The URL can be used to link to this page

Appendix-A-exploreration-logsAPPENDIX A Exploration Logs GlVIU GEOTECHNICAL,INC, Mr,Randall Beny,HARRIS &ASSOCIATES &111 Ram01l C(t1Iyo1l Storm Draifl Project,City ofR(t/lcllo Palos Verdes APPENDIX A GMU GEOTECHNICAL EXPLORATION PROCEDURES, BORING LOGS,CONE PENETRATION TESTS,AND TEST PIT LOGS Our exploration at the subject site consisted of three bucket auger borings,one hollow stem auger boring,and two continuous core borings.The estimated locations of the borings are shown on Plate 2.Our bucket auger and hollow stem auger borings were logged,and undisturbed samples were taken using a 3.0~inch outside-diameter drive sampler which contains a 2.416-inch~dial11eter brass sample sleeve 6 inches in length.In addition,blow counts recorded during sampling from the drive sampler are shown on the drill hole logs.Standard Penetration Tests (SPT)were also taken in hollow stem drill hole.Small bulk samples ofthe material were collected,and blow counts for each SPT were recorded on the logs.Continuous core samples were collected in the core borings.The logs of all GMU borings are contained in Appendix A-I and the Legend to Logs is presented as Plate A-I.Logs of subsurface investigations performed by others are contained in Appendix A -2. The geologic and engineering field descriptions and classifications that appear on these logs are prepared according to Corps of Engineers and Bureau of Reclamation standards.Major soil classifications arc prepared according to the Unified Soil Classification System as modified by ASTM Standard No.2487,Since the description and classification that appeal'on the Log of Drill Hole are intended to be that which most accurately describe a given interval of a 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 in the Log of Drill Hole may be identified as silty sand (SM)while one sample taken within the interval may have individually been identified as sandy silt (ML).This discrepancy is frequently allowed to remain to emphasize the occurrence of local texLmal 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. b. c, Soil Type Color Moistme "dry" "damp" "nlOisf' "wet" "saturated" -per Legend to Logs -at field moistlll'e -(as estimated during drilling) -some moisture but less than optimum for compaction -neal'optimum -above optimum -containing free moisture November 10,2010 A-I GMU Project 10-036-00 Mr.Randall Berry,HARRIS &ASSOCIATES S(fl/Ramo1l CflIlY01l Storm Dmi1l Project,City ofRfmclfO Palos Verdes d.Grain size -"fine:)"luedium"and "coarse" e.Density (granular soils)-"loose,""medium dense"and "dense)) f.Consistency (cohesive soils) "very soft"Thumb will penetrate soil more than 1 inch (25 mm). "soff'Thumb will penetrate soil about 1 inch (25 mm). "firm"Thumb will indent soil about 3 inch (5 mm). "hard"Thumb will not indent soil but readily indented with thumbnail. "very haJ.'d)'Thumbnail will not indent soil. November 10,2010 A-2 GMU Project 10-036-00 APPENDIX A-I GMU Geotechnical Boring Logs .. Q):= Q) MAJOR DIVISIONS ...J (5 TYPICAL NAMES'0. ::3 .Q E E>-(9 (f) ow {[-Well Graded Gravels and Gravel-Sand Mixtures, Clean Lime or No Fines. GRAVELS Gravels r.=--==Poorly Graded Gravels and Gravel-Sand Mixtures 50%or More of GP ~:=-lillle or No Fines.~"""COARSE-GRAINEO SOILS Coarse Fracllon ~More Than 50%Retained Retained on Gravels OM Silty Gravels,Gravel-Sand-Slit Mixtures. On No.200 Sieve No.4 Sieve With Fines GC I~Clayey Gravels,Gravel-Sand-Clay Mixtures. Based on The Material Passing The 3-lnch SW Well Graded Sands and Gravelly Sands.Little or No Fines.(75mm)Sieve.Clean ., , SANDS Sands .'," SP I't".Poorly Graded Sands and Gravelly Sands,lillie or No Fines.Rererence:More Than 50%.-,",.o.t. ASTM Standard D2487 of Coarse Fraction ''1.'::1:'Passes :J'"No.4 Sieve Sands 8M I"."Silty Sands,Sand-Sill Mixtures. With I'.'. Fines 8e W:.Clayey Sands,Sand-Clay Mixtures.02 Ml I Inorganic Sills,Very Fine Sands.Rock Flour,Silty or Clayey Fine Sands or Clayey Silts With Slight Plasticity. FINE-GRAINEO SOILS SILTS AND CLAYS :Inorganic Clays of Low To Medium Plasticity. 50%or More Passe Liquid Limit Less Cl I Gravelly Clays,Sandy Clays,Silly Clays,lean Clays. The NO.200 Sieve Than 50% Ol Organic Silts and Organic Silty Clays of Low Plasticity Based on The Material Passing The 3-lnch MH Inorganic Slits,Micaceous or Diatomaceous Fine Sandy (75mm)Sieve.or Silty Soils,Elastic Sills. SilTS AND ClAYS CH %Inorganic Clays of High Plasticity,Fat Clays.Reference:Liquid Limit 50% ASTM Standard D2487 or Greater ~O~,""Cl,,,0'Modl,m To High PI""o'y,0",,;,Sil~. HIGHLY ORGANIC SOILS PT .-:-Peat and Other Highly Organic Soils. ADDITIONAL TESTS SAMPLE SYMBOLS GEOLOGIC NOMENCLATURE RS "Rupture Sulface ~"Groundwater OS =Direct Shear HY =Hydrometer Test TC =Triaxial Compression Test UC"Unconfined Compression CN =Consolidation Test (T)"Time Rate EX"Expansion Test CP =Compaction Test PS"Particle Size Distribution El"Expansion Index SE"Sand Equivalent Test AL"Alterberg Limits FC"Chemical Tests ~=Resistance Value SG "Specific Gravity SU "Sulfates CH"Chlorides MR =Minimum Resistivity pH (N)"Natural Undisturbed Sample (R)"Remolded Sample Undisturbed Sample (California Sample) Undisturbed Sample (Shelby Tube) Bulk Sample Unsuccessful Sampling AUempt SPTSampie r-IDl Nuclear Density Tesll.!!J and Bag for Moisture 10,10 Blows ror 12-lnches Penelraijon 6/4:6 Blaws Per 4-lnches Penelra~on P:Push (13):Uncorrected B!ow C<>unls ("N'Values) (or 12-lnches Penelration-Standard PenelrationTesl(SPT) B"Bedding C"Contacl J"Joint S"Shear F"Fracture Fit =Faull P13a·Log Exp (OH58-00) GMU GEOTECHNICAL,INC. LEGEND TO LOGS ASTM Designation:D 2487 (Based on Unified Soil Classification System) Plate x Project:San Ramon Canyon Project Location:25th Street,Rancho Palos Verdes Project Number:10-036-00 Log of Drill Hole DH~1 Sheet 1 of 5 Date(s)6/16 _6116/10 Logged WAD Drilled By ._ Drilling Drilling AI D '11'S • IMethodBucketAugerContractorroyrJInaervlces,nco -----_.... Drill Rig EZ Bore Dlameter(s)30 Type of Hole,inches _._ Groundwater Depth N/A D Sampling Open drive sampler with 6-lnch [E:l_~vatjonl,feet Metho~(s)_-=-sl",e-=-ev-=-e=--_ Remarks Refusal at 103 feeti Not downhole logged below 93 feet due to low oxygen lavers Checked LBSBy ._. Total Depth 103.0 feetofDrillHole.,",,-".-. A~prox.Surface 146.0Eevalion,It MSL .- Drill Hole Native,TampedBackfill...~,".'- Driving Method KellyandDrop GEOLOGICAL CLASSIFICATION AND DESCRIPTION SOUTH SHORES LANDSLIDE (Qols) Upper 5,1 feet of hole cased due to fractured cherty siltstone and caving ORIENTATION DATA ENGINEERING CLASSIFICATION AND DESCRIPTION CLAYEY SILT (ML),gray,light brown to brown,damp,hard to very hard SAMPLE DATA TEST DATA Jl ~ f-'R. -' (fJ w·~n::~n::f-~(!)r-::;)z z~0woZIIn!!;!E~Il.00-'~~:;)(lI::;;::;;00 -z >--o (I)«:;)LL 25~00 ~~Dw (fJ zO ::;;u «f- 140 f-S -- Intact remnant bedrock -large block of remnant Altamira Shale member of Monterey Formation;clayey siltstone with Interbeds of siliceous siltstone,siliceous siltstone beds up to 2 inches thick Bedding on siliceous siltstone bed at 6 feet Zone of siliceous sllls!one,3 feet thick, fractured,well-bedded at 7 teet B:N70W,10S Becomes very firm to hard at5 feet 4800 36 72 135 -10 _._--Interbedded clayey siltstone,siltstone, siliceous siltstone,moderately defined bedding at 10 feet B:N70W,105 -CLAVEYSICni-iL):-graytoIIQiifiirown,-L5 damp,very firm to hard 4800 41 I-siCf(ML[lirownTsilgray,-clamp;Ve-ry-----I-+----/--I---+-·-.-i-- hard -t---t----.I--+--+-+---..- r-CLAVEYSILT(ML);broWri 'an'a-Ilghlgray, damp to moist,very firm to hard ~ iO ~ fu <tl :5:::> ~130 15 i( (!) 0 9 "''"9 0 '">wcrI:J: 0 Clayey siltstone interbedded with siliceous siltstone,joints are randomly oriented, infilled with gypsum,up to 1/8·inch thick at 12.5 feet Interbedded clayey siltstone,siltstone,and J:N17E,74NW siliceous siltstone,fractured and jointed;J:N5W,84E two prominent joints with gypsum infilling, up to 1/4·inch thick,at 15 feet Moderately defined bedding at16.5 feet B:N87W,8S -Siliceous siltstone zone,0.75 feet thick, highly fractured,orange staining on joint -and bedding surfaces,gypsum infilling up to 114-lnch thick at 17.5 feet Interbedded siltstone and clayey siltstone at B:N58W,6SW 19 feet Becomes light brown to brown at 12.5 feet Becomes damp to moist at 15 feet - 4800 60 64 Fe GMU GEOTECHNICAl.INC. Drill Hole DH~1 Project:San Ramon Canyon Project Location:25th Street,Rancho Palos Verdes Project Number:10w036 wOO Log of Drill Hole DH-1 Sheet 2 of 5 a:;SAMPLE DATA TEST DATA J!!C)GEOLOGICAL ENGINEERINGza:;0 ..;fl 'tJ ...J...J n::~,e l:!~:l0J!!(.)CLASSIFICATION AND ORIENTATION CLASSIFICATION AND 1-":-i=:i s:w wo (!)~:::JZ z~0~DESCRIPTION DATA DESCRIPTION ...J ZI f-W E~ Bi a-a-1O...J 5~(/)1-:::J(!) Cl ~~lD -z ;>--o(/) ...J :::JIL ~~00 15~~l!!UJ 0 (!)(/)zO ~o L 4 4600 44 75 Inlerbedded sllisione and siliceous siltstone,gypsum infilling up 101M-inch predomlnalely on bedding.rarely on jolnls, well-defined bedding.dar\<brown staining on bedding and joinls al22 feel ---------------~....-.. Siliceous siltstone bed,1-foollhick,al24 SILT (ML),gray,damp,very hard feel 120 f-2S f---Bedding at 25 feet B:N74E,BS 'CLAYEYSILT(ML):graYandbrmvn....-.I.e 4800 40 75 os moist,hard 10 very hard B:N82W,9S f---0..----------._.-----..._- SI iceous sills tone zone,well defined beds SILT (ML),gray,damp,very hard u~to 8-inches thick,gypsum Infilling along Using core bucket during drilling at 29 feetbEddingplanes,moderately fractured at 115''30 ...._-2!.5 feet ~-----------------f---_.-..-. Si Islone,poorly defined bedding at 30 feet CLAYEY SILT (ML),gray and brown, Si y clay bed,gypsum Infilling along joint moist,hard to very hard Ih t crosses bed,bed is up to 3f4-lnch Too hard 10 sample al 30 feel Ih ck,al 27 feel In rease In density,difficuilio excavale at Becomes very hard at 32.5 feet 3\.5 feet f--~---------_.---------- Clayey sillslone.massive,2-feellhick al CLAYEY SILT (ML),brown 10 orange 110 35 34.5 feel brown,damp to moist,hard to very hard [7 3350 24 62 f--~---------_...._----..~..1·-SILT (ML),gray and brown.molsl,hard to very hard Bedding a13B.5 feel B:N38E,4SE 105 40 [4 3350 43 79 1 Siliceous siltslone zone,6-inches Ihlck at Becomes very hard al43 feel 43 feel;below Is poorly defined bedding Becomes hard a143.5 feel Subparallel joint set at 44 feet J:N18W.62SW GMU Drill Hole DH-1 ------- GEOTECHNICAl,INC. g? w '"l:o Project:San Ramon Canyon Log of Drill Hole DH·1 Project Location:25th Street,Rancho Palos Verdes Project Number:10-036·00 Sheet 3 of 5 "ai SAMPLE DATA TEST DATA oS!(,9 GEOLOGICAL ENGINEERINGz"ai g £l ~'1J ..J tJ)w-~0 oS!0 CLASSIFICATION AND ORIENTATION CLASSIFICATION AND n:?;n:~....<>:2~:i"J:~wo ~.....:::JZ z~0 DESCRIPTION DATA DESCRIPTION ZI ~~E~Ifj Ii:Q.Q.I:O..J -(9 =>(,9 ~::;;::;;1:0 ~~~~OtJ) ...I W c,;:::Jl1.00 ow W 0 (,9 20 :20 ~..... L12 3350 28 105 f---~----------------I---f--Siliceous siltstone zone,moderately SILT (ML),gray,moist,very hard fractured,open Joints up to 1f3-inch (may f---be mechanical),lined with gypsum. massive,zone Is 1-foot thick.below 46.5 "CLAYEY SI LTTML);-grayilnil'orange - feet brown.moist.hard Inferbedded siltstone,clayey siltstone with moderately defined lamina lions at 47.5 feet 95 50 [8 3350 36 85 Clayey siltstone,massive,random gypsum Becomes grayish brown at 52 feel Infilling at 52 teet 90 66 f---_.._--------------... Siliceous siltstone zone,dark brown SILT (ML),gray and brown,moist,hard to staIning on joint surfaces at 55 feet very hard Too hard to sample at 55 feel Very minor seepage on NE wall,along joint Becomes moist to wet at 58 feet surfaces at 58 teet .--------.....----------.....-...-- Bedding at 59.5 feet B:N79E,8S CLAYEY SILT (ML),gray and brown. 86 ""60 moist,hard to very hard [11 2045 44 99 I--- f~Fe Discontinuous lenses of unoxidized material Becomes orange brown with dark bluish up to 2-lnches thick,no bedding observed.gray at 63 feet gypsum-filled veins up to 1/8-lnch thick 1._ below 63 feet 80--65 Too hard to sample at 65 feet .. Increase in densi~,very difficult to Becomes very hard at 65.5 feet excavate at 65.5 eet f---I---1---.....- Grading to unoxidized sills tone,no bedding sILT(MLf,"verydarkbrown.-moist,very- observed.very finely laminated,slight hard seepage along Joints,difficult 10 excavate Becomes very dark gray a167.5 feetIbelow66.5 feet Unoxidlzed clayey siltstone,massive, random gypsum veins below 67.5 feel Prominent joint at 69.5 feet J:N34W,84SW GMU Drill Hole DH-1 GEOTECHNICAL.INC. Project:San Ramon Canyon Log of Drill Hole DH-1 Project Location:25th Street,Rancho Palos Verdes Project Number:10-036-00 Sheet 4 of 5 1ii SAMPLE DATA TEST DATA $!Cl GEOLOGICAL ENGINEERING;i j 0 UJ 'Ji.'1J ..J..J «0 t.)CLASSIFICATION AND ORIENTATION CLASSIFICATION AND ~~a ll!r-:f-~2~:i X w ~~i=!2 z~0..J WO [ij Ii:a.DESCRIPTION DATA DESCRIPTION n.OO..J -t?U)~~C)E~~~:;:00 ~~-2 >--Ow ..J W ~u..00 g;;'!~I!:!LU 0 t?20 :;:0 L15 2045 36 82 '-- Silts lone,massive,prominent joint al 73.5 J:N4W,87W ~feel 70 f-75 [16 2045 30 86 DS Continues massive,difficult to excavale al Becomes dark bluish gray al 75.5 faat 75.5 feet Becomes dark gray al 77.5 feel 66 80 Poorly defined bedding,very difficull to Too hard 10 sample al80 feel - excavate 10 81.6 feel,used core bucket during drilling at 80 feel 60 86 [23 2045 34 85 Finely laminaled,very difficult to excavale below 86.5 feet Bedding al 88.5 feel B:N70W,8S 55''90 Too hard 10 sample below 90 feel I End of downhole log due to lack of oxygen in boring al93 feel GMU Drill Hole DH-1 GEOTKHNICAl.INC. o i Project:San Ramon Canyon Log of Drill Hole DH-1 Project Location:25th Street,Rancho Palos Verdes Project Number:10-036-00 Sheet 5 of 5 ~SAMPLE DATA TEST DATA ~GEOLOGICAL ENGINEERINGz~0 ,fl ;,'< f-& -'..J Cl::~l:!f-:"<t:0 ()CLASSIFICATION AND ORIENTATION CLASSIFICATION AND Zi=:i J:w wo ~f-:"::JZ z~0~DESCRIPTION DATA DESCRIPTION -'ZI f-W -Ill Ii:0..a.aJ..J 512 !Q!z ::J~lsli;cz ::0 ::;00 irm..J w <&:::>LL l§~00 Ow III C ~20 ::;u c~<t:f- 45 100 -_..._-_....-...•.- I GMU Drill Hole DH-1 GEOTECHNICAL,INC. Project:San Ramon Canyon Project Location:25th Street,Rancho Palos Verdes Project Number:10-036-00 Log of Drill Hole DH-2 Sheet 1 of 3 63.0 feet 8~1~~)612~~~_._."'_".__'~_f-~-,~._gg_e_d__L_B_S --+---,~~,--e_c_ke_d-,--N_/A___..~. Drilling Drilling AI 0 'II'S 'I Total DepthMethodBucketAugerContractorroyr'!ng ervlces,nco of Drill Hole-_._---.-__.-..-_._---------------+=---'------'------__'"".- ¥~leRig_::80r6__.•........-j--=-~f'_'J~_'_'~'--Te:..:.t~_"_f~_'_~h"_e'_'_s__3_0 -+-A'_E~_fv_r~_~o'_·~.:.:..u_'_'{(_'_'~_'_'~'_L_.._5_6~~_._.. Groundwater Depth N/A II Sampling Open drive sampler with 6·inch Drill Hole Native TampedJ~IEly~~jonJ,feet ..-.~~t~o~~L ___=s'--le:..:e'_'_v_=_e +-B_a'_c_"_kfl'__II=___'" Remarks Refusal at 63 feet due to severe caving below 55 feet;not downhole logged below 55 feet ~~~j8~o~ethOd Kelly SAMPLE DATA TEST DATA di $!(!) GEOLOGICAL ENGINEERINGz1i)0 ~/-[-'-'~0 .l!!{)CLASSIFICATION AND ORIENTATION CLASSIFICATION AND ~ffi~~J-'"« ~z 5:(9 •~m z!i 0:I:~~~Ii:a.DESCRIPTION DATA DESCRIPTION 0.m-,::l(9 E~~:a;:a;m ~~-!Z >--OC/) -'W «::l "-00 gj~~~w 0 (9 C/)2:0 :a;0 SOUTH SHORES LANDSLIDE (Qols) Remnant blocks of bedrock,interbedded cherty siltstone and slltstone with some bentonitic tuff.scallered pockets of topsoil and remolded clayey silt,abundant rootlets below 0 feet Bedding at 2 feet CLAYEY SILT (ML),light gray to light brown.dry to damp,soft to firm.locally hard B:N·S,32E 36 PS,HY, AL,CP, DS 655 '-6 Bedding at 8 feet 660 10 Poor sample,very disturbed.loose,rocky [..P at 5 feet B:N20W.26NE Increase in density during drilling at 8 feet 4800 39 4800 23 101 4800 42 68 DS ~ (!) m:s :Jr3 645 -15 ~ CI i Grades to siltstone and bentonitic tuff, jumbled and chaotic,no continuous f---structure below 13 feet Siliceous zone with minor interbedded bentonitic tuff.bedding highly discontinuous and folded below 14 feet Bedding at 15 feet f-Interbedded siliceous siltstone, siltstone, and bentonilic tuff.some shearing along B:N40W.34NE Becomes light gray and orange brown, damp to moist.firm at 13 feet -SiCt(NfLf,"\'litilsome CLAY(Ci.f,"llghf --t--t--+---t--+--.- gray and orange brown,damp,moist,firm to hard Increase In density,diffiCUlt drilling between 17 and 19 feet CLA"VEYSILr",ML):-··iightgraytolight--+-+--+--+--+-+--_.-..- brown with orange brown,moist,firm to GMU GEOTECHNICAl,INC. Drill Hole DH-2 Project:San Ramon Canyon Log of Drill Hole DH-2 Project Location:25th Street,Rancho Palos Verdes Project Number:10-036·00 Sheet 2 of 3 .,SAMPLE DATA TEST DATA $(!) GEOLOGICAL ENGINEERINGZ1i>0 ~'tJ .J...J 11 .«0 $CJ CLASSIFICATION AND ORIENTATION CLASSIFICATION AND ~~w·I-~~~~z :i :i:~~~z~0 ~I-0..DESCRIPTION DATA DESCRIPTION a.lIJ9 5!2 (1)1-::I(!)E~a..~:a :a 00 -2 >--0(1) ...J W «::Ill.i§~00 ~~Ow UJ a (!)(I)zo :ao «I- bedding below 19 feet hard Too hard to sample at20 feel Bedding at 22 feet B:N2aW,37NE 635-25 f 2 4600 36 f---_.f-----------------1----..--Siliceous siltstone lone between 25.5 and B:N20W,27NE SILT (ML),gray,damp to moist,hard 27 feet f--f----.-------..-------...----- Sheared zone of predominately sills tone CLAYEY SILT (ML),light gray to light and bentonltrc tuff fragments,jumbled,brown,dry to damp,firm to very firm fractured.chaotic,no structure obseNed, abundant orange and black staining below 27 feet 530--30 [3 3350 33 65 os ---- Remnant blocks of siliceous siltstone up to s[f(rvlL)."Wfthsonle CLAY---:-gray;il9ht- 2 feet long within sheared debris matrix,brm'm,orange brown,damp,firm to hard very fractured,contorted,randomly oriented 626 f-35 fragments and blocks,between 33.5 and 39 feet 5 3350 29 61 PS,HY, ~3350 AL,CPo FC,OS Increase in density,begin using crowds t:--- during drilling at 37 feet r--f-----.------------I----1--._---_.... Remnant fragments of bedrock,jumbled,CLAYEY SILT (ML).light gray to light chaotic,highly sheared,no continuous brown,orange brown,damp to moist,firm 620 40 slructure,scallered open fractures,many to very firm [3 3350 23 76appeartobemechanical,below 39 feet I GMU Drill Hole DH-2 GEOTECHNICAl.INC. a i Project:San Ramon Canyon Log of Drill Hole DH ..2 Project Location:25th Street.Rancho Palos Verdes Project Number:10-036-00 Sheet 3 of 3 ~SAMPLE DATA rEST DATA z ~8 GEOLOGICAL ENGINEERING <Il ~1-&..J..J "0 0 CLASSIFICATION AND ORIENTATION CLASSIFICATION AND a:~:!3 !l:'..-:zj::::r:I ~~~~~z~0~DESCRIPTION DATA DESCRIPTION wo E~l-e..a.m..J >£1 ;:ICla.~:a :am -z )--OU) iil w ";:Ill.gs~00 15~sn~0 Cl {J)zo :ao Remnant blocks of siliceous siltstone up to SILT (ML),with some CLAY,gray,light l 3 3350 24 76 2 feet long withIn sheared debris matrix,brown,orange brown,damp,firm to hard very fractured,contorted,randomly oriented fragments and blocks,between 45 and 49 feet General fabric or texture of debris trending J:N36W,84NEE-W and dipping 20 S at46 feet Prominent joint set within remnant blocks of siliceous sillstone,2 to 6-lnch spacing,at 47 feet -_.._.-~_______--_••••••••0 •••••___"_. Siliceous siltstone,Jumbled and chaotic,on B:N70W,43NE CLAYEY SILr (ML),light gray to light NW wall Is block of relatively Intact partially brown and brown to dark brovm,damp, 5iG·60 oxidized clayey siltstone,block Is about very firm to hard 1-8 3350 28 772-feet wide and 2.5 feet wide,ragged edges,bound by debris between 49 and 51.5 feet f-----~----------------Moderate caving of siliceous siltstone SILT (ML),gray,damp,very firm to hard blocks below 51.5 feet 606 56 Severe caving of siliceous siltstone blocks,Sample Is siliceous/diatomaceous and [3 3350 15 76 some diatomaceous siltstone in cuttings,rocky at 55 feet hole belled out to about 5-feet diameter;not downhole logged below 55 feet SOG 1-60 [3350 25 67 DS f-----~----------------I.-1-.....__. Probable base of caving,cuttings are CLAYEY SILT (ML),gray to brown,damp clayey siltstone,siltstone,bentonilic tuff and to moist,very firm I---f";?me siHceous siltstone fragments,below I ......._-.-----~--~.. 2 feet I GMU Drill Hole DH-2 GEOTECHNICAl.l~'C. ~ :co Project:San Ramon Canyon Project Location:25th Street,Rancho Palos Verdes Project Number:10-036-00 Log of Drill Hole DH~3 Sheet 1 of 3 Date(s)6/29·6/30/10 Logged LBS Checked NIADrilledByBy-_..--,-'-.'. Drilling Bucket Auger Drilling Alroy Drilling Services,Inc.Total Depth 60.0 feetMethodContractorofDrillHole .--.'-..-- Drill Rig EZ Bore Diameter(s)30 A~prox.Surface 663.0Type...-of Hole,Inches E evallon,ft MSL ._---- Groundwater Depth N/A 0 Sampling Open drive sampler with 6·lnch Drill Hole Native,Tamped[Elevallon),feet Method(s)sleeve Backfill ---- Remarks Refusal at 60 feet due to severe cavIng below 53 feet;not downhole logged below 22 feet Driving Method KellyduetoseverecavIngandDrop SAMPLE DATA TEST DATA Q; oS!8 GEOLOGICAL ENGINEERINGz1ii <I>::R. ....~..J...J O::~,g ll!;':..:0 oS!u CLASSIFICATION AND ORIENTATION CLASSIFICATION AND zi=:i i:w III 9 ~~~z z~0~DESCRIPTION DATA DESCRIPTION ..J (/)I!!-(/)....a.a.5!:2 ;:10 ~!iiwa.~:;;:;;lll _z &Ui...J W i7i ;:ILL gj~00 Oww00zo:;;u 03:..:.... ARTIFICIAL FILL (QaO SANDY CLAY (Cl),dark brown,orange Upper 3.5 feet of hole cased due to caving mottled,dry to damp,firm and rocky fill soils 660 -17 PS,HY, Varl-colored fill soils from road grading,AL abundant rock fragments to 8-lnches diameter,no visible lifts observed below 3.5 --6 feet 2 4800 30 666 .- 10 [P 4800 660 Abundant siliceous siltstone fragments Abundant gravel,cobble,and within fill soils up to 18-1nches diameter,boulder-sized rock fragments at13 feet between 13 and 15 feet ....16 r 2 4800 34 72 Lower contact is diffuse and generally .--.-~~orizontal at 16 feet f~---SANDYGLAY (el)with SilT (Ml),light SOUTH SHORES LANDSLlDfnQols)brown with black,orange,and white Soil matrix of sandy clay with abundant staining,damp,firm siliceous siltstone fragments up to 12-inches diameter,abundant staining, I - 645-.scattered small pockets of reddish orange bentonitic tuff,weathered,sheared,no conttnuous structure below 16 feet Abundant siliceous siltstone fragments ~Fe within landslide matrix,chaotic,no X GMU Drill Hole DH~3 -~- GEOTECHNICAl,II\'C. o ~o Project:San Ramon Canyon Log of Drill Hole DH-3 Project Location:25th Street,Rancho Palos Verdes Project Number:10-036-00 Sheet 2 of 3 1ii SAMPLE DATA TEST DATA .j!!CI GEOLOGICAL ENGINEERINGz1ii0 ;p.I::~...J...J ~~......«a $!0 CLASSIFICATION AND ORIENTATION CLASSIFICATION AND ffi~j:::~!i z :i"x ~::>z zl-a§:DESCRIPTION DATA DESCRIPTION 009 I-W ::>:1:E~l-n.a.~~!!?~>-12wa.12 ::;:::;:lll OC/) ...J W <Jl ::>l.L 15~00 !5~~~w 0 CI zo ::;:0 observed structure below 19 feet B:N20E,18SE I~1 4800 38 62 DS Large block of siliceous siltstone on west wall,moderately bedded,general remnant bedding at20 feet f-----Severe caving on west wall.belled out 'siLf(M'L)."gray,damp;-tiard - - - - '.. about 2 to 3 feet.within siliceous siltstone 640 zone,fractured,discontinuous layers and lenses at 22 feet Not downhole logged below 22 feet due to severe caving -25 f--1----_.--------.------[~--Blocks of Interbedded clayey siltstone.CLAYEY SILT (ML),light brown,yellow 2 4800 24 -84 bentonillc luff and siliceous siltstone within brown,light gray,damp,firm to very firm landslide matrix.fractured,abundant brown with local hard areas and orange staining,some shearing observed In sample at 25 feet 636 30 [3 3350 28 81 DS 630 36 Increase In density,using crowds during Becomes light brown to light gray with [3 3350 36 63 drilling below 35 feet orange at35 feet 626- '40 Increase in siliceous slUstone content.Becomes light gray,light brown,yellow [1 3350 37 72 siliceous fragments in sample are fractured.gray,firm at40 feet fractures lined wilh brown staining, randomly oriented at40 feet I 620 GMlJ Drill Hole DH-3 GEOTECHNICAl,INC a I Project:San Ramon Canyon Project Location:26th Street,Rancho Palos Verdes Project Number:10-036-00 Log of Drill Hole DH-3 Sheet 3 of 3 ~SAMPLE DATA TEST DATA $.!(!)GEOLOGICAL ENGINEERINGz·!9 11 ""'U -' ll:~~~-0:0 C,)CLASSIFICATION AND ORIENTATION CLASSIFiCATION AND ....".:zi="X :c ~~g Cl"':z~0~DESCRIPTION DATA DESCRIPTION z:c j::(J)Ii:0-n.5S2 :::l(!)~::i;::i;co !Qz ;>o-ct; -'w <&::}lL ~~00 ~~~~w a (!)zO ::i;u Some gypsum Infilling In sample at 45 feet t 3 3350 43 70 615'. ....60 f---~------------_.-.._._.[Siliceous siltslone and sillslone.continued SILT (ML).gray,damp,firm 10 very firm 1 3350 41 66 fractured in sample at 60 feet 610 Siliceous siltstone.difficult drllllng,severe Becomes hard 10 very hard at 53 feet caving due to fractured siliceous material; inspection from surface indicates hole Is belled oul between 5 and 7 feet;below 53 feet f-66 e- 606 60 ._.._."........_--"......•-. I I GMU Drill Hole DH-3 G~OTECHNICAI.INC. Project:San Ramon Canyon Project Location:25th Street,Rancho Palos Verdes Project Number:10-036-00 Log of Drill Hole DH-4 Sheet 1 of 3 46.5 feet Date{s)718/10 Logged LBS Checked N/A I-D_n_'I1,---ed ..-I-B-'-Yc--___--t-:-B~Y .._ Drilling Hollow Starn Auger Drilling 2R Dr'lll"lng Inc Total DepthMelhod"Contracfor'•of Drill Hole1--------------_.._------+-----'---------~----------- Drill Rig CME 75 Dlameter(sl 10 Approx.Surface 403 0 rT::!-y-'-pe'---:'---:'---:c--::--_____________of Hole,inches__Elevation,ft MSL • Groundwater Depth NIA D Sampling Open drive sampler with 6-lnch Drill Hole Concrete Slurry [Elevation],feet Method{s)sleeve/SPT Backfill-----_:':=--'--~---------+-----'-----'--- Remarks Driving Method Auto HammerandDrop SAMPLE DATA TEST DATA 1ii $I ~ Z 1ii 90$I C..l~:r::i: ~I-~n. .J w W 0 C!) GEOLOGICAL CLASSIFICATION AND DESCRIPTION RECENT ALLUVIUM (Qall Upper 2 to 3 feet clast-supported material with abundant subangular to subrounded fragments of bedrock with minor sandy clay 50115 ORIENTATION DATA ENGINEERING CLASSIFICATION AND DESCRIPTION CLAY (CUCH)with SAND,dark brown, moist,soft 400 Debris from canyon mud and debris flows; no structure,abundant bedrock fragments, unconsolidated below 3 feet Sample very disturbed at 2.5 feet .-10 I- 140 27 46 PS,HY, At,Fe f--5 Becomes da rk brown and orange brown at '\::(10)140 5 feet "'- 395-. With scallered plant fragments,soft to firm at 7.5 feet 140 36 83 10 ---CIAY (CUCH)wifh traCeSAND,dare -."'.;;;:1--';;(9')h 14",0c+--+----1---- brown,moist to wet,soft ~(38)140 1'>-",. ~ 0 ;;j Q 390~.., 0- C!) ell:5 ~::;1-16C) ~ C) 0 ~'"q ~ With scattered bedrock fragments at 12.5 [26 feet 140 32 84 eN ~Xl 385" Cl G£OT£CHNICAl..ll\'C_ 140 38 76 eN Drill Hole DH-4 Project:San Ramon Canyon Log of Drill Hole DH~4 Project Location:25th Street,Rancho Palos Verdes Project Number:10-036-00 Sheet 2 of 3 QJ SAMPLE DATA TEST DATA $1 C) GEOLOGICAL ENGINEERINGzj0 Xl *'U .J...J o::~l:!~<ie0CLASSIFICATIONANDORIENTATIONCLASSIFICATIONANDc~z~f x ~we elf-::::lw zl--0 DESCRIPTION DATA DESCRIPTION ZJ::::l~-VIa;0.0.m ....-(9 til--5ti~;;;::;;m ~~-z ~~...J W <%:::lU-00 ~~UJ a C)zo ::;;0 ~'(9)140 35 PS.HY. AL I-- [26 140 40 74 eN 380 26 ~(9)140 -:-,,- ~ ""- I-- Poor sample,very disturbed a127.5 feet I-17 140 23 376 30 ~.(40)140 ~.. f----'soUTH SHORES LANDSLIDE (Ools)SANDY SILT (ML),'orange brown,moist, Remnant blocks of bedrock wilhin silly clay very firm,fine grained ~ matrix;blocks range from relalively intact to highly disturbed below 31 feet [Disturbed sample.soft,at 32.5 feet 49 140 29 81 370 1--36 Abrupt slgnlficanllrtcrease in densily .--reported by driller a134.5 feel SANDYCIAYTcI);Wfth someSlLT,--..-(25)140% reddish brown,orange brown.pale gray.-;--=:-.=.. moist,very firm .. ""'- I-----' [88 140 32 89 365-.35 83 f-40 he-(23)140~ ~ ........:... I-' I [42 140 42 80 360 34 80 GMU Drill Hole DH-4 GEOTECHNICAL INC. Project:San Ramon Canyon Project Location:25th Street,Rancho Palos Verdes Project Number:10·036-00 Log of Drill Hole DH-4 Sheet 3 of 3 'Qi SAMPLE DATA TEST DATA ~C9 GEOLOGICAL ENGINEERINGZ1ii0 1Il ~'ti ..J...J o:~,E Wi-=~0 $u CLASSIFICATION AND ORIENTATION CLASSIFICATION AND ....,:~I 5:~~9 t!l ...."O:m z!i:0 DESCRIPTION DATA DESCRIPTION Z:J:~....E~~....0.0.5~:::Jl') 0.~::;;::;;00 ~Z :>0-°tll...J W i%:::Ju.~~00 ~~~~w 0 C9 zo ::;:u 8ecomes yellow brown to reddish brown "-(31)140 al45 feel ~ ~~ ---,_...__.._.. 366 I GMU Drill Hole DH-4 GEOTECHNICAL.II':C. Project:San Ramon Canyon Project Location:25th Street,Rancho Palos Verdes Project Number:10-036-00 Log of Core Hole C M 1 Sheet 1 of 10 149.0 feet _8_~:_~{_~)_,._06J~_2J_10 .........i----'~~'_g_ge_d W_A_D i_~"-'~'-e-c-ke_d ....._.._._.__L_B_S --1 Drilling Continuous Core Drilling Ruen Drilling,Inc.Total DepthMethodContractorofDrillHole--~-----..--J--=.-=..::-::--=-=-""--------------+----'---'---'------.- _~~~~R~9__.._.~._._.....___.i_~~f'--'~~"--Jf'-'-~-"-pe.:..--H-Q-----------_+~-Fe-'--tv'-'-~"--~,-'~~l~~l ._l Groundwater level Backfill S Inclination from 90 and Date Measured _..._._..._.--'-h_lrry LH_'__O'__'ri_zo_-'-n.~al/~~~ng _.--j Comments ROCK CORE C "#.0 c:;e!o ::R+>£l!!0)'->. III ci ci ~0 Ol a';-a;0......Z Z ::l0 6 :J.~1l 0 Q)Q)8 -au.1B E "0m~a$!c ~0:J Q)~(D ~~::l ~ 0::co 0::u.a.0::u.o z :s 0 1- GEOLOGIC AND ENGINEERING DESCRIPTION SOUTH SHORES LANDSLIDE <aols)CLAYEY SilT (Cl);dark 1401 brown.rock fragments (Tma)up to 1"In diameter.moist,moderately stiff FIELD NOTES AND LAB TESTS 2- 53 o 3-'---------.._- 4- 5---2 28 0 6-1 7- f---- a 8- ;ij § 13 9-Cl :>3 38 13«I :2 Cl..,n.10-Cl a C/ 8 0 (!)11-I0..J1 -f-----f-- UJ lr 0 () 12- 4 100 0 13 3/4"thick In diameter fragment ofTma --...-.- Tma pieces:SHALE and SILICIOUS SANDSTONE;grey and tan in matrix of SilTY CLAY {Cl);dark brown,moist,moderately sliff, largest fragment is 2.5" r- I-- I-- rock fragments 1-----,1-------------------.----.....-.-----------\ matrix:SilTY CLAY (Cl);dark brown,minor Tma shale fragments up to 3/4"in diameter,moist,stiff - I-- _same as above,gradational lower contact Sllf'(CLAY/CLAYEY SilT (Cl);browll and tan,slightly moist,veiY- firm,siltstone fragments up to 1/2"In diameter 1405 S-Hammer=26,R2 1424 1442 Project:San Ramon Canyon Log of Core Hole C-1 Project Location:25th Street,Rancho Palos Verdes Project Number:10-036-00 Sheet 2 of 10 ROCK CORE C ~0 'i:"0 ~~o ~Q).!:~.c-o 0 cDC)'->-E~FIELD NOTES(\)-0 g1 .....c (1)Ol GEOLOGIC AND ENGINEERING§31 g-Ol z z ~~c:i .g.-.c a i=•AND LAB TESTS c ~~0 ~~E (5 DESCRIPTION _2 w~Cl~::l CO'-:E '2&.....Ql .....::l 0:::Ol u.o.0:::u.Cl Z :.:J o~ 13 1)5°irregular fracture along slltslone fragment 1 ........'"1 t-----'---'-_145214-SILTV CLAY (CL);gray,brown.and tan.slighlly moist,very firm . 15-f--Irregular contact SILTY CLAY (Cl);dark brown,slightly moist,very firm,orange to brown rock fragments up to 1/2"In diameter 16-irregular contact 5 77 0 17-::::- --........2 :2)15°ash beds?,CLAY ~Cl);orange brown,orange.white,slightly ::::::moist,very firm,tight,no nfiliing 18-1-~ 19·.._---f-----f--highly fractured chert,less then 1/2"In diameter pieces 20- 21-..- 6 14 0 22-- 23-2 _. 24-r--_..-.-f----1609 25- 7 0 0 26- .----r--1525 I 27· In the tip only:SilTV CLAY (Cl)with Siltstone fragments,tan,moist 8 0 0 28 29· ~a --J wcr:: 8 25th Street,Rancho Palos Verdes 10-036-00 I~roject:San Ramon Canyon, Project Location: Project Number: Log of Core Hole C-1 Sheet 3 of 10 ROCK CORE c:#.'L:'0 ~'.;::;5 ~....~~g>1i>ij)QloC FIELD NOTES0ci0E¢!(Il ~.....0 GEOLOGIC AND ENGINEERING>....0.....Z Z ~~6 :::l.-.0 0 F -AND LAB TESTSCl)Cl)~~0 't)~E "0 -~w.s1 c ~u 0 DESCRIPTIONo~:::l ~~~~~:::l E 'Erl n:'m n:'n:'u..O Z ..J o~ 29 SIL TV CLAY (eL):brown and tan moUled,moist.very firm -1 33/07 2 CLAYEY SILT (CL);brown and grey to brown 1)20°S,no Infilling.light.siltstone,grey.hard 1----~-."..-....",,----.--.-------------------1 SILTSTONE (ML);grey,highly fractured (mechanical),hard,moIst 1----+--------------------_.-_0755 CLAYEY SILT (Cl):brown and grey mottled,no bedding gypsum crystals up to 1/4" 30-9 100 0 t--.-.--.",--f-- 31-~ 2 1 32- o - .._---.._-------------------------j S.Hammer=38,R2 -0842 2)15°S,subtle layering,tight giLTSTONE;gray and brown,hard,subtle bedding,moist S)5°S,tight.Indistinct 2)15'S.subtle bedding,light.no infilling.marked by color changes subtle bedding,color changes brown and dark brown 1)5'S,infilled with gyp,0.1"thick color changes to orange brown and grey 5}65'J.gyp infilling.0.1"thick,orange brown and black staining 6)15'J,gyp infilling 0.1"thick ~SILTSTONE;grey.very hard,massive - 7)65°J.gyp infilling 0.1"thick _I-..highly fractured siltstone,grey I: ..........._-,,---- CLAYEY SILT (CL);brown and orange brol'm,subtle bedding,hard. slightly moist L....-h SILTSTONE;grey with orange brown staining on /olnts.highly I~ r '(raclured . ClAYEY"SICT(C[);mo\lled grey.orange brown.and brown.slightly moist.hard,subtle bedding 5 o .1)7'S,tight,no Infilling,orange brown staining .2)20°J gyp Infilled.0.5"thick I 3 '§J&B clay seam,0.15"thick,tighl,sticky t'= EY"SrcrSTOJIlE;brown anOOf,i"ifgifljYoiyomoltfed;fiobeddlng J - 22 i"-.observed,slightly moist.hard 1 "4 4)70'J,light.orange brown and black staining,no infilling 33-10 90 34-- I--- 35 -- 36- 37-11 100 38- 39-I----~.~~- 0 ;ji 40-352~ l-e C!l ~41-06::;: C!l 12 88.... 0- <9 0~42- '"9~ <9 0....J,43- woc 0 0 I--44 f--f--I:o:::~~1 ~2 1)55°J.gyp infilling to 0.05" I=""2)11 °B.SUbtle,tight:§:SILTSTONE;grey,very hard,subtle bedding,black bedllense, 45-L_.L-.....L_.L----l._...J===:=·=-:::L.......L._.....L~g::..:ra=d=a\::::io.:.:.na=l...::c:.::ha=n~ge=_t.:.:o_=a-=C:..:L=_A:.:.Y.=E..:...Y...::S::..:IL:.:.T.::.ST.:.....O::..:N...:..:E~;~g::..:re"-y...:..:a.:.:.nd:...o=r=an-"'g:.:.e __---'-_.......L.-I Project:San Ramon Canyon Log of Core Hole C-1 Project Location:25th Street,Rancho Palos Verdes Project Number:10-036-00 Sheet 4 of 10 ROCK CORE C ::R.0 'L:'0 ~~.....::R.CIloC~~ci 0 ID 0)1->.E¢:!FIELD NOTES-ci ~'-8 10::.c:CD Ol GEOLOGIC AND ENGINEERING>-0.......Z Z ~u.ci :::l._.0 0 !:.€AND LAB TESTSCI>CI>Q)CI>c:8 t);';E "0 DESCRIPTIONill~o~x ~~0 !II~:::l .c 1':('0:::l 0 Q.l ~0::a:l 0::0::Ito z ...J Cl~ 45 ........brown,very subtle bedding,hard,slightly moist1 ~1)12°B,no infilling,subtle 46-2 2)8°B,no infilling,tight,black staining on surface - 13 62 42 ~:.§SILTSTONE;grey,hard,interbedded with eLA YEY SILTSTONE,gray S.Hammer=38,R2 .'