3 30.190 105.506 4 40.126 104.372 5 50.103 103.694 6 60.100 103.472 7 70.098 103.708 8 80.074 104.399 9 90.008 105.546 10 99.879 107.146 11 109.667 109.195 12 119.351 111.689 13 128.911 114.622 14 138.327 117.990 15 147.579 121.784 16 156.648 125.997 17 165.516 130.620 18 174.162 135.643 19 182.571 141.056 20 190.723 146.847 21 198.602 153.005 22 206.191 159.517 23 213.476 166.368 24 220.439 173.545 25 220.826 173.983 Circle Center At X = 59.952 ; Y = 322.288 and Radius = 218.816 Factor of Safety * ** 1.609 * ** Individual data on the 35 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Her Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 9.8 1309.9 0.0 0.0 0. 0. 0.0 0.0 0.0 2 9.9 3697.7 0.0 0.0 0. 0. 0.0 0.0 0.0 3 9.9 5576.5 0.0 0.0 0. 0. 0.0 0.0 0.0 4 3.8 2522.5 0.0 0.0 0. 0. 0.0 0.0 0.0 5 6.2 4398.3 0.0 0.0 0. 0. 0.0 0.0 0.0 6 0.4 296.7 0.0 0.0 0. 0. 0.0 0.0 0.0 7 9.6 7415.8 0.0 0.0 0. 0. 0.0 0.0 0.0 8 1.0 796.1 0.0 0.0 0. 0. 0.0 0.0 0.0 9 9.0 7146.1 0.0 0.0 0. 0. 0.0 0.0 0.0 10 9.6 7333.4 0.0 0.0 0. 0. 0.0 0.0 0.0 11 0.4 275.9 0.0 0.0 0. 0. 0.0 0.0 0.0 12 6.3 4891.2 0.0 0.0 0. 0. 0.0 0.0 0.0 13 3.7 3059.8 0.0 0.0 0. 0. 0.0 0.0 0.0 14 1.6 1412.9 0.0 0.0 0. 0. 0.0 0.0 0.0 15 8.2 7370.9 0.0 0.0 0. 0. 0.0 0.0 0.0 16 0.7 663.9 0.0 0.0 0. 0. 0.0 0.0 0.0 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 U: \2006 \06 - 163 -03 \Analyses \Slope Stability \6_s.OUT Page 3 0.6 552.7 0.0 0.0 0. 0. 0.0 0.0 0.0 8.5 8278.4 0.0 0.0 0. 0. 0.0 0.0 0.0 1.8 1908.5 0.0 0.0 0. 0. 0.0 0.0 0.0 7.9 9748.0 0.0 0.0 0. 0. 0.0 0.0 0.0 9.6 15705.1 0.0 0.0 0. 0. 0.0 0.0 0.0 9.4 19076.7 0.0 0.0 0. 0. 0.0 0.0 0.0 9.3 21698.6 0.0 0.0 0. 0. 0.0 0.0 0.0 9.1 23578.4 0.0 0.0 0. 0. 0.0 0.0 0.0 8.9 24733.1 0.0 0.0 0. 0. 0.0 0.0 0.0 8.6 25189.2 0.0 0.0 0. 0. 0.0 0.0 0.0 5.2 15536.9 0.0 0.0 0. 0. 0.0 0.0 0.0 3.2 9247.0 0.0 0.0 0. 0. 0.0 0.0 0.0 8.2 21825.2 0.0 0.0 0. 0. 0.0 0.0 0.0 7.9 18019.4 0.0 0.0 0. 0. 0.0 0.0 0.0 7.0 13019.7 0.0 0.0 0. 0. 0.0 0.0 0.0 0.6 955.5 0.0 0.0 0. 0. 0.0 0.0 0.0 7.3 8840.7 0.0 0.0 0. 0. 0.0 0.0 0.0 7.0 3091.8 0.0 0.0 0. 0. 0.0 0.0 0.0 0.4 9.4 0.0 0.0 0. 0. 0.0 0.0 0.0 Failure Surface Specified By 20 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 57.895 110.067 2 67.786 108.594 3 77.749 107.737 4 87.746 107.498 5 97.739 107.879 6 107.689 108.879 7 117.557 110.493 8 127.307 112.715 9 136.901 115.538 10 146.301 118.949 11 155.472 122.936 12 164.378 127.484 13 172.985 132.574 14 181.260 138.189 15 189.172 144.305 16 196.689 150.899 17 203.784 157.947 18 210.428 165.421 19 216.596 173.292 20 216.841 173.647 Circle Center At X = 86.600 ; Y = 268.774 and Radius = 161.282 Factor of Safety * ** 1.610 * ** Failure Surface Specified By 20 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 57.895 110.067 2 67.750 108.374 3 77.695 107.320 4 87.686 106.910 5 97.683 107.144 6 107.645 108.023 7 117.529 109.542 8 127.294 111.696 9 136.900 114.474 10 146.307 117.867 11 155.476 121.859 12 164.368 126.434 13 172.947 131.572 14 181.176 137.253 15 189.022 143.454 16 196.452 150.147 17 203.435 157.305 18 209.941 164.899 19 215.945 172.896 20 216.413 173.611 U: \2006 \06 - 163 -03 \Analyses \Slope Stability \6 s.OUT Page 4 Circle Center At X = 89.058 107.599 Factor of Safety 106.313 * ** 1.611 * ** 60.776 Failure Surface Specified By 24 Point X -Surf Y -Surf No. (ft) (ft) 1 15.789 109.2 2 25.622 107.4 3 35.527 106.0 4 45.484 105.1 5 55.473 104.6 6 65.473 104.6 7 75.464 105.0 8 85.423 105.9 9 95.332 107.3 10 105.169 109.1 11 114.915 111.3 12 124.548 114.0 13 134.049 117.1 14 143.398 120.7 15 152.576 124.6 16 161.564 129.0 17 170.343 133.8 18 178.896 139.0 19 187.203 144.5 20 195.249 150.5 21 203.017 156.8 22 210.490 163.4 23 217.652 170.4 24 220.967 173.9 Circle Center At X = 60.774 Factor of Safety * ** 1.615 * ** Failure Surface Specified By 17 Point X -Surf Y -Surf No. (ft) (ft) 1 78.947 110.4 2 88.864 109.1 3 98.851 108.6 4 108.847 108.9 5 118.787 110.0 6 128.608 111.9 7 138.249 114.6 8 147.648 118.0 9 156.745 122.1 to 165.483 127.0 11 173.806 132.5 12 181.661 138.7 13 188.999 145.5 19 195.773 152.9 15 201.940 160.8 16 207.461 169.1 17 209.614 173.0 Circle Center At X = 100.112 Factor of Safety * ** 1.620 * ** Failure Surface Specified By 24 Point X -Surf Y -Surf No. (ft) (ft) 1 2 3 9 5 6 7 8 9 Y = 261.821 ; and Radius = 154.920 Coordinate Points 32 09 34 12 99 31 73 68 16 14 57 41 60 08 79 62 50 32 99 37 35 80 58 95 ; Y 324.110 ; and Radius = 219.537 Coordinate Points 85 93 94 92 85 65 21 36 89 52 95 83 77 33 06 99 38 ; Y 234.223 ; and Radius = 125.535 Coordinate Points 21.053 109.336 30.900 107.599 90.818 106.313 50.783 105.982 60.776 105.108 70.776 105.192 80.761 105.733 90.711 106.729 100.605 108.180 U: \2006 \06 - 163 -03 \Analyses \Slope Stability \6_s.OUT Page 5 10 110.423 110.082 11 120.143 112.431 12 129.746 115.222 13 139.211 118.449 14 148.518 122.106 15 157.649 126.184 16 166.583 130.676 17 175.302 135.572 18 183.789 140.662 19 192.025 146.534 20 199.992 152.577 21 207.675 158.978 22 215.058 165.723 23 222.124 172.799 24 223.399 174.199 Circle Center At X = 63.960 ; 174.599 Factor of Safety 16 182.260 * ** 1 624 * ** 17 Failure Surface Specified By 21 Point X -Surf Y -Surf No. (ft) (ft) 1 42.105 109.7 2 51.684 106.8 3 61.441 104.6 4 71.329 103.1 5 81.298 102.4 6 91.297 102.3 7 101.278 102.9 8 111.190 104.2 9 120.984 106.2 10 130.611 108.9 11 140.023 112.3 12 149.172 116.4 13 158.014 121.0 14 166.504 126.3 15 174.599 132.2 16 182.260 138.6 17 169.448 145.6 18 196.127 153.0 19 202.263 160.9 20 207.827 169.2 21 210.007 173.0 Circle Center At X = 87.521 Factor of Safety * ** 1.624 * ** Y = 323.534 ; and Radius = 218.453 Coordinate Points 54 82 93 98 06 19 39 62 82 88 67 03 74 59 29 57 09 52 48 57 71 ; Y 243.793 ; and Radius = 141.524 Failure Surface Specified By 24 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 15.789 109.232 2 25.321 106.208 3 35.009 103.728 4 44.821 101.800 5 54.727 100.430 6 64.694 99.622 7 74.691 99.380 8 84.686 99.703 9 94.647 100.592 10 104.541 102.042 11 114.337 104.050 12 124.004 106.609 13 133.511 109.710 14 142.628 113.344 15 151.923 117.499 16 160.770 122.162 17 169.338 127.319 18 177.601 132.951 19 185.532 139.042 20 193.106 145.572 U: \2006 \06 - 163 -03 \Analyses \Slope Stability \6 s.OUT Page 6 21 200.298 152.519 22 207.086 159.863 23 213.447 167.578 24 217.969 173.742 Circle Center At X = 73.971 ; Y = 275.965 ; and Radius = 176.593 Factor of Safety * ** 1.629 * ** Failure Poi No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Circle Surface Specified By 19 Coordinate Points Point X -Surf Y -Surf (ft) (ft) 52.632 109.963 62.608 109.274 72.607 109.128 82.599 109.524 92.555 110.462 102.445 111.938 112.241 113.949 121.913 116.488 131.434 119.548 140.774 123.120 149.907 127.193 158.805 131.756 167.443 136.794 175.795 142.294 183.836 148.239 191.542 154.611 198.892 161.392 205.863 168.562 209.778 173.052 Center At X = 70.305 ; Y Factor of Safety * ** 1.634 * ** 293.392 ; and Radius = 184.279 Failure Surface Specified By 24 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 26.316 109.441 2 36.070 107.237 3 45.923 105.527 4 55.849 104.316 5 65.824 103.607 6 75.822 103.401 7 85.817 103.699 8 95.785 104.500 9 105.700 105.802 10 115.537 107.601 11 125.270 109.895 12 134.876 112.675 13 144.329 115.936 14 153.606 119.669 15 162.684 123.865 16 171.538 128.512 17 180.147 133.600 18 188.489 139.115 19 196.542 145.043 20 204.287 151.369 21 211.703 158.078 22 218.772 165.151 23 225.475 172.572 24 227.054 174.507 Circle Center At X = 74.916 ; Y = 301.686 and Radius = 198.293 Factor of Safety * ** 1.637 * ** * * ** END OF GSTABL7 OUTPUT * * ** 400 300 200 100 GSTABL7 Banning Ranch, Sect 6 -6', Pseudostatic u:\2006 \06- 163- 03\analyses\slope stability\6_ps.p12 Run By: Dan Stoica, GMU Geotechnical 6117/2009 11:35AM # FS I Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. : Load Value a 1.436 Desc. Type Unit;Wt. Unit Wt. Intercept Angle; Pressure Constant Surface Peak(A) 0.150(8g) b 1.465 No. (pcf) (pcf) (psf) (deg)' Param. (psf) No. kh Coef1. 0.150(g)< c 1.466 Qlm 1 120.0 125.0 587.0 33.5; 0.00 0.0 W1 d 1.476 Qcol 2 120.0 125.0 0.0 0.0 0.00 0.0 W1 e 1.492 f 1.498 g 1.499 h 1.500 i 1.524 1..1.529-..----------- Af 3 124.0 125.0 0.0 0.0 0.00 , - - - --- 0.0 W 1 , a fihdg 7 3 6 1. q 1 S 1 i =l e - -- -Ise - -....