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Home My WebLink AboutAttchmt 6 - Part 4 Appendix B Geotechnical Report APPENDIX B GEOTECHNICAL REPORT /;~~sr~~~A Iff! ,.&'i!'~~ \\\\\ (19. ~~.~l2J CITY OF DUBLIN -~~. \ . ~~J/I;- --.---.--- ~:.~>.....~ .......-... '1;'/ (( C PI I --.J._/(;:--'::--:;=;:\\:,y 1)) 'ivie 3Z8, DlDlin, Ca.lifornia 9~568 '-.!~?>-- Website' http://www..:::i.dublin.c2.us November 29, 2004 Mr. Tracy Anthony Project Manager Standard Pacific Homes 3825 Hopyard Road, Suite 195 Pleasanton, CA 94588 Subject: Mission Peak Property- Kleinfelder Geotechnical Peer Review Tracy: Enclosed for your use is a copy of the geotechnical peer review by Kleinfelder, Inc., for the Mission Peak Property, dated November 22nd Please note that the review raises two issues that could impact the project design. The first is the structural setback from the creek; adequate setback in conformance with the City setback ordinance will need to be confirmed with cross-sections (although the proposed 100' envimllmental setback shown on the Stage 1 Development Plan may provide more than adequate stl'uctural setback). Tho second is the potential for several slides in the canyon above" the dovelopment to bocome active Gnd block the drainage courCiO in the bottom of the canyoll. We would encourage you to address these comments prior to resubmitting the Stage 1 plan. We can arrange a meeting with Kleinfelder, Inc., if necessary. Please contact me at (925) 833-6635 if you have any questions on the above. Sincerely, /l 7 /1 'h// ~/ Mark ,.I..2fnder Actifi'g City Engineer cc: Janet Harbin, Senior Planner ML/tma G:\DEVELOP\MISSION PEAK\Correspondence\Tracy Anthony, 11-29-04, Kleinfelder Peer Review TransmittaLdoc A,r~a Code (925) . City Men2ger 83~J-6f-J50 . City Council 8:3:3.G6S0 . Personnel 833-6505 . Economic Develarment 833-6650 Fii-j21-ICG r.3J--C)G'~O . Public Wod\siErl~)i[l.s81.ing i.J:?,,J-6b:::() < P~i.rks ~~ COlllmunity Senlic(?s Ki3.6G/tS . FJoiice 8:~3-GG"?O Planr:;ng/Cude E!1fo:-c~meill 833-136'10 . Buildin:0 Inspeciion 8:,3-6620 < Fire Prevention Burc;w 83]-6606 erin/eel en Fiacye/od Paper /~-'-'f l)?r- ;,$;;~~~'*~~\\ !19r~l~k!1 CIT\{ or: DUBLIN ,-\\'* ~~~ .l#'----~~-:-"--:-,_. . " '(->~-:.",,; lUO CI'/IC Praza, UUhllll, Ciilllorr,," [i'brJlj . - !~JL~~;:~?;5) ~ Website: http://www.ci.dublin.cCi. ~ February 22, 2005 Mr. Tracy Anthony Project Manager Standard Pacific Homes 3825 Hopyard Road, Suite 195 Pleasanton, CA 94588 Subject: Mission Peak Property - Kleinfelder Geotechnical Peer Review _ Response to Comments by Berlogar Geotechnical Consultants Regarding Initial Peer Review Tracy: Enclosed for your use is a copy of the geotechnical peer review by Kleinfelder, Inc" for the Mission Peak Property, dated February 17, 2005. The peer review responds to comments in the January 17 peer review letter from Berlogar Geotechnical Consultants, responding to an earlier peer review letter of November 22,2004, from Kleinfelder. The latest letter indicates genel'al closure on the issues raised in the initial peer review. Two items noted by I<leinfelder will /,!,:quire further attention: i) The eastGl'ly limit of Slide "/'\" (above the northerly edge of the developed area) will need to be better defined_ The slide I'epair will need to continue to the east of the developed areas (Lot 13) in ol'der to protect the developed areas. Further investigation and repair of the potential slides in the canyon to the east of Lot 13 wi/I not be necessary. The presence of slides to the east of the developed area may result in ongoing erosion of the slope toes and deposition of eroded material in the proposed storm drain system. In order to prevent material from entering the storm drain and clogging the system and/or impacting downstream water quality, it will be necessary to include a sediment basin or trap at the system inlet (east of Lot 13) to decelerate and trap material before it enters the system. The development plan will also need to provide an overland release path through the project for storm water and debris in the event the storm drain system is blocked. 2) The presence of piping within the area proposed for the water quality pond was noted. This piping will require further investigation and possible remediation as part of the development. " Acea COcJe (925) . City Manager 833-6650 . Cify Council 83cHiG50 . Personnel 833-6605 . Ecorornic Development 83:3-8650 cinilnce 833-6640 . P"'dic Works/Enoi"eelino ><33-6630 . Pad" & Comrnllnily Services 833-6645 . Police 833-6670 PI3"l1ing/Cocle [nlGleoment 833-6610 . BUilding !l1speclion 833-6620 . Fire P,evenfion Bureau 833-6606 Printed on R,~cycled Paper Tracy Anthony Mission Peak Property Response to Comments Peer Review of Geotechnical Study February 23,2005 Page 2 of 2 These comments do not impact the Stage 1 plan, but should be addressed in the Stage 2 plan and the tentative map. Please contact me at (925) 833-6635 if you have any questions. Since~elp if . ''// '" '/',!J oi' /;';/:1, / '/0/.' /p/ ~ark Lander / City Engineer ML/tma Enc. cc:{){net Harbin, Senior Planner G:\DEVELOP\r\,1ISSI0r'J PEAI<\CorrcspondenceI.Tracy Anlhony, 2-21-05, 1<leil1felder Peer Review Transmittal,doc ~~>Iili r.t~-.'~ f',::iw-'>.E.'lI. KlE~r'JFElDtR ,in emp!o)',.'"uI.vneo' C(1rnp;mj" February 17,2005 File No. 51142/PWl CIty of Dublin Finance ContTol Number 651 Mr. Mark Lander Consultant Civil Engmeer City of Dublin Public Works Depm1ment 100 Civic Drive Dublin, Califomia 94568 Subject: Geologic and Geotechnical Peer Review Comments Pertaining to a Letter Prepared by Berlogar Geotechnical Consultants Titled "Responses to Peer Review" and Dated January 17, 2005 for the Planned Mission Peak Property Residential Development Proposed Along Tassajara Road in Dublin, California Dear Mr. Lander: This letter was prepared to provide the City of Dublin (City) with our tecllllical peer review comments and conclusions as they pertain to a letter report prepared by Berlogar Geotechnical Consultants (BGC) titled "Response to Peer Review, Tassajara Terrace (formerl)' Mission Peak Propert)'}, Tassajara Road, Dublin, California" and dated January 17, 2005 for the proposed Tassajara TelTace (formerly lmown as Mission Peak) development in Dublin, Califomia. The emphasis of our peer review was to evaluate wllcther the rccommendations presented in BGC's geotecllllical reports for the site have been incOll'oratcd into the design of the subject project. OUT on-call services are being provided in accordance with our Consultant Agreement \vith the City, as amended on August 17, 2004, our proposal to the City to perfonn peer review scrvices da,ed October 25, 2004. BACKGROUND AND INITIAL PEER REVIEW We have completed an initial technical peer review of the project and prepared a letter report titled "Preliminw)J Geologic and Geotechnical Peer Re1.'icw Comments Pertaining to the Planned Mission Peak Property Residential Development Proposed Along Tassajara Road in Dublin, California" dated November 22, 2004 (File No. 51142/PW1). The initial review presented our professional opinions and conclusions as they pertain to the geotecbnical aspect of tbe proposed residential development at that stage. The completed initial technical peer review included the following items: 1. Detailed review of the following geotechnical report prepared by BGC: . Design level Geotechnical Investigation, A1ission Peak Property, Tassajara Road, Alameda County, California" dated September 19, 2003; 2. Observations made dming a site recOllllaissance visit to the site on November 12, 2004 by a Cel1ified Engineering geologist with our finn; 51 I 4:1IPW 1 (PLE5LllO)/jb @ 2005 l(leinfelder, Inc. Page 1 01'5 iFcbruary 17,2005 I( L f.: 1 N F E L [l ~ R 7133 KGII Center P,:HkINdY, Su;1el 00, P!e3s;"ntoll, Cr\ 94566-31 01 (~125) 4p,.:L 1 700 ((.:;::~5) 4t;4-S838 fax 3. Review of regional published geologic reports and maps and unpublished geotechnical consultants' reports performed in the gcneral vicinity of the site; and 4. Preparation of the review letter referenced above and dated November 22,2004. BGC subsequently responded to our initilal review comments by preparing the following documents: . Response to Peer Review, Tassll!jara Terrace (formerly Mission Peak Property), Tassajara Road, Dublin, California" and dated January 17,2005 Kleinfelder reviewed the BGC document and utilized the following plans to assist us with our review. . Development Plan, Tassajara Terrace, Dublin, Califomia, prepared by Ruggeri-Jensen-Azar (RJA) & Associates and dated November 24, 2004; and . Creek Channel Setback Zone, U11titled and Undated Topographic Base Map of the Creek Chmmel Prepared at a scale of I inch ~ 2(0 feet SCOPE OF CURRENT PEER REVIEW BGC prepared a response letter titled '"Response to Peer Review, Tassajara Terrace e(ormerly Jiiission Peak Property), Tassajara Road, Dublin, Califomia" and dated January 17, 2005 in which they addressed our initial November 22, 20{J4 review comments for the project. The scope of this current evaluation included the review of the BGC January 17, 2005 document and the above referenced RJA development plan. The following are our rcvieW-C0111111cnts concellllng the information reviewed. cummNT REVIEW COMMENTS Our reviewconU11cnts were developed based on our evaluation of tbe geotecbnical reports and related desib'11 documents referenced above and our familiarity with the genera! gcologic,d/geotcchnica! conditions ill the vicinity of the site from previous projects. BGC has generally responded to our rev-iew COl1U11cnts satisfactorily except where noted below. A, Landslide Characteriz:ation Based on the most recent development plan prepared by RJA, it appears that the proposed layout of the development has been modified to where Lot 13 is now situated approximately 500 feet to the west of the pond present within the central drainage swale along the eastern portion of the site. The initially proposed cu[,de,sac and residential lots in the vicinity of Landslide C are no longer planned in that area. The eastem property line of Lot 13 is now proposed about ISO feet to the west of the western margin of Landslide C. Accordingly, BGC does not plan on repairing Landslide C as was initially planned and they do not believe that evaluating any postulated landslide deposits beyond Landslide C to the east is needed. 51142/PWl (PLE5L1 to)/jb C0 2005 KJcinfelder, Inc. Page 2 of 5 Pcbruary 17,2005 I< L:: I N F E L D E R 7133 Kall Cel1ter Parln,vay, Suite 100, Pleasanton, CA 94566-3101 (925) 48..1-1700 (925) 484-5838 fax While we concur with BGC that repairing Landslide C or characterizing the postulated landslide deposits to the east are no longer necessary, it is our opinion tbat the eastem hmit of repair for Landshde A should be better defined and that it should extend eastward well beyond Lot 13. BGC evaluated tbe mapped landshde deposits along the axis of the prominent drainage swale along the northeastern section of the property and evaluated the flooding potential that could occur if reactivation of landslides in that area resulted in damming the swale. They concluded that the relatively shallow landshde deposits occupy low positions on the slopes and that based on the soil-like materials that comprise these deposits it is their opinion that such failures would not foml competent blockmg packages along the axis of the swale. They noted that the potential for blockages that would dam significant runoff is low because they believe that the runoff would bypass and erode any failed slUlTY into the axis of the swale. We concur, especially now that the planned development limits have been moved westward as discussed above. B. Erosion of the Creek Banks Based on our review of the modified' development plan and the topographic base map delineating the setback zone associated with tbe creek, it is our opimon that the Water Quality Pond and the residential pads are adequately setback from the creek in general conforn1ance with the City of Dublin Ordinance No. 52,87. BGC mapped soil piping (sink holes) in the general area where the Water Quality Pond is proposed. Such soil piping features tend to extend in the subsurface and they could have sigmficant adverse conditions on the integrity of the pond ifnot mitigated before the construction of the pond. Accordingly, it is our opinion that the soil piping should be mapped m detail in that area, the roofs of the pipes should be collapsed and the generated voids filled. C. Fonndations We concur with BGC D. Retaining WaUs BGC has indicated that the Keystone walls will have native soil backfill and have reconunended a friction angle of 30 degrees for this materiaL This value is high fm the on,site clayey and silty soils, except for soil derived from sandstone bedrock. BGC's remolded direct shear tests indicate friction angles (except for remolded' sandstone) of 15 to 28 degrees with an average value of 22 degrees. BGC has also ack:nowledged the need to check global wall stability when the locations and heights of the Keystone walls are conceptually detemlined. In addition to checking the global stability, they should reevaluate their backfill design parameters based on the above comment and the actual backfill soil type. Checking the final wall design shouUd be a Condition of Approval before construction. E. Prelimiuary Pavement Sections Based on BGC's response comments, we understand that 2 to 3 percentage points (above optimum moisture content) will be maintained in the soil subgrade underlying proposed pavement areas until such areas are paved. 51 142iP\Vl (PLE5L1IO)/jb @ 2005 Kleinfeldcr, Inc. Pag~ 3 of 5 February 17,1005 1< L E 11'\1 r i: L 0 E R 7133 1(011 C:ontel- Parkw,lY, Suite lOt!, Pleasantoll, CA 94566-3101 (9:'5) 464-1700 (9:25) 43-4-S83,) fax F. Slope Stability Analy~;is BGC llsed effective stress parameters for all (except one) of their seismic analysis instead of llsing total stress parameters. Nonetheless, the seismic factors of safety (FS) arc generally acceptable. A relatively high cohesion value was used for one ofthe seismic analysis (next to the creek), whIch was based on one laboratory test and no tension crack was assumed. It is our opinion, however, that even with a lower cohesion and an assumed tension crack, the slope \vill likely be stable. G, Remedial Grading Plan It is imperatIve that a remedial grading plan is developed for the site when the development layout and the grading scheme are final. This should constitute a Condition of Approval for this development. Without a remedial grading plan it is difficult to assess the potentially adverse effects posed by landslide deposits, unstable colluvial zones, stability of cut and fill slopes, cut/fill transition lots, and differential fill conditions across pad areas. RECOMMENDED FOLLOW UP The above comments are based on the information and the documents that have been provided to us for review and our independent rcc01U1aissance observations at the project site. If additional pertinent infom1ation Inay have been developed but not yet provided to us, we would be pleased to review such information at the City's request. The above comments should be addressed by the applicant and responses provided to us for our further revIew. We would be pleased to meet with the City and the applicant's represcntatives to discuss these review comments if that would be helpful. LfMITATIONS AND CLOSURR This review has been performed at the request of the City of Dublin. Our role has been to provide teclmical advice to assist the City in its discretionary permit decisions. Our services have been limited to the review of the documents identified in this letter and our observations at the site. We have employed accepted geologic and geotechnical engineering procedures, and our professional opinions and conclusions arc made in accordance with generally accepted geologic and geotechnical engineering principles and practices that exist in the San Francisco Bay Area at the time this letter was wlitten. No other WUlTanty is expressed or implied. Our review did not include any independent field explorations or analysis, other than a brief site reconnaissance. Also, our review did not include checking of the documents for confo1l11ance with state or local govelnmental codes or client requirements. This review does not relieve the geotechnical engineer for this project from his sole responsibility as geoteclmical Engineer-of-Record for the project. 5! 141/PWt (PLE5L11 O)/JI; @ 2005 Kleinfelder,Inc. Page40fS February 17, 1005 !<LEIN~ELDEf~ 71331<011 Centel- P3rkway, Suite 100, Pleasanton, CA 94566-3l01 (925) .134-1700 (925) 484-5838 f3:< We tTust that the infoI111ation provided above will assist you in your on-going evaluations of tbis project. Please call us at (925) 484,1700 if you have questions conceming this letter or our associated services. It is a pleasure to be of continuing consulting service to the City! of Dublin. Smcerely, SIGNAL Gf: ~ KLEINFELDER,INC.O ()~(o~\ Q;- SADEK M DERREGA)"') ~ ~ .Q.. No 2175 (fl '--.: VI /l-~ () \,/ r6 /-0~~ -i ~112../l" l/.-f:/ !J CERTIFIED . ;;;' '4". ENGINEERING s,",] M. Dee ,g,. RG. CEG II' 17{ > 0""""/::,, Semor Engmeermg Cicolog!st ~'l SMD/DGG/jb 51142/PWI (PLE5LIIO)/Jb '9 :2005 Kleinfelder, Inc. Page 5 of 5 /? :' ,/ ' g~;ofE~ " i / ;// ;' !./ ~,~"5>~~{~_.~ .',/ I .........~i ~ "J" Z)1"'C1J_\\ ' ,J \. I Co) <:j ~L)~ \ U 1 / ' \.J "uN E3 No 351 in \I Don~d-G. Q;:y, GE #35; :. Exp 12/31/05,:// GeoSciences Group Manager ~~r.P;" (,to"""CU\\\~'t/..~~Jj ",'-1 't n"\'X--~~ ~~~7 -~-~_.' February 17, 2005 i\ LEI ~~ F E LOt R 7133 1<011 Center. P,ukvvay, Suite 100, Pleasanton, CA 94566-310"1 (925) 43.1-1700 (925) 484-5338 f3.\( r:";7~~%'!l ~,;1 ".~ ~;[)~ ":: ~~ 't\'~ ~j~, ss, i1';'" .,g,;"" ~~. -0' '," C-.,"- -<<.. - 2> ......_~1'.._. ". .~ "'--"'~' . "'-'.' '! &," , (.."" , ",ii . '. ~ ~;' 4,. ~ ;', . ...~ -".~ -F..1=f~- BERLOGAR GEOTECHNICAL CONSUL TANTS SOIL ENCINFEI(S ENCINW<I-NC CEOL(JeISTS DESleN LEVEL GEOTECHNICAL INVESTIGATION MISSION PEIIK PROPERTY T.-\SSA.lARA ROAD /\LIII\IEDA COLINTY. CALlFor,NIA FOR STANIJ.-\RD PACIFIC OF NORTHERN CAI.FORNIA Septelllber 19, :2003 DESIGN LEVEL GEOTECHNICAL INVESTIGATION MISSION PEAK PROPERTY TASSAJARA ROAD ALAMEDA COUNTY, Cl\LIFORNIA FOR S FANDA!W PACIFIC OF NORTHERN CALFORNlA September 19,2003 ./ Job No. 2566.10 I ScptcrTlber I ~), 2003 .Job No. 2566 101 BGe BERLOGAR GEOTECHNICA.' CONSULTANTS Mr. Glen Martin Standard PaciJlc oCNorthern CaliI1)l'l1ia 3825 Bopyard Road, Suile 195 Plcasanton. California 94588 Subject: Design Level Geotechnical Investigation Mission Peak Property T assaj ara Road Alameda County, California Dear Mr. ~[artin: INTRODUCTION This report presents the results of our design level geotechnical investigation oC the Mission Peak property located on the east side of Tassajara Road in Alameda County. California. The sile is shown with respect to existing cu[tural features on the Vicinity Map (Plate I). We previously perCol111ed a preliminary geotechnical investigation of the property and presented the results in a report dated September 13,200 I (13GC Job No. 2566.1(0). PROPOSED DEVELOPMENT ^ plan titled "Site Plan Alternative 'E'," dated Ivlay 13,2003, prepared by Ruggeri-.Jensen-Azar 8: !\ssoeiates (R.JA) was provided to us for use in this investigation. That plan shows the site being developed into 97 single-family residential lots. Rear yard retaining walls up to 5 feet tall will be built on some lots. Grading is shown to inelude cuts up to about 30 feet deep and fills up to about 35 feet thick. The 3 horizontal to I vertical (3ll: 1 V) south and west-facing cut slopes up to about 50 feet high and west-facing Jill slopes up to about 40 feet high, are also shown on the plan. A water quality pond about 440 feet long and 90 feet wide is shown next to the unnamed tributary of Tassajara Creek in the western part of the site. The grading is shown to be limited to about the western half of the property. The grading is also shown to extend beyond the property line into undeveloped land to the southeast and tying into future grading to the south. We understand that a site grading plan has yet to be finalized and it is possible the grading shown on the RJA plan could change. G. 7. September 19.2003 Job No. 2566.10 I Page 2 prJHPOSE AND SCOPE OF SERVICES The purpose of this investigation was to explore site soil, bedrock and groundwater conditions and provide geotechnical recommendations regarding site preparation and grading. landslide rcmcdiation, cut and till slope construction, anticipated settlement, expansive soil treatment, creek setback, foundation design. seismic conditions. underground utility installation. retaining wall design. and preliminary pavement design. While our prelimil18ry investigation in 200 I addressed nearly rill of the property, our current detailed investigation focused on the area of development, in the West and central parts of the property. The scope of services tor Our current ;nvestigation included the follo\ving: ] Review ofou,. previous report and published maps and literature pertinent to the site, " Re\'iew of available stereo paired aerial photographs covering the site and vicinity, , J. Sik geologic reconnaissance, ~. Excavation and logging of forty-eight exploratory test pits to dcpths ranging fi'om about 4 to] 9 j(,ct, ). Drilling ane! togging scven borings to depths up to about 50 feet, Geotechnical engineering and engineering geologic analysis, and Preparation of this rcport. FiELD INVESTIGATION AND L.c\.BORA TORY TESTING We investigated the subsurface conditions at the site between August 5 and 20, 2003, by drilling one rotary wash boring to a depth of about 50 feet (B2,]), six solid-tlight auger borings ranging in e!epth ji-om about 20 to 35 feet (B2-2 through B2-7) and by excavating forty,cight test pits ranging in depth ham about 4 to 19 teet crP2-1 tlmJUgh TP2-48). The approximate locations of bnrings and test pits are shown on the Geologic Map (Platc 3). The boreholes werc backtllled \"ith soil cuttings. The test pits were backtllled with spoils with little or no compactive effclIi. Matcrials encountered in cach boring and test pit werc visually classillcd and logged in the tlele!. TIlc boring logs showing soil c1assitlcations and biow counts, a Key to the BDring Logs Symbols, and the test pit logs Showing soil descriptions arc presented in Appendix A. 1,_, September 19,2003 Job No. 2:566. ] 0 I Page 3 Laboratory testing consisted of moisture content, dry density, Atlerberg limits, gradation, compaction. consolidation and single point consolidation/swell, direct shear, and triaxial compression tests. The results of the moisture content and dry density tests are presented on the individual boring logs. The results of the remaining tests are presented in Appendix B. Soil cormsivity tests were performed on two soil samples by CERCO Analytical, Inc. and the test results along with a brief evaluation arc included in Appendix D. FINDINGS REGIONAL GKOLOGY AND SEISiVHClTY The property is situated within the Coast Ranges geon1Oq1hic province of C'aliilJrnia, which is characterized by northwest trending, folded and lewlled moun'ain ranges. [n this part of the province. sedimentary rocks of the Tassajara Formation. which is Pliocene to Pleistocene in age (approximately 0.0] to :5.3 million years before present), underlie the area (Dibbke, 1980: Crane, 1988). The region has been folded and faulted during the past 3 milIion years duc to obliquc strike-slip rclative motions between the Pacific Plate and North American Plate The s;le docs not lie within an earthquake fault zone 1ur active I,mlts as defined by the State of California (Davis (982). and no faults arc nElpped on the site. Ivlajor active bults in thc region that intluence the seismicity of the site include the San Andreas, Hayward, Calaveras, and GreenvilIe faults, located 30, 11,4, and 7 miles fi'om thc site, respectively (Bortugl1o, 1991). According to Peterson et a!. (1996), estimated maximum moment magnitude (lvlw) earthquakes on thcse faults arc as follows: San Andreas (1906 Segment), 7.9; Hayward (total length), 7.1; Calaveras (north of Calaveras Reservoir), 6.8; and Greenville, 6.9. Recent studies by Unruh and Sawyer (1997) postulate that the Mount Diablo uplift is underlain at depth by a "blind" thrust tiullt system that may be capable of producing earthquakes of Mw M" to 6%. The distance from the site to the postulated blind tIu'ust cannot be accurately measured but could be in the range of 2 to 4 miles. SURFACE CONDITIONS The approximately 67-acre site is irreguLJrly shaped, ranging roughly from 900 to 2,300 fixt long west to east and 1 ,000 tor ,SOO feet wide north to south. Tassajara Road and a tributary 0[' Tassajara Creek border the western limits of the site. Open land horders the remainder of the site to the north~ east and south. September 19, :W03 Job No. 2566. J 0 I Page 4 The unnamed tributary of Tassajara Creek flows to the south-southwest into a 9,feet diameter CMP culvert crossing under Tassajara Road. The creek channel is about 20 teet deep with about I If: I V banks. The creek banks expose bare ground likely due to erosion and slope instabilitv. /\n existing pond is located adjacent to the creek OLliS ide of the development area in the notihwest corner of the site. Two sinkholes about 6 to 10 leet wide and 2 reel deep were idef1titied along the top of the eastern bank near Tassajara Road durif1g our preliminary investigation in 200 I. It appears the northernmost sink hole has since developed into an erosional gully on the creck bank. An additional sink hole about 4 feet \\ide and about 1 to 2 teet deep was observed during this investigation near the wI' of the east creek bank, between the two previously observed sink IlUles. The northern portion of the site is dominated by an about 200 teet high ridge that trends west- cast. Thi.s ridge slopes clown to the proposed development site at gradients as steep as about 11f:IV near the top but generally slopes between 1Y:,1f:IV to 31f:IV or less steep in the development area as shown on the Geologie Map. /\ shallmv drainage eourse drains westerly along the toe of the ridge and into the tributary creek. A man-made berm is constructed across the drainage in the notihcast portion of the site next to the development ,u-ea. Two smaller west,east trending ridge spurs separated by a small drainage swale extend into the southern portion of the site from the east. The ridge spurs are between about 80 to 100 feet high with side slopes as steep as 2y:'[-j: I Valong the northern slope of the northern spur and 31-1: I V or less steep elsewhere. The spurs slope dmvn to a relati vely level plane to the east of the tributary creek. The plane wngcs from about lOO to 300 feet wide. The site is currently vacant with the exception of a well and well house. scattered knces and metal tanks located near a dirt road that parallels the tributary creek and connects to Tassajara Road. Site topography ranges in elevation from 450 fect in the tributary creek in the southwestern portion of the site near Tassajara Road to about 705 fcet on the top of the northern ridge. Vegetation on site consists of seasonal grasses on the slopes and valleys, and dense riparian type bushes and trees concentrated near the unnamed tributary. The entire site generally drains to the west. SOIL AND BEDROCK CONDITIONS The tl1110wing is a general description oC the materials encountered during this and Our 1001 imestigations. For more detailed description of the subsurface materials encountered plcase refer to the boring and test pit logs presented in Appendix A A1UIFIC1AL FILL Undocumcnted fill composed or silty clay up to about 4 feet thick \Vas encountered in fesl pil TP1-! 