---.and orange brown ~~~ 47- 48··~:-3)23°J,gypsum infilled up to 0.2",loose,fr,highly fractured3 ...._-_.--f---i~:1 .0906 ·1)r B,tight,no Infilling 49-i~;2~:.interbedded SILTSTONE;grey and brown gray,very hard,with clayey ~1 ·siltstone,dark brown,hard,slightly moist 50---.-'"-':'--"subtle horizontal bedding.~..-~-.2~".._-,--CLAYEY SILTSTONE;very dark brown,hard,subtle beddIng,rare 4 ~2 orange brown veins 51-14 94 15 2)0°V,g~sum,1.3"thick CLAY to S LTV CLAY (C~right orange maUled with tan and yellow, no bedding apparent,ran om gypsum veins,Irregular and discontinuous,deformed,no regular bedding or jointing,very mottled 52-.--.-=-......",..3 3)8°B,subtle,finely laminated,light,no infilling SILTSTONE,very dark brown,hard,subtle laminations /4 f-4)34°J,gypsum infilling 0.2"thIck53- --f----.. SILTSTONE;grr:/.and brown,interbedded hard and very hard 0921 54-~p 1 BENTONITE an GYPSUM;orange,pink,and white,slighty moist, sticky,firm r-----.-55°J,gyp.lnfilled,variable 0.1"to 0.4"thick,loose, 9 deformedfdlsturbed~2 SILTSTONE;dark brown and grey brol'm,hard to very hard 55-SILTSTONE;grey.very hard,massive...........3 9~<5°B,clay seam,tan to brown,sticky,0.2"to 0.3"thick 2 68°J,light,no Inmling,black and orange brown staInIng on surface lJ4 3 5°B,no infilling.narrow 56-f-4)65°J,0.05"gypsum lnlilling,vary narrow,orange brown staIning 15 92 0 k 6)25°J,narrow,orange brown staining,no infilling I--6 7 7)33°J,narrow,orange brown staining,no infilling 57-8 8)20°J,narrow,orange brown staining,no Infilling ~5 SILTSTONE;grey broym,becoming dark brown below clay seam ·5)10°B,clay seam,tan,sticky, 0.4"thick,soft :subtle beddlng,hard,slightly moist 58-.. I--1--....f-- 59-r---1 ..0935 I 8°B,gypsum infilling 0.2"thick r---....Interbedded SILTSTONE;grey and dark brown,hard and very hard, 5 2 subtle bedding.light 60-...2)12°B,tight,CLAYEY SILTSTONE,finely laminated,subtle I--3 ·3)0°B,eLAY (eL)seam,brown,sticky,0.2"thick,soft,sllghtly moist 61 Project:San Ramon Canyon Project Location:25th Street,Rancho Palos Verdes Project Number:10-036-00 Log of Core Hole C-1 Sheet 5 of 10 ROCK CORE c:'#.'L:',g £~~+-''#.IDOl ....>.Q).J::FIELD NOTESl1l+oJ 0 0 §....0 ....c Q)C)GEOLOGIC AND ENGINEERING E~a>~g.~z Z ;,0 ci :J._.a 0 F -AND LAB TESTSou.O~E -0 _.SliTI~o~<::X ~....a ~~:J 5 DESCRIPTION 'E&:J 0 &0:::co u.~0:::u.O Z 0 ....... 61 16 98 45 ~4 4)8°B,tighl,no infilling 62-gradational change 10 SilTSTONE;lan,slightly moisl,hard,massive,S.Hammer=18,R1 minor very fine sand 63-1'--..5 5)65°J,narrow,no Infilling,irregular surface 5 64--f-------f-----interbedded SilTSTONE and CLAYEY SilTSTONE;orange brown, brown and gray,slightly molsl,hard to very hard. 65 -r---~1)8°B,dark orange,clayey sill bed,Ughl~1 2 I.----'3 2)35°V,irregular,gypsum,<0.1" CLAY hCl);orange and grey,mottled,deformed/dlslorted,slightly66V3moist,um 100 31 ~3)25·B,light,no Infilling 17 Irre~ular contacts:CLAY (el);brighl red,orange and white,sllcky, 67-slig tly moist,firm I--4 4)20·B,tight,narrow ---5 5)15°B,light,narrow68- r---5 Inlerbedded CLAY (Cll and SilTSTONE,no well defined bedding, 69-- -f-- irregular clay veins I::::::1 SILTSTONE to CLAYEY SilTSTONE,brown and orange brown,1002 6 slightly moist,hard -..,,-1)7·-12·B,clay seams,lan,0.1 to 0.4"Ihlck .0"_..."-, 70-~,-,SilTV CLAYSTONE;tale tan,very firm,slightly sUcky"II~ht,0.7 to '-,-"1.5"thick,interbedde with tan clay seams,0.1 10 0.4'th ck .~---_._-. 71-:::::: .......-S.Hammer=10,R1t::::18 100 86 ----,--72-----.: ~r----:: 73->~2)30·J,gyp,up 10 0.1" .3)30°J,gyp up to 0.2" .SILTSTONE;dark brown and gray,subtle bedding,hard 10 very hard 74--1--f--~-1113SilTSTONE,very dark brown,very hard,fraclured,rare gypsum veins up to 0.05"thick,irregular I-- I 75--- 76-I- 7 r-..1 1)5·B,narrow.no infilling,orange brown staining 19 68 22 77 r--... Project:San Ramon Canyon Log of Core Hole C-1 Project Location:25th Street,Rancho Palos Verdes Project Number:10-036-00 Sheet 6 of 10 ROCK CORE C ~ 0 0 ';::' ~.c i6 @Q tfl.~OJ'">.<Il.t::FIELD NOTEScici~OJ GEOLOGIC AND ENGINEERING E¢! >-~Q)z Z ::10 c:i ::I.E .2l 0 FCli"AND LAB TESTSQ)<!>8 t>u.o~E (5 [jJ~0$c x 0 5 DESCRIPTION =10::J a Q)~Qi e!e!::J "'0:;n::CO 0::u.Cl.0:;u.C1 Z o~ 77 2 2~21·J,tight,no infillingV3340·J,tight,no infilling,oran~a brown stainin~on surface SilTSTONE,gray and brown,ard,slightly mo st,subtle bedding I---4 f-4)18°B,color changes:orange,black,orange brol'm beds <0.1"78-f:=:=4 4 thick,tight,otherwise bedding vary subtle 79-f--e-f-- "" SILTSTONE;grey and brown,highly fractured,very hard 7 1 20 89 0 1}60°J,no infilling 80-SILTSTONE;very dark brown,sUbtle bedding,hard,rare,Irregular - f=c:2 gypsum veins <0.1"thick 2)5°B,ligh\,orange brown,CLAYEY SILTSTONE,up to 1"thick, f--r-----i--Irregular upper contact81-1149 ~1 CLAYEY SILTSTONE;dark brown,slightly moist,very firm to hard,no bedding observed i'-1)5°B,CLAY (Cl)seam,brown up to 0.4"thick,irregular 82-2 ----1 2)53·J,gypsum infilling,0.05"thick,orange brown staining SILTSTONE and CLAYEY SILTSTONE;brown and grey,subtle 83 bedding,hard to very hard - 21 96 25 84-~3 --~3)12°B,subtle bedding,grey,orange brown,tan beds,~0.1"r../,-,.;..._-4 f-4)70·J,gypsum Infilling up to 0.05"thick,tight---85- -f--f--SilTSTONE;dark brown,no bedding observed.highly fractured,1203 86-slightly molsl,hard to very hard 87-f--~1 f-1)45·J.gypsum infilling <0.05"thick,light 22 100 26 2 2)38·e,conlact with orange lan,clay,very sllff.slightly moist I----3 88-3)highly irregular contact with Ian and yellow tan SILTY CLAY (Cl), slightly mols!,hard,interbeds of brownish tan clay,Irregular,up to 0.4" thick 89-t--f--[7 1 1)70°tight,gypsum Infilling up to 0.05" r--2 90·2}irregular O·B,gypsum Infilling up to 0.3" ----......3 BENTONITE;orange and grey with lan,very firm,mottled/deformed, _tight,light,no shearing,irregular lower contact (3)with a SILTSTONE; .very dark brown,hl9hlli fractured,many discontmuous glPsum veins, .up to 0.1"thick,no dis incl bedding to subtle bedding <B I 91-.- 23 100 32 8 ~4 4)10·to 15°Irregular BENTONITE bed up to 0.5"thicl<.tan with92-orange mottling I--h~ILTSTONE;dark brown,highly fractured,hard gypsum veins,;-:~~iscontjnuous 93 5 IL lSI ONE;ijfeyanCl dark grey,very hard,massive Project:San Ramon Canyon Project Location:25th Street,Rancho Palos Verdes Project Number:10-036-00 Log of Core Hole C-1 Sheet 7 of 10 ROCK CORE C cf,'C'a 6'15 £~o :;R >.Q)L:FIELD NOTES<i ci g! 0 ~Ol"'"Cl GEOLOGIC AND ENGINEERING E~ >-g.m z z :::)0 6 :J.£:1l 0 i=•AND LAB TESTS<!lID a oil.1):5:E 0 -~w-I!!o~c:~0 ~ffi a lIl~::l 5 DESCRIPTION '2&:J &a::co u.o.a::ttoz o~ 93 5}15°B,subtle color changes observed to mark bedding~;6 50°J,trace of gypsum 7 65°J,traces of gypsum CLAYSTONE and CLAY lens;distorted.clay lens up to 0.4"thick 94----'.'"'''',----- 8 Vi AL TAMIRA SHALE MEMBER OF THE MONTEREY FORMATION (Tma)S.Hammer=34,R2SilTSTONE;grey,very hard,massive 95-Vi _1)26°B,tlgh!,no Infilling,bedding marked by subtle color changes 96- I-- 24 100 80 97- 98-~2 - 2)28°J,gypsum infilling up to 0.05" 99-I---1-SilTSTONE;tan and gray,hard to very hard,subtle bedding --....1 1)14°B --...2 100-~~ 2)25°J.gypsum up 10 0.4"Ihick .- 9 3l20°B.colored beds.grey,orange brown,Ian.mark bedding r---.::~5 30°J gypsum up 10 0.4"thick 101-r---~3 4)5°B CLAY (Cl)seam,brown/tan,0.2"thick - 4 25 90 32 V 6 6)20°J.gypsum up to 0.2"Ihick 102-SILTSTONE;dark brown,subtle bedding,slightly moist,hard .' [-UV .._-..".Mottled grey,Ian and or~nge CLAYEY SIL TSTO~,E_ 103-contact between oxidized (above)and unoxidized (below)bedding SILTSTONE;dark grey,very hard.rare gypsum veins,up to 0.1"Ihick, random 104-·,"f--I--- CLAYEY SILTSTONE;dark grey,slightly moIst,massive.rare gypsum '1254 veins up to 0.1",hard.slicky in areasr--.1 1)34°J.light105-.- Interbeds of very hard SILTSTONE up 10 1"thick (2) 106-I--S.Hammer=32,R2 10 ~2 26 100 62 2)5°B,Inlerbedded very hard SILTSTONE I 107-f- 108 mechanically fractured 109- ('J 9 woc 8 Project:San Ramon Canyon Log of Core Hole C-1 Project Location:25th Street,Rancho Palos Verdes Project Number:10-036·00 Sheet 8 of 10 ROCK CORE c:"#.'L:'~:5 ~~o ~IDOl'->.Cl)-C FIELD NOTEScici001E:i:!~'-r:::Q)GEOLOGIC AND ENGINEERING>....goa:;Z Z :JO ci :h-.0 0 !:.i AND LAB TESTSQ)Q)0 ou.o~E "5 UJ$r:::~0 c DESCRIPTION0$::J Q)~~~~::J E 'E&.~ca ~u.o.lr:u.O Z -l o~ 109 '"1 1)43°J,no Infilling V 2 2)50·J,no Infilling,sllghlly wavy surface,narrow 110-SILTSTONE;very dark grey,very hard,laminated,highly fractured 10 ~3 111-27 98 10 ~3)24·B,grey beds up to 0.1"lhlck,lamlnated 112-.. ,CLAYEY SILTSTONE;very dark grey,Interbedded with very hard, :dark grey SILTSTONE,highly fractured 113-f--f--- 1328 114-~1 1)6·B,grey beds up to 0.1"thick,laminated 115 28 92 0 ~116-..-"::::::'::::..-.:2 2)10·B,subtle bedding marked by lighter and dark grey 117-CLAYEY SILTSTONE;very dark gre~,minor discontinuous gypsum veins up to 0.1 ",highly fractured,no eddlng observed 118-f- r--,-r--~1 SILTSTONE:dark grey and grey Interbedded,beds up to 1"thick,1348 moderate discontinuous fractures 119-',,':3 1)17·B -, :::~:::Minor interbeds of grey CLAYEY SILTSTONE up to 0.75"lhick":: 120-11 ~1~Very light,few fractures,very consIstent bedding'" .~" 121-29 100 52 -'. -',- .~S.Hammer-38,R2 I '. ...---....122-....-....-,- --..•..-.'-. 123·--......l-I r----,..,r-----:: I--r--"'-t:::-1 :1)r B,very light,very consistent bedding,few fractures 124---, '---.: .~"............. ---....... 125 .. (') 9 w<roo Project:San Ramon Canyon Project Location:25th Street,Rancho Palos Verdes Project Number:10-036-00 Log of Core Hole C-1 Sheet 9 of 10 ROCK CORE 'C' ~~FIELD NOTES 1=af AND LAB TESTS ~ro"""o~ GEOLOGIC AND ENGINEERING DESCRIPTION o 0z z §~n::co 4l)Ol'">. 5.£1l g> '03 E ~!!!~:::l ~ u.O Z :.J 125-+-----1f--.j---1--.j--+~-.----.,...-I-----+--------------------l---+---------j I~ 11 126-30 --100 127- 128- 37 ts 2 t'----_ ~r---.-~3 f------". more fracLured zone 50·J,tiaht,no infilling,wavy 3)22"B,very consistent bedding,beds <0.1"thick abundant Mn staining on irregular joints,Mn staining Is very shiny may be 0.05"thick,voId open to 0.4",lined with Mn S.Hammer=16,R1 129- 130-31 14 o -SILTSTONE;dark grey,very hard,very fractured,heavy Mn staining on joint surfaces Core caught in barrel and retrieve disturbed 1453 131-1405 ._--o 133- 33 134- 12 100 '----1 t:::2 o ~2-0_.. I:::::::r----;2 1----2 SILTSTONE;very dark grey,hard,moist 1)8·B,clay seam,dark grey,0.4"thick,sticky,no shearing observed 2)18'B,interbedded SILTSTONE and fine grained SANDY SILTSTONE.bedding very consistent,bedding planes cleave easily, beds 0.5"to 2"thick __0738 -- l--I-- 135- 136- 34 100 137- 138-f-- SilTSTONE;very dark grey,very hard,interbedded with SANDY 0755 SILTSTONE and SILTY SANDSTONE,very fine grained,grey and dark grey.Beds range from laminations to 1"thick and well defined 1)26"B 2)22"B 3)62°J,narrow,no infilling 4)73·F,offset 0.5",Irregular surface in filled with up to 0.2"clay gouge 6)43·J,tight 5)23·B 1)4·B clay seam 2)6"B clay seam 3)10·B clay seam .'CLAY (Cl);bluIsh grey,sticky,moist,stiff SILTSTONE;dark gray and bluish grey,scattered clay seams <0.05" -.~. ~ 1 22 ~2 '--.3 I---. -.._-f---141··l.-....L-L----l_...l..----l..._J.....l_.....L ...L..-----l -j 139+--f----- 140--35 13 83 Project:San Ramon Canyon Project Location:25th Street,Rancho Palos Verdes Project Number:10-036-00 Log of Core Hole C-1 Sheet 10 of 10 ROCK CORE C ~0 'i:"0 ~~.c ~o *'C1)0)'->.<II.£:FIELD NOTES0d~01 GEOLOGIC AND ENGINEERING E~ai~-z -3&0 ....1::C1)0a.a;z ::l._..c Fa>AND LAB TESTSgt>~E "0tu~t3~c:x 0 :€DESCRIPTION --:::J a ~~~L:.:::J :C lG 0::a:l 0::u..a.0::u..o Z ...J De;. 141 SILTSTONE;dark grey,very hard,tight bedding,few joinls,scattered SILTY SANDSTONE beds,fine grained 142-I-1)26°S,clay lined <»05"thick .. ~1 143-13 t--2 - 36 100 70 2)12°B,clay bed,0.4"thick,bluIsh grey,stiff,sticky Bedding below clay bed opposite dip appears core rotated about 180° 144-V on clay - 3 f-3)24°S ~CLAYEY SILTSTONE;dark bluish grey,very hard,subtle bedding 5 5)22°S,SILTSTONE and SILTV SANDSTONE.dark grey brown 145-4 I-4)73°J,narrow,no infilling,very hard,tighl,well bedded f--f--.- SILTSTONE;very dark brownish grey.very hard,well bedded,beds 0846146- 1'-.1 generally <0.5"thick 1)16°S,very consistent bedding S.Hammer-22,Rl 147-1--.~1 - 37 100 25 14 ~1 148-f-- SIL TV SANDSTONE,dark brownish grey,fine grained,very hard,well bedded 149 ....,.-.-.,-"-_.. 0858 T.D.149 150·- 151· 152-- 153·- 154 I 155-- 156- 167 o iii Qo 9 ~o (.) Project:San Ramon Canyon Project Location:25th Street,Rancho Palos Verdes Project Number:10-036-00 Log of Core Hole C-2 Sheet 1 of 7 LBS 103.8 feet Date(s)51 Logged W'AD CheckedDrilled06/2 10 By"By----------+-':..<.--------------...-...--.-.-.-~'!--_____,_----------___l Drilling Continuous Core Drilling Ruen Drilling,Inc.Total DepthI_M:c.:..:...etc..:.hoo::..::.-..--+-'c'-'o""n.::-tra""c""t0c:...r .____..of Drill Hole Drill Rig Drill BII HQ Approx.Surface Type Sizerrype Elevation,ft MSL1---'-''''--''-------_·-·_----------+-=='-----'-''-'-------...--_..-........-----+-;=~~~..:..:.:.::=-----------_1 Groundwater Level Backfill Slurry Inclination from 90 and Date Measure::..:d:...---"-.__..L:..:.HO=I.:::iz-=on~ta=U~B=ea:::r.:::in~g _1 Comments ROCK CORE C ~~0 ;::;gj .....~(1).1::.~.c ~~Q;>.FIELD NOTES00(1)......0 8'GEOLOGIC AND ENGINEERING E~&>Q;.....z >::>0 ci ~2Q......z B'~~AND LAB TESTS ijJ~c3J!c:~8 tl LL 0 (5 DESCRIPTION::l &~......e!~::l £5 'Ell.a::CO LL~a::LLO Z :.:::i o~ 0 AC pavement section,0.7'thick,aggregate up to 1"In asphalt 856 1--1-------------------.----.......-----.---...., 1- 2-1 2 0 3 4-+--f--f-- 5- 6- 2 100 0 7-1 0 8- iii -~Q ~ l-e 9-f--...._~~<.'J ;:>3 100 005:;;f---<.'J ~10--<9 0 'i'<D'"~ <9 11·· 0--JIW 4 85 0ll: 0 0 12- 13- ARTIFICIAL FILL (QaO SANDY SILT (8M)and SILTY CLAY (CL)matrixwilh abundant gravel,. rare rock fragments up to 6".Tan,slightly moist,very firm,gravel Is . angular,no layering observed _: matrix becomes brown and grey brown - - S.Hammer=R2.44 In SilicIous Siltstone chunk Project:San Ramon Canyon Project Location:25th Street,Rancho Palos Verdes Project Number:10-036-00 Log of Core Hole C-2 Sheet 2 of 7 ROCK CORE c:'#';:;'0 ~~o+:>:5 0 '#(l)OJ'->.~~FIELD NOTES(\]ci Q)...c (l)OJ GEOLOGIC AND ENGINEERING§ti g."Q)z z >:::lO ci ~.~~0 ~.l!i AND LAB TESTS t:~8 t)LL 0 0 DESCRIPTIONwJ!!OJ!!:::l Q)(ilL.~~:::l J::.:ell!u:~;!:!a::III a::a::LLO Z ...J o~ 13·- ---Abundant angular gravel in SILTV CLAY (CL)and SANDY SILT (SM) .matrix.Matrix is gra~Sh brown,slightly moist.stiffl firm to moderately 14--.loose.No layering 0 served 15--- 16-5 57 0 f---.- 17-f---- 18-2 -- ----f---RECENT LANDSLIDE DEBRIS ~QISr~ CLAYEY SILT lML)with SAND ~p~;oose,sllghlly moist,dark brown 19-CLAYEY SILT ML)with SAND SP ;dark brown,slightly moist, medium firm,rare caliche,scattere angUlar rock fragments of Monterey formation 20-- 21-6 90 0 ~ 22-- 23- f----_.-f--SANDY SILT (8M)with CLAY (CL);grey tan,moist,firm,abundant 24-rock fragments up to 3",roots and rootlets 1----_._--------_._------------._-- 25-Gradually becomes tan,SANDY SILT (SM)minor CLAY (CL),very f---- firm,abundant gravel fragments,scattered cobble size fragments,no layering 26-7 92 0 I 27--3 -- 2B- ._•.---j - -.1050 29- l!l 9 l:!o () Project:San Ramon Canyon Log of Core Hole C-2 Project Location:25th Street,Rancho Palos Verdes Project Number:10-036-00 Sheet 3 of 7 ROCK CORE C ~'i:'0 ~I/)::Ii:~~:p £>-FIELD NOTES<'il a d ~l!?o 0 l!?g>ffi 0)GEOLOGIC AND ENGINEERING.....0 0a;Q;ara>z z ~~:1._.0 "0 i=-AND LAB TESTS c (1 lH E DESCRIPTION _J!! iIi.e1 o~::J ~Q)&:~~~::J .I::.'E CII;t!o~0::co 0::0::u.oz ....J 29 SANDY SILT (8M);tan,slightly moist.very firm,abundant gravel sized 30-rock fragments,rare rock fragments up to 6" 8 91 0 31-I- S.Hammer:32,R2 32··I- 3 33-- - --,.I-SANDY SILT (SM)and CLAYEY SILT (ML);tan,slightly moist,very firm,abundant gravel sized rock fragments up to 6" 34-I- 35-I- 9 98 0 36-I- - 37- 38---f--I- 1116 39- ............._....- 4 V 11--c-Jl ~~s.fu !::!igbll.P.Q!I~~~r:f..a~,~ll£.h.tlY.w.a~.cJIQ..s.!!1'!!!0J!s ___.../" SOUTH SHORES LANDSLIDE IQols) 40-Distorted bentonite clay beds and lenses,orange,tan,and grey, slightly moist.very stiff,waxy,highly Irregular 10 100 0 1--1----_......--------------------........ 41·SANDY SILT (SM)and CLAYEY SILT (ML);tan and grey,slightly .. moist,firm to very firm,abundant angular rock fragments 42· 43-I----~-".f-- I CLAYEY SILTSTONE;orange brown with grey mottling,slightly moist, hard 44-I-Scattered black mottling,subtle distorted bedding,beds 0.1"thick to 0.5"thickVI 45 Project:San Ramon Canyon Project Location:25th Street, Rancho Palos Verdes Project Number:10·036-00 Log of Core Hole C-2 Sheet 4 of 7 ROCK CORE c:';f?'L:'a c:;~o 'oR.(J)L:15 .ri ~g>.8 >.FIELD NOTES00~Cl GEOLOGIC AND ENGINEERING Eie>...~Ql z z E~ci :::1.-a ~ai"AND LAB TESTSQ)Q)a ti3 E (5 [jj~a~c ~(J ~Q;0 ro ~:::J 5 DESCRIPTION 'Em:::I Q)r:r:co r:r:u.o.r:r:U::O z Q~ 45 1)Approximately 1°B on unduiatoIY/dlstorted bedding 11 86 0 46-f-- 47- 48-f------I-,- , 1-------,--------------_.._------- BENTONITIC CLAY and altered ASH beds,Interbedded,soft 49-~1--=l sediment,deformation,clay beds up to 0.2"thick,orange,white.grey - 2 .en.Q~!a.n.g!!~O.\'{n_______________________/-: 1l approximately 7'to 10'B SO-l-2 25 B -SILTSTONE,CLAYEY SILTSTONE interbedded 12 92 0 3 Gray and orange brown.moist hard to very hard 51-5 '"3)7'B,very hard siltstone bed 4 4)55'J,orange brown and black staining,no Infilling,irregular 52-surface - 53-'--------_.- SILTSTONE and CLAYEY SILTSTONE.tan and grey mottled,subtle distorted bedding,minor black and orange brown stainIng,hard to very .hard,very hard areas hIghly fractured 54--.. 55- t'---1 13 f---86 0 1)27'S,very hard SILTSTONE bed.0.4"thick 56·- 57-.. 56-f---1-----I---SILTSTONE;tan,slightly moist,hard,grey mottles,interbeds of brown 6 1--1 and tan clay 0.3"to 0.6"thick,each bed has a slightly variable thickness I 59-~--~---_._---------------------- 2 SILTSTONE;tan,highly fractured,very hard,black staining on joinl 60-1--surfaces,interbedded with clayey siltstone and sandy siltslone,grey,.r ~1--- h g~~'b~8'm';~%fiiiegThinea,greVaiidlan,Very nata,siJOlle -- 3 h bedd~~.-iTii -SilrrCCAY"{CLT,ill iff IV ..-iSlll 0---'.....J ~14 96 31 ASH e ;paelan,,s g lymOls,ar 61 Project:San Ramon Canyon Log of Core Hole C-2 Project Location:25th Street,Rancho Palos Verdes Project Number:10-036-00 Sheet 5 of 7 ROCK CORE c:~'V0~~o ~>.QlJ::+>.c ~g>Q;FIELD NOTESI1lcici~0 OJ GEOLOGIC AND ENGINEERING E¢!.....§lm 0.....z Z ::l0 Q ::l._.0 0 F-AND LAB TESTSQlQ)c ~8 "tS LL 0 "tS3:E '0 DESCRIPTION _2 w.2!0.2!::l &~di e!~::l E :ceocr:co LLo.Cl::u.O Z -l Qff. 61 R 3)21°B Finely bedded SILTSTONE and CLAYEY SILTSTONE,tan,brown and 62-~gray,very hard,consistent bedding 4 4)12°B 63-- f------",-f--1239 6 SILTSTONE,orange brown and grey,hard to very hard,poorly 64-defined bedding,sllghlly moist 65-- 15 58 0 66··,...._,.1 .1)15°B 67--- 68--- 1-'-f------.1 SILTSTONE,tan,slightly moist,hard with brown clay interbeds up to 69-1---R0.5"thick I_ f--~-ill2~~Fo~gfay--;-ve/liarll,fraCTUiiia------,'------~___...____rt.!_....______...-------.... ---.Finely bedded orange brown.tan,and gray.SILTSTONE,and 2 CLAYEY SILTSTONE70-~1WB - 3f--I-.'- - - - - -.-- - - - - ----- - - --.....- - --- 1/3)65°J SANDSTONE,very fine grained,tan and grey.very hard,few Joints or 71-16 92 44 fractures,massive Interbedded SILTSTONE,SANDY SILTSTONE,CLAYEY S.Hammer"16,R1SILTSTONE;tan,brown,orange brown.indistinct bedding,hard to 72-very hard,slightly moist - 7 73- ,--,-f--1- 74- subtle bedding r-..1 1)12°B I 75-r---.2 2)18°B .' SILTSTONE bed,gray,very hard 76·-I'--3 3)13°B 17 94 12 Contact with bright orange CLAY (CL),wa~,very sllft.slightly moist, interbedded with grey brown and tan siltstone,deformed in clay portion,highly fractured in siltstone portion 77·· Project:San Ramon Canyon Log of Core Hole C-2 Project Location:25th Street,Rancho Palos Verdes Project Number:10-036-00 Sheet 6 of7 ROCK CORE c:~';='0 ~15 ~o ~2!g>Qi >.Q)-C:FIELD NOTES.c 0 0 ~0 s>E~ >-15._z z 11~ci 11'-.0 GEOLOGIC AND ENGINEERING F -AND LAB TESTSQ)Q)Q)Q)8 <5 -.~.[ij~o~I::~0 ~~E DESCRIPTION~&~lii ....::J E 'E&!a::Cll u.a.a::u.O Z ...J Q~ 77 """.4)63°J 78-7 1--' f---.-f-- 79-Bright orange clay with white mollling -1--~-------------_._------------ 1---1 Interbedded SilTSTONE;gray and tan,hard to very hard,highly .h fractured and CLAY (el);brown,slightly moist,sticky,very stiff .1--1t~·~_____..______.______....______/ 80·Orange,white,and gray mollled BENTONITE CLAY;slightly moist.- .-~a~,--""eJ)l.~tiff.____..______..______.___~ SANDSTONE;very fine grained,massive,very hard 81-~18 98 24 2 2)78°J 1--.~-- - --....-- - --...---- - -..-.--- - - --_.-- - 82-SILTSTONE;grey and tan,very hard,slightly moist,sublle fine ir--laminations iflterbedded with orange,grey,and white bentonite CLAY 3 ~Cl),slightly moist,very stiff,waxy8)18·B 83- f---1---'133184-..BENTONITE CLAY;pale drey,lan,Dradle brown,wa"""very stiff, tight,slightly moist,no be ding observe 85- 86-becomes crumbly 19 ~100 0 87- 88- 89-"""0.._-f--f-I- SilTY CLAY (Cl)and CLAYEY SilT (Ml);tan and brown,rock 9 fragments up to 0.2",slightly moist,slightly sticky,no beddinj. observed,very finn,no discernible bedding,layering,or gra ation, 90-scattered very hard sillstone,does not appear to be In place.No Jointing or bedding. I 91- 20 85 0 92 I- 93 Project:San Ramon Canyon Log of Core Hole C-2 Project Location:25th Street,Rancho Palos Verdes Project Number:10-036-00 Sheet 7 of 7 ROCK CORE c::~'L:'00~~o ~Q)-C:<=£>.FIELD NOTES<ll 0 ci j 0 @g>n;01 GEOLOGIC AND ENGINEERING E¢! >-0.-Z Z ::>0 6 ::>.-.0 a i=<Il AND LAB TESTSCllCll8J!uu.-o3:E (5 W$c x co .....0 ~~::>§DESCRIPTION ~~::>a .....(])0::CO u.o.0::u.Cl Z o~ 93 94 -_.-I----434 95-r--..5 f- 5)13"irregularfwavy contact,no striations observed 9 96-"'--.1 f-1)37"B SILTSTONE,~rey and dark grey,very hard,light,few Joints, .- 21 86 36 ~~rarely broken along be ding planes 2)32°B 97-f--3)40'B S.Hammer"54,R3 98-f- 1----~4 4)55'B 99-~1 SILTSTONE:tan,well defined,consistent bedding,slightly moist,very .- f-hard,minor black staining on Joints 1)35'to 37°B 100·- i'-- 101-10 2 2)90'J - 22 96 27 ~ 102-----........f-- ----..... 103-~ ~ ...-....-.-.......---...- 104-1469 I 105-.. 106- j 107- 108-f-- 109 (')g ~ 8 APPENDIX A-2 Exploration by Others Ehlert,1997 LOG OF BORING PROJECT NO. Project BORING 1 P.N.3891-97 LOG NO._PA_G_E_1_o...:-1=.2_ 2700 1/2 SAN RAMON DRIVE,RANCHO PALOS VERDES,CA Logged by _----=D"'""L"'---_Date Observed ....:-_ Ground Elevation _ DESCRIPTION MeUlod of Drilling 24"BUCKET AUGER Location _------.::S:;.::E=E--=S:..:..IT~E.:....;P~L:;;..A.:.:..N~~-_ f~<!s:)G:RAPHII(" ~LOGQ o 1l:RRACEDEPOSIT&2.5 to 19.5 feet of depth :material consists of dark brown silty alar mottled with abundant anqu~ar rock fragment,abundant white ca11che staining, fim and tight. At 6.0 feet color changes to a light pale gray brown clayey silt matrix containing sUb-rou~ded rook fragments to pebble and cobble size,firm,tiqh~. At 14.0 feet'material consists of pale gray brown olayey silt matrix containing scattered sub-rounded pebble a~d cobble Bi~ed rook fragments,very firm and tight. At 18.0 feet start a gradational contact ~dth highly weathered bedrock,contact consists of hard siliceous siltstone bOUlders that are encased in a dark brown silty clay matrix.In place bedrock occurs at a depth of 19.5'feet. NATURAL BOIL:0 to 2.5 feet of depth Natural soil consists of dark brown silty clay containing scattered pebble.si~ed rock,. fragments,firm,moist,gradational contact with' underlying slope wash. · ·I------I----------------------~-----=I20 · ·\ 5 ·· · ,10 ·'. ·,· · 15 ·· · 25 · 30 • BEDROCK:MONTEREY FORMATION,19.5 to 76.5 ,feet of depth Bedrock consists of light gray siliceous siltstone,well bedded, firm,tight. Bedding attitUde at 21.0 feet of'depth is N51W 28SW. Bedrock consists of thinly layered cherty siltstone,green gray to orange brown in color,bedding layers are 1/4 inch thick or less, fish scales to 1/4 inch in diameter,very firm and tight. Between 23 feet to 26 feet of depth bedrock consists of extremely hard dolostone,ligh~gray in color,breaks our in bOUlder si~ed blocks,coring required,wall bedded. Bedding attitUde at 26 feet of depth is lf64W 29SW. starting at 26 feet below dolostone layer bedrock consists of pale brown,greenish brown,orange,brown siliceous siltstone,well bedded,thinly bedded with beds on the order of 1/8 inch thick, very tight,firm. Bedding attitude at 30 feet of depth is N62W 27SW. 35 · · From 30.0 to 33.5 feet of depth siltstone becomes cherty,brittle. very hard,well bedded,and jointed. At 33.5 feet of depth bedrock changes back into a pale brown firm siliceous siltstone,not cherty,firm,tight,well bedded. Bedding attitude at 35.5 feet of depth is N55W 27SW. 40 KEITH W,EHlERT -ENGINEERING GEOlOGIST .. BORING 1 PAGE 2 of 2· Ground Elevation _ Dare Observed --_Logged by _----::D...c..L-----'_ PROJECT NO. LOG OF BORING P.N.3891-97 LOG NO. Projecr .__-=2:.:..70.:..0.:......:.:.1I--.:2=-S:..:A.....:.:N_R_AM_O_N_D_R_IV_E.:.."_RA_N_C~H_O_PA_L_O_S_V_E_R_D_E_S,=-C_A _ Method of Drilling .24"BUCKET AUGER Locarion.S_E_E,-S~.I_T_E_P_L.:...:A.:...:N _ ::)~ S GRA~HIC Q~LOG 40 DESCRIPTION 60- ·- - · 65 Bedrock consists of light gray to light yellow brown siltstone, firm,tight,very well bedded with beds on the order of 1/8 inch thick,scattered fish scales·to 1/4 inch in diameter. Bedding attitude at 4~feet of depth is N56W 29SW. Bedrock consists of the same pale orange brown to light gray siliceous siltstone,firm tight,abundant fish scales,bedding is well defined. staring at 42.0 feet and 7.0 inches seepage is observed:around. sides of boring,water appears ·to be percolating through bedding layers and is dripping slowly dO~in side of boring.. Be~L~....0 feet and 4.0 inches to 44.0 feet 3.0 inches 1s a~.l!t;jt1L~~~~'dlight green to gray brown,cO~.MtMkfJ.s:l..!sGP.n.!;~uous~~l§~t2.9J!s't;lt~ite.<dllppd,n9'.,.p.al<M.!~_!""s.~j,t!g,.,·~U,~n~l1:9 we .-~~a~QepfR·of 44.0 feet,bentonitic materlaI Is dry and it dPP~ar$that water is traveling along the top of the bentonitic layer,but is not present in the lower portion of the bentonitic layer.No"-.S~P-l!M<f\\!QJis",pol..i:!ilhed,,,s.J.,j,p"'su·r-f-a·ees7.obs'el:lv.ed,appears to be somewhat jointed,bedding attitude at a dept~of 44.0 feet 3.0 ~~~~~~is ~~r.~JSW and was taken at the base of the·bentonitio Bedding attitude at 46.5 ~eet ~f depth is M60W 30SH. Bedrock consists of light orange brown,pale gray siliceous siitstone,locally cherty layers,no fish scales observed at this: depth,very firm to locally hard,tight,thinly bed~ed~... At 48.5 feet of depth bedrock becomes very cherty and brittle, light o~ange broun,very hard,thinly bedded.At 50 feet of depth bedrock changes back into pale orange gray siliceous siltstone. Bedding attitude at 50 feet of depth is N54W 29SW. Bedding attitude at 52 feet of depth is NS8W 40SW. Between 50 and 52 feet of depth bedrock appears slightly folded and is dipping steeper and more westerly than above.. Bedding attitude at 55.5 feet of depth is N82W 33SW. 70 Bedrock consists of pale orange gray brown siliceous siltstone, firm,tight;well bedded,thinly bedded on the order of 1/8 inch thick. Bedding attitude at 61 feet of depth is NB7E 40SE. Bedding attitude at 64 feet of depth is N75W 42SW. A light gray dolostone layer starts at 64 feet and extends down to 66 feet of depth,this layer is extremely hard and required coring, well bedded,blocky appearance.· Bedding attitUde at 68 feet of depth is N56E 38SW. 75 · Bedrock consists of light orange brown pale gray siliceous siltstone,very firm,tight,well bedded. Bedding attitude at 71 .feet of depth is N51W 46SW. \Bedding attitude at 75 feet of depth is N54W 47SW. 80- KBTH W.EHlERT -8'K:iINEERING GFOLOGIST BORING 2 PAGE 1 of 1 ' DESCRIPTION LOG OF.BORING PROJECT NO.P.N.3891-97 LOG NO. ,Project 2700 1/2 SAN RAMON DRIVEl RANCHO PALOS VERDES,CA Method of Drilling 24"BUCKET AUGER Ground Elevation ---"'--_ Location SEe SITE PLAN Logged by DL Date Observed ~_ p!.markS:)~~GRAPHIC 9JQ LOGQ o ~~',1.0 to 2.5 feet of.depth " Light brown to gray silty clay containing scattered angular rock fragments with,white ,oaliche mottling,gradational,change into bedrork,firm,tight.'.' BBDROCK:MONTERE~FORMATION,2.5 to 30.0 feet of !=lepth Upper portion of bedrock is highly weathered to 'a depth of 15.0 fee't,very hard,siliceous siltstone,bat7ite crystals 011 faoes of b~drock",bedding is very poorly defined.' Grades doWnward into less weathered bedrock that is pale gray slli~us siltstone,very hard,tight,required coring...----~~._.~-... NATURAL SOIL:0 to 1.0 feet of depth , \ \Natural'soil consists of dark brown silty clay t---==---~containinq,scattered pebble sized rock \ fragments,firm,%Doist,grl;dational contact with' underlying s.lope wash.',,· 5 ,',c · 10 · • I. · 15 c Bedding attitude at 16 feet of depth is N70W 20SI'I. Bedding attitUde at 19 feet of depth is N54W 53SW. ·Bedding attitUde at 20 feet of depth is N47W 45SW. 20 '- · 25 ·Bedding attitUde at 25 is N52W GOSW.feet of depth · Bedrock is very hard siliceous siltstone,light gray to light orang~brown,coring was required for most of bo~in9 in bedrock. Moderately well defineq bedding. 30 4-----1----------------------1 · 35 • · KBTH W.EHLERT -ENGINEERING GfOlOGIST Ehlert,1998 t I./:0"130"120'110'" ® BROWN SILTY CtAY FILLING CRACKS IDDI'10' eD 8cl)lZoc~:'Ir-)rvI TO JlliUiOUS SII..,S70N t!i' ()!Zt9/V(;6_t3~W'1/.WE~/....-/JcDl>(;7J S ;l..,sro..ve-.<>t»oS tHUi"ON nte /!)no~O~'ly 1:VC,1 'HH'c.«.~../'"-r16~,A-tOl>lilU'/Tfil.y :::n",v7"7?O. , 'l0 I --------- ,.0, (,0 ---...11{N25°E J~,'I '-\:".\eN 30~CdI "}'lS4J" I\J lS"°w...."3oos~ N j,,)6 WJ £..s-0.st.J 30' ~Q) 2.0' rV?ft/'t..J/~"!~ ::;--. ."- NtlbOW,-2."t:lSLoJ N-3SO'tAJ 2q~&-J ':tJ:>tII/f 7U~1/7;"'01<'..;'7J"112¢.l3 IUJw/ll SIt.ry e 1."1 y S C"1 m---'fC{)...~")' RocK.Pte<q(;.-qfi1ClT!i /JO;::T,uOlsr I G"lIsny Exc-"I vr-;~W'rLf 1/!loCI<'pIC~.: (!>.sLIDf;1){;"8/lIS",L.16J1T Xl/Zow/ll TO "PiN l.3/ttCC/'9?7i7J JlLrS7?J/lJe)t913lotl()"'INT t9N6tn~120C/e .?a,.,G-'W€N1;>. R'IN61:V6'~Ao1.pe 138'/0 ,TO :J104'L[)C7'(..f/2~1 STII'-F,..1't.,N""y, IIGFlII/~Y (,'1<"1<-17",olro I S<tGH-ny .<-10/~7.,seue>.4-L ;C,•.r~ t:'"//e..J win.7)ql2.l./.81loWN CLI'l Y (50/<')4I.3wNIJ"lNT '"/I<£or 0 IIINA,. 10' I N2."I°w, c..rO(l~,,-, tJ zs·W,J ~.~... o I I 'i nif q ;;1 · j j] · I ! · i SCALE:1"=10'SKETCH LOG OF TRENCH 1 BY EHLERT,1998 P.N.,3844-98 APPENDIX B GMU Geotechnical Laboratory Test Results GMU GEOTECHNICAL,INC. Mr.Randall Berry,HARRIS &ASSOCIATES Stili RUIIIOII C{lIIYOII Storm Dr{l;"Project,City ofRtlllcllO P{llos Verdes API>ENDIXB GEOTECHNICAL LABORATORY PROCEDURES AND TEST RESULTS Moisture and Density.Field moisture content and in-place density were determined for each 6-inch sample sleeve of undisturbed soil material obtained from the drill holes.The field moisture content was determined in general accordance with ASTM Test Method D 2216 by obtaining one-halfthe moisture sample from each end of the 6-inch sleeve.The in-place dly 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 detel1uined,the soil material at each end ofthe sleeve was classified according to the Unified Soil Classification System.The results of the field moisture content and in-place density determinations are presented on the right-hand coh.lmn of the Log of Drill Hole and are summarized on Table B-1.The results of the visual classifications were used for general reference. l>article Size Distribution.As part of the engineering classification ofthe materials underlying the site,samples were tested to determine the distribution of the particle sizes.The distribution was determined in general accordance with ASTM Test Method D 422 using u.s.Standard Sieve Openings 311 ,1.5 11 ,3/4,3/8 and U.S.Standard Sieve Nos.4,10,20,40,60,100,and 200.In addition,on some samples a standard hydrometer test was also performed to determine the distribution ofparticle sizes passing the No.200 sieve (Le.,silt and Clay-size particles).The results of the tests are contained in Appendix B.Key distribution categories (%gravel;%sand,etc.)are contained on Table B-1. Atterberg Limits.As prot ofthe engineering classification of the soil underlying the site,samples of the on-site soil materials were tested to determine relative plasticity.This relative plasticity is based on the Atterberg limits determined in general accordance with ASTM Test Method D 4318. The results of this test are contained in Appendix B and also Table B-1. 