------------------- _ �------- .._.,------ --- ---- - - - - - -- , 1 100 200 300 GSTABL7 v.2 FSmin =1.436 Safety Factors Are Calculated By The Modified Bishop Method 400 500 400 300 200 m Banning Ranch, Sect 6 -6', Pseudostatic u:\2006 \06- 163 -03 \analyses \slope stability \6 _ps.pit Run By: Dan Stoica, GMU Geotechnical 6/17/2009 11:35AM 0 100 200 300 400 GSTABL7 500 U: \2006 \06 - 163 -03 \Analyses \Slope Stability \6 ps.OUT Page 1 * ** G3TABL7 * ** ** GSTABL7 by Garry H. Gregory, P.E. ** ** Original Version 1.0, January 1996; Current Version 2.005, Sept. 2006 ** (All Rights Reserved- Unauthorized Use Prohibited) SLOPE STABILITY ANALYSIS SYSTEM Modified Bishop, Simplified Janbu, or GLE Method of Slices. (Includes Spencer & Morgenstern -Price Type Analysis) Including Pier /Pile, Reinforcement, Soil Nail, Tieback, Nonlinear Undrained Shear Strength, Curved Phi Envelope, Anisotropic Soil, Fiber - Reinforced Soil, Boundary Loads, Water Surfaces, Pseudo - Static & Newmark Earthquake, and Applied Forces. Analysis Run Date: 6/17/2009 Time of Run: 11:35AM Run By: Dan Stoics, GMU Geotechnical Input Data Filename: U: \2006 \06 - 163 -03 \Analyses \Slope Stability \6_ps.in Output Filename: U: \2006 \06 - 163 -03 \Analyses \Slope Stability \6_ps.OUT Unit System: English Plotted Output Filename: U: \2006 \06 - 163 -03 \Analyses \Slope Stability \6_ps.PLT PROBLEM DESCRIPTION: Banning Ranch, Sect 6 -6', Pseudostatic BOUNDARY COORDINATES 8 Top Boundaries 18 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 0.00 107.30 4.10 109.00 2 2 4.10 109.00 79.70 110.50 2 3 79.70 110.50 101.20 115.10 2 4 101.20 115.10 111.50 118.40 1 5 111.50 118.40 179.40 163.80 1 6 179.40 163.80 205.60 172.70 1 7 205.60 172.70 269.70 178.10 1 8 269.70 178.10 440.30 177.40 1 9 0.00 104.20 50.50 104.10 2 10 50.50 104.10 61.10 109.50 2 11 0.00 99.50 58.10 96.60 2 12 58.10 96.60 81.70 101.80 2 13 81.70 101.80 100.60 115.30 2 14 0100 69.60 27.20 80.90 1 15 27.20 80.90 50.40 85.00 1 16 50.40 85.00 62.80 92.80 1 17 62.80 92.80 83.40 97.80 1 18 83.40 97.80 101.20 115.10 1 Default Y- Origin = 0.00(ft) Default X -Plus Value = 0.00(ft) User Specified Y -Plus Value = 50.00(ft) ISOTROPIC SOIL PARAMETERS 3 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 120.0 125.0 587.0 33.5 0.00 0.0 1 2 120.0 125.0 0.0 0.0 0.00 0.0 1 3 120.0 125.0 0.0 0.0 0.00 0.0 1 1 PIEZOMETRIC SURFACE(S) SPECIFIED Unit Weight of Water = 62.40 (pcf) Piezometric Surface No. 1 Specified by 2 Coordinate Points Pore Pressure Inclination Factor = 0.50 Point X -Water Y -Water No. (ft) (ft) 1 0.00 90.00 2 500.00 90.00 Specified Peak Ground Acceleration Coefficient (A) = 0.150(g) Specified Horizontal Earthquake Coefficient (kh) = 0.150(g) Specified Vertical Earthquake Coefficient (kv) = 0.000(g) Specified Seismic Pore - Pressure Factor = 0.000 U: \2006 \06 - 163 -03 \Analyses \Slope Stability \6_ps.OUT Page 2 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 400 Trial Surfaces Have Been Generated. 20 Surface(s) Initiate(s) From Each Of 20 Points Equally Spaced Along The Ground Surface Between X = 0.00(ft) and X = 100.00(ft) Each Surface Terminates Between X = 200.00(ft) and X = 350.00(ft) Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = 0.00(ft) 10.00(ft) Line Segments Define Each Trial Failure Surface. Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Evaluated. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Bishop Method Total Number of Trial Surfaces Attempted = 400 Number of Trial Surfaces With Valid FS = 400 Statistical Data On All Valid FS Values: FS Max = 3.085 FS Min = 1.436 FS Ave = 2.032 Standard Deviation = 0.316 Coefficient of Variation = 15.57 % Failure Surface Specified By 24 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 15.789 109.232 2 25.321 106.208 3 35.009 103.728 4 44.821 101.800 5 54.727 100.430 6 64.694 99.622 7 74.691 99.380 8 84.686 99.703 9 94.647 100.592 10 104.541 102.042 11 114.337 104.050 12 124.004 106.609 13 133.511 109.710 14 142.828 113.344 15 151.923 117.499 16 160.770 122.162 17 169.338 127.319 18 177.601 132.951 19 185.532 139.042 20 193.106 145.572 21 200.298 152.519 22 207.086 159.863 23 213.447 167.578 24 217.969 173.742 Circle Center At X = 73.971 ; Y = 275.965 and Radius = 176.593 Factor of Safety * ** 1.436 * ** Individual data on the 35 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Nor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 9.5 1837.6 0.0 0.0 0. 0. 275.6 0.0 0.0 2 8.1 4210.3 0.0 0.0 0. 0. 631.5 0.0 0.0 3 1.6 1078.4 0.0 0.0 0. 0. 161.8 0.0 010 4 9.8 8179.8 0.0 0.0 0. 0. 1227.0 0.0 0.0 5 5.7 5763.2 0.0 0.0 0. 0. 864.5 0.0 0.0 6 4.2 4687.1 0.0 0.0 0. 0. 703.1 0.0 0.0 7 6.4 7568.2 0.0 0.0 0. 0. 1135.2 0.0 0.0 8 3.6 4485.1 0.0 0.0 0. 0. 672.8 0.0 0.0 9 6.4 8255.2 0.0 0.0 0. 0. 1238.3 0.0 0.0 10 3.6 4701.3 0.0 0.0 0. 0. 705.2 0.0 0.0 11 5.0 6605.0 0.0 0.0 0. 0. 990.7 0.0 0.0 12 2.0 2673.5 0.0 0.0 0. 0. 401.0 0.0 0.0 13 3.0 4153.9 0.0 0.0 0. 0. 623.1 0.0 0.0 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 0.7 9.2 6.0 0.6 3.3 7.0 2.8 9.7 9.5 9.3 9.1 8.8 8.6 8.3 1.8 6.1 7.6 7.2 5.3 1.5 6.4 4.5 Failur Poin No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Circle Failur Poin No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 0: \2006 \06 - 163 -03 \Analyses \Slope Stability \6_ps.00T Page 3 1058.0 0.0 0.0 0. 0. 158.7 0.0 0.0 13864.3 0.0 0.0 0. 0. 2079.6 0.0 0.0 9506.3 0.0 0.0 0. 0. 1426.0 0.0 0.0 974.0 0.0 010 0. 0. 146.1 0.0 0.0 5547.6 0.0 0.0 0. 0. 832.1 0.0 0.0 12133.9 0.0 0.0 0. 0. 1820.1 0.0 0.0 5307.7 0.0 0.0 0. 0. 796.1 0.0 0.0 21112.7 0.0 0.0 0. 0. 3166.9 0.0 0.0 24847.2 0.0 0.0 0. 0. 3727.1 0.0 0.0 27619.0 0.0 0.0 0. 0. 4142.9 0.0 0.0 29433.0 0.0 0.0 0. 0. 4414.9 0.0 0.0 30312.1 0.0 0.0 0. 0. 4546.8 0.0 0.0 30297.8 0.0 0.0 0. 0. 4544.7 0.0 0.0 29448.6 0.0 0.0 0. 0. 4417.3 0.0 0.0 6381.8 0.0 0.0 0. 0. 957.3 0.0 0.0 20715.9 0.0 0.0 0. 0. 3107.4 0.0 0.0 22596.5 0.0 0.0 0. 0. 3389.5 0.0 0.0 17806.9 0.0 0.0 0. 0. 2671.0 0.0 0.0 10442.3 0.0 0.0 0. 0. 1566.3 0.0 0.0 2443.1 0.0 0.0 0. 0. 366.5 0.0 0.0 7154.9 0.0 0.0 0. 0. 1073.2 0.0 0.0 1568.8 0.0 0.0 0. 0. 235.3 0.0 0.0 e Surface Specified By 23 Coordinate Points t X -Surf Y -Surf (ft) (ft) 26.316 109.441 35.763 106.162 45.402 103.499 55.192 101.462 65.093 100.059 75.064 99.296 85.063 99.177 95.050 99.702 104.981 100.869 114.817 102.672 124.517 105.105 134.040 108.158 143.346 111.817 152.398 116.067 161.157 120.892 169.588 126.270 177.654 132.180 185.324 138.597 192.565 145.494 199.346 152.843 205.641 160.614 211.422 168.773 214.291 173.432 Center At X = 81.912 ; Y = 254.405 and Radius = 155.259 Factor of Safety * ** 1.465 * ** e Surface Specified By 25 Coordinate Points t X -Surf Y -Surf (ft) (ft) 10.526 109.128 20.317 107.092 30.190 105.506 40.126 104.372 50.103 103.694 60.100 103.472 70.098 103.708 80.074 104.399 90.008 105.546 99.879 107.146 109.667 109.195 119.351 111.689 128.911 114.622 138.327 117.990 U: \2006 \06 - 163 -03 \Analyses \Slope Stability \6_ps.OUT Page 4 15 147.579 121.784 16 156.648 125.997 17 165.516 130.620 18 174.162 135.643 19 182.571 141.056 20 190.723 146.847 21 198.602 153.005 22 206.191 159.517 23 213.476 166.368 24 220.439 173.545 25 220.826 173.983 Circle Center At X = 59.952 ; Y 180.147 Factor of Safety 188.489 139.115 * ** 1.466 * ** 145.043 Failure Point No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Circle 322.288 ; and Radius = 218.816 Surface Specified By 24 Coordinate Points X -Surf Y -Surf (ft) (ft) 26.316 109.441 36.070 107.237 45.923 105.527 55.849 104.316 65.824 103.607 75.822 103.401 85.817 103.699 95.785 104.500 105.700 105.802 115.537 107.601 125.270 109.895 134.876 112.675 144.329 115.936 153.606 119.669 162.684 123.865 171.538 128.512 180.147 133.600 188.489 139.115 196.542 145.043 204.287 151.369 211.703 158.078 218.772 165.151 225.475 172.572 227.054 174.507 Center At X = 74.916 ; Y Factor of Safety 161.564 * ** 1.476 * ** 17 301.686 ; and Radius = 198.293 Failure Surface Specified By 24 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 15.789 109.232 2 25.622 107.409 3 35.527 106.034 4 45.484 105.112 5 55.473 104.644 6 65.473 104.631 7 75.464 105.073 8 85.423 105.968 9 95.332 107.316 10 105.169 109.114 11 114.915 111.357 12 124.548 114.041 13 134.049 117.160 14 143.398 120.708 15 152.576 124.679 16 161.564 129.062 17 170.343 133.850 18 178.896 139.032 19 187.203 144.599 20 195.249 150.537 21 203.017 156.835 0: \2006 \06 - 163 -03 \Analyses \Slope Stability \6_ps.00T Page 5 22 210.490 163.480 23 217.652 170.458 24 220.967 173.995 Circle Center At X = 60.774 ; Y = 324.110 ; and Radius = 219.537 Factor of Safety * ** 1.492 * ** Failure Surface Specified By 21 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 42.105 109.754 2 51.684 106.882 3 61.441 104.693 4 71.329 103.198 5 81.298 102.406 6 91.297 102.319 7 101.278 102.939 8 111.190 104.262 9 120.984 106.282 10 130.611 108.988 11 140.023 112.367 12 149.172 116.403 13 158.014 121.074 14 166.504 126.359 15 174.599 132.229 16 182.260 138.657 17 189.448 145.609 18 196.127 153.052 19 202.263 160.948 20 207.827 169.257 21 210.007 173.071 Circle Center At X = 87.521 ; Y = 243.793 and Radius = 141.524 Factor of Safety * ** 1.498 * ** Failure Surface Specified By 23 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 36.842 109.650 2 46.431 106.811 3 56.170 104.540 4 66.025 102.846 5 75.963 101.734 6 85.949 101.209 7 95.949 101.271 8 105.928 101.921 9 115.851 103.156 10 125.685 104.973 11 135.395 107.364 12 144.947 110.322 13 154.309 113.836 14 163.449 117.895 15 172.334 122.484 16 180.934 127.587 17 189.219 133.187 18 197.160 139.264 19 204.731 145.797 20 211.904 152.764 21 218.656 160.141 22 224.962 167.902 23 229.885 174.746 Circle Center At X = 89.892 ; Y = 271.214 and Radius = 170.051 Factor of Safety * ** 1.499 * ** Failure Surface Specified By 24 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 21.053 109.336 2 30.900 107.599 3 40.818 106.313 U: \2006 \06 - 163 -03 \Analyses \Slope Stability \6_ps.OUT Page 6 4 50.783 105.482 5 60.776 105.108 6 70.776 105.192 7 80.761 105.733 8 90.711 106.729 9 100.605 108.180 10 110.423 110.082 11 120.143 112.431 12 129.746 115.222 13 139.211 118.449 14 148.518 122.106 15 157.649 126.184 16 166.583 130.676 17 175.302 135.572 18 183.789 140.862 19 192.025 146.534 20 199.992 152.577 21 207.675 158.978 22 215.058 165.723 23 222.124 172.799 24 223.399 174.199 Circle Center At X = 63.960 ; Circle Factor of Safety 89.058 * ** 1 500 * ** Failure Surface Specified By 20 Point X -Surf Y -Surf No. (ft) (ft) 1 57.895 110.0 2 67.750 108.3 3 77.695 107.3 4 87.686 106.9 5 97.683 107.1 6 107.645 108.0 7 117.529 109.5 8 127.294 111.6 9 136.900 114.4 10 146.307 117.8 11 155.476 121.8 12 164.368 126.4 13 172.947 131.5 14 181.176 137.2 15 189.022 143.4 16 196.452 150.1 17 203.435 157.3 18 209.941 164.8 19 215.945 172.8 20 216.413 173.6 Circle Center At X = 89.058 Factor of Safety * ** 1.524 * ** Failure Point No. 