8. The fill within the test pit contained organic matter and lwei a strong organic odor. We ,.- September i 9,2003 Job No 2566.10 I Page 5 understand tbat tbe till was reportedly generated during tbe cleanout of tbe pond in tbe nortbwest portion of tbe site outside of tbe proposed grading limits. Tbe approximate area of tlIl is sbown on the site plan as Qaf. This existing tlll is considered bigbly organic and expansive. Artitlcial till is also located in tbe nortbeast portion of the site east of the development area in the tcm11 of a pond berm. RESIDUAL SOILS Residual soils, derived by in-place weatbering of the underlying parent bedrock, were encountered in test pits excavated on ridgelincs and spur ridges. Tbc residual soils encountered consisted of' dark gray and dark gray brolVn silt\, cia)' (CL-CI'I). At tbe time of Our invcstigatio!: in August 2003, we observed desiccation cracks up to 3 inches wide and 2 to 3 feet deep in the central pbne and along the slopes of the southern ridge spur. The typical thickness of residual soil revealed by the test pits varied 1';'0111 about 2 to 4 feet. The residual soils have moderate to high plasticity clIld arc considered highly expansive. COLUJVIAL DEPOSITS Colluvial deposits, generated by the downslope creeping of residual soils and/or their transporlation by erosion, were revealed in test pits and borings ill swales and valleys. Areas underlain by colluvium deposits are noted On the Geologic ['viap using the symbol "Qc." Where encountered in test pits and borings, the colluvial deposits were found to consist of dark gray to gray-brown to dark brown silty clay (Cr-I). Laboratory test results indicate that the colluvial soils have high plasticity and are considered highly expansive. ALLUVIAL DEPOSrTS Alluvium is material that has been transpol1ed and deposited by way of ilowing water. A]luvial deposits were noted within and adjacent to the unnamed tributary of Tassajara Creek. As encountered in the test pits and borings, the alluvia] soils consisted generally of stiff to vcry still sandy clay and silty clay (CL-CI-I), medium still to stiff clayey silt (ML), medium dense sandy silt (ML), clayey sand (SC) and silty sand (SM). Tbc alluvia] deposits are marked by the symbols "Qoa" (older alluvium) and "Qal" on the Geologic Map. Laboratory test results indicate that the clayey alluvial soils have moderate to high plasticity and arc considered highly expanSIve. LANDSLIDE DEPOSITS Regional landslide mapping hy the U.S Geological Survey (Nilscn, ] 975) showed several landslicles on the sile, inciuding three in the area of the current proposed development. Duriug Our 1001 investigation, we performed preliminary test pit exploration of these landslides. Our current design-Ievel investigation also included test pits end borings in continned and suspected landslide areas. The total infill'll1atiou resulted ill our depiction of three landslides in the arca of September 19,2003 Job No. 2566.11l 1 Page 6 the proposed devclopment. Landslides are depicted using the symbol "Qls" on the Geologic Map. In addition, the three pertinent landslides me given the letter designations A, B, and C, as shown on the Geologic Map. These three mapped landslides correspond to three of Nilsen's (1975) interpreted landslides. There are additional likely or suspected landslide deposits elsewhere on the l\lission Peak property, but these arc not discussed since they arc \vell outside (north and east) of the proposed area of development, as shown on the Geologic Map. Landslide A Landslide A is located on the north side of the development. on the dominating suuthwest-being hillside. The landslide's estimated plan-view dimensions are roughly 600 by -100 feet across, and it has a maximum explored depth of 26 feet. Near its margins, it consists of clayey slide debris and bas,ll shears overlying bedrock at depths of about 6 to 10 feet, as viewed in Test Pits TP2,20, TP2,21. and Tp2-22. In a zone an estimated 200 feet across low on thc slope, we encountered a deeper brown silty clay that e>;tends down to depths of about 17 to 26 feel althe locations of Test Pits TP2,2J, TP2,24, and '1'1'2-26 and Boring 132-7. This deeper clay material is interpreted to be an older. deeper portion of landslide deposit. In Test Pits TP2-33 and TP2-35, we encountered what appears to be a small secondary lobe of Landslide A. Cross Sectiun /\,;\' presents our inteqJretation of the subsurface through the intcrpreted deepest part of the Landslide A. Landsl ide B Landslide 13 is a possible small landslide located in about the middle of the development, on a north-facing hillside. This possible landslide's estimated dimensions are roughly 200 by 75 feet across. with a maximum explored depth of about III feel, at Test Pit '1'1',2. Its fonner larger dimensions as interpreted by Nilsen (I 975) and shown in our 200 I report have been contracted, owing to observation of relatively shallow intact bedrock in s(veraltest pits, including Test Pits TP2,8, '1'1'2-9, TP2-10, '1'1'2-38, '1'1'2-39, and '1'1'2--10. Downslope,dipping shears, some with moderate dip angles of 31 0 and 350, were observed within bedrock in the area upslope in Test Pits '1'1'2-7 and '1'1'2-37. Rather than landslide related, we interpret these shears as bedrock related, within claystone of the Tassajara Formation, as discussed under fJedl'ock. The bedrock shearing, however, does point out an unusual weakness in the bedrock that should receive careful geologic observation and evaluation during keyway excavation. Cross Section 8-8' presents our interpretation of the possible landslide configuration and of surrounding subsurface conditions. Landslide C Landslide C is located in the northeast corner of the development near the loe of the nol1hern ridge. The landslide measures roughly 150 by 200 teet across with a maximum explored depth of' about 9 feet. at Test Pit '1'1'-9. It consists ofelay that was deposited on intact bedrock. Septemb'cr 19, )003 Job No. )566.10] Page 7 BEDROCK ~ Fledrock of the Plio-Pliestoeene age Tassajara Formation is present at shallow depths below slopes and ridge crests on the site. Three types of bedrock belonging to this unit \vcrc encountered during our field investigations: sandstone, siltstone, and claystone. These rocks were ~enerallv slightlv wcathned, friable. and moderate!v to hiuhlv fractured. The sandstone '- - '- . . - '-... \vas generally tIne'grained. In numerous places, we found the claystone to be eriss,crossed by randomly oriented, intersecting, dimpled shears. These shears arc generally believed to be due to tectonic deformation (regional folding and uplift) concentrated within thesc weak roek layers, with a possible additional component due to swell of the expansive clay. Bedding within the Tassajara Formmion was gener~llly found to strike to the northwest and dip about )00 to 40" sOLlth\vesL consistent \vith published regional maps as \ycll as Our findings on nearby sites in the vicinity. Tassajara Formation is dclincalcd bv the symbol "QTt" on the Geologic !'.'lap. GROl:N[) WATER Ground water was encountered in Borings D,J and B-2 at depths of about 30 and 20~.S !Cet, respectively. in July )00]. Ground water was not encountered in any of the auger borings or test pits excavated for this investigation. Groundwater elevation was obscured by the drilling method at Boring B2-1. Ground water conditions at the site are expected to vary significantly depending on weather conditions during that time of year, waltI' level in the creek and local irrigation practice~. CONCLUSIONS AND RECOiVIMENDATlONS GENERAL From a geotechnical standpoint, the devclopment can generally be constructed as planncd, provided the conclusions and recommendations contained in this report are incorporated into the project design and construction. This investigation was in part tailored to provide infomJation relative to thc grading altemative as sbown on tbe Geologic Map. The conclusions and recommendations presented hcrein may require modifIcation if a different grading concept is proposed. The primary geotechnical issues afleeting the proposed development are presence of expansive soils and mudstone bedrock materials, and landslides. Other geotechnical concerns addressed in this report include [Ill settlemcnt and stability of the creck bank. September] 9,2003 Job No. 2566.10 I Page 8 EXPANSION POTENTIAL As indicated by the results of the Atterberg limits and single point consolidation/swcll tests contained in Appendix B, the expansion potential of soil and bedrock materials at the site are highly variable, ranging from low to highly expansive. Thc dcgree of expansion of the on-site materials is a function of the (",!lowing main L1ctors: the type of soil and bedrock materials. and clay composition, the in-place 1110isture content and density of the materials, and the overburden pressures or surcharge loads acting on the matcricds. The two main expansive material types at the site include 1) expansive near-surface soil deposits consisting of residual soils, colluvium, landslide debris and clavey alluvial soils; and 2) mudstone bedrock units composed of siltstone and claystone. The on,site residual soils. colluvium. landslide debris and clayey alluvial soils mc considereel highly expansive when subject to changes in moisture content. The siltstone and claystone ~xhibit variable expansion characteristics ranging fro In 111ediun1 to high, generally varying in expansion potential among individual beels of siltstone and claystone. Using the results of the single-point eonsolidation/swcll testing on remolded soil and bedrock malerials, the preliminary total swell or' the tlll placed and compacted foll<l\ving the recommendations presented in the "Site Preparation and Grading" section is estimated as follows: [=. · -. 'mn:i~"''''") .~~~.. .J . .i'm""~:'''r2W:"'"~~-~3 The above-estimated preliminary swells provide a general picture of the swcll potential in the tlll meas. The actual swell in the fill areas depends strongly on the composition (type and amount), and in'place moisture content and density of the fill. SETTLEMENT The results of single-point consolidation testing on remolded soils and bedrock of the site are summarized in Appendix B. Based on these results. we estimate that on-site materials used as flll will undergo settlements during placcment and for a duration [allowing mass grading. The total settlement of the fill placed and compacted in accordance with the "Site Preparation and Grading" section are estirnated as f()llows: September 19,2003 Job No. 2566.1 [) 1 Page <) r=~~n_ __Fill':]jcl~.:.:"_" """J _ - - _ -1 - To"""' ''''':mctlt ~tlChCS)- _ n~_...~. [1.:.:.- -----..J~_n___n__n__ '-n'_,,_____n ,2~__n_ ___.____ ]1) 5 -----._'-_.__._--_.._-~_._.._- ------.--------.-.-.- ----'_._-------------~_.-..-._-."---._-_._-~--- .cJ n 81/~ --.__._-._------------------_._-._---~------,----------..--.----.------------.--------.... In-place colluvial deposits in dcep illl arc as are stitf to hareL and exhibit low to nominal comprcssibility characteristics. As such, provided the upper about 2 to 3 [cd of soliened soils along swale bottoms are removed tiom these areas, we anticipate that stitT colluvium may be left in-place in tIll arcas. The colluvi31 deposits left in-place are anticipated to undergo limited settlements during fill plaCClnent and for a duration follc)\,ving mass gr:Jding. \\le cstilnate that in the (!cepeI' till areas, potential settlements of the in-place colluvial material could bc on the order 01':2 to 3 inches. Based on our experience, we anticipate that about 75 percent of the estimated total settlement of the Jill and in-place colluvium will occur during mass grading. For a 40,foot-thick till. up to about :2 Sf: inches of post-grading long-ternl settletnent is estimated. The total and ditlerential settlement at the site should be considered m the design or gra\ity underground utilities (such as storm drains and sewer lines) and surLiee drainage. The gravitv underground utilities and surface drainage installed immediately ,lfter mass grading should be designed to accommodate the post-grading settlement. \Ve recommend that one and one,half to two times the estimated post-grading long,tcrm settlemcnt be incorporated in the design of the storm drains and SC\Vcr lines. STABILITY OF CREEK BANK The section of the tributary to Tassc~ara Creek located within the site is a deeply incised meandering channel with locally steep banks about 20 feet high. Sink holes likely caused by rodent and root action, piping, and slightly dispersive soils have developed near the top of bank. Based on the soils encountered in Boring B2,2 it is our opinion that the creck bank soils can be highly erodible. A slope stability analysis was performed thl'Ough a typical portion of creek bank near Boring B2-2 and the results of the analysis are presented in Appendix C. Based on this analysis, we recommend the following: 1. A structural setback to a line where an imaginary 21-1: I V plane projects up from the base of the creck bank; and ~ Site grading should be designed to reduce surhice \vater from f10wing over the creek ollnk and to prevent any water ponding near the top of creek bank. September 19, 2003 Job No. 2566.101 Page 10 WATER QUALITY POND A water quality pond is shown being constructed near the bank of the tributary creek. We recommend tbe t<Jllowing: I. Tbe pond sbould be equipped witb a lincr. Tbe liner may be of natural clay or synthetic liner construction. We will provide specific recommendations for the liller aller the final pone! configuration and location arc selected. o We sbould observe the tributary creek bank after the final grading plans arc prepared to evaluate the creek bank and sink hole conditions. Additional investigation and/or recommendations may be required for tbe design and construction of the water quality panel. LANDSLIDE REMEDJATION The recommended remedial treatment of each landslide depends on a number of factors Including the relationship of the landslide to the proposed development, the tvpe and si~e of the landslide. and individual characteristics of each landslide. Bascd on the Conceptual Grading Plan, the preliminary mitigation measures we recommencl Cor the mapped landslides located within the development area are as follows: -~.- -,.-----.--- Landslide Desi~nation ;\ [, Preliminan i\'liti~ationi\Teasures _u__~_ Landslides situated at or near the grading limits can generally be mitigated by removing all the landslide debris and reconstructing the slope with engineered fill with a key"\vay and subdrainage. '~____'_ The portions of the landslides located \vithin the grading limits that are not removed by design cut should be overexcavated and replaced with engineered fill \vith a keyvy'ay and subdrainage. Landslides situated at or nCLl~ the grading iimits ca~ gcner;UySC;1itigatedby ren~-oving all the Iandslid~ debris and reconstructing the slope with engineered fill \vith a key'way and Sl.!bdr'lin~lgC."______'~____________._____________J I-----l-~-- L_ __.___ __'_. These preliminary recommendations for remedial grading for Landslides A and B are shown, respectively. in Cross Sections A-A' and B-B'. The remaining landslides located outside of the development area can generally he !ell in-place and no remedial measures arc required. We should also be given the opportunit~/ to rcv.ie\v the final grading plans and cornlnent on the landslide mitigation measures, as changes to tbe proposed grading may lead to the ned to modify the recommendations present above. i! , ':.:i--'.. September 19.2003 Job No. 2566.101 Page 11 ARTIFICIAL FILL -I The identified fill in the vicinity of 'I' est Pit TP2-18, ifnot removed by design Cllt, should be Over excavated and replaced with engineered fill. The till contains some organic matter and could be placed in nonstructural areas as agreed to by the developer and the soil engineer, or may be placed within engineered fill at a ralio of 1 part organic till to 10 or more parts clean soils provided debris is removed. ClIT/FILL BUILDING PADS The upper 3 feet of bedrock exposed in cut!tlll building pads should be overexcm'aled and replaced with engineered fill. SITE PREPARATION AND GH.ADlNG A.ll grading operations should be perti}Dned in accordance with the 1(Jllowing recommendations: I. Areas to be graded should bc cleared and stripped oC significant all vegetation. Strippings should be stockpiled and reused as topsoil. Alternatively. strippings may be placed within engineered fill at a ratio of 1 part strippings to 10 or more parts clean soils. ~ Landslide debris should be removed in areas to receive 1ill and in areas where the landslide debris is not entirely removed by the design cut. 3. In the central about 20 feet of s\valc areas to receive fill. the upper 1 to 3 feet of colluvium should be removed. Where colluvial soils underlie major till slopes and the existing ground surface is 7H: 1 V or steeper, the colluvial soils should be removed to bedrock as shown on Plate 4. 4. Along cuUfill transition lines, the residual soils and colluvium should be removed to at least 10 feet below finished grade and replaced with engineered fill. 5. lanes of soft or saturated soils may be encountered during excavation and compaction: therefore, deeper excavation may be required to expose firm soil. This need for deeper excavation in localized areas should be determined in the field by the soil engineer. 6. The exposed sLlbgrade in fill areas should be scarified to a minimum depth of 12 inches. The scarified materials should be properly moisture,conditioncd ancI re'eompaetccI as follows: September 19,2003 Job No. 256Ci.IOI Page 12 Within 10 feet of finished grade 85 to 90 percent relative compaction at not less than 5 percent above optimum moisture content. Bct\vecn 20 and 40 feet below finished grade At least 90 percent relative compJ.ction at not less than 5 percent above optimum moisture content. At gre<ltcr than 40 teet below finished grade At least 95 percent relative compaction at not less than 3 pac.ent above Opti~11\11l1 moisture COntent - Relati ve compaction refers La the in-place dry density of soil expressed as a percentage of tbe maximum dry density of tbe same soil as cktermined by the ASTill D1557,()O compaction test metbod. Optimum moisture is the water content (percentage by drv \veight) corresponding to the D1J.xinnul1 dry density. 7. In general, the on-site earth nlaterials arc considered acceptable for engineered fill, provided significant surface vegetation, debris and deleterious materials are rcrnovec!. 8. Bedrock materials should be used as material for engineered fill in the following areas: . Within 50 feet horizontally of fill slope filetS; \I'l In kc.y\vays; and . Upper 10 feet of the pads. <J. All [ill and baeklill materials should be subject to evaluation by the soil engineer beiilre LIse. Native soils are suitable tilr treneb backfill. 10. Fill should be placed in thin lifts (normally 8 to ]2 inches thick), uniformly moisture conditioned, and compacted in accordance with the criteria presented in the table below. \Vithin 20 feet of finished grade 85 to 90 percent relative compaction at not Jess than 5 pc:rcent above optimum moisture content. Between 20 and 40 feet below nnished grade At least 90 percent relative compaction at 110t less than 5 percent above optimum moisture content. At greater than 40 feet below finished grade At least 95 percent relative compaction at not less than 3 percent above optimum moisture content To avoid over-compaction of (m-site expansive materials, care should be taken during grading to minin1izc placernent of thin lifts of expansive materials (less th~lt1 abou1 8 inches). Modification of actual acceptable lift thicknesses should be based on demonstrated cOlnpaction perfonnance during grading, \vhich \vill depend on actual cornpaction equipment and rl1cthods llsed. , , , September 19,2003 Job No. 2566.101 Page 13 II. Keyway Ii!! should be compacted to at least 90 percent relative compaction at a moisture content of not less than 3 percent above optimum moisture content. 12. Where bedrock units arc exposed in cut building pads, the exposed bedrock should be evaluated by the project geotechnical engineer for variations of expansion potential. Geologic mapping and laboratory testing should be performed in these areas. As deemed appropriate, additional recommendations for over-excav<.ltion and remedial grading should bc developed in these areas during grading following evaluation. ! 3. Fill slopes should bc overbuilt horizontally at least 2 feet and then cut back to design grade to expose a firm and compacted surface. Alternativelv. the slope surface can be tnlck,rolled to at least 90 percent relative compaction. 1-1. Observations and soil density tests in Ell should be perf;Jrmed during grading to assist the contractor in obtaining the required degree of con1paction and proper 1110isturc content. \Vherc compaction and 1110isture content arc outside our recornmcndecJ ranges, additional eompactive effort should be made with adjustment of the moisture content as necessary until the recommended requirements arc obtained. ! 