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 test for potential concrete corrosion was performed in general accordance with California Test Method 417,the minimum resistivity tests for potential metal corrosion were performed in general accordance with California Test Method 643,and the concentration of soluble chlorides was determined in general accordance with California Test Method 422.The results of these tests are contained in Appendix B and also Table B-1. November 10,2010 8-1 GMU Project 10-036-00 Mr,Randall Berry,HARRIS &ASSOCIATES Srm Ram01l OIllYOII Storm Dml1l Project,City ofRa1lcho Palos Verdes Compaction Tests.A bulk sample representative ofthe underlying on-site materials was tested to determine the maximum dry density and optimum moisture content of the soiL These compactivc characteristics were determined in general accordance with ASTM Test Method D 1557.The results of this test are contained in Appendix B and also Table B-1. Consolidation Tests.The one-dimensional consolidation prope11ies of "undisturbed"samples were evaluated in general accordance with the provisions of ASTM Test Method D 2435.Sample diameter was 2.421 inches and sample height was 1.00 inch.Water was added during the test at various normal loads to evaluate the potential for hydro-collapse and to produce saturation during the rcmainder of the testing.Consolidation readings were taken regularly during each load increment until the change in sample height was less than approximately 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.In addition,time rate tests were performed for select samples.The results of these tests are contained in Appendix B. Direct Shear Sh'Cllgth Tests.Direct shear tests were performed on typical on-site materials.The general philosophy and procedure of the tests were in accord with ASTM Test Method D 3080 - "Direct Shear Tests for Soils Under Consolidated Drained Conditions", The tests are single shear tests and are performed using a sample diameter of 2.421 inches and a height of 1.00 inch.The normal load is applied by a vertical dead load system.A constant rate of strain is applied to the upper one-halfof the sample until failure occurs.Shear stress is monitored by a strain gauge-type precision load cell and deflection is measured with a digital dial indicator.This data is transferred electronically to data acquisition software which plots shear strength vs. deflection.The shear strength plots are then interpreted to determine either peak or ultimate shear strengths.Residual strengths were obtained through multiple shear box reversals.A strain rate compatible with the grain size distribution of the soils was utilized.The interpreted results of these tests are shown in Appendix B, November 10,2010 B-2 GMU Project 10-036-00 TABLE B·1 SUMMARY OF SOIL LABORATORY DATA Sample Information Sieve/Hydrometer AtlerlJerg Limits Compaction Chemical Test Results In Situ In Situ In Situ Maximum Optimum ExpansIonBoringDepth,Elevation GeologIc USCS Waler Dry UnIt Satur-Gravel ,Sand,<#200,<21/,LL PL PI R.value Min.Dry Unll WatQr Index Sulfale Chloride ReslstlvlljNumberfeetfeetUnitGroupContentWeIght,ation,%%%%WeIght,Conlent,pH (ppm)(ppm) Symbol %pef %pGf %(ohm/em) DH·1 5 140.0 Qols ML 36.0 72 74 DH-1 10 135.0 Qols ML 41.4 DH-1 15 130.0 Qols ML 59.7 64 99 6 430 160 360 DH-1 20 125.0 Qols ML 43.9 75 97 DH·1 25 120.0 Qols ML 39.8 75 87 DH·1 35 110.0 Qols ML 24.3 82 64 DH·1 40 105.0 Qols ML 42.9 79 105 DH-1 45 100.0 Qols ML 28.2 105 131 DH·1 50 95.0 Qols ML 35.5 85 99 DH·1 60 85.0 Qols ML 44.3 99 173 0a;DH-1 62 83.0 Qols ML 7 563 390 1701jj I-DH-1 70 75.0 Qols ML 35.8 62 93Cl G DH-1~75 70.0 Qols ML 29.9 66 65 ~DH·1 85 60.0 Qols ML 33.7 85 93 '"DH·2 1 559.0 Qols 8M 36.3 9 42 49 17 76 46 30 77.0 37.0« (,)z DH·2 5 555.0 Qols ML 39.0tL ~DH·2 10 550.0 Qols ML 23.0 101 96Cl ~DH-2 15 545.0 Qols ML 41.5 68 78 '"~DH·2 25 535.0 Qols ML 37.9 ;5 DH-2 30 530.0 Qols ML 33.1 65 57;§ (tJ1 DH·2 35 525.0 Qols ML 28.9 81 73 12 29 60 26 72 48 24 87.8 28.0 7.8 4 230 3005 .J'DH-2 40 520.0 Qols ML 22.6 78 53is tQ1 DH·2 45 515.0 0015 ML 24.0 76 5311I ...J OJ DH-2 50 28.1r:!510.0 Qols ML 77 64 'jl DH·2 55 505.0 Qols ML 15.2 76 34:;; i.? Project:San Ramon CanyonBGMUProjectNo.10-036-00 f~:·t:~,t~;~GEOTECHNICAL.INC. TABLE B-1 SUMMARY OF SOIL LABORATORY DATA Sample Information SIeve/Hydrometer Atterberg Limits Compaction Chemical Test Results In SItu In Situ In Situ Maximum Optlmum ExpansionBoringDepth,Elevation Geologic USCS Water Dry Unit Satur-Gravel,Sand,<#200,<21.1,lL PL PI R·Value Sulfate Chloride Min.Dry Unit Water Index ReslsUvltJNumberfeetfeetUnitGroupContentWeight,atlon,%%%%Weight,Content,pH {ppm I (ppm) Symbol %pef %pef %(ohm/em) DH-2 60 500.0 Ools Ml 24.6 67 44 DH·3 3 660.0 Qaf CH 16.6 20 2 78 36 83 36 47 DH-3 5 658.0 Qaf CL 29.9 DH-3 15 648.0 Oaf CL 34.5 72 71 DH·3 19 644.0 Oofs Cl 8,1 51 200 270 DH-3 20 643.0 Qols CL 37.5 62 59 DH-3 25 638.0 Ools Ml 23.6 84 64 DH-3 30 633.0 Ools ML 28.5 81 73 DH-3 35 628.0 Oo(s Ml 35.8 63 58 DH-3 40 623.0 Ools ML 37.5 72 76 DH-3 45 618.0 Ools ML 43.1 70 83 DH-3 50 613.0 Ools ML 41.5 66 72 DH-4 2.5 400.5 Oaf MH 27.4 DH·4 3 400.0 Oal MH 45.6 22 25 53 29 69 41 28 8.1 110 290 480 , ,DH-4 7.5 395.5 Oal CH 36.1 83 97 DH-4 12,5 390.5 Oal CH 31.6 64 87 DH-4 17.5 385.5 Oal CH 37.6 76 85 DH-4 20 383.0 Oal CH 35.1 7 20 73 46 72 29 43 DH-4 22.5 380.5 Qal CH 40.3 74 87 DH-4 27.5 375.5 Oal CH 22.7 I DH-4 32.5 370.5 001$CH 28.6 81 73 I DH-4 37.5 365.5 001$SC 32.5 89 99 I DH-4 38 365.0 Ools SC 34.6 83 92 DH-4 42.5 360.5 001$SC 41.7 80 104 ! DH·4 43 360.0 Ools SC 33.5 80 83 Project:San Ramon Canyon GMU Project No,10-036-00J!!iI GWC"'N<CM.'NC GRAVEL COARSE FINE SAND MEDIUM FINE SILT CLAY 0.0010.010.1 U.S.STANDARD SIEVE NUMBERS #10 #20 #40 /160 #100 #200 10 U.S.STANDARD SIEVE OPENING 1.5"314"318"#4 u I'----I'\r-::~~r--.['\1\~r-......0 "'~~I"--.i'---~~t-N I-0 "~r--","-..t\ '"NI--r\ 0 ~I'a I\t'-.~~r-.. fit-I-..1\~0 t'l .....~I~~"-..t\ I't [\.. "-..I--"- 0 R ~~t\~""-.. \~f', .......... 0 "-I'».. "-~\ ~""~1lIt,~1\~~0 ~~h ...... f', 0 "-'"~ 0 0 3" 10 3 7 8 9 2 I- :I: C> iii 6;: &i It:W 5z IT: !Zw 4~ I1J Q. PARTICLE SIZE IN MILliMETERS o § '" Boring Depth Geologic Symbol LL PI ClassificationNumber(feet)Unit DH-2 1.0 Qols •76 30 Silty Sand (SM) DH-2 35.0 Qols III 72 24 Sill (ML) DH-3 3.0 Qaf A 83 47 Fat Clay w/Gravel (CH) DH-4 3.0 Qal *69 28 Fat Clay w/Sand (CH) DH·4 20.0 Qal X 72 43 Fat Clay w/Sand (CH) PARTICLE SIZE DISTRIBUTION Project:San Ramon Canyon Project No.10-036-00 60 VCLorOLCHorOH "A"LINE ::=:'50 7 a../......... X X /w 40Q Vz/- ~30 V *• () I-III (/)20 /' ::5 V 0../10 V CL-ML /MLor OL MH arOH 0 0 20 40 60 80 100 LIQUID LIMIT (LL) Boring Depth GeologIc Test Insitu Water LL PL PI ClassificationNumber(feet)Unit Symbol Content (%) DH-2 1,0 Qols •36 76 46 30 Silly Sand (SM) DH·2 35.0 Qols !XI 29 72 48 24 Silt (ML) DH-3 3,0 Qaf ...17 83 36 47 Fat Clay wIG ravel (CH) DH·4 3.0 Qal *46 69 41 28 Sandy Slit (MH) DH-4 20.0 Qal X 35 72 29 43 Fat Clay w/Sand (CH) ATTERBERG LIMITS Project:San Ramon Canyon:GMU Project No.10-036-00 GfOTE<:HNICAL.I:-.'C. 80 90 5040302010 ~SG=2.60 SG=2.70 \ ~ \~ \~ '\'\~ ~~~-~ Io6r -............... ....~---.............-~70o 140 130 120 ~zw Cl ik:100 Cl en 110.E: MOISTURE CONTENT (%) Boring Depth Geologic Maximum Optimum Number (feel)Unit Symbol Dry Density.Moisture Classification pef Content,% DH-2 1.0 Ools •77 37 Silly Sand (SM) DH-2 35.0 001$1ZJ 87.8 28 Slit (ML) COMPACTION TEST DATA Project:San Ramon Canyon Project No.10-036-00 CHEMICAL rEST RESULTS SOLUBLE SOLUBLE MINIMUM BORING DEPTH Ph SULFATES CHLORIDES RESISTIVITY (FT.)(ppm)(ppm)ohm-em DH-1 15-17'8.0 430 160 360 DH-1 62-64'7.0 563 390 170 DH-2 35-37'7.8 4 230 300 DH-3 19-21'8.1 51 200 270 DH-4 3-5'8.1 110 290 480 PERFORMED IN GENERAL ACCORDANCE WITH CALTRANS TEST METHODS 417/4221643 GMU GEOTECHNICAL,INC. San Ramon Canyon/Palos Verdes 10-036-00 August 2010 Boring Depth Geologic In Situ or %Hydro-Symbol Remolded ClassificationNumber(feet)Unit Sample Collapse DH-4 12.5 Qal •In Situ ·0.25 Fat Clay w/Sand (CH) 10,0001,000 STRESS (pst) 100 W:::water added ~~~---t-~['. \ 1\ 1\ .~1\r--.-I-----r--\--r-~r-r-r--r- W o 8 4 2 -4 10 16 10 12 14 CONSOLIDATION TEST DATA Project:San Ramon Canyon Project No.10-036-00.r:;~IGMU~-=-=GE~OT:=:EC~f1N::::IC:"::AL::::IN=:-C.·-------------------------------_--I Boring Depth Geologic In Situ or %Hydro-Symbol Remolded ClassificationNumber(feet)Unit Sample Collapse DH·4 17.5 Qal •In Silu 0.13 Fat Clay wlSand (CH) 10,0001,000 STRESS (psf) 100 W =water added r---------.... III""t-"r--... ~\ \ 1\ '"'\ 1\ '\ 1\ ~u--_r---1\I-f---I--\I--I--:--r-. W o 4 2 8 -2 10 12 14 16 10 CONSOLIDATION TEST DATA "~~IGMU:~GEOTECIINICN..INC. Project:San Ramon Canyon Project No.10-036-00 Boring Depth GeologIc In Situ or %Hydro-Symbol Remolded ClassificationNumber(feet)Unit Sample Collapse DH-4 22.5 Qal •In Situ 0.97 Fat Clay w/Sand (CH) o 10,0001,000 STRESS (pst) 100 W =water added r---~~r-..N ....1- I'. '\ It lit \ \ 1\ '\ ~•~ ~ '\ \ W -2 8 4 -4 2 10 16 10 12 14 ---~z 6 ~ l-en CONSOLIDATION TEST DATA 'Gl\'IU._:,1!.~"GEOT(~IINICAL INC. Project:San Ramon Canyon Project No.10-036-00 5,000 O~--,.~=-=-:!-:-:----=--::,-:=-....,.....,,:,=-::-:!o 1,000 2,000 3,000 4,000 5,000 NORMAL STRESS (psf) SAMPLE AND TEST DESCRIPTION Sample Location:DH-1 @ 25.0 ft Geologic Unlt:Qols Classification:Clayey Sift (ML) Strain Rate (in/min):O.002 Sample Preparation:Undislurbed Notes:Bluff STRENGTH PARAMETERS STRENGTH TYPE COHESION (psi)FRICTION ANGLE (degrees) •Peak Slrength 360 38.0 IZl Ultimate Strength 280 27.0 SHEAR TEST DATA Project:San Ramon Canyon Project No.10-036-00 ...;GEOTECfINICALiNC. /0 ./ // V / /V -?/_.... .;-J;./"'"/"., /'C~.#-' -,,""... /",,"'"./ ••,,,c 0""" J"~" .,,-'.f>"'~"'~"~"''''V ,,/d' .'/ ~".Fg,../' 5,000 4,000 !3,000 ~ t; ~:I:2,000 (f) 1,000 oa 1,000 2,000 3,000 4,000 5,000 NORMAL STRESS (pst) SAMPLE AND TEST DESCRIPTION Sample Location:DH-1 @ 75.0 fl Geologic Unlt:Qols Classification:Silt (ML) Strain Rate (In/m In):0.002 Sam pIe Preparation:Undisturbed Notes:Bluff STRENGTH PARAMETERS STRENGTH TYPE COHESION (pst)FRICTION ANGLE (degrees) •Peak Strength 160 40.0 IJl Ultimate Strength 160 27.0 SHEAR TEST DATA Project:San Ramon Canyon Project No.10-036-00 5,0004,0002,000 3,000 NORMAL STRESS (pst) 1,000 0 / ~v~ ,,,,~~':/ ~0-/" ,/.... ../~ ~~ oo 4,000 1,000 5,000 ~3,000 Ul f3 ~ ~ ~ ~2,000 Ul SAMPLE AND TEST DESCRIPTION STRENGTH PARAMETERS STRENGTH TYPE COHESION (pst)FRICTION ANGLE (degrees) •Peak Strength 480 28.0 IZI Ultimate Strength 300 27.0 Sample Location:DH-2 @ 1.0 ft Strain Rate (inlmin):0.002 Notes: Geologic Unit:Qols ClassIfication:Silly Sand (SM) Sample Preparation:Remolded SHEAR TEST DATA .--'.GMU Project:San Ramon Canyon Project No.10-036-00 GEOTECHNICAl.INC_ 5,000 o~......,....::!-=;--__--,::~:=-::-±"""""".....,.....,~~o 1.000 2,000 3,000 4,000 5,000 NORMAL STRESS (pst) SAMPLE AND TEST DESCRIPTION Sample Location:DH-2 @ 15.0 ft Geologic Unit:Qols Classification:Sill (ML) Strain Rate (in/min):0.002 Sample Preparation:Undisturbed Notes: STRENGTH PARAMETERS STRENGTH TYPE COHESION (pst)FRICTION ANGLE (degrees) •Peak Strength 760 33.0 !Xl Ultimate Strength 220 21.0 SHEAR TEST DATA Project:San Ramon Canyon Project No.10-036-00 5,000 4,OOOf------t-------+-----+------I-----=-=---'1 t;:' III 3,000.8: II> II>w Q: ti Q: ~2,000:ren 1,OOOI---------1f------t----.-+-----+-------l O!:---------:--=-==-----::-::'-:=----=--:h::=----....,.....,,'-:=-------=--:to1,000 2,000 3,000 4,000 5,000 NORMAL STRESS (pst) SAMPLE AND TEST DESCRIPTION Sample Location:DH-2 @ 30.0 ft Geologic Unit:Qols Classification:Clayey Silt (ML) Strain Rate (infmin):0.001 Sample Preparation:Undisturbed Notes: STRENGTH PARAMETERS STRENGTH TYPE COHESION (pst)FRICTION ANGLE (degrees) •Peak Strength 2060 22.0 III Ultimate Strength 1200 15.0 SHEAR TEST DATA Project:San Ramon Canyon Project No.10-036-00 5,000 4,000f------+-----+-------f------t-------t 1,000 2,000 3,000 NORMAL STRESS (pst) SAMPLE AND TEST DESCRIPTION 4,000 5,000 Sample Location:DH-2 @ 35.0 ft Geologic Unit:Qols Classification:Silt (ML) Strain Rate (in/min):0.002 Sample Preparation:Remolded Notes: STRENGTH PARAMETERS STRENGTH TYPE COHESION (pst)FRICTION ANGLE (degrees) •Peak Strength 400 32,0 !XI Ultimate Strength 100 30.0 SHEAR TEST DATA GMU GWn:Cf-INICAL,INC. Project:San Ramon Canyon Project No.10-036-00 8,0004,000 6,000 NORMAL STRESS (pst) 2,000 olIa / / / / // •v v// V vI~~/c~/ V V 1/ )./ ~V oo 1,000 6,000 8,000 2,000 7,000 811-It:4,000 (J) It: LiS::r:: (J)3,000 It:'5,000 S SAMPLE AND TEST DESCRIPTION Sample Location:DH-2 @ 60.0 ft Geologic Unlt:Qols Classification:Silt (ML) Strain Rate {in/min):0.002 Sample Preparation:Undisturbed Notes: STRENGTH PARAMETERS STRENGTH TYPE COHESION {pst}FRICTION ANGLE (degrees) •Peak Strength 400 48.0 III Ultimate Strength 0 30.0 SHEAR TEST DATA Project:San Ramon Canyon Project No.10-036-00:$"IGMU;o",':':o{b;-=GE=,OT=ECHN..:..=\CAL-=,II:C----------------------------------J 6,000 6,0005.0004,0003,0002,0001,000 5,000/----------+-----+----_w-------1r------+------:1'''9 4,000 i .8: I/) I/) W 0::3,000l- I/) ~:r: I/) 2,000 NORMAL STRESS (pst) SAMPLE AND TEST DESCRIPTION Sample Location:DH-3 @ 20.0 ft Geologic Unlt:Qols ClassIfication:Sandy Clay w/Sllt {SC} Strain Rate (inlmin):O.002 Sample Preparation:Undisturbed Notes: STRENGTH PARAMETERS STRENGTH TYPE COHESION (psf)FRICTION ANGLE (degrees) •Peak Strength 830 35.0 00 Ultimate Strength 0 33.0 SHEAR TEST DATA Project:San Ramon Canyon Project No.10-036-00 5,000 O!;-------.~;;__--___;:~;_;;_---:;;_r!""---~~.___--......"._,!a 1,000 2,000 3,000 4,000 5,000 NORMAL STRESS (pst) SAMPLE AND TEST DESCRIPTION Sample Location;DH-3 @ 30.0 ft Geologic Unit:Qols Classification:Clayey Silt (ML) Strain Rate (in/min):0,001 Sample Preparation;Undisturbed Notes: STRENGTH PARAMETERS STRENGTH TYPE COHESION (psf)FRICTION ANGLE (degrees) •Peak Strength 860 32.0 III Ultimate Strength 360 30.0 SHEAR TEST DATA "GEOTECHNICA!..iNC Project:San Ramon Canyon Project No.10-036-00 APPENDIX C Stability Analysis GMU' ".. GEOTECHNICAL,INC. Mr.Randall Berry,HARR..IS &ASSOCIATES Sail RmllOIl Callyoll Storm Dm;1I Project,City ofRallcho Palos Verdes APPENDIXC SLOPE STABILITY ANALYSES SHEM~STRENGTHPARAMETERS Altamira Shale Member,Montcrcy Formation (Intact and Landslide Affectcd) Published Strength for South Shores Landslide Basal Rupture SmJace (Bentonite) The article entitled "Geologic Investigation,Grading Stabilization Measures,and Development of the South Shores Landslide"by Ray (1982),indicates a strength of phi =8 degrees and c =100psf for samples "considered representative of the slide plane".Given that the basal rupture surface is thought to be composed of bentonite,this strength is considered representative of bentonite-lined surfaces. Published Strength for Altamira Shale Member,Monterey Formation We have reviewed the geotechnical report prepared by SWN Soiltech Consultants,Inc.(1996) for the proposed residence at 30764 Tarapaca Road.More specifically,we have reviewed SWN's laboratory testing results and slope stability analyses and find the shear strengths used for this adjacent property are generally consistent witll the shear strengths used in our analyses,as discussed below. Back-Calculation of Strength Along Rupture Surface -Tarapaca Landslide Back-calculation analyses were performed on the pOliions of Cross-Sections 2-2'and 3-3'that go through the Tarapaca landslide.Because seepage was not seen at the toe of the landslide during geologic recOlmaissances and mapping exercises,no groundwater was assumed in the analyses.This assumption will yield the most conservative value. The results of the analyses indicate a strength of phi =21 to 24 degrees for Cross Sections 2 and 3,respectively.Assuming a symmetrical weighting,an average residual phi angle of 22.5 degrees can be assumed. November 10,2010 Col GMU Project 10-036-00 Mr.Randall Berry,HARRIS &ASSOCIATES Sail Ramo1l Cfmyoll Storm Dm;1I Project,City ofR(lIIcllo Palos Verdes Direct Shear Testing Results Several shear strength tests were performed on samples retrieved fi'om bucket-auger borings drilled in the switchback and bluff face areas (DH-2 and DH~3).The shear strength data from the switchback area was separated fi'om those obtained from the bluff area and are summarized below: Switchback Area Strength Type Phi C (pst) Peak (average)37 960 UltimatelFuIly Softened 23 570 (average) Bluff Area Strength Type Phi C (pst) Peak (average)39 520 Ultimate/Fully Softened 27 220 (average) Stark Correlations Liquid limit and grain size data were utilized to determine strengths via correlations from Stark (2005).Based on a liquid limit of 72 and a clay fines fraction of 26%,the following strength correlations were determined.An average value between residual and fully softened was calculated as first time slides usually occur at strengths between fully softened and residual. Strength Type Strength (no correction)Strength (wI ball mill Degrees correction) Degrees Residual 17 12 Ultimate/Fully Softened 28 26 Average 22.5 19 Back-Calculation to Evaluate Cross Bedding Strength in Bluff Area A circular failure search was performed to evaluate the cross bedding strength in the bluff area. Both ultimate/fully softened and peak strength values were utilized from the direct shear testing results of samples from Boring 01-1-1.Safety factors of 0.8 and 1.3 were obtained for both ultimate and peak strengths,respectively. November 10,20 I0 C-2 GMU Project 10-036-00 Mr.Randall Berry,HARRIS &ASSOCIATES Sail Ramoll Callyon Storm Drain Project,City of RmlCllO Palos Verdes Conclusions The following conclusions can be reached from the above strength testing results: 1.The Tarapaca landslide failed along continuous bedding planes that were not bentonite lined. 2.The average uncol1'ected strength from the Stark method correlates well with the overall back-calculated strength.This suggests the ball mill correction factors should not be applied at this site. 3.Cross bedding strength in the bluff area appeal'S to be close to the peak strength determined from the direct shear testing. Engineered Fill The following average strengths were detenuined from direct shear testing on remolded samples of representative on-site soil and bedrock materials. Engineered Fill Strength Type Phi C (pst) Peak (average)30 490 Ultimate/Fully Softened 28 250 (average) STRENGTH AND STABILITY MODELS Based on the above strength test results and back-calculations,the following strength models were assigned to each crossHsection based on the local geologic conditions.. Cross Section 3-3'(Lower Switchbacl{PVDE) Geologic Description Relating to Stability •Highly contorted older landslide debris. •Bottom part of slope contains no continuous planar bedding or sheared surface. •Upper portion of slope contains possible along bedding conditions. Strength Model •Bottom portion of slope contains no continuous plane of weakness. •Upper portion of slope contains possible along bedding conditions. November 10,2010 C-3 GMU Project 10-036-00 Mr.Randall Berry,HARRIS &ASSOCIATES Sail Ramoll Callyol1 Storm Dmll1 Project,CUy ofRallcho Palos Verdes Stability Model •Fully softened/Ultimate strength fro111 direct shear testing in lower portion of slope (phi =23;c =570 psf). •Residual strength along bedding in upper portion of slope (phi =17). •Translation and rotational critical failure searches. •No groundwater. Cross Section 1-1~(Upper Switcbback PVDE) Geologic Description •Highly folded bedding throughout slope section. •No continuous planar bedding condition. •Approximate SO/50 mix of across and along bedding conditions (phi =23;c =570 psf). Strength Model •Fully softenedlUltimate strengths from direct shear testing was utilized. Stability Model •Circular failure search was performed to obtain safety factors. •No groundwater. Cross Sections 2-2'and 3-3'(Tarapaca Landslide) Geologic Description •The Tarapaca landslide is an actively moving landslide. Strength Model •Back~calculated strengths were used for each cross section (phi =21 and 24 degrees). •Ultimate remolded fill strengths were utilized for postulated fill to be placed in the canyon (phi =28 and c =250 psf). Stability Model •Failure surface confined to basal rupture surface and allowed to search through passively through a toe buttress composed of engineered fill. November 10,2010 C-4 GMU Project 10-036-00 Mr.Randall Berry,HARRIS &ASSOCIATES Sail Ramoll Callyoll Storm Dmill Project,City ofRaJlcho P((los Verdes Cl'OSS Section 6-6'(Bluff Stability) Geologic Description •The bluff is composed of relatively intact and less weathered Altamira Shale member, Monterey Formation bedrock. •Planar continuous bedding planes are currently interpreted in this area. Strength Model •Cross bedding strength was modeled using peak strengths as determined from the direct shear testing in the bluff area (phi:=:39 and c :=:520 pst). • A residual strength of phi:=:17 degrees was assumed for along bedding conditions. Stability Model •Translational failure searches along bedding at various heights above the toe of slope were performed. SUMMARY OF STABILITY ANALYSES RESUL1'8 Analysis Description Cross Strengths Static Factor Section of Safety Back-Calculation of Tarapaca 2 Phi:=:21 deg.1.0 Landslide Back-Calculation of Tarapaca 3 Phi =24 deg.1.0 Landslide Back-Calculation of Cross Bedding 6 Phi =27 c :=:220 1.3 Strength for Bluff Slope Back-Calculation ofCl'OSS Bedding 6 Phi =39 c =520 0.8 Strength for Bluff Slope Lower Switch Back -Existing 3 Phi =17 along bedding 1.9 Condition Stability (Translation Search -upper slope at Road)Phi:=:23;c=570 - Lower slope Lower Switch Back -Existing 3 Phi =17 along bedding 1.6 Condition Stability (Circular Search at -upper slope Road)Phi =23;c=570 - Lower slope Lower Switch Back -Existing 3 Phi =23;c=570 1.4 Condition Stability (Circular Search at BJuffFace) November 10,2010 C-s GMU Project 10-036-00 Mr.Randall Beny,HARRIS &ASSOCIATES Stili Ramon Catlyoll Storm Dmlll Project,City ofRancho Falos Verdes LoweI'Switchback -Amount of Bluff 3 Phi =23;c =570 1.01 (for 35' Face Erosion fOI'Failure of bluff face erosion) Upper Switch Back -Existing 1 Phi =23;c =570 1.4 Condition Stability (Circular Failure Search at Bluff Face) Upper Switch Back -Existing 1 Phi =23;c =570 1.3 Condition Stability (Circular Failure Search at Road) Upper Switchback -Amount of Bluff 1 Phi =23;c =570 1.02 (for 40' Face Erosion for Faillll'e of bluff face erosion) Tarapaca Landslide -FiJI Height at 2 Slide:Phi =21 deg.1.3 (forfil! Toe for Appl'Ox.1.25 Safety Factor Fill Butt.:Phi =28;height =20 c=250 feet) Tarapaca Landslide -Fill Height at 2 Slide:Phi =21 deg.1.5 (for fill Toe for Approx.1.5 Safety Factor Fill Butt.:Phi =28;height =30 c=250 feet) Tarapaca Landslide -Fill Height at 3 Slide:Phi =24 deg.1.2 (for fill Toe for Approx.1.25 Safety Factor Fill Butt.:Phi =28;height =10 c=250 feet) Tarapaca Landslide -Fill Height at 3 Slide:Phi =24 deg.1.5 (for fill Toe for Approx.1.5 Safety Factor Fill Butt.:Phi =28;height =16.5 c=250 feet) November 10,2010 C-6 GMU Project 10-036-00 #FS a 1.0 b 1.0 c 1.0 d 1.0 e 1.0 500 400 300 200 100 Sect 2,Static,Back~calculation of Terrapaca Landslide u:\2010\10-036-00\analyses\slope stability\2_s b.pl2 Run By:John Smith,XYZ Company 9/28/2010 10:16AM I .--I ~...- I --I ------1 I Soil Soil Total Saturated Cohesion Frielio~Pore Pressure I Piez]1 Desc,Type Unit WI.Unit Wt.Intercept Angle I Pressure Constant :Surface : ~o.(pet)(pet):(pst)(deg):Paramo (pst):No,: Qls ,1 104.5 110.0,0.0 21,0 I 0.00 0.0 I 0 1 Tma :2 125.0 130.0,1500.~~~.:.~~0.00 0.0:0 : I I 'I I f 1.0:::::9_tQ.L .._L !______1 _ h 1.0:::: i 1.0 I I I I j 1.0:::: --I I I I I I I , ,I'I 1 ,,17 I I I 1 1 I I /5 1 I , ::14 1:I :-....------ - - - -~- - - -..- -......- -~- --1-- - - - - - -•-29 -..- - - -..-+ - - - - - ------ ---+ - - - - - - - - - - - -..- - -......- - - - -....- - - - - - - - - - -.... I 13''1 I I I I1~:1 ::::1 1 I I I I I I, I /2 I I I I I1I_..__I ,I I I I I I , I I 1 I I I I I_________________________1 ..__....1 .._ I I I 1 1 I 1 1,, \ I I I I I I -----------~--~---------~-----··------r------------~------------~---------_....,------------~----------- I I I l I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I l I I I I I I I I I I I I I I I I I t I I , 800 ____---'-_.___I I . 500 600 700100 __________m I I...I I 200 300 400 GSTABL7 v.2 FSmln=1.0 Safety Factors Are Calculated By The Simplified Janbu Method for the case of c=O o o U:\2010\10-036-00\Ana1yses\Slope Stability\2_s_b.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:9/28/2010 Time of Run:10:16N~ Run By:John Smith,XYZ Company Input Data Filename:U:\2010\10-036-00\Analyses\Slope Stability\2 s b.in Output Filename:U:\2010\10-036-00\Analyses\Slope Stability\2-s-b.OUT Unit System:English -- Plotted Output Filename:U:\2010\10-036-00\Analyses\Slope Stability\2 s b.PLT PROBLEM DESCRIPTION:Sect 2,Static,Back-calculation - - of Terrapaca Landslide BOUNDARY COORDINATES 24 Top Boundaries 36 Total Boundaries Boundary X-Left ¥-Left No.(ft)(ft) 1 0.00 280.00 2 35.00 280.00 3 80.00 272.00 4 108.00 254.00 5 111.00 250.00 6 112.00 245.00 7 118.00 237.00 8 122.00 235.00 9 129.00 234.00 10 131.00 235.00 11 134.00 239.00 12 146.00 246.00 13 165.00 265.00 14 228.00 306.00 15 238.00 310.00 16 253.00 322.00 17 287.00 328.00 18 332.00 335.00 19 361.00 334.00 20 367.00 340.00 21 377.00 345,00 22 383.00 355,00 23 440,00 369.00 24 490.00 389,00 25 129.00 234,00 26 150,00 234.00 27 185.00 241.00 28 191.00 243.00 29 288.00 275,00 30 356.00 313.00 31 368.00 325.00 32 0.00 200,00 33 30.00 201.00 34 137.00 207.00 35 160.00 211,00 36 173.00 219,00 Default Y-Origin =O.OO(ft) Default X-Plus Value =O.OO(ft) Default Y-Plus Value =O.OO(ft) ISOTROPIC SOIL PARAMETERS 2 Type(s)of Soil X-Right (ft) 35.00 80.00 108.00 111.00 112.00 118.00 122.00 129.00 131.00 134.00 146.00 165.00 228.00 238.00 253.00 287.00 332.00 361.00 367.00 377 .00 383.00 440.00 490.00 521.00 150.00 185.00 191.00 288.00 356.00 368.00 377.00 30,00 137.00 160.00 173.00 185.00 Y-Right (ft) 280.00 272.00 254.00 250.00 245.00 237.00 235.00 234.00 235.00 239.00 246.00 265.00 306.00 310.00 322.00 328.00 335.00 334.00 340.00 345.00 355.00 369.00 389.00 399.00 234.00 241.00 243.00 275.00 313.00 325.00 345.00 201.00 207.00 211.00 219.00 241.00 Soil Type Below Bnd 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 U:\2010\10-036-00\Analyses\Slope Stability\2_s_b.OUT Page 2 0.23 % Piez. Surface No. o a Height (ft) 0.10 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Trial Earthquake Force Surcharge Hor Ver Load (lbs) (lbs)(lbs) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Tan (lbs) O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. 23 slices Tie Tie Force Force Norm (lbs) O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. Weight (lbs) 11.6 6.4 83.6 962.7 10844.0 5947.9 34846.6 67948.3 382.0 24002.4 174673.8 53584.4 66565.3 19732.0 198177.2 5532.6 202129.0 Width (ft) 0.5 0.1 1.0 3.0 12.0 4.0 15.0 19.9 0.1 6.0 37.0 10.0 11.7 3.3 34.0 1.0 44.0 Soil Total .Saturated Cohesion Friction Pore Pressure Type Unit Wt.Unit Wt.Intercept Angle Pressure Constant No.(pcf)(pcf)(psf)(deg)Paramo (psf) I 104.5 110.0 0.0 21.0 0.00 0.0 2 125.0 130.0 1500.0 50.0 0.00 0.0 Janbus Empirical Coef is being used for the case of c=O A Critical Failure Surface Searching Method l Using A Random Technique For Generating Sliding Block Surfaces I Has Been Specified. 10 Trial Surfaces Have Been Generated. 8 Boxes Specified For Generation Of Central Block Base Length Of Line Segments For Active And Passive Portions Of Sliding Block Is 10.0 Box X-Left Y-Left X-Right Y-Right No.(ft) (ft)(ft)(ft) 1 130.00 234.00 130.00 234.00 2 150.00 234.00 150.00 234.00 3 185.00 241.00 185.00 241.00 4 191.00 243.00 191.00 243.00 5 288.00 275.00 288.00 275.00 6 356.00 313.00 356.00 313.00 7 368.00 325.00 368.00 325.00 8 377.00 345.00 377.00 345.00 Following Are Displayed The Ten Most Critical Of The Failure Surfaces Evaluated.They Are Ordered -Most Critical First. * *Safety Factors Are Calculated By The Simplified Janbu Method ** Total Number of Trial Surfaces Attempted =10 Number of Trial Surfaces With Valid FS =10 Statistical Data On All Valid FS Values: FS Max =1.011 FS Min =1.003 FS Ave =1.007 Standard Deviation =0.002 Coefficient of Variation Failure Surface specified By 9 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 129.367 234.183 2 130.000 233.955 3 150.000 233.750 4 185.000 240.840 5 191.000 242.534 6 288.000 275.303 7 356.000 313.365 8 368.000 324.689 9 377.000 345.000 Factor of Safety ***1.003 *** Individual data on the Water Water Force Force Top Bot (lbs)(lbs) 0.0 0.0 0.0 0.0 o.a 0.0 o.a 0.0 o.a 0.0 o.a 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Slice No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 U:\2010\10-036-00\Analyses\Slope Stability\2_s_b.OUT Page 3 18 24.0 70067.6 0.0 0.0 O.O.0.0 0.0 0.0 19 5.0 9594.0 0.0 0.0 O.O.0.0 0.0 0.0 20 1.5 2474.9 0.0 0.0 O.O.0.0 0.0 0.0 21 4.5 7610.6 0.0 0.0 O.0,0.0 0.0 0.0 22 1.0 1675.4 0.0 0,0 O.O.0.0 0.0 0.0 23 9.0 7435.1 0.0 0,0 O.O.0.0 0.0 0.0 Failure Surface Specified By 9 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 129.367 234.183 2 130.000 233.986 3 150.000 233.772 4 185.000 241.465 5 191.000 243.279 6 288.000 275.308 7 356.000 313.395 8 368.000 325.135 9 377.000 345.000 Factor of Safety ***1.005 *** Failure surface Specified By 9 Coordinate points Point X-Surf Y-Surf No.(ft)(ft) 1 129.436 234.218 2 130.000 234.026 3 150.000 233.847 4 185.000 240.997 5 191.000 243.299 6 288.000 275.097 7 356.000 313.485 8 368,000 325.307 9 377.000 345.000 Factor of Safety ***1.006 *** Failure Surface Specified By 9 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 129.613 234.306 2 130.000 234.007 3 150.000 234.263 4 185.000 240.667 5 191.000 243.129 6 288.000 275.244 7 356.000 313.355 8 368.000 324.556 9 377.000 345.000 Factor of Safety ***1.007 *** Failure Surface Specified By 9 coordinate points Point X-Surf Y-Surf No.(ft)(ft) 1 129.651 234.326 2 130.000 233.989 3 150.000 233.769 4 185.000 241.271 5 191.000 243.487 6 288.000 275.262 7 356.000 313.189 8 368.000 324.613 9 377.000 345.000 Factor of Safety ***1.007 *** Failure Surface Specified By 9 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 129.498 234.249 2 130.000 233.989 3 150.000 233.979 U:\2010\10-036-00\Ana1yses\Slope Stability\2_s_b.OUT Page 4 4 185.000 240.584 5 191.000243.419 6 288.000 274.954 7 356.000 313.406 8 368.000 324.746 9 377.000 345.000 Factor of Safety ***1.008 *** Failure Surface Specified By 9 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 129.310 234.155 2 130.000 233.988 3 150.000 234.427 4 185.000 240.655 5 191.000 243.160 6 288.000 275.287 7 356,000 313.128 8 368,000 324.528 9 377.000 345.000 Factor of Safety ***1.008 *** Failure Surface Specified By 9 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 129.359 234.180 2 130.000 233.981 3 150.000 234.357 4 185.000 240.630 5 191.000 243.102 6 288.000 274.992 7 356.000 313.269 8 368.000 324.652 9 377.000 345.000 Factor of Safety ***1.009 *** Failure Surface Specified By 9 Coordinate Points Point X-Surf Y-Surf No,{ftl (ft) 1 129.581 234.290 2 130.000 234.013 3 150.000 233.841 4 185.000 241.251 5 191.000 242.578 6 28B.000 274.793 7 356.000 312.612 8 368.000 324.507 9 377.000 345.000 Factor of Safety ***1.010 *** Failure Surface Specified By 9 Coordinate points Point X-Surf Y-Surf No,{ftl (ft) 1 129.273 234.137 2 130.000 234.005 3 150.000 234.399 4 185.000 241.164 5 191.000 243.316 6 288.000 274.573 7 356.000 313.405 8 368.000 325,029 9 377.000 345.000 Factor of Safety ***1.011 *** ****END OF GSTABL7 OUTPUT **** 500 .- Sect 3,Static,Back~calculation of Terrapaca Landslide u:\201 0\1 0-036-00\analyses\sfope stability\3_s_b.pI2 Run By:Jolin Smith,XYZ Company 9/28/2010 10:18AM Soli Soil:Total ~~turated 'co~eSjon'~rietlon .'Pore :P;~~~-~re Pi~~.:T ~--------------. Dese.Type,Unit WI.Unit WI.Intercept Angle Pressure Constant Surface ,, No.:(pel) (pel)(~sf)(deg)Param.:(psf)No.:: Ols 1 I 104,5 110.0 0.0 24.0 0.00,0.0 0 I , ----.--t -----1 ,-i "..-I I I I I I I I I I I I I I I I I I I ,I , I \I I I I________1 ,•.•1 .•..J ••••_••l _,.,..L ~•••_.•.•__L _ I I I I I 29 :::::~ I I I I I I I ,I I I I I I I I I I I : :a:~ ::,:2~1;1 I , ,I #FS a 1.0 b 1.0 e 1.0 d 1.0 e 1.0 f 1.0 g 1.0 h-t.O i 1.0 j 1.0 I,, I I I, I, I I ,I ,----------1--------------~--------------~------------- I I I I I r I I f :I :I 1 ,:I : :I :I 1.,I"I ',1 1 1.I I I ,' 38 39 I 41 4 .•;:I :I :--1---~-~,__-=jC'_'_':_m -----i-------------i m --------~-••--------j--_m __ I :':I :--- I I I I I I I I I I I I I I I I I I I I I I I I I I I J I i I I I I I I I I I I I I t I I I I I I i I I I I --------------r-------------1--------------i--------------i--------------~--------------l-------------- I ,I I 'I I I I I I I I I I I r I t I I I t I I I I I J I ,I I I I f j til I r I 1 I I I I I I I I I IIIIIII 300 200 400 100 o o _____1 I I _.LI _ 100 200 300 400 500 GSTABL7 v.2 FSmin=1.0 Safety Factors Are Calculated By The Simplified Janbu Method for the case of c=O 600 700 U:\2010\10-036-00\Analyses\Slope Stability\3_s_b.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 &Ne~mark Earthquake,and Applied Forces. ********************************************************************************* Analysis Run Date:9/28/2010 Time of Run:10:18AM Run By:John Smith,XYZ Company Input Data Filename:U:\2010\10-036-00\Analyses\Slope Stability\3 s b.in Output Filename:U:\2010\10-036-00\Analyses\Slope Stability\3-s-b.OUT Unit System:English -- Plotted Output Filename:U:\2010\10-036-00\Analyses\Slope Stabi1ity\3 s b.PLT PROBLEM DESCRIPTION:Sect 3,static,Back-calculation - - of Terrapaca Landslide BOUNDARY COORDINATES 29 Top Boundaries 44 Total Boundaries Boundary X-Left No.(ft) 1 0.00 2 26.00 3 82.00 4 87.00 5 99.00 6 101.00 7 105.00 8 110.00 9 122.00 10 134.00 11 140.00 12 151.00 13 162.00 14 177.00 15 190.00 16 197.00 17 221.00 18 226.00 19 242.00 20 249.00 21 261.00 22 263.00 23 265.00 24 272.00 25 368.00 26 405.00 27 451.00 28 496.00 29 562.00 30 110.00 31 126.00 32 146.00 33 176.00 34 196.00 35 236.00 36 251.00 37 256.00 38 0.00 39 46.00 40 106.00 41 146.00 Y-Left (ft) 280.00 267.00 260.00 258.00 237.00 231.00 226.00 225.00 234.00 244.00 253.00 262.00 273.00 276.00 282.00 282.00 283.00 284.00 285.00 288.00 299.00 304.00 306.00 309.00 329.00 332.00 338.00 349.00 382.00 225.00 224.00 229.00 243.00 253.00 273.00 281.00 286.00 200.00 200.00 203.00 203.00 X-Right (ft) 26.00 82.00 87.00 99.00 101.00 105.00 110.00 122.00 134.00 140.00 151.00 162.00 177.00 190.00 197.00 221.00 226.00 242.00 249.00 261.00 263.00 265.00 272.00 368.00 405.00 451.00 496.00 562.00 604.00 126.00 146.00 176.00 196.00 236.00 251.00 256.00 261.00 46.00 106.00 146.00 175.00 Y-Right (ft) 267.00 260.00 258.00 237.00 231.00 226.00 225.00 234.00 244.00 253.00 262.00 273.00 276.00 282.00 282.00 283.00 284.00 285.00 288.00 299.00 304.00 306.00 309.00 329.00 332.00 338.00 349.00 382.00 396.00 224.00 229.00 243.00 253.00 273.00 281.00 286.00 299.00 200.00 203.00 203.00 206.00 Soil Type Below Bnd 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 U:\2010\10-036-00\Analyses\Slope Stability\3_s_b.OUT Page 2 ** 0.00 % 1 1 1 Piez. Surface No. o Height (ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Trial Earthquake Force Surcharge Hor Ver Load (lbs)(lbs)(lbs) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 209.00 216.00 253.00 20 slices Tie Tie Force Force Norm Tan (lbs)(Ibs) O. O. O. O. O.O. O. O. O. O. O.O. O. O. O.O. O. O. 182.00 188.00 196.00 weight (lbs) 6113.2 4824.4 13097.3 13637.2 17057.2 15564.2 38623.2 50717.3 3411.9 Width (ft) 12.0 4.0 8.0 6.0 6.0 5.0 11.0 14.0 1.0 42 175.00 206.00 43 182.00 209.00 44 188.00 216.00 Default Y-origin =O.OO(ft) Default X-Plus Value =O.OO(ft) Default Y-P1us Value =O.OO(ft) ISOTROPIC SOIL PARAMETERS 1 Type(s)of Soil Soil Total Saturated Cohesion Friction Pore Pressure Type Unit Wt.Unit Wt.Intercept Angle Pressure Constant No.