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 Surface Specified By 24 X -Surf Y -Surf (ft) (ft) 323.534 ; and Radius = 218.453 Coordinate Points 67 74 20 10 44 23 42 96 74 67 59 34 72 53 54 47 05 99 96 11 Y = 261.821 ; and Radius = 154.920 Coordinate Points 21.053 109.336 30.292 105.511 39.761 102.295 49.419 99.703 59.225 97.745 69.139 96.431 79.116 95.764 89.116 95.749 99.096 96.386 109.013 97.671 118.826 99.599 128.491 102.163 137.970 105.350 147.220 109.148 156.204 113.541 U: \2006 \06 - 163 -03 \Analyses \Slope Stability \6_ps.OUT Page 7 16 164.883 118.509 17 173.219 124.032 18 181.178 130.087 19 188.726 136.647 20 195.830 143.684 21 202.461 151.170 22 208.590 159.071 23 214.192 167.355 24 217.927 173.738 Circle Center At X = 84.337 ; Y Factor of Safety * ** 1.529 * ** 248.999 ; and Radius = 153.331 * * ** END OF GSTABL7 OUTPUT * * ** 400 # FS a 1.687 b 1.690 c 1.702 d 1.709 e 1.711 f 1.718 g 1.736 h 1.757 i 1.774 300 -1.782 200 I --- ....--- 100 GSTABL7 Banning Ranch, Sect 9 -9', Static u:\2006 \06- 163- 03\analyses \slope stability\9_s.pl2 Run By: Dan Stoics, GMU Geotechnical 6/17/2009 11:36AM Soil Soil Total Saturated Cohesion Desc. Type Unit;Wt. Unit Wt. Intercept No. (pcl) (pcf) (psf) Qtm 1 120.0 125.0 320.0 Qcol 2 120.0 125.0 0.0 Af 3 120.0 125.0 0.0 100 a ifhl 19 i = riclion Pore Pressure Piez. Angle; Pressure Constant Surface (deg): Param. (psf) No. 31.0, 0.00 0.0 W1 0.00 0.0 W1 0.00 0.0 W1 -- - - - - - - - - - - - - - - - - - - '- - - - - - - - - - - - - - - - - - - - -- -- - - - - - - - - - - - - - 5 1 2 - 200 300 GSTABL7 v.2 FSmin =1.687 Safety Factors Are Calculated By The Modified Bishop Method 400 500 400 ill 200 ill is GSTABL7 Banning Ranch, Sect 9 -9', Static u:\2006 \06- 163 -03 \analyses \slope stability\9_s.plt Run By: Dan Sloica, GMU Geotechniral 6/17/2009 11:36AM 1 I I I 1 I I I I I I I I I I 1 1 I 1 I 1 1 1 1 I 1 I I 1 1 1 I 1 I I I f I I J I 3 worr Mil, 1 I 100 200 300 400 500 U: \2006 \06 - 163 -03 \Analyses \Slope Stability \9_s.OUT Page 1 * ** GSTABL7 * ** ** GSTABL7 by Garry H. Gregory, P.E. ** ** Original Version 1.0, January 1996; Current Version 2.005, Sept. 2006 ** (All Rights Reserved- Unauthorized Use Prohibited) SLOPE STABILITY ANALYSIS SYSTEM Modified Bishop, Simplified Janbu, or GLE Method of Slices. (Includes Spencer & Morgenstern -Price Type Analysis) Including Pier /Pile, Reinforcement, Soil Nail, Tieback, Nonlinear Undrained Shear Strength, Curved Phi Envelope, Anisotropic Soil, Fiber - Reinforced Soil, Boundary Loads, Water Surfaces, Pseudo- Static & Newmark Earthquake, and Applied Forces. Analysis Run Date: 6/17/2009 Time of Run: 11:36AM Run By: Dan Stoica, GMU Geotechnical Input Data Filename: U: \2006 \06 - 163 -03 \Analyses \Slope Stability \9_s.in Output Filename: U: \2006 \06 - 163 -03 \Analyses \Slope Stability \9_s.OUT Unit System: English Plotted Output Filename: U: \2006 \06 - 163 -03 \Analyses \Slope Stability \9_s.PLT PROBLEM DESCRIPTION: Banning Ranch, Sect 9 -9', Static BOUNDARY COORDINATES Below Bnd 100.00 5 Top Boundaries 118.00 1 9 Total Boundaries 1 146.00 Boundary X -Left Y -Left X -Right No. (ft) (ft) (ft) 1 0.00 100.00 100.00 2 100.00 100.00 130.00 3 130.00 118.00 160.00 4 160.00 142.00 220.00 5 220.00 146.00 500.00 6 0.00 93.00 18.00 7 18.00 94.00 96.00 8 96.00 94.00 100.00 9 0.00 62.00 96.00 Default Y- Origin = 0.00(ft) Default X -Plus Value = 0.00(ft) User Specified Y -Plus Value = 50.00(ft) ISOTROPIC SOIL PARAMETERS 3 Type(s) of Soil Y -Right Soil Type (ft) Below Bnd 100.00 3 118.00 1 142.00 1 146.00 1 146.00 1 94.00 2 94.00 2 100.00 1 94.00 1 Soil Total Saturated Cohesion Friction Pore Type Unit Wt. Unit Wt. Intercept Angle Pressure No. (pcf) (pcf) (psf) (deg) Param. 1 120.0 125.0 320.0 31.0 0.00 2 120.0 125.0 0.0 0.0 0.00 3 120.0 125.0 0.0 0.0 0.00 1 PIEZOMETRIC SURFACE(S) SPECIFIED Unit Weight of Water = 62.40 (pcf) Pressure Piez. Constant Surface (psf) No. 0.0 1 0.0 1 0.0 1 Piezometric Surface No. 1 Specified by 2 Coordinate Points Pore Pressure Inclination Factor = 0.50 Point X -Water Y -Water No. (ft) (ft) 1 0.00 90.00 2 500.00 90.00 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 400 Trial Surfaces Have Been Generated. 20 Surface(s) Initiate(s) From Each Of 20 Points Equally Spaced Along The Ground Surface Between X = 0.00(ft) and X = 100.00(ft) Each Surface Terminates Between X = 160.00(ft) and X = 350.00(ft) Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = 0.00(ft) 10.00(ft) Line Segments Define Each Trial Failure Surface. Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Evaluated. They Are u: \2006 \06 - 163 -03 \Analyses \Slope Stability \9_s.ODT Page 2 Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Bishop Method Total Number of Trial Surfaces Attempted = 400 Number of Trial Surfaces With Valid FS = 400 Statistical Data On All Valid FS Values: FS Max = 5.993 FS Min = 1.687 FS Ave = 3.042 Standard Deviation = 0.867 Coefficient of Variation = 28.51 % Failure Surface Specified By 19 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 15.789 100.000 2 25.280 96.850 3 34.967 94.367 4 44.803 92.564 5 54.741 91.447 6 64.732 91.024 7 74.728 91.296 8 84.681 92.262 9 94.544 93.916 10 104.267 96.252 11 113.805 99.258 12 123.110 102.918 13 132.139 107.217 14 140.848 112.132 15 149.194 117.641 16 157.137 123.716 17 164.639 130.328 18 171.664 137.445 19 176.520 143.101 Circle Center At X = 65.822 ; Y = 234.886 and Radius = 143.866 Factor of Safety * ** 1.687 * ** Individual data on the 24 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Her Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 9.5 1793.6 0.0 0.0 0. 0. 0.0 0.0 0.0 2 9.7 5104.4 0.0 0.0 0. 0. 0.0 0.0 0.0 3 2.0 1398.5 0.0 0.0 0. 0. 0.0 0.0 0.0 4 7.8 6314.3 0.0 0.0 0. 0. 0.0 0.0 0.0 5 9.9 9533.5 0.0 0.0 0. 0. 0.0 0.0 0.0 6 10.0 10507.7 0.0 0.0 0. 0. 0.0 0.0 0.0 7 10.0 10604.1 0.0 0.0 0. 0. 0.0 0.0 0.0 8 10.0 9819.4 0.0 0.0 0. 0. 0.0 0.0 0.0 9 9.9 8179.0 0.0 0.0 0. 0. 0.0 0.0 0.0 10 0.3 252.9 0.0 0.0 0. 0. 0.0 0.0 0.0 11 1.3 924.5 0.0 0.0 0. 0. 0.0 0.0 0.0 12 3.8 2377.0 0.0 0.0 0. 0. 0.0 0.0 0.0 13 4.3 2837.0 0.0 0.0 0. 0. 0.0 0.0 0.0 14 9.5 8774.6 0.0 0.0 0. 0. 0.0 0.0 0.0 15 9.3 11151.8 0.0 0.0 0. 0. 0.0 0.0 0.0 16 6.9 9404.0 0.0 0.0 0. 0. 0.0 0.0 0.0 17 2.1 3118.7 0.0 0.0 0. 0. 0.0 0.0 0.0 18 8.7 14129.1 0.0 0.0 0. 0. 0.0 0.0 0.0 19 8.3 15153.5 0.0 0.0 0. 0. 0.0 0.0 0.0 20 7.9 15112.3 0.0 0.0 0. 0. 0.0 0.0 0.0 21 2.9 5454.3 0.0 0.0 0. 0. 0.0 0.0 0.0 22 4.6 7722.8 010 0.0 0. 0. 0.0 0.0 0.0 23 7.0 7297.7 0.0 0.0 0. 0. 0.0 0.0 0.0 24 4.9 1553.6 0.0 0.0 0. 0. 0.0 0.0 0.0 Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 78.947 100.000 2 88.839 98.529 3 98.836 98.301 4 108.784 99.320 U: \2006 \06 - 163 -03 \Analyses \Slope Stability \9_s.OUT Page 3 5 118.527 101.570 6 127.915 105.017 7 136.799 109.606 8 145.043 115.267 9 152.518 121.910 10 159.107 129.432 11 164.707 137.717 12 167.121 142.475 Circle Center At X = 95.698 ; Y = 8 Factor of Safety 100.830 9 * ** 1 690 * ** 104.163 Failure Surface Specified By 16 Poi No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Circle Failure Poi No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Circle Point X -Surf Y -Surf (ft) (ft) 42.105 100.0 51.644 96.9 61.422 94.9 71.353 93.7 81.351 93.5 91.326 94.2 101.190 95.8 110.857 98.4 120.241 101.8 129.259 106.1 137.832 111.3 145.884 117.2 153.344 123.9 160.146 131.2 166.230 139.1 168.338 142.5 Center At X = 78.799 Factor of Safety * ** 1.702 * ** Surface Specified By 16 Point 177.986 ; and Radius = Coordinate Points 00 97 02 35 04 13 54 14 70 91 39 69 28 58 94 56 ; Y 199.657 ; and Radius = Coordinate Points 00 85 98 53 54 02 90 08 35 50 21 14 90 02 01 66 79.764 106.198 Y = 212.573 ; and Radius = 117.737 Failure Surface Specified By 16 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 57.895 100.000 2 67.623 97.683 3 77.507 96.170 4 87.483 95.471 5 97.482 95.591 6 107.438 96.530 7 117.284 98.280 8 126.953 100.830 9 136.381 104.163 10 145.505 108.256 X -Surf Y -Surf (ft) (ft) 57.895 100.0 67.573 97.4 77.430 95.7 67.394 94.9 97.394 94.9 107.358 95.8 117.215 97.4 126.893 100.0 136.323 103.3 145.437 107.4 154.170 112.3 162.460 117.9 170.246 124.1 177.472 131.1 184.087 138.6 187.992 143.8 Center At X = 92.381 Factor of Safety * ** 1 709 * ** X -Surf Y -Surf (ft) (ft) 42.105 100.0 51.644 96.9 61.422 94.9 71.353 93.7 81.351 93.5 91.326 94.2 101.190 95.8 110.857 98.4 120.241 101.8 129.259 106.1 137.832 111.3 145.884 117.2 153.344 123.9 160.146 131.2 166.230 139.1 168.338 142.5 Center At X = 78.799 Factor of Safety * ** 1.702 * ** Surface Specified By 16 Point 177.986 ; and Radius = Coordinate Points 00 97 02 35 04 13 54 14 70 91 39 69 28 58 94 56 ; Y 199.657 ; and Radius = Coordinate Points 00 85 98 53 54 02 90 08 35 50 21 14 90 02 01 66 79.764 106.198 Y = 212.573 ; and Radius = 117.737 Failure Surface Specified By 16 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 57.895 100.000 2 67.623 97.683 3 77.507 96.170 4 87.483 95.471 5 97.482 95.591 6 