5. The soil engineer should be notified at least 48 hours prior to any grading operation. The procedures and methods of grading may then be discussed between the developer. contractor, and soil engineer. Thls can Llcilitatc the pcrforn1ance of grading operations and 111inimizc possible constructiun delays. PI,ELlMINARY SHRINKAGE/SWELL FACTOR Based on the laboratory compaction test results from this investigation. on,site earth material densities as encountered in the borings. the compaction requirements outlined in the "Site Preparation and Grading" section, and proposed grading as shown on the plans prepared by RJA, we recommend that a swell factor of about 10 percent be considered in the preliminary dirt quantity calculation. These values should be re-evaluated wIlen a detailed gradillg plan has been prepared. CUT SLOPES We recommend that cut slopes generally be constructed at slope gradients no steeper than 31-1: 1 V, except for cut slopes less than about 10 feel in height which should be no steeper than 21l: 1 V. We recommend that all cut slope exposures be carefully cxamined by an engineering geologist for evidence of potential instability. Where cut slopes over 3D feet high are planned. intermediate benches spaced no greater than 25 feet vertically should be provided. Benches should be at least 8 feet wide and have a concrete lined V -ditch along the bench to intercept rUlloff Alternatively, cut slopes higher than 3D teet may be constructed without benches, provicled additional erosiou control is installed on the pot1ion of the slope more than 3D feet belo\\' the top of t.he cut slope. Subdrainage should be installed at the toes of major cut. slopes '1S September 19: 2003 .lob No. 256G.lO 1 Page 1.+ determined during our review of' the grading plans. The stability of cut slopes in bedrock materials is largely dependent on the planned cut location and the orientation of the cut slope with respect to bedrock structure or other planes of geologic weakness. Vie recommend that all cut slopes be mapped during grading. \Vhere adverse bedrock structure or other zones of geologic \vcakness are encountered in cut slopes during grading, \\"t? anticipate th~t relnedial 111eaSUres such as flattening the slope or construction of a slope butlrcss will be needed. Specific remedial alternatives should be evaluated as cut slope conditions arc exposed during grading. FILL SLOPES The stabilitv of planned fill slopes depends on proper keyways and benching. subdrainage, fill compaction, and slope gradients. We recommend that generally fill slopes exceeding vertical heights of 10 feet be constructed at slope gradients no steeper than 31-1:1 V. If built with select bedrock materials. fill slopes more than 10 feet high may be constmcted at gradients of 2'1,H: IV. Fill slopes less than about 10 feet in vertical height may be constructed at slope gradients up to 2H:] V. If used for i11l slope construction, residual soils, colluvium, and landslide debris should be properly blended with bedrock materials. In general, blending should consist ot' 1 part \Ieak sods to J parts n1inimulll bedrock l11aterials. Eaeh fill slope exceeding 30 feet in height should be. provided with a drainage bench placed at midslope elevation. Benches should he at least 8 leet wide with a eonercte,lined V ditch (0 conduct runoff /\Ikrnatively. till slopes higher than 30 feet m;})' be built without benches. provided additional erosion controlmatling is applied to the portion of the slope that is more than about 30 feet below the top of the slope. Fill slopes should generally be constructed lollowing the recommendations shown on Plate 4. Generally. keyway width should be at least 15 feel or one-half of the fill slope height, whichever is greater. Properly subdrained horizontal benches should be excavated into firm material or bedrock to key tills into the native material during slope construction. EROSION PROTECTION All cut and fill slopes should be planted with deep-rooted, fast growing grasses before the first winter to reduce erosion. however, spcciJic details reviewed by this ofticc. On a preliminary basis, some irrigation of slopes could be performed; regarding irrigation systems, locations and discharge should be SUilDRA,INAGE Seepage is expected to occur at the bot1om of slopes, gullies, and ~lt major cut slopes. \t../e recommend that sundrainage be provided in the I-ollo\ving areas. 1. Along the tTlajor s\yalc and along other swales and gullies that receive nIl: ,., Scptember 19, 2003 Job No. 2566.101 Page 15 ') Whcre lill abuts natural uphill slopes; ') J. On the uphill sides of all keyways; ~ At geologic contacts suspected to trans111it seepage; 5. Atlhc toes ofm,~or cut slopes (as determined during grading plan review); and 6. In othcr arc as of the site where seepage is observed during and after grading or as determined by the soils engineer Sllbdwins should consist of I'VC p'crforated pipe conforming to ASTlvl Designation D30.H, Type SDR 23.5 [')J' fill depths over 30 feet and Type SDR 35 for fill depths less than 30 feet. Perllll'Cltions should be placed facing down. Subdrains should typically be at least 6 inches in diameter. Subdrain latcrals less than 200 feet in length can be constructed using 4-inch diameter pIpe. All subdrains should be surrounded by and be underlain by at least 6 inches of Class 2 "Permeable Material," as defined in Section 68-1.025 of tbe State of California Standard Specification (July, 20(2). Subdrain trenches should be at least 18 inches wide and at least..] fect decp. Final trench contigurations should be approved by thc soil engineer. Subdrain trenches should be capped with engineered till or topsoil. depcnding upon the subclrain location. Typical subdrain details are presc;nted un Plate 5. Subc1rain systen1s should be discharged into observable storm drain structures (inlets, manholes, ditches) where possible. Elsewhere, subclrains may discharge to suitable open-space locations. Some areas of seepage n1ay develop aCter grading and house construction arc complc:ted. Additional subdrains will likely be needed in these areas should seepage dcvelop. FO!JNDA TION Because of the long-term differential settlement and swell, it is judged that foundations for houses should consist of structurally reinforced mat systems designed to resist potential differential movement of the on-site expansive soils. Structural mat toundations designed to accommodate an estimated 3 inches of differential movement over the length of the house (estimated to be about 60 feet), without experiencing structural distress to the mat and excessive detlections in the house ti'aming and wall finishes. The structural mat foundations should be designed to structurally span at least 20 fect in the interior and cantilever minimum 6 ket along the perimeter. if the slab is 13 inches or thicker, the span and cantilever criteria can be waived. In addition to the span requirements, the f(illo\ving criteria should be incorporated in the slab foundation design. Scpten1ber 19. 2003 .lob No. 2566.101 Page 16 ".:;;, Allowable Bearing Capacities (may increase by a for 1,500 psI' seismic and \-vincl load) Passive Equivalent fluid Pressure (neglect the upper I 300 per foot if the ground surbce is not confined by slabs or pavement) Base Friction Coefficient 0.3 Edge rVloisture Variation Distance Center Lift ~.5 feet Edge Lilt 7 .5 feet ,.. Differential Swell Center Lift 5.32 inches hlue Lift 1.1] inches I k[inimul1l Slc;b Thickness - 10 inches , I, is our opinion that, from a geotechnical engineering standpoint, foundation concre1e slabs-on, grade can be supported on prepared subgrade. During foundation installation and utility trench cxcavation and backfilling, previously compacted sub grade soils may becomc disturbed. On,s;te expansive materials should be uniformly moisture conditioned at least fivc percent above optimum and re-rolled to provide a smooth and unyielding surface compacted to 85 to 90 percent relative compaction. Prior to concrete slab placcment, the soil engineer should check that thc upper 18 inches of expansive soils benealh the slab have a moisture content at least 7 percent above optimum. If the expansive soil is drier than reC0J11111t'ndcd, the c.'\-pansivc soil should be soaked until it meets the required moisture content. Where movement oC moisture vapors through the slab would be objectionable, a capillary moisture break and vapor retarder should be considered by the designer of the slab. The thicknesses of the capillary moisture hreak and vapor retarder should be determined by the slab designer. CONCRETE SLABS-ON-GR./\,DE Exterior concrete work placed upon on,site expansive materials could also be subject to movement due to soil expansion. From a cost-benefit standpoint, the exterior concrete work subgrades in areas of expansive soils should be moisture conditioned to at least 7 percent above optimum moisture content to a depth of at least 12 inches to promote some soil expansion and compacted to 85 to 90 percent relative compaction prior to placement of concrete, thus reducing the amount of post-construction soi I expansion. The prepar'cd subgrade should be kcpt llloist and shouJcI not he allowed to dry below the recommended moisture content. Once moisture conditioned. exterior concrete work sub grade sbould not be subject 10 heavy equipment construction trame, because it could be over compacted by these vehicies. .J September 19,2003 Job No. 2566.101 Page 17 UTILITY TRENCHES All excavations should conl'orm to applicable state and Cedcral industrial safdy requirements. Where trench excavations are more than 5 fed deep, they should be sloped and/or shored. Trench walls should be sloped no steeper than 1 y,II:IV in dry granular soils, and no steeper than I II: I V in dry. cohesive soils. Flatter trench slopes may be required if seepage is encountered during construction or if exposeel soil conditions difkr from those encountered by the test borings. If full,sloped trench walls cannot be excavated due to site constraints, shoring should be provided to ensure tn~nch stability and safety.. We can provide sod parameters for shoring design on request. lvlalerial quality. placement procedures. and compaction operations for utility line bedding and shading materials should meet the City of Dublin or utility agency requirements. Utility trench backilll above the shading materials may consist of native soils processed to remove rubble, rock fragments over 8 inches in largest dimension, rubbish, vegetation and other undesirable subslclnccs. ()n,site expansive backfill materials should be placed in level lilts about 8 to 12 inches in loose thickness, brought to at least 5 percent over optimum moisture content. and mechanically compacted to between 85 and 90 percent relative compaction at depths below 30 inches of' Ilnished grade and at least 90 percent relative compaction above JO inches from finish grade L.o\V expansive baektill materials should be placed in lifts not exceeding 8 inches in loose thickness, brought to over optill1LUll moisture content, and compacted to not less than 90 percent relative COl1llxlction. No jetting is permissible on this project. Depending Oil time of year, rainfall and local iiTigalion practice, ground \v-ater could be intercepted during trench excavation, in which case dewatering is likely to be requircd. RETAINING WALLS Cantilever concrete or masonry retaining vvalls can be supported on footing foundations founded on engineered fill or f1rm native soils or bedrock. We recommend that the following geotechnical criteria be incorporated in the retaining wall design: Active equiValent t1uid pressure Level bad;till 45 pef JH:IV backlllt 55 pel' }t!:tV baektlll 65 pef AlIo\\"(lblc bearing capacity (may be increased by onc- 2000 psf thi:'d for seismic and \-vinJ loads) -,----,-- '--- ---_.._~--- Passive cquiv<!1cllt t1uid pressure J50 pef ---~-_.- _._-----~- Friction coefficient '-'-- 0.3 -~--,.~--~-- .. -- C\lininlU".11()0ting_dCl'tI'-___'__.._'_.._____.___ ",' inches below the 10\vest adiilccnt Qr;:wc I u ----------.- "-'--------,---- i\'Lnilnu!11 [ootinl.'. width I ] 3 inches ----------~----,------_._~_.._-_..,'-_...__._-,---------.------.----.-----..------------------....---.---.--.---~--------- September J l), 20U3 Job No. 2566.101 Page 18 '";:J The above recommended lateral pressures are based on drained condition and do not include any surcharges. Therefore, the designer should include the appropriate surcharge loads to the retaining \val! design. Keystone retaining walls should be designed using the following design criteria: Allo\\abk bCJring capacity (may be increased by 011(:- third for seismic l1nd \vind loads) Soil unit weight 2,000 psr !20 per Soil phi angle JOe, I 1.,:I~lIllIl"" embedment dcptb 6 inches (level ground) 16 incl~s (sloped ground) To prevent hydrostatic pressure build-up, the retaining walls should be provided with permanent backdrains. The backdrain should consist of a blanket of Class 2 permeable materi21 (conforming to Section 68.1025 of the State of California Standard Specifications, dated July, 2(02) and a 4,inch diameter perforated rvc pipe (SDR 35). The permeable material blanket should be at least 12 inches thick and should be placed from the base of the retaining wall to about I foot below the Ilnished grade of the top of the rctaining wall. The perforated pipe should be placed near the bottom of the wall to carry collected water to a suitable gravity discharge. PRELIIVliNARY PA VEl\IF:NT SECTIONS The following recommendations for preliminary asphalt concrete pavement sections are intended as a conceptual guide for planning only. Pavement analyses are based upon an assumed resistance (R),value of 5, which we expect to be representative of tlnal pavement subgrade materials, the Caltrans "Design Method for Flexible Pavement," and traftle indices (TIs) which are indications of load frequency and intensity. We have assumed that the assigned TIs include provisions for heavy truck traffic related to construction activities. We recommend the following preliminary pavement sections. Design Parameters Thickness (inches) -- --"-, T.f. 4 Aspbalt ConcrctL Type B Aggregate Base Class 2 R Value .5 711 _/2 S tl .5 5 211: ~.._" "....~__"__ ___,.., 6 "'---1"'-- ,_ ___-.JL__~ 1____-: _-t:-=,:~-l _ ;i -=-l=-~___ = September 19,2003 Job No. 2566.10] Page 19 Since this is a relatively large grading project and the on-site material propetiies vary fi'om sandstonc to clayey materials, we recommend that samples be obtaincd from the rough roadway subgrades after mass grading. R- Value test should bc pertonned on these samples. Final pavement seclion recommendations should be made on the basis of these test results. Prior to subgrade preparation, all utility trench backfill should be properly placed and compacted. Subgrade soils should be rolled to at least 95 percent relative compaction to provide a smooth, iJnvielding surface. Subgrade soils should be maintained in a moist and compacted condition until covered \vith thc complete pavement section. Class 2 aggregate base should conform to thc requirements in Section 26, Caltrans "Standard Specifications", (July, 2002). The aggregate base should be placed in thin lifts in a manner to prevent segregation, uniformly moisture conditioned, and compacted to at leaot 95 percent relative compaction to provide a smooth, lJ.l1vi~ldiJ.1g surface. (Relative compaction refers to the in'place dry density 01' soil e"pressed as a percentage of the rml"imum dry density of the same soil. as determined by the ASTlvl 01557,00 compaction test method). '1'0 prevent the subgrade soils and aggregate base from saturating hy irrigation \-vater or infiltrated rain water. we recommend that roadway underdrains be installed at the bottom of the aggregate at the edge of pavemcnt, as shOlvn on Plate 6. \Vhcre drop inlets or other slIrLlce drainage slrllclures are to be installed, slots or, \veep holes should be provided to allow free drainagc oCthe contiguous basc eoursc materials. CORHOSION CONSIDERATiONS The results of our preliminary corrosivity testing along with a bricf evaluation arc prescnted in Appendi" D. We recommcnd a corrosion expert be consulted regarding the results of the preliminary testing and for additional recommendations for final corrosion design. SEISMIC HAZARDS FAULTING The site is located outside designated State of California earthquake fault zones (Davis] 982) for active faults, and no evidencc of active or potentially active faulting was found on the site. The potential for fault rupture at the site appears to be low. GROUND SHAKING The site is located in a region of' high seismicity given the proximity of' the Calaveras fault and other acti\'c hmlt systems in the San Francisco Bay Area. As for all sites in the Bay Area, the project can be expected to experience at lC3st one lrtodcra1e to SC'lcre earthquake during the life SIXln of the project. Ground shaking is a ha~ard th::lt cannot be din1lnalcd bul can be partially September 19,2003 Job No. 2566.1 () I Page 20 mitigated through proper attention to seismic structural design and observance oC good construction practices. According to the 200t California Building Code (CBC), the fllllowing geotechnical input can be used in the structural design of the new foundations and structures: g~:g;'~~';M" ~=:'m,,~~~=,"")l. ...... .,t, .. '~--- . ~-- It is Ollr opinion that tbe structural integrity of the proposed buildings is a prinlary Elctor in determining potential SCiSI11ic danlagc and that the degree of seismic di.lI11agc would only be nominally inlluenced by the foundation system selected. We recommend that, at a minimnm, the buildings be designed in conformance with the current edition of the CBe. LIQUEFACTION Liquefaction is the temporary trans!lmnation of a saturated, cohesionless soil into a viscous liquid during strong ground shaking fro 111 a 111:ljor earthquake. There is no evidence of historic ground failure due to liquefactiCHl on the site, nor did \ve encountered any earth materials \vhich might be susceptible to liquefaction. Therctclre, the risk DC jiqucLrction is believed to be low. LURCHING Lurching is the sudden swaying, spreading or rolling of the ground during a strong earthquake. Lurching usually is accompanied by the development of fissures on slopes overlain by weak soils. Grading in conformance with the rccommendations presented in this report should reduce the risk of lurching to low. GROUND SUBSIDENCE Ground subsidence can occur as a result of "shakedown" when dry, cohesionless soils are subjected to earthquake vibrations of high amplitude. The loose cohesionless soil condition is not present at the site; therefore, seismic indoced gronnd subsidence is not considered a geologic hazard on the properiy. Septem her 19. 2003 .Job No. 2566.101 Page :2 t EARTHQUAKE,lNDUCED LANDSLlDING Strong ground shaking during a major earthquake is likely to cause reactivation of landslides in many parts of the bay area. The stability of all slopes is lower during earthquake disturbances than at other times. Grading in accordance with the recommendations in this report should reduce the risk of seismically induced landslides within the development area to low. ADDITIONAL SOIL ENGINEI~RING SERVICES Prior to construction, our firm should be prnvided the opportunity (0 review the plans and speeitlcations to determine if the recommendationsoC this report have been implcmented in those documents. To a degree, the performance of the proposed development is dC[1endent on the procedurcs and quality of the construction. Therefore, we should provide on-site observations of the contractor's procedures and the exposed soil bedrock conditions, together with field and laboratory testing during site preparation and grading, landslide remediation, retaining wall construction. underground utility installation~ hOLlse foundation construction and pavC'lllcnt construction. These observations will allow us to check the contractor's work for conformance with the intent of our recommendations and to observe unanticipated soil conditions that could require modification of our recommendations. In addition, we would appreciate the opportunity to meet with the contractor prior to the start of construction tn discuss the procedures and methods. This can facilitate the performance of the construction operation and minimize possible misunderstandings and construction de!J.ys. LIMITATIONS The conclusions and recommendations nf this report arc based upon the information provided to LIS regarding the proposed improvements, subsurface conditions encountered in test pits and borings, our geologic recolmaissance, the results nf the laboratory testing program, and professional judgment. This study has been conducted in accordance with current professional geotechnical engineering and engineering geologic standards; no other v,:alTanty is expressed or implied. The locations of the test pits and borings were determined by taping, estimating, or pacing trom established cultural and natural features and other points of reference indicated on the drawing supplied by RJ/\, and are to be considered approximate only. The elevations of the borings and nther elevations discussed in the text of this report were determined by interpolation between nearest adjacent ground surface contolU'S shown on topographic maps supplied by RJA. and are also to be considered approximate only. Site conditions described in the text arc those existing at the time of our last field exploration and reconnaissance during August of 2003, and are not necessarily representative of such conditions at other locations and tirnes. September 19, 2003 Job No. 2566.] 01 Page 22 [f there is a change of nature and location of the development Or if it is fonnd during construction that subsurface conditions differ from those described on the test pit and boring logs, then the conclusions and recommendations in this report shall be considered invalid unless the changes are reviewed and the conclusions and recommendations modified or approved in writing. Respectfully submitted, BERLOGAR GEOTECHNICAL CONSULTANTS tvv ,cL ;;:7tr..v~", Woode Stephens Zl'l'Oject E~ng~1eer i\ L)f'I!~ p, U~i- \!Ilg Lai ~rinCipal Enginec . C(fE 2326, Exp. 12/31/03 WCS/F.1G/PSL:wslpv Attachments: Plate I - Vicinity Map Plate 2 -, Geologic Map Plate 3 ,- Cross Sections A-A' and B-B' Plate 4 - Fill Slope Details Plate 5 - Typical Subdrain Details Plate 6- Roadway Underdrain Appendix A - Boring and Test Pit Logs Appendix B-- Laboratory Test Results Appendix C - Slope Stability Analysis Appendix D - Corrosivity Test Results Copies: Addressee (6) Rnggeri-Jensen-Azar & Associates (I) Attention: il1r. Jeff Holmwood word.'rcpur(//35jG fi;z~{tL- /~ /. .....,.,,_.."...."'.~'::::-::-:''''... O;?-D~'; '. '>, Frank J. Grot1ie Principal Geologist RG 4930, CEG 1539 , ~- ill :1 r.' , -. , , (, , , f' " cO. ,=, '.D '.j) Lf) ("-~ '" we CO ~ CD CI ~ l ,.: i!l ,11 I) I , . I i'i (,0 l!l~: ~~'-~J ~-i" k~'> ,..'(, ,I' I., ' I r i' I ! ., i' ""--. - - )" ,~ I y I I I I I'" -:::'.~_.l_])._? \CT~F.~-:S r: E/ II"] !'U' L_ F'~1. _._ _~. J I .I, \ ;'~ I.) ]: c, "::'i 'I, 'L,J 'Ii.':; ,l,iri;:-::-- .,' i! :1" i\,}. ",,"/;: "II I,,, '>.'1, ' ,'..,',,;,.'.. "',,'0';",. :.',", ",' :I!", ,,' I,'!,' ,I r / ' /2 "i _,;1 SC i\,!_E 1 "::: :~i.JOO VICINITY MAP MISSION PE,Il,K PROPERTY TASSAJARA ROAD ALMilE'JA COUNTY, CALlFOm.IIA FOR SUNDAR'J PACIFiC OF NORTHERN CALlFORNI;l, fjA;:;E PORTION OF U_S.G_S, 7.5 MINUTC:TOPOCR;'PHIC GUAL.~!,NG~.E. ll'/C:.;:;r,.IOF',[ ,!l.NC' DU2'_i~!, C;'LI~GP,~II!" P:'iOTO,"l:.;"'i:SfD 1[J80, .II T i\ SCAL~:J,e: t ;~:J.OOO. P,'__A,TE: BEliM TO PliEVENT SURFACE \!VATEFl ON SLOPE ,.j' ....... ,CL ,. 1> lW :"':.:-- . . ".'-'t-_ . '.. . >>... INTERMEDIATE BENCH (SEE NOTE 1) ."