(pcf)(pcf)(psf)(deg)Paramo (psf) 1 104.5 110.0 0.0 24.0 0.00 0.0 Janbus Empirical Coef is being used for the case of c=O A Critical Failure Surface Searching Method,Using A Random Technique For Generating Sliding Block Surfaces,Has Been Specified. 10 Trial Surfaces Have Been Generated. 9 Boxes Specified For Generation Of Central Block Base Length Of Line Segments For Active And Passive Portions Of Sliding Block Is 15.0 Box X-Left Y-Left X-Right Y-Right No.(ft)(tt)(ft)(ft) 1 110.00 225.00 110.00 225.00 2 126.00 224.00 126.00 224.00 3 146.00 229.00 146.00 229.00 4 176.00 243.00 176.00 243.00 5 196.00 253.00 196.00 253.00 6 236.00 273.00 236.00 273.00 7 251.00 281.00 251.00 281.00 8 256.00 286.00 256.00 286.00 9 261.00 299.00 261.00 299.00 Following Are Displayed The Ten Most Critical Of The Failure Surfaces Evaluated.They Are Ordered -Most Critical First. **Safety Factors Are Calculated By The Simplified Janbu Method Total Number of Trial Surfaces Attempted =10 Number of Trial Surfaces With Valid FS =10 Statistical Data On All Valid FS Values: FS Max =1.020 FS Min =1.020 FS Ave =1.020 Standard Deviation =0.000 Coefficient of Variation Failure Surface Specified By 9 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 110.000 225.000 2 126.000 224.000 3 146.000 229.000 4 176.000 243.000 5 196.000 253.000 6 236.000 273.000 7 251.000 281.000 8 256.000 286.000 9 261.000 299.000 Factor of Safety ***1.020 *** Individual data on the Water Water Force Force Top Bot (lbs)(lbs) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Slice No. 1 2 3 4 5 6 7 8 9 U:\20l0\10-036-00\Analyses\Slope Stability\3_s_b.OUT Page 3 10 13.0 43811.6 0.0 0.0 O.O.0.0 0.0 0.0 11 6.0 19123.5 0.0 0.0 O.O.0.0 0.0 0.0 12 1.0 3004.4 0.0 0.0 O.O.0.0 0.0 0.0 13 24.0 57684.0 0.0 o.b O.o.0.0 0.0 0.0 14 5.0 8751.9 0.0 0.0 o.o.0.0 0.0 0.0 15 10.0 14434.1 0.0 0.0 o.o.0.0 0.0 0.0 16 6.0 6403.2 0.0 0.0 o.o.0.0 0.0 0.0 17 7.0 6169.0 0.0 0.0 o.o.0.0 0.0 0.0 18 2.0 1766.0 0.0 0.0 o.o.0.0 0.0 0.0 19 5.0 4506.6 0.0 0.0 o.o.0.0 0.0 0.0 20 5.0 2198.9 0.0 0.0 o.o.0.0 0.0 0.0 Failure Surface Specified By 9 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 110.000 225.000 2 126.000 224.000 3 146.000 229.000 4 176.000 243.000 5 196.000 253.000 6 236.000 273.000 7 251.000 281.000 8 256.000 286.000 9 261.000 299.000 Factor of Safety ***1.020 *** Failure Surface Specified By 9 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 110.000 225.000 2 126.000 224.000 3 146.000 229.000 4 176.000 243.000 5 196.000 253.000 6 236.000 273.000 7 251.000 281.000 8 256.000 286.000 9 261.000 299.000 Factor of Safety ***1.020 *** Failure Surface Specified By 9 Coordinate points Point X-Surf Y-Surf No.(ft)(ft) 1 llO.OOO 225.000 2 126.000 224.000 3 146.000 229.000 4 176.000 243.000 5 196.000 253.000 6 236.000 273.000 7 251.000 281.000 8 256.000 286.000 9 261.000 299.000 Factor of Safety ***1.020 *** Failure Surface Specified By 9 Coordinate points Point X-Surf Y-Surf No.(ft)(ft) 1 llO.OOO 225.000 2 126.000 224.000 3 146.000 229.000 4 176.000 243.000 5 196.000 253.000 6 236.000 273.000 7 251.000 281.000 8 256.000 286.000 9 261.000 299.000 Factor of Safety ***1.020 *** F~ilure Surface Specified By 9 Coordinate points U:\2010\10-036-00\Analyses\Slope Stability\3_s_b.OUT Page 4 Point X-Surf Y-Surf No.(ft)(ft) 1 110.000 225.000 2 126.000 224.000 3 146.000 229.000 4 176.000 243.000 5 196.000 253.000 6 236.000 273.000 7 251.000 2B1.000 8 256.000 286.000 9 261.000 299.000 Factor of Safety ***1.020 *** Failure Surface Specified By 9 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 110.000 225.000 2 126.000 224.000 3 146.000 229.000 4 176.000 243.000 5 196.000 253.000 6 236.000 273.000 7 251.000 281.000 B 256.000 286.000 9 261.000 299.000 Factor of Safety ***1.020 *** Failure Surface Specified By 9 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 110.000 225.000 2 126.000 224.000 3 146.000 229.000 4 176.000 243.000 5 196.000 253.000 6 236.000 273.000 7 251.000 281.000 8 256.000 286,000 9 261.000 299.000 Factor of Safety ***1.020 *** Failure Surface Specified By 9 Coordinate Points Point X-Surf Y-Surf No.(ft) (ft) 1 110.000 225.000 2 126.000 224.000 3 146.000 229.000 4 176.000 243.000 5 196.000 253.000 6 236.000 273.000 7 251.000 281.000 8 256.000 286.000 9 261.000 299.000 Factor of Safety ***1.020 *** Failure Surface Specified By 9 Coordinate Points Point X-Surf Y-Surf No.(ft) (ft) 1 110.000 225.000 2 126.000 224.000 3 146.000 229.000 4 176.000 243.000 5 196.000 253.000 6 236.000 273.000 7 251.000 281.000 8 256.000 286.000 9 261.000 299.000 Factor of Safety U:\2010\lO-036-00\Analyses\Slope Stability\3_s_b.OUT Page 5 ***1.020 *** ****END OF GSTABL7 OUTPUT **** #FS Soil $oil Total Saturated:Cohesion Friction P,?re Pressure Piez.: a 1.3 Desc.type Unit WI.Unit WI.I Intercept Angle Pressure Constant Surface, b 1.3 ~o.(pet)(pet):(pst)(deg)Par,am.(pst)No.; c 1.3 QolslTma ,1 104.5 110.0 I 520.0 39.0 0.00 0.0 0d1.3 _.-.I --_.I e 1.3 f 1.3 g 1.3 h-t.4 j 1.4 j 1.4 Sect 6,Back-calculation of the cross-bedding Strength for Bluff Slope u:\201 0\1 0-036-00\analyses\slope stabilfty\6_s_4.p12 Run By:John Smilh,XYZ Company 9/28/2010 10:25AM ._.I ---..I-·.:t;-·-I'~-".~----------, I I I I I I I I I I I I I I I I I I I I I I__~~~~~~.~J_..~.L 3~_ I I ''----;1II11 I ,I I I I I 2 ' :30 3/1 :\1~__'--::~~t--~2~7_....2o;:8~,;-219 1 1 I ""1 1 : 1 :, I I I I I I I I I I _y ~••~••l ....__L ._ I I I 1 ,I I I r I I I I I I I ,I I I I I I I I I J I I I I I I ".I I , I I I I 7 8 I J ::;: I I ,t I I~"1 .1.- - - - - - --:-- - -..- .-- - - - - --:-- -".-..-...- - - - - -~- - - - - - - -.,- - - -~- - - - - - -..- - -_.-~- - - - - - - - - - - - --.:...- - - . - - - - - --- J I I I ,I I I I 1 I I f I I I I I I I I I I I I I I I I J I I I I I I I I r I I I I I j 1 J I I I I I I I I j I I I \ I I I I I I I I I I I I _________••••__1 .••.__1 .J .•••.•l L ••••L ..•_._ I I I \I t I I I I I r I I I I I'I I ,I fit I I I I I I I I I I I I I I I I I I I I I I I I I I r I I I I I I I 1 400 500 300 200 100 200 OLI_- a 100 .I .1.I 300 400 500 GSTA8L7 v.2 FSmin=1.3 Safety Factors Are Calculated By The Modified Bishop Method 600 700 700 36 1 600500400300200100 Sect 6,BackRcalculation of the cross Rbedding Strength for Bluff Slope u;\2010\10-036·00\analyses\Slope stability\6_s_4.plt Run By:John Smith,XYZ Company 9/28/2010 10:25AM ,I J I I I,,, I I I I, I I t I ___________________________J ~---~--------------L---------3~- I I I r 1-----: I I I t r -1 ,I I 1 I r I I I 1 I I I I :::30 31 : I 25 26'27 28 ,29 1 1 ' I 24·1 l'1 ' ./I ~"I , r:1'?iZ:i'", ,I II1~,1?<Z,,r ,, I I I t I I .t I I I I I1~I I I I I '"I I I 1 I I I I I I I I......._...._..__..__~__.._...•_J ...._....l L _,,,,,, ,I I ,,I ,I , ,,r ,,I I I I I I , ,I I ,I I r I , I I I_____________•~J ~L ~_ I I I I t I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I t J I I r o o 500 200 100 300 400 U:\2010\10-036-00\Analyses\Slope Stability\6_s_4,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 &Ne~ooark Earthquake,and Applied Forces. ********************************************************************************* Analysis Run Date:9/28/2010 Time of Run:10:25AM Run By:John Smith,XYZ Company Input Data Filename:U:\2010\10-036-00\Analyses\Slope Stability\6_s_4.in Output Filename:U:\2010\10-036-00\Analyses\Slope Stability\6 s 4,OUT Unit System:English - - Plotted Output Filename:U:\2010\10-036-00\Analyses\Slope Stability\6 s 4.PLT PROBLEM DESCRIPTION:Sect 6,Back-calculation of the cross- bedding Strength for Bluff Slope BOUNDARY COORDINATES 36 Top Boundaries 36 Total Boundaries Boundary X-Left Y-Left No.(ft)(ft) 1 0.00 200.00 2 14.00 200.00 3 16.00 201.00 4 17.00 204.00 5 18.00 205.00 6 21.00 206.00 7 30.00 208.00 8 47.00 212.00 9 53.00 218.00 10 58.00 223.00 11 63.00 228.00 12 64.00 230.00 13 69.00 233.00 14 73.00 238.00 15 76.00 250.00 16 78.00 255.00 17 82.00 260.00 18 90.00 273.00 19 95.00 280.00 20 100.00 283.00 21 102,00 294.00 22 108.00 300.00 23 113.00 305.00 24 144,00 328.00 25 153.00 335.00 26 172.00 337.00 27 219.00 339.00 28 277,00 340.00 29 295.00 341.00 30 324.00 345.00 31 344,00 349.00 32 372.00 353.00 33 439.00 365.00 34 516.00 380.00 35 629,00 411.00 36 648.00 420.00 Default Y-Origin =O.OO(ft) Default X-Plus Value =O.OO(ft) Default Y-Plus Value =O.OO(ft) ISOTROPIC SOIL PARAMETERS 1 Type(s)of Soil X-Right (ft) 14.00 16.00 17.00 18.00 21.00 30.00 47.00 53.00 58,00 63.00 64.00 69.00 73,00 76,00 78.00 82.00 90.00 95.00 100.00 102.00 108.00 113.00 144.00 153.00 172.00 219.00 277.00 295.00 324.00 344.00 372.00 439.00 516.00 629.00 648.00 680.00 Y-Right (ft) 200.00 201.00 204.00 205.00 206.00 208.00 212.00 218.00 223.00 228.00 230.00 233.00 238.00 250.00 255.00 260.00 273.00 280.00 283.00 294.00 300.00 305.00 328.00 335.00 337.00 339.00 340.00 341.00 345.00 349.00 353.00 365.00 380.00 411.00 420.00 425.00 Soil Type Below Bnd 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 U:\2010\10-036-00\Analyses\Slope Stability\6_s_4.0UT page 2 9.37 % I<* 138.413andRadius Earthquake Force Surcharge Hor Ver Load (lbs) (lbs)(lbs) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 344.846 30 slices Tie Tie Force Force Norm Tan (lbs) (lbs) O.O. O.O. O.O. O.O. O.O. O.O. O.O. O.O. O.O. O.O. O.O. O.O. O.O. O.O. O.O. O.O. O.O. O.O. O.O. O. O.o.O. Weight (lbs) 202.5 1957.4 739.4 2624.1 4273.4 5994.1 176.1 1503.3 8138.2 7360.8 7706.0 6685.6 11834.7 3072.6 34417.4 24623.6 16329.6 9243.6 11122.1 36579.4 30931.5 vlidth (ft) 6.3 13.6 3.4 6.0 5.0 4.9 0.1 1.0 5.0 .4.0 3.0 2.0 3.2 0.8 8.0 5.0 3.2 1.8 2.0 6.0 5.0 Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit wt.Unit Wt.Intercept Angle Pressure Constant Surface No.(pcf)(pcf)(psf)(deg)Paramo (psf)No. 1 104.5 110.0 520.0 39.0 0.00 0.0 0 A Critical Failure Surface Searching Method,Using A Random Technique For Generating Circular Surfaces,Has Been Specified. 500 Trial Surfaces Have Been Generated. 25 Surface(s)Initiate(s)From Each Of 20 Points Equally Spaced Along The Ground Surface Between X ~21.00(ft) and X =47.00(ft) Each Surface Terminates Between X =101.00 (ft) and X =219.00(ft) Unless Further Limitations were Imposed,The Minimum Elevation At Which A Surface Extends Is Y =O.OO(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 =500 Number of Trial Surfaces With Valid FS ~500 Statistical Data On All Valid FS Values: FS Max =2.052 FS Min ~1.334 FS Ave =1.709 Standard Deviation =0.160 Coefficient of Variation Failure Surface Specified By 12 Coordinate Points Point X-Surf Y-Surf No •(ft )(ft) 1 23.737 206.608 2 43.5B6 209.058 3 62.876 214.341 4 81.203 222.348 5 98.187 232.910 6 113.472 245.809 7 126.740 260.774 8 137.714 277.494 9 146.165 295.621 10 151.918 314.775 11 154.852 334.559 12 154.854 335.195 Circle Center At X =16.778;Y Factor of Safety ***1.334 *** Individual data on the Water \'later Force Force Top Bot (lbs)(lbs) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 O.a 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Slice No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 U:\2010\10-036-00\Analyses\Slope Stability\6_s_4.0UT Page 3 22 0.5 2935.9 0.0 0.0 O.o.0.0 0,0 0.0 23 13,3 79003.5 0.0 0.0 O.O.0.0 0.0 0.0 24 11.0 57490.2 0.0 0.0 O.O.0,0 0.0 0.0 25 6.3 27217.5 0.0 0.0 O.O.0.0 0.0 0.0 26 2.2 8043.0 0.0 0.0 O. O.0.0 0.0 0.0 27 5.8 16065.3 0.0 0.0 O. O.0.0 0.0 0.0 28 1.1 1826.5 0.0 0.0 O.O.0.0 0.0 0.0 29 1.9 1313.0 0.0 0.0 O.O.0.0 0.0 0.0 30 0.0 0.1 0,0 0.0 O.O.0.0 0.0 0.0 Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 29.211 207.825 2 49.060 210.271 3 68.335 215.610 4 86.614 223.726 5 103.500 234.443 6 118.627 247.527 7 131.664 262.693 8 142.328 279.613 9 150.388 297.917 10 155.668 317.207 11 157.867 335.512 Circle Center At X =22.597 ; Y =343.261 ;and Radius =135.598 Factor of Safety ***1.337 *** Failure Surface Specified By 12 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 26.474 207.216 2 46.318 209.705 3 65.654 214 .818 4 84.135 222.463 5 101.431 232.505 6 117.234 244.763 7 131.261 259,020 8 143.261 275.019 9 153.021 292.476 10 160,366 311.079 11 165.164 330.495 12 165.801 336.348 Circle Center At X =18.059 ; Y =356.026 ;and Radius =149.048 Factor of Safety ***1.337 *** Failure Surface Specified By 12 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 26.474 207.216 2 46.339 209.533 3 65.663 214.691 4 84.040 222.581 5 101.08e 233.039 6 116.449 245.847 7 129.802 260.736 8 140.869 277 .396 9 149.417 295.477 10 155.268 314.602 11 158.299 334.371 12 158.308 335.559 Circle Center At X =20.494 ; Y =345.241 I and Radius =138.154 Factor of Safety ***1.338 *** Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft) (ft) 1 22.368 206.304 2 42.239 208.573 3 61.502 213.954 U:\2010\10-036-00\Analyses\Slope Stability\6_s_4.0UT Page 4 333.088 ;and Radius 332.360 i and Radius 368.232 i and Radius 330.121 ;and Radius 126.131 161.383 124.674 123.226 Points Points Points Points 222.313 233.438 247.051 262.808 280.314 299.129 318.780 327.773 18.040 ; Y = 4 5 6 7 8 9 10 11 circle 79.671 96.292 110.944 123.261 132.932 139.714 143.437 143.694 Center At X = Factor of Safety ***1.346 *** Failure Surface Specified By 12 Coordinate Point X-Surf Y-Surf No.(ft)(ft) 1 26.474 207.216 2 46.303 209.822 3 65.661 214.849 4 84.252 222.223 5 101.794 231.829 6 118.019 243.523 7 132.680 257.126 8 145.555 272.431 9 156.447 289.206 10 165.190 307.193 11 171.651 326.121 12 173.936 337.082 Circle Center At X =15.587;Y Factor of Safety ***1.348 *** Failure Surface Specified By 11 Coordinate Point X-Surf Y-Surf No.(ft)(ft) 1 31.947 208.458 2 51.833 210.591 3 71.122 215.877 4 89.318 224.178 5 105.952 235.283 6 120.597 248.904 7 132.874 264.692 8 142.470 282.239 9 149.136 301.096 10 152.701 320.775 11 152.966 334.973 Circle Center At X =28.637;Y Factor of Safety ***1.349 *** Failure Surface Specified By 11 Coordinate Point X-Surf Y-Surf No.(ft)(ft) 1 25.105 206.912 2 45.010 208.864 3 64.337 214.009 4 82.576 222.214 5 99.249 233.261 6 113.914 246.859 7 126.187 262.651 8 135.743 280.220 9 142.332 299.104 10 145.779 318.805 11 145.893 329.472 Circle Center At X =23.074;Y Factor of Safety ***1.350 *** Failure Surface Specified By 11 Coordinate Point X-Surf Y-Surf No.(ft)(ft) 1 26.474 207.216 2 46.412 208.792 U:\2010\10-036-00\Analyses\Slope Stability\6_s_4.0UT Page 5 330.939 ;and Radius 123.723. 121.837andRadius Points 330.614 213.559 221.393 232.090 245.370 260.886 278.233 296.956 316.568 332.816 26.730 I Y 3 4 5 6 7 8 9 10 11 Circle 65.835 84.237 101.136 116.090 128.710 138.665 145.694 149.615 150.192 Center At X = Factor of Safety ***1.360 *** Failure Surface Specified By 11 Coordinate Point X-Surf Y-Surf No.(ft)(ft) 1 33.316 208.780 2 53.238 210.546 3 72.602 215.548 4 90.887 223.650 5 107.601 234.635 6 122.292 248.206 7 134.565 263.997 8 144.089 281.584 9 150.60B 300.492 10 153.945 320.211 11 153.995 335.105 Circle Center At X ~32.554 I Y Factor of Safety ***1.365 *** ****END OF GSTABL7 OUTPUT **** Sect 6,Back~calculation of the cross-bedding strength for Bluff Slope u:\2010\10-036-00\analyses\slope stability\6_s_3.pI2 Run By:John Smith,XYZ Company 9/2812010 10:27AM .-----r-I h 1- 700 , r r, I,, I I,, I r ..L .._ r I,,, I I r I I I I _-"1'-----' 600500 I r I, I,,, r r I I ~ 200 300 400 GSTABL7 v.2 FSmin=O.8 Safety Factors Are Calculated By The Modified Bishop Method $oil Total Saturated:Cohesion Friction P?re Pressure Plez.' type Unit WI.Unit WI.,Intercept Angle Pressure Constant Surface ~o.(pet)(pet):(pst)(deg)Par,am.(pst)No.: ,1 104.5 110.0,220.0 27.0 0.00 0.0 0 , r---~~'-"..-_..I i 100 o o 300 500 #FS Soil a 0.6 Dese. b 0.8 e 0.8 Qolsrrma d 0.8 e 0.8 f 0.8 9 0.8400H-h-0.8 i 0.8 j 0.8 200 100 500 400 300 200 100 Sect 6,Back-calculation of the cross-bedding strength for Bluff Slope u:\2010\10·036-00\analyseslslope stability\6_s_3.plt Run By:John Smith,XYZ Company 9/28/2010 10:27AM I I I (--,,--------. I I , ,r , I I I I ,I I I I , ,I I \ I I ,I I I ,I _________'•.•..J .•.•J -.•.•-L ---------34-_ ,I I '~1 )I I I ~-, I I I I I I I I ::2 : 26:_27 28 :29 1 : 1 1:1 : I I I , I I I I____________~....l ..L_..L .._," r "I I I , ,I,, I I I I I r ,I,, I I I I I ,___________J ..~_...~L ••.•_L ._ r I I I I I I I I I t 'I I I I I I I I I I'I r I \I I I I j I I 1 I I I I I I I I I I I I lit I I I ,r I I \I j I •I I I•..•L .•_l ~.I.w L_•••... I I I I I I I I I I ,I I I I I r I I I 1 ,I I I J I I I I t I I I I I I ,I I ,I I I ,J I I I I I I I I I I I r ,I I I I I I I I I J I I I o L..I o 100 200 300 I .._~I ___ 400 500 600 700 U:\20l0\10-036-00\Analyses\Slope Stability\6_s_3.0UT 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:9/28/2010 Time of Run:IO:27AM Run By:John Smith,XYZ Company Input Data Filename:U:\20l0\10-036-00\Analyses\Slope Stability\6 s 3.in Output Filename:U:\20l0\10-036-00\Analyses\Slope Stability\6-s-3.0UT Unit System:English -- Plotted Output Filename:U:\2010\10-036-00\Analyses\Slope Stability\6 s 3.PLT PROBLEM DESCRIPTION:Sect 6,Back-calculation of the cross--- bedding strength for Bluff Slope BOUNDARY COORDINATES 36 Top Boundaries 36 Total Boundaries Boundary X-Left Y-Left No.(ftl (ftl 1 0.00 200.00 2 14.00 200.00 3 16.00 201.00 4 17.00 204.00 5 18.00 205.00 6 21.00 206.00 7 30.00 208.00 8 47.00 212.00 9 53.00 218.00 10 58.00 223.00 11 63.00 228.00 12 64.00 230.00 13 69.00 233.00 14 73.00 238.00 15 76.00 250.00 16 78.00 255.00 17 82.00 260.00 18 90.00 273.00 19 95.00 280.00 20 100.00 283.00 21 102.00 294.00 22 108.00 300.00 23 113.00 305.00 24 144.00 328.00 25 153.00 335.00 26 172.00 337.00 27 219.00 339.00 28 277.00 340.00 29 295.00 341.00 30 324.00 345.00 31 344.00 349.00 32 372.00 353.00 33 439.00 365.00 34 516.00 380.00 35 629.00 411.00 36 648.00 420.00 Default Y-Origin ~O.OO(ftl Default X-Plus Value =O.OO(ft) Default Y-Plus Value =O.OO(ft) ISOTROPIC SOIL PARAMETERS 1 Type(s)of Soil X-Right (ft) 14.00 16.00 17.00 18.00 21.00 30.00 47.00 53.00 58.00 63.00 64.00 69.00 73.00 76.00 78.00 82.00 90.00 95.00 100.00 102.00 108.00 113.00 144.00 153.00 172.00 219.00 277.00 295.00 324.00 344.00 372.00 439.00 516.00 629.00 648.00 680.00 Y-Right (ftl 200.00 201.00 204.00 205.00 206.00 208.00 212.00 218.00 223.00 228.00 230.00 233.00 238.00 250.00 255.00 260.00 273.00 280.00 283.00 294.00 300.00 305.00 328.00 335.00 337.00 339.00 340.00 341.00 345.00 349.00 353.00 365.00 380.00 411.00 420.00 425.00 Soil Type Below Bnd 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 U:\2010\10-036-00\Analyses\Slope Stability\6_s_3.0UT Page 2 *;, 10.17 % 126.131andRadius Earthquake Force Surcharge Hor Ver Load (los)(lbs) (lbs) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 332.360 27 slices Tie Tie Force Force Norm Tan (lbs)(los) O. O. O.0, O.O. O.O. O.O. O.O. O.0, O. O. O.O. O.O. O. O. O.O. O.O. O. O. O.O. O. O. O. O. O. O. O.O. O.O. o.o. o.0, weight (los) 328.8 2002.5 1095.4 2670.4 4296.2 4129.8 2027.9 1476.2 7966.3 7179.7 7544.8 6566,0 5958.9 8626.9 33399.1 23826,0 6394.8 18108.4 10593.7 34780.7 17164.0 11946.5 Width (ft) 7.6 12.2 4.8 6.0 5.0 3.5 1.5 1.0 5.0 4.0 3.0 2.0 1.7 2.3 8.0 5.0 1.3 3.7 2.0 6.0 2.9 2.1 Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt.Unit Wt.Intercept Angle Pressure Constant Surface No.(pcf)(pcf)(psf)(deg)Paramo (psf)No. 1 104.5 110.0 220.0 27.0 0.00 0.0 0 A Critical Failure Surface Searching Method,Using A Random Technique For Generating Circular Surfaces,Has Been Specified. 500 Trial Surfaces Have Been Generated. 25 Surface(s)Initiate(s)From Each Of 20 Points Equally Spaced Along The Ground Surface Between X =21.00(ft) and X =47.00(ft) Each Surface Terminates Between X =101.00(ft) and X =219.00(ft) Unless Further Limitations Were Imposed,The Minimum Elevation At Which A Surface Extends Is Y =O.OO(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 =500 Number of Trial Surfaces With Valid FS =500 Statistical Data On All Valid FS Values: FS Max =1.249 FS Min =0.765 FS Ave =1.030 Standard Deviation =0.105 Coefficient of Variation Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft) (ft) 1 22.368 206.304 2 42.239 208.573 3 61.502 213.954 4 79.671 222.313 5 96.292 233.438 6 110.944 247.051 7 123.261 262,808 8 132.932 280.314 9 139.714-299.129 10 143.437 318,780 11 143.694 327.773 Circle Center At X =18.040;Y Factor of Safety ***0.765 *** Individual data on the \'later water Force Force Top Bot (lbs)·(lbs) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Slice No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 U:\2010\10-036-00\Analyses\Slope Stability\6_s_3.0UT Page 3 23 10.3 56359.8 0.0 0.0 O.O.0.0 0.0 0.0 24 9.7 45114.0 0.0 0.0 O.O.0.0 0.0 0.0 25 6.8 23093.1 0.0 0.0 O.O.0.0 0.0 0.0 26 3.7 6710.2 0.0 0.0 O.O.0.0 0.0 0.0 27 0.3 118.0 0.0 0.0 O.O.0.0 0.0 0.0 Failure Surface Specified By 12 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 23.737 206.608 2 43.586 209.058 3 62.876 214.341 4 81.203 222.348 5 98.187 232.910 6 113.472 245.809 7 126.740 260.774 8 137.714 277.494 9 146.165 295.621 10 151.918 314.775 11 154.852 334.559 12 154.854 335.195 Circle Center At X ~16.778;Y =344.846 ;and Radius =138.413 Factor of Safety ***0.765 *** Failure Surface Specified By 12 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 26.474 207.216 2 46.339 209.533 3 65.663 214.691 4 84.040 222.581 5 101.088 233.039 6 116.449 245.841 7 129.802 260.736 8 140.869 277.396 9 149.417 295.477 10 155.268 314.602 11 158.299 334.371 12 158.308 335.559 Circle Center At X =20.494 ; Y =345.241 ;and Radius =138.154 Factor of Safety ***0.773 *** Failure Surface specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 29.211 207.825 2 49.060 210.271 3 68.335 215.610 4 86.614 223.726 5 103.500 234.443 6 118.627 247.527 7 131.664 262.693 8 142.328 279.613 9 150.388 297.917 10 155.668 317.207 11 157.867 335.512 Circle Center At X ~22.597 ;y =343.261 ;and Radius =135.598 Factor of Safety ***0.774 *** Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 25.105 206.912 2 45.010 208.864 3 64.337 214.009 4 82.576 222.214 5 99.249 233.261 6 113.914 246.859 7 126.187 262.651 U:\2010\10-036-00\Analyses\Slope Stability\6_s_3.0UT Page 4 123.723 123.226 149.048 124.674 356.026 ;and Radius 333.088 ;and Radius 330.121 ;and Radius 280.220 299.104 318.805 329.472 23.074 ; Y = 8 9 10 11 Circle 135.743 142.332 145.779 145.893 Center At X ". Factor of Safety ***0.774 *** Failure Surface Specified By 12 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 26.474 207.216 2 46.318 209.705 3 65.654 214.818 4 84.135 222.463 5 101.431 232.505 6 117.234 244.763 7 131.261 259.020 8 143.261 275.019 9 153.021 292.476 10 160.366 311.079 11 165.164 330.495 12 165.801 336.348 Circle Center At X =18.059;Y Factor of Safety ***0.778 *** Failure Surface Specified By 11 Coordinate points Point X-Surf Y-Surf No.(ft)(ft) 1 31.947 208.458 2 51.833 210.591 3 71.122 215.877 4 89.318 224.178 5 105.952 235.283 6 120.597 248.904 7 132.874 264.692 8 142.470 282.239 9 149.136 301.096 10 152.701 320.775 11 152.966 334.973 Circle Center At X =28.637;Y Factor of Safety ***0.783 *** Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf ~.(ft)(ft) 1 26.474 207.216 2 46.412 208.792 3 65.835 213.559 4 84 :237 221.393 5 101.136 232.090 6 116.090 245.370 7 128.710 260.886 8 138.665 278.233 9 145,694 296.956 10 149.615 316.568 11 150,192 332.816 Circle Center At X ~26,730;Y =330.939;and Radius Factor of Safety ***0.787 *** Failure Surface Specified By 12 Coordinate points Point X-Surf Y-Surf No.(ft)(ft) 1 26.474 207.216 2 46.303 209.822 3 65.661 214.849 4 84.252 222.223 5 101.794 231.829 6 118.019 243.523 U:\2010\10-036-00\Analyses\Slope Stability\6_s_3.0UT Page 5 7 132.680 257.126 8 145.555 272.431 9 156.447 289.206 10 165.190 307.193 11 171.651 326.121 12 173.936 337.082 Circle Center At X =15.587;Y =368.232;and Radius =161.383 Factor of Safety ***0.787 *** Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 25.105 206.912 2 45.067 208.145 3 64.561 212.615 4 83.065 220.204 5 100.085 230.709 6 115.164 243.848 7 127.898 259.269 8 137.948 276.561 9 145.045 295.259 10 148.997 314.865 11 149.613 332.366 Circle Center At X =27.579;Y =329.142;and Radius =122.255 Factor of Safety ***0.793 *** ****END OF GSTABL7 OUTPUT **** 8.-.:-3 n~---- 3 Sect 3,Lower switch back,Existing condstability,Translation search at road u:\201 0\1 0·036-00\analyses\slope stablllty\3_s_C4.p12 Run By:John Smilh,XYZ Company 9/28/2010 10:38AM 1-~-'----r------r----' #FS a 1.8 b 2.1 c 2.1 d 2.2 e 2.3 -f -2.4 g 2.5 h 2.6 i 2.6 j 2.7 Soil rOo Soil Tolal shlurated Cohesi~ni Frlello--;;-r;ore :Pressure Piez.1 Dese.:Type Unit WI.l,Init Wt.Intercept;Angle Pressure:Conslant SurfaCE( 1 No.(pet)1(pet)(psf)1 (deg)Paramo 1 (pst)No.1 Tma:1 125.0 :130.0 2000.0:50.0 0.00:0.0 0: Qls 1 2 104.5 1110.0 0.0 21.0 0.00 I 0.0 a 1 Ools:3 104.5 :110.0 570.0:23.0 0.00:0.0 0: -00152-.4 ---104.5--I.1~O.0-..-Alllso .,-Alliso --0..00 ..,--0.0 ----0-·1 ---I .·---t--------··-+----"-----t--.----.--. I 1 I I I I I I I I 1 I I 1 I I I I I 1 I I I I I I I ~_-------:~..--- -~----f ..--- -..-----:---- ---- -- - 1 ........._I I , 1 1 I I I I I 1 I I 1 .5 I~6:. I :.~ I I I 1 ·0 .,..-I -- - -.•.-- - -.•-f-- -••- - - - -.~--1---. 1 1 I I ,I I 1 I I 1 I I 1 I111 I 1 I I 1 I I I-----_.._-~--------._--I 1 I I I, I I I I 200 500 400 300 100 600 900600 .L-....l..-___I .----'-1_ 700 800400500 GSTABL7 v.2 FSmin=1.8 Safety Factors Are Calculated By The Simplified Janbu Method for the case of c=O o L___I .__~__.1 o 100 200 300 Sect 3,Lower switch back,Existing condstability,Translation search at road u:\2010\10-036-00\analyses\slope slability\3_s_r_4.plt Run By:John Smith,XYZ Company 9/2812010 10;38AM 600f--"I I I I 1-I ----~' 900800700600300200 1 I I ::I :: :;: I I t I:::: I I I I--------....~------..----~-----------i----..------~-----------i··---------..'1 - - - - - -..- - --:- -..-- - - - - -:"..- - - - - - - - I I j I I I I I :I :::::: t I I r I I ,I t I I I I j I I ::,::I :: I ::I ::I : L - - - - - - -~- - - - - - - -...-~- - - - - - - ----:-- - - -..- - - - -+--.---------;-...--------1"------..---:----..------:---.-------.- ---......-I I I I I I1-........_I I I I I I I :I I I I :I I I I I I I 3 4 I I ":I I 1 I 5:I:I I :1 I 1 I :I I I I I I I :I I 1 ..-----t- - - - - - - - --<- -..- - - - - - - ->-•.- - - - - - - --:-.--29' I I r I:9 I I I .....15 2IIII:...."'--~I ::::~3 1ti~_~_=_=--I I ::::;1 ..[L.~-~..J.1._~-:_---..;.~__=~~~~...~.58 •__-.--------.:'"---------~..---------.:--------..--+----1 ....- -~--;--1 -....- - -t -:--..-- - - - -1 ::1 1 I I I I I I I I I [I I I I I I I I I I I t I I I I I I I I I I I I I t I j i :i i :i i --..------~-----------.~--.--------i··--------.--~------..----:-----....----i-----------r'-------....-:-------..-- I r I I I I I I I I I I \I I I ::I ::I :: t ,l I I I I I t I :,I :I I I :I 1 :I I JIII I I I ..-l _ 400 500 o I.----,-I-- o 100 500 300 100 200 400 U:\2010\10-036-00\Analyses\Slope Stability\3_s_r_4.0UT Page 1 ***GSTABL7 *** **GSTABL7 by Garry H.Gregory,P.E.** **Original Version 1.0,January 1S96;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:9/28/2010 Time of Run:10:38AM Run By:John Smith,XYZ Company Input Data Filename:U:\2010\10-036-00\Analyses\Slope Stability\3 s r 4.in Output Filename:U:\2010\10-036-00\Analyses\Slope Stability\3-s-r-4.0UT Unit System:English --- Plotted Output Filename:U:\2010\10-036-00\Analyses\Slope Stability\3 s r 4.PLT PROBLEM DESCRIPTION:Sect 3,Lower switch back,Existing cond stability,Translation search at road BOUNDARY COORDINATES 40 Top Boundaries 58 Total Boundaries Boundary X-Left No.(ft) 1 0.00 2 42.00 3 108.00 4 153.00 5 199.00 6 236.00 7 332.00 8 339.00 9 341.00 10 343.00 11 355.00 12 362.00 13 378.00 14 383.00 15 407.00 16 414.00 17 427.00 18 442.00 IS 453.00 20 464.00 21 470.00 22 482.00 23 494.00 24 499.00 25 503.00 26 505.00 27 517.00 28 522.00 29 578.00 30 608.00 31 620.00 32 634.00 33 648.00 34 663.00 35 684.00 36 710.00 37 739.00 38 767.00 39 787.00 40 846.00 41 343.00 Y-Left (ft) 403.00 389.00 356.00 345.00 338.00 335.00 316.00 313.00 311.00 306.00 295.00 292.00 291.00 291.00 289.00 289.00 283.00 280.00 269.00 260.00 251.00 240.00 232.00 233.00 237.00 243.00 265.00 267.00 274.00 289.00 289.00 288.00 286.00 286.00 287.00 292.00 295.00 296.00 296.00 291.00 306.00 X-Right (ft) 42.00 108.00 153.00 1S9.00 236.00 332.00 339.00 341.00 343.00 355.00 362.00 378.00 383.00 407.00 414.00 427.00 442.00 453.00 464.00 470.00 482.00 494.00 499.00 503.00 505.00 517.00 522.00 578.00 608.00 620.00 634.00 648.00 663.00 684.00 710.00 739.00 767.00 787.00 846.00 864.00 348.00 Y-Right (ft) 389.00 356.00 345.00 338.00 335.00 316.00 313.00 311.00 306.00 295.00 292.00 291.00 291.00 289.00 289.00 283.00 280.00 269.00 260.00 251.00 240.00 232.00 233.00 237.00 243.00 265.00 267.00 274.00 289.00 289.00 288.00 286.00 286.00 287.00 292.00 295.00 296.00 296.00 291.00 291.00 293.00 Soil Type Below Bnd 1 1 1 1 1 1 1 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 3 3 3 3 3 3 4 4 4 4 4 3 3 3 3 3 3 3 1 U:\2010\10-036-00\Analyses\Slope Stability\3_s_r_4.0UT Page 2 35.16 % 1 1 1 3 3 3 3 1 1 1 1 1 1 1 1 1 1 Piez. Surface No. o o o o Height (ft} 20.00 36.00 Trial Pressure Constant (psf) 0,0 0.0 0.0 0.0 Friction Angle (deg) 23.00 17.00 23.00 288.00 279.00 260.00 250.00 236.00 231.00 232.00 223.00 216.00 213.00 210.00 210.00 207.00 207.00 201.00 201.00 200.00 Pore Pressure Paramo 0.00 0.00 0.00 0.00 353.00 368.00 408.00 428.00 458.00 478.00 494,00 416.00 422.00 429,00 458.00 498.00 558.00 604.00 792.00 828.00 864.00 Friction Angle (deg) 50.0 21.0 23.0 17.0 42 348.00 293.00 43 353.00 288.00 44 368.00 279.00 45 408.00 260.00 46 428.00 250.00 47 458.00 236.00 48 478.00 231.00 49 408.00 260.00 50 416.00 223.00 51 422.00 216.00 52 429.00 213.00 53 458.00 210.00 54 498.00 210.00 55 558.00 207.00 56 604.00 207.00 57 792.00 201.00 58 828.00 201.00 Default Y-Origin =O.OO(ft) Default X-Plus Value =O.OO(ft} Default Y-Plus Value =O.OO(ft) ISOTROPIC SOIL PARAMETERS 4 Type(s)of Soil Soil Total Saturated Cohesion Type Unit Wt.Unit Wt.Intercept No.(pcf)(pcf)(psf) 1 125.0 130.0 2000.0 2 104.5 110,0 0.0 3 104.5 110.0 570.0 4 104.5 110.0 0.0 ANISOTROPIC STRENGTH PARAMETERS 1 soil type (s) Soil Type 4 Is Anisotropic Number Of Direction Ranges Specified 3 Direction Counterclockwise Cohesion Range Direction Limit Intercept No.(deg)(psf) 1 22.0 570.00 2 28.0 0.00 3 90.0 570.00 ANISOTROPIC SOIL NOTES: (1)An input value of 0.01 for C and/or Phi will cause Aniso C and/or Phi to be ignored in that range. (2)An input value of 0.02 for Phi will set both Phi and Cequal to zero,with no water weight in the tension crack. (3)An input value of 0.03 for Phi will set both Phi and C equal to zero,with water weight in the tension crack. Janbus Empirical Coef is being used for the case of c=O A Critical Failure Surface Searching Method,Using A Random Technique For Generating Sliding Block Surfaces,Has Been Specified. 100 Trial Surfaces Have Been Generated. 2 Boxes Specified For Generation Of Central Block Base Length Of Line Segments For Active And Passive portions Of Sllding Block Is 15.0 Box X-Left Y-Left X-Right Y-Right No.(ft)(ft)(ft)(ft) 1 508,00 235.00 540.00 235.00 2 600.00 260.00 660.00 260.00 Following Are Displayed The Ten Most Critical Of The Failure Surfaces Evaluated.They Are Ordered -Most Critical First. * *Safety Factors Are Calculated By The Simplified Janbu Method ** Total Number of Trial Surfaces Attempted =100 Number of Trial Surfaces with Valid FS =100 Statistical Data On All Valid FS Values: FS Max =12.841 FS Min =1.794 FS Ave 3.988 Standard Deviation =1.402 Coefficient of Variation Failure Surface Specified By 6 Coordinate Points U:\2010\10-036-00\Analyses\Slope StabiIity\3_s_r_4.0UT Page 3 Point X-Surf Y-Surf No.(ft)(ft) 1 495.296 232.259 2 496.986 230.664 3 510.951 225.189 4 605.856 264.542 5 616.427 275.184 6 617.980 289.000 Factor of Safety ***1.794 *** Individual data on the 12 slices !'later 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)(Ibs)(lbs)(Ibs)(lbs) 1 1.7 170.7 0.0 0.0 O.O.0.0 0.0 0.0 2 2.0 532.2 0.0 0.0 O.O.0.0 0.0 0.0 3 4.0 2470.1 0.0 0.0 O.O.0.0 0.0 0.0 4 2.0 2525.9 0.0 0.0 O. O.0.0 0.0 0.0 5 6.0 13743.6 0.0 0.0 O.O.0.0 0.0 0.0 6 6.0 20866.9 0.0 0.0 O.O.0.0 0.0 0.0 7 5.0 19471.5 0.0 0.0 O.O.0.0 0.0 0.0 8 56.0 170404.7 0.0 0.0 O.O.0.0 0.0 0.0 9 27.9 64615.0 0.0 0.0 O.O.0.0 0.0 0.0 10 2.1 5118.6 0.0 0.0 O.O.0.0 0.0 0.0 11 8.4 15901.4 0.0 0.0 O.O.0.0 0.0 0.0 12 1.6 1121.7 0.0 0.0 O.O.0.0 0.0 0.0 Failure Surface Specified By 8 Coordinate points Point X-Surf Y-Surf No.(ft)(ft) 1 501.504 235.504 2 505.068 232.378 3 519.256 227.509 4 600.216 254.021 5 610.751 264.699 6 621.300 275.363 7 631,508 286.354 8 632.552 288.103 Factor of Safety ***2.117 *** Failure Surface Specified By 5 Coordinate Points Point X-Surf Y-Surf No.(ft) (ft) 1 504.B60 242.581 2 515.350 232.645 3 618.673 275.361 4 629.078 286.165 5 629.637 288.312 Factor of Safety ***2.137 *** Failure Surface Specified By 7 Coordinate Points Point X-Surf Y-Surf No.(ft) (ft) 1 502.117 236.117 2 511.600 227.177 3 600.392 249.767 4 608.663 262.281 5 615.341 275.712 6 622.879 288.681 7 622.984 288.787 Factor of Safety ***2.232 *** Failure Surface Specified By 5 Coordinate points Point X-Surf Y-Surf No.{ft}(ft) 1 500.632 234.632 2 511,303 231.327 3 628.195 266.941 U:\2010\10-036-00\Analyses\Slope Stability\3_s_r_4.0UT Page 4 4 632.663 281.260 5 638.146 287.408 Factor of Safety ***2.340 **k Failure Surface Specified By 5 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 503.438 238.315 2 514.053 228.671 3 629.601 268.910 4 637.668 281.556 5 640.246 287.108 Factor of Safety k**2.435 *** Failure Surface Specified By 5 Coordinate Points Point X-Surf '{-Surf No.