107.438 96.530 7 117.284 98.280 8 126.953 100.830 9 136.381 104.163 10 145.505 108.256 U: \2006 \06 - 163 -03 \Analyses \Slope Stability \9_s.OUT Page 4 11 154.263 113.083 12 162.597 118.610 13 170.450 124.801 14 177.770 131.614 15 184.508 139.004 16 188.275 143.885 Circle Center At X = 91.021 ; Y = 217,204 ; and Radius = 121.795 Failur Poin No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Circle Failur Poin No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Circle Factor of Safety * ** 1.711 * ** e Surface Specified By 14 t X -Surf Y -Surf (ft) (ft) Coordinate Points 57.895 100.000 67.624 97.689 77.541 96.402 87.538 96.155 97.506 96.949 107.338 98.775 116.926 101.615 126.167 105.437 134.960 110.199 143.210 115.851 150.827 122.330 157.729 129.566 163.840 137.482 166.916 142.461 Center At X = 84.921 Factor of Safety 2 * ** 1.718 * ** 97.727 e Surface Specified By 18 t X -Surf Y -Surf (ft) (ft) 36.842 100.0 46.391 97.0 56.133 94.7 66.016 93.2 75.984 92.4 85.984 92.4 95.960 93.0 105.858 94.5 115.623 96.6 125.202 99.5 134.542 103.1 143.592 107.3 152.301 112.2 160.624 117.8 168.512 123.9 175.924 130.6 182.819 137.9 187.666 143.8 Center At X = 81.673 Factor of Safety * ** 1.736 * ** Y = 191.797 ; and Radius = Coordinate Points 00 29 74 46 54 03 92 17 72 44 17 72 85 29 75 88 31 44 ; Y 227.121 ; and Radius = Failure Surface Specified By 11 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 94.737 100.000 2 104.475 97.727 3 114.457 97.129 4 124.397 98.222 5 134.011 100.975 6 143.023 105.309 7 151.175 111.101 8 158.234 118.184 9 163.998 126.356 10 168.301 135.382 11 170.368 142.691 Circle Center At X = 112.991 ; Y 156.215 ; and Radius = 95.693 134.795 59.104 U: \2006 \06 - 163 -03 \Analy5es \Slope Stability \9_s.OUT Page 5 Factor of Safety * ** 1.757 * ** Surface Specified By 10 Coordinate Points Failure Point No. 1 2 3 4 5 6 7 8 9 10 Circle X -Surf Y -Surf (ft) (ft) 94.737 100.000 104.622 98.487 114.618 98.771 124.400 100.845 133.652 104.640 142.073 110.034 149.389 116.851 155.364 124.870 159.803 133.831 162.190 142.146 Center At X = 108.066 ; Y Factor of Safety 100.385 * ** 1.774 * ** 103.864 Failure Point No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Circle 153.719 ; and Radius = 55.348 Surface Specified By 21 Coordinate Points X -Surf Y -Surf (ft) (ft) 0.000 100.000 9.584 97.144 19.318 94.855 29.170 93.140 39.105 92.005 49.090 91.455 59.090 91.491 69.071 92.112 78.998 93.317 88.837 95.102 98.555 97.461 108.118 100.385 117.493 103.864 126.648 107.887 135.552 112.439 144.174 117.506 152.484 123.068 160.453 129.109 168.056 135.605 175.264 142.537 175.738 143.049 Center At X = 53.483 ; Y Factor of Safety * ** 1 782 * ** 261.972 ; and Radius = 170.574 * * ** END OF GSTABL7 OUTPUT * * ** 400 300 200 100 Ct1 GSTABL7 Banning Ranch, Sect 9 -9', Pseudostatic u:\2006 \06- 163 -03 \analyses\slope stability\9_ps.pl2 Run By: Dan Sloica, GMU Geotechnical 6117/2009 11:38AM # FS Soil Soil Tolal Saturated Cohesion Friction Pore Pressure Piez. , Load Value a 1.475 Desc. Type To Wt. Unit Wl. Intercept Angle; Pressure Constant Surface Peak(A) 0.150(g) b 1.517 No. (pcf) *0 (psf) (deg) Param. (psf) No. h Coe . 0.150(g)< c 1.566 Qlm 1 120.0 125.0 587.0 33.0; 0.00 0.0 W1 d 1.600 Qcol 2 120.0 125.0 0.0 0.0 0.00 0.0 W1 e 1.612 At 3 120.0 125.0 0.0 0.0 0.00 0.0 W 1 f 1.629 -- ...... g 1.640 h 1.641 i 1.645 j_1.650 __ _ a f 1; h 9 � S 1i 1 31 2 c 2--- 100 200 300 GSTABL7 v.2 FSmin =1.475 Safety Factors Are Calculated By The Modified Bishop Method 400 - C[III] 300 200 100 GSTABL7 Banning Ranch, Sect 9 -9', Pseudostatic u:\2006 \06- 163- 03 \analyses\slope stability \9 _ps.pll Run By: Dan Stoica, GMU Geotechnical 6/17/2009 11:38AM -------------------------- ......._..-- - - - - -- -----------------------------........ .._----- ------------ -- -- - -- - -- 4 5 3 6 C 1 f > ------- - - - - -- - 100 200 300 400 500 U: \2006 \06 - 163 -03 \Analyses \Slope Stability \9_ps.OUT Page 1 * ** GSTABL7 * ** ** GSTABL7 by Garry H. Gregory, P.E. ** ** Original Version 1.0, January 1996; Current Version 2.005, Sept. 2006 ** (All Rights Reserved- Unauthorized Use Prohibited) SLOPE STABILITY ANALYSIS SYSTEM Modified Bishop, Simplified Janbu, or GLE Method of Slices. (Includes Spencer & Morgenstern -Price Type Analysis) Including Pier /Pile, Reinforcement, Soil Nail, Tieback, Nonlinear Undrained Shear Strength, Curved Phi Envelope, Anisotropic Soil, Fiber - Reinforced Soil, Boundary Loads, Water Surfaces, Pseudo - Static & Newmark Earthquake, and Applied Forces. Analysis Run Date: 6/17/2009 Time of Run: 11:38AM Run By: Dan Stoics, GMU Geotechnical Input Data Filename: U: \2006 \06 - 163 -03 \Analyses \Slope Stability \9_ps.in Output Filename: U: \2006 \06 - 163 -03 \Analyses \Slope Stability \9_ps.OUT Unit System: English Plotted Output Filename: U: \2006 \06 - 163 -03 \Analyses \Slope Stability \9_ps.PLT PROBLEM DESCRIPTION: Banning Ranch, Sect 9 -9', Pseudostatic BOUNDARY COORDINATES Unit Weight of Water = 62.40 (pcf) 5 Top Boundaries Points Pore Pressure Inclination Factor = 0.50 9 Total Boundaries No. (ft) (ft) Boundary X -Left Y -Left X -Right Y -Right No. (ft) (ft) (ft) (ft) 1 0.00 100.00 100.00 100.00 2 100.00 100.00 130.00 118.00 3 130.00 118.00 160.00 142.00 4 160.00 142.00 220.00 146.00 5 220.00 146.00 500.00 146.00 6 0.00 93.00 18.00 94.00 7 18.00 94.00 96.00 94.00 8 96.00 94.00 100.00 100.00 9 0.00 62.00 96.00 94.00 Default Y- Origin = 0.00(ft) Default X -Plus Value = 0.00(ft) User Specified Y -Plus Value = 50.00(ft) ISOTROPIC SOIL PARAMETERS 3 Type(s) of Soil Soil Type Below Bnd 3 1 1 1 1 2 2 1 1 Soil Total Saturated Cohesion Friction Pore Pressure Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant No. (pcf) (pcf) (psf) (deg) Param. (psf) 1 120.0 125.0 587.0 33.0 0.00 0.0 2 120.0 125.0 0.0 0.0 0.00 0.0 3 120 0 125.0 0.0 0.0 0.00 0.0 Piez. Surface No. 1 1 1 1 PIEZOMETRIC SURFACE(S) SPECIFIED Unit Weight of Water = 62.40 (pcf) Piezometric Surface No. 1 Specified by 2 Coordinate Points Pore Pressure Inclination Factor = 0.50 Point X -Water Y -Water No. (ft) (ft) 1 0.00 90.00 2 500.00 90.00 Specified Peak Ground Acceleration Coefficient (A) = 0.150(g) Specified Horizontal Earthquake Coefficient (kh) = 0.150(g) Specified Vertical Earthquake Coefficient (kv) = 0.000(g) specified Seismic Pore - Pressure Factor = 0.000 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 400 Trial Surfaces Have Been Generated. 20 Surface(s) Initiate(s) From Each Of 20 Points Equally Spaced Along The Ground Surface Between X = 0.00(ft) and X = 100.00(ft) Each Surface Terminates Between X = 160.00(ft) and X = 350.00(ft) Unless Further Limitations Were Imposed, The Minimum Elevation U: \2006 \06 - 163 -03 \Analyses \Slope Stability \9_ps.OUT Page 2 At Which A Surface Extends Is Y = 0.00(ft) 10.00(ft) Line Segments Define Each Trial Failure Surface. Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Evaluated. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Bishop Method Total Number of Trial Surfaces Attempted = 400 Number of Trial Surfaces With Valid FS = 400 Statistical Data On All Valid FS Values: FS Max = 3.465 FS Min = 1.475 FS Ave = 2.201 Standard Deviation = 0.363 Coefficient of Variation = 16.50 % Failure Surface Specified By 19 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 15.789 100.000 2 25.280 96.850 3 34.967 94.367 4 44.803 92.564 5 54.741 91.447 6 64.732 91.024 7 74.728 91.296 8 84.681 92.262 9 94.544 93.916 10 104.267 96.252 11 113.805 99.258 12 123.110 102.918 13 132.139 107.217 14 140.848 112.132 15 149.194 117.641 16 157.137 123.716 17 164.639 130.328 18 171.664 137.445 19 176.520 143.101 Circle Center At X = 65.822 ; Y = 234.886 and Radius = 143.866 Factor of Safety * ** 1.475 * ** Individual data on the 24 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Nor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 9.5 1793.6 0.0 0.0 0. 0. 269.0 0.0 0.0 2 9.7 5104.4 0.0 0.0 0. 0. 765.7 0.0 0.0 3 2.0 1398.5 0.0 0.0 0. 0. 209.8 0.0 0.0 4 7.8 6314.3 0.0 0.0 0. 0. 947.1 0.0 0.0 5 9.9 9533.5 0.0 0.0 0. 0. 1430.0 0.0 0.0 6 10.0 10507.7 0.0 0.0 0. 0. 1576.2 0.0 0.0 7 10.0 10604.1 0.0 0.0 0. 0. 1590.6 0.0 0.0 8 10.0 9819.4 0.0 0.0 0. 0. 1472.9 0.0 0.0 9 9.9 8179.0 0.0 0.0 0. 0. 1226.9 0.0 0.0 10 0.3 252.9 0.0 0.0 0. 0. 37.9 0.0 0.0 11 1.3 924.5 0.0 0.0 0. 0. 138.7 0.0 0.0 12 3.8 2377.0 0.0 0.0 0. 0. 356.5 0.0 0.0 13 4.3 2837.0 0.0 0.0 0. 0. 425.5 0.0 0.0 14 9.5 8774.6 0.0 0.0 0. 0. 1316.2 0.0 0.0 15 9.3 11151.8 0.0 0.0 0. 0. 1672.8 0.0 0.0 16 6.9 9404.0 0.0 0.0 0. 0. 1410.6 0.0 0.0 17 2.1 3118.7 0.0 0.0 0. 0. 467.8 0.0 0.0 18 8.7 14129.1 0.0 0.0 0. 0. 2119.4 0.0 0.0 19 8.3 15153.5 0.0 0.0 0. 0. 2273.0 0.0 0.0 20 7.9 15112.3 0.0 0.0 0. 0. 2266.9 0.0 0.0 21 2.9 5454.3 010 0.0 0. 0. 818.1 0.0 0.0 22 4.6 7722.8 0.0 0.0 0. 0. 1158.4 0.0 0.0 23 7.0 7297.7 0.0 0.0 0. 0. 1094.7 0.0 0.0 24 4.9 1553.6 0.0 0.0 0. 0. 