~,, ORIGINAL GRADE (T' ;,~. rOPSOIL. COLLUVIUM OR SUDE DEBRIS ~ ~ -( 'w NOT TO SCIILE SUGDR!,IN (SEE NOTE 3) I ~-- --ti-. I 15' 1v1I~J. : KEYWA y I (SEE NOTE 4) 4' MI~'! !'D ,.eo ~,-: "~'J NOTES INTERMEDIATE BENCHES SHOULD BE SPACED EVERY 25 VERTiCAL FEET ON SLOPES HIGHER THA.N 30 FEET. cc IlJ :~ ~ w 2. WHERE NATURAL GRADE IS STEEPER THAN 71, BENCH I~ITO STIFF SOIL OR BEDROCI< AS DETERMINED BY SOIL ENGli'-!EER. ;-:' 3 SUBDRAIN SHOULD DISCHARGE VIA A CLOSED PIPE TO STORM DRAIN OR SUITABLE NATURAL DRAINAGE; SEE PLATE 5 FOR TYPICAL SUBDRAIN DETAiL 4. KEYWAY SHOULD EXTEND AT LEAST 4 FEET INTO STIFF SOIL OR BEDROCK AS DETERMINED BY THE SOIL ENGINEER. KEYWAY WIDTH SHOULD BE A MINIMUM OF 15 FEET OR 1/2 OF THE FILL SLOPE HEIGHT. WHICHEVER IS GREATER FILL SLOPE DETA!LS i-. i.' PLATE 4 4 FEET MINIMUM , I J :1 I<EYWA Y SUBDRAIN 18 INCHES '.., MINIMLJIvI _[ . . . .,. .. .. . . . . . . . . . - . ".. . .. ." ..'/........//...:////// ." ," :. :. /." ..)::::~~.~~::~.:?~::.:::.:~< . '. '. '. '. '. '. /." , '... . -:>;<>:-.:>:......, ..... ,". ......:............... ................. ... . ...:-."...:<::>:~;.::~:~:> .... ~ .~~{~~~:.... .".", '.". ii<> ."~/// .... '. ... <>>:>/ ".:: /" .. "t.. ........../...... .// ~,~./i~~ / J:fgi.~). .. ',../ ... . '///,' 4 FEET ~~{{~~ >:::'. ~::?:~ r..,t1IN1Ml JM ;~>? .......::....: :.:;~:;~:; , , ;t..~,::!..~i:.. '.".: :.'.: :.".: :.".: ".;::: ::.:: .:<: ";if&/. -;:- . '. "::: ."..".."..".. '. '", . ~-' " ,',' ..", ..{:;. .....oj../ tH'::i i Ij:~~;?,;/;;;<:,'/:,;'}~;~~~..,.. 61NCHES CLASS 2 PERMEABLE MATEfllAL (NOTE 1) PERFORATI=D iOIPE (NOTE 2) COLLECTOR SUBDRAIN NOTES 1. CLASS 2 PERMEABLE MATERIAL AS GIVEN IN SECTION 68, 1.025, STATE OF CALIFORNIA STANDARD SPECIFICATIONS, JULY, 2002 EDITION. 2. PERFORATED PIPE PLACED PERFORATIONS DOWN, PVC PIPE WITH A MINIMUM DIAMETER OF SIX (6) INCHES, CONFORMING TO ASTM D,3034 SDR 35, FOR DEPTHS LESS THAN 30 FEET, AND SDR 235 fCOR THE DEPTHS GREATER THAN 30 FEET. TYPICAL SUBDRAII\J DETAILS PLATE 5 , SIDEWALK (INHERE APPLICABLE) CURI3 AND GUTTEF, I' ASPRALT =f~ )" ~-..- ---- .I\GGREGATE BASE CLASS 2 PERMEABLE MATEfML v 4 INCR DIAMETER - SDR 23.5 PERFORA TED PlloE -~-- ----- ---- A 6 iNCHES ! DESIGN SUBGRADE 12 INCHES I~------- -- i NOTES: 1. 4 INCH DIAMETER PERFORATED PIPE TO BE SURROUNDED BY AT LEAST 2 INCHES OF CLASS 2 PERMEABLE MATERIAL. 2 4 INCH DIAMETER PERFORATED PIPE TO DISCHARGE INTO EACH CATCH BASIN f DRAIN INLET ROADWAY UNDERDRAIN PL;\TE 5 September 19,2003 Job No. 2566.10 I Page 2.2. If there is a change of nature and location of thc developmcnt or if it is found during construction that subsurface conditions differ from those described on the test pit and boring logs, then the conclusions and recommendations in this report shall be considered invalid unless tbe cbanges arc reviewed and tbe conclusions and recommendations modified or approved in writing. Respectfully submitted. BRRLOGAR GEOTECHNICAL CONSULTANTS / 0f;'<;' f/'/iJ iJd... .... -'f I.-U.'~d W oode Stephcns Zproject Engi.neer j (1 ~'Ir Ii YlJ/~l L~ p uV&-u-Wmgtal - rinCiPal. Eng\J1eel' 'E 2326, Exp. 12131/03 L, /' l7dcl!L UV(/Dr~~ Frank J. GroCne Principal Geologist RG 4930, CEG 1539 WCS/F.JG/PSL:ws\pv Attachments: PIate 1 - Vicinity Map Plate 2 - Geologic Map Plate 3 - Cross Sections A-A' and B,B' Plate 4 - Fill Slope Details Plate 5. Typical Subdrain Details Plate 6-. Roadway Underdrain Appendix A -- Boring and Test Pit Logs Appendix B - Laboratory Test Results Appendix C - Slope Stability Analysis Appendix D - COlTosivity Test Results Copies: Addressee (6) Ruggeri-Jensen-Azar & Associates (1) Attention: 1\11'. Jeff Holmwoocl H:ord.'repurLlI35."6 APPENDIX A Borillg and Test Pit Logs """nn~v.;~r-- J .,."'tr~ Dl;h..!t\~b LU'ib D2-1 ,JOB ~~LH'lBrE;R: _._-----~------_._-~_.._-------".._.._-----_.,--_.,-- 2566 101 IJIl T E [) R! L t I:!): __,____'L5_-_OL_____ .JOB IMt1E: __. Ivl,ss,on Peak Property__,_ SURfACE UEI'I\THH~: 476 teet DRIll R!G: . Rotary Wash DATlH1: Mean Sea Level SIIMPlER TYPE: 12.5 inch 1.0 Split Barrel D Standard Penetration Test DRIH WEIGHT - lB 140 HEIGHT 01 FAll - iN 30 140 30 U') I-- ?1: LL... 1-10::: ~w coo... w tf~ ~t; i=lLi i"rr I- ':":';:::0: goo .::.. "'"I f--f-- ~-', ~'~ - (..) ::_ ~ 6. 0:::< ~ ~ (,)U) 1=1 ~:~~ '_1.= u.. DESCRIPTION '--. i " ~ :c I::-f-- u. w Ww OLL... CH SILTY CLA Y, dark gray,brown, dry to mOist, very stitt. trace fine-grained sand and fine gravel 1 . ---~-.>1 36 14.2 107 83 111 CL SILTY CLAY, gray.bmwn, mOist, hard, trace fine-grained sand and fine gravel ------~---.1 119 5 CL SANDY CLA Y, light fo medium gray,brown, dry to moist, hard, fine-grained sand 53 15.6 117 10 CL SANDY CLA Y, ligllt ollve'gray, mOist, hard, fine-grained sand 41 162 113 below 13 feet, becomes very stiff, trace medium to coarse'grained sand 15 -~~ 52 21.3 106 CL -- --.'- SILTY CLA Y, light olive'gray, moist, very stiff, trace fine'grained sand ---------- 120 CI., SANDY CLAY, light to medium gray-brown, moist, hard, fine to medium-grained sand, minor caliche , I ;\,1 p,P",! ~.... (..1' f"'\. .JOB NU~"i8Er~: 2566.101 G lOl:- 82-1 SHEET: ___~__ Of: 3 ,~On:5: Jij3 1'I#<I'1E: __, Mission Peal< Property w ~.;:' I-- I-- - , ~ U") I-- '" e- I '~ (f'') 1~IJ ,- , u... -, ~ I~ I f=. =, 0....:: ,',I)) f-- ,,- w f-- ((',-:I D '" ~t: w "'- 0.. I-- :=)......J .~I -' w Q: ~- w c....:' - ~ w ,~ co 0.. '-' 1-; W ~..~~ W e:, u... u... 52 21 3 1 06 CL DEPTH: 20 feet 40 feet TO -l . ! ! . , l)ESCR! PTWN -"""'''''~~-i SANDY CLA Y. light to medium gray-blown, mOist, hal'd, line to medium-grained sand, minor caliche -',- , , -~ 18.3 25 ML S.4NOY SILT, light olive'gray, mOist, medium dense, fine'grained sand, some clay 33 107 26 158 102 i SC CLAYEY SAND. light olive gra'l. moist, rTled,Um dense, flne'grailied sand, some silt ! 28 243 101 30 39 202 110 35 27 24.7 i02 22.~~i 40 23 109 Cl-AYEY SAND, light gray-brown, moist to wet, medium dense, SC tine-grained sand, trace silt .l --. , -~ CL SILTY CLA Y, light olive-gray, moist to \Net, very stiff, trace fine-grained sand, minor limonite belovli 38 feet, thin lenses of fine to medium.gralned sand . . ~.,.--"",..,,=--~ A'2 BORING lOG 82,1 -------- .jlJR J~Ur.'~BER: _,______,____._____~~_.?.5~f3, 1 01 SHEET: ___,l____~ uf: 3 ,108 r~M.lt: Mission Peak Property n1CO""'~'- ~,.< ,'_. 1::-11__ 40 TO 501/2 feet ~~OTt:S: wt):: f- f- :z: I ~ ! ~n f- '" f- Z I: '.....; - (1-1'1-1,=1 u... -, ~ ;:: w , ("':1 0:..:: I: ~:~~ G::.: - f- DESCRIPTIO'" co Q2t;: w co. f- -" w 0.. w co 0.. 90 0::: ,-- w W 1-.1 =- L ,.. , Q Q u... L<.. _. I -'- 1--------,--- SC CLAYEY SAND, light gray-brown, mOist to wet, medium dense, I 23 22.4 . fine-grained sand, trace silt I 109 1 :'---- l , , ML SANDY SILT, light olive'gray, mOist to wet, medium dense. ~ I ! fine-grained sand , l ~ ~ ""'- 1 65 23.0 105 i~ SM SILTY SAND, ligl1t brown'gray, moist, medium dense to dense i 45 W. '. fine'grained sand " , " CL SILTY CLA Y, figl1t blue-gray, moist. hard, tr-ace tine-grained sand. , ! limonite stains 40 346 89 50 if' r- Boring terminated at 50 1/2 feet Ground water elevation obscurred by rotary wash drill method. I- 55 l- f- 60 I- ! *-----~,- . ---.~""'''''''-"_=--~_'''''''''''_~".,.,.,=>O,.,'''_"...,_..._......._..._._ - - ~-,....,- ;" .-' r , .I I. :'^, i(' ,~,-3 !3()~:( ~ (~ i OH:: .........._ u B2-2 JGB ~Wt'!i3'oR: _____;;?2.l3.J.9_1. SHE ET : ,---.2,_.,_.._ G f : 2 JOB M",111:: Mission Peal< Properiy . DEPTH: 20 feet Hl 2,0 feet ~OTES: I I I CL ~ I I .--.-------, SILTY CLA Y, olive,brown, moisl, very stiff, tlace black stains and f carbonate veinlets I ! j I i " -i DES[R;PT!O~i w t~: 'J) f- 0::.: I- - u-- 2 ~ SE3 ~t; COG- 80 u I--_._!--~ u 21 ' f-f- ~_., ~.~ .:..:' I f-f- o..w Ww W LL- ,~ 'f)lf)CI ~i: ~i ~ ~~c.) u.. .'_ l.J...l .::.... 0:.:. -,_ between 20 and 21 teet, clayey sand lenses . !--------------- sc/ CLAYEY SAND A~ID SANDY CLA Y, olive-brown. moist, medium CL dense, trace manganese oxide sfains 37 19.0 100 I I 20 I 25 I I CL SANDY CLA Y, olive-brown, moist, stiff, trace iron oxide stains j , --; ; ~ 19 1214 106 Boring terminafed at 30 feet No free water encountered I ~ I 30 - I- 35+ r- I 40 L ,--_.._!..~_,._.__J_ . L! A,S BOR i Gi LOC; 82-3 --------~.- JOB ~HH'1.e!ER: 2566.101 --.-----.-.--..--.---.---.--------- DMT [if<!! i.lED:_______,_.85,Q],__,__,.., JOB NAtiE: Mission Peak Property SURft,CE EUi'M!llft.: 488 feet DRILL RIG: Solid Flight Auger DATUM: Me3n Sea Level SM1PlER TYPE: 12.5 inch 1.0. Split Barrel DRIVE WEIGHT - LEI t40 HEIGHT 01 fAll - IN 30 -/ w ~..;:' f- ~ :z: , ~ 'r (1-::[ f- '" ~ ~ I '...: 1)-::1 (J-) '=1 "- ::; c;:; =, co e, I i .,(n ,5 f- f- I-"rl-=I f- er: ~ ~ & w co. 0. f- =,-...J -;[ -' w "- w c.) D ~ C" W ':""':1 co 0. CI ~ () D Q "- "- CH 46 t 2.4 98 DESCRIPTION I i I I i . ! , . , . I I l . . ! '. : , 44 15.6 95 SILTY CLA Y, medium to dark gray,bl'Own. dry to morst. very stiff to hard, trace fine-grained sand and fine gravel 5 -~ CL SILTY CLA Y, medium to light gray.brown, morst. hard. trace fine-grained sanj, minor ilmenite stains --~-~---- 50/6" 19.3 105 10 50/6" 18.6 108 15 ---------- CL SANDY CLAY, light brown'gray, moist, very strff, fine'grained sand, trace fine gravel 44 16.7 107 -,=~,' ""~l ::;/ Boring terminated at 20 feet ~r:iq free water encountered. -~-----"'- ,-:\-13 BOR IN(3 tiOf]! 62-4 ..JOB ~UM3ER: 2566 10'1 DATE DR!LLED: ________8,5,03 ____ JOB MAt-iE: Mission Peak Properly SURf,~CE ELEY,HHlN: 567 feet DRill RIG: Solid Flight Auger DATUM: Mean Sea Level SAMPLER TYPE: 125 inch 1.0. Split Barrel D!m'E WEIGHT - lB 140 11EIGHT (If FALL - HI 30 _,J (f) l--- :-;.- Ll.... Gu:: -' "" LOCL w S"~ Lt::f- 2~ ,,", )- ~ --r - ~ ~ 0 e:. ..::....U f-f- ~,;r:~,! '~ ~ _ C~ :r: f-f- 0.."" "" "" e:. Ll.... , - ~ (1"')(/')'=' ~~~ "- OESeR! PTIO~ ::- ~ CL u:: :~: CLI CH CLA Y. olive. moist hmd, calbonate veinlets 5 -----. I ---I SILTSTONE, olive,gray, highly weathered, weak to friable. mOderatelyll fractured, trace iron oxide stajring I I ! 65 11 5 91 50/6" 11 8 112 50/6" 172 116 10 SILTY CLA YSTONE, olive-gray, highly weathered, weak to friable, moderately fractured 50/6" 174 105 15 between 17 and 19 feet, scattered pebbles 50/6" 25.2 20 87 A-7 i ,,c-. .-':, i ,"~"",,:.- qjGS ti~tH.flf.3ER: ::-:0 '""",If""' 'I~ ~G l0,r' t)t)~{~~\~J. Lt)l:; 82.6 SHEET: _~__.?_~_ Of: '_,__ 256EL1Ql___,_,~___ NOTES: JDB r:(:tt,j'1iE: __~ (i) I-- ~~: LL.. DO::: -' w COo.... w t:9 ~!:::: ~ti ~t:; 80 2-. (..) f-f- _::=.:.., ~'~ - ':.....' ::-~ 0.... ~3= '-' 50/6" 159 90 60/6" 110 101 - ;~ Mission Peak Pmoerly z OJ: f-f- o..w Ww e:. LL.. 25 30 35 40 , ~ 1'r-,I:nO :~:~~~ ~(j,:..J "- O-EPTH: 20 feet ,HI ___~Q.feet _ DEseRI PHON --- --. SA~IDSTONE, fine'grained, lighl gray'brown highly weathered, triable, low hardness. trace silt Boring terminated at 30 teet. No free water encountered --"---"-..- --.-1 ~..11 ,J08 ~H.H1BE!~: JOB !~t.ME: ___ DRill R!G: ,.. ()R I ,., ,"' , '!~r- D;, . H':~b LtJo 2566.101 t32-7 u;;H nR!UED: _,_____Sl,8-Q.3____ Mission FJeak fOroperiy Solid Flight Auger SliRFllCE [LEVo'iT!O~: Di\TUM: SAMPLER TYPE: 12.5 inch 1.0 Split Barrel 'cc, ,/-, I-- -:=: l.J.... I-=-I Q:: :::'w ID CL 72 wb~~ 1-1-- U:: t-- Z I,+_': ~ r5 =1 ~ _' ~ t::: ::- ~ Q Dr=; 0::: -.:= =: t-'" e:.- 98 19.2 105 36 20.2 104 48 'lor" '---:1 z I: ':->- '-'-w Ww e:. LL 5 10 15 20 1_ -~ U'')(f')CI C) (1-) i= ~:d~ "-- CLI CH DRln WEiGHT - U3 140 OEseRI PTlOI-l 532 feet Mean Sea Level HEIGHT Of FALL - HI 30 I ----1 I SILTY CLA Y, dal'k blOwn to gray brown. dry 10 mOlsi, stli! CLI SILTY CLA Y, olive gray,brown, moist, hard to very stiff, caliche stains CH '-'-~ A,12 C" OD' ~,.c' l '" ,- ,-', n..,-" ,)l ~ -. :; h ~ "-; _.) ~ ....:i 'il '-J' __ __.. ''.J 82-] JO B t~ U wi it! 'E !:{: ._____ ______,_, 22 6 6~1 01 __________,_ t~OTES: JOB "'~!'1[: _ J ('-) I- "'::- LL :.::- 1-10.:.: ::Jew roo..... ! ...1 50 S ~'I E E1' : __~__.__._ 0 r : 2 Mission fOeak Propeliy w~ 1-1- ~ t::: :::;:I,""": ~~ 5~ L: ~t: >-~ c:... 8oa:~: 2-("1 u 48 41 20.6 66 23 0 50/6" 5016" 183 '-~'- ~ 104 103 110 :r: 1-1- u..ew ew ew C:r LL , - rn(1) 0 ~~l ~J f= I.I)--I -:J: =l(j~ "- CLI CH 25 30 35 40 I,"" DEPTH: 20 feet TO 31 feet D[SCRiPno~ I c."'"", ",," ~ J I SILTY CLA Y, olive gray,brown. moist, hacd to very stili. at 24 feet, light gray mottling, trace fine gravel at 25,112 feet, becomes wet, medium stiff to stiff CLA YSTONE. mottled ollve'gray and light olive,brown, highly weathered, friable, caliche veins below 27 feet, heavy limonite stains SANDY SILTSTONE, mottled light green-gray and light green-brown, highly weathered, friable, low hardness, fine-grained sand Boring terminated at 31 feet No free water encounfered. -....,-_.""~"'...~-~~~, A-13 COARSE GRAINED SOilS MORE THAI\} HALF IS LARGER THAN /!2QO SIEVE CL CL b , FINE GRAINED SOilS MQi'iE THA!,.j H;\LF IS SlvlALLER THAN #200 SIEVE .-.~, 'r' , " F! ': ., Blows per f1 MOisture Content (%) Q " :' " ('J 0: 'j Q ..2 ~ 0? o MAJOR DIVISiOl\lS GRAVELS MORE THAN HALF COARSE FRACTION IS LARGER THAI\) NO.4 SIEVE SIZE SANDS MORE THAN HALF COARSE FRACTION IS SMALLER THAN NO 4 SIEVE SIZE CLEAN GRAVELS WITH UTTLE OR NO FII\jES GRAVEL WITH OVER 12% CLEAN SANDS WITH LITTLE OR NO FINES SANDS WITH OVER 12% FINES SilTS AND ClA YS LlOUID WJ1lll.ESS TH/l..N 50 SII,TS AND CLAYS 1.I0UID UMIT CREATE.R THJI.N 50 HIGHLY ORGANIC SOilS CI,ASSIFI, CATION GW GP GM GC SW SP SM SC M 1_ Cl Ol MH CH TYPICAL I\IAMES INORGNJIC SilTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY Fil\)E S/,NOS, OR CUWEY SILTS WITH SLIGHT PLASTICITY INORGANIC CL.6.YS OF LOW TO MEDIUM PLASTICITY GRAVELLY CLN{S, SA~JD'{ CLAYS. 51!.TY CLA'yS, U~AN CLA.YS i ORGAr~IC CLAYS AND ORGANIC SILTY CLAYS OF LOW , PLASTICITY INORGAr.JlC SILTS, MICACEOUS OR DIATOIv1ACEOUS FINE SM"!D'! OR SILTY SOILS, EL,\STIC SIL is PEAT {,NO OTHER HIGH!._'! ORGAr'Jle SILTS UNIFIED SOIL CLASSIFICATlON SYSTEM WELL GRADEO GRAVEl.S, GRAVEL - SNJO t',',IXTURES POOF;L Y GR/\OED GRAVELS, GRAVEL - SAND ~,tlXTURES SILTY MIXTURES poaRL Y GF-;ADED GRAVEL - SAND - SILT Dry Unit Weight (fJ,cf) . i i Note: Soils described as dry, moist, and wet are estimated to be dry of optimum, near optimum, and wet of optimum moisture content, respectively. Saturated soils are estimated to be within areas of free groundwater .L ~"-T-- Depth in Feet _-.J J I I -sz1 I I CLAYEY GRAVELS, POORLY GRADED GRAVEL. SAND. CLAY MIXTURES WELL GRADED SANDS, GRAVELI.Y S,;NDS POORLY GR/'DEO SANDS, GRAVi;:LLY SANDS SILTY SAr,ms, PODRI_Y GRADEO ."2N.![)- 811_1 !vll:.-:TUfiES CLAYEY Sft.NOS. POORLY GRADED 8,AND - CLAY MIXTURES INORGANIC CUSS OF HIGH PLASTICITY, Fll..T CLAYS i pt o H ORGAr'-JIG CLAYS OF Iv1EDIUM TO HIGH PLASTICITY, ORGANIC SILTS I Bulk Sample 2.5" 1 D. Spilt Barrel Sample 28" ID. Shelby Tube Sample No sample recovered Standard Penetration Test interval Well defined stratum change Gradual stratum change Interpreted stratum change Apparent ground water level at date noted. Seasonal weather conditions, site topography, etc., may cause changes in water level Indicated on logs. KEY TO BORING LOG SYMBOLS ,. .'\-14 I ! ...j Test Pit J:l!Jm,Q~L fP2.1 TP2-2 TP2-3 TP2.4 \,,'Old/repcri/135561p Depth (te?ll 0- 2'/, 21/2 - 31/2 3'1.- - 8 0- 1'1, 11/2 - 21/2 2'/, - 4 4 - 7 0- 2 2 - ,V/:' 41/, - 5 5- 8 0-- 31/2 31/2 - 4 4 -10 le.[ [- Job I\Jo, 2566,101 1'v1ission Peak rJrop8!1y Tassajaro Road AlarrH:)do County, CalifornifJ TcSll'lLLQQS DescriotiQO Silty Cloy, dark gray-brown, moist, stiff, blocky ped structure. Silty Clay, mottled light gray and gray-brown. moist, stiff, tracc' cJ!iche, trace claystone clasts. Clayey Silts10ne, olive-brown, highl,! weothered. w8CJk. highly fraeiLlre, joints H60E 70S. Total Depth 8 feet [\Jo free ground water encountered Silty Cloy. dark gray-brown. moist, stiff, faint ped structure. Silty Clay, groy-brovm, moist, stift, trace caliche Sandstone, fine- to medium-grained, ton-brown, highly "'feathered. frioble, moderately fractured, thinly bed(jed, cross-bedded laminations between 3 l/~ and 4 feet, Claystone, olive-brown, highly weathered, weak, crushed, Bedding r'J55Vv' 30S, Joints N60E 70S, NI OW vertical Total Depn, 7 feet No free ground woter encountered Silty Cloy, dark gray-brown, moist, stiff, trace caliche. Claystone, olive-brown, highly weathered, friable to weak, crushed, trace caliche. Sandstone, fine-grained, gray, highly weathered, friable, highly fractured. Claystone, olive-brown, highly weathered. weak, crushed. Bedding N40W 26S. Total Depth 8 feet No free ground water encountered Silty Cloy, dark gray-brown. moist, stitf, blocky ped structure. Silty Clay, mottled gray and gray, brown, moist, stitt, trace caliche, discontinuous undulating polished surface at 31/2 feet, dimpled striation. Claystone, olive-brown, highly weathered, friable to weak, crushed, thin sand laminations at 5'1, feet. Bedding N50W 23SW. Total Depth 10 feet No free ground waier encountered 1\.15 Test Pit ~mQ_?J_ TP2.5 '1 lP2-6 TP2.7 'vvcxd!repor./13556tp Depth U<":Eill 0--2 2- 2'h 21/:) - 8 0-4 11. 6 6 - 12 0- 6 6 - 10 10-14 14- 17 17 - 18'/, Job No. 2566.101 ~1issiori Peok IJroperiy Tossojoro Rood Alameda County, Coiifornio Ll;,Sf f~H99.5 Descriotio.o Silty Clay, dark gray-brown, moist, stiff, faint ped structure Silty Cloy, gray.brown. moist, stiff, trace caliche Claystone, olive-gray to olive-brown, I-llghiy weathered, lriol)le to weak. crushed. some medium-grained sand. Totol Depth 8 feet No free ground woter encountered Silty Cloy, dark groy-bro'/m, moist. stiff, blocky ped siructure. Silty Clay, vellow-brown. moist, stiff, trace colicll8. trace well-rounded pebbl es Siltstone. olive-brown, highly weathered. friable to weak, cruslled, trace fine-grained sand. faint sand laminations. N45W 24S. Total Depth 12 feet No free ground water encountered Silty Clay, dark gray-brown, moist. vsry stiff, blocky ped structure upper 4 feet Silty Cloy, dark yellow-brown, moist, stiff to very stiff, trace caliche. Silty Clay, dark yellow-brown, moist, stiff to very stiff, some fine-grained sand, Claystone, olive-brown, highly weathered. friable, crushed. woxy, polished fracture surfaces, sharp basal contact with 1 18-inch tan. brown clay gouge N57E 31 N, very plaoar. highly polished With well,d8flned dlp,slip striations trend N50W, plunge 31 [shear) gypsum crystals along 1/4" shear zone. Claystone, light green-gray, highly weathered, friable. crushed. very waxy, well-developed shrink-swell structure. Totai Depth 18'/, feet No free ground water encountered !\.16 Test Pit Ji\).mQ--,,~H~ fP2.B TP2.9 rP2- 10 lP2.11 wo:-,j/,eport/13S.56tp Depth lr~ 0, 5 5 -. B B.. 10 10- 12 12 -~ 15 0-5 5 - 7 7 - 12 0-5 5.. B'h 8'/" 10 10 - 15 0-31/2 311:, - 41/2 4,/, - 8 ,job tJo, 25(,6,1 Oi Mission Peck Property fa;;sojoro r~()(JcJ Alamedo Couniy, California Tc5LELT..LQGS De_~criptiQfJ Silty Clay, dark gray-brown, moist, stiH, blocky ped structure. Silly Cloy, dark yellow.brown. moisl. stiff. Sandy Silt alld Clay, light gray, moist. stiff, fine-groined sand. trace anqular sandstone pebbles, trace caliche. Sandstone. fine-grained, gray. moderCltely weathere(t 'vveak, rncd~rotely fractured Silty Claystone. olivo="brown, moderotely weathered. weak, crushed. Bedding N50W 23S, top of rock 100 d:p downslope. lotol Depth 15 leet [\10 free ground water encountered Silty Cloy, dark gray-brown, moist. stiff. Silty Cloy. (jork yellow-bro'lVll. moist stiff. trace fine-grained sand. Sandstone, fine-grained. Total Depth 12 leet 1\10 free ground water encounter'2d Siltv Cloy. dark gray-brown, moist, stiff, faint ped structure Silty Cloy, da,k yellow-brown, moist, very stiff Silty Cloy, dark yeliow-brown, moist, stiff. frace subangulor pebbles. Sandy Claystone, olive-gray, Ilighly weathered. crushed, fine.groined sand. Total Depth 15 teet (\Jo free ground water encountered Silly Cloy, dark gray-brown. moist, stiff. Silly Cloy, dark yellow. brown. moist. stiff. Silly Claystone, ollve,brown to gray, highly weathered, friable to weak. hig!lly fractured, dominant jOints N45W 28N. Total Deplh B feet No free ground water encountered 1\..17 Test Pit I\JUrllQEJL ..,~' IP2.12 TP:?-13 TP?-l il TP2-IS TP2.16 worcJ/i€'pD,t/l 3556tp Depth ffE'etl 0-2 2.- 8 0-3 3-6 o - J1;'~ 11/;:, .- 4 0-1 1-2 2 5 0,4 4-6 6 - 10 Jor] No, 2566,101 Mission i-Jeok Property rossojGra Rood ,"'.Iomedo County, Colifornio lEST I'ILlQG; Q_~_~giQtlon Silty Clay, dark gray-brown, moist, stiff, faint ped structure, Sandstone. fine- to medium-grained, light gray, moderote1y w8alhersd, friable, poo,ly to moderately indurated. Total DepTh 8 feet f'lo free ground water encounter.'C:'d Silly Cloy, dark gray.brmvn, moi5t, stiff, blocky ped structure. Sandstone. fine- to coarse-grained. moderately weathered, friable 10 weak, moderately fractured, lhinly bedded. Bedding f\153W 27S. 10101 Deplh 6 feet No free grolJrld vmter encountered Silty Cloy, dark gray-brown, moist. stiff. C1Cl\,stone. olive-brO'Nn, highly weaihered, crusheej Totol Deptli 4 fe<?j No free ground v-Ioter encountered Silty Clay, dark grav-brown, moist. stiff, faint ped s1ructure. Sandy Clay, dark gray-brown, moist, stiff, fine-grained sand Sandstone, fine"groined, gray, moderately weathered, friable to week, moderately fractured. thinly bedded ~160W 2.5S. Total Depth 5 feet No free ground water encountered Silty Clay, dark gray-brown, moist, very stiff. Silty Clay, dark yellow"brown, moist, stiff to very stiff, Sandy Cloy, light green. gray to yellow-brown, moist, stltl, flne.groined sand, trace well-rounded pebbles. Total Depth 10 feet No free ground water encountered ,b.,.-18 Test Pit _~!1Jm_b~r_ Inl7 fP2.18 TP2.19 TP2,20 viOia/re-pori;' 135561p Deotll (lee11 0-51/, 51/L - 7 7.. ] 2 0-4 i~ -- 6 0- 41/2 4'/, - 6 6 - II 0..4 4-8 8 - 13 Jot) ['Jo. 2566.101 ~/ilssjOLl F'(~ok ProjJi:-:rjy Tas~ajoro [<oael AiorY'IG(j(J Coun!\" Californio TEST PIT LOG:; Qescriotj9lJ Silty Cloy, dark gray-brown, moist, stiff to very stiff. blocky ped structure. Silty Clay, dark yellow-brown to gray-brown, moist, stiff to very stiff. jroce caliche Silty Clay, dark yellow.brown to gray-brown. moist, stiff to very stiff, trac.::; fine-grained sand. Total Depth 12 feet I\Jo free ground water encountered Silty Cloy, dark gray-brown, moist. veri stiff, blocky .oed sjructure, thin send laminations, rootlets. very orgarlic smell, few branches (Fill). Silty Cloy, dark gray-brown, moist, stiif, faint .oed s7ructure. Total Depth 6 feet No free ground water encountered Silty ClOY. dork gray-brown, moist, very stiff, blocky .oed structure Silty Cloy, dark yellow-brown, moist, very stiff, caliche filaments, Silty Cloy, groy-brovlil. moist, sfiff to very stiff, some fine-grained sond, illin subhorizontal sand laminations [Qcl), Total Depth] 1 feet No free ground water encountered Silty Cloy, dark gray"brown, moist, very stiff, blocky ped structure. Silty Clay, dark yellow-brown, moist, stiff, trace subangulor sandstone and claystone pebbles. tairly sharp basal contact E,W 45S. Sandstone, fine-grained, light gray. highly weathered, friable. highly fractured. Total Depth I 3 feet No free ground water encountered ,",19 Test Pil _r:J~r}lber:_ TP2.21 1P2-22 TP2-23 TP2-24 word/'e-port! j .~,556tp Deptll U~j~tl 0-3 3 -- 61/:2 61;:. 7 7 . n~l 7Y; - 12 o . 4 ,; - 7 7 - 12 0- LjI;2 41/) - 8 8-9 9- 17 0-6 6-9 9 - 17 ji .Job No. 2566.101 Mission Peak Proper-tv fossojoro Poad /\lamecJo COUlity, Colifoln:n !E8J'iT lOGS Q~~_gdQEQQ Silty Cloy, da;k gray-brown, moist, very stiff, faint ped structure Silty Clay and fine-grained sand, ton-brown, dry to me_As/, very ;-,tiff, trace coliche, Sheered Claystone, olive--brown, higt)ly weothered, crushed to sheored, sllarp basal contactwilh 0 smooth polished planar surface ~,J75W 21 Sanel foint striotions trend S40\1/ plunge 21 SIN, slide p!CJr;C'. Silty Clay, tori-brown, dry to moist, veri stiff to hard. !!OCC to some fin>::?- graineeJ sand Cleystone, olive-brown, highly weothered, frioble, crushed, 'vvaxy Total Depth 12 fest No free ground wofer encountered Silty Cloy, ciark gray-brown, moist, very stiff, blocky pod structure SiitV Clay, dark yello't'l-browrl. moist, stiff, trace -'/;-inch cc:iche no-:::JG'e.s, gradational basal contact. Claystone, olive-brown, highly "Nc':JThered. friable, crusr'pd. :rOC-3 to some silt, wa:<y consistency 10tolIJepth 12 feel ~Jo free ground water encountered Silty Cloy, dark gray-brown, moist, siiff to very stiff. blocky ped structure. Silty Clay, dark yellow-brown, moist, stiff. Sheared Claystone, olive-gray, highly weathered, fiiable, crushed, srlarp basal contact, polished N76E 26S (possible slide plone). Silty Clay, dark yellow-brown to gray brown Total Depth 17 feet No free ground wafer encountered Silly Cloy, dark groy.brown, moist, sliff 10 very sllll. blocky ped struclure Silty Clay, dark yellow-brown, moist, stiff to very stiff. Silty Clay and fine-grained sand, dark yellow-brown to gray--brown, moist, stiff, trace caliche. Totai Depth 17 feet No freo ground \-voter encountered -"20 .