(ft)(ft) 1 503.795 239.385 2 511.213 237.016 3 524.693 230.438 4 605.724 276.732 5 611.657 289.000 Factor of Safety *k*2.542 **k Failure Surface Specified By 6 Coordinate Points Point X-Surf '{-Surf No.(ft)(ft) 1 503.645 238.936 2 504.443 238.145 3 518.865 234.022 4 602.062 263.355 5 605.000 278.065 6 609.048 289.000 Factor of Safety ***2.592 k** Failure Surface Specified By 5 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 506.753 246.213 2 510.023 244.478 3 521.100 234.364 4 610.704 276.205 5 618.295 289.000 Factor of Safety ***2.638 *** Failure Surface Specified By 6 Coordinate Points point X-Surf Y-Surf No.(ft)(ft) 1 505.820 244.504 2 511.272 241.248 3 525.686 237.094 4 615.436 266.704 5 626.035 277.318 6 635.838 287.737 Factor of Safety ***2.712 *** ****END OF GSTABL7 OUTPUT *k** 900 ~______l.....__~__ 600 700 800 ....L-.._ ...--L_..l-_---..J ----L!__. 100 200 300 400 500 GSTABL7 v.2 FSmin=1.6 Safety Factors Are Calculated By The Modified Bishop Method Sect 3,Lower switch back,Existing condstability,Circular search at road u:12010\10·036-00\analyses\Slope stabilily\3_sJ_S.pI2 Run By:John Smith,XYZ Company 9/2812010 10:40AM ;=-'--.~..t .=:==t:=.-'=t===-=="1 ---r-----T----..----r---·-.. #FS Soil,Soil Total Saturated Cohesion Friclion Pore ,Pressure Piez.,\ a 1.6 Oese.:Type Unit WI.4nit WI.Intercept:Angle Pressure:Constant SUrfa~ b 1.6 I No.(pcf)I (pef)(psI)I (deg)Paramo I (psI)No., e 1.6 Tma:1 125.0 :130.0 2000.0:SO.O 0.00:0.0 0: d 1.6 QJs,2 104.5 ,110.0 0.0,21.0 0.00,0.0 0, e 1.7 Qols:3 104,5 :110.0 570.0:23,0 0.00:0.0 0: t·-f -1-.7 ·001s2 --4 ..-~04.5 _...1~O.O ....--0.0 --,-.17.0--"0.00 ..~--0,0 - - _..0--, 9 1.7 -;-----------:-------:---.---+----.~h 1.7',, .I I I I 1.7 I I , j 1.7 I ,, __"_I I I I I , I ,, I ,I L ~--_.._--..~..-----..-:----------- ,I ,,,,,,, I ,,, ,5 I ~ I ,1 ' ,,I 1 - - . - - - - - --1-• --- . --- - -...--.-- - - - - --1-_.- . I I ,.~L~I"'/~~: ;~~::e 2 9 'M -.-....,T , I I 1 ...15 2 2 I I I ,I '!::-<-..2 1 3 " ,I ,~.46-2 3 I 1 I,,'1 3"cft2 -~I I , ;:: 3 -..z-3 ::; :::11·1L•.1L+--H.--~4--·_-___lL_:57 58- - - - -....- --'.- --...---..-,.-..-..- -....-..-,"-..-..- - -..- -I ..- -j -....-~...,.-~- - -.."..t ..'j --- -..- - - --'I l -......-..I 1 •1 ..... I ,I I I I I I I I I ,I I I I J I r I I r I I I I I r j I I I I I I I t I I I ,I I I I I I I t I I I I I I I I I I I I I I I I J I I I I I ·-------~-··--------··r-----------I-----------T----------~I-----------,-----------r----------,··--------·- I I I I I I I IItIIItII I I I I I I I I I I I I I I I I ,I I I I I I I I I \,I I I I I I I I I I I I I tIt I ,,I I I I I I I I I o o 300 200 100 400 500 600 600 Sect 3,Lower switch back,Existing condstability,Circular search at road u:\2010\10-036-00\analyses\sfope slability\3_sj_S.plt Run By:John Smith,XYZ Company 9/28/2010 10:40AM -------~'---I I I I -"TI-------r,-------, 900 I .---L __~. 700 800600500 -L ...-L___I 200 300 400100 I 11~ : 1 I 1 ,I I I ---------~----.._-----~---- I I , I I , I I , ,,I I I I ,I I I ,, I I I I ,I ,,I ,I I- --- - - -.,..-,---..- - ---.,-1-- - - - - -----1---..- - - - -o. I I I I ,I ,,I ,I I ,I , I I I I ,I I I I I I , I I I , -.- - - - --••"1 - - - -.•- - - - --i ---..- - - - ----1-- - -•.- - - - -...T - - - - I I I J I I I I ,!I r I I I I I I 1 I I I I I I I I t I I I f r I I I o o 200 500 300 100 400 U:\2010\10-036-00\Analyses\Slope Stability\3_s_r_5.0UT 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) ************************k*********************************************k********** 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 &Ne~~ark Earthquake,and Applied Forces. ********************************************************************************* Analysis Run Date:9/28/2010 Time of Run:10:40AM Run By:John Smith,XYZ Company Input Data Filename:U:\2010\10-036-00\Analyses\Slope Stability\3 s r 5.in Output Filename:U:\2010\10-036-00\Analyses\Slope Stability\3=s=r=5.0UT Unit System:English Plotted Output ~ilename:U:\2010\10-036-00\Analyses\Slope Stability\3 s r 5.PLT PROBLEM DESCRIPTION:Sect 3,Lower switch back,Existing cond --- stability,Circular search at road BOUNDARY COORDINATES 40 Top Boundaries 58 Total Boundaries Boundary X-Left No.(ft) 1 0.00 2 42.00 3 108.00 4 153.00 5 199.00 6 236.00 7 332.00 8 339.00 9 341.00 10 343.00 11 355.00 12 362.00 13 378.00 14 383.00 15 407.00 16 414.00 17 427.00 18 442.00 19 453.00 20 464.00 21 470.00 22 482.00 23 494.00 24 499.00 25 503.00 26 505.00 27 517.00 28 522.00 29 578.00 30 608.00 31 620.00 32 634.00 33 648.00 34 663.00 35 684.00 36 710.00 37 739.00 38 767.00 39 787.00 40 846.00 41 343.00 Y-Left (ft) 403.00 389.00 356.00 345.00 338.00 335.00 316.00 313.00 311.00 306.00 295.00 292.00 291.00 291.00 289.00 289.00 283.00 280.00 269.00 260.00 251.00 240.00 232.00 233.00 237.00 243.00 265.00 267.00 274.00 289.00 289.00 288.00 286.00 286.00 287.00 292.00 295.00 296.00 296.00 291.00 306.00 X-Right (ft} 42.00 108.00 153.00 199.00 236.00 332.00 339.00 341.00 343.00 355.00 362.00 378.00 383.00 407.00 414.00 427.00 442.00 453.00 464.00 470.00 482.00 494.00 499.00 503.00 505.00 517.00 522.00 578.00 608.00 620.00 634.00 648.00 663.00 684.00 710.00 739.00 767.00 787.00 846.00 864.00 348.00 Y-Right (ft) 389.00 356.00 345.00 338.00 335.00 316.00 313.00 311.00 306.00 295.00 292.00 291.00 291.00 289.00 289.00 283.00 280.00 269.00 260.00 251.00 240.00 232.00 233.00 237.00 243.00 265.00 267.00 274.00 289.00 289.00 288.00 286.00 286.00 287.00 292.00 295.00 296.00 296.00 291.00 291.00 293.00 Soil Type Below Bnd 1 1 1 1 1 1 1 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 3 3 3 3 3 3 4 4 4 4 4 3 3 3 3 3 3 3 1 U:\2010\10-036-00\Analyses\Slope Stability\3_s_r_5.0UT Page 2 * * 21.31 % 1 1 1 3 3 3 3 1 1 1 1 1 1 1 1 1 1 Piez. Surface No.o o o o 288.00 279.00 260.00 250.00 236.00 231.00 232.00 223.00 216.00 213.00 210.00 210.00 207.00 207.00 201.00 201.00 200.00 353.00 368.00 408.00 428.00 458.00 478.00 494.00 416.00 422.00 429.00 458.00 498.00 558.00 604.00 792.00 828.00 864.00 42 348.00 293.00 43 353.00 288.00 44 368.00 279.00 45 408.00 260.00 46 428.00 250.00 47 458.00 236.00 48 478.00 231.00 49 408.00 260.00 50 416.00 223.00 51 422.00 216.00 52 429.00 213.00 53 458.00 210.00 54 498.00 210.00 55 558.00 207.00 56 604.00 207.00 57 792.00 201.00 58 828.00 201.00 Default Y-Origin =O.OO(ft) Default X-Plus Value =O.OO(ft) Default Y-Plus Value =O.OO(ft) ISOTROPIC SOIL PARAMETERS 4 Type(s)of Soil Soil Total Saturated Cohesion Friction Pore Pressure Type Unit Wt.Unit Wt.Intercept Angle Pressure Constant No.(pcf)(pcf)(psf)(deg)Paramo (psf) 1 125.0 130.0 2000.0 50.0 0.00 0.0 2 104.5 110.0 0.0 21.0 0.00 0.0 3 104.5 110.0 570.0 23.0 0.00 0.0 4 104.5 110.0 0.0 17.0 0.00 0.0 A Critical Failure Surface Searching Method,Using A Random Technique For Generating Circular Surfaces,Has Been Specified. 500 Trial Surfaces Have Been Generated. 25 Surface(s)Initiate(s)From Each Of 20 Points Equally Spaced Along The Ground Surface Between X =500.00(ft) and X =510.00(ft) Each Surface Terminates Between X =615.00(ft) and X =648.00(ft) Unless Further Limitations Were Imposed,The Minimum Elevation At Which A Surface Extends Is Y =O.OO(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. *k Safety Factors Are Calculated By The Modified Bishop Method Total Number of Trial Surfaces Attempted =500 Number of Trial Surfaces With Valid FS =500 Statistical Data On All Valid FS Values: FS Max ~4.140 FS Min =1.618 FS Ave =2.547 Standard Deviation =0.543 Coefficient of Variation Failure Surface Specified By 16 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 500.00~234.000 2 509.744 236.248 3 519.432 238.728 4 529.058 241.438 5 538.616 244.376 6 548.102 247.542 7 557.509 250.933 8 566.833 254.548 9 576.068 258.383 10 585.209 262.438 11 594.251 266.710 12 603.188 271.196 13 612.016 275.894 14 620.729 280.801 15 629.323 285.915 16 632.783 288.087 U:\2010\10-036-00\Analyses\S1ope Stability\3_s_r_5.0UT Page 3 Circle Center At K =410.896 ;Y =642.784 ;and Radius =418.382 Factor of Safety ***1.618 *** Individual data on the 22 slices \'later Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm 'ran Hor Ver Load No.(ft)(lba)(lbs) (lbs)(lbs) (lbs)(lbs) (lbs)(lbs) 1 3.0 361.8 0.0 0.0 O.O.0.0 0.0 0.0 2 2.0 1061.1 0.0 0.0 o.o.0.0 0.0 0.0 3 4.7 5774.6 0.0 0.0 O.o.0.0 0.0 0.0 4 7.3 16053.7 0.0 0.0 o. o.0.0 0.0 0.0 5 2.4 6879.0 0.0 0.0 o.o.0.0 0.0 0.0 6 2.6 7352.9 0.0 0.0 o.o.0.0 0.0 0.0 7 7.1 19910.7 0.0 0.0 o.O.0.0 0.0 0.0 8 9.6 25543.6 0.0 0.0 o.O.0.0 0.0 0.0 9 9.5 23503.3 0.0 0.0 o.o.0.0 0.0 0.0 10 9.4 21247.4 0.0 0.0 O. O. 0.0 0.0 0.0 11 9.3 18786.4 0.0 0.0 o.O.0.0 0.0 0.0 12 9.2 16131.9 0.0 0.0 O.o.0.0 0.0 0.0 13 1.9 3041.7 0.0 0.0 O.o.0.0 0.0 0.0 14 7.2 11272.5 0.0 0.0 O.O.0.0 0.0 0.0 15 9.0 14447.7 0.0 0.0 O.O.0.0 0.0 0.0 16 8.9 14389.0 0.0 0.0 O.O.0.0 0.0 0.0 17 4.8 7703.8 0.0 0.0 O.O.0.0 0.0 0.0 18 4.0 5948.5 0.0 0.0 O.O.0.0 0.0 0.0 19 8.0 9059.0 0.0 0.0 O.O.0.0 0.0 0.0 20 0.7 638.3 0.0 0.0 O.O.0.0 0.0 0.0 21 8.6 4744.5 0.0 0.0 O.O.0.0 0.0 0.0 22 3.5 437.4 0.0 0.0 O.O.0.0 0.0 0.0 Failure Surface Specified By 16 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 500.000 234.000 2 509.675 236.529 3 519.310 239.207 4 528.902 242.035 5 538.448 245.011 6 547.948 248.134 7 557.398 251.405 8 566.796 254.821 9 576.141 258.383 10 585.428 262.089 11 594.658 265.939 12 603.826 269.932 13 612.931 274.066 14 621.971 278.341 15 630.944 282.756 16 639.627 287.196 Circle Center At X =341.796 ;Y =859.089 ;and Radius 644.799 Factor of Safety ***1.632 *** Failure Surface Specified By 15 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 500.526 234.526 2 510.341 236.442 3 520.089 238.675 4 529.758 241.223 5 539.341 244.084 6 548.825 247.254 7 558.201 250.729 8 567.460 254.508 9 576.592 258.584 10 585.586 262.955 11 594.434 267.615 12 603.126 272.560 13 611.653 277.784 U:\2010\10-036-00\Analyses\Slope Stability\3_s_r_5.0UT page 4 14 620.006 283.282 15 627.363 288.474 Circle Center At X =446.395 ;Y =537.954 ;and Radius '"308.219 Factor of Safety ***1.633 *** Failure Surface Specified By 15 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 500.000 234.000 2 509.937 235.118 3 519.805 236.741 4 529.576 238.867 5 539.227 241.488 6 548.730 244.598 7 558.063 248.190 8 567.200 252.253 9 576.118 256.778 10 584.794 261.752 11 593.204 267.162 12 601.327 272.995 13 609.141 279.234 14 616.627 285.865 15 619.822 289.000 Circle Center At X =483.088 i Y =429.090 ;and Radius 195.821 Factor of Safety ***1.649 *** Failure Surface Specified By 15 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 501.053 235.053 2 510.878 236.911 3 520.635 239.105 4 530.310 241.633 5 539.893 244.492 6 549.371 247.679 7 558.735 251.189 8 567.973 255.018 9 577.073 259.163 10 586.026 263.617 11 594.821 268.377 12 603.447 273.436 13 611.895 278.788 14 620.153 284.426 15 625.815 288.585 Circle Center At X =451.880 ; Y '"522.003 ;and Radius 291.133 Factor of Safety ***1.650 *** Failure Surface Specified By 17 Coordinate points Point X-Surf Y-Surf No.(ft)(ftl 1 500.526 234.526 2 510.427 235.933 3 520.284 237.616 4 530.091 239.572 5 539.840 241.801 6 549.522 244.300 7 559.131 247.068 8 568.660 250.103 9 578.100 253.402 10 587.445 256.962 11 596.687 260.782 12 605.818 264.857 13 614.833 269.185 14 623.724 273.762 15 632.484 278.586 16 641.106 283.651 17 645.444 286.365 Circle Center At X =454.965 ; Y 590.617 and Radius 358.993 U:\2010\10-036-00\Analyses\Slope Stabi1ity\3_s_r_5.0UT page 5 Factor of Safety ***1.657 *** Failure Surface Specified By 17 Coordinate points Point X-Surf Y-Surf No.(ft)(ft) 1 500.000 234.000 2 509.993 234.387 3 519.959 235.201 4 529.B82 236.442 5 539.742 238.107 6 549.523 240.192 7 559.204 242.694 8 568.770 245.609 9 578.202 248.931 10 587.484 252.654 11 596.597 256.771 12 605.525 261.274 13 614.253 266.156 14 622.763 271.4.07 15 631.040 277.01B 16 639.070 282.979 17 643.575 286.632 Circle Center At X =495.969;Y =467.371;and Radius Factor of Safety ***1.661 *** Failure Surface Specified By 16 Coordinate points Point X-Surf Y-Surf No.(ft)1ft) 1 501.579 235.579 2 511.482 236.966 3 521.337 238.667 4 531.132 240.678 5 540.859 242.999 6 550.508 245.627 7 560.068 248.559 8 569.531 251.793 9 57B.B86 255.325 10 588.125 259.151 11 597.239 263.268 12 606.217 267.672 13 615.051 272.357 14 623.733 277.320 15 632.252 282.556 16 639.352 287.235 Circle Center At X =462.822;Y 548.505 ;and Radius Factor of Safety ***1.663 *** Failure Surface Specified By 16 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 500.000 234.000 2 509.998 233.809 3 519.990 234.213 4 529.940 235.209 5 539.814 236./95 6 549.576 238.964 7 559.192 241./09 8 568.627 245.021 9 577.850 248.886 10 586.827 253.293 11 595.526 258.226 12 603.916 263.666 13 611.969 269.595 14 619.656 275.991 15 626.949 282.833 16 631.976 288.145 Circle Center At X =508.252;Y =401.801 and Radius Factor of Safety 233.406 315.317 168.003 U:\2010\10-036-00\Analyses\Slope Stability\3_s_r_5.0UT Page 6 ***1.664 *** Failure Surface Specified By 16 Coordinate Points Point X-Surf Y-Surf No.(ft) (ft) 1 501.579 235.579 2 511.537 236.492 3 521.443 237.858 4 531.277 239.675 5 541.017 241.939 6 550.644 244.645 7 560.138 247.788 8 569.478 251.361 9 578.645 255.356 10 587.620 259.765 11 596.385 264.580 12 604.921 269.789 13 613.210 275.383 14 621.235 281.349 15 628.980 287.675 16 629.686 288.308 Circle Center At X ~486.612;Y 453.928 and Radius Factor of Safety ***1.665 *** ****END OF GSTABL7 OUTPUT **** 218.861 900 ..--..18 1 800 Sect 3,Lower switch back,Exist.cond.stabilitity,eirc search at bluff face u:\2010\10-036-00\analyses\Slope stablllty\3_s_C3.pI2 Run By:John Smith,XYZ Company 9/28/2010 10:47AM=:=-=:f':--=--±=.~.'1 .-~.----~---~._-. Soil I Soil Total Saturated COhoesion FrIC.lion por.e I Pressure PieZ'l IDesc.:Type Unit WI.l/nit WI.Intercept:Angle Pressure~Constant SUrfa~: I No.(pef)I (pef)(psf),(deg)Param"(psf)No.,I Tma:1 125.0 :130.0 2000.0:50.0 0.00:0.0 0:: Ols I 2 104.5 ,110.0 0.0 I 21.0 0.00 I 0.0 0 I Ioors:,.3 104.5 :110.0 5!~~3.0 O.O~:0.0 0 _::I I____~_-~I ••L ••I ••~••L ~-_••.• I I I I I I I I ,\I I ,I I , I I I I I I J I I I I I I I I I I ,I I I I I I I I I I I I I , I I I I I I I I t I I I I I I I I I I I I I I I I I I I I I I I I I t I I -----------r-----------i-----------~------··---1--------··--r----------~---··_----- ,I I t I I I I I I J I I I , I I I I I I I I I I I I I I I I I I I I I I I I I I #FS a 1.4 b 1.4 C 1.4 d 1.5 e 1.5 -f-U 9 1.5 h 1.5 i 1.5 j 1.5 I I I I oJ •I I 1 4 I 5 I : 1 I 1 6 : I 1 1 I I I I 1 - -.-.•- - - ---I •.- - - - - - - - - -f-- - - - - - - - - --1-..,~ I ,I I ,I I I , I I I I I I I I I ,I I ,I I I I I I ,I _.•••..1 .L ..I •... ,I I I I I I I I I I I I I I I I I J ,J I I I I I I I I I I I I ,I I I I ---------,-----------r··-----··----l--------~--T-----------l-----------~-----------r----------,---·----··-- I 1 I I I I I I I I I 1 I I t I I I •I I I J I I I I ,I I I I I I I J I I I I I I I I I I I I I I r I I t I I I I I I r ,t I I I L ~_ ~-: I I ____~.l._.._I L,~~_---L..I_ 100 200 300 400 500 600 700 GSTABL7 v.2 FSmin=1.4 Safety Factors Are Calculated By The Modified Bishop Method o o 600 500 300 200 400 100 600 Sect 3,Lower switch back,Exist.condo stabilitity,eirc search at bluff face u:\2010\10-036-00Ianalyses\Slope stability\3_s_r_3.plt Run By:John Smith,XYZ Company 9/28/2010 10:47AM ---'1---I r I I I I ...- o o 900700 I I I I I I I I I I -----~_.._-------~---------- I I I I I, I I ---~-------_.._~---------- I I I I I I I I I I I \ I I I I I I I I2JJ3,r-35':--36--.3 7.-.38-.....-39··-i/(J'--. 3 3'3~3 3 3 : 3 •• ,I 3 I I I I I I I I I I 600 ..-----_..-.....~913a 28 I 333' I I I I 500200100 I---I-- I I I I r I I, I I 1 I I \I I I I I I I r I I I I , I I I I ••---- - - -••~- - - - - -.-..---~---- - - - - -p-.':--- - -••- - - --~- - --- - I I I I ,I I I I J r I I I I I 1 I I 1 I I I I I I I I I I I , I I I I : - - - - - - -.0 ••--T-- -....- - - - ---: I I I I I I I I I ,I :4:5 : I 1 6 'I I 1 I I I 1 I I ,I 1------..---~--..-------..~-- ----.-..- --:--...~6P I I I I I I I ,I r I I I ,I I I I I I I ---------~_.._-----_....~---_.._-----_. I I I I I I I I I 500 200 300 100 400 U:\2010\10-036-00\Analyses\Slope Stability\3_s_r_3.0UT 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:9128/2010 Time of Run:10 :47AN Run By:John Smi th,XYZ Company Input Data Filename:U:\2010\10-036-00\Analyses\Slope Stability\3 s r 3.in Output Filename:U:\2010\10-036-00\Analyses\Slope Stability\3=s=r=3.0UT unit System:English Plotted Output Filename:U:\2010\10-036-00\Analyses\Slope stability\3_s_r_3.PLT PROBLEM DESCRIPTION:Sect 3,Lower switch back,Exist.condo stabilitity,Cire search at bluff face BOUNDARY COORDINATES 40 Top Boundaries 58 Total Boundaries Boundary X-Left No.(ft) 1 0.00 2 42.00 3 108.00 4 153.00 5 199.00 6 236.00 7 332.00 8 339.00 9 341.00 10 343.00 11 355.00 12 362.00 13 378.00 14 383.00 15 407.00 16 414.00 17 427.00 18 442.00 19 453.00 20 464.00 21 470.00 22 482.00 23 494.00 24 499.00 25 503.00 26 505.00 27 517.00 28 522.00 29 578.00 30 608.00 31 620.00 32 634.00 33 648.00 34 663.00 35 684.00 36 710.00 37 739.00 38 767.00 39 787.00 40 646.00 41 343.00 Y-Left (ft) 403.00 389.00 356.00 345.00 338.00 335.00 316.00 313.00 311.00 306.00 295.00 292.00 291.00 291.00 289.00 289.00 283.00 280.00 269.00 260.00 251.00 240.00 232.00 233.00 237.00 243.00 265.00 267.00 274.00 289.00 289.00 288.00 286.00 286.00 287.00 292.00 295.00 296.00 296.00 291.00 306.00 X-Right {ftl 42.00 108.00 153.00 199.00 236.00 332.00 339.00 341.00 343.00 355.00 362.00 378.00 383.00 407.00 414.00 427.00 442.00 453.00 464.00 470.00 482.00 494.00 499.00 503.00 505.00 517.00 522.00 578.00 608.00 620.00 634.00 648.00 663.00 684.00 710.00 739.00 767.00 787.00 846.00 864.00 348.00 Y-Right (ft) 389.00 356.00 345.00 338.00 335.00 316.00 313.00 311.00 306.00 295.00 292.00 291.00 291.00 289.00 289.00 283.00 280.00 269.00 260.00 251.00 240.00 232.00 233.00 237.00 243.00 265.00 267.00 274.00 289.00 289.00 288.00 286.00 286.00 287.00 292.00 295.00 296.00 296.00 291.00 291.00 293.00 Soil Type Belo~l Bud 1 1 1 1 1 1 1 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 1 U:\2010\10-036-00\Analyses\Slope Stability\3_s_r_3.0UT Page 2 ** 26.14 % 1 1 1 3 3 3 3 1 1 1 1 1 1 1 1 1 1 Piez. Surface No. o o o 288.00 279.00 260.00 250.00 236.00 231.00 232.00 223.00 216.00 213.00 210,00 210.00 207.00 207.00 201.00 201.00 200.00 353.00 368.00 408.00 428.00 458.00 478,00 494.00 416.00 422.00 429.00 458.00 498.00 558.00 604.00 792.00 828.00 864.00 42 348.00 293.00 43 353.00 288.00 44 368.00 279.00 45 408.00 260.00 46 428.00 250.00 47 458.00 236.00 48 478.00 231.00 49 408.00 260.00 50 416.00 223.00 51 422.00 216.00 52 429.00 213.00 53 458.00 210.00 54 498.00 210.00 55 558.00 207.00 56 604.00 207.00 57 792.00 201.00 58 828.00 201.00 Default Y-Origin ~O.OO(ft) Default X-Plus Value =O.OO(ft) Default Y-Plus Value =O.OO(ft) ISOTROPIC SOIL PARAM~TERS 3 Type(s)of Soil Soil Total Saturated Cohesion Friction Pore Pressure Type Unit Wt.Unit wt.Intercept Angle Pressure Constant No.(pef)(pcf}(psf)(deg)Paramo (psf) 1 125.0 130.0 2000.0 50.0 0.00 0.0 2 104.5 110.0 0.0 21.0 0.00 0.0 3 104.5 110.0 570.0 23.0 0.00 0.0 A Critical Failure Surface Searching Method,Using A Random Technique For Generating Circular Surfaces,Has Been Specified. 400 Trial Surfaces Have Been Generated. 40 Surface(s)Initiate(s)From Each Of 10 Points Equally Spaced Along The Ground Surface Between X =500.00(ft) and X =505.00(ft) Each Surface Terminates Between X =530.00(ft) and X =575.00(ft) Unless Further Limitations Were Imposed,The Minimum Blevation At Which A Surface Extends Is Y =O.OO(ft) 2,00(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 =4.046 FS Min =1.438 FS Ave =2.292 Standard Deviation =0.599 Coefficient of Variation = ~ailure Surface Specified By 27 Coordinate Points Point X-Surf Y-Surf No.(ft){ft) 1 500.000 234,000 2 501.971 234.342 3 503.920 234.788 4 505,844 235.336 5 507.735 235.986 6 509.590 236.735 7 511.402 237.581 8 513.166 238.522 9 514.879 239.556 10 516.534 240.678 11 518.127 241.887 12 519.654 243.179 13 521.111 244.549 14 522.493 245.995 15 523.796 247.512 16 525.017 249.096 17 526.152 250.743 U:\2010\10-036-00\Analyses\Slope Stability\3_s_r_3.0UT Page 3 18 527.199 252.447 19 528.154 254.204 20 529.014 256.010 21 529.777 257.859 22 530.442 259.745 23 531.005 261.664 24 531.466 263.610 25 531.823 265.578 26 532.075 267.562 27 532.127 268.266 Circle Center At X =494.538 ;Y =271.328 and Radius 37.726 Factor of Safety ***1.438 *** Individual data on the 30 slices water water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice ~lidth Weight Top Bot Norm Tan Hor Ver Load No.(ft)(lbs)(lbs)(lbs)(lbs)(lbs)(lbs)(lbs)(lbs) 1 2.0 167.7 0.0 0.0 O.O.0.0 0.0 0.0 2 1.0 217.9 0.0 0.0 O.O.0.0 0.0 0.0 3 0.9 355.6 0.0 0.0 O.O.0.0 0.0 0.0 4 1.1 726.5 0.0 0.0 O.O.0.0 0.0 0.0 5 0.8 754.3 0.0 0.0 O.O.0.0 0.0 0.0 6 1.9 2099.1 0.0 0.0 O.O.0.0 0.0 0.0 7 1.9 2587.8 0.0 0.0 O.O.0.0 0.0 0.0 8 1.8 3014.2 0.0 0.0 o.O.0,0 0.0 0.0 9 1.8 3375.2 0.0 0.0 O.O.0.0 0.0 0.0 10 1.7 3668.8 0.0 0.0 O.o.0.0 0.0 0.0 11 1.7 3893.8 0.0 0.0 O.O.0.0 0.0 0.0 12 0.5 1155.0 0.0 0.0 O.o.0.0 0.0 0.0 13 1.1 2799.9 0.0 0.0 O.O.0.0 0.0 0.0 14 1.5 3706.1 0.0 0.0 O.O.0.0 0.0 0.0 15 1.5 3422.9 0.0 0.0 O.O.0.0 0.0 0.0 16 0.9 2026.0 0.0 0.0 o.o.0.0 0.0 0.0 17 0.5 1096.6 0.0 0.0 O.O.0.0 0.0 0.0 18 1.3 2776.9 0.0 0.0 o.o.0.0 0.0 0.0 19 1.2 2423.9 0.0 0.0 o.o.0.0 0.0 0.0 20 1.1 2079.7 0.0 0.0 o.O.0.0 0.0 0.0 21 1.0 1748.6 0.0 0.0 O.o.0.0 0.0 0.0 22 1.0 1435.a 0.0 0.0 O.O.0.0 0.0 0.0 23 0.9 1143.1 0.0 0.0 O.o.0.0 0.0 0.0 24 0.8 876.7 0.0 0.0 O.O.0.0 0.0 0.0 25 0.7 639.5 0.0 0.0 O.o.0.0 0.0 0.0 26 0.6 434.9 0.0 0.0 O.O.0.0 0.0 0.0 27 0.5 265.8 0.0 0.0 O.O.0.0 0.0 0.0 28 0.4 134.8 0.0 0.0 O.O.0.0 0.0 0.0 29 0.3 44.1 0.0 0.0 o.O.0.0 0.0 0.0 30 0.1 1.9 0.0 0.0 O.O.0.0 0.0 0.0 Failure Surface Specified By 28 Coordinate points Point X-Surf Y-Surf No.(ft)(ft) 1 500.000 234.000 2 501.953 234.430 3 503.886 234.943 4 505.795 235.540 5 507.677 236.218 6 509.527 236.976 7 511.344 237.814 8 513.122 238.729 9 514.859 239.719 10 516.553 240.784 11 518.198 241.921 12 519.793 243.127 13 521.335 244.401 14 522.821 245.740 15 524.247 247.142 16 525.612 248.604 17 526.912 250.124 U:\2010\10-036-00\Analyses\Slope Stability\3_s_r_3.0UT Page 4 276.837 ;and Radius 279.507 ;and Radius 18 19 20 21 22 23 24 25 26 27 28 Circle 528.146 251.698 529.310 253.324 530.404 254.998 531.425 256.718 532.370 258.481 533.239 260.282 534.029 262.119 534.739 263.989 535.369 265.887 535.915 267.811 536.143 268.768 Center At X =491.019;Y Factor of Safety ***1.447 *** Failure Surface Specified By 27 Coordinate Point X-Surf Y-Surf No.(ft)(ft) 1 500.556 234.556 2 502.506 234.996 3 504.435 235.526 4 506.337 236.145 5 508.208 236.852 6 510.044 237.645 7 511.841 238.522 8 513.596 239.481 9 515.305 240.521 10 516.963 241.638 11 518.568 242.832 12 520.116 244.098 13 521.604 245.435 14 523.028 246.839 15 524.385 248.308 16 525.673 249.839 17 526.888 251.427 18 528.029 253.070 19 529.092 254.764 20 530.075 256.505 21 530.977 258.291 22 531.794 260.116 23 532.527 261.977 24 533.172 263.870 25 533.729 265.791 26 534.196 267.736 27 534.351 268.544 Circle Center At X ~492.037;Y Factor of Safety ***1.449 *** Failure Surface Specified By 26 Coordinate Point X-Surf Y-Surf No.(ft)(ft) 1 500.556 234.556 2 502.459 235.169 3 504.336 235.861 4 506.181 236.632 5 507.993 237.479 6 509.768 238.401 7 511.502 239.396 8 513.194 240.464 9 514,839 241.601 10 516.435 242.806 11 517,979 244.077 12 519.469 245.411 13 520.901 246.807 14 522.274 248.261 15 523.585 249.772 16 524.831 251.336 17 526.011 252.951 18 527.122 254.614 Points points 46.385 43.131 U:\2010\10-036-00\Analyses\Slope Stability\3_s_r_3.0UT Page 5 37.714 47.715 272.046 i and Radius 19 20 21 22 23 24 25 26 Circle 528.163 256.322 529.131 258.072 530.025 259.862 530.843 261.687 531.584 263.544 532.247 265.431 532.830 267.344 533.100 268.388 Center At X =486.889 i Y =280.272 i and Radius Factor of Safety ***1.451 *** Failure Surface Specified By 27 Coordinate points Point X-Surf Y-Surf No.(ft)(ft) 1 500.556 234.556 2 502.537 234.826 3 504.502 235.201 4 506.444 235.680 5 508.357 236.261 6 510.238 236.942 7 512.079 237.722 8 513.877 238.599 9 515.625 239.570 10 517.320 240.632 11 518.956 241.783 12 520.528 243.018 13 522.033 244.336 14 523.466 245.731 15 524.823 247.200 16 526.101 248.739 17 527.294 250.344 18 528.401 252.010 19 529.419 253.732 20 530.343 255.505 21 531.172 257.325 22 531.904 259.186 23 532.536 261.084 24 533.066 263.012 25 533.493 264.966 26 533.817 266.940 27 533.988 268.498 Circle Center At X =496.450 i Y Factor of Safety ***1.461 *** Failure Surface Specified By 28 Coordinate points Point X-Surf Y-Surf No.(ft)(ft) 1 500.556 234.556 2 502.521 234.928 3 504.467 235.388 4 506.391 235.935 5 508.288 236.568 6 510.155 237.285 7 511.988 238.085 8 513.783 238.966 9 515.537 239.927 10 517.246 240.966 11 518.907 242.080 12 520.516 243.268 13 522.071 244.527 14 523.567 245.854 15 525.002 247.246 16 526.374 248.702 17 527.678 250.218 18 528.914 251.791 19 530.078 253.417 20 531.167 255.094 21 532.181 256.819 U:\2010\10-036-00\Analyses\Slope Stability\3_s_r_3.0UT Page 6 278.514 ;and Radius 284.777 ;and Radius 22 23 24 25 26 27 28 Circle 533.116 258.587 533.970 260.395 534.743 262.240 535.432 264.117 536.037 266.023 536.555 267.955 536.752 268.844 Center At X ~493.252;Y Factor of Safety ***1.463 *** Failure Surface Specified By 28 Coordinate Point X-Surf Y-Surf No.(ft) (ft) 1 500.556 234.556 2 502.499 235.030 3 504.422 235.579 4 506.322 236.202 5 508.197 236.899 6 510.043 237.668 7 511.858 238.508 8 513.639 239.418 9 515.383 240.397 10 517.088 241.443 11 518.751 242.554 12 520.370 243.728 13 521.941 244.965 14 523.464 246.262 15 524.935 247.617 16 526.352 249.028 17 527.714 250.493 18 529.017 252.010 19 530.261 253.576 20 531.443 255.190 21 532.561 256.848 22 533.614 258.548 23 534.600 260.288 24 535.518 262.065 25 536.366 263.877 26 537.143 265.719 27 537.848 267.591 28 538.331 269.041 Circle Center At X =489.337;Y Factor of Safety ***1.465 *** Failure Surface specified By 27 Coordinate Point X-Surf Y-Surf No.(ft)(ft) 1 501.111 235.111 2 503.089 235.405 3 505.049 235.804 4 506.984 236.309 5 50B.890 236.917 6 510.760 237.626 7 512.589 238.435 8 514.371 239.342 9 516.103 240.343 10 517.778 241.436 11 519.392 242.617 12 520.939 243.884 13 522.417 245.232 14 523.820 246.658 15 525.144 248.157 16 526.385 249.725 17 527.540 251.357 18 528.606 253.050 19 529.579 254.797 20 530.456 256.594 21 531.236 258.436 Points Points 44.561 51.459 U:\2010\10-036-00\Analyses\Slope Stability\3_s_r_3.0UT Page 7 49.560 37.146 282.900 ;and Radius 22 23 24 25 26 27 Circle 531.915 260.317 532.492 262.232 532.965 264.176 533.333 266.141 533.594 268.124 533.620 268.452 Center At X =496.650;Y =271.988;and Radius Factor of Safety ***1.467 *** Failure Surface Specified By 29 Coordinate Points Point X-Surf Y-Surf ~.(ft)(ft) 1 500.000 234.000 2 501.966 234.365 3 503.916 234.809 4 505.847 235.332 5 507.755 235.932 6 509.637 236.608 7 511.490 237.360 8 513.312 238.186 9 515.099 239.085 10 516.848 240.055 11 518.556 241.095 12 520.221 242.203 13 521.840 243.377 14 523.410 244.616 15 524.929 245.917 16 526.394 247.278 17 527.804 248.697 18 529.154 250.172 19 530.445 251.700 20 531.672 253.279 21 532.835 254.907 22 533.931 256.579 23 534.959 258.295 24 535.916 260.051 25 536.802 261.844 26 537.615 263.671 27 538.354 265.530 28 539.017 267.417 29 539.562 269.195 Circle Center At X =491.938 i Y Factor of Safety ***1.470 *** Failure Surface Specified By 27 Coordinate Points Point X-Surf Y-Surf No.(ft) (ft) 1 501.111 235.111 2 503.019 235.712 3 504.903 236.381 4 506.763 237.118 5 508.595 237.920 6 510.396 238.788 7 512.166 239.721 8 513.901 240.716 9 515.599 241.773 10 517.257 242.890 11 518.875 244.066 12 520.449 245.300 13 521.978 246.589 14 523.460 247.933 15 524.892 249.328 16 526.274 250.775 17 527.602 252.270 18 528.876 253.812 19 530.094 255.398 20 531.253 257.028 21 532.354 258.698 55.647andRadius U;\2010\10-036-00\Analyses\Slope Stability\3_s_r_3.0UT Page 8 533.394 260.406 534.371 262.151 535.286 263.929 536.136 265.740 536.920 267.580 537.439 268.930 Center At X ~485.346;y 288.479 Factor of Safety ***1.471 *** ****END OF GSTABL7 OUTPUT **** 22 23 24 25 26 27 Circle 900 ~--.J 800 #FS a 1.0 b 1.0 c 1.0 d 1.0 e 1.0 -f -1-.0 9 1.0 h 1.0 i 1.0 j 1.0 Sect 3,Lower switch back,Amount of bluff face erosion for failure u:\2010\10-036-00\analyses\slope stabffity\3sr_6.4.pI2 Run By:John Smith,XYl Company 9/28/2010 10;50AM --\--=----~--~I - ---~-I Soil,Soil Tolal Saturated Cohesion Friction Pore ,Pressure Plez.I ,I Dese.:Type Unit WI.I.Jnil WI.Intercept:Angle Pressure:Constant Surface;:: I No.(pet),(pef)(psf),(deg)Param.,(pst)No.I I I Tma:1 125.0 :130.0 2000.0:50.0 0.00:0.0 0::: Qls I 2 104.5 ,110.0 0.0,21.0 0.00,0.0 0,I I Qols:3 104.5 :110.0 570.0:23.0 0.00:0.0 0:::I -Qols2--4 - --104.5 -..~1~O.O-- --0.0--,--:f7.{)---0.00--,---0.0 ----0.--.--..-.---'-------.-l--..----- - -----<-.•-------- .......---.-------r-----.-----__+_____--------t-------t I I I I I I I I I I I I I I I I I I I I \,I , I I I I I I I I I I I I I I I ,I r I I I I r I I I I , ((I I I I I I I I I I J I Ik~------:-----,T -- - - -r-----..----..:----..-----.-T- - -.-- - - ---.-:-----.- - - -.--~-------..- - -~-..--- - --- -~- - - - - - -~- - 1 ~.....r I t I I I , 1 (l I 'I I I I I I I I I I I I J I I I I r I I I I 5 I I I I I I 1 6 :~::a.: ,1 I ,I ,~' ------j-_-m--r-----~_1~1~~6-;---i-m-;7-i8jn5~-J~-J~-J~-'~-j:;m ,I I .....,t 2 9 I otA., ., I I I 1 ~2 '2 3'I ,I ,,I 52 J I ,I ,I I I ,__45 81 2.I I I I ,,,'1 3"----i1.{13 24 I ,, ,,I I 3 e.l 3'I , t I ,'51 33 ,I t ::::11 .--._5~_A..._~44·5~___:J6 57....- - ---..--,..-.- - - - -..- -..,....-..- - -....--,-..- - - ----- -..r --..-.:1-....-~--,-..~..--....-t -'i - - - -.-- - - --1'.-- - ---- --~"~---1--.. I ,I f I I I I ,I I I I I I I I I I I !I I I ,I I ,I I I I I I I I I I I t I I I I I I I j I J I I I I I I 1 I I ,I I I I- I I I ,\I I I I I I j I I J I -..- - - --..-..,- -..-- - - -..--r -..--- - --.---1-....- - - - --- - T -•..- - - -••-- --1-,".-- - - - - - - -"1 ••- - - - - - - - --r"- - - - - - - ---~1 - - - -..- - - - -~ r I I I I J I I I I I I I r I I l I ,I I I I I I I I I I I I I I I I I I I r ( I (I I I ,I I I I I I I I I I 'I I I I I I I I I I I ~I .__.L-.L-..L-.__--.l-I 100 200 300 400 500 600 700 GSTABL7 v.2 FSmin=1.0 Safety Factors Are Calculated By The Modified Bishop Method o o 200 500 600 300 400 100 100 ~--.--- -. 1 Sect 3,Lower switch back,Amount of bluff face erosion for failure u;\2010110-Q36·QOlanalyseslslope stabilltyl3sr_6.4.pll Run By:John Smith,XYZ Company 9/28/2010 10:51AM.--..-r----~-..-.~----~I ------r-~---.__r_..- I I I I I I I I I I I I I l I I I I I I I I I I , I I I r r I I I I I I I ,I I j I I ,I I______~~••1 ••4 •.L ~__•._ I I I I I I I I I I I I I I I I I I I I I I r I I ,I I I I \I I I I I I I I I I I I 1 I I I I I I ,I I ,I I I t I I I,--- - - -••~- - -1"-- - - - --"-- --, I ,, I I I I I , I 3 :: '1 4 I 5 I : 1 I 1 6 : ,I 1, I I I 1--..----~.-...,-- -- -_..---......--..- --".---..[---- I ,,·1Z9.!~'(o'~i/'~ I ,, I I I I ,I I ,I I I , I I I ,I ,I ,I _••~_••1 ••_,, I , ,I I ,,, ,I,,,, I , ,I o o 1nn 2nn 300 400 500 600 700 800 900 200 300 500 400 600 U:\2010\10-036-00\Analyses\Slope Stability\3sr_6.4.0UT 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:9/28/2010 Time of Run:10:50AM Run By:John Smith,XYZ Company Input Data Filename:U:\2010\10-036-00\Analyses\Slope Stability\3sr 6.4.in Output Filename:U:\2010\10-036-00\Analyses\Slope Stability\3sr=6.4.0UT Unit System:English Plotted Output Filename:U:\2010\10-036-00\Analyses\Slope Stability\3sr_6.4.PLT PROBLEM DESCRIPTION:Sect 3,Lower switch back,Amount of bluff face erosion for failure BOUNDARY COORDINATES 39 Top Boundaries 57 Total Boundaries Boundary X-Left No.(ft) 1 0.00 2 42.00 3 108.00 4 153.00 5 199.00 6 236.00 7 332.00 8 339.00 9 341.00 10 343.00 11 355.00 12 362.00 13 378.00 14 383.00 15 407.00 16 414.00 17 427.00 18 442.00 19 453.00 20 464.00 21 470.00 22 482.00 23 494.00 24 515.00 25 532.00 26 538.00 27 554.00 28 578.00 29 608.00 30 620.00 31 634.00 32 648.00 33 663.00 34 684.00 35 710.00 36 739.00 37 767.00 38 787.00 39 846.00 40 343.00 41 348.00 Y-Left (ft) 403.00 389.00 356.00 345.00 338.00 335.00 316.00 313.00 311.00 306.00 295.00 292.00 291.00 291.00 289.00 289.00 283.00 280.00 269.00 260.00 251.00 240.00 232.00 231.00 232.00 238.00 271.00 274.00 289.00 289.00 288.00 286.00 286.00 287.00 292.00 295.00 296.00 296.00 291.00 306.00 293.00 X-Right (ft) 42.00 108.00 153.00 199.00 236.00 332.00 339.00 341.00 343.00 355.00 362.00 378.00 383.00 407.00 414 .00 427.00 442.00 453.00 464.00 470.00 482.00 494.00 515.00 532.00 538.00 554.00 578.00 608.00 620.00 634.00 648.00 663.00 684.00 710.00 739.00 767.00 787.00 846.00 864.00 348.00 353.00 Y-Right (ft) 389.00 356.00 345.00 338.00 335.00 316.00 313.00 311.00 306.00 295.00 292.00 291.00 291.00 289.00 289.00 283.00 280.00 269.00 260.00 251.00 240.00 232.00 231.00 232.00 238.00 271.00 274.00 289.00 289.00 288.00 286.00 286.00 287.00 292.00 295.00 296.00 296.00 291.00 291.00 293.00 288.00 Soil Type Below Bnd 1 1 1 1 1 1 1 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 3 3 3 3 3 4 4 4 4 4 3 3 3 3 3 3 3 1 1 U:\2010\10-036-00\Analyses\Slope Stability\3sr_6.4.0UT Page 2 28.15 % 228.111 Piez. Surface No. o o o o 1 1 3 3 3 3 1 1 1 1 1 1 1 1 1 1 and Radius 279.00 260.00 250.00 236.00 231.00 232.00 223.00 216.00 213.00 210.00 210.00 207.00 207.00 201.00 201.00 200.00 452.177 slices17 368.00 408.00 428.00 458.00 478.00 494.00 416.00 422.00 429.00 458.00 498.00 558.00 604.00 792.00 828.00 864.00 42 353.00 288.00 43 368.00 279.00 44 408.00 260.00 45 428.00 250.00 46 458.00 236.00 47 478.00 231.00 48 408.00 260.00 49 416.00 223.00 50 422.00 216.00 51 429.00 213.00 52 458.00 210.00 53 498.00 210.00 54 558.00 207.00 55 604.00 207.00 56 792.00 201.00 57 828.00 201.00 Default Y-Origin =O.OO(ft) Default X-Plus Value =O.OO(ft) Default Y-Plus Value =O.OO(ft) ISOTROPIC SOIL PARAMETERS 4 Type(s)of Soil Soil Total Saturated Cohesion Friction Pore Pressure Type Unit Wt.Unit wt.Intercept Angle Pressure Constant No.