233.0 0.0 0.0 Failure Surface Specified By 21 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) U: \2006 \06 - 163 -03 \Analyses \Slope Stability \9_ps.OUT Page 3 1 0.000 100.0 2 9.584 97.1 3 19.318 94.8 4 29.170 93.1 5 39.105 92.0 6 49.090 91.4 7 59.090 91.4 8 69.071 92.1 9 78.998 93.3 10 88.837 9511 11 98.555 97.4 12 108.118 100.3 13 117.493 103.8 14 126.648 107.8 15 135.552 112.4 16 144.174 117.5 17 152.484 123.0 18 160.453 129.1 19 168.056 135.6 20 175.264 142.5 21 175.738 143.0 Circle Center At X = 53.483 Factor of Safety * ** 1.517 * ** Failure Surface Specified By 18 Point X -Surf Y -Surf No. (ft) (ft) 1 36.842 100.0 2 46.391 97.0 3 56.133 94.7 4 66.016 93.2 5 75.984 92.4 6 85.984 92.4 7 95.960 93.0 8 105.858 94.5 9 115.623 96.6 10 125.202 99.5 11 134.542 103.1 12 143.592 107.3 13 152.301 112.2 14 160.624 117.8 15 168.512 123.9 16 175.924 130.6 17 182.819 137.9 18 187.666 143.8 Circle Center At X = 81.673 Factor of Safety * ** 1.566 * ** Failure Surface Specified By 16 Point X -Surf Y -Surf No. (ft) (ft) 1 57.895 100.0 2 67.573 97.4 3 77.430 95.7 4 87.394 94.9 5 97.394 94.9 6 107.358 95.6 7 117.215 97.4 8 126.893 100.0 9 136.323 103.3 10 145.437 107.4 11 154.170 112.3 12 162.460 117.9 13 170.246 124.1 14 177.472 131.1 15 184.087 138.6 16 187.992 143.8 Circle Center At X = 92.381 00 44 55 40 05 55 91 12 17 02 61 85 64 87 39 06 68 09 05 37 49 ; Y 261.972 ; and Radius = Coordinate Points 00 29 74 46 54 03 92 17 72 44 17 72 85 29 75 88 31 44 ; Y 227.121 ; and Radius = Coordinate Points 00 85 98 53 54 02 90 08 35 50 21 14 90 02 01 66 ; Y 170.574 134.795 212.573 ; and Radius = 117.737 U: \2006 \06 - 163 -03 \Analyses \Slope Stability \9_ps.OUT Page 4 Factor of Safety X -Surf * ** 1.600 * ** No. Surface Specified By 16 X -Surf Y -Surf (ft) (ft) 57.895 100.0 67.623 97.6 77.507 96.1 87.483 95.4 97.482 95.5 107.438 96.5 117.284 98.2 126.953 100.8 136.381 104.1 145.505 108.2 154.263 113.0 162.597 118.6 170.450 124.8 177.770 131.6 184.508 139.0 188.275 143.8 Center At X = 91.021 Factor of Safety 14 * ** 1.612 * ** 131.258 Surface Specified By 19 X -Surf Y -Surf (ft) (ft) 26.316 100.0 35.657 96.4 45.242 93.5 55.014 91.4 64.919 90.0 74.899 89.4 84.899 89.5 94.859 90.4 104.724 92.1 114.438 94.4 123.944 97.5 133.189 101.4 142.119 105.9 150.684 111.0 158.834 116.8 166.524 123.2 173.708 130.2 180.347 137.6 184.892 143.6 Center At X = 78.165 Factor of Safety * ** 1 629 * ** Failure Point No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Circle Failure Point No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Circle Coordinate Points 00 83 70 71 91 30 80 30 63 56 83 10 O1 14 04 85 ; Y 217.204 ; and Radius = Coordinate Points 00 31 78 57 81 56 87 73 09 86 89 02 02 64 58 51 07 85 59 Y = 221.705 ; and Radius = Failure Surface Specified By 16 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 42.105 100.000 2 51.644 96.997 3 61.422 94.902 4 71.353 93.735 5 81.351 93.504 6 91.326 94.213 7 101.190 95.854 8 110.857 98.414 9 120.241 101.870 10 129.259 106.191 11 137.832 111.339 12 145.884 117.269 13 153.344 123.928 14 160.146 131.258 15 166.230 139.194 16 168.338 142.556 121.795 132.289 u: \2006 \06 - 163 -03 \Analyses \Slope Stability \9_ps.OUT Page 5 Circle Center At X = 78.799 No. Factor of Safety (ft) * ** 1.640 * ** 100.000 Failure Surface Specified By 22 Point X -Surf Y -Surf No. (ft) (ft) 1 21.053 100.0 2 30.799 97.7 3 90.639 9519 9 50.553 94.6 5 60.518 93.8 6 70.512 93.4 7 80.511 93.5 8 90.494 94.1 9 100.439 95.2 10 110.322 96.7 11 120.123 98.7 12 129.818 101.1 13 139.387 104.0 14 148.808 107.4 15 158.059 111.2 16 167.121 115.4 17 175.972 120.1 18 184.593 125.1 19 192.965 130.6 20 201.068 136.5 21 208.885 142.7 22 211.991 145.4 Circle Center At X = 73.241 Factor of Safety * ** 1.641 * ** Failure Surface Specified By 18 Point X -Surf Y -Surf No. (ft) (ft) 1 92.105 100.0 2 51.459 96.4 3 61.071 93.7 9 70.877 91.7 5 80.810 90.5 6 90.804 90.2 7 100.793 90.7 8 110.708 92.0 9 120.482 94.1 10 130.052 97.0 11 139.351 100.7 12 148.318 105.1 13 156.892 110.3 14 165.015 116.1 15 172.633 122.6 16 179.696 129.6 17 186.154 137.3 18 190.962 144.0 Circle Center At X = 89.873 Factor of Safety * ** 1.645 * ** Y = 199.657 ; and Radius = 106.198 Coordinate Points 00 60 83 75 36 70 78 58 10 31 19 68 72 27 23 52 06 73 43 02 39 66 ; Y 304.495 ; and Radius = 211.049 Coordinate Points 00 63 05 43 91 56 42 44 54 57 35 62 O8 40 18 97 32 64 ; Y 212.095 ; and Radius = 121.849 Failure Surface Specified By 23 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 5.263 100.000 2 14.578 96.362 3 24.092 93.283 4 33.772 90.771 5 43.583 88.838 6 53.491 87.489 7 63.462 86.728 8 73.461 86.560 9 83.452 86.983 10 93.400 87.998 U: \2006 \06 - 163 -03 \Analyses \Slope Stability \9_ps.OUT Page 6 11 103.271 89.600 12 113.030 91.783 13 122.642 94.540 14 132.075 97.862 15 141.294 101.736 16 150.267 106.149 17 158.964 111.086 18 167.353 116.529 19 175.405 122.459 20 183.091 128.855 21 190.386 135.696 22 197.263 142.956 23 198.624 144.575 Circle Center At X = 71.307 ; Factor of Safety * ** 1.650 * ** 255.372 ; and Radius = 168.826 * * ** END OF GSTABL7 OUTPUT * * ** Typical Fill Slope, 65 ft High, Static analysis u:\2006 \06- 163 -00 \analyses \slope stability\rnay 2010 \l —s.pl2 Run By: John Smith, XYZ Company 5121/2010 04:45PM 250 _..- _...._._. . ..... ... # FS Soil ; Soil Total Saturated Cohesion Friction Pore Pressure PHO ; a 1.884 Desc. :Type Unit Wt. Unit,Wt. Intercept Angle Pressure Constant Su b 1.901 No. (pcf) (p¢f) (psf) (de¢) Param. (psf); c 1.902 fill 1 120.0 130.0 300.0 30.0 0.00 0:0 i d 1.907 —.... _. ......_....__. ... e 1.921 f 1.925 200 9.. 1. 926.----- ------- - - - - -- ._....... -- - - -- ------------- - _.......... - - - -; ;--- - - - - -- -- h 1.937 i 1.939 j 1.943 8 ..._...__..._ I(I f le db a 5 1 150 -------- ..__I._._..------------------ ----------- --------- ------- - - - - -- ------ - - - - -- I I ; I I I � 1 2 ; I I 1 /// 100 -- - I 1 I I 1 I I I 1 I I 50 - - - -- ----------------------------- I I I —J– .__ -_ L_._.._ ----------- .. ..._ ... ........... 50 100 150 200 250 300 350 400 GSTABL7 v.2 FSmin =1.884 Safety Factors Are Calculated By The Modified Bishop Method U: \2006 \06 - 163 -00 \Analyses \Slope Stability \May 2010 \1_s.OUT Page 1 * ** GSTABL7 * ** ** GSTABL7 by Garry H. Gregory, P.E. ** ** Original Version 1.0, January 1996; Current Version 2.005, Sept. 2006 ** (All Rights Reserved- Unauthorized Use Prohibited) Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 120.0 130.0 300.0 30.0 0.00 0.0 0 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 1000 Trial Surfaces Have Been Generated. 20 Surface(s) Initiate(s) From Each Of 50 Points Equally Spaced Along The Ground Surface Between X = 50.00(ft) and X = 100.00(ft) Each Surface Terminates Between X = 236.00(ft) and X = 350.00(ft) Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = 0.00(ft) 20.00(ft) Line Segments Define Each Trial Failure Surface. Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Evaluated. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Bishop Method Total Number of Trial Surfaces Attempted = 1000 Number of Trial Surfaces With Valid FS = 1000 Statistical Data On All Valid FS Values: FS Max = 4.131 FS Min = 1.884 FS Ave = 2.845 Standard Deviation = 0.511 Coefficient of Variation = 17.95 % Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 88.776 100.000 2 108.688 98.133 3 128.680 98.690 4 148.458 101.661 in OUT PLT SLOPE STABILITY ANALYSIS SYSTEM Modified Bishop, Simplified Janbu, or GLE Method of Slices. (Includes Spencer & Morgenstern -Price Type Analysis) Including Pier /Pile, Reinforcement, Soil Nail, Tieback, Nonlinear Undrained Shear Strength, Curved Phi Envelope, Anisotropic Soil, Fiber - Reinforced Soil, Boundary Loads, Water Surfaces, Pseudo - Static & Newmark Earthquake, and Applied Forces. Analysis Run Date: 5/21/2010 Time of Run: 04:45PM Run By: John Smith, XYZ Company Input Data Filename: U: \2006 \06 - 163 -00 \Analyses \Slope Stability \May 2010 \1_s Output Filename: U: \2006 \06 - 163 -00 \Analyses \Slope Stability \May 2010 \1_s Unit System: English Plotted Output Filename: U: \2006 \06 - 163 -00 \Analyses \Slope Stability \May 2010 \1_s PROBLEM DESCRIPTION: Typical Fill Slope, 65 ft High, Static analysis BOUNDARY COORDINATES 5 Top Boundaries 5 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bud 1 0.00 100.00 100.00 100.00 1 2 100.00 100.00 164.00 132.00 1 3 164.00 132.00 170.00 132.00 1 4 170.00 132.00 236.00 165.00 1 5 236.00 165.00 400.00 165.00 1 Default Y- Origin = 0.00(ft) Default X -Plus Value = 0.00(ft) Default Y -Plus Value = 0.00(ft) ISOTROPIC SOIL PARAMETERS 1 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 120.0 130.0 300.0 30.0 0.00 0.0 0 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 1000 Trial Surfaces Have Been Generated. 20 Surface(s) Initiate(s) From Each Of 50 Points Equally Spaced Along The Ground Surface Between X = 50.00(ft) and X = 100.00(ft) Each Surface Terminates Between X = 236.00(ft) and X = 350.00(ft) Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = 0.00(ft) 20.00(ft) Line Segments Define Each Trial Failure Surface. Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Evaluated. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Bishop Method Total Number of Trial Surfaces Attempted = 1000 Number of Trial Surfaces With Valid FS = 1000 Statistical Data On All Valid FS Values: FS Max = 4.131 FS Min = 1.884 FS Ave = 2.845 Standard Deviation = 0.511 Coefficient of Variation = 17.95 % Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 88.776 100.000 2 108.688 98.133 3 128.680 98.690 4 148.458 101.661 in OUT PLT U: \2006 \06 - 163 -00 \Analyses \Slope Stability \May 2010 \1_s.OUT Page 2 Factor of Safety * ** 1.902 * ** Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 100.000 100.000 2 119.859 102.373 3 139.496 106.165 4 158.810 111.356 5 167.732 107.004 6 186.217 114.640 7 203.642 124.456 8 219.751 136.309 9 234.308 150.024 10 246.765 165.000 Circle Center At X = 114.111 ; Y = 262.925 and Radius = 164.883 Factor of Safety * ** 1.884 * ** Individual data on the 13 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Hot Norm Tan Hor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 11.2 708.7 0.0 0.0 0. 