~'} il Test Pit _f\LlJJDP~r _ TP2.25 " , , TP226 TP2-27 TP2,28 "\ \Nord/repori/13556tp Deptll (f"-.eJJ 0-- 5 5..10 10 - 15 0-5 5 - 8 8 - II I I - 17 17- 19 0-4 4,6 6 -10 0-- 21/2 2'/, - 5 5-8 Job f'la. :256(,;,101 fViissioll Peck ?ropC'riv Tassojoro ROGej Alameda County, CaliforniCl !iC5JillLOGS Q~.?QlR!lOll Silty Cloy, dark gray-brown, moist, very stiff, blocky ped slructure Silty Cloy, dark yellow-brown, moist, stiff to Vf=:ry stiff, trace subangulor to angular claystone and sandstone cobbles, shcrp bose! con7oct ~J20'yV 265 (possible slide plane), trace caliche Sandstone, fine-grained, olive-gray, highly weothersd, week, high!V fractured, tllin!y bedded. Bedding l'j60V/ 261'], Tolal Depth 15 feet No free ground water encounlered Silly Coy, dark grey-brown, moist. lJery stiff, b!::)cky ped structure. Silty Clay, dark yellow-brown, moist, stiff to very stiff, trace caliche. Silty Cloy, dark yellow-brown, moist, st:tt, faint ped structuff:::. Silty Cloy, yellow-brown, moist, stiff, som8 fine-grained sand Claystone, gray, highly weatherec, friable. crushed. Total Depth 19 feet ~Jo tree ground water encountered Silty Clay. dark gray-brown, moist, very stitf, blOCky ped structure Silt\! Clal(, dark yellow-brown, moist. slit!, caliche filaments. Sandstone, fine-grained, gray, moderately weathered, weak, moderatE-ly fractured, thinly bedded. Bedding N57W 30S. Total Depth 10 feet No free ground water encountered Silty Clay, dark gray.brown, moist, very stiff, blocky ped structure. Silty Clay, dark yellow-brown, moist, stiff, caliche filC1ments, sharp basal contact 24" dip downsiope. Sandstone, fine-grained. gray, moderately weathered. weak, highly fractured. Total Depth B feet ~.Jo free ground water encountered ,11.21 Test Pit NurTJt~~L I , >.J IF2.29 TP2-30 TP2.31 TP232 TP2-33 wo:d/report/~ :;556ip Depth [f",,,J) 0-31/-, 31/2 - 6 0.5 5-7 7 - 10 o 4 4 ,7 o 3 3.. 6 o -~ 51/2 5'/, . 12 12 - 14 Job ~Io. 2566.: 01 Mission Peak Frcpc~rjy rossojara Roael ;'\Iomedo County, California !I2LPi!tQC;s Ds:~qIQiior) Silty Clay, dark gray-brown, moist, very stiff, blockV pr~d structure, Sandstone, fine-groined, gray, moderately weoihered, friable to weak. highly fractured, trace caliche. Tolol Dep1h 6 feet No free ground water encountered Silty Cloy, dark gray-brown, moist, stiff, blocky ped struc1ur2. Silty Clay, dark yellovv-brovvn. moist. stiff, caliche filaments. gradational basal contact. Claystone, olive-gray. highly weathered, friable, crushed. Total DepHl 10 feet No free ground "vater encountered Siliy Cloy. dark gray-brown, moist, veri sWf.tJlod:y ped structur'..:: Silty' Clay, mottled light gray end groy-brovvn, moist. very stiff. SOrTie caliche Total Deptll 7 feet f\Jo fr(ge ground water encountered Silty Clay. dark gray-brown. moist, very stiff, blocky ped structure. Silty Cloy, light gray-brown, moist, veri s1iff. trace coliclle. Total Depth 6 feet No free ground water encountered Total Depth 6 feet No free ground water encountered Cloy. dark groy,brown. damp, hard. Cloy, slide debris. mottled yellow-brown, groy, Gnd white [calcite nodules]. moist, stiff. trace claystone fragments, at base sharp sheared contact polished sunoce N, 64" W. Cloy, yellow-brown. moist, very stiff. Totol Depth 14 feet If..JO free ground woter encountered ,\-22 i' 11-; Test Pit _NumbeL TP2,34 TP:?35 TP2,36 TP2,37 word/reporJ,.'13556tp Depth U?elj 0-1'1, 11/.,- 71/2 0-6 (; -- 12 12 - 13 O.~ 5 5 - 10';' 10'1,,12'1, 0- 11'1, 11'1, - 15 '1 ,'-. Job hJo, 2566.101 Ivlission Peok Prc!perty TOSSCljoro Rood I\!omeda County, California It:ST PIT LO,,~ Q~~~JJQtion Cloy, dark gray-brown, dry, hord. trace sand. SlIlstone. light gray-brown, dry. sllghlly weolhered. weak to friable. highly fractured, fractures tight, prominent calcite filarnenls in upper 5 feet Total Depth 7'1, feet f\Jo free ground water encountered Clay, dark gray-brown. damp. hmd, trace sand. Cloy, slide debris, rnolt!'2d gray-brown, gray and while (calcite nodules). moist, very stiff. fragments and blocks of claystone up to 1 foot diameter, at base sharp sfleored contact, polishl~d surface i'J60oW. 30oSVl, dip-slip striations. Cloy. yellowish brown, moist, ver'.' stiff. fragments of claystone. Total Deplh 13 feet No free ground '.,'Voter encounte~ed Cloy, dark grayish brown Cloy and Silt, slop,:,; wash debris, mottled dar~ to ligllt grayish brO'/'!f' and white. fragments and blocks of siltstone up to 2-feet diameter. Sandstone. light brown-gray, damp. slightly weathered. friable. moderately fractured, froctures calcite coated, fine-grained sand. silty. thinly laminated, bedding N40oW, 32nSW, Total Depth 6 feet No free ground water encountered Clay, dark gray-brown, grading light below 5 teet. dry grading down to moist, hard, trace sand. Claystone. gray-brown. moist, friable. slightly weathered. highly fractured. abundant shears [major one warped average N30'E, 35' - 40'NW, dip-slip muJlions and striations) at multiple elevations (minor ones multiple and intersecting, os steep as 600). Total Depth 15 feet No free ground water encountered A,-23 fest Pit NumQ~~ TP2-38 'P2..19 TP2..jO worCJ/re;:X';l/' 1 3556tp Depth (fee!l 0-4 :.1 - 121/2 121/.., - 131/~. 0--41,';' (~l/:; _ 6 6 - 13 0-5 5 -- 7'/.! 71/1. 10 10-12 12",13 Job No. 2566.101 i\hssiorl Peak Properly Tassojora Road /\lomedo County, Califo:nio I1::_~LelJ_LQ~j D~.~QjQliQQ Clay, dark gray-brown, dry, hard. trace sand, weathered. Cloy, light brown-gray, moist, hard, polished surfaces in lower 2 feet at all intersecting angles. Bottom surface f\l500W. 2805W. LOWE:'[ l-inch distinc~y wetter and more plastic, can pry to obtain pOiisllSd surface but no striations, Calcite filaments. Siltstone. light gray.b~o\Nn wi~h rust .,:.treaks. moist. friable. slightly v,reothered. highly fractured, possible faint bedding ~)50oW. ,10"5\1\/, indicated by limonite staining. Total Depth 131/1 feet No free ground water encountered Clay, dark graY-brown. cJry, rlard, trace sand Clay, light gray-brovm. n;oist. stiff. Siltstone. light brown-grcJy, moist. friable, slightly vveathered. highly fractured, foint possible bedding ~J60~W, 40~SW Total Deptt, 13 feet No free ground water encountered Clay, dark gray-brown, dry, hard, trace sand Cloy, slope wash debris. various shades of brown and gray, moi:;t, st~ff, vvith sand and rock fragments up to 1 inch, krotovinos, Claystone. light gray-bro\Nn. moist. friable. slightly weathered. highly fractured (tight). Siltstone, light groy"brown. damp.' friable, slightly weo~lered. highly fractured (tight). Claystone, light gray.brown, moist, triable, slightly weathered. highly fractured [tight), minor randomly oriented slickensides. Total Depth i 3 feet No free ground water encountered ;'\.-24 Test Pil _NurT\Q.0r_ i """,) TP2,'11 TP2-~\2 TP2-,n TP2.44 \ll/Cxd/repo,t,..'13556tp Deplh [",ill] 0-6 6..9 9 - 12 0-- 5 5 . 7 7 ' 13 13.. 14 14 - 15 0-.6 6 - 71/2 7'h.ll 0-6 6 - 10 10- 121/2 .Job 1'0. 2566.10 I Mission Pc:ok Properly Tossojmo r~ood Alnmedo County. Cclifornio lEST PIT LOGS .R_~_~~QQJLQD Clay. dark gray-brown. dry, hard. trace sand. Cloy. gray-brown with white mottling (calcite), moist, very stiff, Claystone. light gray-brown. damp grading down to moist, friable, slightly weathered. highly fractured (tight), co!c:ite nodules In upper few fee1, randomly orierlted intersecting shears. Total Deplll 12 feel No free ground water encountered Cloy, dark gray-brown, dry grading down to damp, hard. Clay, gray-brown with dark brown and white mottJing, moist, hord. Cloy, gray-brown, moist, hard, shear at 10 feet i\J50oE, 14or\lW, Siltstone, gray-brown. moist, slightly weathered, friable, highly fractured. Claystone, groy-brovvn, mod, slightly w'-:?ot~,ered, ffiab:e, highly frac-:u:ed, minor randornly oriented sheers. Total Depth 15 feel No free ground water encountered Cloy, dark gray-brown, dry, hard, trace sand, gradational lower contact, Sand, light gray-bro'l'/n, damp, dense, clayey', with colcite nodules. gradational lower contact. Sandstone, light gray-brown, damp, friable, slightly weathered. highly fractured [tight], fine-grained, silty, massive charcoal fragments rare Total Depth II feet No free ground water encountered Clay, dark gray~brown, grading down to brown, dry grading down to damp. hard, trace sand, gradational lower contact. Sandstone, light gray-brown, damp. friable, slightly weat!',ered, slightly fractured, zones of strong calcite development, Claystone, mottled gray and brown, moist, friable, slightly weathered, highly fractured, abundant warped shears between 10 and 11 feet generally dipping about 20" to 50" southwest with mullions. one shear ot 10.2 feet 1~70"VV, 20"SW, relatively planar. no mullions or striations. Total Depth 12'1c feef No free ground woter encountered r~.-25 Test Pit jjWJD.Q!,?--.L I TP2-45 TP2-d6 1?2-.17 Tf'2-4S wor.Jjrepo:i/13556tp Dep1ti ffeet} o 41/2 41/:c _ 81/2 81/, 111/;' 0- 10 i,] - 1 :~, 0-6'.-\ 61/ - 8 8 - : 2 0-5 5-9 9,11 Job ~~o, 2566,101 Mission Peok Propeliy T(.JssojO[U r~oCJd Alameda COUlity, Califof!lia TESlPJUQC.:2 Q~sqjption Cloy, dark gray-brown, dry, hard, trace sand Siltstone. light gray-brown, damp, friable. slightly vveathered, moderately TO highlv frocture(j. strong calcite filoment development in upper 2 fest. Sandstone, light gray"bro'fm, damp. friable. slightly weathered. sliql,tly flactured Total Depth 111/2 feet I'Jo flee ground wa1er encount;::::ied C!cv. dark gray-l:,ro'.'.'rl. drV, hard. trace sand, Clay grading dcwn 10 claystone, groy-bro'll'n. moist. hOld cloy arid friable claystone. slightly wecihered. highly ~ractlJred. aT 12 feet polished surface N45"VV, 450SW, vogue clp-slip mullions, c~ 13 feet polished surfoce N15"E, 15uV'I. dip-slip striations, many ctlier minor rC:::0dom polished fracture surfaces in lower 3 feet, Totel Depth 15 feet I\JO free ground wot,'Jr ,::ncountered Clay, dork grcy-iJfO\^:n. (ir',-', r'-"re!. tr':Jce sand CiIJY li'Jht 'Jroy-~)rown. (!lois!' hCi(j, 51::--".. srronq coic:~e dFHelopment, :::::k:::'y's~o~e. motticc gra\", bro"lIn ana ':11"'.::8 (cCJlcite norjuies), moist, friable, s:i'Jh~IV \NSGt.1erEd. r,:1~,!l frcctuir:?-:_'.J, Total Deplh 12 feet [\]0 free ground vvater encountered Cloy. dark groy'brown. dry, hard, tTOce sand. Silt, light gray-brown, damp, very stiff. calcite nodules, clayey, fine sand, gradational lower contact. Siltstone. light grayish brown, damp, friable. slightiy weathered, moderately to highly fractured, possible bedding-controilerj fractures N45~W. 35~SW, Total Depth t 1 feet No free ground water encountered A.26 1-,,1 APPENDIX B Laboratory Test Results I r-' GO 50 ,0 40 2:::.- x w 0 oc >- 30 I- , G ; I- L (j) <( ...J ?O "- 10 ') :) "j 0 j 0 - ~ -, .3 ," 'J j .J <- ::J , CI i CL,ML ML 10 S YiVlBOLS So Cff i Cf. MI pr 01 20 30 40 50 60 70 LlOUID LliVllT (%) IDCA nON LlOUID LIMIT TP2,1 at 3,1/2 to 8 feet 41 TP2,7 at 14 to 17 feet 55 TP2'17 at 0 to 5,1/2 feet 51 A HER8ERG LIMiTS TEST DJl. T.A , . j I '!I" L1~IE: , I I Off or Mff I 80 j"I.ASTICITY INDEX 22 31 22 90 100 110 uses ; CI_ASSIFIG.'\TION' CL CH MH B-1 5000 -, I , I 4000 m. I -I I '__1__ I ! I I S ,0.. >- Q] m UJ e- <l: o 23000 w 3 (f) (f) W 0: e- (f) 0: <l: W I (f) 2000' 0) 9 'r- , , I (1) o <D <D co N a: w co 2 =0 Z CO o ." 1000 -- i- 'i1 I ! o o 1000 2000 3000 NORM~.L STRESS (pst) 4000 5000 LOCATION SAMPLE B2,2 at 9'1/2 teet CLA YEY SILT, olive,gray TEST TYPE. Consolidated Drained RATE OF SHEAR (in/min) 000099 FRICTIOI',I ANGLE 30' COHESION 3000st I 1~~:;f!::~:J~~:N,~f€:r~,if ~:i FINAL WATER CONTENT (%) I 21.5 I 19.9 19.41 I NORMA.L STRESS (pst) 1000 I 2000 4000 L!,1AXIMUM SH~AR_(fJst} _,,_L-=-39nL~5~3 _ 2547 f DIRECT SHEAR TEST 8--2 5000 -- --- --I I ":,, 4000 -i i ~ : /; cb /~___ ~/ / i % r! ,/ fi /'( 1/1 0/ i )5 I [l- I>' m ro 2 3000 .. C0 .s (j] 0) ill e: c- (j) a: ." ill IT: (j] 2000 . OJ ':9 ,~ 'W , c- i~ o o ig U) N a: ill CD 2 =0 'Z 1000 - . OJ ,0 .-" 0, o 1000 2000 3000 NORMAL STRESS (psf) 4000 5000 lOCATION 82,4 at 5 feet SAMPLE SilTSTONE. olive-gray TEST TYPE Consolidated Drained RATE OF SHEAR (in/min) 0.00099 FRICTION ANGLE 31" COHESION 500 pst :- ----SPECIMEN - I ~AT 8~_L- C - I i-DR Y DE'NSITY (pef) ---'--'--1 i 12 3-1112 8 ! 108 8 ! 'INITIAlWATERCONTENT(%) 118 ! 112 I 128 I ! FINAL WATER CONTErn ("!o) j18 8 'I 183 : 233 I NORMAL STRESS (psf) I 1000 2000 4000 I MAXIMUM SHEAR (psf) I 1212 I 1678 3044 ---,__._,^_____,_~~_____ _ _L_ '__ , DIRECT SHEAR TEST I-j """!, Ii." "" 8,3 0000 4000 UJ 9 do C2 3000 "' '"' Cf) Cf) LlJ 0: f-- Cf) 0: <( LlJ U; 2000 _____L _ I /1 < ~ < ;71/ / . i / ...l..un/. CD/ Q ill W 1- '" o o 'D CD CD N 0: "!lJ CD ::2 ::J Z 1000 I A'Y // ill o 'J o o 1000 2000 3000 NORMAL STRE'SS (pst) 4000 5000 LOCATION SAMPLE 82-6 at 24 teet SANDSTONE, light olive'gray TEST TYPE Consolidated Drained RATE OF SHEAR (in/mill) 0.00099 FR!CTlmj AI"GLE 340 COHESlmj 3500st --,-- SPECIM-EN'''' .....~---r--'A'._.'-B-rcl t~:::~::':i;:~E~~'(O;:~:I(-;~: h:ru;:rl I NORMAL STRESS (pst) I 1000 i 2000 4000 I I MAXIMUM SHEAR (pst) i 932 i 1802 3107 I I _..__ __________ _____L _ ___1.____..._____ ' DIRECT SHEAR TEST .".; -. .. D-:; 5000 -- ".-, 4000 I , '> r r-: ClJ ;;;- 3000 Eo U) U) w [[ f- :") 01 CO ro:: t- " do w :r: ';'..1 U) 2000 :-r: ~ o 1000 -- D 'D n ':\1 [[ '.:J .:J ,~ Cl Z Q] C) .-0 () o LOCATION SAMPLE ~/ ..... ~................ ~f ------- u'7- ...... i I /~///r i ~ ' .- -0~~ _ ~ I , , I 1000 , 1 2000 3000 NORMAL STRESS (pst) 4000 5000 TP2,1 at 3 to 8 feet SILTSTONE, olive'gray, remolded to about 85% relative compaction at 50/; over optimum moisture content TEST TYPE: Consolidated Drained RATE OF SHEAR (In/min) FRICTION ANGLE. COHESION 0.00099 24" 400 psf ---- I~ SPECIMEN -'--tr- AT-B1 C ! DRY DENSITY (pci) - - --- 101-.n'i01-2'110QOl I INITIAL WATER CONTENT (O~) 189 I 189 , 18.711 1 FI~JAL WATER CONTENT (%) I 26.3 i 25.8 I 24.9! ! NORMAL STRESS (psf) I 1000 I 2000 I 4000: L~~YJ~~M SH:AR(psi)_ I 932 _~u 1274 2~061 DIRECT SHEAR TEST B-tS 5000 4000 r Il ~ 3000 .3 UJ 0J W IT: f- ) 0J ) a: ~ <( ,- w cD ~ UJ 2000. ;: u '") :5 ) .-, " CC .I J . I I ... r 1000. ..-.- - '.---'7 ~ ! .~ z co ~ o - , o LOCATION: SAMPLE 1000 .L_ 2000 3000 NORMAL STRESS (psi) TP2.1 at 3 to 8 feet SILTSTONE, olive'qray, remolded to about 90% relative compaction at 3% over optimum moisture content I I i I I I I ul I I , I I TEST TYPE Consolidated Drained ~i ,/'" , I I 4000 5000 RATE OF SHEAR (in/min): FRICTION NjGLE COHESiON. o 00099 250 ~'-_: r i 400 pst 1-- SPECIMEN----j-Aj.s:-c''l --DRy'DENSITY (pet) --", 1060 I 1061T'10651 INITI/I.L WATER CONTE~IT (%)116.6 116.1 i 164 i FiNAL WATER CONTENT (%)1' 22.2 i 21.5 I 19.7 I I NORMAL STRESS (pst) I 1000 I 2000 4000 I I I I , I_W~XI~~~~~ S~~E~~~:t)_ J. 901J 1305 , . 2330l D1RECT SHEAR TEST 8-7 5000 [--- T--- I I I I I I -I - ------T i I I 4000 I j--- , 1 - x, ~ 3000 U) 00 W [[ f-- U) [[ <{ W [[ U) 2000 n - --- r , I --I i :cl -----r---- ~ 1000- --..---. / . __,'_. ~n. . I ---- /------ - -----1 o I C> .. -1----- , , , , I I , ) ) '" I J :I " Z :Il ) c, o o I 1000 2000 3000 NORMAL STRESS (psI) I 4000 5000 LOCATION SAMPLE TP2,12 at 2 to 8 feet SANDSTONE, light gray, remolded to about 85% relative compaction at 5% over optimum moisture content TEST TYPE Consolidated Drained RATE OF SHEAR (in/min) 0.00099 FRICTION Ar'JGLE 390 COI-IESIO~J 50 pst I~~~;,E:~~;:(~~N ,,~( j ((~,~ i(~: h:~~ FINAL WATER CONTENT (%) I 21.6 21 1 I 19.6: NORMAL STRESS (pst) ! 1000 2000 I 4000 I i MAXIMUM SHEAR (pst) 1 839 ! 1678 ! 3293! 1___ _______ _____~_____ L_____~__ _ _ _.__ _ ____.___.J_________ I DiRECT SHEAR TEST I: i,l 6,8 5000 I i I , , , I , i ,/1 ! . u ". ".Uun I I / , V.I I , , . I /, I I j' I , /' , Y I 4000- I -I- I I I I , ! 1 5: Q m co 9 ~ co 2 3000 In .e. (j] (j] W 0: f- (j] a:: '" w I (j] 2000. -------- -------- ------ w c_ .", ;0 ! - -- ----- - -..-_...__ L co co '.0 N 1000 - / -_ 0~ ____ _._________________ I o 0: W [l) 2' ::J Z CD o --, a, o 1000 2000 3000 NORMAL STRESS (pst) 4000 5000 LOCATION SAMPLE TP2-12 at 4 to 8 teet SANDSTONE, Ii ht ra, remolded to about 90% relative compaction and 3% over optimum moisture content 1 I ,1 TEST TYPE Consolidated Drained RATE OF SHEAR (in/min) 000099 FRICT!ON lINGLE 400 COHES!O" 200 Dst 1~:R~~~~~~~~~~t)--====1[1~~t-i-o::..t1 0~81 I INITIAL WATER CONTENT (%)1 178 i 16.1 I 16.8! I FiNAL WATER CONTENT (%) I 21.7 I 17.8 ! 1781 NORMAL STRESS (pst) ! 1000 I 2000 I 4000 I MAX~~LJ~s..~E_~R_(p~t)____!_10~6_' 1833 i._?60~J DIRECT SHEA.R TEST 8,9 saGO - 4000 -. S CL > en ii 3000 8 U) UJ w a: c- eo C/) <;' c: <t cD W I W UJ 2000 .", 'J ~i ..--- ~- ~/ .._,~~'~ ~ :.--- ----- ----- ' ./' I , ~ V ----- ~------ ./'1 c. 1000 ..~ '0 , ~~ c: w en .J '7 ,;:] o -., o I 2000 3000 NORMAL STRESS (psi) o 1000 4000 5000 TP2-17 at 0 to 5 teet SILTY CLA Y, dark gray,brown, remolded to about 85% relative compaction at 5% over optimum moisture content LOCA TION SAMPLE 1--- SPECIMEN-=_-~J,~-A=-T=-~]=~C_J I DRybE~ISITY(pcf) I 954 i 95.8 j 95.9 I . INITIAL WATER CONTENT (%)1 19.1 I 19.8 ! 19.1 i ! FINAL WATER CONTENT (%) 28.9 I 28.1 ! 244 I I NORMAL STRESS (ps!) 1000 I 2000 , "ooo! ! i~AXI~UM SHEA~_(fJSf) _ _a70_L1~05 ..1_2~~J TEST TYPE Consolidated Drained RATE OF SHEAR (in/min) 000099 FRICTlmJ ANGLE 23' COHESION 450 psi D~RECT SHE.~R TEST 8-10 ;'! ',000 - .""" 4000 "'OM) > ~ in. >' .~.m 'Si 3000 8c (fJ (fJ w 0: f- ,'" (fJ '7 0: ~ "" - , W aJ I W (fJ 2000 f- "" 0 i I I i I .1 _ __I 1/1 I i , , i i A ! : /. Y. . -------; ! c; <.D CD '.0 ;C\J 0: w CD :2 ::J Z 1000 ----'. -- ---ir'-,-- y i CD o ,-' o I o 1000 2000 3000 NORMAL STRESS (pst) 4000 5000 lOCATION: SAMPLE TP2-17 at 0 to 51eet SILTY ClA Y, dark gray-brown, remolded to about 90% relative compaction at 3% over optimum moisture content TEST TYPE: Consolidated Drained RATE OF SHEAR (ln/min) 000099 FRICTIO~I MJGLE 280 COHESION 250 psf I=-=- SPECIMEN-=-~ A --i3Tc-J DRY DENSITY (pet) 101.9 102.1 t~41 INITIAL WATER CmlTENT (%) 17.1 174 i 17.3 i I ! I FINAL WATER CONTENT (%) i 25.9 263 I 23.2 I NORMAL STRESS (psi) I 1000 I 2000 I 4000! I MAXIMUM SHEAR (pst) ! 808 i 1398 L2423-.1 '-------..---------.------------ ----_____._____1_______---1--.___.___ D!RECT SHEAR TEST i _', ~ ',I B-l1 5000 -- u -r J 4000 - .- "- > )D- 1 1>- ----1m :co 9 ,,;: co ,w < iCl ';ii 3000 2 0) U) W cr: f- U) 0: < w cr: 0) 2000 n i 1 r- o cD (0 'U) N 1000 i , I ~" ---- , I ~ j , .~' ~I :v I ' ! : -- ------- - ... ------------ - --- ----------------------T' ~' I ______ ~ ~ , ~~ I ~ i I I ! L_ 0: W 0) :2 :::J Z '-- -'1 1 I I _ ___J al o c"-) o 1 o 1000 2000 3000 NORMAL STRESS (psf) 4000 5000 LOCATION SAMPLE TP2,17 at 14 to 17 leet CLAYSTONE, olive-gray, remolded to about 85% Relative compaction at 5% over optimum moisture content COHESlor~ 1000 psi r"~ SPECIMEI"---"-I.A''' r~B-l-=c . i DRY DENSITY (pcl) i 9B:6J 98.6 I 97.9 i INITIAL WATER CONTENT (%)1 19.2111 19.0 I 18.5 i FINAL WATER CONTENT (%) I 30.7 25.8 i 21.3 I NORMAL STRESS (psi) 1 1000 , 2000 j 4000 i IvlAXIMUM SHEAR (psi) I 1336 I 1678 I 2330 i 1_ __ _..J", .. __-'__---' TEST TYPE Consolidated Drained RATE OF SHEAR (in/min) 000099 FRICT'O~J ANGLE 18' D!RECT SHEAR TEST ,-. i-- .I 8-12 I ....1 i~ j' /..-{iY .....---- ' , I : ~ i --T~- T --,----- . ~ I ~-- : I I I I I ~------------ --------- -t-----, , I Ii , I I I I 5000 -- 4000 i , S '- 0 'ii 3000 Eo UJ UJ W IT: c- o UJ .) IT: ~ << ro w IU :jj 2000 - { ~ . ---l I I , I I I I I I ---,--- ------ .t- ___ ____ o ~ () '.J ~ 'J IT: W Cl ~ 1000--.- ) > Q) o '0 o I o I 1000 -I I I I I I . ._-_._..~---- I I I I 2000 3000 NORMAL STRESS (psf) 4000 5000 LOCATION. SAMPLE TP2-17 at 14 to 17 leet CLA YSTONE, olive-CJray, remolded to about 90% relative compaction at 3% over optimum moisture content TEST TYPE Consolidated Drained RATE OF SHEAR (in/min) 000099 FRICTION ANGLE 150 COHESION: 1300 psi i- r--SPEClMEN - A-T _8 [ C 1 [-[JRY DENSITY (pcfj'---"- 103.5 r03.7 103.11 '1 INITIAL WATER CONTENT (%) 17.1 16.8 16.7 I 'I I FINAL WATER CONTENT (%) 22.6 22.0 20.8 NORMAL STRESS (psI) I 1000 2000 4000 !_rv1~XI~~~~~E~f'1JPSI) .. _ L~ 553J_~8~2J_2~~~1 DIRECT SHEAR TEST r-...n:., 8-13 ,'---'---'r '''--r~l~--.-----'-''-----'--'';---"7--:-'- -------_____,....----_~_______;____;_____;_-.--,- i: I I I II: i i I i I': : ! i I : I I ' I I i I I I I I J, I" ~ --...~--L__1~__.Ll_~ .LL ::; ! ' - - , ,: I ,- i I : I I : I i I , i, I, i II '. I I" i I : : i I II: ---L__J..---!_L~ I ! : I ! ! I o. ,001.,. -0.02-- ? ~ ci >- <;) j -0.03 .004, ,005- -----., C') ~:) J:) .c " ~ ,006.. "--'-" '" Q) .c " c =,007, z 8 .~ (3 ,008 -~----,-. ::J o ~ -009----,----- o () J., w Ie ) .0.1 ~._---..., -011.' -..,. lD r.o !.) :\.1 .012' Ii ! i [ ! i i i j -~I TiT: I ii, : I " : : I :; I j--- , I' I I .: ._.___.__L-.__l.____-'--L_ ----_.._------1- ~ w OJ ~ ) ? 81-'" , . . , i :' , . ., , , _ L" . , , '013 OJ o ;0 -0.14 -0.15 I 100 , : 1000 10000 PRESSURE (lbs.lsq ft.) 100000 1.-- -------------'--.---..-----.-.~---.'l---.---- IS Y M B 0 L LOCATION I DESCRIPTION INITIAL I MOISTURE o CONSOLIDATION TEST DAn>. 8,14 :J 1 :'1 , c m o ill "'I f=' z w :':' w i" 0 f- W (f) 0: o + :::J-1 -' w S (f) '2 ,3 - -4 , ~ l' .1 3 2.. \j; o I I T I , o j I 1000 o I - r I --I I I r-- , i n.__ I '~-.'---i-----~ --- . un.. I ! I -i I I I , I I g' I , I -,-~- I '0 I I 2000 3000 NORMAL STRESS (psi) 10 20 I I I . -nul I noon ------ _ _ ____________1 -----I .. 4000 I 5000 30 I 40 I FILL THICKNESS, leet (Based on a~ 125 psI) o 85% Relative Compaction at 5% over Optimum Moisture Content <0 After Saturation SINGLE POINT CONSOL!DA TION I SWELL TEST DATA TP2,l AT 3'1/2 TO 8 FEET, SILTSTONE 8-15 c Q) u OJ 0.1 I- Z W :;,> W -" 0 (:: w [I) 0:: o , ::T-1 -" w S U) 4 3 - - ,- 2 -2 .3 +, o 1000 o I I , ! @} C) 10 I 2000 3000 NORMAL STRESS (psf) 20 I FILL THICKNESS, feet (Based on a~12S psf) o 90% Relative Compaction at 3% over Optimum Moisture Content " After Saturation SINGLE POINT CONSOLIDATION I SWELL TEST DATA TP2-1 .AT 3,1/2 TO 8 FEET, SILTSTONE .~" " i. ! (' I; 4000 30 I o "'\ 5000 40 8-16 i I I ~\'; '~ i=' z w :2 ID ;::' 0 f- W UJ 0: o + ::J-1- -' w S UJ i ~) 4 I I I-- I i I ---...------..i--- 3 'W 2 m u m a. o '2 ,3-.--- -4 o 1000 o I I I 1 I __L_____ I I _ L I o CJI o 2000 3000 NORMAL STRESS (pst) 10 20 I FILL THICKNESS, feet (Based on ,h125 pst) o 85% Relative Compaction at 5% over Optimum Moisture Content " After Saturation SINGLE POINT CONSOUDA TION I SWELL TEST DATA TP2-7 AT 14 TO 17 FEET, CLAYSTONE ..-- --, I I I I -----------j- I I i .. ___i__ I I 4000 30 I -I -~ I I 5000 40 I 6,17 4 . 3. , i -.-. -- --t-- I ! 2 Qj " Qi Q 1 f=' :: w 2 w .J 0 E rn 0:: o + ::T-1 .J W S uJ -2- - .3- . ,4. o 1000 o I r'0 I I I ! ---I-- I I ; ,,21 0' H: Om I ,----- ,'- -----.-.--- -...- , 10 I 2000 3000 NORMAL STRESS (psr) 20 I FILL THICKNESS, feet (Based on iI~125 psf) o 90% Relalive Compaction at 3% over Optimum Moisture Content .. After Saturation -,--,-,.", SiNGLE POINT CONSOUDA TION I SWELL TEST DATA TP2-7 AT 14 TO 17 FEET, CL.AYSTONE ,/-'1.1 4000 30 I (~) ,-, V' .n-.J .. j 5000 40 8..18 c W o :;; ":, f-- Z w ill ~ E 0 U) a: o + ::::J-1 ~ w ~ 4 2 ~~.- --~ G - 2 __u~_..~ . .3 -4 o o I I I _~uj o (::) i ----.------1--- 1000 2000 3000 NORMAL STRESS (psi) 10 I 20 I FILL THICKNESS, teet (Based on J~t25 pst) o 85%.> Relative Compaction at 5% over Optimum Moisture Content <0 After Saturation , ' , ' SINGLE POINT CONSOLlDA TION I SWELL TEST DATA TP2,12 AT 2 TO 8 FEET, SANDSTONE I I ~"1~-' I I ! I I I I I I I "I "- I I -----J 4000 5000 30 I 40 8-19 <I ,. n nl I I I I I I I I , , 3 I -I , I I -, I , I I I I 2 I -- -- - ---...----....-- 1 ~- I 1 I I -, I I OJ I i u n I I q; i __J 0. 1 , ! f=' i z CJ 2 , I W I -" 0 f- lu U) [[ 0 @J ::r .1 -" , w S U) e -2 -, G) ,3 ,4-. o 1000 o 10 I 2000 3000 NORMAL STRESS (psi) 20 I 4000 5000 30 I 40 I FILL THICKNESS, feet (Based on a~125 psf) o 90% Relative Compaction at 3% over Optimum Moisture Content . After Saturation SINGLE POINT CONSOLIDATION I SWELL TEST DATA TP2-12 AT 2 TO 8 FEET, SANDSTONE 8-20 :!;-..,-. C ill o " U1 I- Z w 2 w f" 0 I- W (JJ n: o + :J-1 -" w ~ 4 3 I I ---r I nu _I_ I I 2. o ,2 '3. -. .4 o 1000 o I I ~. i I -- _nul' I I I --,.-- - -- oJ__ . I ! ----I I I I 1 2000 3000 NORMAL STRESS (pst) 20 I 10 I FILL THICKNESS, feet (Based on a~125 psf) o 85% Re!atlve Compaction at 5% over Optimum Moisture Content <l\"l After Saturation SINGLE POINT CONSOLiDA TION I SWELL TEST DATA TP2'17 M 0 TO 5 FEET, SILTY CLAY '.1 .-, :- 4000 5000 30 I 40 I 8,21 ; I ___J C ill U Q; D. 1 f-. Z llJ '" llJ >= 0 I;j U) a: o + ::r ~ w S U) 4- 3 - -., I 2... .