(pcf)(pcf)(psf)(deg)Paramo (psf) 1 125.0 130.0 2000.0 50.0 0.00 0.0 2 104.5 110.0 0.0 21.0 0.00 0.0 3 104.5 110.0 570.0 23.0 0.00 0.0 4 104.5 110.0 0.0 17.0 0.00 0.0 A Critical Failure Surface Searching Method,Using A Random Technique For Generating Circular Surfaces,Has Been Specified. 500 Trial Surfaces Have Been Generated. 25 Surface(s)Initiate(s)From Each Of 20 points Equally Spaced Along The Ground Surface Between X 532.00(ft) and X =546.00{ft) Each Surface Terminates Between X =615.00(ftl and X =648.00(ft) Unless Further Limitations Were Imposed,The Minimum Elevation At Which A Surface Extends Is Y =O.OO(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 =500 Number of Trial Surfaces With Valid FS =500 Statistical Data On All Valid FS Values: FS Max =3.026 FS Min =1.013 FS Ave 1.633 Standard Deviation =0.460 Coefficient of Variation Failure Surface Specified By 13 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 532.000 232.000 2 541.593 234.825 3 551.052 238.068 4 560.360 241.723 5 569.500 245.782 6 578.452 250.238 7 587.201 255.081 8 595.729 260.304 9 604.019 265.895 10 612.057 271.844 11 619.826 278.140 12 627.312 284.771 13 630.882 288.223 Circle center At X =472.362;Y Factor of Safety ***1.013 *** Individual data on the U:\2010\10-036-00\Analyses\Slope Stability\3sr_6.4.0UT Page 3 \'later \'later 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 6.0 1327.0 0.0 0.0 o.O.0.0 0.0 0.0 2 3.6 2781.3 0.0 0.0 O.O.0.0 0.0 0.0 3 9.5 18502.9 0.0 0.0 O.O.0.0 0.0 0.0 4 2.9 9030.1 0.0 0.0 O.O.0.0 0.0 0.0 5 6.4 20553.2 0.0 0.0 O.o.0.0 0.0 0.0 6 9.1 27327.3 0.0 0.0 O.O.0.0 0.0 0.0 7 8.5 22715.1 0.0 0.0 O.O.0.0 0.0 0.0 8 0.5 1133.1 0.0 0.0 O.O.0.0 0.0 0.0 9 8.7 21716.2 0.0 0.0 O.O.0.0 0.0 0.0 10 8.5 20532.1 0.0 0.0 O.O.0.0 0.0 0.0 11 8.3 18919.8 0.0 0.0 O.O.0.0 0.0 0.0 12 4.0 8584.3 0.0 0.0 O.O.0.0 0.0 0.0 13 4.1 7910.0 0.0 0.0 O.O.0.0 0.0 0.0 14 7.8 11372.B 0.0 0.0 O.O.0.0 0.0 0.0 15 0.2 195.5 0.0 0.0 O.O.0.0 0.0 0.0 16 7.3 5506.9 0.0 0.0 O.O.0.0 0.0 0.0 17 3.6 691.4 0.0 0.0 O.O.0.0 0.0 0.0 Failure Surface Specified By 12 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 532.000 232.000 2 541.459 235.243 3 550.739 238.970 4 559.815 243.169 5 568.661 247.831 6 577.256 252.943 7 585.576 258.491 8 593.599 264.460 9 601.304 270.835 10 608.670 277.598 11 615.678 284.732 12 619.458 289.000 Circle Center At X =474.187 ;Y =416.301 ;and Radius =193.156 Factor of Safety ***1.014 *** Failure Surface Specified By 13 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 532.000 232.000 2 541.510 235.090 3 550.900 238.530 4 560.156 242.316 5 569.266 246.441 6 578.216 250.900 7 586.996 255.687 8 595.592 260.796 9 603.994 266.220 10 612.189 271.951 11 620.166 277.981 12 627.915 284.302 13 632.262 288.124 Circle Center At X =453.263 ;Y =490.494 ;and Radius 270.220 Factor of Safety ***1.016 *** Failure Surface Specified By 13 Coordinate Points Point X-Surf Y-Surf No.(ft)(tt) 1 533.474 233.474 2 543.055 236.335 3 552.497 239.631 4 561.778 243.354 5 570.879 247.497 6 579.782 252.051 7 588.468 257.007 U:\2010\10-036-00\Analyses\Slope Stability\3sr_6.4.0UT Page 4 362.022 146.070 273.563 219.060 574.307 i and Radius 444.750 ;and Radius 377.322 ;and Radius 596.918 262.353 605.116 268.080 613.044 274.175 620.685 280.626 628.025 287.418 628.953 288.360 center At X ~475.597;Y ~actor of Safety ***1.021 *** Failure Surface Specified By 12 Coordinate Points Point X-Surf Y-Surt No.(ft)(ft) 1 533.474 233.474 2 542.868 236.901 3 552.131 240.668 4 561.250 244.772 5 570.214 249.206 6 579.009 253.964 7 587.625 259.040 8 596.050 264.427 9 604.273 270.118 10 612.282 276.106 11 620.067 282.382 12 627.105 288.493 Circle Center At X =444.454;Y =492.147;and Radius Factor of Safety ***1.022 *** Failure Surface Specified By 12 Coordinate Points Point X-Surf Y-Surf No.(tt)(ft) 1 533.474 233.474 2 543.256 235.550 3 552.873 238.289 4 562.281 241.679 5 571.435 245.704 6 580.294 250.344 7 588.814 255.579 8 596.957 261.383 9 604.685 267.730 10 611.961 274.590 11 618.752 281.931 12 624.205 288.700 Circle Center At X =508.090;Y Factor of Safety ***1.027 *** Failure Surface Specified By 13 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 532.737 232.737 2 542.125 236.180 3 551.415 239.882 4 560.599 243.839 5 569.670 248.047 6 578.621 252.505 7 .587.446 257.209 8 596.138 262.154 9 604.690 267.337 10 613.095 272.755 11 621.347 278.403 12 629.441 284.276 13 634.240 287.966 Circle Center At X =412.779 i Y Factor of Safety ***1.028 *** Failure Surface Specified By 12 Coordinate Points Point X-Surf Y-Surf No.(it)(it) 1 534.947 234.947 8 9 10 11 12 13 Circle U:\2010\10-036-00\Analyses\slope stability\3sr_6.4.0UT Page 5 198.794 194.281 364.028andRadius576.958 2 3 4 5 6 7 8 9 10 11 12 Circle 544.492 237.931 553.875 241.390 563.073 245.313 572.063 249.693 580.822 254.517 589.329 259.773 597.562 265.449 605.501 271.531 613.125 278.002 620.415 284.846 624.133 288.705 Center At X =480.499 i Y =426.140;and Radius Factor of Safety ***1.030 *** Failure Surface Specified By 12 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 534.947 234.947 2 544.492 237.931 3 553.871 241.400 4 563.060 245.345 5 572.035 249.755 6 580.772 254.619 7 589.249 259.925 8 597.442 265.658 9 605.331 271.803 10 612.895 278.344 11 620.114 285.264 12 623.403 288.757 Circle Center At X =481.854;Y =421.833;and Radius Factor of Safety ***1.030 *** Failure Surface Specified By 13 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 532.737 232.737 2 542.141 236.120 3 551.461 239.160 4 560.671 243.655 5 569.171 247.802 6 578.754 252.197 7 587.612 256.836 8 596.340 261.718 9 604.930 266.837 10 613.376 272.191 11 621.673 277.774 12 629.812 283.583 13 635.392 287.801 Circle Center At X =414.295 i Y Factor of Safety ***1.031 *** ****END OF GSTAB17 OUTPUT **** 500 400 300 200 100 Sect 1,Upper switch back,Amount of bluff face erosion for failure u:\201 0\1 0.036-00\analyses\slope stabllity\1sC2.4.pI2 Run By:John Smith,XYZ Company 9/28/2010 11:03AM --.-,===F='--=T=---=F--=+==r--.---r--.....------r- #FS Pc~'SoH Tota'Sat""""Coh,,'o"Frlctioo'Pore er"..re'P~,.', a 1.0 Desc.Type Unit WI.Unit Wl~Intercept Angle :Pressure Constant Surface:: b 1.0 No.(pet) (pef):(psf)(deg}:Paramo (psf):No.:: c 1.0 Qls i 104.5 110.0,570.0 23.0 I 0.00 0.0 ,0 I Id1.0 ---.------.---.-----.-----,..----..,I , e 1.0:::::: f 1.0:I ::::s_tQ.~..l !! .!1 _ h 1.0::::': i 1.0,'"I j 1.0::::; I I I I I I I I I • I I'I I I I I I I I I r I I I I I I I I I I r ,r r a I_2..- -..- - - ---.-+-- - -.-- - - --•.- -+-- -••--- - -..- - -+ - - - - - - - - - - - -+- - --.-t-,,"I - - - ---t - - - - -.•- - - - -.....~- -..- - - - --.- 1----..-~I :::";9:25 26: I I I I I I I ,I I 0 1 223 24 1 1 I 1::.Y~~.:1111,1 :1/''1 ', I I r I1II,, I I J " I l'1 #.I I,'/fU I I -..---- -..- - - - ----- - - --..--:....----.---- - ------j -lr.-..-.-:----I,...-~-:-..- - --- -....--:- - --..- --..- - -~- - - - -,.-- - - -.. I 1~2 I ,,",1 1 11,I :11 '~i.-JL..32:-----~-.-...1L.....~.L.,,1 1 1,1 1 I I I I I I I I I I j I I I I I I I I I I t I ) -------··---~------~··----r··-----------~-----------··~------------~---------··--~------------1------------- I I I r I ,I I t I I I I I I r I I J I I r I 1 I I I I I I t r I I I J I I I I r I I I I I I I I I I I I I I I I ,I ,I I I I I I I I I I I t I I t I Io1--.--..L...e ~...------.J..-----1 __..__..l...-..,L...--.L... o 100 200 300 400 500 600 700 800 GSTABL7 v.2 FSmin=1.0 Safety Factors Are Calculated By The Modified Bishop Method 800 ~__.------J 700 I I I I I I I I, I ___• _1------r"--------1------------------------ I I I I,'I I I I ,I I I I --_.._-------~----------:--1--"----..----~---"------- 12~1 1 1 ' Sect 1,Upper switch back,Amount of bluff face erosion for failure u:\2010\10-036-00\analyses\slope stability\1sC2.4.pll Run By:John Smith,XYZ Company 9/28/2010 10:56AM..,--.------r----------~------r--------r---'~-------__,_.----~--" I I I I I I I I I I I I I I I I I I I I I I I I I------------r------··-----r----··----w--r-··---------- I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I -Z ~---------..--~------------ 1------.-~: I I I I I I I, I I , I I I I I , I I I t I I I '...- - -'.- - -:..-- - "..- -....- -:- -"- - - -..- - - -:- - -.....L N ---:..---1·';..- - -"- - - -"- - I I I 1~12 1 IIIFI I I I 1 1 1 I :::11 '~~31 33 :34 :~( I I ,1 ,.---.'.------..t:'~... :::: 1 1:1 1 I J I I I I ,I I I I I I I I I I I I -----------~----··----··--r--··---------r---··--------T----··-------~-------··----r----··-------1-----·· I r I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I r I I I I I I I I I I I I r I I I I I I I I I I I I I I I I I I IoL.__.__..---.L._...__..l-...~__.._____.l...__.__._L_I o 100 200 300 400 500 600 500 300 100 200 400 U:\2010\10-036-00\Analyses\Slope Stabi1ity\lsr_2.4.0UT Page 1 ***GSTABL7 *** **GSTABL7 by Garry H.Gregory,P.E.*k **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 &Ne\~ark Earthquake,and Applied Forces, ********************************************************************************* Analysis Run Date:9/28/2010 Time of Run:10:56AM Run By:John Smith,XYZ Company Input Data Filename:U:\2010\10-036-00\Analyses\Slope Stability\lsr 2.4.in Output Filename:U:\2010\10-036-00\Analyses\Slope stability\lsr=2.4.0UT Unit System:English Plotted Output Filename:U:\2010\10-036-00\Analyses\Slope Stability\lsr_2.4.PLT PROBLEM DESCRIPTION:Sect 1,Upper switch back,Amount of bluff face erosion for failure X-Right (ft) 23.00 212.00 284.00 323.00 350.00 360.00 373.00 379.00 381.00 384.00 387.00 423.00 427.00 433.00 449.00 459.00 480.00 525.00 536.00 545.00 560.00 577.00 585.00 638.00 655.00 719.00 372.00 376.00 384.00 404.00 433.00 560.00 620.00 695.00 720.00 Pressure BOUNDARY COORDINATES 26 Top Boundaries 35 Total Boundaries Boundary X-Left Y-Left No.(ftl (ft) 1 0.00 330.00 2 23.00 311.00 3 212.00 282.00 4 284.00 248.00 5 323.00 233.00 6 350.00 215.00 7 360.00 206.00 8 373.00 193.00 9 379.00 185.00 10 381.00 177.00 11 384.00 174.00 12 387.00 174.00 13 423.00 173.00 14 427.00 174.00 15 433.00 179.00 16 449.00 211.00 17 459.00 230.00 18 480.00 241.00 19 525.00 265.00 20 536.00 265.00 21 545.00 265.00 22 560.00 263.00 23 577.00 261.00 24 585.00 265.00 25 638.00 273.00 26 655.00 274.00 27 360.00 206.00 28 372.00 164.00 29 376.00 157.00 30 384.00 150.00 31 404.00 145.00 32 433.00 142.00 33 560.00 144.00 34 620.00 143.00 35 695.00 142.00 Default Y-Origin =O.OO{ft) Default X-Plus Value ~O.OO(ft) Default Y-Plus Value =O.OO(ft) ISOTROPIC SOIL PARAMETERS 1 Type(s)of Soil Soil Total Saturated Cohesion Friction Y-Right (ft) 311.00 282.00 248.00 233.00 215.00 206.00 193.00 185.00 177.00 174.00 174.00 173.00 174.00 179.00 211.00 230.00 241.00 265.00 265.00 265.00 263.00 261.00 265.00 273.00 274.00 280.00 164.00 157.00 150.00 145.00 142.00 144.00 143.00 142.00 140.00 Pore Soil Type Below Bnd 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Piez. U:\2010\10-036-00\Analyses\Slope Stability\lsr_2.4.0UT Page 2 Modified Bishop Method * * 500 500 27.64 % 222.019 Surface No. o and Radius Earthquake Force Surcharge Hor Ver Load (lbs)(1bs) (1bs) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Constant (psf) 0.0 Random Specified. 378.804 15 slices Tie Tie Force Force Norm Tan (lbs)(lbs) O. O. O. O. O. O. O.O. O.O. O. O. O.O. O.O. O.O. O.O. O. O. O.O. O. O. O. O. O.O. Coordinate Points Width (ft) 6.0 7.6 8.4 4.8 5.2 7.5 12.1 1.4 10.0 10.8 10.1 9.3 4.8 3.6 3.1 Failure Point No. 1 2 3 4 5 Type Unit Wt.Unit Nt.Intercept Angle Pressure No.(pcf)(pcf)(psf)(deg)Paramo 1 104.5 110.0 570.0 23.0 0.00 A Critical Failure Surface Searching Method,Using A Technique For Generating Circular Surfaces,Has Been 500 Trial Surfaces Have Been Generated. 25 Surface(s)Initiate(s)From Each Of 20 Points Equally Spaced Along The Ground Surface Between X =427.00(ft) and X =445.00(ft) Each Surface Terminates Betw~en X =524.00(ft) and X =600.00(ft) Unless Further Limitations Were Imposed,The Minimum Elevation At Which A Surface Extends Is Y =O.OO(ft) l5.00(ft)Line Segments Define Each Trial ~ailure 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 Total Number of Trial Surfaces Attempted Number of Trial Surfaces With Valid FS = Statistical Data On All Valid FS Values: FS Max =3.265 FS Min =1.023 FS Ave 1.684 Standard Deviation =0.465 Coefficient of Variation Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 427.000 174.000 2 440.633 180.255 3 453.813 187.417 4 466.480 195.452 5 478.575 204.324 6 490.043 213.993 7 500.832 224.414 8 510.893 235.539 9 520.179 247.319 10 528.649 259.699 11 531.773 265.000 Circle Center At X =341.283;Y Factor of Safety ***1.023 *** Individual data on the Water Water Force Force Weight Top Bot (lbs)(1bs)(1bs) 704.5 0.0 0.0 6484.7 0.0 0.0 17577.9 0.0 0.0 14820.2 0.0 0.0 19517.7 0.0 0.0 30389.2 0.0 0.0 47014.1 0.0 0.0 5318.2 0.0 0.0 35596.1 0.0 0.0 33857.5 0.0 0.0 26091.0 0.0 0.0 17976.0 0.0 0.0 6484.7 0.0 0.0 3038.6 0.0 0.0 865.2 0.0 0.0 Surface Specified By 11 X-Surf Y-Surf (ft)(ft) 427.947 174.789 441.583 181.041 454.784 188.162 467.497 196.123 479.668 204.891 Slice No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 U:\2010\10-036-00\Analyses\Slope Stability\1sr_2.4.0UT page 3 181.636 195.475 231,559 145.195 356.696 j and Radius 491.246 214.428 502.182 224.694 512.430 235.648 521.948 247.241 530.695 259.427 534.172 265.000 Center At X =338.308;Y =388.295 J and Radius Factor of Safety ***1.025 *** Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 428.895 175.579 2 443.290 179.794 3 457.174 185.473 4 470.398 192.553 5 482.821 200.960 6 494.310 210.603 7 504.743 221.381 8 514.008 233.177 9 522.007 245.866 10 528.654 259.313 11 530.767 265.000 Circle Center At X =395.343 j Y =316.844 j and Radius Factor of Safety ***1.026 *** Failure Surface Specified By 10 Coordinate Points Point X-Surf Y-Surf No.(ftl (ft) 1 429.842 176.368 2 443.447 182.687 3 456.527 190.028 4 469.007 198.350 5 480.813 207.603 6 491.876 217.733 7 502.130 228.680 8 511.516 240.380 9 519.979 252.765 10 527.029 265.000 Circle Center At X =354.396;Y Factor of Safety ***1.029 *** Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft)(ftl 1 429.842 176.368 2 444.021 181.263 3 457.748 187.310 4 470.929 194.470 5 483.474 202.693 6 495.298 211.923 7 506.321 222.097 8 516.466 233.146 9 525.665 244.994 10 533.854 257.561 11 537.870 265.000 Circle Center At X =377.716;Y =350.364;and Radius Factor of Safety ***1.030 *** Failure Surface Specified By 10 Coordinate Points Point X-Surf Y-Surf No.(ft)(ftl 1 432.684 178.737 2 446.162 185.320 3 459.188 192.759 4 471.706 201.023 5 483.665 210.078 6 495.014 219.885 6 7 8 9 10 11 Circle U:\2010\10-036-00\Analyses\Slope Stability\lsr_2.4.0UT Page 4 7 505.708 230.404 8 515.700 241.591 9 524.950 253.400 10 532.884 265.000 Circle Center At X =337,667;Y =390.430;and Radius =232.039 Factor of Safety ***1.036 *** Failure Surface Specified By 12 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 427.947 174.789 2 442.130 179.673 3 455.936 185.538 4 469.297 192.356 5 482.148 200.092 6 494.425 208.711 7 506.068 218.168 8 517.020 228.417 9 527.227 239.409 10 536.640 251.08B 11 545.211 263.398 12 546.0Bl 264.856 Circle Center At X =365.607;Y =379.063;and Radius 213.574 Factor of Safety ***1.040 *** Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 431.737 177.947 2 445.721 183.373 3 459.292 189.764 4 472.382 197.087 5 484.929 205.309 6 496.869 214.387 7 508.146 224.278 8 518.703 234.934 9 528.490 246.302 10 537.457 258.326 11 541.742 265.000 Circle Center At X =361.235;Y 380.391 ;and Radius 214.369 Factor of Safety ***1.042 *** Failure Surface Specified By 10 Coordinate Points Point X-Surf Y-Surf No.(ft)eft) 1 432.684 178.737 2 445.936 185.764 3 458.771 193.528 4 471.146 202.004 5 483.023 211.165 6 494.364 220.983 7 505.133 231.425 8 515.295 242.458 9 524.817 254.048 10 532.825 265.000 Circle center At X =315.244;Y 416.326 ;and Radius 265.030 Factor of Safety ***1.043 *** Failure Surface Specified By 12 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 428.895 175.579 2 443.097 180.405 3 456.925 186.218 4 470.309 192.990 5 483.184 200.687 6 495.485 209.271 7 507.152 218.699 212.773andRadius U:\2010\10-036-00\Analyses\Slope Stability\1sr_2.4.0UT Page 5 518.126 228.925 528.353 239.898 537.764 251.563 546.370 263.862 546.899 264.747 Center At X =367.619;Y =379.338 Factor of Safety ***1.046 *** ****END OF GSTABL7 OUTPUT **** 8 9 10 11 12 Circle 500 I,---~;.------ 800700 :~11' I, ------i•...-~,,~-__~L. 1,1 1 ,I I , I , ,,, I I-..,...~--- - -..~T _0 ••-- - - - - - - - -, I I I I I I,,, 200 300 400 500 600 GSTABL7 v.2 FSmin=1.4 Safety Factors Are Calculated By The Modified Bishop Method Sect 1,Static,Upper swich back,EXisting Cond,circ.search @ bluff face u:\2010\1 0-036-QOlanalyses\slope stabillty\1_s_r_2.pI2 Run By:John Smilh,XYZ Company 9/28/2010 10:12AM ---.-1-----=]'om --F--"---,I .-----------I '--T== I 100 #FS Soil Soil Total Saturated Cohesion Friction'Pore Pressure I Piez. a 1.4 Desc.Type Unit WI.Unit wt.Intercept Angle :Pressure Constant Surface b 1.4 No.(pet)(pet):(psf)(deg):Paramo (psI):No. e 1.4 Qrs 1 104.5 110.0 I 570.0 23.0 I 0.00 0.0 ,0 ~-j~:i.--..-i -..--------~---------. i 1.4 I I j 1.4:: •..----I I I,,,, ..2 :..:_.. I ,, o o 200 300 100 400 500 Sect 1,Static,Upper swich back,Existing Cond,eire.search @ bluff face u:\:1010\10-036-00\analYS6s\slope stability\1_s_r_2.plt Run By:John Smith,XYZ Company 9/2812010 10:19AM ---I I -,I I --- 800700600 --_.I ----'-1__ 400 500300 1 ,, I I I, I I I, I I----··-------f--··--------- I I I I I I I I I 200100 I, I I I I I I I I,__________..L _ I I I I J I I I, I I ---...._!r ---I --- , I IJ I I I I '-~--" ,---''''-----i------j--;----: ,::'-"-- __ _.._::f,j :21 22 23 --- _____.._''1 1 1 -----:--:,--',',',.',,-_..-':,:----{------ I 1.I I - -,,-ol7:"-- -- ____..___,:,...,~28 _':,---,1 ~--29 ' :;....__:--,-_.30',,_,,1~•.---.1L '2""1 ·_-oC ,,'__,____':,~ "'-_..-'',:''-;-----_:',"-,-'",,-- -',: :'::--_..,----- ,'''"---- ,'''' 1 ::':,'I I I I I,II 1 o o 1 300 200 100 400 U:\2010\10-036-00\Analyses\Slope Stability\1_s_r_2.0UT 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:9/28/2010 Time of Run:10:12~1 Run By:John Smith,XYZ Company Input Data Filename:U:\2010\10-036-00\Analyses\Slope Stabi1ity\1 s r 2.in Output Filename:U:\2010\10-036-00\Analyses\Slope Stability\1=s=r=2.0UT Unit System:English Plotted Output Filename:U:\2010\10-036-00\Analyses\Slope Stability\1_s_r_2.PLT PROBLEM DESCRIPTION:Sect I,Static,Upper swich back, Existing Cond,circ.search @ bluff face Cohesion Intercept (psf) 570.0 Pressure Constant (psf) 0.0 BOUNDARY COORDINATES 23 Top Boundaries 32 Total Boundaries Boundary X-Left Y-Left No.(ft)(ft) 1 0.00 330.00 2 23.00 311.00 3 212.00 282.00 4 284.00 248.00 5 323.00 233.00 6 350.00 215.00 7 360.00 206.00 8 373.00 193.00 9 379.00 185.00 10 381.00 177.00 11 384.00 174.00 12 387.00 174.00 13 410.00 196.00 14 444.00 223.00 15 480.00 241.00 16 525.00 265.00 17 536.00 265.00 18 545.00 265.00 19 560.00 263.00 20 577.00 261.00 21 585.00 265.00 22 638.00 273.00 23 655.00 274.00 24 360.00 206.00 25 372.00 164.00 26 376.00 157.00 27 384.00 150.00 28 404.00 145.00 29 433.00 142.00 30 560.00 144.00 31 620.00 143.00 32 695.00 142.00 Default Y-Origin =O.OO(ft) Default X-Plus Value =O.OO(ft) Default Y-Plus Value =O.OO(ft) ISOTROPIC SOIL PARAMETERS 1 Type(s)of Soil Soil Total Saturated Type Unit Wt.Unit Wt. No.(pcf)(pcf) 1 104.5 110.0 X-Right (ft) 23.00 212.00 284.00 323.00 350.00 360.00 373.00 379.00 381.00 384.00 387.00 410.00 444.00 480.00 525.00 536.00 545.00 560.00 577.00 585.00 638.00 655.00 719.00 372.00 376.00 384.00 404.00 433.00 560.00 620.00 695.00 720.00 Friction Angle (deg) 23.0 Y-Right (ft) 311.00 282.00 248.00 233.00 215.00 206.00 193.00 185.00 177.00 174.00 174.00 196.00 223.00 241.00 265.00 265.00 265.00 263.00 261.00 265.00 273.00 274.00 280.00 164.00 157.00 150.00 145.00 142.00 144.00 143.00 142.00 140.00 Pore Pressure Paramo 0.00 Soil Type Below Bnd 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Piez. Surface No. o U:\2010\10-036-00\Analyses\Slope Stability\1_s_r_2.0UT Page 2 ** 71.13 % 144.653andRadius Earthquake Force Surcharge Hor Ver Load (lbs) (lbs) (lbs) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 319.796 15 slices Tie Tie Force Force Norm Tan (lbs)(lbs) O.O. O. O. O. O. O.O. O.O. O. O. O.O. O. O. O.O. O.O. O. O. O. O. O.O. O.O. O. O. Coordinate Points Width (ft) 15.0 6.8 8.1 14.6 11.4 2.7 13.5 12.7 7.1 4.8 10.8 9.7 8.5 7.1 2.7 Failure Point No. 1 2 3 4 5 6 A Critical Failure Surface Searching Method,Using A Random Technique For Generating Circular Surfaces,Has Been Specified. 500 Trial Surfaces Have Been Generated. 25 Surface(s)Initiate(s)From Each Of 20 Points Equally Spaced Along The Ground Surface Between X 387.00(ft) and X =410.00(ft) Each Surface Terminates Between X =445.00(ft) and X =525.00(ft) Unless Further Limitations Were Imposed,The Minimum Elevation At Which A Surface Extends Is Y =O.OO(ft) 15.00(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 500 Number of Trial Surfaces With Valid FS =500 Statistical Data On All Valid FS Values: FS Max =17.699 FS Min =1.377 FS Ave 2.042 Standard Deviation =1.452 Coefficient of Variation Failure Surface Specified By 13 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 388.211 175.158 2 403.200 175.723 3 418.050 177.837 4 432.602 181.478 5 446.698 186.606 6 460.187 193.167 7 472.924 201.089 8 484.773 210.287 9 495.605 220.663 10 505,305 232.105 11 513.767 244.490 12 520.902 257.685 13 523.622 264.265 Circle Center At X =390.262;Y Factor of Safety ***1.377 *** Individual data on the Water Water Force Force Weight Top Bot (lbs)(lbs)(lbs) 10786.5 0.0 0.0 11753.9 0.0 0.0 18450.0 0.0 0.0 43357.0 0.0 0.0 41597.6 0.0 0.0 10588.1 0.0 0,0 53332.9 0.0 0.0 49449.0 0.0 0.0 26171,6 0.0 0.0 16877.9 0.0 0.0 35044.9 0.0 0.0 25872.5 0.0 0.0 16320.4 0.0 0.0 7324.6 0.0 0.0 728.9 0.0 0.0 Surface Specified By 12 X-Surf Y-Surf (ft)(ft) 387.000 174.000 401.930 175.451 416.618 178.495 430.894 183.096 444.595 189.202 457.563 196.742 Slice No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 U:\2010\10-036-00\Analyses\Slope Stability\1_s_r_2.0UT Page 3 7 469.647 205.629 8 480.708 215.760 9 490.619 227.020 10 499.266 239.277 11 506.548 252.390 12 508.057 255.964 Circle Center At X =381.132 ; Y 313.047 i and Radius 139.171 Factor of Safety ***1.389 *** Failure Surface Specified By 13 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 389.421 176.316 2 404,402 177.072 3 419.226 179.362 4 433.738 183.159 5 447.783 188.425 6 461.214 195.104 7 473.889 203.125 8 485.675 212.404 9 496.447 222.843 10 506.091 234.331 11 514.506 246.748 12 521.603 259.963 13 523.302 264.094 Circle Center At X =389.554 ;Y =322.368 i and Radius =146.052 Factor of Safety ***1.390 k*k Failure Surface Specified By 12 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 387.000 174.000 2 401.990 173.455 3 416.927 174.829 4 431.566 178.100 5 445.668 183.213 6 459.001 190.084 7 471.348 198.603 8 482.506 208.628 9 492.292 219.996 10 500.546 232.521 11 507.133 245.997 12 511 .050 257.560 Circle Center At X =398.811 i Y 290.326 i and Radius 116,924 Factor of Safety ***1.400 *** Failure Surface Specified By 13 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 390.632 177.474 2 405.592 178.566 3 420.372 181,123 4 434.830 185.120 5 448.825 190.518 6 462.222 197.266 7 474.891 205.297 8 486.709 214.534 9 497.563 224.888 10 507.346 236.258 11 515.966 248.534 12 523.337 261.598 13 524.787 264.886 Circle Center At X =387.022 ; Y =329.900 ;and Radius 152.469 Factor of Safety ***1.401 *** Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) U:\2010\10-036-00\Analyses\Slope StabilitY\1_s_r_2.0UT Page 4 95.206 100.687 124.741 124.949 268,307 ;and Radius 300.310 ;and Radius 274.670 ;and Radius 299.896 ;and Radius 1 2 3 4 5 6 7 8 9 10 11 Circle 388.211 175.158 403.177 176.156 417.916 178.942 432.214 183.478 445.864 189.698 458.669 197.510 470.443 206.803 481.017 217.443 490.237 229.274 497.971 242.127 502.951 253.241 Center At X =387.413;y Factor of Safety ***1.410 *** Failure Surface Specified By 13 Coordinate Points Point X-Surf Y-Surf No.(ft) (ft) 1 389.421 176.316 2 404.391 175.362 3 419.367 176.209 4 434.133 178.845 5 448.478 183.231 6 462.193 189.304 7 475.082 196.977 8 486.959 206.140 9 497.652 216.659 10 507.007 228.385 11 514.890 241.146 12 521.186 254.761 13 524.397 264.678 Circle Center At X =404.836;Y Factor of Safety ***1.412 *** Failure Surface Specified By 10 Coordinate Points Point X-Surf Y-Surf No.(ft) (ft) 1 387.000 174.000 2 401.975 174.869 3 416.657 177.938 4 430.726 183.141 5 443.873 190.363 6 455.810 199.447 7 466.276 210.192 8 475.041 222.365 9 481.914 235.697 10 484.541 243.422 Circle Center At X =388.826;y Factor of Safety ***1.430 *** Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft)(Et) 1 387.000 174.000 2 401.974 173.121 3 416.901 174.604 4 431.409 178.414 5 445.139 184.455 6 457.749 192.578 7 468.927 202.580 8 478.396 214.214 9 485.919 227.191 10 491.312 241.188 11 492.717 247.782 Circle Center At X =400.050;Y Factor of Safety ***1.440 *** Failure Surface Specified By 10 Coordinate Points Point X-Surf Y-Surf U;\2010\10-036-00\Analyses\Slope Stability\1_s_r_2.0UT Page 5 No. 1 2 3 4 5 6 7 8 9 10 Circle (it)(ft) 388.211 175.158 403.193 175.885 417.905 178.808 432.028 183.862 445.254 190.939 457.295 199.883 467.890 210.502 476.809 222.562 483.856 235.804 487.037 244.753 Center At X =390.955;Y 276.227 Factor of Safety ***1.441 *** ****END OF GSTABL7 OUTPUT **** and Radius 101.106 800700600300 I .J I 400 500 GSTABL7 v.2 FSmin=1.3 Safety Factors Are Calculated By The Modified Bishop Method 200100 Sect 1,Static,Upper swich back,Existing Cond,circular search at road U:\2010\10-036-00\anafyses\slope stabllity\1_s_U.pI2 Run By:John Smith,XYZ Company 9/26/2010 10:08AM ------I -------I --I -,r------. Soil Soil Total Saturated Cohesion Friction I Pore Pressure'Piaz.'I Oese.Type Unit Wt.Unit W(Intercept Angle :Pressure Constant Surface:; No.(pcf)(pef):(psf)(deg):Paramo (psI):No.:: Qls 1 104.5 110.0,570.0 23.0 I 0.00 0.0 I 0 I I j I -"-~......._-.--"---I I, I,, I-··-----------------------1---------··--,, #FS a 1.3 b 1.4 c 1.4 d 1.4,, e 1.4,, f 1.4 ~~9_14 L L L _ h 1.4::: i 1.4 I I , j 1.4::: I I , I ,I I ,I ,,I ,I I I ,, I I I I I I ··--~------------t ------------+~.. : 1 I :: I " I ",I I,",, I , I , I I ,l' -----------~..----------------------~------.1--1p-!l_~:: :: 1 ---=--:: I I 1 I I I I :I :1~~~.J§__•~:~l-.---U-~-L. I I I ,1 1 l'1 1 1 I I I I I 1 I I I I \I 1 I I I I I I I F ,I I 1 I I -----------~·------------t-------------r--····--------~---""-------~------------'--"---------'1----------- r I I I I I I 1 I I I I I I I 1 I I I I I I I I I I ,I I I 1 I I I I I J I I I I I I I I I I I I I I I r I I I I I I t I I I I I J I 1 o L._'o-I o 400 500 300 200 100 500 Sect 1,Static,Upper swich back,EXisting Cond,circular search at road u:\2010\10·036-QO\analyses\slope stability\1_s_r_1.plt Run By:John Smith,XYZ Company 9128/2010 10:20AM'--T--I .I .I ,.------,---.---.--- 800700600500400300 ---_I. 200100 IIIII,I ,I , ',,I I II,,I I :I I 'I, 'I I I ---of -------r-------f--------l------i------r -----:--- ,,,,,,, '"",',,,,,,',,,,,, iii i i -----J------------!----------' , , :--0-------,D ':-L____~-----_+-----T---!'1 I I I , I I I Ih~:_~:---------I 1 , 'I j_j ..L ----~---.----~--_u __r-----1 I I I I I I I I I I I I ,,---:"---: :i _ _ J I ::u ~-_.-------~----------r-i I I I I I , I I , ::: I I I I I I I ,II, I 1 o o 300 100 200 400 ***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 &Ne~mark Earthquake,and Applied Forces. ***************************************************************r***************** Analysis Run Date;9/28/2010 Time of Run:10:08AM Run By:John Smith,XYZ Company Input Data ~ilename:U:\2010\10-036-00\Analyses\Slope Stability\1 s r l.in Output Filename:U:\2010\10-036-00\Analyses\Slope Stability\l=s=r=I.0UT Unit System:English Plotted Output Filename:U:\20l0\10-036-00\Analyses\Slope Stability\l_s~r_I.PLT PROBLEM DESCRIPTION:Sect I,Static,Upper swlch back, Existing Cond,circular search at road BOUNDARY COORDINATES 23 Top Boundaries 32 Total Boundaries Boundary X-Left No.(ft) Y-Left (ft) X-Right (ft) Y-Right (ft) Soil Type Below Bnd U:\2010\10-036-00\Analyses\Slope Stability\1_s_r_1.0UT Page 2 ** 20.07 % Piez. Surface No. o 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 311.00 282.00 248.00 233.00 215.00 206.00 193.00 185.00 177.00 174.00 174.00 196.00 223.00 241.00 265.00 265.00 265.00 263,00 261.00 265.00 273.00 274.00 280.00 164.00 157.00 150.00 145.00 142,00 144.00 143.00 142.00 140.00 23.00 212.00 284.00 323,00 350.00 360.00 373.00 379.00 381.00 384.00 387.00 410.00 444.00 480.00 525,00 536.00 545.00 560.00 577.00 585.00 638.00 655.00 719.00 372.00 376.00 384.00 404.00 433.00 560.00 620.00 695.00 720.00 1 0.00 330.00 2 23.00 311.00 3 212.00 282.00 4 284.00 248.00 5 323.00 233.00 6 350.00 215.00 7 360.00 206.00 8 373.00 193.00 9 379.00 185.00 10 381.00 177.00 11 384.00 174.00 12 387.00 174.00 13 410.00 196.00 14 444.00 223.00 15 480.00 241.00 16 525.00 265.00 17 536.00 265.00 18 545.00 265.00 19 560.00 263.00 20 577.00 261.00 21 585.00 265.00 22 638.00 273.00 23 655.00 274.00 24 360.00 206.00 25 372.00 164.00 26 376.00 157.00 27 384.00 150.00 28 404.00 145.00 29 433.00 142.00 30 560.00 144.00 31 620.00 143.00 32 695.00 142.00 Default Y-origin =O.OO(ft) Default X-Plus Value =O.OO(ft) Default Y-Plus value =O,OO(ft) ISOTROPIC SOIL PARAMETERS 1 Type(s)of Soil Soil Total Saturated Cohesion Friction Pore Pressure Type Unit wt.Unit Wt.Intercept Angle Pressure Constant No.(pcf)(pcf)(psf)(deg)Paramo (psf) 1 104.5 110.0 570.0 23.0 0.00 0.0 A Critical Failure Surface Searching Method,Using A Random Technique For Generating Circular Surfaces,Has Been Specified. 500 Trial Surfaces Have Been Generated. 25 Surface(s)Initiate(s)From Each Of 20 Points Equally Spaced Along The Ground Surface Between X =387.00(ft) and X =410.00(ftl Each Surface Terminates Between X =524.00(ft) and X =600.00(ft) Unless Further Limitations Were Imposed,The Minimum Elevation At Which A Surface Extends Is Y =O.OO(ft) 15.00(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 =500 Number of Trial Surfaces With Valid FS =500 Statistical Data On All Valid FS Values: FS Max =3.482 FS Min =1.342 FS Ave =1.952 Standard Deviation =0.392 Coefficient of Variation Failure Surface Specified By 14 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 387.000 174.000 2 401.954 175.170 3 416.775 177.483 4 431.375 180.925 U;\2010\10-036-00\Analyses\Slope Stability\1_s_r_1.0UT Page 3 5 445.668 185.475 6 459.570 191.107 7 473.001 197.787 8 485.879 205.477 9 498.131 214 .132 10 509.684 223.699 11 520.469 234.124 12 530.424 245.344 13 539.490 257.294 14 544.455 265.000 Circle Center At X =379.380 ;Y =368.904 and Radius 195.053 Factor of Safety ***1.342 *** Individual data on the 18 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 15.0 10262.1 0.0 0.0 O.O.0.0 0.0 0.0 2 8.0 13750.0 0.0 0.0 O.O.0.0 0.0 0.0 3 6.8 15388.1 0.0 0.0 O.O.0.0 0.0 0.0 4 14.6 42678.1 0.0 0.0 O.O.0.0 0.0 0.0 5 12.6 46246.5 0.0 0.0 O.O.0.0 0.0 0.0 6 1.7 6659.6 0.0 0.0 O.O.0.0 0.0 0.0 7 13.9 56687.1 0.0 0.0 O. O.0.0 0.0 0.0 8 13.4 55711.0 0.0 0.0 O.O.0.0 0.0 0.0 9 7.0 28798.6 0.0 0.0 O.O.0.0 0.0 0.0 10 5.9 23867.1 0.0 0.0 o.o.0.0 0.0 0.0 11 12.3 48137.2 0.0 0.0 O.O.0.0 0.0 0.0 12 11.6 42054.7 0.0 0.0 O.O.0.0 0.0 0.0 13 10.8 34709.8 0.0 0.0 O.O.0.0 0.0 0.0 14 4.5 12837.7 0.0 0.0 o. o.0.0 0.0 0.0 15 5.4 12874.7 0.0 0.0 O.O.0.0 0.0 0.0 16 5.6 9311.5 0.0 0.0 O.O.0.0 0.0 0.0 17 3.5 3649.8 0.0 0.0 o.O.0.0 0.0 0.0 18 5.0 1998.8 0.0 0.0 O.O.0.0 0.0 0.0 Failure Surface Specified By 13 Coordinate points Point X-Surf Y-Surf No.(ft)(ft) 1 389.421 176.316 2 404.382 177.393 3 419.195 179.757 4 433.748 183.392 5 447.933 188.269 6 461.643 194.353 7 474.778 201.598 8 487.237 209.950 9 498.930 219.347 10 509.767 229.718 11 519.668 240.986 12 528.559 253.066 13 535.844 265.000 Circle Center At X =384.452 ;y 349.818 ;and Radius 173.573 Factor of Safety ***1.363 *** Failure Surface Specified By 15 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 387.000 174.000 2 401.942 175.318 3 416.766 177.609 4 431.408 180.865 5 445.807 185.070 6 459.899 190.208 7 473.626 196.257 8 486.928 203.189 9 499.748 210.977 10 512.032 219.585 U:\2010\10-036-00\Analyses\Slope Stability\1_s_r_1.0UT Page 4 11 523.726 228.979 12 534.782 239.116 13 545.151 249.955 14 554.790 261.449 15 556.289 263.495 Circle Center At X =374.338;Y 402.991 ;and Radius =229.341 Factor of Safety ***1.364 *** Failure Surface Specified By 13 Coordinate Points Point X-Surf Y-Surf No.(ftl (ft) 1 388.211 175.158 2 403.135 176.661 3 417.869 179.471 4 432.300 183.566 5 446.314 188.914 6 459.804 195.473 7 472.665 203.193 8 484.797 212.014 9 496.106 221.868 10 506.506 232.678 11 515.914 244.360 12 524.259 256.825 13 528.745 265.000 Circle Center At X =378.608;Y 345.309 ;and Radius 170.422 Factor of Safety ***1.364 *** Failure Surface Specified By 13 Coordinate Points Point X-Surf Y-Surf ~.(ttl (tt) 1 389.421 176.316 2 404.394 177.213 3 419.226 179.454 4 433.795 183.022 5 447.984 187.887 6 461.678 194.010 7 474.764 201.341 8 487.137 209.821 9 498.697 219.380 10 509.348 229.941 11 519.006 241.419 12 527.591 253.720 13 534.037 265.000 Circle Center At X =386.968;Y 342.716 ;and Radius 166.418 Factor of Safety ***1.365 *** Failure Surface Specified By 14 Coordinate points Point X-Surf Y-Surf No.(ft)(ft) 1 389.421 176.316 2 404.418 176.639 3 419.320 178.343 4 434.003 181.413 5 448.340 185.824 6 462.209 191.537 7 475.493 198.504 8 488.078 206.666 9 499.857 215.954 10 510.730 226.287 11 520.604 237.578 12 529.396 249.732 13 537.030 262.644 14 538.144 265.000 Circle Center At X =393.503;Y 338.515 ;and Radius 162.250 Factor of Safety ***1.367 *** Failure Surface Specified By 14 Coordinate Points Point X-Surf Y-Surf U:\2010\10-036-00\Analyses\Slope Stability\l_s_r_1.0UT Page 5 No.