0. 0.0 0.0 0 2 8.7 3786.2 0.0 0.0 0. 0. 0.0 0.0 0 3 20.0 26223.5 0.0 0.0 0. 0. 0.0 0.0 0 4 19.8 45353.2 0.0 0.0 0. 0. 0.0 0.0 0 5 15.5 45317.5 0.0 0.0 0. 0. 0.0 0.0 0 6 3.7 11424.6 0.0 0.0 0. 0. 0.0 0.0 0 7 2.3 6676.5 0.0 0.0 0. 0. 0.0 0.0 0 8 16.2 48189.8 0.0 0.0 0. 0. 0.0 0.0 0 9 17.4 52100.9 0.0 0.0 0. 0. 0.0 0.0 0 10 16.1 43428.5 0.0 0.0 0. 0. 0.0 0.0 0 11 14.6 30303.8 0.0 0.0 0. 0. 0.0 0.0 0 12 1.7 2748.5 0.0 0.0 0. 0. 0.0 0.0 0 13 10.8 8359.4 0.0 0.0 0. 0. 0.0 0.0 0 Failure Surface Specified By it Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 96.939 100.000 2 116.842 98.032 3 136.838 98.402 4 156.655 101.104 5 176.020 106.102 6 194.670 113.328 7 212.348 122.681 8 228.812 134.035 9 243.838 147.234 10 257.220 162.098 11 259.274 165.000 Circle Center At X = 123.684 ; Y = 268.868 and Radius = 170.973 Factor of Safety * ** 1.901 * ** Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 96.939 100.000 2 116.733 97.141 3 136.733 97.058 4 156.551 99.752 5 175.803 105.171 6 194.116 113.210 7 211.136 123.714 8 226.532 136.479 9 240.008 151.256 10 249.410 165.000 Circle Center At X = 127.364 ; Y = 239.958 and Radius = 143.227 Factor of Safety * ** 1.902 * ** Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 100.000 100.000 2 119.859 102.373 3 139.496 106.165 4 158.810 111.356 U: \2006 \06 - 163 -00 \Analyses \Slope Stability \May 2010 \1_s.OUT Page 3 5 177.703 117.921 6 196.075 125.824 7 213.832 135.025 8 230.884 145.478 9 247.141 157.127 10 256.611 165.000 Circle Center At X = 77.290 ; Y = 375.887 ; and Radius = 276.820 Factor of Safety * ** 1.907 * ** Failure Surface Specified By it Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 77.551 100.000 2 97.233 96.447 3 117.200 95.296 4 137.160 96.564 5 156.821 100.231 6 175.895 106.244 7 194.105 114.516 8 211.182 124.925 9 226.879 137.319 10 240.965 151.517 11 251.439 165.000 Circle Center At X = 116.718 ; Y = 260.696 and Radius = 165.400 Factor of Safety * ** 1.921 * ** Failure Surface Specified By 11 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 75.510 100.000 . 2 95.208 96.535 3 115.181 95.491 4 135.132 96.882 5 154.766 100.688 6 173.793 106.853 7 191.928 115.286 8 208.904 125.860 9 224.468 138.420 10 238.391 152.779 11 247.645 165.000 Circle Center At X = 113.755 ; Y = 259.696 and Radius = 164.212 Factor of Safety * ** 1.925 * ** Failure Surface Specified By 11 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 100.000 100.000 2 119.958 101.293 3 139.765 104.067 4 159.311 108.305 5 178.487 113.985 6 197.188 121.075 7 215.311 129.535 8 232.754 139.320 9 249.421 150.375 10 265.220 162.638 11 267.836 165.000 Circle Center At X = 92.611 ; Y = 368.712 and Radius = 268.814 Factor of Safety * ** 1.926 * ** Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 82.653 100.000 2 102.564 98.120 3 122.564 98.143 4 142.471 100.071 U: \2006 \06 - 163 -00 \Analyses \Slope Stability \May 2010 \1_s.OUT Page 4 5 162.104 103.885 6 181.285 109.550 7 199.839 117.016 8 217.599 126.214 9 234.402 137.061 10 250.096 149.458 11 264.539 163.293 12 266.010 165.000 Circle Center At X = 112.356 ; Y = 307.325 and Radius = 209.442 Factor of Safety * ** 1.937 * ** Failure Surface Specified By 11 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 87.755 100.000 2 107.561 97.219 3 127.552 96.622 4 147.488 98.216 5 167.130 101.983 6 186.242 107.877 7 204.594 115.827 8 221.966 125.738 9 238.148 137.491 10 252.947 150.944 11 265.359 165.000 Circle Center At X = 122.994 ; Y = 279.033 and Radius = 182.468 Factor of Safety * ** 1.939 * ** Failure Surface Specified By 11 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 74.490 100.000 2 94.022 95.699 3 113.946 93.961 4 133.928 94.814 5 153.632 98.244 6 172.726 104.194 7 190.891 112.563 8 207.821 123.211 9 223.231 135.960 10 236.863 150.594 11 247.153 165.000 Circle Center At X = 117.370 ; Y = 248.236 and Radius = 154.314 Factor of Safety * ** 1.943 * ** * * ** END OF GSTABL7 OUTPUT * * ** 100 Typical Fill Slope, 65 ft High, Pseudostatic analysis u:\2006 \06- 163- 00 \analysesWope slabilityWay 2010 \1_se.p12 Run By: John Smith, XYZ Company 5/21/2010 04:44PM 250 50 - -1 ___ # FS Soil Soil Total Satu /ated Cohesion Friction Pore Pressure Pie z. Loaq Value a 1.463 Desc Type Unit Wt Unit Wt Intercept Angle Pressure Constant Surface Peak(A) 0.150(g) b 1.463 No. (pcf) WO (pst) (deb) Param. (psf), No. kh Co¢f. ; c 1.469 fill 1 120 0 130.0 333.0 31.7 0.00 0 0 _0.150(g)< 0 d 1.470 _._. ..... . e 1.479 f 1.479 200 g- 1.463 -------------------- ------------- -------- - - - -- - ---- . ....................... _....._;.._- ..--- - - -._' _..._._.__.._ ,.. h 1.487 1 1.487 ' j 1.488 a db c� S q 150 ................ ---------------- - - - - -- 100 -------- - - -- 50 100 150 200 250 300 350 400 GSTABL7 v.2 FSmin =1.463 Safety Factors Are Calculated By The Modified Bishop Method 50 -------- - - -- 50 100 150 200 250 300 350 400 GSTABL7 v.2 FSmin =1.463 Safety Factors Are Calculated By The Modified Bishop Method * ** GSTABL7 * ** ** GSTABL7 by Garry H. Gregory, P.E. ** ** Original Version 1.0, January 1996; Current Version 2.005, Sept. 2006 ** (All Rights Reserved - Unauthorized Use Prohibited) SLOPE STABILITY ANALYSIS SYSTEM Modified Bishop, Simplified Janbu, or GLE Method of Slices. (Includes Spencer & Morgenstern -Price Type Analysis) Including Pier /Pile, Reinforcement, Soil Nail, Tieback, Nonlinear Undrained Shear Strength, Curved Phi Envelope, Anisotropic Soil, Fiber - Reinforced Soil, Boundary Loads, Water Surfaces, Pseudo - Static & Newmark Earthquake, and Applied Forces. Analysis Run Date: 5/21/2010 Time of Run: 04:44PM Run By: John Smith, XYZ Company Input Data Filename: U: \2006 \06 - 163 -00 \Analyses \Slope Stability \May 2010 \1_se.in Output Filename: U: \2006 \06 - 163 -00 \Analyses \Slope Stability \May 2010 \1_se.OUT Unit System: English Plotted Output Filename: U: \2006 \06 - 163 -00 \Analyses \Slope Stability \May 2010 \1_se.PLT PROBLEM DESCRIPTION: Typical Fill Slope, 65 ft High, Pseudostatic analysis BOUNDARY COORDINATES 5 Top Boundaries 5 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd U: \2006 \06 - 163 -00 \Analyses \Slope Stability \May 2010 \1_se.OUT Page 2 1 0.00 100.00 100.00 100.00 1 2 100.00 100.00 164.00 132.00 1 3 164.00 132.00 170.00 132.00 1 4 170.00 132.00 236.00 165.00 1 5 236.00 165.00 400.00 165.00 1 Default Y- Origin = 0.00(ft) Coefficient of Variation = 15.93 % Default X -Plus Value = 0.00(ft) By 11 Coordinate Points Default Y -Plus Value = 0.00(ft) Point X -Surf Y -Surf ISOTROPIC SOIL PARAMETERS No. (ft) 1 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 120.0 130.0 333.0 31.7 0.00 0.0 0 Specified Peak Ground Acceleration Coefficient (A) = 0.150(g) Specified Horizontal Earthquake Coefficient (kh) = 0.150(g) Specified Vertical Earthquake Coefficient (kv) = 0.000(g) Specified Seismic Pore - Pressure Factor = 0.000 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 1000 Trial Surfaces Have Been Generated. 20 Surface(s) Initiate(s) From Each Of 50 Points Equally Spaced Along The Ground Surface Between X = 50.00(ft) and X = 100.00(ft) Each Surface Terminates Between X = 236.00(ft) and X = 350.00(ft) Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = 0.00(ft) 20.00(ft) Line Segments Define Each Trial Failure Surface. Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Evaluated. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Bishop Method Total Number of Trial Surfaces Attempted = 1000 Number of Trial Surfaces With Valid FS = 1000 Statistical Data On All Valid FS Values: FS Max = 2.828 FS Min = 1.463 FS Ave = 2.069 Standard Deviation = 0.330 Coefficient of Variation = 15.93 % Failure Surface Specified By 11 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 100.000 100.000 2 119.958 101.293 3 139.765 104.067 4 159.311 108.305 5 178.487 113.985 6 197.188 121.075 7 215.311 129.535 8 232.754 139.320 9 249.421 150.375 10 265.220 162.638 11 267.836 165.000 Circle Center At X = 92.611 ; Y = 368.712 and Radius = 268.814 Factor of Safety * ** 1.463 * ** Individual data on the 13 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 20.0 10401.3 0.0 0.0 0. 0. 1560.2 0.0 0.0 2 19.8 29118.1 0.0 0.0 0. 0. 4367.7 010 0.0 3 19.5 43586.6 0.0 0.0 0. 0. 6538.0 0.0 0.0 4 4.7 12283.1 0.0 0.0 0. 0. 1842.5 0.0 0.0 5 6.0 15420.6 0.0 0.0 0. 0. 2313.1 0.0 0.0 6 8.5 21788.9 0.0 0.0 0. 0. 3268.3 0.0 0.0 7 18.7 52488.5 0.0 0.0 0. 0. 7873.3 0.0 0.0 8 9 10 11 12 13 18.1 17.4 3.2 13.4 15.8 2.6 Failur Poin No. 1 2 3 4 5 6 7 8 9 10 11 Circle U: \2006 \06 - 163 -00 \Analyses \Slope Stability \May 2010 \1_se.OUT Page 3 53974.7 0.0 0.0 0. 0. 8096.2 108.688 0.0 0.0 51467.4 0.0 0.0 0. 0. 7720.1 4 0.0 0.0 9268.2 0.0 0.0 0. 0. 1390.2 7 0.0 0.0 30722.4 0.0 0.0 0. 0. 4608.4 124.456 0.0 0.0 16103.7 0.0 0.0 0. 0. 2415.6 77.290 0.0 0.0 370.8 0.0 0.0 0. 0. 