____1 I I I , ---------------- ! I ! - -1- ,2. I I __I I , ,3- -41 o I 1000 o I I -j I I ! I ') I I I I G-' , _ ..nJ [ I i , I I ! I- I ._____1 ! L ~ o 2000 3000 NORMAL STRESS (pst) 20 I 10 I FILL THICKNESS, feet (Based on a~125 pst) o 90% Relative Compaction at 3% over Optimum Moisture Content " After Saturation SINGLE POINT CONSOLIDATION I SWELL TEST DATA TP2,17 AT 0 TO 5 FEET, SILTY CLAY '-:!-I(',__J',-- T--- - --- I , I , .. o 4000 30 I 5000 40 I 8,22 P" ]" 1 1/2" 3/4" 3/8" #4 //8 1116 1t3Q ft50if100 11200 .00 T~:-~:-"-'IT\::--I~--- :~-'. ;- ,. ., '-- -= ' -=-1 m - J~ --Ie _ _._ .'1\ ,-l _ 1 L~ L' \ , ~-_'. ' .: --,. 1~: , 1 i' 'I' , , ':, I --- -- ~-T-- I I i - !---- GRA VELi----- SAND---- . -r---- jCOBBLES!c:rse [=lin8 ..1 coarse rme~i~nl___ 1In-e=1_ ~ D , "111, i , ! I:!:' ;1. ..i) ::J 7) 60 jJ <[ ] 50- -- 1:--- 40 --'----L-.--'-_ I 30 J ~~ ::-,; 20' ,~ ~ "" 10 --, ,CJ --, o 300 I I 100 t t I I 10 ,~ ,I :1' , ,I '. ,I j , , I:i, . I , I , I 01 ,~ 0001 001 GfWN SIZE (men) ~ I I , , SILT/CLJI.Y I SYMBOL 1- .---.--- ---------------- --------------------~-----..._--- DESCRIPTiON " I LOCATION f'-.------ .._,--, I B2-1 at 24 feet I __J I I I SANDY SILT WITH SOME CLA.Y GRAD,6,TION TEST DA,TA 8-2:3 1:2" 3" 1 1/2" 3/4" 3/8" ft4 tIS It Hi #30 #50 111001/-200 . ,i i .-~---;-----~. . . ~.':'~-;F. ,~i'-!-T. -;:-~:"~-' '~. -~; ,'" I:'~: I ~ ,:'! ' ' : \,:' .' . . .,,--'-c;--.-LLL: ,'.: ".:. " :, ~l---,-", :.--c.:-;-'~I'~i. -"'-----1".' . , 1;.',;1;; I: : I ; I 'ii', " . 1:;";1':' i : :" "I ';:1;::;", '!! ;---,--,--- ,:, '~,_,___l ' . ,:, j----- 100.. 90 ------ , o 80, 70 'J o ~ 60 u :__n ____._______ '~ . c..L\..__l..,____ L' I ___ ~')JU-.~- :,~ G l~ I' I~, I ' . ' I 50 - 40 I ,. ,-- .--'--'-'----'--\- -'-----'-~ -' ._ ~__L ..l----J:.. 30 o _n ., 20 10 ..-.--- ----1'--. I' 2 Cl J -, o 300 10 I 0.1 t I 100 t I i , , u! ____ ______ i : GRAVEL -:--------- SAf\]O ------1--- I~OB~LESI--coarse[ fine t:rsel~edlu~[ -__..liQ~=_I_ 001 GRAIN SIZE (rnrn) t. I ,j. I ~ ! i . SILTICLA Y I ------ --..,----------.. ---...- ------.. !~YMBOLI LOC,A,TIO~_u i -------.~. ---~,-,-_..------------'--------------, distilled water I '-'-1- I , I I I CLAYEY SiLT AND SAND DESCRIPTION o 62.2 at 3 feet CLA YEY SILT AND SAND '" B2'2 at 3 teet ,__ __.___L __. GRADATION TEST Dll,Ti\ " 0.001 I I I I ..i I , I 8--24 1']" ;]" 1 1/~t' 3/4" 3/8" It4 li8 1116 #30 #50 , ~.~. :]. .lil-.:.'~' : ,I I: I :[;11,: ;1 I:;., ,I' I I .'1' I ~._,-,----------- - .._-~..- I :1; I 1 00 ---"-..., 1,1 90 - 'I ,. , 1:1: 1 ~ i ' :1; 80 --~--- I, ,I " " !:i II; i i 70 It 1 00 /!200 :1' ' '"I: ) ? ~"'.. I I I, ,I . I '; I , -_.~----+----------~, -'--...- !SYMBOL r--LOCATION---T-- -OESCRIPTION-----'[ [ '- .----.--.-.-.---------.-..--- ,.. ----.----------, ! I I 0 B2-2atB-1/2feet I CLAYEY SILT with SAND j distilled water I I ! I , I i I , i , 60 i_~~_~~_ J 50--- -~_. 40 , , ~~._- 30--.-- ----- ~~._~- , , is G 20 j,J '2 10 '-'~ : I -' ") o I (JOO 100 I "" i I , I 10 ,~ i i i ! ; GRAVEL r - SAND I cOBBLES[ - T - - - -r --, ! _ _ ---"oar""l_ _.JI"e lcoarse I mediLJr~l__ q. + <> B2'2 at 8,1/2 feet I I I I L 0.1 + fine I' I I 0.01 GRAIN SIZE (mm) SIL T/CLA Y CLAYEY SILT with SAND GFVWATiON TEST DATA !:' ~ 0.001 -1 I I _J B,~'~ Job No. 2566.10 1 Mission Peak Propeliy T assajara [,oael /\Iamoda Couniy, California ,...., ........__..__..~..__.,- .._-'_._-~._-----'-~ 1 #200 SIEVE TEST DATA I". Boeing Number ~Depth (foot) ==1---' Matoriar"--.l" Ok.O Passiil9 fl20CJ..2li3v..e. . [__....B.2L....----.:.[::=..251/2.. 27 .._ __Clayey SO~n __,_"-9___ wor,j/repon/l 355(;1 B-26 il' .'1 Job No. 2566.iOl Mission Peak Propeliy Tassajma Road Alameda County, Colifolnla ~I Boring Number r- 132J SUMMARV.oF UNCONSOLIDATED, UNDRAlNTED TRIAXIAL COMPRESSION TEST DATA Depth Soil Moisture Dry rcontinlng Deviator Strain ot (feet) Type Content (%] Density Pressure Stress (psf] Foiiure (%) . .________ ___,___,_ ___ __ ,_Jpcf] __,_u(psfL__ .__'______.___ _lL)'~2_LC~ave!,?I~..1.:l~__. ~ 13.0 ____I..'l~.Q ____ _J.'I~.....l~.51-~- word/repul/135561 B-27 fV'I01STUF1E (~~) 0 5 10 15 20 25 30 150 I ~ I -'- I " I , I I I, I I' I I I 1 I I I 1 1 I I I I I I I I , I ! 140 ---------- , -------1- ---- ------- I - j--- ________-.1___ -< T I I I I I I I 1 , I I I I I I ! I I I. ! I 130 I I i , ~'- . ~-----------~- 0- ~ 'I :J I " , ~ <2, ~o o-s 80 1- "-1- ------.------ ---, ------ I SYMBOL I I------t-------' . ! i ~ 0 !TP2'1 at 3-1/2 to 8 feet 1 I I I I .l______._.____,_____________.__..___,_ LOCATION , I I ___J DESCRIPTION ---T--o'PmiiuNi-i MAX-:-DRy-1 I MOISTURE I DENSITY I 1_ cONTEN~_(%)LJf'CI) I 1182-i 129 SILTSTONE, gray COMPACTlOr\J TEST DATA _Iii , f- 1 .~ 3,23 o 150 140 ., j 130- .- :0 -'2 "120 In c!.J D >- t= (f) Z l1J 0 >- 110. u: 0 ~ .- ? ) IT: 100 r--- CJ r,] ) .~ I r) ~ 90 MOiSTURE (%) 5 10 I::) 20 ".....~~.~~~._._'T-'--''''-----'---~I' ~~~-'I I'. i i . 1 I I i I I I I ! I i- i , ! I ~r- l._J , 30 ~ ..-, , , "n ';>0.5' ~; ~. ~',. - . ~l~d .~ I , i , ! 80 '-------- J_ i I I I -. _.-.J.......".,__. ___ ._______..1__ -1 i-i- .-------~----------'--'-TOpm,,1UMpAAX-DRY i I SYMBOL! LOCATION DESCRIPTION i MOISTURE I DENSITY I I___.___n~____ --- _n ."'1-----____ ____L~ON~~~~"li-ipC~- i I (0) I TP2'17 at 14 to 171eet I CLAYSTONE, light gray,brown i 14.0 I 114.4 I !' I ,I I , I I Ii! in L___. 'n___ _ mL______J I COMPACTiON TEST DATA 6-29 MOISTURE (%) 0 5 10 15 20 25 30 1501 I I I 'j i \, I I'. I I , I , \ I I I . 140- - I '. __I , - -----------1 -I I '. '. \ \ I \, \ , i I I 130 --I _,_1--_ I (-) >- t:: (f) z w o >- 110. IT: o -2 "0 '.P", :J .52 120 "' D o J L u ,1 100. --- '-{---- 90 I 1 _,,__L~ ______ i I ____---1- u ) co 1 I , __,J__ I I .______1_ I ..,.___L 80- --- SYMBOL LOCATION 'I--'DESCRIPT~ON- ..-- 1-- ~~~~~:E -li--~:~s~;: i ___L. ___ _ CONTENT(%) _,(PC!)__I ----T------- I ------- 1 ! I (') I TP2-12 at 2 to 3 feet I SANDSTONE, light gray i 13.3 I 1182 I _...1________1____________1__ _L_ __,_J COMPACTiON TEST DATA i _<"~ :-!"'- 8-30 o 1501~' L I 'l I'. I' i 140 --- -- _ - .., - I_ I I I I I I- I I I 130- ~ "" ::J -'2 120 if) 1J .0 >- !:: UJ z w 0 >- 110 0: 0 - 0 " ., 100 0J :; , OJ 0 -, 5 MOISTURE (%) 15 '-----L ' I I I I I _I_ I 25 20 I I I I I . j--------- I I I -----1 I ,~ IU I 30 I I I i I I . --,~-I \1 'j I', ! "" , ..- .... ,,-. +.. ------ __I I I I I \ I I I j . .<?, ",~o '-'f\S' I (if I i _"______~_L i 90 - ..---. _,,____J_.____ - ____1. _ I _._______ .---,.__ " ,,_ ____ . ] I I I I i i I I i I ! 80. ._____L ______, _J._____J______J_____L___J I----'--r" -------l SYMBOLI LOCATION I . ---~-1--.---~-------~--- "------.-..---.--.--..---.-.- rp2'17 at 0 to 5,112 feet I ._1.__ ____" ...____J___..__________ o --------rcwTIMUM I MAX. DRY I DESCRIPTION I MOISTURE I DENSITY i CONTENT (%) I (pet) i II -T-----i 149 112.5 I SILTY CLAY .. _,._. ___ Lu_ COMPACTION TEST DATA 8-31 .., I I I I,:'" >':-'[' .,.~ ". 1-" APPENDIX C Slope Stability Analysis ~o~~1~ ~~f6~~ ~ rn ro 0: -" rn ro "- co o 'w ~ ~ ro 0. o <;; ~- j!} CO l'l "3 ~ CO o U ---~- '"----'~-- "i:~ --------.c ___~_____ --- g-----..---- -0-----_ ~--'ll - CO ...::-;- ==_-t -<1>--- -------a:J o U') -- ------- ------g~- ~----- N " u. o ____n~:---- 0 :--~~~~==_k!=--~-= --- - ----;=: D'l,,, -Q.;:j0J ----:-~~~-~., 't)o. K~ ----==' -------~~===-===----'= ---~-=-------__::::=--__e______ -- ----c--- E 0 rn U N CO 0. ~ '" o OJ o 8 '" 0> o co o N o ;: o o ~ o 0> o co !'!- o ,~ --8 N o ->n o -0 _0 >n -0 o .... o :.;~ ro ~ Cf) (j) 0.. o en l;::: > >c- :c C') o to .:Y. m QJ 0... c o f.f) f.f) 1 " ~ , ~ g " " o o . rn ~ "' " ~ o ~ w ," ~ ~ ,- ~ o "; ~ L' W ~ S "' ~ e: o " w ~ o ~ m ~ ~ oc ~ ~ oc ~ ~ Q ~ , w > ~ S o > ii: M M (; M 8 g ;;: ~ 0 '" 0'J 0 t 0 ill in c uj Q N 0 0 l' '0 0: <u CO ill N ~ ~ ill ill ill ill a: a. c ~ 0 l' ~ "' ;1 21 '" 1 '5 ~ 1 c 0 0 <ii '! u c I L j U m 15 ill (9 j ~ i '" 'J 0 C ill m 0 0 0 0 0 co r- '" U') ~ .,. " " .,. " I I I I I I I I I I I I I I I I I I I I --.--..------ --._~_.,"--- o --0 i I b,':, " ~ s- "'-. ' 0 " l, "'\ co ,. .0 C \ '"'\ ~ ill \ '~ u 2- \\ c ~ 0 , " 0 \ ~ U') \ 1 \ 0 0 " ' \ ~ u. " : \ ~ I 0 ~ c 0 U 0 jj '" 0 ~ 0 -0 0 0 't ~ N ~ ill 0 a: <fJ i ~ I ill " I '-0 w E "'0 , 0 a. ~ 0'J ;;: ~ 0 ~ "ii5 w 0 0 0: Q 0'J 9 ill .. w E oc E '0 U') ~ ill N Cl Q~ ~ .. I ill 0 " @ <ill gjl 0 , < ~ " .~ 0 " --19 ~ '" I I I I I I I I I I I I I I I I I I I I I I ~ ill I I '" ill ~ U 0 0 0 0 0 co 1- '" U') ..,. ~ ..,. .,. .,. " ~ 'jd co co <( 0 -e-8 aJ r- U .,- , ro ~ c a:i o.aJ I ! 0 0'" I I I I I I I C '" ctro I "' ro '" --------r . ro ro ro ro 0: Q C . 0 C .~ .l'l :2' "5 . -, C 0 U ro 0 C .c 0 ID 15 ro CJ ru 0; 0 ~ m o '" '" '" "' '" o .,- ., II, ,,,I,,I,1 ---I I I I , o --0 " ! ~ ~ '" ___0 " '" .D ~ C ro < 2- 0 \ 0 '" 0 0; m "' \, 0 " \ ~ lL ' \ " '\~I E ~ 8 0 TI '" '" 0 2 Ii " 0 ~ N 't: ro 0 0 0: <fJ ~ ~ -0 " E 0) 0 . ID 0 0 Q u '" ~ ~ . '" - 0 :g u . 0 N 0.0 '" 9 ro ., . E ~ E "'" '" ro 0 N '" (') 0.'" ~ ., rn ~ ~ '" @ ~ ~ ~ < <l "" M ;;; 0 0 '" ill ~ I I I I I I I I I : I I I I I I I I I --LQ M <I> I I I I I 0 1;; ~ ~ S ro U 0 0 0 0 0 ;j' r- ill '" "'" ~ "'" '" " "'" In]o) NClll\l^31o 0 0 0 0 0 ro ro ~ -~, m ". ~ ~. I 0 7 + I Hl \ I 0 \ " \ \ 0 + rll 0 I 0 " \ "' .,.... \ 0 .,.... <D <D If) N \ 0 + <..c:, CO \ 0 ~- 0 U.,.: " f= II ,,/ ~.t << . ~/- I--(f} (jJ Ll. _ /~ 0 + \\ 7 z '" \ 0 \ 0 > 1 ? ;:;;: 0"' we, 0 + g~ -"N N ~ << " !1. u. <<(J) (J);" O'u. 0 + 0 o. 0 0 0 <D 0 7 CD ". ~ ~ (Boo) NOll V,~013 ,. i.-"',. 1 UTEX.l\.S3 - VEP.. 1.10'7 1.0jl?,/9:l Date: 9:18:2003 Ti.inc' 8:J5: 6 (C) 1985-1991 .S_ G. v.lRIGHT Input file: sta2566a.dat T~.8LE NO. ***********************************k***k** * COtvlPUTER PEOCP.AtlJ DES IGNP.TION * Originally Coded By Stephen G. * VeJ:sion No. 1.107 * Last Revision Date 1.0/13/91 * (el Copyrigl1t 1985-1991 S. G. Wright * XU] Eights Reserved UTEX."",S 3 * If/right.: * * , , * ***********k***********~****************** ********************p***************************************** * * PESUL'T'S OF COP'lPUT.Z'l.TIOI'TS PEPFORfvlED USIN(~ THIS CO[':lPUTER k- PROGP1"-.;vl SHOULD NOT BE USED FOR DESIGI\T PURPOSES UNLESS THE'{ * -k El\VE BEEn VERIFIED B'{ INDEPENDENT !UJP.LYSES, EXPSPH-IEN1',~.L * DAT_~ on FIELD K\:PERIENCS. THE USEE SHOULD UJ:1DEPSTP.JJD THE * Jl.LGORITHi\lS AND .Z'...N.l'd,YTICAL PEOCEDURES USED IN THE COMPUTER * * PPOGR.L..r.1 iUJD r'JU:3T HAVE RE.L\_D ,7.\..LL lJOCUftJErTT.D.TION FOR THIS * PROGR.21J"l BEFORE ,~.TT1::r"lPTINC ITS USE_ * * NEITHER THE UNI"i.JEPSITY OF TEXJl.S NOE STEPHEH G. TtlP.IGHT rJ]t~KE OR i'\SSUf'.lE LIABILITY FUR .l>.NY VJ.I:_FR,~nTIES, EXPRBSSED OR IPJlPLIED, conCERNINC THE }\CC~JS'.l~CY I RE:S T.!'~9ILITY I U::JEFULNESS -;; OR .4D..':l.PT.Z'..BILITY OF THIS CCHJIPUTEP PPOGP'.l'.J"I. * * * * 1 ****************-;;******************+*+******~**++*~*********** UTEXAS3 - VER. 1.107 - 10/13/91 Date: 9:18:2003 Time: 8:15: !'JIISSION PEl'd<: PPOPEPTY I FPEf'.10NT, :2 5 (] 6 _ 101, 8/2. 0.1 0 3 I ;-=:l\:'1 ( C) 198 S - 1991 S _ G. \'.;P T GHT 6 Input file: sta2566a.dat C'J\ (rapid dra<_vdcl.-m) TABLE NO. 2 ********~**************** * NEW PROFILE LINE DATA * ************************* PROFILE LINE 1 M.ll.TERIJI.L TYPE 1 Ml Point "' Y 1 ~50.000 450 .000 2 22.000 450. 000 3 25.000 452 .000 4 28.500 456 .000 5 32 .000 460. 000 6 45.000 470. 000 7 48.000 472 .000 n 65 .000 474 .000 9 J30 .000 -,1. 7::i .000 PPOFILE LInE :2 - ~iJ;\,TEEI;:',L TYPE ) '; r!\:2 Point '[ 2 -50.000 130.000 400.000 400.000 1 All new profile lines defined - UTEXAS3 VER. 1.107 ]0/]3/91 Date: 9:18:2003 T:ime: 8:15: ~ISSION PEAK PROPERTY, FREMON1', ~566. J01, S/20/03, Pi,) No old lines retained (el 1985-1991 S. r;. 'IJ:..;J_TC;:>-{T 5 I:nput file: sta256Sa.cht C:2" (1.'apid drd,.\,dc-:,wn) Tt"'-BLE HO. .J **********k********************************k**********'**********k*** * t<;E\i.] ~'L~TERIl\L PROPEETY D.:1.Tl\. - COUVEHTIOJ),~_L/FIRST-'ST1\GE COrvlPUTf'.TIOHS ************************+****~**************************************** [)p.T'.Zl. FOE f'li'"1.TE? Ij'l.L T'/PE HJ Unit weigllt of materia] 12'5.000 CONVl:;;NTION.Zl,L (ISOTEOPTC) [;HEP.R STRENGTHS Cohesion 300.000 Friction angle 30.000 degrees Pore ~ater press~res defined by pie70metric l-lne Number of the piezomet]~ic lirle us~j ~ 1 Negative pore pressur~s s~t to zero D.i:I.T.Z'I. FOR i'1ATERTfi.L T't"PE 2 f:12 llnit w~igllt of material - 125.000 CONVEHTIOl'JJlL (ISOTROPIC) Col';,esion Friction angle :;HE}\P STRENGTHS 300.000 30.000 degrees Pore water pressures defined by piezometric line Number of the piezometric line used 1 Negative pore pressures set to zero 1 All new materi_al properties defined - No old data retained UTEXAS3 ~ VER. 1.107 10/13/91 (e) 1985-1991 S. G. WRIGHT Date: 9:18:2003 Time: 8:15: 6 Input file: sta2566a.dat MISSION PEAK PROPERTY, FREMONT, CA (rapid drawdown) 2566 . 101, 8/:2 0 / 0 3, PW 'Ll\.BLE NO. 5 ********************************************************************* * NEW PIEZOMETEIC LINE DATA CONVENTION;U,/FIR,ST- STJ\.GE CO~1PLJTJ'l.TIOI\r.s ********************************************************************* 'i.i-.' 'Ci !I--:- Line Ne:! . Point ;.:: y 1 - Uni l.: 'A1eight of v.lateL n 62 .40 Pi'~ZOlW:'t[ _L C line 1 1 -50 000 456.000 Piezometric line 1 . 22 .000 456.000 Piezomet l~ic line 1 :~ 2S DUO 456. 000 Piezometric line 1 4 28 .500 456. 000 Piezometric line ] 5 36 .400 457 ODD Piezometric 1in-= ] 6 46 900 459. 000 Piezometric line ] -; 64 800 461 500 Piezometric Line 1 B 84 .200 .j63 000 Piezometric 1ine ] 9 9 =-j . :200 463 000 Piezometric line ] 10 130 oon 465 .000 Piezo,nctric line 1. All new piezomctr:ic 1ines defined UTEZASJ - VER. .107 10/]J/9] Date' 9:J8:2003 Time: 8:15: 6 MISSION PEAK PROPERTY, FREMON1', CA :2566.101, 8/20/03, Pit,! - No o-Ld lines retain~d (C) 1985-1991 S. G. V.lPIGHT Input file: sta2566a.dat (r.apid dra\,.;down) TJ~BLE NO. 10 ****~**k*******************k**********k***************************k~* -~ l'iE~\] SURFACE PRESSURE DAT.D,. - COHVENTIONALjFIRST-STll..GE CO['!PUT.w.TIONS * *******k**************~******~***k**************,********~*+~**~***** !'\LL NEVI D/l.TT\ n.TPUT - !'JO OLD D;C.T;'>. EET~INED Surface Pressures PO:lnt :': Normal Pressure Shear Stress 1 1 -50.000 450.000 ~ 22.000 ~50.000 3 25.000 452.000 4 28.500 456.000 UTEXAS3 VER. 1.107 10/13/91 Date: 9:18:2003 Time: 8:15: I'1ISSION PEJl.K PROPERTY, FREMOHT, 2566.101, 8/20/03, PH 374.000 .000 374.000 .000 250.000 .000 .000 .000 (C) 1985-1991 S. G. \,PTGHT 6 Input file: sta2566a.dat CA (rapid drawdownl T.1.l.BLE NO. 15 ********************************* * NEW M,ALYSIS/COMPUTATION DATA * ********************************* Circular Shear Surface(s) Automatic Search Performed Starting Center Coordinate for Seare]1 at - x Y 10.000 430.001) Pe'=Iuired accul>::\r;.y fOe: crit_ical center 1;0;: minimum _-I..; spaci~g between grid poiJltsl .000 Critico:Ll sL.eac ;:3urface not allowed to pass belo'.'} J 400.000 I , ..1 ror the initial mode of search al-l circles are tangent to horizontal lirle at " 440.000 J Procedure used to COmp\lte the facto~ of safety: BISHOP TEE FDLLOVJJNC:; P2PPE.c~ENT EITHER DEF!\ULT OR PPEVTOUSL.{ DEFINED \rf\.LUES: LIlitial trial esti_lnate far t!l~ factor elf safe!: 3.000 Maxi~uln number of iteration:: allowed fer caJ_culating tlle factor of safety = 40 Allowed forc2 imbalance for convergence 100.000 J\ll!=-,'!-'cc1 ;nonv~nt imbalanc,:=: [o."c convergence ;;; 100.000 Initial trial ~alues [01- factor of safety (and side force inclinati_on [or Spe~cer's procedure) will be ~ept constant during search Maximum subtended ang].e to be used for subdivision of ~he circ]c into slices 3.00 degrees Cepth of c-cack .000 Search will be continued to locate a more critical shear sUl.face (if one e~.:ists) after the inj tia] mode is complete DE[,th of water in crack .000 Unit weight of water in c]~ack = 62.400 Seisrnic coeffjcient = .000 conventional (single-stage) computations to be performed UTEXJ:I.S3 - VEE. 1.107 - 10/13/91 (C) 1985-1991 S. G. \'/RIGHT Date: 9:18:2003 Time: 8:]5: G Input file: sta2566a.dat HISSrON PEAK PPOPERTY, FEEt/iONT, CA (rapid drawdo':Jn) 2566.101, 8/20/03, Pvl TABLE NO. 16 *************************** * NEW SLOPE GEOMETRY DATA * *************************** NOTE NO DATA WERE INPUT, SLOPE GEOMETRY DATA "v\lEEE GE-NERJI.TED BY THE PROG?/'lj\1 Slope Coordinates Po_int :< .{ ! ; ~-' ) 3 4 ,. I " j 6 ._J 7 8 9 -50.000 22.000 ~150.000 450.000 25.000 452.000 28.500 456.000 32.000 460.000 45.000 470.000 48.000 472.000 65.000 474.000 130.000 475.000 UTEXAS3 VER. 1.107 - 10/l,3/91 Date: 9:18:2003 Time: 8:15: 6 r~I:::>SIOn PEJ'.X PPOPERrl I FEEHOIJT, c.T:1. 25;:)6.101, 8/JO/03, pi!} Tp-BLE )\iO. 18 INFOPf/IATION FOR to a Horizontal (C) 1985-1991 S. G. V!?IGHT Input file: sta25662.dat. (rapid dl-,c1.'i;dm'm) CURREN1' MOrJE OF SEARCH - All l,ine at Y 440.000 Circles Are Tangent l-SL'lge.' Pact-or Center Coordin~ltes -20.00 450.00 10.00 Center of circle is below lowest point of slope - CIRCLE REJECTED 10.00 450.00 10.00 Center of circle is below lowest point of slope - CIRCLE REJECTED ~O.OO 450.00 10.00 Center of circle is below lowest point of slope - CIRCLE REJECTED -20.00 480.00 40.00 See Message on NExt Line(s) Last Trial Values = 23.000 Horiz. 11 (Last Trial Values Shown Abov~ Are Not Corcect Final Values) FATAL E?POk I!l CALCCLATING ~~CTOR OF SAFETY SOLUTION DID 10.00 40.00 -20.00 CIRCLE DOES 10.00 40.00 70.00 70.00 70.00 CIRCLE DOES ) 35.00 40.00 45.00 35.00 it S . 00 35.00 '10.00 Side Force Inclination (degrees) Ite:r-atlons of y Radius Safet~f NOT COI'JVEEGE 'r'-'ITHIN 40 ITERATIONS 480.00 40.00 3.288 Horiz. 480.00 40.00 2.383 Horiz. 510.00 70.00 See Message on Next NOT INTERSECT SLOPE 510.00 70.00 510.00 70.00 5 6 Line(s) 2.483 2.528 Horiz. Horiz. 4 4 450.00 10.00 Center of circle is below lowest point of slope - CIRCLE REJECTED 480.00 40.00 10.298 Horiz. 22 510.00 70.00 See Message on Next Line(s) NOT II~TERSECT SLOPE 475 00 35 00 2 210 Horiz 6 475 00 35 00 2 415 Horiz 6 475 00 3 ~') 00 2 779 Horiz 6 480 00 40 00 2 201 Horiz 6 i-! 8 0 00 40 00 2 688 BOLi z 5 485 00 45 00 2 21:2 Horiz 6 435 00 45 00 c, 380 Eor-,lz c <1 (-J 00 II f:J 5 00 45 00 2 647 Horiz " 30 00 475 00 3 r- OO 2 129 HorJ_~-: 6 -, 30 00 480 00 40 00 c 116 Horiz S 30 00 485 00 45 00 2 127 Hor.lz 6 :~ 5 00 475 00 35 00 2 16:2 Horiz 25 00 480 00 40 00 2 128 Horiz 6 25 00 485 00 45 00 2 12] Horiz 6 27 00 4 '77 00 37 00 2 122 Horiz 6 _30 00 477 00 37 00 2 L20 Horlz 6 33 00 477 00 37 00 2 IS7 Hurlz 6 27 00 ,1 80 00 40 00 2 111 Ho]~i:;: 6 33 00 480 00 40 00 2 1.56 Horiz 6 27 00 483 00 .'1] 00 2 110 Horlz 'i 30 00 .-! 8 3 00 43 00 :2 120 Horiz 6 .).) 00 483 00 43 00 ::2 16J Hori:::: S :2-0-1 00 :J- 8 0 00 ,~ 0 00 2 1.1- 3 Horiz 6 24 00 'I. 8 3 00 43 00 2 l-J'"1 Horiz 6 ~-'.::. " 00 486 00 ~t 6 00 " 130 Horiz 5 <.,', '1'1 00 -1.86 00 "16 00 , 116 Horiz 6 30 00 486 00 .16 00 2 131 Horlz " 26 00 482 00 42 00 " 114 Horiz 5 27 00 .l82 00 42 00 -, 109 Horiz 5 " 28 00 .1, 32 00 42 00 2 109 Horiz 6 26 00 L33 00 43 00 2 113 Horj .. 5 28 00 483 00 4. ., 00 2 II!) Horlz '0 .0 26 00 43.1 00 4 -'b 00 2 11" Horjz ~ 27 00 '* 8/1 00 44 00 c 111 Horiz 6 '18 00 -18/1 00 44 00 :2 112 Horiz 6 2) no .j 8l 00 11 00 2 110 Hari::: ] 28 00 4 81 00 .n 00 ;.:! 108 H02~ i z 5 29 00 4f31 00 41 00 2 III Hariz S 29 00 ,182 00 42 00 2 112 Horiz " 29 00 483 00 43 00 ;> 113 Horiz 6 28 00 480 00 40 00 2 109 Horiz 5 29 00 480 00 40 00 2 111 Horiz 5 1 At the end of the current mode of search the most critical circle which was found has the following values _ X-center ~ 28,00 Y-center = 481.00 Radius = 41.00 Factor of Safety 2.108 Side Force Inclination = Hariz. UTEXAS3 - VER. 1.107 ~ 10/13/91 Ie) 1985-1991 S. G. WRIGHT Date: 9:18:2003 Time: 8:15: 6 Input file: sta2566a.dat lvJISSION PEAK PROPERTY I FREMONT I C.Z\ (rapid drawdm,m) 2566.101, 8/20/03, PW T.l\BLE NO. 19 IN~~ORMATION FOR Cljr}?_ESHT MOD2 OF SE.6..F.CH Same Radi_lls Radius = 11.000 A:L,l Circles Have the L",: Eadius l-StaCJE F,.1cto)" of Safety Side Force Inclination (degrees) Iterations Cent,:,,]- Coordinate,~ -2.00 451.00 41.00 See Message on Next TJine(s) Last Trial Vallles = 16.841 Horiz. 41 (Last Trial Values Shown Above Are Not Correct Final Va]ue3) Fi".Tl\L EP.?J)[= fl] (::I1.If~[jT,/'.TI;\!G Fl\C;:'C;'f' ('17 Si'.FLT-~' SOLUTION DID NOT CONVERGE (InTEIN .10 I"::'ERATIONS 28.00 451.00 41.00 4.479 Horiz. 26 Message on the following line(s) applies to the above circle r>;~I,!i)l,'j 1: l']/'~TC'F' n.] E>YJ,~. T 1. <'JlL::; 1:'(;;:' ;:~ Vii'.;:; ;:--L:'C.LL l;-":J~' r:,::; L U_ E (~ FIRST PJ-'JD L.I\.ST SLICES 1;>'!I-iERE DEt.JOP.l1HI'..TOE 'tIP,S LOVi _ ;~;_.: 58.00 451.00 4]_.00 6_817 Horjz. 21 Message on the following line(s) applies to the above cil:cle DENOr'UN.b.TOP. Hl F>:,)U:~1.TLi!"JS F()P, E' L'.;:'.S :~;>il\LL r~OP :':;LF~E.') FIRST ,'\_ND L.ll.ST SLICES m-IERE DENOlHN.I:<..TOR TtfJ;._S Lot.] - 1 -7.00 481.00 41.00 See Message on Next Line(s) Last Trial Values = 23.000 Horiz. 4J (Last Trial Values ShO\'lll Abo-vc A-re Not Correct Final \laluE:s) '[:':':...Tl\l ;;';;POF It.] (_:i\L,CIJI,_;c,.TTHi':; !;'T'J-~T()r' (l~' SI\i'2T'{ SOLUTION D!D NOT COtJV2P.C;E VJITHIN 40 ['TEFATICl'1S sa.oo .181 ,DO 41 .00 -' .542 Horiz. 8 - - 00 511. 00 41. 00 See Hessage on Ne:.~t Line (s) CIRCLE DOES NOT INTERSECT SLOPE 28 00 511 .00 41. 00 See [-.']essaqe on ne:.~t Lir~e (s) CIPCLE DC'E:S :-':UT InT;~I' :,'E':'r SL(I?2:: 58 .00 511 .00 41. 00 J '~ .619 Horiz. p ... 23 .00 476 .00 41. 00 2 .4:2 3 Horiz 7 28 00 ,176 00 41.00 :2 ,353 Horiz. 7 33 00 4"76 .00 4: 1 00 2 380 Horiz. 0 . 23 .00 481 00 .J 1.00 2 .157 Horiz. G 33 00 481. 00 41. 00 2 .1::;7 Horiz. 6 23 00 486 00 41. 00 1. 958 Horiz. 5 28. 00 486 .00 41 .00 1. 932 Horiz. " 33 00 486 .00 41 .00 2 .008 Horiz. 5 23 .00 491 .00 41.00 1 .727 Horiz. 7 28. 00 491 00 41. 00 1. 819 Bariz. 7 33 ,DO 491 .00 41. 00 1. 989 Horiz. 6 18.00 486 .00 41. 00 2 .124 Horiz. 6 18. 00 491. 00 41. 00 1 .742 Horiz. 7 18 .00 496.00 41 00 2 ,393 Horiz. S 23 .00 496 . 00 41 .00 2 .086 Bariz. 7 28.00 496 . aD 41. 00 2 .122 Horiz. 6 20, 00 488 .00 41.00 1 .974 Horiz. S 23 00 488 00 41.00 1 .897 I-iori::::. 6 26 .00 -138 00 41 .00 ] .87.1 Hariz. 6 20 .00 491. 00 41.00 ".. 7J9 Boriz. 7 26 00 491. 00 41 00 1 .773 Horiz. 7 20 .00 .194 .00 41 .00 1 919 Boriz. 6 23 DD 494 00 41. 00 , 885 Hori=:. 6 L 1 F (-. 26. 00 494 .00 41- 00 17.00 468. 00 41 .00 17.00 491 .00 41 .00 ]7.00 494. 00 41.00 19.00 490. 00 41 .00 20.00 490. 00 41- 00 21.00 490. 00 11. 00 19.00 491 .00 4 ] .00 21.00 49] .00 41 .00 19.00 492 .00 41. 00 20 .00 492. 00 4 ] .00 21 .00 492 .00 41 ,00 n .00 c190 .00 :ll .00 ~2 :2 .00 491. 00 41 .00 22 .00 492. 00 -ll. 00 1 91 , " 2 133 1 767 2 076 1 953 1 909 ] .375 ] 727 1 716 1 775 , 763 , 753 Horl.Z. 6 Horiz. HariL:. Horiz. 5 7 7 Hori.z. Horiz. Hariz. Horiz. Horiz. Hor i z. Horiz. Hor i z . 6 6 6 7 7 7 7 .850 Horiz. Horiz. Horiz. 7 G 1 . 719 1.7 ') 9 "I At the end of tIle current mode of search the most critied.l circle which was fOtlnd has the following "a'lllEs - ;\-cenccr 21.00 Y-center""' 49J.00 P.adius factor of Safety; 1.716 Side Force Inclination; Hariz. UT2:C~S3 - \iER. 1.107 10/13/91 (C) 1985-1991 S. G. 1:IPICET Date: 9:18:2003 Tlme: 8:15: 6 I~Dut file: sta2566a.dat MISSION PEAK PROPERTY, FRSMOtJT, CA \rapid drawdownl 2566.101, 8/20/03, PIt) 41.00 T.2..BLE NO. 18 INFORMATION FOR CURRENT MODE OF SEARCH - All Circles Are Tangerlt to a Horizontal Line at L = 450.000 -9.00 451.00 1].00 See Message on Next Line(s) ONL,Y ONE SLICE GENERATED .. CIRCLE I~_EJECTED 21.00 161.00 11.00 4.931 Hariz. 51.00 461.00 11.00 See Message on Next IJast Trial Values = 14.869 Horiz. (Last Trial Values Shown Above Are Not Correct Final FATAL ERROR IN CALCULATING FACTOR OF SAFETY SOLU'1'IOH DID NOT CO!~\lE)--;GE v.HTHIH 40 .LTEf(l:\..TIONS -9.00 491.00 41.00 See Message on Next Line(s) OHLY ONE 'sLICE GENERATED ~ CIRCLE P.EcjSCTE~D 51.00 491.00 41.00 3.643 Parizo -9.00 521.00 71.00 See Message on Next Line(s) ONLY OJ.~E SLICE GENERP\.TED - CIRCLE REJECTED 21.00 521.00 71.00 1.978 51.00 521.00 71.00 3.530 Center Coardillates x y Eadius 16.00 /; 1.00 486.00 48rS.OO 36.00 36.00 , , I-Stage F'actor of Saf.-:,ty Side Force lnclination (degrees) Iterations 1 J. Line(s) 41 Values) 5 H::::Jriz. 6 4 Hori~!.. 1.928 ] . "} 0 3 Horiz. ':--Iori~: . 6 26. 00 1 S (:) 00 36. 00 1. 732 Harj. z. 7 16. 00 tj 91 00 41 .00 1. 803 Horiz. 7 :~ rj . 00 491 00 41 .00 I 773 Hori?. 7 16. 00 496 .00 46 .00 1 .771 Horiz. 7 21. 00 496 00 46 00 1 .7.16 Horiz. 7 26.00 496 .00 46. 00 1 BIB Horiz. 7 i ..,,) 16 .00 481 00 31 .00 2 .218 Horiz. Ii 21. 00 481 00 31 .00 1 749 Horiz. "7 26 .00 481 00 31 .00 1 .708 Hori:::::. 7 18. 00 483 00 33 .00 1 .867 HOt-jz. 6 21. 00 483 00 33 .00 1 7 ')) Hor i:?. 7 . ~.-, ~: 4 .00 483 .00 33 .00 1 .697 Har i z. 7 18. 