(ft)(ft) 1 389.421 176.316 2 404.332 177.950 3 419.091 180.626 4 433.626 184.331 5 447.866 189.046 6 461.740 194.749 7 475.179 201.411 8 488.118 208.999 9 500.493 217.476 10 512.243 226.800 11 523.310 236.925 12 533.639 247.802 13 543.1BO 259.377 14 546.998 264.734 Circle Center At X =373.799;Y =388.7Bl i and Radius 213.039 Factor of Safety ***1.368 *** Failure Surface Specified By 14 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 390.632 177.474 2 405.621 178.047 3 420.507 179.888 4 435.184 182.984 5 449.546 187.313 6 463.489 192.844 7 476.913 199.536 8 489.722 207.342 9 501.823 216.206 10 513.130 226.063 11 523.560 236.843 12 533.039 248.468 13 541.499 260.855 14 543.842 265.000 Circle Center At X =391.506;Y 353.799 i and Radius =176.328 Factor of Safety ***1.378 *** Failure Surface Specified By 14 Coordinate Points Point X-Surf Y-Surf No.(ft)(ftl 1 389.421 176.316 2 404.421 176.253 3 419.369 177.499 4 434.152 180.045 5 448.656 183.870 6 462.770 188.946 7 476.389 195.235 8 489.406 202.688 9 501.724 211.248 10 513.248 220.850 11 523.890 231.421 12 533.569 242.880 13 542.212 255.140 14 547.734 264.636 Circle Center At X =397.729;Y 347.470 i and Radius 171.356 Factor of Safety ***1.379 *** Failure Surface Specified By 14 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 389.421 176.316 2 404.154 179.133 3 418.687 182.846 4 432.966 187.441 5 446.938 192.900 6 460.549 199.204 7 473.749 206.328 245.038andRadius U:\2010\10-036-00\Analyses\Slope Stability\1_s_r_1.0UT Page 6 486.488 214.246 498.720 222.929 510.398 232.344 521.478 242.455 531.919 253.225 541.681 264.613 541.974 265.000 Center At X =350.806;Y 418.292 Factor of Safety ***1.384 *** ****END OF GSTABL7 OUTPUT **** 8 9 10 11 12 13 14 Circle 500 400 300 200 100 Sect 2,Terrapaca Landslide,Fill height at toe for approx.1.25 FS u:\2010\1 0-036·00\analyses\slope stabllity\2_s_1.2.pI2 Run By:John Smith,XYZ Company 9/28/2010 11 :OOAM ,"==-='=IF'==,.===t=..,1-·"===r=---l ).'---r--'.. #FS ~Oi1 Soil Total Saturated Cohesion Friction Pore Pressure'PieZ'j',a 1.3 Osse.Type Unit WI.Unit WI.Intercept Angle:Pressure Constant :Surface:: b 1.3 ~o.(pef)(pet)'(pst)(deg),Paramo (psf):No.I I e 1.3 Qls ,1 104.5 110.0:0.0 21.0:0.00 0.0,0 :: d 1.3 Qale '2 115.0 120.0 250.0 28.0'0.00 0.0'0 ',e 1.3 .~--:-_..."'--,-'-'.":_..~_.-:: f 1.3 I :::::a_L3.L L !!---------11-1 1 _ h 1.3::::J 1 :: j 1.3,I J ~,/6 I I I J 1.3::::15 1::: ::1 ::: J I I I I I ,10 '" :I 1 ::: I I I I t j I I I I I -----------~------------~-.----.-33 ----··---+------------t--------·---1------------1------------ I 6 1 I 1 I I I II2'],I ,,I~_I 1 I I I I I1..--....~I I J I I I I I I I I I I I I I I I ,I 1 I t r I :*11 :::: I :~J I I I 36 37 I +-_I I ,I:r·...=--=-=-=-:-1-=--f - - - - --1-- - -..-1-- - --- - - - -..-..i-----------..-1-- - - - - - - - - -..-+-- -....------..+-..-- -..---- -..-..--....--- -.... I I I I I I I J I I I I I t I I I I I I I I I I I I I I I I I I I I I f I I I I I I I I I I I I I I I I I I I I I I I I-_.._-------~---~------..---_.._-----"-~----.._------~------------~------------~----_.._----..~---------..- I t I I I I I I I r t I I I I I I I I ~I I I I I I , I I I I I I I I I ,I I I I I J t I I I I I I I I !I I I I I t I I I I I ,I I I I I I I I I I I 0 1.--.I o 100 __L__1__...__1 .__..1 I.L 200 300 400 500 600 700 GSTABL7 v.2 FSmin=1.3 Safety Factors Are Calculated By The Simplified Janbu Method for the case of c=O 800 U:\2010\10-036-00\Ana1yses\Slope Stabi1ity\2_s_1.2.0UT Page 1 ***GS~ABL7 *** **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) k******************************************************************************** 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:9/28/2010 Time of Run:11:00AM Run By:John Smith,XYZ Company Input Data Filename:U:\2010\10-036-00\Ana1yses\Slope Stability\2 5 1.2.in Output Filename:U:\2010\10-036-00\Ana1yses\Slope Stabi1ity\2=s=1.2.0UT Unit System:English Plotted Output Filename:U:\2010\10-036-00\Analyses\Slope stability\2_s_1.2.PLT PROBLEM DESCR1PTION:Sect 2,Terrapaca Landslide,Fill height at toe for approx.1.25 FS BOUNDARY COORDINATES 17 Top Boundaries 40 Total Boundaries Boundary X-Left Y-Left No.(ft)(ft) 1 0.00 280.00 2 35.00 280.00 3 80.00 272.00 4 108.00 254.00 5 154.00 254.00 6 165.00 265.00 7 228.00 306.00 8 238.00 310.00 9 253.00 322.00 10 287.00 328.00 11 332.00 335.00 12 361.00 334.00 13 367.00 340.00 14 377.00 345.00 15 383.00 355.00 16 440.00 369.00 17 490.00 389.00 18 108.00 254.00 19 111.00 250.00 20 112.00 245.00 21 113.00 244.00 22 118.00 237.00 23 122.00 235.00 24 129.00 234.00 25 131.00 235.00 26 134.00 239.00 27 142.00 244.00 28 146.00 246.00 29 129.00 234.00 30 150.00 234.00 31 185.00 241.00 32 191.00 243.00 33 288.00 275.00 34 356.00 313.00 35 368.00 325.00 36 0.00 200.00 37 30.00 201.00 38 137.00 207.00 39 160.00 211.00 40 173.00 219.00 Default Y-Origin =O.OO(ft) X-Right (ft) 35.00 80.00 108.00 154.00 165.00 228.00 238.00 253.00 287.00 332.00 361.00 367.00 377 .00 383.00 440.00 490.00 521.00 111.00 112.00 113.00 118.00 122.00 129.00 131.00 134.00 142.00 146.00 154.00 150.00 185.00 191.00 288.00 356.00 368.00 377.00 30.00 137.00 160.00 173.00 185.00 Y-Right (ft) 280.00 272.00 254.00 254.00 265.00 306.00 310.00 322.00 328.00 335.00 334.00 340.00 345.00 355.00 369.00 389.00 399.00 250.00 245.00 244.00 237.00 235.00 234.00 235.00 239.00 244.00 246.00 254.00 234.00 241.00 243.00 275.00 313.00 325.00 345.00 201.00 207.00 211.00 219.00 241.00 Soil Type Below Bnd 1 1 1 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 U:\2010\10-036-00\Analyses\Slope Stability\2_s_1.2.0UT Page 2 0.20 % Height (ft) 0.10 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Trial Earthquake Force Surcharge Hor Ver Load (lbs)(lbs) (lbs) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 29 slices Tie Tie Force Force Norm Tan (lbs)(lbs) O. O. O.O. O.O. O.O.o. o. o.O. r'leight (lbs) 2536.0 8277.7 14023.5 810.4 2289.0 6790.9 Width (ft) 6.7 7.1 7.3 0.4 1.0 3.0 Default X-Plus Value =O.OO(ft) Default Y-Plus Value =O.OO(ft) ISOTROPIC SOIL PARAMETERS 2 Type(s)of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt.Unit Wt.Intercept Angle Pressure Constant Surface No.(pcf) (pef)(psf)(deg)Paramo (psf)No. 1 104.5 110.0 0.0 21.0 0.00 0.0 0 2 115.0 120.0 250.0 28.0 0.00 0.0 0 Searching Routine Will Be Limited To An Area Defined By 1 Boundaries Of Which The First 1 Boundaries Will Deflect Surfaces Upward Boundary X-Left Y-Left X-Right Y-Right No.(ft)(ft)(tt) (ft) 1 108.00 254.00 109.00 200.00 Janbus Empirical Coef is being used for the case of c=O A Critical Failure Surface Searching Method,using A Random Technique For Generating Sliding Block Surfaces,Has Been Specified. 10 Trial Surfaces Have Been Generated. 8 Boxes Specified For Generation Of Central Block Base Length Of Line Segments For Active And Passive Portions Of Sliding Block Is 10.0 Box X-Left Y-Left X-Right Y-Right No.(ft)(ft)(ft)(ft) 1 130.00 234.00 130.00 234.00 2 150.00 234.00 150.00 234.00 3 185.00 241.00 185.00 241.00 4 191.00 243.00 191.00 243.00 5 288.00 275.00 288.00 275.00 6 356.00 313.00 356.00 313.00 7 368.00 325.00 368.00 325.00 8 377.00 345.00 377.00 345.00 Following Are Displayed The Ten Most Critical Of The Failure Surfaces Evaluated.They Are Ordered -Most Critical First. * *Safety Factors Are Calculated By The Simplified Janbu Method ** Total Number of Trial Surfaces Attempted 10 Number of Trial Surfaces With Valid FS =10 Statistical Data On All Valid FS Values: FS Max =1.307 FS Min =1.298 FS Ave 1.302 Standard Deviation =0.003 Coefficient of Variation = Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 108.467 254.000 2 115.170 247.420 3 122.311 240.420 4 130.000 234.026 5 150.000 234.189 6 185.000 240.613 7 191.000 242.626 8 288.000 275.073 9 356.000 312.547 10 368.000 325.392 11 377.000 345.000 Factor of Safety ***1.298 *** Individual data on the Water Water Force Force Top Bot (lbs) (lbs) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Slice No. 1 2 3 4 5 6 U:\2010\10-036-00\Analyses\Slope Stability\2_s_1.2.0UT Page 3 7 8.0 17693.5 0,0 0.0 O.O.0.0 0.0 0.0 a 4.0 8679.3 0.0 0.0 O.O.0.0 0.0 0.0 9 4.0 8539.7 0.0 0.0 O.O.0.0 0.0 0.0 10 4.0 8211.4 0.0 0.0 O.O.0.0 0.0 0.0 11 7.5 17337.8 0.0 0.0 O.O.0.0 0.0 0.0 12 3.5 9752.6 0.0 0.0 O.O.0.0 0.0 0.0 13 19.8 67490.5 0.0 0.0 O.O.0.0 0.0 0.0 14 0.2 916.2 0.0 0.0 O.O.0.0 0.0 0.0 15 6.0 24044.8 0.0 0.0 O.O.0.0 0.0 0.0 16 37.0 174557.4 0.0 0.0 O.O.0.0 0.0 0.0 17 10.0 53634.6 0.0 0.0 O.O.0.0 0.0 0.0 18 15.0 86437.7 0.0 0.0 O. O.0.0 0.0 0.0 19 19.2 114703.5 0.0 0.0 o.o.0.0 0.0 0.0 20 14.8 84081.a 0.0 0.0 O.O.0.0 0.0 0.0 21 1.0 5556.5 0.0 0.0 o.O.0.0 0.0 0.0 22 9.4 50315.7 0.0 0.0 O.O.0.0 0.0 0.0 23 34.6 153748.6 0.0 0.0 o.O.0.0 0.0 0.0 24 24.0 71860.4 0.0 0.0 O.O.0.0 0.0 0.0 25 5.0 9856.1 0.0 0.0 o.O.0.0 0.0 0.0 26 1.4 2405.5 0.0 0.0 O.O.0.0 0.0 0.0 27 4.6 7557.4 0.0 0.0 o.o.0.0 0.0 0.0 28 1.0 1608.6 0.0 0.0 O.O.0.0 0.0 0.0 29 9.0 7104.5 0.0 0.0 o.o.0.0 0.0 0.0 Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 1013.852 254.000 2 115.360 247.560 3 122.432 240.491 4 130.000 233.954 5 150.000 234.124 6 185.000 241.498 7 191.000 242.634 8 288.000 275.251 9 356.000 312.817 10 368.000 324.551 11 377.000 345.000 Factor of Safety ***1.301 *** Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 108.893 254.000 2 115.334 247.571 3 122.831 240.954 4 130.000 233.982 5 150.000 234.461 6 185.000 241.488 7 191.000 242.620 8 288.000 275.327 9 356.000 312.826 10 368.000 325.088 11 377.000 345.000 Factor of Safety ***1.301 *** Failure Surface Specified By 11 Coordinate Points point X-Surf Y-Surf No.(ft)(ft) 1 109.028 254.000 2 115.392 247.686 3 122.602 240.757 4 130.000 234.028 5 150.000 234.218 6 185.000 241.461 7 191.000 242.607 8 288.000 274.999 9 356.000 312.731 10 368.000 324.647 U:\2010\10-036-00\Analyses\Slope stability\2_s_1.2.0UT Page 4 11 377.000 345.000 Factor of Safety ***1.301 *** Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 108.423 254.000 2 115.240 247.472 3 122.759 240.878 4 130.000 233.982 5 150.000 234.387 6 185.000 241.076 7 191.000 242.979 8 288.000 274.942 9 356.000 312.557 10 368.000 325.167 11 377.000 345.000 Factor of Safety ***1.302 *** Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 109.758 254.000 2 115.778 248.095 3 122.851 241.026 4 130.000 ·234.033 5 150.000 234.169 6 185.000 240.704 7 191.000 243.156 8 288.000 275.496 9 356.000 313.441 10 368.000 325.460 11 377.000 345.000 Factor of Safety ***1.303 *** Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 109.697 254.000 2 115.749 248.066 3 122.871 241.046 4 130.000 234.034 5 150.000 233.602 6 185.000 241.254 7 191.000 243.011 8 288.000 275.342 9 356.000 313.467 10 368.000 325.353 11 377.000 345.000 Factor of Safety ***1.303 *** Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 109.279 254.000 2 115.755 248.035 3 122.828 240.965 4 130.000 233.997 5 150.000 233.928 6 185.000 240.632 7 191.000 243.177 8 28B.000 275.405 9 356.000 312.910 10 368.000 325.037 11 377.000 345.000 Factor of Safety ***1.304 *** Failure Surface Specified By 11 Coordinate Points U:\2010\10-036-00\Analyses\Slope Stability\2_s_1.2.0UT Page 5 Point X-Surf Y-Surf No.(tt)(ftl 1 109.731 254.000 2 115.7B5 24B.03B 3 122.897 241.00B 4 130.000 233.969 5 150.000 233.680 6 185.000 240.576 7 191.000 242.718 8 288.000 275.200 9 356.000 312.866 10 368.000 325.309 11 377.000 345.000 Factor of Safety ***1.304 *** Failure Surface Specified By 11 Coordinate points Point X-Surf Y-Surf No.(tt)(ft) 1 108.705 254.000 2 115.771 248.075 3 122.842 241.004 4 130.000 234.021 5 150.000 234.208 6 185.000 240.925 7 191.000 243.200 B 28B.000 274.627 9 356.000 312.550 10 368.000 325.063 11 377.000 345.000 Factor of Safety ***1.307 *** ****END OF GSTABL7 OUTPUT **** 800700600500300200400 GSTABL7 v.2 FSmin=1.5 Safety Factors Are Calculated By The SimplifIed Janbu Method for the case of c=O 100 Sect 2,Terrapaca Landslide,Fill height at toe for approx.1.5 FS u:\2010\10-036-00\analyses\slope stability\2_s_1~3.pI2 Run By:John Smith,XYZ Company 9(28(2010 11:05AM ~--I '-'-----I I Soil Soil Total Saturated Cohesion Friction Pore Pressure'Piez,1 I Dese.Type Unit WI.Unit 'I'll.Intercept Angle:Pressure Constant ~Surface:: ~o.(pet)(pet):(pst)(deg):Paramo (pst):No.:: Qls ,1 104.5 110.0,0,0 21.0 1 0.00 0,0 I ° , , Qafe :2 115.0 120.0.__??O.O 28.0:0.00 0.0;a :: I I I I I I I I [I I I I I I I I I ----..-~------------~----------..-~--------..---+-------··----~1----------~--··_--------'1----------- ::~:16:1 :: :::15 1::: ::I 1 ::: I I •I 1 I,,10 I I 1 1 j I I I r I 8 1 1 1 I I 1 I I :7 1::::: ..- - - -..- - - -_.I'- - - - - - - - - - - -,.- --1-- - - - - -..t ..!J.}- - - -..,--..t -..- - - - - -......-~- - - - - - -....- - --+..- -....- - - - -....--+...- - - - -..- - - -_. I '6''1 1 ,1 ,~,,:1 :::: 1 4~\"" ,I I I I I I I I I I , I I I I I I I I I I*r:41.1 I ~::: 38 i!!...~.iQ....'1:::::f-~-""---1rf .._-....j"-----f---"--------r---""---"---i-"----------i-..---------..7--------....--1----------- I ,I I 1 I I I I I ,r I t I I I I I I l I I I ,I I I I I I I I I I I I I I I I I I I I I I 1 I t I I I I I J I I I I I I I I I I I I ,J I t I I I--------~----.._------~----------~------------r------------~-----------'·1------------~-------··--- I I 1 I I I I I I I I I I ,I I I I I t I I I I I I I I I , I I r I I I I I r j I I I I J I I I I I I I I I (I I I I I I I I I I I #FS a 1.5 b 1.5 e 1.6 d 1.6 e 1.6 f 1.6 _...9_1-6 h 1.6 I 1.6 j 1.6 o o 500 200 300 400 100 U:\2010\10-036-00\Analyses\Slope Stability\2_s_1.3.0UT 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:9/28/2010 Time of Run:11:05AM Run By:John Smith,XYZ Company Input Data Filename:U:\2010\10-036-00\Analyses\Slope Stability\2 s 1.3.in Output Filename:U:\2010\10-036-00\Analyses\Slope Stability\2=s=1.3.0UT Unit System:English Plotted Output Filename:U:\2010\10-036-00\Analyses\Slope Stability\2_s_1.3.PLT PROBLEM DESCRIPTION:Sect 2,Terrapaca Landslide,Fill height at toe for approx.1.5 FS BOUNDARY COORDINATES 17 Top Boundaries 42 Total Boundaries Boundary X-Left No.(ft) 1 0.00 2 35.00 '3 80.00 4 92.00 5 164.00 6 165.00 7 228.00 8 238.00 9 253.00 10 287.00 11 332.00 12 361.00 13 367.00 14 377.00 15 383.00 16 440.00 17 490.00 18 92.00 19 108.00 20 111.00 21 112.00 22 113.00 23 118.00 24 122.00 25 129.00 26 131.00 27 134.00 28 142.00 29 146.00 30 154.00 31 129.00 32 150.00 33 185.00 34 191.00 35 288.00 36 356.00 37 368.00 38 0.00 39 30.00 40 137.00 41 160.00 Y-Left (ft) 280.00 280.00 272.00 264.00 264.00 265.00 306.00 310.00 322.00 328.00 335.00 334.00 340.00 345.00 355.00 369.00 389.00 264.00 254.00 250.00 245.00 244.00 237.00 235.00 234.00 235.00 239.00 244.00 246.00 254.00 234.00 234.00 241.00 243.00 275.00 313.00 325.00 200.00 201.00 207.00 211.00 X-Right (ft) 35.00 80.00 92.00 164.00 165.00 228.00 238.00 253.00 287.00 332.00 361.00 367.00 377.00 383.00 440.00 490.00 521.00 108.00 111.00 112.00 113.00 118.00 122.00 129.00 131.00 134.00 142.00 146.00 154.00 164.00 150.00 185.00 191.00 288.00 356.00 368.00 377.00 30.00 137.00 160.00 173.00 Y-Right (ft) 280.00 272.00 264.00 264.00 265.00 306.00 310.00 322.00 328.00 335.00 334.00 340.00 345.00 355.00 369.00 389.00 399.00 254.00 250.00 245.00 244.00 237.00 235.00 234.00 235.00 239.00 244.00 246.00 254.00 264.00 234.00 241.00 243.00 275.00 313.00 325.00 345.00 201.00 207.00 211.00 219.00 Soil Type Below Bnd 1 1 1 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 U:\2010\10-036-00\Ana1yses\Slope Stability\2_s_1.3.0UT Page 2 1.73 % 1 Height (ft) 0.10 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Trial Earthquake Force Surcharge Hor Ver Load (lbs)(lbs)(lbs) 0.0 0.0 0.0 0.0 0.0 0.0 10 241.00 37 slices Tie Tie Force Force Norm Tan (lbs)(lbs) O.O. O.O. 185.00 Weight (lbs) 22.3 2008.8 width (ft) 0.6 5.4 42 173.00 219.00 Default Y-Origin =O.OO(ft) Default X-Plus Value =O.OO(ft) Default Y-Plus Value =O.OO(ft) ISOTROPIC SOIL PARAMETERS 2 Type(s)of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt.Unit \'It.Intercept Angle Pressure Constant Surface No.(pcf)(pcf)(psf)(deg)Paramo (psf)No. 1 104.5 110.0 0.0 21.0 0.00 0.0 0 2 115.0 120.0 250.0 28.0 0.00 0.0 0 Searching Routine Will Be Limited To An Area Defined By 1 Boundaries Of Which The First 1 Boundaries Will Deflect Surfaces Upward Boundary X-Left Y-Left X-Right Y-Right No.(ft)(ft) (ft)(ft) 1 92.00 264.00 93.00 200.00 Janbus Empirical Coef is being used for the case of c=O A Critical Failure Surface Searching Method,Using A Random Technique For Generating Sliding Block Surfaces,Has Been Specified. 10 Trial Surfaces Have Been Generated. 8 Boxes Specified For Generation Of Central Block Base Length Of Line Segments For Active And Passive Portions Of Sliding Block Is 10.0 Box X-Left Y-Left X-Right Y-Right No.(ft)(ft)(ft)(ft) 1 130.00 234.00 130.00 234.00 2 150.00 234.00 150.00 234.00 3 185.00 241.00 185.00 241.00 4 191.00 243.00 191.00 243.00 5 288.00 275.00 288.00 275.00 6 356.00 313.00 356.00 313.00 7 368.00 325.00 368.00 325.00 8 377.00 345.00 377.00 345.00 Following Are Displayed The Ten Most Critical Of The Failure Surfaces Evaluated.They Are Ordered -Most Critical First. **Safety Factors Are Calculated By The Simplified Janbu Method ** Total Number of Trial Surfaces Attempted 10 Number of Trial Surfaces With Valid FS = Statistical Data On All Valid FS Values: FS Max =1.621 FS Min =1.521 FS Ave 1.567 Standard Deviation =0.027 Coefficient of Variation Failure Surface Specified By 13 Coordinate Points Point X-Surf Y-Surf ~.(tt)(ft) 1 92.373 264.000 2 98.401 257.975 3 105.551 250.983 4 112.728 244.020 5 121.526 239.266 6 130.000 233.956 7 150.000 234,107 8 185.000 241.380 9 191.000 242.852 10 288.000 274.742 11 356.000 313.019 12 368.000 325.402 13 377.000 345.000 Factor of Safety ***1.521 *** Individual data on the ~later \'later Force Force Top Bot (lbs)(lbs) 0.0 0.0 0.0 0.0 Slice No. 1 2 U:\2010\10-036-00\Ana1yses\Slope Stabi1ity\2_s_1.3.0UT Page 3 3 7.1 7581.0 0.0 0.0 O. O.0.0 0.0 0.0 4 2.4 3873.6 0.0 0.0 O.O.0.0 0.0 0.0 5 3.0 5660.0 0.0 0.0 O.O.0.0 0.0 0.0 6 1.0 2136.7 0.0 0.0 O.O.0.0 0.0 0.0 7 0.7 1641.7 0.0 0.0 o.o.0.0 0.0 0.0 8 0.3 626.2 0.0 0.0 o.O.0.0 0.0 0.0 9 0.1 342.3 0.0 0.0 O.O.0.0 0.0 0.0 10 8.4 21650.2 0.0 0.0 o.o.0.0 0.0 0.0 11 8.0 25032.7 0.0 0.0 O.O.0.0 0.0 0.0 12 0.4 1417.7 0.0 0.0 O.O.0.0 0.0 0.0 13 0.1 239.5 0.0 0.0 o.o.0.0 0.0 0.0 14 1.0 3446.3 0.0 0.0 o.o.0.0 0.0 0.0 15 3.0 10263.2 0.0 0.0 o.o.0.0 0.0 0.0 16 1.8 6036.4 0.0 0.0 O.O.0.0 0.0 0.0 17 6.2 20919.6 0.0 0.0 o.O.0.0 0.0 0.0 18 4.0 13312.1 0.0 0.0 o.o.0.0 0'.0 0.0 19 4.0 13173.5 0.0 0.0 O.O.0.0 0.0 0.0 20 4.0 12825.5 0.0 0.0 O.O.0.0 0.0 0.0 21 10.0 29808.7 0.0 0.0 O.o.0.0 0.0 0.0 22 1.0 2861.2 0.0 0.0 o.O.0.0 0.0 0.0 23 20.0 67310.2 0.0 0.0 o.o.0.0 0.0 0.0 24 4.3 16935.5 0.0 0.0 o.O.0.0 0.0 0.0 25 1.7 6797.8 0.0 0.0 O. O.0.0 0.0 0.0 26 37.0 174092.9 0.0 0.0 O.O.0.0 0.0 0.0 27 10.0 53649.9 0.0 0.0 O. O.0.0 0.0 0.0 28 15.0 86573.2 0.0 0.0 o.o.0.0 0.0 0.0 29 34.0 199591.1 0.0 0.0 O.O.0.0 0.0 0.0 30 1.0 5590.7 0.0 0.0 O. O.0.0 0.0 0.0 31 44.0 204389.0 0.0 0.0 o.O.0.0 0.0 0.0 32 19.3 59896.3 0.0 0.0 O.O.0.0 0.0 0.0 33 4.7 11134.6 0.0 0.0 O.O.0.0 0.0 0.0 34 5.0 9659.6 0.0 0.0 O. O.0.0 0.0 0.0 35 6.0 9860.1 0.0 0.0 o.o.0.0 0.0 0.0 36 1.0 1605.6 0.0 0.0 o.O.0.0 0.0 0.0 37 9.0 7100.a 0.0 0.0 O.O.0.0 0.0 0.0 Failure Surface Specified By 13 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 93.283 264.000 2 98.663 258.622 3 105.B35 251.654 4 113.655 245.421 5 122.351 240.482 6 130.000 234.041 7 150.000 233.969 B 185.000 240.928 9 191.000 242.632 10 2B8.000 275.177 11 356.000 313.405 12 368.000 324.910 13 377.000 345.000 Factor of Safety ***1.539 ***Failure Surface Specified By 13 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 93.423 264.000 2 98.752 25B.733 3 106.374 252.259 4 113.756 245.514 5 121.276 238.922 6 130.000 234.034 7 150.000 233.945 B 185.000 240.870 9 191.000 243.338 10 288.000 275.318 11 356.000 312.529 12 368.000 325.438 U:\2010\10-036-00\Ana1yses\Slope Stability\2_s~1.3.0UT Page 4 13 377.000 345.000 Factor of Safety ***1.555 *** Failure Surface Specified By 13 Coordinate points Point X-Surf Y-Surf No.(ft)(ft) 1 93.030 264.000 2 98.593 258.554 3 107.225 253.504 4 114.617 246.770 5 122.331 240.406 6 130.000 233.988 7 150.000 234.069 8 185.000 240.517 9 191.000 242.946 10 288.000 274.825 11 356.000 313.371 12 368.000 324.554 13 377.000 345.000 Factor of Safety ***1.560 *** Failure Surface Specified By 13 Coordinate Points point X-Surf Y-Surf No.(ft)(ft) 1 93.313 264.000 2 98.747 258.795 3 106.882 252.981 4 114.718 246.768 5 121.810 239.717 6 130.000 233.980 7 150.000 234.478 8 185.000 240.606 9 191.000 243.403 10 288.000 274.836 11 356.000 312.624 12 368.000 325.237 13 377.000 345.000 Factor of Safety ***1.567 *** Failure Surface Specified By 13 Coordinate points Point X-Surf Y-Surf No.(ft)(ft) 1 93.133 264.000 2 99.181 259.053 3 106.492 252.230 4 115.366 247.620 5 122.636 240.753 6 130.000 233.988 7 150.000 234.427 8 185.000 240.655 9 191.000 243.160 10 288.000 275.287 11 356.000 313.128 12 368.000 324.528 13 377.000 345.000 Factor of Safety ***1.569 *** Failure Surface Specified By 13 Coordinate Points point X-Surf Y-Surf No.(ft)(ft) 1 94.343 264.000 2 99.507 259.790 3 106.782 252.929 4 114.627 246.728 5 121.946 239.913 6 130.000 233.986 7 150.000 233.846 8 185.000 240.877 U:\2010\10-036-00\Ana1yses\Slope Stability\2_s_1.3.0UT Page 5 9 191.000 242.920 10 288.000 274.693 11 356.000 312.665 12 368.000 325.055 13 377.000 345.000 Factor of Safety ***1.571 *** Failure Surface Specified By 13 Coordinate Points Point X-Surf Y-Surf No.(ft) (ft) 1 94.404 264.000 2 100.087 260.425 3 107.239 253.435 4 114.321 246.376 5 122.165 240.173 6 130.000 233.959 7 150.000 233.687 8 185.000 241.158 9 191.000 243.093 10 288.000 275.336 11 356.000 313.482 12 368.000 324.874 13 377.000 345.000 Factor of Safety ***1.579 *** Failure Surface Specified By 13 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 92.099 264.000 2 99.961 260.342 3 107.455 253.721 4 114.544 246.667 5 121.932 239.929 6 130.000 234.020 7 150.000 234.015 8 185.000 241.133 9 191.000 243.154 10 288.000 275.421 11 356.000 313.028 12 368.000 324.819 13 377.000 345.000 Factor of Safety ***1.589 *** Failure Surface specified By 13 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 97.743 264.000 2 101.191 261.721 3 108.467 254.861 4 115.792 248.053 5 122.863 240.982 6 130.000 233.977 7 150.000 234.465 8 185.000 241.279 9 191.000 243.308 10 288.000 275.395 11 356.000 313.135 12 368.000 324.871 13 377.000 345.000 Factor of Safety ***1.621 *** ****END OF GSTABL7 OUTPUT **** 200 +401 .. 700600 r------,,, ,I ,I I I I I I , I ,,, ,I ,I I , I , ...."----- - --- L - -..- -..-..- -2~'-'-....--..- - -...-- 1 1 22 I ,.,.....I , 300 400 500 GSTABl7 v.2 FSmln==1.2 Safety Factors Are Calculated By The Simplified Janbu Method for the case of c=O Sect 3,Terrapaca Landslide,Fill height at toe for approx.1.25 FS u:\201 0\1 0·036-0D\analyses\slopa stabifity\3_s_1.1.pI2 Run By:John Smith,XYZ Company 9/28/2010 11 :06AM .,-.-.--.-.-t-. 100 ..I -...--------,I Soil Soil'Total Saturated Cqhesfon Friction Pore:Pressure Piez, Dasc.Type Unit WI.Unit WI.Intercept Angle Pressure Constant Surface No.:(pet) (pet)(pst)(deg)Param;.(pst)No. Qls 1,104.5 110.0 ,0.0 24.0 0.00 I 0.0 ° Qafc 2:115.0 120.0 450.0 28.q ...O.00:0.0 0 #FS a 1.2 b 1.2 c 1.2 d 1.2 a 1,2 f 1.2 9 1.2 11-1.2 i 1.3 J 2.0 1 ____,J!._- l 200o o 300 500 400 100 U:\2010\10-036-00\Analyses\Slope Stability\3_s_1.1.0UT 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:9/28/2010 Time of Run:11:06AM Run By:John Smith,XYZ Company Input Data Filename:U:\2010\10-036-00\Ana1yses\Slope Stability\3 s 1.1.in Output Filename:U:\2010\10-036-00\Analyses\Slope Stability\3=s=1.1.0UT Unit System:English Plotted Output Filename:U:\2010\10-036-00\Analyses\Slope Stability\3_s_1.1.PLT PROBLEM DESCRIPTION:Sect 3,Terrapaca Landslide,Fill height at toe for approx.1.25 FS BOUNDARY COORDINATES 26 Top Boundaries 46 Total Boundaries Boundary X-Left No.(ft) 1 0.00 2 26.00 3 82.00 4 87.00 5 99.50 6 125.00 7 134.00 8 140.00 9 151.00 10 162.00 11 177.00 12 190.00 13 197.00 14 221.00 15 226.00 16 242.00 17 249.00 18 261.00 19 263.00 20 265.00 21 272.00 22 368.00 23 405.00 24 451.00 25 496.00 26 562.00 27 99.50 28 101.00 29 105.00 30 110.00 31 122.00 32 110.00 33 126.00 34 146.00 35 176.00 36 196.00 37 236.00 38 251.00 39 256.00 40 0.00 41 46.00 Y-Left (ftl 280.00 267.00 260.00 258.00 236.00 236.00 244.00 253.00 262,00 273.00 276.00 282.00 282.00 283.00 284.00 285.00 288,00 299,00 304.00 306.00 309.00 329.00 332.00 338.00 349.00 382,00 236.00 231.00 226.00 225.00 234.00 225.00 224.00 229.00 243,00 253,00 273.00 281.00 286.00 200.00 200.00 X-Right (ft) 26.00 82.00 87.00 99.50 125.00 134.00 140.00 151.00 162.00 177.00 190.00 197.00 221.00 226.00 242.00 249.00 261.00 263.00 265.00 272.00 368.00 405.00 451.00 496.00 562.00 604.00 101.00 105.00 110.00 122.00 125.00 126.00 146.00 176.00 196.00 236.00 251.00 256.00 261.00 46,00 106.00 Y-Right (ft) 267.00 260.00 258.00 236.00 236.00 244.00 253.00 262.00 273.00 276.00 282.00 282.00 283.00 284.00 285.00 288.00 299.00 304.00 306.00 309.00 329.00 332.00 338.00 349.00 382.00 396.00 231.00 226.00 225.00 234.00 236.00 224.00 229.00 243.00 253.00 273.00 281.00 286.00 299.00 200.00 203.00 Soil Type Belo\'1 Bnd 1 1 1 1 2 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 U:\2010\10-036-00\Ana1yses\Slope Stabi1ity\3_s_1.1.0UT Page 2 19.10 % 1 1 1 1 1 Earthquake Force Surcharge Hor Ver Load c=O Random Been Height (ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Trial 10 203.00 206.00 209.00 216.00 253.00 24 slices Tie Tie Force Force Norm Tan 146.00 175.00 182.00 188.00 196.00 \1eightWidth 42 106.00 203.00 43 146.00 203.00 44 175.00 206.00 45 182.00 209.00 46 188.00 216.00 Default Y-Origin ~O.OO(ft) Default X-Plus Value ~O.OO(ft) Default Y-Plus Value ~O.OO(ft) ISOTROPIC SOIL PARAMETERS 2 Type(s)of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt.Unit Wt.Intercept Angle Pressure Constant Surface No.(pef)(pcf)(psf)(deg)Paramo (psf)No. 1 104.5 110.0 0.0 24.0 0.00 0.0 0 2 115.0 120.0 250.0 28.0 0.00 0.0 0 Searching Routine Will Be Limited To An Area Defined By 1 Boundaries Of Which The First 1 Boundaries Will Deflect Surfaces Upward Boundary X-Left Y-Left X-Right Y-Right No.(ft)(ft)(ft)(ft) 1 100.00 235.00 101.00 200.00 Janbus Empirical Coef is being used for the case of A Critical Failure Surface Searching Method,Using A Technique For Generating Sliding Block Surfaces,Has Specified. 10 Trial Surfaces Have Been Generated. 9 Boxes Specified For Generation Of Central Block Base Length Of Line Segments For Active And Passive portions Of Sliding Block Is 15.0 Box X-Left Y-Left X-Right Y-Right No.(ft) (ft)(ft)(ft) 1 117.00 225.00 117.00 225.00 2 126.00 224.00 126.00 224.00 3 146.00 229.00 146.00 229.00 4 176.00 243.00 176.00 243.00 5 196.00 253.00 196.00 253.00 6 236.00 273.00 236.00 273.00 7 251.00 281.00 251.00 281.00 8 256.00 286.00 256.00 286.00 9 261.00 299.00 261.00 299.00 Following Are Displayed The Ten Most Critical Of The Failure Surfaces Evaluated.They Are Ordered -Most Critical First. * *Safety Factors Are Calculated By The Simplified Janbu Method * * Total Number of Trial Surfaces Attempted 10 Number of Trial Surfaces With Valid FS = Statistical Data On All Valid FS Values: FS Max =2.044 FS Min =1.241 FS Ave 1.325 Standard Deviation =0.253 Coefficient of Variation Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 103.069 236.000 2 105.210 234.273 3 117.000 225.000 4 126.000 224.000 5 146.000 229.000 6 176.000 243.000 7 196.000 253.000 8 236.000 273.000 9 251.000 281.000 10 256.000 286.000 11 261.000 299.000 Factor of Safety ***1.241 *** Individual data on the Water Water Force Force Top BotSlice U:\2010\10-036-00\Analyses\Slope Stability\3_s_1.1.0UT Page 3 No.(ft)(lbs) (lbs)(lbs)(lbs)(lbs)(lbs)(lbs)(lbs) 1 2.1 212.6 0.0 0.0 O.O.0.0 0.0 0.0 2 8.4 4833.4 0.0 0.0 O.O.0.0 0.0 0.0 3 3.4 3700.0 0.0 0.0 O.O.0.0 0.0 0.0 4 5.0 6096.1 0.0 0.0 o.O.0.0 0.0 0.0 5 3.0 3706.4 0.0 0.0 O.O.0.0 0.0 0.0 6 1.0 1294.6 0.0 0.0 O.O.0.0 0.0 0.0 7 8.0 12911.6 0.0 0.0 O.O.0.0 0.0 0.0 8 6.0 13637.2 0.0 0.0 O.O.0.0 0.0 0.0 9 6.0 17057.2 0.0 0.0 O.O.0.0 0.0 0.0 10 5.0 15564.2 0.0 0.0 O.O.0.0 0.0 0.0 11 11.0 38623.2 0.0 0.0 o.O.0.0 0.0 0.0 12 14.0 50717.3 0.0 0.0 O.O.0.0 0.0 0.0 13 1.0 3411.9 0.0 0.0 O.O.0.0 0.0 0.0 14 13.0 43811.6 0.0 0.0 O. O. 0.0 0.0 0.0 15 6.0 19123.5 0.0 0.0 O.O.0.0 0.0 0.0 16 1.0 3004.4 0.0 0.0 O.O.0.0 0.0 0.0 17 24.0 57684.0 0.0 0.0 O.o.0.0 0.0 0.0 18 5.0 8751.9 0.0 0.0 O.O.0.0 0.0 0.0 19 10.0 14434.1 0.0 0.0 o.O.0.0 0.0 0.0 20 6.0 6403.2 0.0 0.0 O.O.0.0 0.0 0.0 21 7.0 6169.0 0.0 0.0 O.O.0.0 0.0 0.0 22 2.0 1766.0 0.0 0.0 O. O.0.0 0.0 0.0 23 5.0 4506.6 0.0 0.0 O.O.0.0 0.0 0.0 24 5.0 2198.9 0.0 0.0 O.O.0.0 0.0 0.0 Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 103.329 236.000 2 105.231 234.300 3 117.000 225.000 4 126.000 224.000 5 146.000 22!L 000 6 176.000 243.000 7 196.000 253.000 8 236.000 273.000 9 251.000 281.000 10 256.000 286.000 11 261.000 299.000 Factor of Safety ***1.241 *** Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 102.921 236.000 2 105.441 234.560 3 117.000 225.000 4 126.000 224.000 5 146.000 229.000 6 176.000 243.000 7 196.000 253.000 8 236.000 273.000 9 251.000 281.000 10 256.000 286.000 11 261.000 299.000 Factor of Safety ***1.242 *** Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 103.642 236.000 2 105.324 234.417 3 117.000 225.000 4 126.000 224.000 5 146.000 229.000 6 176.000 243.000 7 196.000 253.000 8 236.000 273.000 U:\2010\10-036-00\Analyses\Slope Stability\3_s_1.1.0UT Page 4 9 251.000 281.000 10 256.000 286.000 11 261.000 299.000 Factor of Safety ***1.242 *** Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 102,620 236.000 2 104.841 233.783 3 117.000 225.000 4 126.000 224.000 5 146.000 229.000 6 176.000 243.000 7 196.000 253.000 8 236.000 273.000 9 251.000 281.000 10 256.000 286.000 11 261,000 299.000 Factor of Safety ***1.242 *** Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 100.203 236.000 2 105,313 234.403 3 117.000 225.000 4 126.000 224.000 5 146.000 229.000 6 176.000 243.000 7 196.000 253.000 8 236.000 273.000 9 251.000 281.000 10 256.000 286.000 11 261.000 299.000 Factor of Safety ***1.245 *** Failure Surface specified By 11 Coordinate Points point X-Surf Y-Surf No.(ft)(ft) 1 103.595 236.000 2 105.959 235.153 3 117.000 225.000 4 126.000 224.000 5 146.000 229.000 6 176.000 243.000 7 196.000 253.000 8 236.000 273.000 9 251.000 281.000 10 256.000 286.000 11 261.000 299.000 Factor of Safety ***1.248 *** Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No,(ft)(ft) 1 105.313 236.000 2 106.059 235.261 3 117.000 225,000 4 126.000 224.000 5 146.000 229.000 6 176.000 243.000 7 196.000 253.000 8 236.000 273.000 9 251.000 281,000 10 256.000 286.000 11 261.000 299.000 Factor of Safety U:\2010\10-036-00\Analyses\Slope Stability\3_s_1.1.0UT Page 5 ***1.248 *** Failure Surface specified By 11 Coordinate points Point X-Surf Y-Surf No.(ft)(ft) 1 105.536 236.000 2 106.343 235.556 3 117.000 225.000 4 126.000 224.000 5 146.000 229.000 6 176.000 243.000 7 196.000 253.000 8 236.000 273.000 9 251.000 281.000 10 256.000 286.000 11 261.000 299.000 Factor of Safety ***1.252 *** Failure Surface Specified By 15 Coordinate points Point X-Surf Y-Surf No.(it)(ft) 1 43.728 264.784 2 53.941 258.576 3 68.593 255.362 4 80.468 246.199 5 91.371 235.896 6 106.368 235.581 7 117.000 225.000 8 126.000 224.000 9 146.000 229.000 10 176.000 243.000 11 196.000 253.000 12 236.000 273.000 13 251.000 281.000 14 256.000 286.000 15 261.000 299.000 Factor of Safety ***2.044 k** ****END OF GSTABL7 OUTPUT **** Sect 3,Terrapaca Landslide,Fill height at toe for approx.1.5 FS u:\2010\1 0·036-00\analyses\slope stability\3_s_1.20p[2 Run By:John Smith,XYZ Company 9/28/2010 11 :08AM 500 [";===---"-....-...I I I I I I I 700 #FS a 1.5 b 1.5 c 1.5 d 1.5 e 1.5 f 1.5 9 1.5 h-t.5 i 1.5 j 1.5 Soil Soil:Total Saturated Cohesion Friction Pore'Pressure Piez.-I :' Desco Type Unit WI.Unit WI,Inlercept Angle Pressure Constant Surface :I : No.:(pet)(pct)~psf)(deg)Param~(psf)No.::: Ols 1,104.5 110.0 ,0.0 24.0 0.00,0.0 0 I ,, ~~f~.....2 _;_~.1.?:O 12000 ~.sO,O ..__~~:9___g~9.Q.;0.0 0 ::: I I I f I I I I l I I I I I I I I I I •I I J 1................:--..-----..'----..-~..- - - - - - - -~- - - --~- - -..--.,25"-L - - - - - - - - - -..- - I I"~1 I I I 1"""'--1 t I I I I I I I I I I I :::23 I ,lil'21 I 22 1 I ::1 I 1 : I I I I I I I t.........,__,_-..- -..-..- - - - - -..__1 fjI1 ..-..J -__- - - - - -..- - - -1 _ - - - _ - _ -..-..L -..-..-_ - - - - L --- - - - - - - - - - - - :10 1 :I2 1114 J5 1::::,9,l'I 1 I I 8 1 11 I 16 l'I ,, :7 1:::::, 6 1 35,1 I ,,, "llI;~~.I</rf1 34 ,,::::: .113 1 l'r ,,, j l -1 1 I.::::: 40 41 .42 43 .1·...1 I I I ,I--1-~~=.r--=-,•1 e_t -'I---:--------- -----~---------------:---n ---_n ~-_n - n ..n ----~---n ---_........ I I I I I I I I I I I I I I I I I 'I I [I I I I I I r \I r I I I I I I I I I I 1 I I I r I I_____________.....•J ...._..~_..l ..L _ I I I I I I I I j I I I I I I I I I I I I 'I I I I I \ I t I I I t I I J r I I I r I I I 1 I I I I I I 1 .._L._ 100 200 300 400 500 600 GSTABL7 v.2 FSmin=1.5 Safety Factors Are Calculated By The Simplified Janbu Method for the case of c=O o o 200 100 300 400 U:\2010\10-036-00\Analyses\Slope Stability\3_s_1.2.0UT 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:9/28/2010 Time of Run:11:08AM Run By:John Smith,XYZ Company Input Data Filename:U:\2010\10-036-00\Analyses\Slope Stability\3 s 1.2.in Output Filename:U:\2010\10-036-00\Analyses\Slope Stability\3=s=1.2.0UT Unit System:English Plotted Output Filename:U:\2010\10-036-00\Ana1yses\Slope Stability\3_s_1.2.PLT PROBLEM DESCRIPTION:Sect 3,Terrapaca Landslide,Fill height at toe for approx.1.5 FS BOUNDARY COORDINATES 25 Top Boundaries 46 Total Boundaries Boundary X-Left No.