55.6 Center At 0.0 0.0 e Surface Specified By 11 Coordinate Points t X -Surf Y -Surf (ft) (ft) 96.939 100.000 116.842 98.032 136.838 98.402 156.655 101.104 176.020 106.102 194.670 113.328 212.348 122.681 228.812 134.035 243.838 147.234 257.220 162.098 259.274 165.000 Center At X = 123.684 ; Y = 268.868 and Radius = 170.973 Factor of Safety * ** 1.463 * ** Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (f t) (ft) 1 88.776 100.000 100.000 2 2 108.688 98.133 139.496 3 128.680 4 98.690 111.356 4 148.458 177.703 101.661 5 167.732 125.824 107.004 7 6 186.217 114.640 230.884 7 203.642 9 124.456 157.127 8 219.751 256.611 136.309 9 234.308 77.290 150.024 10 246.765 165.000 Circle Center At X = 114.111 ; Y 262.925 ; and Radius = 164.883 Factor of Safety * ** 1.469 * ** Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 100.000 100.000 100.000 2 119.859 102.373 3 139.496 106.165 136.733 4 158.810 111.356 4 5 177.703 117.921 6 196.075 125.824 105.171 7 213.832 135.025 8 230.884 145.478 211.136 9 247.141 157.127 8 10 256.611 165.000 Circle Center At X = 77.290 ; Y = 375.887 ; and Radius = 276.820 Factor of Safety * ** 1.470 * ** Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 96.939 100.000 2 116.733 97.141 3 136.733 97.058 4 156.551 99.752 5 175.803 105.171 6 194.116 113.210 7 211.136 123.714 8 226.532 136.479 9 240.008 151.258 U: \2006 \06 - 163 -00 \Analyses \Slope Stability \May 2010 \1_se.OUT Page 4 10 249.410 165.000 Circle Center At X = 127.364 ; Y = 239.958 ; and Radius = 143.227 Factor of Safety * ** 1.479 * ** Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 82.653 100.000 2 102.564 98.120 3 122.564 98.143 4 142.471 100.071 5 162.104 103.885 6 181.285 109.550 7 199.839 117.016 8 217.599 126.214 9 234.402 137.061 10 250.096 149.458 11 264.539 163.293 12 266.010 165.000 Circle Center At X = 112.356 ; Y = 307.325 and Radius = 209.442 Factor of Safety * ** 1.479 * ** Failure Surface Specified By 11 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 87.755 100.000 2 107.561 97.219 3 127.552 96.622 4 147.488 98.216 5 167.130 101.983 6 186.242 107.877 7 204.594 115.827 8 221.966 125.738 9 238.148 137.491 10 252.947 150.944 11 265.359 165.000 Circle Center At X = 122.994 ; Y = 279.033 and Radius = 182.468 Factor of Safety * ** 1.483 * ** Failure Surface Specified By 11 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 95.918 100.000 2 115.748 97.395 3 135.745 97.070 4 155.649 99.030 5 175.199 103.249 6 194.140 109.672 7 212.223 118.215 8 229.214 128.766 9 244.889 141.188 10 259.043 155.317 11 266.745 165.000 Circle Center At X = 128.582 ; Y = 271.855 and Radius = 174.932 Factor of Safety * ** 1.487 * ** Failure Surface Specified By 11 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 93.878 100.000 2 113.773 97.958 3 133.773 97.950 4 153.670 99.976 5 173.258 104.014 6 192.334 110.023 7 210.700 117.941 8 228.166 127.686 U: \2006 \06 - 163 -00 \Analyses \Slope Stability \May 2010 \1_se.OUT Page 5 9 244.550 139.156 10 259.683 152.232 11 271.728 165.000 Circle Center At X = 123.853 ; Y = 294.128 ; and Radius = 196.428 Factor of Safety * ** 1.487 * ** Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 75.510 100.000 2 95.404 97.938 3 115.403 97.726 4 135.335 99.365 5 155.031 102.842 6 174.320 108.127 7 193.037 115.173 8 211.022 123.922 9 228.121 134.298 10 244.185 146.211 11 259.079 159.559 12 264.121 165.000 Circle Center At X = 107.769 ; Y = 312.541 and Radius = 214.975 Factor of Safety * ** 1.488 * ** * * ** END OF GSTABL7 OUTPUT * * ** SURFICIAL STABILITY ANALYSIS OF SLOPE SURFACE VERTICAL DEPTH OF SLOPE SURFACE(Z) UNIT WEIGHT OF SOIL(W) COHESION(C') PHI(P-) SLOPE ANGLE (B) *FACTOR OF SAFETY SURFICIAL STABILITY (FS) = *FS= SATURATED SLIDE MASS 5 ft. 0.12 kcf 0.3 kcf 30 degrees 26.6 degrees 1.80 Probabilistic Seismic Hazard Analysis GEOTECHNICAL, INC. Probabilistic Seismic Lazard Analysis File: C:\Program Files\EZ -Frisk Files \06 - 163 -00\_Project 1 - Seismic Hazard Analysis LPSP Date Modified: 05/14/2010 09:05:46 AM Probabilistic Spectra results for EZ —FRISK 7.32 Build 001 ANNUAL FREQUENCY OF EXCEEDANCE: 4.04le -004 RETURN PERIOD: 2474.9 PROBABILITY OF EXCEEDENCE: 2.0% IN 50.0 YEARS Column 1: Spectral Frequency Column 2: Acceleration (g) for: Mean Column 3: Acceleration (g) for: Boore- Atkinson (2008) NGA USGS2008 Column 4: Acceleration (g) for: Campbell - Bozorgnia (2008) NGA USGS 2008 Column 5: Acceleration (g) for: Chiou - Youngs (2007) NGA USGS 2008 1 2 3 4 5 PGA 7.033e -001 7.129e -001 6.083e -001 7.725e -001 ANNUAL FREQUENCY OF EXCEEDANCE: 1.026e -003 RETURN PERIOD: 974.8 PROBABILITY OF EXCEEDENCE: 5.0% IN 50.0 YEARS Column 1: Spectral Frequency Column 2: Acceleration (g) for: Mean Column 3: Acceleration (g) for: Boore- Atkinson (2008) NGA USGS2008 Column 4: Acceleration (g) for: Campbell - Bozorgnia (2008) NGA USGS 2008 Column 5: Acceleration (g) for: Chiou - Youngs (2007) NGA USGS 2008 1 2 3 4 5 PGA 4.98le -001 5.120e -001 4.428e -001 5.358e -001 ANNUAL FREQUENCY OF EXCEEDANCE: RETURN PERIOD: 474.6 PROBABILITY OF EXCEEDENCE: 10.0% Column 1: Spectral Frequency Column 2: Acceleration (g) for Column 3: Acceleration (g) for Column 4: Acceleration (g) for Column 5: Acceleration (g) for 2.107e -003 IN 50.0 YEARS Mean Boore- Atkinson (2008) NGA USGS2008 Campbell- Bozorgnia (2008) NGA USGS 2006 Chiou- Youngs (2007) NGA USGS 2008 1 2 3 4 5 PGA 3.708e -001 3.924e -001 3.330e -001 3.836e -001 0-ss), S ENGINEERING, INC. EZ -FRISK 7.32 Build 001 Page I of I 1. 0.1 0.01 d fl7 0.001 O) yt� 0.0001 e 0.00001 tT 6 ILL Nm 0.000001 c e Q 0.0000001 0.00000001 0.000000001 Total Hazard i i Spectral Frequency = PGA - — Total of mean hazard for each sauce — Sources using Boore- Atkinson (2008) NGA USGS2008 — Sources using Campbell- Bozorgnia (2008) NGA USGS 200 — Sources using Chiou- Youngs (2007) NGA USGS 2008 -- T 0.00001 0.00010 0.00100 0.01000 0.10000 Peak Ground Acceleration, (g) �l i I TI: I I 1.00000 10.00000 Caltrans Seismic Lazard Analysis Printer Friendly View SELECT SITE LOCATION Page l of 10 uautornla - •.' Kanab Recreation Ar Santa Cnuop � Lladere0 '. -- ._ Q. __ __ __ , Watsonville'0 Ofresno 1lesqurte Deealh`,Valley Salinas �J . HantordO OVisolia NalionalPark� 1 a 0 Las VegasO 1 -"\f Grand Cnnyon oTUba City Porterville ( National Park San Ltis BuShead Obispo 0Bakersfield ��CM flagstaff Mojave National \P 0 Windex $edana0 O .Santa MadaO Preserve ( Santa $flala LOI11ppC0 Barbara Clorita \0 PreOCett Son Befnatdoo Lake Arizona Los AngelesO 0 Havasu City naheint Indio New Rraero Long.BeachO� 0 t Apache 0.8 Phoenix i unction 1.1i50ionO OTemecula � 0000 - Viejo 00ceanside j Goodyear Gilbert Mexicali Yuma El Cajono - 0 C0 O- OTecate Tijuana Grande Tucson San;Luuis Rio 0 - Colorado �SonoRa 0 Ensenada Puerto Penasco _ o�V Herolcab�� Nogales I.Amo Gaborca Imuds G 0 Cardenaa 0 ° Magdatena Map data 02010 Europa Technologies, Google, INEGI - CALCULATEDSPECTRA Location: LAT= 33.632700 LONG =- 117.9439 Va30= 275m/s San Joaquin Hills Blind Thrust (With Near Fault Factor Applied) f� sport Inglewood -Rose Canyon fault zone (S. Los Angeles Basin section- northern) (With Near Fault Factor Applied) ■p11 USES 5X in 50 years hazard (2008) (With Near Fault Factor Applied) �J a A 64 : 1.2 16 0.8 .O: 0.6 .ate 0 1 0.5 1 1.5 2 2.6 8 3.6 4 4.5 5 Period, T(sec) SITE DATA http: / /dap3. dot. ca. gov /shake stable /print_view.php ?x= 190.81006829608154 &y =- 484.809... 5/14/2010 Printer Friendly View Shear Wave Velocity, Vs30: 275 m/s Latitude: 33.632700 Longitude: - 117.943900 Depth to Vs =1.0 Ian /s: 326 m Depth to Vs = 2.5 km /s: 2.00 kin DETERMINISTIC San Joaquin Hills Blind Thrust Faint ID: 7 Maximum Magnitude (MMax): 6.6 Fault Type: R Fault Dip: 23 Deg Dip Direction: Sw Bottom of Rupture Plane: 8.00 km Top of Rupture Plane(Ztor): 2.00 km Rrup 4.77 kin Rjb: 0.42 km Rx: 7.41 km Fnorm: 0 Frev: 1 SA Near Period (Base Basin Fault (Rural Spectrum) Factor Factor• Spectrum) (Applied) 0.01 0.601 1.000 1.000 0.601 0.02 0.613 1.000 1.000 0.613 0.022 0.618 1.000 1.000 0.618 0.025 0.626 1.000 1.000 0.626 0.029 0.635 1.000 1.000 0.635 0.03 0.638 1.000 1.000 0.638 0.032 0.644 1.000 1.000 0.644 0.035 0.653 1.000 1.000 0.653 0.036 0.656 1.000 1.000 0.656 0.04 0.666 1.000 1.000 0.666 0.042 0.672 1.000 1.000 0.672 0.044 0.677 1.000 1.000 0.677 0.045 0.680 1.000 1.000 0.680 0.046 0.683 1.000 1.000 0.683 0.048 0.689 1.000 1.000 0.689 0.05 0.694 1.000 1.000 0.694 0.055 0310 1.000 1.000 0.710 0.06 0327 1.000 1.000 0.727 0.065 0.743 1.000 1.000 0.743 0.067 0.749 1.000 1.000 0.749 0.07 0.759 1.000 1.000 0.759 0.075 0.775 1.000 1.000 0.775 Page 2 of 10 http: / /dap3. dot. ca. gov /shake stable/ print_ view .php ?x = 190.81006829608154 &y =- 484.809... 5/14/2010 Printer Friendly View 0.08 0.794 1.000 1.000 0.794 0.085 0.811 1.000 1.000 0.811 0.09 0.829 1.000 1.000 0.829 0.095 0.847 1.000 1.000 0.847 0.1 0.864 1.000 1.000 0.864 0.11 0.896 1.000 1.000 0.896 0.12 0.926 1.000 1.000 0.926 0.13 0.953 1.000 1.000 0.953 0.133 0.960 1.000 1.000 0.960 0.14 0.975 1.000 1.000 0.975 0.15 0.996 1.000 1.000 0.996 0.16 1.017 1.000 1.000 1.017 0.17 1.036 1.000 1.000 1.036 0.18 1.054 1.000 1.000 1.054 0.19 1.070 1.000 1.000 1.070 0.2 1.085 1.000 1.000 1.085 0.22 1.104 1.000 1.000 1.104 0.24 1.119 1.000 1.000 1.119 0.25 1.126 1.000 1.000 1.126 0.26 1.130 1.000 1.000 1.130 0.28 1.139 1.000 1.000 1.139 0.29 1.141 1.000 1.000 1341 0.3 1.144 1.000 1.000 1.144 0.32 1.147 1.000 1.000 1.147 0.34 1.148 1.000 1.000 1.148 0.35 1.147 1.000 1.000 1.147 0.36 1.147 1.000 1.000 1.147 0.38 1.145 1.000 1.000 1.145 0.4 1.142 1.000 1.000 1.142 0.42 1.133 1.000 1.000 1.133 0.44 1.123 1.000 1.000 1.123 0.45 1.119 1.000 1.000 1.119 0.46 1.114 1.000 1.000 1.114 0.48 1.105 1.000 1.000 1.105 0.5 1.096 1.000 1.000 1.096 0.55 1.047 1.000 1.020 1.068 0.6 1.004 1.000 1.040 1.044 0.65 0.964 1.000 1.060 1.021 0.667 0.951 1.000 1.067 1.014 0.7 0.927 1.000 1.080 1.001 0.75 0.892 1.000 1.100 0.982 0.8 0.851 1.000 1.120 0.953 0.85 0.812 1.000 1.140 0.926 0.9 0.776 1.000 1.160 0.900 0.95 0.742 1.000 1.180 0.876 1 0.710 1.000 1.200 0.853 1.1 0.645 1.000 1.200 0.773 1.2 0.587 1.000 1.200 0.704 1.3 0.536 1.000 1.200 0.643 Page 3 of 10 http: / /dap3.dot.ca.gov/ shake_ stable /print_ view.pllp ?x= 190.81006829608154 &y =- 484.809... 