00 486 .00 36 .00 1 .788 Harlz. 7 24, 00 486 .00 36 .00 1. .706 Horiz.. ., , IE .00 489 .00 39. 00 1. ./ :,2 Horiz. 7 21 .OU 439. 00 39 .00 1. 709 Hori:::. 24 .00 489. 00 39. 00 I .724 Hori::: . 7 :2l. 00 480 .00 30. 00 1 .768 Ho:::-i.z. 7 24. 00 480 00 30 .00 1 .70J. Horiz. -; rJ. 00 480 00 30 .00 1 .720 Hariz. 7 27. 00 483 .00 33 00 1 .732 Ho:!::"iz. 7 27. 00 486 00 36 00 l. 75~ Hcriz. 7 23 00 482 00 32 .00 .700 Boriz. 7 24. 00 482 .00 32 00 696 Earlz. 7 25 .00 482 .00 32 00 .701 !--Ioriz. 7 23 .00 .183 .00 33 .00 1 .697 Horiz. 7 25. 00 ,183 00 33 .00 1 .703 Horiz. 7 23 00 4 BL! 00 34 .00 1 697 Har i z . 7 24 .00 484 00 34 00 1 .699 Hariz. 7 :25 00 .184 00 34 00 1 .707 Hori~-:::. 7 23 00 481. 00 31 .00 1. 70'! Horiz. 7 24 .00 481. 00 31 .00 1 .698 Horiz. 7 25 .00 481 00 31. 00 1 .699 Horiz. 7 1 At the end of the current mode of search the most critical circle which was found has the followirig values - X-center = 24.00 Y-center = 482.00 Radius = 32.00 Factor of Safety = 1.696 Side Force Inclination = Hariz. UTEXAS3 . VER. 1.107 10/13/91 (C) 1985-1991 S. G. WRIGHT Date: 9:18:2003 Time: 8:15: 6 Input file: sta2566a.dat MISSION PEAK PROPERTY, FREtVJONT, CA (rapid dra\vdown) 2566.101, 8/20/03, PW TABLE NO. 19 HJFORMi'.TION FOR Same Radius CURRENT MODE OF SEARCH Radius = 32.000 AJ.l Circles Have the Center Coordinates I'Stage Factor Side Force of Inclination ;\ ?adius Safet</ (degre'3S) Iterations i,c. -6.00 452.00 32.00 See Message on Next Line(s) Lout Trial Values 0:: 23.000 Horis. 4.1 (Last Trial Values Sho\-JT1 fl.bove i'\re Not Correct Fina] Values) F.~TJ1.L ERROR IN CMJCULATING FACTOR OF S.^.FETY SOLIJTION DID NOT CONV[RGE WITHI)~ 40 ITEPA1'!ONS 24.00 152.00 32.00 See Message on Next Line!s) Last Trial Values = 1.000 Horiz. 41 (Last Tri"ll Values Shovm !>..bove .l'..n:, Not Correct r'inal Values) :<::J:L.:o.1, EFJ:.OP I 1'1 Ci\LCUIJ\'L'Il.IC FP.;_~'l();:~ O? :~~i:.f.:'ET"{ SOLilTIC)I'I' ['110 1'.10'1' CC'].niEP(~;;:~ If'IIT!-!T!,) 1]1) ITEPITIO;;J:'; 54.00 452.00 32.00 See Message on Next Line(s) 1,ast Trial Values = 5.864 HOl~lZ. 4] (Last Trial Values Shown Abave Are Not Correct ]~inal Values) FATAL ERROR IN C.2-.LCTJLATTNG F.ll.CTOF Cl;" ~:;_'-\Fi;:'r\' 3~JLJU'fI()~J DID NGT CC\GIVSri~~ WI~~IIN ~O I'IE?A'[IJt13 -6.00 482.00 32.00 See Message on Next Line(s) ONI,Y ONS SLICE GENERATED - CIRCIJE ?EJSC'TED S4.00 ~8].00 32_00 4.713 ({oris. 9 -6.00 512.00 32.00 Spe Message on Next Line(s) CIPCL,E DOES NOT INTRRSECT SLOPE 24.00 512.00 32.00 See Message on Next [,ine{sl ;-=I~~r_:LS ~]OE::) l'11~,T Tt';':.T FS ;:~>:.:T ;,:::-- 51.00 512.00 32.00 See Message on Next Line(s) ,:,'1 T_,t: LIf.),.".-. [.i()T J:l,JT:~~;:::~:;;',C r.,,;, 19 00 4"/7 .00 32 .00 , .249 ~-rCJrj z . 24 00 477 .00 " .00 1. 959 Bori:::. " ~ 29. 00 ..J-77 .00 32 .00 1 .909 Horiz. 19. 00 -J82 .00 32 00 1 .826 HOl:'"lZ. 29. 00 48:' 00 32 00 l. 774 [-fariz. 19. 00 4137. 00 32 00 2. 988 Hari:::. " I 00 487 .00 32 00 2 .06G Bariz. .~. . = 9. 00 487 .00 32. 00 2 .039 Hori::. :2 J .00 .)79 .00 32 .00 2 .007 Hariz. 24. 00 479.00 32 00 1 .875 Bari::. 27 .00 479.00 32. 00 1 .832 Hari::. 21 .00 482 .00 32.00 1 .734 Hariz. 27. 00 482 .00 32 .00 1 .727 Horiz. 21. 00 485.00 32 00 1- 970 Bariz. 24 00 485 .00 32 .00 ] .846 Hariz. 27. 00 185 .00 32 00 1 .847 Hariz. " .00 481. 00 32 00 1- 822 Hariz. d 24. 00 481.00 32 00 1 .79] Hariz. 7,S .00 431- 00 32 .00 1 .771 Horiz. 23 00 482 .00 32 00 1.700 Horiz. 25 .00 482 .00 ' .~ 00 1. 701 Horiz. --,Zo. 23 .00 463 00 32 .00 1.735 BariL:. 24 00 483 .00 32 00 1.729 Horiz. 25 00 .l83 .00 3) .00 1 .730 Horiz. At the end of tIle current mode of search the most critical circle which was found lIas the folJ.owing values X-center = 24.00 Y-center = 482.00 Fadius ~ I 6 6 6 7 "7 3 7 6 5 6 6 7 7 6 6 6 7 7 7 7 " , 7 7 7 32. G:) FactC)T of Safety .69G SJ_de Force IrlcJi.rldtion ~ Hori.z. U'T'EX.L:I.S3 YEP. .107 lO/lJ/9}. (C) 19.'11")--19;;1 S, G. h'ETGH.T Date: 9:18:2003 Time: 8:15: 6 [npllt file: sta2566a.dat !'HSSION PEl-':d<: PROPERTY, FRE[vlONT, c.D.. (rapid dravJdo1:m) 2566.101, 8/20/03, PI, T~.BLE NO. 21 **LH( I-STP_GE FINAL CRITIC~L CIRCLE X Coordinate of Center Y Coordinate of Center Radius - Factor of Safety SJ.de Force Inclination INFORM."TION 24.000 *4;:*** 482.000 32.000 .6 'J{-; HOLl:::. 1 Number of cJrcJ.cs tried No. of circles F calc. for UTEXAS3 VER. 1.107 10/13/91 Date: 9:]8:2003 Tilne: 8:15: ~.lISSION PEA.1\: PRO PERT! , FRE!>10NT I 2S66.10J., 8/20/03, P~\l 175 153 ( C) 1 985 - 1 99 1 S. G. WP I GHT 6 Input file: sta25663.dat CA (rapid d]~a0down) T.4BLE NO. 26 ********************************************************~****~ * Coordinate, Weight, Strength a]~d Pore Water P~:eEsure Information for Individllal Slices for Co~ventjonal Computations or First Stage of Multi-Stage Computations. (InformatJ.on is for the Critical Shear Surface in the Case of an Automatic Search.) , * * * * * **********************k************************r**********k*** Slice Slice Iv'!at 1. Friction Pore Ho. y j..jeight T~".pe Cohesion Angle Pressu::-:-'2 22. I 450. I I 22 .9 450. 0 122.7 1 300 .00 30. 00 372. 6 23. 8 450. 0 2 23. 9 450.0 37.5 I 300. 00 30 .00 374. '1 24.0 450.0 3 24.5 450.0 207.4 I 300 .00 30 .00 373 .9 25.0 450.0 4 25.8 450.1 604.6 1 300 .00 30 .00 370.4 26.7 450.1 5 27.5 450.2 969.9 I 300. 00 30 .00 361. 7 28.3 450. 3 6 28 .4 450 .3 II3 .6 1 300 .00 30 .00 355. 3 28.5 450.3 7 29.3 450.5 1339. 4 300. 00 30 .00 352. 4 30.2 450.6 8 31. 0 450.8 16-13 .8 1 300. 00 30. 00 345. 3 31.8 451.0 9 31.9 451.0 236_ 7 30Q. 00 30 .00 339. 5 32. 0 451.0 10 32 .8 451.2 1887 .0 300 .00 30 .00 3~, 0 . 6 33 .6 45J. .5 11 34.4 45] 7 1999. Fl 1 300. 00 30 .00 311 .8 !',:" 1:2 1J 14 15 16 17 18 20 ::21 -,r: ') ~.J . L. 35.8 3 is.-'l 37.2 37.9 38.7 39.4 40.1 10.9 41. 6 4~.3 42 . 9 43 . '") 4-1.3 -14.9 19 45.0 45.0 45.5 '1I:i.1 4. 5:~ .0 452.3 452. :J 452.8 453.2 453 .6 454.0 454.4 454 . 8 455.3 455.7 456.2 456.7 4- 5"7. :2 457.8 457.8 :1 S7 , 9 458.3 458.8 459.2 L6 0 5.8 21),3 ."7 2150.9 2148,1 :2116.6 2058.2 19"4.8 13::3 . 1. 163:2.9 1193.3 46.9 459.6 UTEXAS3 VER. .1.07 10/13/91 Date: g. L8:2003 Time: 8:15: 6 UIIS:) IOn PE-q!\: PROPERTY, FRE)";Oi'rr, c.o. 2566.101, 8/20/03, PW 1 46.5 , T?BLE NO. :::: 6 1 300.00 30.00 30.00 30.00 30.00 30.00 30.00 :::;0.00 3CJ.UO 30.00 30.00 (C) 1985.1991 S. G. I'JPIGHT Input fiJe: sta2566a.dat (rapid drd'iiclo':m) 1 300.00 X*******************+*****7'*******~*****~****~*********~****** 1 300.00 Coordinate, I^Jeight, Strength and Pore liJater Pressure Information fo]- Individual Slices for Conventional Computations or First Stage of Multi-Stage Computati.ons. (Information is for the Critical Shear Surface in the * Case of an Automatic Search.) 1 300.00 **+*************k**********************************kk*******k* .slice No. 22 23 24 25 25 27 28 29 30 ,-..' x 46.9 47.5 48.0 48.5 49.1 49.5 50.1 50.5 51. 0 5] .4 51.9 52.3 52.7 53.0 53.4 53.7 .54.0 54 .3 j'.. y 459.5 460.2 460.8 461.5 452.1 462.8 463.5 454.2 464.8 465.5 466.3 467.0 467.8 468.5 469.3 470. 470.8 471.6 Slice Vie ight 1566.4 1422.4 1181.8 951.7 735.6 536.7 358.4 203.5 ].:1; . 9 IVJatl. Type 1 300.00 300.00 1 JOO.OO 300.00 1 300.00 300.00 Cohesion 1 300.00 1 300.00 1 300.00 1 300.00 1. 300.00 300.00 1 300.00 1 300.00 ] 300.00 Fy.iction .z'mgle 30.00 3D.OO 30.00 30.0U 30.00 30.00 30.00 30.00 30.00 2.90.9 :2 6 8. .J :240.8 207.9 159. .,. 126.4 73.1 50.8 24.4 .0 * Pore PY"C'ssure .0 .0 .0 .0 .0 .0 .0 .0 .0 54 . 5 :172.1 47:2.6 ') . :3 1 300.00 30.00 .0 31 S4.6 1 54.6 .172.8 UTEXAS3 VER. 1.107 10/13/91 Date: 9:18:2003 Tinle: 8:15: MISSION PEAK PROPERTY, FREMONT, 2566.101, S/20/03, PW (C) 1985 -1991 S. G. \'lRIGHT 6 Input file: sta2566a.dat C.b. (rapi.d dra1.'Jdown) ..oJ TI\BLE NO. 27 **************-*********************************************** * Seismic Forces and ForcE~3 Due to Surface Pres.'.:;ures for Inai'Iidual Slices for COll'Jentional Cornp1.1t.:tl:ion:=> or the F:Lrst Stage of rVlulti-Stage Compul:atjons. (Information is for the Critical Shear Surface in tl1f:: Case of an Automatic Beare],.) * , , ************************************************************* FORCES DUS TO STJPFf~CE PEESSlJPES "{ for Slice Seismic Seismic Normal Shear No. :( Force Force Force Forc,::, Z , 1 ~:2 9 0 ,150 .3 676. O. 22 9 450 .6 ) )" 9 O. 450 .6 85. O. 23 9 451. 3 ~C 3 ::;-J .'y O. 450 8 325. 0 24 .5 --15 J 7 4 " c 8 O. 451 .5 483 O. :25 .7 45:2 .9 d 5 'l"? .5 O. 452 S 180. O. 27 .3 45-1 .6 6 28 .4 O. 453 1 1 O. 28 4 455. 9 7 29 .3 O. .,53 .'; 0 0 29. 3 456. 9 8 31 .0 0 454 8 O. O. 31. 0 458 .8 9 31. 9 O. 455.4 0 O. 31 9 459. 9 10 3::: .8 O. 455. 9 O. O. 37 8 160. 6 11 34 .4 0 456 8 0 0 ' ' .., 461 .8 ,J'i 12 35. 8 0 457 .6 O. O. 35. 8 462 9 13 ]" 2 O. 'J 5 8 'J O. O. 37. '- 464 .0 ' . 14 38. 7 O. 459. ,~ O. 0 38 .7 465. 1 15 40 1 O. 460 .3 O. O. .,0. J. 466. 3 16 41 .6 O. 461 .3 O. 0 41 .6 467 4 17 42. 9 O. 462 .3 O. O. 42. 9 468. 4 18 44 .3 O. 463 .3 O. O. 44 .3 469. 4 19 45. 0 O. .163 .9 O. O. 45. 0 470. 0 20 45 .5 O. 464 4 O. O. 45 .5 470 .4 21 46.5 O. 465. 1 O. O. 46 .5 471 .0 22 47 .5 O. 465 9 O. O. 47 .5 471. 6 23 48 5 O. '166 .8 O. 0 48 .5 472 .1 24 49 .6 O. 467 .5 O. O. 49 .6 472 .2 25 50.5 0 468 .2 O. 0 50 .S 472 .3 26 51 .4 0 469.0 0 O. 51. 4 472 .4 27 c'' 3 [) 469.8 O. [) ~.:; 2 .3 472 .5 "~ :28 53 .0 [) 470.6 Q. O. 53 [) 472 .6 29 53 .7 O. 471 4 O. 0 53 .7 472 .7 30 54 .3 0 472. 2 O. O. :',4 .3 472 .7 "' 54 .6 O. 472 .7 O. [) c., 6 472 8 ~ " _1'j: 1 UTEX..b.S3 - VER. .107 - 10/13/91 Ie) J.985-19S'1 s. G. 'ilPIGHT Date: 9: 18 :2003 Tj :T1e: 8 , IS , 6 Input fi.le: 5":.a::5662 .oat !'1i1.SSION PE.I'.K PPOPERT-{ , FEEf\10nT, G. (rapid dra ...'dm'v'n) 1'-' - i 2566.101, 8/20/03, PW TA!3LE NO. 29 ********k********************************k*********************~** -k INFORMlJ..TIOI,T GENERATED DURING TTEEATr'VE SOLUTION FOR THE FJi.CTOR * * OF SAFETY BY THE SIMPLIFIED BISHOP PROCEDURE * ****************************k**k******************k*************** It_eration Trial Factor uf: Sa fet:/ [iOI'lenc Imbalance ( Et . -lb" . ) 3.00000 Reduced v~lue - DeJ_ta was too l_al:ge 2 2.50000 Reduced ",alue - Delta W2S too large - . 1 92 E-J-(}(; 139E+06 3 2 00000 635E+OS 1 1 66369 796E+04 S 1 69402 570E+03 6 1 696:26 3 ::; 1 E+ 02 7 6963 9 1 81E+O] Factor of Safety - Side For2C Inclination Number of ltel.-ations - UTEZ.lI.S3 - VEP. .107 10/13/9J Dace: 9:18:2003 Tj_me: 8:15: 1'11SSTOO PE.u.K PEOPERTY, FREtIlOlIT, 2566.101, 8/20/03, PW DELT.::-~ - F - 2 . ] 8 - .500 .11 .500 . :3:3 6 .303E-Ol . ::;::;-<lE - 02 .127E-03 71-'lE-05 1.696 H'Jl.-j_z. 7 (C) 19-':;S -1991 S. G. ;'WIGHT 6 lnpllt fjle: sta2566a.dat CA (rapid drawdownl Tp.BLE NO. 38 * ***********************~*************************************** * Final Results for Stresses Along the Shear Sllrface (Results for Critical Shear Surface in Case of a Search.) * * ******************************************************kk******* SIMPLIFIED BISHOP PROCEDURE USED TO COMPUTE FACTOR OF SAFETY Factor of Safety = 1.696 - - - - - - - - VJl.LUES )'\,1' CENTER OF BASE OF SLICE -- SLice No. Total Normal Stress :;{-center Y-center 22 9 450 0 415 6 23 9 450 0 .'153 7 ., 24 5 450 0 47--1 7 ., :~ s 0 450 ] S38 3 5 27 5 4 :.i0 -, G2.~ 1 I: (~ -~ - ir I=U' Effective Normal Stress 43 0 79 3 100 3 ] (57 9 262 S Shear Stress 191.5 :2 0 3 .8 211.2 23"1 . 0 7.:66.' 6 28 4 450 3 61'-':; 6 4 'In 2 282 8 7 29 3 .150 S 757 7 405 J , 14 'J 8 31 0 450 G 92:: 1 576 8 3'l] 9 :\1 'l 'Eil 0 1 008 :2 668 "I 4lH 4 ] 0 32 8 451 2 1050 8 720 :2 42 , 9 11 >1 4 451 7 nos 3 7% 5 447 9 12 35 8 452 .< 1146 8 855 8 468 1 13 37 2 452 8 1172 2 903 8 48'1 4 14 38 "7 453 6 n87 2 946 4 499 0 15 40 1 454 4 1187 0 979 :I 510 ] 16 4 ] 6 455 3 1171 5 100] 7 51'7 8 1.7 42 9 456 2 1140 8 1014 4 522 1 18 'I 'I 3 /157 ~, 1095 2 101 7 1 523 J 19 45 0 457 8 1066 1 1015 3 s::n 4 20 45 5 ,158 3 1029 0 1004 6 ::; 1 8 7 21 4(; 5 459 2 968 1 968 1 .5 I) I; 3 22 47 5 -:).60 - ')02 4 902 4 4 8.1 0 7' '18 c, 4. 61 5 790 3 790 3 4 -1 5 8 .",.:J 24 49 6 462 3 646 J 6/:J- 6 :I 3 06 R .25 50 S 464 -, 501 3 SOl J 347 c. 26 S1 4 465 6 3S 6 6 356 6 298 ., 27 ~; ) 3 467 0 ,- 13 .1 213 4 249 5 7n C7 0 468 5 73 3 73 3 201 8 -<; 0 n 29 53 7 470 , 61 8 ~61 8 15.5 B 30 ~) 4. 3 "1- 7 1 6 ~ 189 8 . 189 8 113 3 31 S.:J 6 472 6 -:2 G 2 9 ceo 9 87 .1 ..c':J.:O CHECK SUfVJS - (P.LL SHOULD BE Si"1.L>.LL) SUI'l OF FORCES IN VERTICP.L DIRECTIC)!.J SHOULD NOT EXCEED .100E+03 SU)vJ OF 110!"1ENTS ABOUT CE1.TTER OF CIRCL2 SHOULD NOT EXCEED .lDOS+03 SHE}1.P .STRENGTH/SHEAR FORCE CHECK-Sur-:] SHOULD NOT EXCEED .100E.~03 00 ' - 175E--03 ! ,- 13 10 133E+00) 00 ( . 408E-02 ) ***** CAUTION ***** EFFECTIVE OR TOTAL NORMAL STRESS ON SHEAR SURFACE IS NEGATIVE 1\.1' POINTS ".LONG THE UPPER ONE--HALF OF THE SHEAR SUPFl>.CE - A TENSION CRACK r~AY BE NEEDED. 1 Sum of Forces in Horizontal Direction -.895E+03 NOTE: Simplified Bishop procedure does not satisfy equiLi briLun of forces in the horizontal direction UTEXAS3 - VER. 1.107 - 10/13/91 IC) 1985~1991 S. G. WRIGHT Date: 9:18:2003 Time: 8:15: 6 Input file: sta2566a.dat MISSION PEI\.K PROPERTY, FREMONT, CA (rapid dra"down! 2566.101, 8/20/03, PW T.Z\BLE NO. 4 222222222222222222222222222222222222222222222222222222222222 2 NEltJ !JJJl,TERIJl_L PROPERTY DAT.l\ - SECOND-S'f.l.\GE C'OMPUT.~LTIONS ::> 222222222222~22222222222222222222222222222222222222222222222 D.n.T;'. FOR ]\IJl,TERI.i\L TYPE 1 r'n ^,) Uni_t weight of material = 125.000 2 - STJl,GS STRENGTHS FOR SECOND ,STI\CE O? CO!'lPUTll..TIOnS - c::.' UNDRJl.INED ENVELOPE ("" Tau ff vs. sigma- fc strength envelope from R tests) Intercept of envelope (d-sub-Rl Slope of envelope (psi"sub-R) (dc'.:"jrees) DRAINED/EFPECTl:VE STRESS (S) ENVELOPE: Cohesion (d-Sl1b S) Friction angJe (psj sub-S) (de~lree,,) 3984.000 .000 300.000 30.000 Pore ':later pn:?sSI.lreS defined h~1 pi"?7:GnH~tl ~.c line Number of the piezometric line used 1 Negative pore pressures set to zero IXc,T.i'., FOE [vi.::'.TERLD._L TYPS fi!:-c Unit ~eight of material = 125.000 ~: STAGE STP_ENGTHS FOE SECOI\ID :;T.2..GE OF CO!'.1PUTl'_TTONS - -- -- UNDRAINED ENVELOPE (-- Tau-ff '..s. sigma-fc s~rength erlvelope from R tests) lntel~cept of envelope (d-sub-Rl Sl09E of enve10pe (psj.--sub-R) (degrees) DR~"'INED/EFFECTIV2 STEES3 (S) ~J:T1ELCPE: Cohesion (d-sub-S) Friction angJe (psi-c-3ub-Sl (degrees! 39\3~.OOO .000 300.000 30.000 Pore water pressures defined by pjezomecrlc Number of the piezometric line llsed = 1 Negative pore pressures set to zero line 1. AI] new material pl~operties defined - No old data retained UTEX~S3 VER. 1.107 10/13/91 (e) 1985-199) S. G. WRIGHT Date: 9:18:2003 Time: 3:15: 6 Input file: sta2566a.dat rn.ss ION PEAK PROPERTY I FREMONT I CA (rapid drawdmvn) 2566.101, S/20/03, PV.] TABLE NO. 6 22222212222222222222222222222222222222222222222222222222222 2 NEVi PIEZOMETRIC LINE DATi'. - SECOND-STi'.GE COMPUT.D.TIONS 2 22222222222222222222222222222222222222222222222222222222222 Line No. Point x '. " Unit weight of wate): :=- 62.40 450.000 450.000 '-152.000 456.000 457.00D Post--Drawdown Post -Drav,'clown Post -Drav,rdov.'ll Post -Dl:-a\:JdO'JI'11 Piezomet}~ic line Piezometric line Piezometric line Piezometric line Piezometric line pieZODletrlc lj_ne 1 ] 1 1 1 ] 1 -50.000 22.000 2S.000 28.500 Post-Dr3wdown 2 3 ~ 36.40D Po.s t -- DraVlc1o'ill1 [" 1 6 -1 (j SiClO 45 9 000 Post -[)r','li'ido\\'ll Pie;~ometrjc Ii ne I (d HOO 4 6 1 500 Post - ;-Jral,vdown Piezc;nletrj_c Li.;-lE 1 0 8"1 200 '1 6 3 000 Post JJra'N'dov.in J?iezolTlctr ic 1 lne 1 9 99 200 1 63 000 Post Dra':!do'r.;n Piezometric Line-: 1 10 130 000 465 aDO Post -.Drawdown Piezometric l.~ ne ! .1 Al.1 new piezometri.c lines defined UTEXAS3 VER. 1.107 10/13/91 Date: 9:18:2003 Time: 8:15: 6 MISSION PEAK PROPERTY, FREMONT, CA :':5G6.101, 8/20/0::' I PI") - No old lines retained (C) 1985.1991 s. G. ,mIGHT Input file: sta2566a.ddt (rapid clra'Ndovm) Tl\PL2 no. 1.] 222222~1222222222)~22~222222222222222222222222222222~2~ -''''l 2 l'-JEH 'sUPFP..CE PP_ES.C-;UEE D.tJ..T!-'. SECOHD-ST.~.GE COHPUTJ'..TIO:.J!; ., 22~~222222222222~22~222:?)222222222222~22222J222222~222222~2 .:::'.LL JJS~.J D.~T.[>.. UJPLJ'T - l'JO OL-'-J DATA PET.n.INED SIJrface Pressllres Point ,c "l Uormal Pressu~~e She;:'> I" Stress 1 -50.000 450.000 ~ ~~.OOO 450.000 3 25.000 ~52.000 4 28.500 456.000 lJTEZll.S3 .v'EE.]. 107 10/13/91 Date: 9:18:2003 Tirne: 8:15: MISSION PEAK PRGP2RTY, FREMONT, 2566.101, 8/:::0/03, PI;] .000 .000 .000 .000 .000 .000 .000 .000 G C.il.. (C) 1935-19S'} S. G. TI':PIGHT Input tile: staJ566a.dat (rapid dra'.\ldo'.,m) T,'l..BLE NO. J 5 ~**************k*~ '*~**********^* .k NE1iJ .lI.N.ll.LYSlSjCOfvlPUTATION D.lI.Tri -it ***********************k********* Circular Shear Surface(s) Automatic Search Performed Starting Cente]- Coordinate for Search at _ x 10.000 480.000 y Required accuracy for critical spacing between grid points) center {~ minimum 1.000 Critical shear slJrface not allowed to pass below 1 400.000 For the initial mode of search all circles are tangent to hori,zantal line at _ '( 440.000 Procedur,::, u::;ed to compute the factor of safet}' BISHOP TI-Ir:~FE STl\CE CO!\1PlJTlATTO[,jS )\RE PEPFOlJ.fVJED TH2 FOLLOHIl-JG REPRESEnT EITHEP DEF,C'I.lJLT OR PF~.E';JTOtTSLY DEFINED V,"'.LUES: Initial trial esti.mate for the fal:tor of safety 3.000 ~.TI Maximum Dumber of iterations allowed calcuJ.ati.ng tIlE factor of safety = for ~f 0 Allowed force ilnbaJ.ance fOI- convergence 100.'JOO AJ.lowed monlent j.mbalance for conve]~gencc = 1DJ.:JOO Initial tri,]] values for E~r Spencer's procEclul-e) factor of safet:,," (3.n.d sj,cle foc" c: inclilF!t 1(-;':1 ~ill be kept constall:: durj.ng sea~ch ~la~inlum slJbtended angl.e to be used for subd:i";isicJl of the '-:::1: cle i.nt.o s] ] '-''''"5 _ UI) d~-grees Depth of c;_~ac~: .I]CtO Search will be contiolled to locate a more crltl_~l shear surface (if one e:. .i.sts) after t.he" initial :Todr:" i.s complet~e Deptll of water 10 cl-acJ: .000 Unit weia],t of water In cr~ck 6~.'~OO 1 Seis~ic coefficient = .000 ilTSXAS3 VEP. 1.107 - lO/13/91 Date: 9:18:2003 Time: 2:15: (e:l 1'?35-19:01 5. (~. \:,'?JGc.n.-' 6 IIlput file: sta2566a.5at. CA (rapid draNdcwDJ MISSION PEAK PROPER'[V, FPEMON'f, ~~566.101, 8/20/03, PI",) TAB LE NO. 18 INFORMATION FOR CURRENT [vjDDE OF SE.2..RCH - .n.11 Circles Are Tanger-it to a Horizontal Line at Y ~ 440.000 x y Radius 3-Stage Factor of Safety Side Force Inclination (degrees) Iterati.o.:Js Center Coordinates -20.00 450.00 10.00 Center of circle is below lowest point of sl,ope - CIRCLE REJECTED 10.00 450.00 10.00 Center of circle is below 20west point of slope - CIRCLE REJECTED 40.00 450.00 10.00 Center of circle is below lowest point of slope CIRCLE REJECTED -~O.OO 480.00. 40.00 See Message on Next Line(s) Last Tria.L VaJlles ~ 23.000 Horiz. 41 (l,,::lSt T):ictl Valut":'s .Sho'/;n ..;l)o-,re .';re Not Corr,;;ctFiIldl \lalues) F.I:'..'l ,~': L r::F.~~.C'F I !.) C.?'",L'.':UiL:~,T ~ "JG '::--I~.I:."I'O? ( " ::.ZJ.F2T"1' :1;1 !) 1;-- ,(~:C\LUTrc.'n DID !jC)'l' '(II) '!::,:'..'I':I,: 'iHT!'ILi! 4U [TIY/\TJ()l,I::; i 10.00 480.00 40.00 ~.'76] Horiz. j'J 40.00 480.00 .~O,GO 2.195 Horiz. 12 Message 011 tllE fall,owing li:le(s) Bopl,ies to the abo'!e circle DCl')U).'~lt-F',TI~:P 11,1 U)IJ.'~\'rl(Jl-!~j PUP- F' \1-:1/\:,:: ~:-;[''J.l-'.LL FCIF 1 :~Lll:.Y,(3 FIRST J-lJ\Trj L.l\ST SLICES WHEHE DEI'JOMINJ-l.TOR \;]1-".8 1,0\.1 _ <'.J I) -20.00 510.00 70,00 See Message on Next Line(s) ('ISr~L::: (V)E::) l'j(}'1' INTI:--:F'Sr:r:'l' SL/)[:'[: 10.00 510.00 '70.00 10.00 510.00 70.00 .1::) 2,222 2.334 Horiz. 16 11 Horiz. 70.00 450.00 10,00 Center of circle is belo~ lowest point of sl.op~ CIRCLE REJECTED ~o.oo 480.00 40.00 10.298 Huri.z. ~8 MessagE 011 the folLowing li.Jle(s) appiies to tile above circle :>:::;:<-I''':~li.-'--:- - I J r;- 1< '" r ". l7" 1;,1,'," ~;t/~;c.j,r. i7"()::' :';LIr.')-:., FIPST JU-lfJ L~\ :;T SL,J:CE-~'3 l/-!HEP::': DENO!"1J N!Cl,T09, v-IAS 1,01;1 _ c ; cl 10,00 510.00 70 00 See Message on Next Lirle(s) (~IF<T.i~' I" ",,) ,11''1' ':T:"'-,F''-;j~''T '-:;,'!J~~ 35.DO .) ^; 5.00 f'1ess2ge \:.JD t.he ~)t.t)(.':jjjLJ.'.'L'" 11 FIRST f"_ND I.J.Z'._ST [oL:lo'o/-Ji.ng F\,Tl"::!_m[ II:~ '; S , (J 0 .9 '::l B -l j IF~ (cc;) aDp} ies F:j r.. ~".J ,T,. :~:.. ;1."".:, I, Eori~:: . 13 _ ci.!.TJ,e to the abo'/ C','I:": SLICES I'..:HEEE DEHC'r/jIl'lI~TC'P ~'Jj'1.5 LOTtl C" ~o.oo 475.00 35.00 2.2J5 Hori=. ~3 Message an the following li!le(s) appJies to the above Clrc e [>~>~:~/II::,;:"-.:' LJ E:'~,r.;,':'_'lII-=-'<'L'; ~."I .________ ., __ ~ FTR:3T l'..ND LAS::' SLICES ~'JEEP!':: LEHCf'.'IH,Ifl.TOP. \'jT,.S LC~:.J _ 47 50 45.00 ~75.00 35.00 Mess~ge on the following lir!c(s) ::-'2:1'1 ;.-l") :/"_T'_,,F :T i'l ~\)\_;.::':.'~' ::>>1 S ~- I.' 2.621 Horiz. 3pr1ies to the abo .:~>!,::;.LL ?''-:Jr .: :_, 14 /e cil-cle FIRST pj'-!D Ll,ST SLICES !^JHEPS DEHOrvIIN;'!..TC'P \'1.'[:;,.5 1,Oit} _ ..: '.'1 35.00 430.00 40.00 1 996 Horiz. 12 Message on the folJ.owing line(s) applies to the above circle [iENI~[.JTl'lC\T'JP I 1 ~. 11-, " _ iF T"LZ:..:~' ':';.'i,-::2._,=-, ~'r::;F -, '::__TI .' ?IP_ST pJ\JD L.~.ST SLICES i'lHEPE DEH0f\'1Il--LZ:..TOP l^iAS LOW _ !., J '7 45.00 480.00 40.00 2.524 Horiz. 12 Message on the following liners) applies to the above circle OEHU["Ht.ll'."TOF HJ E':J;JJl.T 10l'1:':; t'UF. F [,,!.:l.S ;;r.'F\LL FOP. :2 SLICES FIRST .1'..l'JD Lp.ST SLICES ::JHERE DENOHINF.TOR W.l\S LOW - 47 '18 35.00 485.00 45.00 2.013 Horiz. 11 40.00 485.00 45.00 2.193 Horiz. 11 4S.00 185.00 45.00 2.478 Horiz. 12 30.00 475.00 35.00 1.892 Horiz. 13 Message on the following line(s) applies to the above circle DEI'.lOI'-HILu,'T()p' 1l-J E(JU.Ll.TI(J[\JS FOR F v--LCI.S SI''Ll:o,LL FeW oJ :3i..,ICES FIRST AND LAST SLICES vlHERE DENOMINATOR W.~S LON - 46 49 30.00 480.00 40.00 1.894 Horiz. 12 Message on the following line(s) applies to the above circle DSI--lC)[VJHJATC)F< Hl EQU,G.TJOUS FOR F !>'J!'.S SH..2..LL F~JF. 2 SLICES FIRST AND Lp,ST SLICES VJHEP.E DENOMIN.r...TOR 1',1;\S LOlr,] - .~ C:i ~ 7 10.00 485.00 45.00 1.913 Horl'. 12 25.00 470.00 30.00 1_930 [vje.ssagp: on t.he follohiing Jine (s) applies DE;-.JCJI.jIlll\TOF: I =,QU"~.TIO!.JS F\)1=:. :- (I<!)':_::~ :.::;>:.2.L1, Horiz. 15 to the above circle FOr. 'J ,SLF:?S FIRST 1\.ND LJ'>.ST SLICES hTf-jEEE D~~NCJ~1TJ.\fJ1.TOR VIP..S LO'l'1 30 00 170.00 30.00 1.9].0 Horiz. L4 Message on the following linc(s) apTllies to the above circl, OF~t'J()['vjTNT'.TCiF Tl'.1 f:>:YJl'l.TI Ol-l,l; FY)P F \-'n'i.::J ....H.:\LL F'JP SLIC:' FIRST AND L.?\ST SLICES l/iHEPE DEll()!"lINJ'>.TOR Wl\S LO\^l _ .~ i) ",::,q 35.00 470.00 30.00 2.027 Horiz. 13 Message on the folJ.owing line(s) applies to the above circle DENOMINp.TOP. IN EQUA.TIONS FOR F W."4S S!V1ALIJ FOR 5 SLICES FIRST AND LAST SLICES vlHEPE DENO[vJ.IN.~TOR \.\li-l.S LO~'J ,.18 f~.- 25.00 475.00 35.00 1.891 Horiz. 15 Ivlessage on the f(~IJo\/}ing line (s) appJies to the ab(y.r.,,: ci.rcle ['E;l+:WJjJ[,ll\l,jH, LlJ EJ)UF.'l' I (:i)'!:j t',>~~ F' V'J.'-\:~: '~tJALL FOF 4 :'3LT('~.., FIEST p.r,TD L.n..ST SLICE.S hll{EEE DE1.TCi"Jrl.Tr,.TO? Vl,l!..S LOH - I;,) ,-"--i 25.00 180.00 40,00 1.881 Hnriz. 1,~ Message on the following 1.Ll1e1s) appli.es to the abo'Je circ]~ [.'F:Il()H[iL"'.TI" [i'1 I:.::~..li_:.;:..TrC'I'F: ';'(J:':' ~ ~,':-..i_-L ~":'!: i.T'~l.~" FIRST AND L!\ST SLICES \,')~mp.E DEJ\JOHID.2\TOP [>.,1,i\5 La','! .! h ~o.oo 475.00 35.00 2.017 Horiz. 18 Messaqe 00 the following ljne(!'j applj.es to the abo'ie cirrle DE.:,;,}~'!::::iL":':'C;' [IJ t::~:IT=,:'~':~ j;],'.: "1. :';i..i;:' '.l, ~'(T' !,l FTF::~T .rum L.L".ST .'3LICES l'jH;~PS DEtTOH:::!0j\TOP l"l/\S LOlIl - J 5 20.00 480.00 40.00 1.965 Horiz. f"1essage on the toll':)"/Jing line is) Ci.i.='pli",::s to the alxy. DENOMINATOR IN EQUATIONS FOR F !~AS SlfA~L ?O? 1 ? lEST i'l.TO f.,i".ST SLICES 'i1HERE D!::J"lCJHU.;,Ll.TO? '1'!,l!..S LOt,) _ 1>5 c cil-cle / 0 00 4 85 00 .j 3 00 2 5 00 485 00 J 5 'J :) "l"l CO "1 77 00 .0 ., 00 1. . 9.17 1 . :] 87 Hori:::. , c HDr'iz. 13 93 ] hcriz. 16 Message on the following line(sl applies to the atov~ circl~ DENOl'IJII,L2..TOE IN EQUi1.T1 OYI.r.;; :FOR F ~'T.2,S StiiJi.LL FOR 3 .sLICES FIRST i\l,JD lx""i.ST SLIC:t;;,'3 \'.JHEI-'1:;; D:::~:,IOJ'.nl\JATOR :,'J.2-.S LQVI _ ! 'J 25.00 ~77.00 ]'7.00 1.8B~ Horiz. l~ ~essage on tile follo~ing lj.ne(s) applies to the abo~_ circle DENOM'~>:/\':'OF. II! E>:"'UXrT'.jl-1:~ F<.-)F. :' ;','/',:3 ::.:l'L'\LL ~"Jr' !.,,-, FIRST i-:':.ND L.lI,ST SLICES \I.!HERE DEl'JOrnNATOR 1r,]~.S LOI'-i . '- '4 28.00 477.00 37.00 1.876 Horiz. 14 Message on the followi.ng line(s) applies to the Jbove circle DE.:UC'HI 1\l.::'.TljP. IN EQ'J/\TIC)I'J.S FOR F ~..