(ft) 1 0.00 2 26.00 3 82.00 4 87.00 5 96.50 6 131.00 7 140.00 8 151.00 9 162.00 10 177.00 11 190.00 12 197.00 13 221.00 14 226.00 15 242.00 16 249.00 17 261.00 18 263.00 19 265.00 20 272.00 21 368.00 22 405.00 23 451.00 24 496.00 25 562.00 26 96.50 27 99.00 28 101.00 29 105.00 30 110.00 31 122.00 32 110.00 33 126.00 34 146.00 35 176.00 36 196.00 37 236.00 38 251.00 39 256.00 40 0.00 41 46.00 Y-Left (ft) 280.00 267.00 260.00 258.00 241.50 241.50 253.00 262.00 273.00 276.00 282.00 282.00 283.00 284.00 285.00 288.00 299.00 304.00 306.00 309.00 329.00 332.00 338.00 349.00 382.00 241.50 237.00 231.00 226.00 225.00 234.00 225.00 224.00 229.00 243.00 253.00 273.00 281.00 286.00 200.00 200.00 X-Right (tt) 26.00 82.00 87.00 96.50 131.00 140.00 151.00 162.00 177.00 190.00 197.00 221.00 226.00 242.00 249.00 261.00 263.00 265.00 272.00 368.00 405.00 451.00 496.00 562.00 604.00 99.00 101.00 105.00 110.00 122.00 131.00 126.00 146.00 176.00 196.00 236.00 251.00 256.00 261.00 46.00 106.00 Y-Right (tt) 267.00 260.00 258.00 241.50 241.50 253.00 262.00 273.00 276.00 282.00 282.00 283.00 284.00 285.00 288.00 299.00 304.00 306.00 309.00 329.00 332.00 338.00 349.00 382.00 396.00 237.00 231.00 226.00 225.00 234.00 241.50 224.00 229.00 243.00 253.00 273.00 281.00 286.00 299.00 200.00 203.00 Soil Type Ba10\'1 Bnd 1 1 1 1 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 U:\2010\10-036-00\Analyses\Slope Stability\3_s_1.2.0UT Page 2 0.27 % 1 1 1 1 1 Earthquake Force Surcharge Hor Ver Load c=O Random Been Height (tt) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Trial 203.00 206.00 209.00 216.00 253.00 23 slices Tie Tie Force Force Norm Tan 146.00 175.00 182.00 188.00 196.00 Weight 42 106.00 203.00 43 146.00 203.00 44 175.00 206.00 45 182.00 209.00 46 188.00 216.00 Default Y-Origin =O.OO(ft) Default X-Plus Value =O.OO(ft) Default Y-Plus Value =O.OO(ft) ISOTROPIC SOIL PARAMETERS 2 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)Paramo (psf)No. 1 104.5 110.0 0.0 24.0 0.00 0.0 0 2 115.0 120.0 250.0 28.0 0.00 0.0 0 Searching Routine will Be Limited To An Area Defined By 1 Boundaries Of Which The First 1 Boundaries Will Deflect Surfaces Upward Boundary X-Left Y-Left X-Right Y-Right No.(ft)(ft)(ft)(ft) 1 95.00 245.00 101.00 200.00 Janbus Empirical Coef is being used for the case of A Critical Failure Surface Searching Method,Using A Technique For Generating Sliding Block Surfaces,Has Specified. 10 Trial Surfaces Have Been Generated. 9 Boxes Specified For Generation Of Central Block Base Length Of Line Segments For Active And Passive Portions Of Sliding Block Is 15.0 Box X-Left Y-Left X-Right Y-Right No.(tt)(tt)(ft)(ft) 1 117.00 225.00 117.00 225.00 2 126.00 224.00 126.00 224.00 3 146.00 229.00 146.00 229.00 4 176.00 243.00 176.00 243.00 5 196.00 253.00 196.00 253.00 6 236.00 273.00 236.00 273.00 7 251.00 281.00 251.00 281.00 8 256.00 286.00 256.00 286.00 9 261.00 299.00 261.00 299.00 Following Are Displayed The Ten Most Critical Of The Failure Surfaces Evaluated.They Are Ordered -Most Critical First. * *Safety Factors Are Calculated By The Simplified Janbu Method ** Total Number of Trial Surfaces Attempted 10 Number of Trial Surfaces With Valid FS =10 Statistical Data On All Valid FS Values: FS Max =1.517 FS Min =1.507 FS Ave 1.512 Standard Deviation =0.004 Coefficient of Variation Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 97.179 241.500 2 105.231 234.300 3 117.000 225.000 4 126.000 224.000 5 146.000 229.000 6 176.000 243.000 7 196.000 253.000 8 236.000 273.000 9 251.000 281.000 10 256.000 286.000 11 261.000 299.000 Factor of Safety ***1.507 *** Individual data on the Water Water Force Force Top BotSliceWidth U:\2010\10-036-00\Analyses\Slope Stabi1ity\3_s_1.2.0UT Page 3 No.(ft)(lbs) (lbs) (lbs)(lbs)(lbs)(lbs)(lbs)(lbs) 1 8.1 3333.8 0.0 0.0 O.O.0.0 0.0 0.0 2 8.4 10098.6 0.0 0.0 O.O.0.0 0.0 0.0 3 3.4 5846.2 0.0 0.0 0:O.0.0 0.0 0.0 4 5.0 9258.6 0.0 0.0 O.O.0.0 0.0 0.0 5 4.0 7467.1 0.0 0.0 O.O.0.0 0.0 0.0 6 5.0 8926.6 0.0 0.0 O.O.0.0 0.0 0.0 7 9.0 19632.9 0.0 0.0 o.O.0.0 0.0 0.0 8 6.0 17057.2 0.0 0.0 o.o.0.0 0.0 0.0 9 5.0 15564.2 0.0 0.0 o.o.0.0 0.0 0.0 10 11.0 38623.2 0.0 0.0 O.O.0.0 0.0 0.0 11 14.0 50717.3 0.0 0.0 O.O.0.0 0.0 0.0 12 1.0 3411.9 0.0 0.0 O.O.0.0 0.0 0.0 13 13.0 43811.6 0.0 0.0 o.o.0.0 0.0 0.0 14 6.0 19123.5 0.0 0.0 O.O.0.0 0.0 0.0 15 1.0 3004.4 0.0 0.0 o.O.0.0 0.0 0.0 16 24.0 57684.0 0.0 0.0 O.O.0.0 0.0 0.0 17 5.0 8751.9 0.0 0.0 o.o.0.0 0.0 0.0 18 10.0 14434.1 0.0 0.0 O.o.0.0 0.0 0.0 19 6.0 6403.2 0.0 0.0 o.o.0.0 0.0 0.0 20 7.0 6169.0 0.0 0.0 o.O.0.0 0.0 0.0 21 2.0 1766.0 0.0 0.0 O.O.0.0 0.0 0.0 22 5.0 4506.6 0.0 0.0 O.O.0.0 0.0 0.0 23 5.0 2198.9 0.0 0.0 o.o.0.0 0.0 0.0 Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 97.380 241.500 2 105.323 234.415 3 117.000 225.000 4 126.000 224.000 5 146.000 229.000 6 176.000 243.000 7 196.000 253.000 8 236.000 273.000 9 251.000 281.000 10 256.000 286.000 11 261.000 299.000 Factor of Safety ***1.507 *** Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 97.426 241.500 2 105.689 234.852 3 117.000 225.000 4 126.000 224.000 5 146.000 229.000 6 176.000 243.000 7 196.000 253.000 8 236.000 273.000 9 251.000 281.000 10 256.000 286.000 11 261.000 299.000 Factor of Safety ***1.508 *** Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 97.731 241.500 2 105.704 234.870 3 117.000 225.000 4 126.000 224.000 5 146.000 229.000 6 176.000 243.000 7 196.000 253.000 8 236.000 273.000 9 251.000 281.000 U:\2010\10-036-00\Analyses\Slope Stability\3_s_1.2.0UT Page 4 10 256.000 286.000 11 261.000 299.000 Factor of Safety ***1.508 *** Failure Surface Specified By 11 Coordinate points Point X-Surf Y-Surf No.(ft)(ft) 1 98.268 241.500 2 106.127 235.334 3 117.000 225.000 4 126.000 224.000 5 146.000 229.000 6 176.000 243.000 7 196.000 253.000 8 236.000 273.000 9 251.000 281.000 10 256.000 286.000 11 261.000 299.000 Factor of Safety ***1.513 *** Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 99.265 241.500 2 106.078 235.282 3 117.000 225.000 4 126.000 224.000 5 146.000 229.000 6 176.000 243.000 7 196.000 253.000 8 236.000 273.000 9 251.000 281.000 10 256.000 286.000 11 261.000 299.000 Factor of Safety ***1.514 *** Failure Surface Specified By 11 Coordinate points Point X-Surf Y-Surf No.(ft)(ft) 1 99.324 241.500 2 106.035 235.236 3 117.000 225.000 4 126.000 224.000 5 146.000 229.000 6 176.000 243.000 7 196.000 253.000 8 236.000 273.000 9 251.000 281.000 10 256.000 286.000 11 261.000 299.000 Factor of Safety ***1.514 *** Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 99.567 241.500 2 106.100 235.304 3 117.000 225.000 4 126.000 224.000 5 146.000 229.000 6 176.000 243.000 7 196.000 253.000 8 236.000 273.000 9 251.000 281.000 10 256.000 286.000 11 261.000 299.000 Factor of Safety ***1.516 *** U:\2010\10-036-00\Analyses\Slope Stability\3_s_1.2.0UT Page 5 Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 99.133 241.500 2 106.349 235.562 3 117.000 225.000 4 126.000 224.000 5 146.000 229.000 6 176.000 243.000 7 196.000 253.000 8 236.000 273.000 9 251.000 281.000 10 256.000 286.000 11 261.000 299.000 Factor of Safety ***1.517 ~** Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No.(ft)(ft) 1 99.844 241.500 2 106.091 235.295 3 117.000 225.000 4 126.000 224.000 5 146.000 229.000 6 176.000 243.000 7 196.000 253.000 8 236.000 273.000 9 251.000 281.000 10 256.000 286.000 11 261.000 299.000 Factor of Safety ***1.517 *** ****END OF GSTABL7 OUTPUT ~**~ APPENDIX D Geophysical Testing Results GMU GEOTECHNICAL,INC. GEOPHYSICAL CONSULTANTS.INC.NORCAL ------------------------ July 22,2010 Ms Lisa Bates Engineering Geologist GMU Geotechnical,Inc. 23241 Arroyo Vista Rancho Santa Margarita,CA 92688 RE:BOREHOLE GEOPHYSICAL LOGGING REPORT PALOS VERDE DRIVE RANCHO PALOS VERDE,CALIFORNIA NORCAL JOB No.10-703.028 Dear Ms Bates, .This report presents the findings of a borehole geophysical/ogging survey performed by NORCAL Geophysical Consultants for the subject project.The survey was part of a geo- technical site characterization concerning a proposed drainage tunnel.The survey was conducted by NORCAl Professional Geophysicist William J.Henrich on June 28,2010. Logistical support was provided by Ms Wendy Drummond of GMU Geotechnical,Inc. 1.0 PURPOSE The purpose of the geophysical logging was to quantitatively map orientations of the borehole discontinuities such as bedding,fractures,geologic contacts etc.in two core borings.One borehole was located along Palos Verde Drive;the other was located approximately 1/4 mile up slope on a line parallel to the tunnel alignment.Additionally,we were tasked to measure compressional (P-)and shear (8-)wave velocities as an aid in the determination of shear strength of the underlying bedrock. 2.0 SCOPE OF WORK Our scope of work consisted of geophysical logging in two boreholes labeled as CH-1 and CH-2.The geophysical logging suite consisted of caliper,optical televiewer and Suspension P- and 8-wave velocity tools.We were also tasked to analyze and interpret these field data and present the results in a written report. 3.0 BOREHOLE CONDITIONS Boreholes were drilled with HQ diamond core methods.The boreholes penetrated shales and siltstone units of the Monterey Formation.This area of Palos Verde is prone to landsliding.It was reported by the on site geologist that both boreholes intercepted "mUltiple"slide planes. Both boreholes were drilled vertically.Borehole CH-1 had been completed to 150 below ground 321A BLo'DGETT STREET'COTATI.CA 94931 •lElEPHONE (707)79~-7)70 •FAX (707)796-7175 www.norcalgeophysical.com GMU Geotechnical,Inc. July 22,2010 Page 2 surface and allowed to equilibrate for three days prior to geophysical logging.The static water level encountered during geophysical logging was 103 feet below ground surface.Borehole CH"2 was dry down to 93 feet below ground surface. 4.0 BOREHOLE LOGGING METHODOLOGY Geophysical logging consists of lowering various probes down the test bores and conducting various physical property measurements of the geologic formations.Our geophysical logging instruments (console,PC computer,downhole tools and DC powered four conductor winch) consisted of a digital Robertson Geo/ogg/ng,Ltd.Model Micrologger2 System.The following discusses the three logging methods used in this survey. a.}Caliper Borehole diameter was measured by a mechanical spring loaded 3-armed device and calibrated to read diameters in units of inches.Caliper logs are used to indicate formation washouts associated with eIther fracture zones or voids.The caliper log results are often used to correct the response of other logs (see section OPTV data reduction). b.}Image Logs The presence and orientation of borehole discontinuities (fractures,bedding,geologic contacts, etc.)can be measured with image logging tools consisting of either optical (OPTV)or acoustic televiewer (BHTV).Our tool of choice for this survey was the OPTV televiewer.The OPTV tool consists of a charged coupled device (CCO)video camera that can operate in either dry or water"filled portions of the borehole providing that the water"fJlled portion is optically clear.A light source composed of a circular series of LEDs located at the bottom of the tool illuminates the borehole via a transparent viewing glass.Light reflected from the borehole wall is gathered by a hyperbolic mirror inside the transparent viewing window and reflected vertically up to the CGO camera.This results In a radial image strip that is referenc.ed to magnetic north by an on board magnetic compass.The acquisition system then converts the analog data to oriented, digitized radIal images with a maxImum resolution of 0.004 feet.Built"in computer software also unwraps and composites the radial images into a real-time,two-dimensional plot of the borehole wall on the computer screen.During acquisition the inclination (tilt from vertical)of the borehole is recorded by an omni-directional three-axis accelerometer.The bearing (azimuth)of the tool was measured by a three-axIs magnetometer. c.)Suspension PB and SBwave Logger We used an OYO-Robertson Model 3403 digital suspension logging system to measure downhole compressional (P-)and shear (8-)velocities.The probe is equipped with a dipole seismic energy source located near the base of the probe and a pair of geophones (detectors) located towards the upper end of the probe.A schematic showing the probe configuration and equipment attachments is shown in Appendix A.In this survey the distance from the energy source to the first geophone was 7.02 feet (2,13 meters).The in-line distance between the GMU Geotechnical,Inc. July 22,2010 Page 3 geophone pair is 3.28 feet (1.0 meter).Each geophone contains one horizontal and one vertical oriented element.The horizontal geophone elements preferentially record the shear wave,the vertical geophone elements record first arriving P-wave energy. Suspension seismic data is collected at discrete depths in a fluid-filled boring.At each measurement depth,the energy source is activated via commands from the surface control console.This activation causes a metal solenoid to strike a plate (anvil)mounted inside the probe housing.This energy transmits through the fluid to the borehole wall which produces a seismic wave ("flexure")In the adjacent formation.As this wave propagates radially In the formation away from the source,a seismic interaction between the seismic wave and the borehole wall creates tube waves together with a refracted compressional P-wave that travels up the borehole to the two recording geophones.P-wave arrival times are identified as the first break on the vertical geophone seismic records.Tube wave arrivals are later arriving seismic events and are recorded on the horizontal geophones.The identification of the tube wave arrival times are facilitated by recording seismic records from two opposite directions (horizontally left and right)of solenoid impacts.By superimposing these two seismic records, the onset of the tube wave/S-wave arrival time is usually Identified as a higher amplitude and phase reversal event.The velocity of the tube wave is very close (90 percent)to that of the S- wave.Hence,we report tube wave velocities as seismic S-wave velocities. When assembled,the suspension logging tool measures approximately 19 feet in length.The measuring point of the tool is taken at the center of the pair of geophones.This measuring point is approximately 11 feet from the bottom of the probe.Therefore,the maximum depth of our survey will always be reported 11 feet from the total depth of the borehole assuming the borehole is free of obstructions. 5.0 DATAACQUISITION a.)Caliper Prior to the survey,the caliper log response was calibrated to read in units of inches.The caliper logs were acquired in the up going direction at speeds ranging from 10 t012-feet-per- minute.The digital data sampling rate was every 0.05 feet. b.)OPTV logs The OPTV logging was recorded initially in an downhole direction at a logging speed of 4 feet- per-minute.After a review of this initial log,lighting parameters were adjusted and a second up going log was recorded.The purpose of the second log was to improve image quality and to create a repeat log to demonstrate the stability of the magnetic north reference measured by the instrumentation.The north compass direction was checked with a Brunton Compass prior to geophysical logging. GMU Geotechnical,Inc. July 22,2010 Page 4 c.)SuspensIon logging We measured seismic suspension velocities ranging from one to two-foot intervals beginning approximately 11 feet from the bottom of each borehole.At each measurement station,we cycled the energy source to fire 3 times in succession into each geophone element.This cycling stacks seIsmic records to achieve better signal to noise ratios.We also recorded S- wave data using a 2.4 KHz low pass filter.This filtering reduces high frequency Interference from the onset of earlier arriving P-wave modes. Only borehole CH-,1 under ambient conditions,had a standing water column beginning at 103 feet below ground surface (bgs).The survey target interval in this borehole ranged from 90 to 70 feet bgs.Borehole CH-2 was dry down to total depth or approximately 93 feet bgs.The operation of the suspension logging requires a fluid-filled borehole column.Therefore,water was gravity fed into the boreholes from a water truck to raise the water level in each of the boreholes.Despite the constant influx of imported water,the water level in CH-1 did not rise above 103 feet.As a result,Suspension measurements were regulated to depths below 103 feet bgs. 6.0 DATA REDUCTION a.)OPTV Image Logs We used the computer program WELLCAD (Version 4.0,ALT,Luxemburg)to produce merged borehole optical televiewer images and caliper log plots and to calculate orientations of interpreted discontinuities (e.g.bedding and fractures)from the televiewer imagery. Corrections for the magnetic declination in the survey area required adding 13.5 degrees to the magnetic compass bearings in order to orient the borehole images to true north (NOAA,2004, Magnetic Declination for The U.S.).Since borehole diameter Is a major input parameter in determining dip magnitude,we input caliper log data into the program calculation of dips. Discontinuities analysis was performed Interact/vely on sections of the unwrapped OPTV image as viewed on a computer monitor.An interpretable discontinuity on a two-dimensional unwrapped borehole televiewer log appears as a recognizable sinusoidal shaped trace that usually extends across the width of the borehole image.The sinusoidal shape is a visual manifestation of a planar discontinuity intercepting a three-dimensional cylindrical borehole. Planar discontinuities can be geologic features that include discrete fractures,beddIng planes or other such planar contacts.Identified discontinuity traces on the image logs were fitted with a bendable sinusoid that best overlies the trend of the trace.WELLCAD then calculates a plane that represents the orientation of the discontinuity in terms of dip direction and dip magnitude based on the sinusotd overlay.The process is repeated for every significant discontinuity until the entire open section of the borehole is interpreted.At this stage,apparent dip direction and dip magnitude of the discontinuities are converted to true geographic dip direction and magnitude by factoring a correction for borehole deviation (azimuth and tilt). Most discontinuities were observed to be continuous (360 degrees)across the "unwrapped" image plot,however,in complex fracture zones or in occurrences of high angle discontinuities GMU Geotechnical,Inc. July 22,2010 PageS (greater than 60 degree dip)the discontinuity trace is shown either in segments or in one partial irregular segment (much less than 360 degrees across).In either case only portions of the discontinuity are presented.Nonetheless,a best fit sinusoid was superimposed over these incomplete traces.These sinusoids and resulting calculations represent an approximate dip direction and magnitude for these noncontinuous features. b.}Suspension Logs Seismic P-and S-wave velocities were calculated with the interpretation computer software Glog SUS,Version 1.12 published by Oyo Corporation (2000).A typical interpreted seismic record is presented in Appendix B.This record shows six geophone traces.Traces H1 and H2 are horizontal geophone elements which are preferentially aligned to record S-waves.H1 is the geophone nearest to the source,H2 is the farthest from the source.V1 and V2 are the vertical geophone elements which are preferentially aligned to record P-waves.The horizontal geophone elements (H1 and H2)show a total of four S-wave arrival times;two arrival times identified at each geophone are referenced as "up"and "down"breaks.The"up"and "down~' breaks are the result of two separate and oppositely directed (180 degrees)solenoid impacts by the energy source.As the example record illustrates,these opposing impacts produce amplitude phase reversals which identifies the on set of the S-wave energy.All seismic records were analyzed for P-and S-arrival times in this manner.Seismic velocities are calculated by dividing the geophone spacing interval (1 meter)by the interpreted interval travel times in microseconds to yield seismic velocities in meters per second.Two S-wave velocities are calculated at each depth measurement station.We averaged the results of two S-wave interval velocities and presented a single S-wave value at each measurement station. The interval velocity calculation method is the preferred reduction technique.However,we have noticed that depending on borehole conditions the waveform record can show more than one S-wave phase reversal.To help eliminate this equivalence we calculate direct velocities from the arrival times.That is,we divide the travel distance from the source to the detectors by the arrival times (see graphic regarding the probe geometry).These direct arrival time velocities are compared to the interval velocities.When we see velocity discrepancies we reinterpret arrival times in the Glog~SUS program so that the interval velocities approximately correspond to the direct velocity calculation.It should be noted that the direct velocity calculation though useful as a velocity constraint can not substitute for an interval velocity because the delay times due to instrumental and probe standoff are not known precisely. 7.0 PRE.SEI'JTATION AND RESULTS . Summary plots of all log data and interpretative illustrations can be found in Appendix C at a vertical scale of one inch equals two feet.The plots present the caliper log trace (green) superimposed on the initial Down going OPTV image plot in the far left track.Additional plots left to right are as follows:Up going OPTV log with sinusoid overlays,Tadpole,Suspension P- and S~wave Velocities (bar graph)and borehole deviation (see Azimuth and Tilt). The tadpole symbol depicts discontinUity dip magnitude by its position on the depth versus degrees (0°to 90°)plot where 0°represents horizontal and 90°represents vertical.Dip GMU Geotechnical,Inc. July 22,2010 Page 6 direction is indicated by the position of the symbols tail as if it were positioned on a 360°compass face where north is the tail pointing vertically up the page,east is the tail pointing 90°to the right of vertical,south is pointing vertically down the page and west is 90°from vertical to the left of the page.The color of the sinusoid and tadpole have classification meaning.Black refers to fractures;green to bedding and blue to contacts. Due either to the complexity or incompleteness of discontinuity traces in some fracture Intervals,not all possible fractures were subject to tabulation and interpretation.This is to say that the number of interpreted fractures in our analysis will not always correlate to the fracture frequency as determined from rock core analysis for reasons of significance,silica mineralization within fractures and undetected mechanical breakage of core samples at the surface. a.)Discontinuity analysis Interpreted discontinuities were classified as bedding,fractures and contacts.We identified discontinuities as bedding because these features appeared closely spaced,had very thin traces with no open aperture and followed a near constant dip direction and angle across limited depth intervals.A contact classification was given to a discontinuity that visually appeared to separate distinctly diff~rent rock units.A discontinuity was classified as a fracture because we observed evidence of an open or partially open aperture.This open or partially aperture characteristic can be inferred by caliper log breakouts or the appearance of an open aperture of the dIscontinuity on an optical televiewer.A complete listing of interpreted discontinuity depth,dip direction (Azimuth),dip angle from horizontal,WELLCAD code and classification ("class")has been summarized in a series of tables.These discontinuity tables are presented in Appendix D. b.}Suspension PN and 8m wave velocities . Suspension S~and P-wave Interval velocities presented in bar graph form on the Log Summary Plots (see Appendix C)are presented as numerical tables in Appendix E.In general,Borehole CH-1 ranged from 1100 to 2600 feet per second (fps).S-wave velocities in Borehole CH-2 ranged from 760 to 1649 fps.The lower S-wave velocities in CH-2 versus CH-1 are probably the result of the rock mass in the former having been subjected to greater amounts of weathering and possibly greater slide movement.Landslide movement mechanically deforms the rock which reduces shear strength and S-wave velocity.P-wave velocities were measured below 5000 fps in Boreholes CH-1 above 120 feet and all of CH-2.It is our experience that in unsaturated bedrock where we are adding water to the borehole to create an artificially high fluid column,the P-wave arrivals on the waveform records are not conclusive because the signal level is relatively weak compared to the S-wave.We therefore state that our P-wave results are at best estimates. STANDARD CARE AND WARRANTY The scope of NORCAL's services for this project consisted of using the downhole geophysical techniques to measure the orientation of bedrock discontinuities and measure Suspension GMU Geotechnical,Inc. JUly 22,2010 Page 7 seismic velocities.The accuracy of our findings is subject to specific site conditions and limitations inherent to the techniques used.We performed our services in a manner consistent with the standard of care ordinarily exercised by members of the profession currently employing sImilar methods.No warranty,with respect to the performance of services or products delivered under this agreement,expressed or implied,is made by NORCAL. Thank you for the opportunity to participate in this investigation.Should you have questions please call me at your earliest convenience. Yours very truly, ~OP~2:t· William J.Henrich,CEG,GP rJ'"-: Professional Geophysicist-893 Enclosures W~'H/KGB/tt ENCLOSURES APPENDIX A:Suspension Logging Probe and System Schematic APPENDIX B:Example Survey Suspension Waveform Records with Interpreted Arrival Times APPENDIX C:Summary Log Plots,CH-1 and CH-2 APPENDIX 0:Discontinuity Tables,CH-1 and CH-2 APPENDIX E:P-and S-wave Suspension Velocity Table,CH-1 and CH-2 APPENDIX A Suspension Logging Probe and System Schematic SUSPENSION LOGGING PROBE AND EQUIPMENT CONFIGURATION F L E X U R E W A V E Cable Haad ~~~~===i'J>U to COMPUTER CONTROLLED 1-=="=CONSQLE . t} DE1pth {eferenc6.~1_~6*4 ft at mid-point .----...;..."T' 9f two {eceivers 1.64ft ______Depth reference rX-R2 (+~.5 ft) 7.04 it 12.1 it ~===~=Depth reference Tx-R1 (+5 ..15 ft) 3.28 it flexible isolation tl.!ba Combined Sh and P,wave wave source (Tx)~='----='-=+ 3.44 ft· Weight Tip ~=~--=__===.L.:="""";.".L. Over!'lil Length ~19.5 ft. Constructed with 1 meter (3.28 It)isolation tube Drilwing no~to ~cale APPENDIX B Example Suspension Waveform Record with Interpreted Arrival Times Example interpreted \j\faveform Record via GLOG-SUS Program CH-2 '<:-,,-'7,....___,_·.-......·:':r':~·'"'.'.~!.(l· ~(us)?i I f, Append "~1 ii SIr =10000 sit =10040 ",! 1 2j 69.0 £002_037.or9 I Delete 11 Sin =6980 sin =6960 70.0 C002_036.~~· --I ~j ~t 71.0 f002_Q35.or9 ..:~j pr =2580 pn =4620'I72.0 £002_034.019 N "73.0 C002 033.~~-I \' :\ Example Waveform Record CH-1 124.21£001 013.01 ~I 409:1770 v sin = pn = 2840 1240 APPENDIX C Summary Log Plots,CH-1 and CH-2 .-~.- I • OPT'l,CALIPER,COMPANY:GMU Geotechnical I NORCAl =SUSPENSION LOG.,WELL 10,CH-1 -atll'!:ii I SUMMARY PLOT ,616b~~:r~§~SN~~~~~ -.::u.__w ClllClnftml .U~.!__L..._ DATE.JUi~E 28.201~1 BorehOle Dia.4 In JOB NO 10-7D3.028 I STATE-CA NOTES:Water added to borehole during Suspension logging.Unable10 maintain water level above 103 feet.Therefore,velocity data acquisition restricted to lower borehole depths. oEG 400 .,., ., : I TILT ~i : j :' : i i I ;, i·············~... 8000 0 oEG AZIMlfTH 8000 0Ips Ips S-wave Interval Velocity P-wave Interval Velocity 90 0 DIPS O'270180' SINUSOliJS 90' f--- O' ---OPTV BOREHOLE VIE\>\'(U?GOIi"!G\ D·270"180· Borehole Diameter 90' OPTV BOREHOLE VIE'/lf (DOWNGOING)Depth 1ft24ft 10, ,~) I I -_.- nnU+-l-++---~----i---:=IJJlf- Page 3 in- :i :! i ~! !:! I ~i i ~i -1-:1 ;1611 1624 2431 2660 2656 1'940 1993 -1513 1269 _-1373 1129 1101 4 DEG 400 TILT DEG AZIMlTTH ~. 8000 0 8000 0 Ips 8-wave Interval Velocity Ips P-wave Interval Velocity ~-H-HH-IH-H-t---+------;---t- :: ~iH-IH-H-H-t++--~--~--_+_----,_;_--- I :: ;;f-----------------il O'INCH 10 90'180'270' Depth f--J__O_P_TV_B_O_R_EH_O_LE_V_'_O'N_.:..<O_O_WN_G_O_IN_G...:'__I f-!O_PTV_B_O_R_E_H_O_L_E_Vl_O'N_..:.(U_P_G_O_I_NG_)'--_"'1 f--I__D_IP_S__-jl lfl:24fl O·90'180'270'O·O·90'180'270'O·0 90 0 Page 5 • I OPTV,CALIPER,- ----I~Z~MPANY:GM~-Geotechnical NORCAL -I SUSPENSION LOG ';;'IEELLOL ..IO:CpAHL-20S VERO" , ~..::._~.I SUMM.ARY PLOT''- 'L.~"~-~~~-~--~'--"'==.'~-::J'~c~~Nll'_:_L_OSANGELES DATE'JU~JE 28 2010 Borehole Di2...;.in JOB NO 10-703028 STAT=C,te, ~OTES:Borehole dry to total depth.Added water to borehole during Suspension logging survey TILT OEG 400 8000 0 OEG 4 AZIMUTH ,·i If! i !;~~--!-C-- P-wave_lntel'\1al Velocity Ips S·wave_lnterval Velocity f----------------! 8000 0 i----'---~---+_---I+--! i H----~--~---~-~+_S:i .-.- 90 0 ii I 'H-+----+---+---~---H-~~If-!+- :i DIPS C'27:1'180' SINUSOIDS 90' BOREHOLE VIEW RUi\I-2 (UP-GOIt-.lG) 0'0' BOREHOLE VI8N (DOVVN GOING) f----- 90°1800 270 0 Borehole Diamete c i·ea •••••••••••••••••••••••••••••••••••••••••••••; I Oepth1~:24~I D' ~:,I ~! l !, "! ~: I . 5---C---+-",,--+-!' i645-----i---+-----+-~-,- t : --'-~-rH$ 1234 1160 :5ll--+---+--+--'-----+---i 1042 989 •904---j--f-----io------+-+----.J, 1085 901 1076 794 820 748 ~H+~H_t~~8~6B=~364:5----+----+----+--+-+---1 -tttH-+++t.£:1:O:105~2=J :64,5----+-----+-+--'---+----1 -tttH-++++.~8~94=:=}'l-27'--+-----{--+--,--+-1 -~t-H_H-j+I.~67~B==:1:904---f;--L.--jl;-~-+!---'-----1 i i; AZIMUTH i) S-waveJnterval VelocTty ------=-----'------!'_. 8000 0 DEG 400 TILT SINUSOIOSBoreholeDiameter j ••••••••••••••••••••••••••••••••••••••••••••••••: o INCH 10 0"90"180"270 0 0'fps I Depth ~OREHOLE VlEVoJ (DOWN GOING)BOREHOLE VIEW RU)\1-2 (UP-GOING)DIPS P·wave_lntervai Velocity 11t24ft O'90'180'2-70-·"':"'---0~'0;---9-0'180'270'O·0 90 I0 fps 8000 ··ti......·iiE~···..··~______..':.'..'C.._----"-_~_-----'''''--''-~__~:....::...-~~....::.J Page 3 APPENDIX D Discontinuity Tables,CH-1 and CH-2 Boring CH-1 DISCONTINUITY TABLE PALOS VERDE DRIVE RANCHO PALOS VERDE,CA Depth Azimuth Dip Class Comment ft.(bgs)deQ del:)code-color class 28.95 0.98 39.88 106-green bedding 35.16 7.77 17.52 106-green bedding 43.11 269.76 59.69 1DO-black fracture 43.93 90.99 56.29 1DO-black fracture 53.9 53.21 23.69 106-green bedding 54.2 53.5 27.13 106-green bedding 54.78 6.39 27.52 106-green bedding 55.37 27.73 22.68 107-blue contact 65.18 277.32 28.41 100-black fracture 66.25 129.22 32.51 1DO-black fracture 66.49 92.97 27.95 1DO-black fracture 73.01 357.79 25.36 106-green bedding 92.31 196.12 25.15 106-green bedding 93.04 193.68 34.97 106-green bedding 93.24 186.26 34.49 106-green bedding 93.58 193.2 29.97 106-green bedding 93.83 173.41 26.52 106-green bedding 94.14 179.9 31.3 106-green bedding 94.68 178.97 24.96 107-blue contact 96.97 186.73 46.42 100-black fracture 99.66 45.47 51.54 106-green bedding 100.49 31.83 43.73 106-green bedding 100.78 29.59 41.01 106-green bedding 101.01 34.7 41.97 106-green bedding 108.75 238.01 51.33 106-green bedding 109.15 231.68 56.81 106-green bedding 119.65 176.06 17.81 106-green bedding 122.05 184.64 15.92 106-green bedding 122.88 214.63 20.22 106-green bedding 123.7 207.81 13.87 106-green bedding 123.82 212.18 11.44 106-green bedding 124.09 195.59 13.94 106-green bedding 124.48 227.53 17.52 106-green bedding 125.17 235.91 16.59 106-green bedding 125.5 242.22 12.98 106-green bedding 125.97 236.18 13.99 106-green bedding 126.41 224.03 14.03 106-green .bedding 127.14 190.57 19.71 106-green bedding 140.88 228.5 16.25 106-green bedding 142.19 195.53 17.86 10B-green bedding 142.31 207.04 26.8 106-green bedding 142.47 210.37 22.23 106-green bedding 142.95 231.66 24.55 106-green bedding 143.2 215.7 19.57 106-green bedding 143.42 243.62 16.71 10B-green bedding 144.28 221 22.87 106-green bedding Boring CH-2 DISCONTINUITY TABLE PALOS VERDE DRIVE RANCHO PALOS VERDE,CA Depth Azimuth Dip Class Comment ft deg deg code-color class 39.19 350.49 44.46 106-green bedding .39.99 1.85 35.24 106-green bedding 44.06 354.44 31.73 106-green bedding 44.31 352.47 38.01 106-green bedding 45.11 19.26 25.89 106-green bedding 48.45 59.42 37.58 106-green bedding 50.73 59.07 42.67 106-green bedding 51.96 182.76 21.15 106-green bedding 59.97 339.86 14.33 106-green bedding 65.98 202.32 8.72 100-black fracture 68.83 19.43 19.19 106-green bedding 69.13 6.09 19.15 106-green bedding 69.49 27.41 22.77 106-green bedding 70.28 188.29 43.75 106-green bedding 70.67 218.37 43.93 106-green bedding 70.94 214.39 48.48 106-green bedding 73.23 194.7 1.08 100-black fracture 75.44 138.07 17.61 107-contacf contact 78.34 200.41 19.97 107-contact contact 81.97 109.96 28.99 107-contact contact APPENDIX E P-and S-wave Suspension Velocity Table,CH~1 and CH-2 SUSPENSION LOGGING VELOCITY TABLES BOREHOLE CH-1 INTERVAL VELOCITIES I Depth S-wave Velocity P-wave Velocity I feet fps fps 108 1094 3458 110 1101 3471 112 1129 3471 114 1289 3527 116 1485 4403 117 1461 4929 118 1624 5249 120 1513 5167 122 1611 5515 124 1373 5739 126 1941 5755 126 1940 5611 128 1993 5755 130 2431 5755 132 2660 5828 134 2658 5860 135 2615 5860 BOREHOLE CH-2 INTERVAL VELOCITIES Depth S-wave Velocitv P-wave Velocitv feet fps fps 47 914 3816 48 748 3904 49 914 3904 50 763 3904 51 845 3816 52 901 3816 ,53 989 3904 54 1052 3645 55 868 3645 56 794 3904 57 878 3904 58 820 3816 59 894 3727 60 1042 3645 61 1052 3645 62 1101 3816 63 1373 3727 64 1216 3816 65 1234 3645 66 1160 3850 67 1085 3727 68 1076 3800 69 1189 3904 70 1273 4101 71 1447 4101 72 1403 4003 73 1540 4318 74 1649 4318 75 1576 4318 76 1350 4318