5/14/2010 Printer Friendly View 1.4 0.491 1.000 1.200 0.589 1.5 0.451 1.000 1.200 0.541 1.6 0.409 1.000 1.200 0.491 1.7 0.373 1.000 1.200 0.447 1.8 0.341 1.000 1.200 0.409 1.9 0.313 1.000 1.200 0.376 2 0.289 1.000 1.200 0.347 2.2 0.245 1.000 1.200 0.294 2.4 0.209 1.000 1.200 0.251 2.5 0.194 1.000 1.200 0.233 2.6 0.181 1.000 1.200 0.217 2.8 0.158 1.000 1.200 0.190 3 0.139 1.000 1.200 0.167 3.2 0.125 1.000 1.200 0.150 3.4 0.113 1.000 1.200 0.135 3.5 0.107 1.000 1.200 0.129 3.6 0.102 1.000 1.200 0.123 3.8 0.094 1.000 1.200 0.112 4 0.086 1.000 1.200 0.103 4.2 0.081 1.000 1.200 0.097 4.4 0.076 1.000 1.200 0.091 4.6 0.072 1.000 1.200 0.086 4.8 0.068 1.000 1.200 0.081 5 0.064 1.000 1.200 0.077 Newport Inglewood -Rose Canyon fault zone (S. Los Angeles Basin section- northern) Fault 1D: 145 Maximum Magnitude (MMax): 7.5 Fault Type: RLSS Fault Dip: 90 Deg Dip Direction: v Bottom of Rupture Plane: 13.00 kin Top of Rupture Plane(Ztm•): 0.00 kin Rrup 2.29 km Rjb: 2.29 km Rx: 2.29 km Fnorm: 0 Frev: 0 SA Near SA Period (Base Basin Fault (dial Spectrum) Factor Factor Spectrum) (Applied) 0.01 0.470 1.000 1.000 0.470 0.02 0.478 1.000 1.000 0.478 0.022 0.482 1.000 1.000 0.482 0.025 0.489 1.000 1.000 0.489 0.029 0.496 1.000 1.000 0.496 0.03 0.499 1.000 1.000 0.499 0.032 0.504 1.000 1.000 0.504 Page 4 of 10 littl):Hdap3. dot. ca. gov /shake_stable /priiit_view.php ?x =190 .81006829608154 &y =- 484.809... 5/14/2010 Printer Friendly View 0.035 0.512 1.000 1.000 0.512 0.036 0.515 1.000 1.000 0.515 0.04 0.524 1.000 1.000 0.524 0.042 0.530 1.000 1.000 0.530 0.044 0.535 1.000 1.000 0.535 0.045 0.538 1.000 1.000 0.538 0.046 0.541 1.000 1.000 0.541 0.048 0.546 1.000 1.000 0.546 0.05 0.551 1.000 1.000 0.551 0.055 0.563 1.000 1.000 0.563 0.06 0.576 1.000 1.000 0.576 0.065 0.588 1.000 1.000 0.588 0.067 0.594 1.000 1.000 0.594 0.07 0.601 1.000 1.000 0.601 0.075 0.614 1.000 1.000 0.614 0.08 0.629 1.000 1.000 0.629 0.085 0.644 1.000 1.000 0.644 0.09 0.658 1.000 1.000 0.658 0.095 0.672 1.000 1.000 0.672 0.1 0.687 1.000 1.000 0.687 0.11 0.713 1.000 1.000 0.713 0.12 0.738 1.000 1.000 0.738 0.13 0.761 1.000 1.000 0.761 0.133 0.767 1.000 1.000 0.767 0.14 0.780 1.000 1.000 0.780 0.15 0.797 1.000 1.000 0.797 0.16 0.817 1.000 1.000 0.817 0.17 0.835 1.000 1.000 0.835 0.18 0.851 1.000 1.000 0.851 0.19 0.867 1.000 1.000 0.867 0.2 0.881 1.000 1.000 0.881 0.22 0.901 1.000 1.000 0.901 0.24 0.918 1.000 1.000 0.918 0.25 0.925 1.000 1.000 0.925 0.26 0.930 1.000 1.000 0.930 0.28 0.940 1.000 1.000 0.940 0.29 0.943 1.000 1.000 0.943 0.3 0.946 1.000 1.000 0.946 0.32 0.951 1.000 1.000 0.951 0.34 0.955 1.000 1.000 0.955 0.35 0.956 1.000 1.000 0.956 0.36 0.957 1.000 1.000 0.957 0.38 0.957 1.000 1.000 0.957 0.4 0.956 1.000 1.000 0.956 0.42 0.958 1.000 1.000 0.958 0.44 0.958 1.000 1.000 0.958 0.45 0.958 1.000 1.000 0.958 0.46 0.959 1.000 1.000 0.959 0.48 0.958 1.000 1.000 0.958 Page 5 of 10 littp://dap3.dot.ca.gov/shake stable/print view.php?x=190.81006829608154&y=-484.809... 5/14/2010 Printer Friendly View 0.5 0.958 1.000 1.000 0.958 0.55 0.936 1.000 1.020 0.954 0.6 0.916 1.000 1.040 0.952 0.65 0.896 1.000 1.060 0.950 0.667 0.890 1.000 1.067 0.949 0.7 0.878 1.000 1.080 0.948 0.75 0.861 1.000 1.100 0.947 0.8 0.837 1.000 1.120 0.937 0.85 0.815 1000 1.140 0.929 0,9 0.793 1.000 1.160 0.920 0.95 0.773 1.000 1.180 0.912 1 0.754 1.000 1.200 0.904 1.1 0.713 1.000 1.200 0.856 1.2 0.677 1.000 1.200 0.813 1.3 0.644 1.000 1.200 0.772 1.4 0.613 1.000 1.200 0.736 1.5 0.584 1.000 1.200 0.701 1.6 0,555 1.000 1.200 0.665 1.7 0.527 1.000 1.200 0.633 1.8 0.503 1.000 1.200 0.603 1.9 0.480 1.000 1.200 0.576 2 0.460 1.000 1.200 0.552 2.2 0.418 1.000 1.200 0.501 2.4 0.382 1.000 1.200 0.458 2.5 0.366 1.000 1.200 0.439 2.6 0.351 1.000 1.200 0.421 2.8 0.324 1.000 1.200 0.389 3 0.301 1.000 1.200 0.361 3.2 0.280 1.000 1.200 0.335 3,4 0.261 1.000 1.200 0.313 3.5 0.252 1.000 1.200 0.303 3.6 0.244 1.000 1.200 0.293 3.8 0.229 1.000 1.200 0.275 4 0.216 1.000 1.200 0.259 4.2 0.205 1.000 1.200 0.246 4.4 0.194 1.000 1.200 0.233 4.6 0.184 1.000 1.200 0.221 4.8 0.176 1.000 1.200 0.211 5 0.167 1.000 1.200 0.201 PROBABILISTIC Page 6 of 10 littp:Hdap3.dot.ca.gov/shake stable/print _ view.pllp ?x = 190.81006829608154 &y =- 484.809... 5/14/2010 Probabilistic Model USGS Seismic Havard Map(2008) 975 Year Return Period SA Near SA Period (Base Basin Fault (Final Spectrum) Factor Factor Spectrum) (Applied) 0.01 0.444 1.000 1.000 0.444 Page 6 of 10 littp:Hdap3.dot.ca.gov/shake stable/print _ view.pllp ?x = 190.81006829608154 &y =- 484.809... 5/14/2010 Printer Friendly View 0.02 0.516 1.000 1.000 0.516 0.022 0.526 1.000 1.000 0.526 0.025 0.541 1.000 1.000 0.541 0.029 0.559 1.000 1.000 0.559 0.03 0.563 1.000 1.000 0.563 0.032 0.571 1.000 1.000 0.571 0.035 0.582 1.000 1.000 0.582 0.036 0.585 1.000 1.000 0.585 0.04 0.599 1.000 1.000 0.599 0.042 0.605 1.000 1.000 0.605 0.044 0.611 1.000 1.000 0.611 0.045 0.614 1.000 1.000 0.614 0.046 0.617 1.000 1.000 0.617 0.048 0.622 1.000 1.000 0.622 0.05 0.628 1.000 1.000 0.628 0.055 0.641 1.000 1.000 0.641 0.06 0.653 1.000 1.000 0.653 0.065 0.664 1.000 1.000 0.664 0.067 0.669 1.000 1.000 0.669 0.07 0.675 1.000 1.000 0.675 0.075 0.685 1.000 1.000 0.685 0.08 0.695 1.000 1.000 0.695 0.085 0.704 1.000 1.000 0.704 0.09 0.712 1.000 1.000 0.712 0.095 0.721 1.000 1.000 0.721 0.1 0.729 1.000 1.000 0.729 0.11 0.750 1.000 1.000 0.750 0.12 0.771 1.000 1.000 0.771 0.13 0.790 1.000 1.000 0.790 0.133 0.795 1.000 1.000 0.795 0.14 0.808 1.000 1.000 0.808 0.15 0.825 1.000 1.000 0.825 0.16 0.842 1.000 1.000 0.842 0.17 0.857 1.000 1.000 0.857 0.18 0.872 1.000 1.000 0.872 0.19 0.887 1.000 1.000 0.887 0.2 0.901 1.000 1.000 0.901 0.22 0.907 1.000 1.000 0.907 0.24 0.912 1.000 1.000 0.912 0.25 0.914 1.000 1.000 0.914 0.26 0.916 1.000 1.000 0.916 0.28 0.921 1.000 1.000 0.921 0.29 0.923 1.000 1.000 0.923 0.3 0.925 1.000 1.000 0.925 0.32 0.915 1.000 1.000 0.915 0.34 0.905 1.000 1.000 0.905 0.35 0.901 1.000 1.000 0.901 0.36 0.896 1.000 1.000 0.896 0.38 0.888 1.000 1.000 0.888 Page 7 of 10 hitp: / /dap3.dot.ca.gov/ shake_ stable / print_ view .plip ?x = 190.81006829608154 &y =- 484.809... 5/14/2010 Printer Friendly View 0.4 0.880 1.000 1.000 0.880 0.42 0.873 1.000 1.000 0.873 0.44 0.866 1.000 1.000 0.866 0.45 0.863 1.000 1.000 0.863 0,46 0.860 1.000 1.000 0.860 0.48 0.853 1.000 1.000 0.853 0.5 0.847 1,000 1.000 0.847 0.55 0.812 1.000 1.020 0.828 0.6 0.781 1.000 1.040 0.813 0.65 0.754 1.000 1.060 0.799 0.667 0.745 1.000 1.067 0.795 0.7 0.730 1.000 1.080 0.788 0.75 0.708 1.000 1.100 0.778 0.8 0.676 1.000 1.120 0.757 0.85 0.648 1.000 1.140 0.739 0.9 0.622 1.000 1.160 0.722 0.95 0.599 1.000 1,180 0.707 1 0.578 1.000 1.200 0.693 1.1 0.534 1.000 1.200 0.641 112 0.497 1.000 1.200 0.596 1.3 0.465 1.000 1.200 0.558 1.4 0.437 1.000 1.200 0.524 1.5 0.413 1.000 1.200 0.495 1.6 0.391 1.000 1.200 0.469 1.7 0.372 1.000 1.200 0.446 1.8 0.355 1.000 1.200 0.426 1.9 0.339 1.000 1.200 0.407 2 0.325 1.000 1.200 0.390 2.2 0.293 1.000 1.200 0.352 2.4 0.267 1.000 1.200 0.321 2,5 0.256 1.000 1.200 0.307 2,6 0.245 1.000 1.200 0.294 2.8 0.227 1.000 1.200 0.272 3 0.210 1.000 1.200 0.252 3.2 0.195 1.000 1.200 0.234 3.4 0.182 1.000 1.200 0.218 3.5 0.175 1.000 1.200 0.210 3.6 0.170 1.000 1.200 0.204 3.8 0.159 1.000 1.200 0.191 4 0.150 1.000 1.200 0.180 4.2 0.143 1.000 1.200 0.172 4.4 0.138 1.000 1.200 0.165 4.6 0.132 1.000 1.200 0.159 4.8 0.127 1.000 1.200 0.153 5 0.123 1.000 1.200 0.147 Page 8 of 10 11ttp: / /dap3. dot .ca.gov /shake_Stablc /l)rint_view.t)bp ?x= 190.81006829608154 &y =- 484.809... 5/14/2010 Printer Friendly View Envelope Data Period SA 0.01 0.601 0.02 0.613 0.022 0,618 0.025 0.626 0.029 0.635 0.03 0.638 0.032 0.644 0.035 0.653 0.036 0.656 0.04 0.666 0.042 0.672 0.044 0.677 0.045 0.680 0.046 0.683 0.048 0.689 0.05 0.694 0,055 0.710 0.06 0.727 0.065 0.743 0.067 0.749 0.07 0.759 0.075 0.775 0.08 0.794 0.085 0.811 0.09 0.829 0.095 0.847 0.1 0,864 0.11 0.896 0.12 0.926 0.13 0.953 0.133 0.960 0.14 0.975 0.15 0.996 0.16 1.017 0.17 1.036 0.18 1.054 0.19 1.070 0.2 1.085 0.22 1.104 0.24 1.119 0,25 1.126 0.26 1.130 0.28 1.139 0.29 1.141 0.3 1.144 0.32 1.147 0.34 1.148 Page 9 of 10 http://dap3.dot.ca.gov/shake-stable/Print view.php ?x= 190.81006829608154 &y =- 484.809... 5/14/2010 Printer Friendly View 0.35 1.147 0.36 1.147 0.38 1.145 0.4 1.142 0.42 1.133 0.44 1.123 0.45 1.119 0.46 1.114 0.48 1.105 0.5 1.096 0.55 1.068 0.6 1.044 0.65 1.021 0.667 1.014 0.7 1.001 0.75 0.982 0.8 0.953 0.85 0.926 0.9 0.900 0.95 0.876 1 0.853 1.1 0.773 1.2 0.704 1.3 0.643 1.4 0.589 1.5 0.541 1.6 0.491 1.7 0.447 1.8 0.426 1.9 0.407 2 0.390 2.2 0.352 2.4 0.321 2.5 0.307 2.6 0.294 2.8 0.272 3 0.252 3.2 0.234 3.4 0.218 3.5 0.210 3.6 0.204 3.8 0.191 4 0.180 4.2 0. 172 4.4 0.165 4.6 0.159 4.8 0.153 5 0.147 Page 10 of 10 liftp://dap3.dot.ca.gov/sliake-Stable/Print-view.php?x-- I 90.81006829608154&y=-484.809... 5/14/2010