}.~S Si"'l.Zl,LL FOR SLICSS . FIRST AND L,l!..ST SLICES I'-iHERE DENOMUL'\TOR vJP.S LOW - 1) 7 4.:.1 22.00 480.00 40.00 1.917 Horiz. 15 Message on the following l.ine(s) applies to the above ci.rcle DENOMINATOR IN EQUATIONS FOR F WAS SMALL FOR 1 SLICES FIRST fU\fD L.I:\.ST SLICES WHERE DENOMINf'I.TOR "(''lAS LO\^l - 45 IJ S 28.00 480.00 40.00 1.878 Horiz. 13 Message on the foll.owing line(s) applies to the above circle DENOMINATOR IN EQUfl.TIONS FOR F' v!i\S Sf'.'J.I''..LL FOR 1 :)LICES ~IR.sT lU\fD Ll\ST SLICES hiHERE DENOHINA_TOR ;111\S LOvJ - .:) 8 d ~ 22.00 483.00 43.00 1.912 Horiz. 14 25.00 483.00 43.00 1.883 Horiz. 12 28.00 483.00 43.00 1.886 Horiz. 13 25.00 ~1essage on the DENOI'IjIN.D..,TOP IN FIEST j'd'TD L):\'ST .17.j .00 fo1low.i.ng EQUi\TTON:-:; 3"1.00 1.895 l.ine (s) 2ppli'.:~s Horiz. 15 to tIle above circ]~ F(:-P, t ';\lP.S ::;~\'jj .J. 1, FC'P :c:~L~/-:E.S Sl.,IC-'E.S TdHEPE DEj.)C)rHNf'i.TOR ';'-31\5 LOi'} - .~ '~l :~ I' r ",' 28.00 174.00 34.00 1,880 Horiz. L4 Message on t]~e following l:Lne(s) applies to tIle abc)ve cJl-cJ.e ur';j'!UtH!'LL,T()P III E(!rJ,\Tln:IS F"IJ::} L:' v\l/'.,',::; .':;~'-L'\LL F;~)P ,'~;LICF;:3 FIRST l~.ND Lll.ST ,SLlCES \,yHEEE DEI-JOf"lINP-.TOR VJl-<..S LQI-^) :j_) 31.00 474.00 34.00 See Message on Next Line(s) ONLY ONE SLICE GENEP.,l'..TED - C.'l F_Cf.F. F-:J;,)SCT~:U 31.00 477.00 37.00 1.904 Horiz. ]3 Message on the following line(s) applies to the above circle UEH(Jj.1H1Jl.TO!:'; In EQUATIIJI'-l.S [.'0;) F "0)7'>.5 SM!J..LL t'O? 3 S1, rCF:,'~ FIPST l\l,JD Lj--:J.ST SLICES v1HEEE DENOJIJHLlI.TOR l'lAS LOvJ _ 'I,' 31..00 480.00 40.00 1.907 Horiz. 12 fvlessage on the follO'tJing liners) applies to the abo'7e circle DI::HOHT:',P.TI::" II! E>:::'U;~,TJ,q,l:? F"~)F ~' ';r'2.:) ~;j"/',LL FCiF '-~LJC:E:-_c FIRST .Z'..J,JD L.:':1.ST SLICES hTHERE DEBOr.]JN.d.TOl? b'.l'..2:-:; LUI^l ,17 ~-i i) r:- ,~ " -1-3 27.00 476.00 30.00 1.376 Horiz. 1'1 Message on tile following line(3) applies to the above cilcle [1St '-)!'Hlii.TUP r:. L;1:iU.L\TT=;!-!L:: f'=:!. ~.,] -u' ;:::'.:.:::'.;_,L '-"~',p ,J I,' __' FTRST Td,j[) L.~.:3T SLICES Vll-iER2: DEI',JO~'1IN.n.TOE f/Ip.S L[)l,t-] _ J -- /1 :~; 28.00 4~6.00 36.00 877 Horj_z. 12 Message on tIle follo~ing line{s) applies 1:0 the above circle Dn.JO~.nJ'Ll>.TOR ii ~1~)fJ7'.; Ji-liS ::\)F F '.\i_:._,~; .'::!'--:":'-.l._L f'CIP' ..j :::~.T _'" . FIPST .l1jfD L.I1.ST SLICES 1.1HERE DEi,IOivIIN.Z'..TOS'. I--I..\S LOW _ .'J S ~! ,_ 29.00 476.00 36.00 1.832 Boriz. 13 Message on tile fol]_owing liIle(s) applies to the above circle CE"V,:t<.TiJ/\-['r.:,;. Iii f;~f)rj.-C\..~-:-:(=~,r.c l:\:ii:;; """ :~:~":",_T.j [('-::'1 "'} _,._' FIEST .n.ND LP..S'T SLICES 'i-lHEPE DE:~k-'-+IL\L"..'TOP l...Ji'-..S LO:'] _ 27.00 477.00 37.00 Message on the fO]]o~~lra lJn€lsl [!E.~l'K+:Ii'F'.T(-)F ij-j E:(~!::Zj_T"::");,i~:::; rr,<.' i"," 1.875 Hori:,. . 1 ~! FIRST .l~ND LAST SLICES 1'iHERE DE:\I()["lIN.L.TOR hl.I".S L01'.] '--' ;., 29.00 477.00 37.00 1.831 Horiz. 13 Message on tIle following line(s) applies to the above circle DENOf'lINJl.T()P TN EQU.:::'YIOHS FOP F 1t!.ll.S SM.Jl.LL FOR ::2 SLIC'ES FIRST AND LAST SLICES WHERE DENOGllNATOR WAS LOW .j? 27.00 478.00 33.UO 1.875 Horiz. 14 Message on the follo~ing liners) applies to the above circle DF.i'iO!'nN)'l.TOP II] Et,)Ui\TI(lIJS FOP F 1:'/jl...S Sl'-'L'\LL ;:'IY=i, 2 SLICE'S FIRST .n..ND LP'.ST SLICE~~ I'JHERE DENOM INATOR WAS LOI.'1 _ <1 is ,j" 28.00 478.00 38.00 1.876 Horiz. 13 Message on .the followirlg lin~(s) applies to the above circle DEt'JOHIN.n.TOP, IN F::QUj'C..TIONS FOR F T/lii"'.'s S[vL:::'LL FOR. 2 SLICES FIRST AND LAST SLICES WHERE DENOMINATOR WAS LOW _ 48 49 29.00 478.00 38.00 1.882 Horiz. 13 Message on the following line(s) applies to the above circ]e DE!\)OlvlIl'lP,TOP IN EC!lJli.TIOUS FOP. F l,'vl~...'s .'"}['-tn.LL FOR. :1 SLI(~ES FIRST AND LAST SLICES l^iHERE DENOMINp.TOR WAS LOvJ - 4:3 SO applies to the 3bove circ ~ .:-? :::l'.iT.:..L L ~-r>; " ..,..... 26.00 477.00 37.00 1.877 Horiz. 14 Message on the following line(s) applies to the above circle DENOMIN.ll.TOR IN EQU.ll.TION5 FeiF-' F 1r,IAS SI,,],ZJ.LL FCiR 3 SLICES FIRST AND LAST SLICES ~'JHEEE DENOf\lINATOP. ~IJ.P.S LOFl _ 47 ,:] :_j 26.00 478.00 38.00 1.876 Horiz. 11 Message on t~e followi_ng liners) applies to the above Cil~cle L"Ei',lCl'-l T I,] Zi,TC);'J_ [!'] E'~"UI\'l'I(;I,;:) F()P F \'il.l..:::' Sl'1P.LL FJR ,7 .':;LICE'3 FIRST l'~LiD L....l'._ST SLICES VJHERS DENOIvlINP.TOE 1'1:-'.S 1,01',,1 _ ,:] 7 .'\ r: 26.00 179.00 39.00 t.S76 Hori3. 13 '.__.1 Messdge on the follc)wing line (s) appJ.ie~3 to the a.bove circ: IF:' U!~tlClt'1H.i!\'l'OE n,1 );-:QU:'-\TI i,ll,J::; FC)E F' VU\~; .~;t.,J]\LL F{~:'F' :''::l,ICES rIRST .l\ND LAST SLICES v.)I--[ERE DEtJOlVIIN.l:\,TOP, ~IJ.!\.S LO:,,; - '.1"/ /1 ::. 27.00 479.00 39.00 1.874 Horjz 11 Message on the foJ.lowing .Line(s) applies to the above circle DENotIJINI',TOR IN EQUATIONS FOR F WI'.S .StvJJ.,LL FOR :2 SLICES PIPST .lIJ'TD LAST SLICES ~~HERE DENOt"lINl'..TOR WAS LOI'J - 'J 7 I) G 28.00 4'79.00 39.00 ].877 Horiz. 13 Message on the following line(s) applies to the above circle LFWJ[v'lll.JJ\TClP Tn Er.)U/-\Tl()IJ,') FOP. F liJ;';..',j ~';l";}\;.Jt, FUP ._ ~';LLCE:) FIRST pJ\JD L}-,\ST SLICES \'JHERE DElJO!I1TlI;:-"'TOR 'v'J,'\S LOH r." ':j 26.00 480.00 40.00 .876 Horiz. 13 Message on the foJ.J.ow:ing Ji.ne(s) applies to I:he abO'l2 circle e'E:V::[';!LJ/l.TOP, i.11 [!)f.\:\,'TI','lJ:j f' F ~i.~\.S :::t.:.,i.:. l"'~d~' Ll i.":~; ~'IRST p.HD Lli.5T SLICES I^JH~-::PE DEUOI'HN/-\.TOP. Hp.~3 LO'i.) ~7.00 180.00 40.00 1.875 Horiz. 3 !l1e3sage on the follovJinq line (s) appliec3 to the abO-1e circle l:.i::IF:f"~T:'Ji\'I'OP Ii'l E:QU/\T,(~'>::'~ L;'C,f;' ," .(; :::l'l.:::'.L-, F.'c:,r:. ::~;,T(.T;-':~ F1RST ./:..lTD LZO.ST SLICE~; \'r~'i.EP.S D::::NO:':1TN.:J.TOR \'.i.Zl.S LOv-l .I i'l ."'-.t the end of the current mode of search the no:-::::t cl..itica.1 circle '-,,-,hich '.'las found has the follu,,,,j.ng values - X-center = 27.00 Y-center ~ 479.00 Radius = 39.00 Factor of Safety .874 Si.de Force Inclination ~ Horiz. UTE;'~.~.S3 - VEP. 1.107 10/13/9l (C\ 1985 ~99] S G. '..-JPIGET Date: 9:18:7003 T.i.me: 8:1S: '.) L--:put file: sta::25'S6a.do.:=' MISSION PEAK PROPERTY, FREMONT, C~ (~3p~d dra~do~!n) 2566.101, 8/20/03, PW Ti\SLE NO. J 9 INFOR!'JIp.T'l:Ol'T FOP CUPPE1')'T ['.ie'DE OF SEPJ::;:CH AI] Circles Ha'lE the Same Pad ius padi.us 39.000 x y Padius 3-Stdge Factor of Safet:.y Side Force Inclination (degree s) Iterations Center Coordinates 3.00 449.00 39.00 CenteJ- of circle is below lowest point of slope - CIRCLE R.E,JECTED 39.00 Center of circle is below lowest point of slope - CIRCLE REJECTED 39.00 Center of circle is below lowest point of slope - CIRCLE REJECTED 39.00 See Message on Next Line(s) 23.000 Horiz. 41 Above Are Not Correct Final Values) 27.00 449.00 57.00 449.00 -3.00 479.00 Last Trial Val.ues (Last Trial Values Shown F.r\~.!'.,,~. F:RF.OP. 11'1 C.tJ.LCULP.Tlt.JG F.i:>.CT::)R elF' .s.!:..F2T'i' SOLUTION DID NOT CONVERGE: WITHIN 40 ITSRp.TIOl'JS 57.00 479.00 39.00 4.469 Horiz. ]9 Message on tllE fol:lowing line(s) applies to the above circle ["F:NCIHIt-J.i'.TOP It.] C(:lfJi\TI01,JS F',~)P F \r.)J\:--; SI'-r~LL ?CJ?--:; SLICE::; FIP.':)T AND L.l\ST SLICES T",lHEPE DENOJ"lIN.T.\TOE \'I.L1.S LO\.\] - .:!. 0::) ~<J -3.00 509.00 39.00 See Pessage cn Kext [,ine(s) i.i CIPCLE: DC';'~,'~; l'-Kl';' j j]TEI,:~~~::(:T :-;],(ipr.; 27.00 509.00 39.00 See Me~;sage on Next Line(s) Ci i;-J~'LE f.f)j::S I.le/I' Il-]TEI.E:]:> "]' SLI_~I(:'f 57.00 509.00 39.00 See Message on Next Last Trial Values = 38. (Lafjt TrL:11 Values Shown Above Ar'? t~Jl,T.l'l.J, EI.(F0P IN C.l\LCULP.T [I\J(; F'l\CTOR Or' S/\fETf SOLUTION DID NOT CONVERGE w'ITHIN 40 ITERl->.TION:-::; '-"l :22.00 47<!.OO Message on the folJowing JJENOr"TN~TOP TN EQU,WIOlTS ~',,,, -14] ]'I'.Jri z , Not Correct Final Li Il':~ (:=;) <11 Values) 39.00 2.149 line (s) applies FOE F \".J.l'l.S S[yl~.LL Horiz. 15 to tIle above circle F0R 4 SLICES FIRST PJ'JD L.I\ST SLICES ~'lHEP.E DEPOf'JTN.Ii.TrJR \,'L~_S L()~" _ 27.00 474.00 39.00 ~.OS3 HO~J_z. 15 f"lessi:lge 011 the follo1}Jing line f~;) applies to the abo\re cir-cle [;;:~::Ol"E['-L=;T()::' El E(:;Ujl_TU_1l'1:::: F()F L'~ ~,.;.:'.~; ::':;[-'IT-l.!,L F'nr <c ~-:;I,l':~i FIRST F..ND LAST SLICES I-vHEP.E DEIJOHIN.i\TOR \',T,:"l.S LOW _ 32.00 474.00 39.00 ~_1~] Horiz. 13 Message on the following liners) applies to the above ci_rc]e [F:Llr)f'''!.~:'L'~\T(:T I;1 [!)rl_'C\.TT':'i'!,'~' i~';F: ;"-!.::',-.'_~ :,'i'J.i\LJ. 1"...':-' '~,3LII::'E.;; FIRST AND LAST SLICES WHERE DENOMINATOR WAS [JOW _ ')" -J 22.00 179.00 39.00 1.92] Horiz. 14 Message on the following lifters) applies to the above circle Dj'~i-h---'i';:::l']!':.,T':>:='. It-] [':::-A;"::-'_T:C;,S ::~c)p. ;:' :'-.1.2.::; ''':.:~_L ~":"::':'. .';'L1 ':'::2S FIRST AND LAST SLTCES \,'r;---;ERE DEH01'"jIl-.r.r'.1'()R \)J1..S LO:.'J - 'J~, eJ_-:' 32.00 479.00 39.00 1.92~ Horiz. 12 Message on the following line/sl applies to the above circlE DENOj\lIN)\TOR HI EQU.o_TIOl-lS FOP F ~,).:o.S E-;;'[,'::._U" F'UF. 2 :::I,_::Cr::.:; FIRST .Ll,ND L.L,.ST SL TCES >lHEPE DENOr''lJ::N.Z'._'TCR 'ilii_.'?, LO'."l _ .:. 22.00 484.00 39.00 .768 Horj_z. ]J 17.00 484.00 39.00' 739 Eoriz. 12 32.00 484.00 39.00 .812 22.00 -;~ 7 . 00 32.00 17.00 17.00 17.00 22.00 27.00 19.00 22.00 25.00 19.00 25.00 19.00 22.00 25.00 2J.00 22.00 23.00 21.00 23.00 , " 439.00 489.00 '189.00 484.00 489.00 <194 .00 .194.00 494.00 486.00 486.00 486.00 489.00 489.00 492.00 492.00 492.00 488 .00 4 [J 8 .GO 438 .00 489 .DO 489 .00 .! !(' 39.00 39.00 39.CiO 39.00 39.00 39.00 39.00 39.00 39.00 39.00 3.9.00 39.00 39.00 39.00 39.00 39.00 39.00 39. 0 I) 3 ';:-! . 00 39.00 39.00 1.598 1.679 l . 850 1.955 1.667 2.783 2.103 2.073 1.826 1.731 1.701 1.612 1.635 ] . 938 1.842 1,841 1.727 ~. 703 1.687 1.,Se, I.GOS ,],] :-J Eoriz 9 Eorl::: 12 Horlz 10 Horlz 11 Horiz 13 Horiz 13 Hari:::: 29 Horiz 18 Horiz 16 Horiz 12 Horiz 11 Hcriz 10 Horiz 13 Horiz 10 Horlz 16 Horiz 14 Hor-i.z 15 HOLL:::: 10 Horiz 11 Horiz 10 Hor_i:::: 12 I-fori:: 11 21 00 490 00 39 00 1 66/1 Horiz 11 2::2 00 ,:130 00 39 00 1 662 Hori~: 12 23 00 49 0.. 00 39 00 ] 666 Ho r 1 ~~ 12 20 01] 428 00 39 00 1 '76] Horiz 12 20 00 489 00 39 00 1 601 Horiz 12 20 00 490 00 39 00 1 673 Horiz 13 At the end of the current mode of search the most critical. ciccl.2 wtl:Lch was found 11as the following val.ues - X-center = 21.00 Y-center = 489.00 RadilJS = 39.00 Factor of Safety 1.597 Side Force Inclination = Harj,z. UTE~'.:1-\S3 - VEE. 1.107 10/13/91 (C) 1985'1991 S. G, \.'JPIGHT Date: 9:18:2003 Time: 8:15: 6 Input fiJ.p: sta256Sa dat )\1I8,'3::"J;") PET-.J': P?()PEPTY, FPEf/10NT, Cf:1 (rapid dr~l.'..,'d0wn) :: 561) , 101, 8/:.0: 0 / iJ 3, pl/.] ::;'1 1 T;".13 LE NO. 18 INFOPMATION FOR CUPEEN'r MODE O? SSARC~1 - All Circles Are Tange~t to J HOJ::izontal Line al 'f = ..J-SO. 000 CeIlter Cool:dinates of :;. Stage Factor Side Force P.adi1.ls Saf~t. Inclinatio:1 (c1.::,grees) Ii i::raticns -9.00 459.00 9.00 See Message on Nex~ L~n2(s) ONLY ONE SJ~ICE GENERATED - CIRCLE REJECTED 21.00 459.00 9.00 4.335 Horlz. ~ Message on tile following 1 ne(s} applies to tile alJove circJe :>':-V/.'jT;'-L;yr,T II') =:;:~U.:::.TI[~.'IJ::, :")8. F ~":,C:..S ::';i,'L~,LL feE ':: T,'~~" FIRST A/'JD LP.ST SLIC~:8 '/JHE"EE DEHOi"IIt1A'::'OR v,I."'.8 LOI>! '_ '_J 51.00 159.00 9.00 SEe Message on Next Line(s) -. J F'-::LE :I(!F:::~ l'rOT IL,lTEF 9.00 489.00 Or.lLY ONE SLICE GENEPJ\TED .S1.00 489.00 -9.00 519.00 ONLY ONE SLICE GENEF~qTED 21.00 519.00 51.00 519.00 16 .00 484. 00 21 .00 484.00 26 .00 484.00 16.00 489.00 26 .00 489.00 16 .00 491.00 21. 00 494.00 26 .00 494 .00 ~"'~' S rJ~FE 39.00 3.688 39.00 See Message on Next Line(s) - CIRCLE RSJECTED Horiz. 19 on l'Tezt Line (5) 69.00 See Message - CIRCL~ REJECTED 69.00 1.867 69.00 3.503 34.00 1.878 31.00 1 . 588 34.00 1.611 39. 00 1 .716 39. 00 1- 655 44. 00 1 .673 44 .00 1 .629 44 .00 1.704 16 00 4'79 00 ., 9 00 .. 1.57 21 00 -d 3 00 2 9 00 634 ;, 6 00 4 7 9 00 2.9 00 58" Horiz 11 Horiz 16 Huriz 18 HaLl z 11 Hariz 11 Hori::: 15 Eoriz 12 Horiz 14 Horiz 10 Horiz 12 HCJriz 2 J Horiz 13 HOl:13 12 i',F 21.00 474.00 24.00 1.760 Hariz. 17 fYJE?S"'Qgc on the: follo1..;ing line (!OJ) Cil.::-pJ.i,:;:cs to the above; circ,Le DENOM INl'l.TOP JJ<J EQU;...TJONS For~ F 1tll\S Sr'1ALL FOE SL, ICES F'lRST AND L/\ST SLICES v1HERE DEl'JOfvlll'T,L\TCP \',1I\S LO\,\} ~'Jl 20.00 474.00 24.00 J,.598 Horiz. 12 Message on the following lj~e(s) applies to the above circle DSWll"JH1/\TCW Il~ [1)[Jl~,TIOnS FOP I:~ \"L~.,(') SI"'1!\LL FCiF j SLICES FIRST AND LAST SLICES vJHEf<-E OENOf'llN.n,TOR v,]p.s LO\"; _ -33 31.00 474.00 24.00 1.720 Horiz. 12 Message on the followirlg line(s) applies to the above circle l~il:;lh-jlcl;I'L'\TOP, Ti\) EQU;_J.'J:UI',i,"': F'()P, t' \~}P..':; SI"j.;::'.LL Fi)P S!.JTCES FIRST AND Lfl.ST SLICES v-JHERE DEHOl\lIHATOR I^!P.S LOll>) 37 _:<) 31.00 479.00 29.00 1.733 Horiz. 11 f"J,::;sc:;age on the fol10\.-Jing line (5) applies to the abcrvce circle 'JL~:j':~)[1T1F',/:-',,:.::~; III S(.:..d_;,:::',T:i:': I',J.:: ~-,--:)!:~ ? ':\I:-\S :::;l'L~~JL F(~![.. r'::JF'::E" '~; I] -::., ---'.J FIRST N1D [,AST SLICES WfIE?E DENOMINATOP WAS I,OW _ 3~.OO 1.766 Horiz. ') , " ,)1..00 '184.00 11 23.00 476.00 26.'00 .615 Ho~iz. 14 Mess~ge 011 tIle following Line(s) appli,es to the above ci,]~cle ~.;!~ll(HI1;"c"_T\=';:-J IiI FI:'[,:,;:'_l':ii:n,13 Fi':"'':< ;:. \,'L~~:3 :-;1'''~,::\:~1" F','I:: r(T::"' FIEST N'TD LJl..'~;T SLICES ;.'JHEPS DENOr.lIt-p.TOR ':']),_S Lor:,) 26.00 476.00 26.00 1,.585 Hariz. 11 !~essage 011 the following li~e{s) applies to the above circle [IE:l():,'!T1L-' _,,- In EOU.:G.T ~( ''':: r-- Ir I:' v' -,---' '::f.L:::~L:., ;:nR ;2 .s~ICES FI?ST MUD LJI.ST SLICES :'lEERE DSJ<ICf'lTl\Lr::.TOR ~'L::'.S L();':,) - 33 34 29.00 4'76.00 26.00 1.645 Parizo II Message on the following line(s) applies to the abc'lE circle -::::iICl'-1:::~":.:':~TCT III J~i/_'.2:[I )1-'::' E'f~'?, ? T....;.:\.~:: -'1:-:l.-=-,:" E',-}~ Lr _:', FIRST At,m LAST SLICES \\l]--IER2: DEi-IOf'] ::::IT):',.TOP \^I,n.S LC'~") - n 23 00 479 .00 ~9 .00 1 r::: ~, C1 Hori::. 12 _J/_, 29. 00 479. 00 29. 00 I 656 Earl::: n 23 .00 482 00 3" .00 I .572 Poriz. 11 L 26 .00 4 Q~) .00 32 .00 1 .538 Hori:::. Ii 29 .00 :1- 8 2 00 32 .00 1 .676 Eoriz. 10 20 00 ,179 .00 29. 00 .692 Harl ~; 15 20 .00 .l82 00 32 .00 1 .626 I-Ioriz 13 20 .00 485 00 35. 00 1 601 Hariz. 13 23 .00 485 00 3S .00 1 .581 Horiz. 12 26, 00 485 .00 35. 00 1 .619 Hariz. 12 22 00 481.00 31 .00 ] .583 Hariz. 11 23 .00 481.00 31.00 1 .571 Horiz. 11 2.1 .00 481.00 31.00 1 .571 Hur i z. 12 22 00 482 .00 32 .00 1. 579 Horiz. 11 24 00 482 .00 32.00 1 .574 Horiz. 12 22 .00 483 00 33 .00 1.577 Hariz. 12 23 .00 483 00 33 .00 1.573 Horiz. 12 24 .00 483 .00 33 .00 1 .577 Horiz. 12 23 .00 480 .00 30 .00 1 .574 Horiz. 11 24 .00 480. 00 30 .00 1 .571 Horiz. 11 2S 00 480. 00 20. 00 1.576 Horiz. 12 25 .00 43] or) 3l .00 1 578 Horiz. 11 25 .00 482 .00 3::2 00 1. 583 Hori:<~. 12 -~., / 2'l 00 479 00 :2 9 00 573 Horiz U ~', '?) 00 4 ~i 9 00 :! 9 00 S'H. Eo r i z. 12 At tlle end of tIle current rnode of search the most crl.l:jcal circle which was found has tIle followirlg values - X-center ~ 24.00 Y-center = 480.00 Radius 30.00 Factor of Safety = 1.57] Side Force Inclination = Horiz. UTEXASJ - VER. 1.107 10/l3/')1 (C) 1985-1991 S. G. \t.JRIGHT Date: 9:18:2003 Time: 8:15: 6 Input file: sta2566a.dat MISSION PEAK PROPERTY I FREMONT I CJ1. (rapid dra'.\'dO'.<Jn) )S66.101, 3/20/03, P~I T.\GLE N(). 19 HJFOP.I~]'l.TI0N rOP CURREI.JT 1'.'10DE OF SEll_PCl-! Same Padius P.adius 30.000 p.J_l Cil~clC'::s fl.-'I'/:" the Ce:lter Coordinates 2 .stage; Factor Side Fc]~ce of [nclinat.ion (degrees) Itera~ions /. " , E.=::dius Safet-; - 6 00 450 00 ~, -, 00 50 00 .c-" 5.! DO 450 00 30.00 Center of circle is belcw lowest point of slope - CIECLE REJECTED 30.00 Center of circle is belo'~ lo~!est p~i~t of slope - CIRCLE PSJECTED 30.00 Center of circl~ is be]_ow lowest -6.00 480.00 Onv{ ONE S~lCE CELJER.r..TED poi_nt of 52-ope CIRCLS PEJECTE-:J 30.00 See ~!essage on Nex- Li~e\s) CIRCLE F:::..fF:CTE:, 30.00 4.909 l~or~=. 26 line(s) appl.les t:o the abo'..e cjrcle FOR F "'.),':'..8 Sr"lALL FOR 1 SLICES 54 . I] 0 480.00 Message on tl~e following DEl'JOi',lUJATOP. T\J E(2U.6,TIONS FTF.ST P.._ND Li\ST SLICES ViHEvt:: DENO~.nt.J.l\TOR \'.'.2.5 T/~";l - i :,! .1 ':1 6 00 510.00 30.00 See Message on Next Line(s) CIRCLE DOES NOT INTERSEC~ SLOPE 24.00 510.00 30.00 See Message on Next Line(s) CIFC:LE j'IIJES [,]I)T IHTt~PSEC'~' ,SLrJFE: 54.CO 510.00 30.00 See Message on Next IJine(s) CI?CLE DOi:-:S NOT ItlTERSECT SLOPS 19.00 475.00 30.00 2.001 Horiz. 2] Message on the following line(s) applies to the above circle DENOMIN.lI.TCE IN EQUl\TIOJ,]S ~"OP' F h',~..s S[vJl\LL FOF< 3 S'LT(: ES FIEST AND L_;;ST SLICES v,lHERE DEHOMINl'\.TOR 1'J]'l.S LOV} - -.:J4 j G 24.00 475.00 30.00 1.738 Horiz. 11 Message on the following line(s) applies to the above circle DENOHll'Ji"..TOF. n,] !::(}!J,zo:TIONS FOE F v.il\S Sl'.JI\LL FC)F. 2 SLICES FIES7 .i\ND Li\ST SLICES vmERE DENOt'lIr.LLl.TOR \'JJ\S LOVJ - 4.3 44 29.00 475.00 30.00 1.714 Eoriz. 12 Message on the following line(s) applies to the abo~e circle DSl~OMINA'rCJP II~ EQUATIONS FOR F WAS SMALL ~OF ) SI,ICES FIP,:.;r AND LA.ST SLICES V.JHEP.E DEi.,]OMIHp.TCR \i.Jl:.S I/)H .~ 2 ,] _,1 30.00 1.71~ Hcriz. lG 19 01) 480 00 29 00 .J 3 0 00 19 00 48S 00 Hcriz. 30.01) i). on , .662 n 3.279 HC')-j :~ . l - 00 485 00 3 0 00 ) 090 Horiz 2 ':;1 00 1 gr- 00 ]0 00 ':"~ OJ 5 i!ori_z ., 20 1-l- ~, .00 477.00 30.00 .805 Horiz. 13 Message on the following line(s) appJ.ies to the above circle L1F:l,jOt"JHll\TOE IN EQUF.TIOl\!.S FOE F 'vilIl.S :31"-1/\1,1, PCP, 1 SL ICE:~; FIRST AND Ll\ST SLICES WHERE DElJOrVJINATOE V./F.S LOW - '1:~ 4? 24.00 477.00 30.00 1.682 Horiz. 1J Message on the following Ijne(s) applies to the above circle DEt-.JOtvJHLi"l.TC?, IN EQUi",T lOtlS FOP F ItJ.:::";3 ::;i1ALL FOP, ;> .':lLI C'E;--; FIRST AND LI\ST SLICES \^/HEPE DENOMINI'l.TOR ("TAS LQIIJ _ LJ 1 '1 27.00 477.00 30.00 1.654 Horiz. 11 !VJessage on the falloh/ing line (5) appli-=s to Llle above circlE~ DEI'TOHIl.J-,\TOP. IN EQU.~TIONS FOR F W.2..S S~'L'\LI, ?C2 2 SLICES FIRST ,4ND L1\ST SLICES ~'JHEEE DENOf'.1IN.~.TOP \!JJ~..s LO\'I/ _ 11.00 430.00 30.00 1.616 H0ri~ ~7 00 480.00 30.00 1.607 Horiz. n 00 let. 00 --:~"7 . 00 23.00 ).1 . 00 ::;5.00 23.00 25.00 .00 2.,1 . 00 25.00 'IS 3.00 433.00 "f 33 . 00 47'"3.00 .! 7 ']. 00 479.00 480.00 480.00 481 .00 481.00 481.00 ]0 00 30 00 ~O 00 30.00 JO.OO 30.00 30.00 30.00 30.00 30.00 30.00 ~ 9 9 0 H,:)!::i z 1 8 0 7 Hor i ., 1 :) 5 Bar 1 = 'S ., 7 Hor j z , 6 3 7 Her 1 ~ 1 ., 1 9 f-!o~i " 1 5 7 " Ho~'i ? , 5 7 6 BOL.) 7 " 1 6 1 1 :-io~- , -. 1 (-) ~ <] Hor j . 1 6 3 0 !-!orj 2 1'-1 j 1 13 -,-, I...:: 19 H 13 12 IJ 11 11 1:' 1 ~, 13 12 At the end of the current Inode of search t!le mos~ criti.cal circle which was found has the following values X-cente]- 2J.OO Y-center; 4S0.00 Radius; 30,00 Factor of Safety 1.571 Side Force Inclination; Hariz. UTEXAS3 - VER. 1.107 10/13/91 (CI 1985-1991 S. G. WRIGHT Date: 9:13:2003 Time: 8:15: 6 Inptlt file: staJ566a.dat MISS ION PE.ll.K PRO?ERTI, FREfvlO.NT, CA (rapid dra'.vdown) 2566. J.01, 8/20/03, PhI 1. 'f.i1.BLE NO. 21 *k * *'k 3 - ST~;;GE FINAL CRITICAL CIRCLE X Coordinate of Center _ Y Coordinate of Center Radius - - - - _ _ _ _ Fac~or of Safety _ _ Side Force lnclination INFORf1F.TION 24.000 480.000 30.000 1.571 Horiz. ****+ Number of circles tried _ _ _ _ No. of circles F calc. for _ _ _ UT2XAS3 - VER. 1.107 - 10/13/9] _ Date: 9:18:2003 Time: 8:15: 6 r''lISSION PEAK PROPERTY, FRE1JIONT, CA :! 5 (:, G . 3. 0 I, 2/20/03, PVl 1 Tl-'.BLE LTO. :2 6 187 16] Ie) 1985-199] S. G. v/RIGHT Input fi.Ie: sta2566a.dat (rapid dr~Hvdown) * ********~* *k***************.*~***********~*****k************* Coordinate, Weight:, Strengt:h and Pore Water Pressure I.nfonn,::ttion [or Individual SlicEs fo[" Conventional Computations or FirE;t:: Stag;,:: of ;'liJlti St3ge Computations. (Information is for the Critical Shear Surface in the Case of an A\ltomatj.c Sea!:ch.l * ************************************************************** -l , , Slice ND. 11 12 13 14 15 16 17 18 19 20 21 22. 22 3 23." :2 3 ,-. ~:'~ . 0 =, 4 . _ ::2S.0 4 25.8 '1 .~ 5 0 . 1 '150.0 450.0 4 '-') 0 . [J 450.0 :15 I) . 0 450.0 450.1 450. 1 ,150 -, 450.3 4::)0.3 4-50.3 4 ~)O . 5 450.6 450.0 /151.0 1:) 1. 0 '151.1 4S1 . 3 451.'-'; 4.5] _ 8 45:2.1 4 S2 . . 35.7 -5'~_ 4~~2.7 Slice UIatl. '~'J . 'J s '2 ') . - 453.0 453.4 453.7 454.1 454.5 455.0 455.4 455.9 456.3 456.8 457.3 457.9 458.2 458.6 458.6 458.7 4 =,9.2 459.13 ',-1ei ght T'/i:::e Cohesio~ CO .,.0. " 28. ., 108. .1 ] () CJ _ 00 28.S 7 :2:3 . 3 1 =,1.7 3'']0.00 C. 30.0 30.8 31.6 31.8 J:2 . 0 3::2 . 8 :207.3 300.00 o 10 3:; . ~ :?,4 35.0 37.1 37.8 38.5 39.2 39.9 40.5 41.~ 41. 8 42.4 43.0 43.6 44.2 44.6 45.0 45.0 45.1 45.0 .! 6, :2 1 :J ~:) . 1 300.00 1 3"75 . ~, 300.00 :2 5-1. 'I .J, (] 0 . 00 1233.1 300.00 1 1::,00.3 :?, (] J . 00 1 .~ '5::; . ;J 300.00 1739 3 300.00 1 1223.3 300.00 1 1858.0 300.00 1 19 2~) . --:-' 300.00 1 1933.6 300.00 1 1916.1 300.00 1 187c1.2 300.00 1 1809.3 300.00 1723.6 300.00 1 1099.4 300.00 1 112 .2 300.00 1 1=,23.1 300.00 1 UTEXAS3 - VER. ] .107 J_0/13/9] Date: 9:13:2003 Time: 8:15: G1ISSIO!1 FEA~~ PPOPEP'ry, FREMONT, :<1 Friction Angle 30.00 "3 I) . 0 () 30.00 30.00 .3 0 . G l) 30.00 30.00 :3 IJ .00 3') . 'J () .3 CI _ 0 I) 30.1]0 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 (e) 1985--1991 S_ G. WRIG2T G Input file: sta2566a.dat c.; (rapid dra';,rdc'vml * " * * * Pore Pre s ~_; 1.1 re ~72.4 37c1. 3 373.9 370 ~ :)1.:;2. 1 35., . 3 350_- 3.13.1 j:3 6.1 325. _ 306.6 28:: . 6 256.4 227.8 194.3 156.0 112.8 65.0 21.9 1.9 .0 ~~:;G6. L01, 8/~O/03, P\IJ TABLE NO. 26 ************************************************************** , Coordinate, Weight, Strength and Por~ Water Pressure Infor'mation for Indj.vidual Slices :i:or Con'ventianal Complltations or First Stage of Multi-Stage Computations. (Information is for the Critical Shear Surface irl the Case of an Automatic Search.) * ., * * , ., ********************i ***************************************** * '{ .159.8 460.2 460.6 461.' c161. .:J 461 .9 4G~.O .1 (:;2.6 4 (13 . .3 -+ '5:3 . 9 464. I-) 4 I::; 5 . 3 4 ,;,; 0 .166. "7 'l67.4 468 1 -! 68. 8 469. 5 S1.i.ce t-1atl. \.'ll:,.irJh:= T;/p,=, 991 j 1273 1 1:-16 9 10'; 9 7 863 7 670 1 ., 93 .1 335 7 199.7 1 470.3 '! 71 I) 87. 52.9 471.8 32 53.0 472.2 10.4 53.1 4rn.G lJTEXAS3 - VER. 1.107 10/13/91. Date: 9:18:2003 Time: 8:15: 6 MISSION PEAK PROPERTY, FREMONT, CA 2566 . 101, 8/20/03, PH 1 Tl'....BLE NO. 27 Cche:'.oi on Fri.ct.1J:;11 Pore .::-'.lVj1 '.",= I.TEssun:: " ~ 300. 00 30 (1) 0 300 .00 30 00 0 300 .00 '3 I] on 0 300 .00 30 DO 0 300. 00 30 .00 .0 300 00 ?,O 00 0 3 J'J .00 38 C:::' 0 300. GO 3:} 0'" J . u 300 .00 30 .00 0 300. 00 30 00 .0 300 . ()O 30 .00 0 1 1 1 1 1 1 ( C) 198.5 - 1991 S. G. l'iP I GHT Input file: sta2566a.dat (rapid clrawdownl * ~************************************************************ * Seismic Forces and Forces Due to Surface Pressures for Individual Slices for Conventional Computatj.ons or the First Stage of Multi-Stage Computations. (Information is for the Critical Shear Surface in the Case of an Automatic Search.) * * * * * * , ************************************************************* * Slice Seismic No. Force Y fOT' Seismic Force FOECES DUE TO ~;U?_Fj)_CE PPESSUPES NannaJ. ForcE' She,,,,r ~'.:)rce z "{ 7 8 9 ] 0 ]] ~ :-: ! 3 li-b 15 16 J "7 18 ] 9 20 21 23 2'-b cc d ] ~L2. 9 23.8 24.5 2~) . 8 o. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. '1:J 0 . :3 4. 5 0 . r; 4.SQ. B 451 . I~ -'152.4 453.1 453.'7 454.7 455.4 ;-~ 3 4 5 27.3 6 28. 29.3 30.8 31. 8 -;, ') . 8 '155.9 456.8 457.6 .:158. ::; 459.4 34 J5.7 37. 33.5 39. 9 460.3 41.' -161 ., .12. --l- 46:2 . 2 43.1) 463 . 1 -16.1 . 0 464.3 0'1-1. ') c15.0 45.;::; .:1 6. _5 4':'d. B o. O. O. O. <1 6:J . 6 .f ~" . 4. i). 6 6. 1 47. 9 48.5 466. 9 ~ '5"7. :3 26 49.3 O. .,).;53.J 27 50. O. 4-58.8 28 50.;1 o. c!69.5 29 5],5 O. ..:).'70.3 30 52. Q. 471.0 31 "'.6 O. 471.8 32 53.0 O. 472.4 UTEXAS3 - VEP. 1.107 - 10/J3/91 Date: 9:18:2003 Time: 8'15:':; MISSION PEAK PROPERTY, FREMONT, Cc~ 2566.101, 8/20/03, Pt'J TABLE HO. :2 9 63'7. 1:22. 325. .-Hi=: . 195. --" o. O. O. o. O. o. o. O. O. O. o. O. Q. O. O. o. o. o. o. o. O. o. .~ . o. O. n v. Ie) 19E5-1991 o. o. o. O. o. O. O. Q. o. o. o. O. o O. O. o. o. O. Q. O. O. o. o. o. G. 2:2 . ':-1 23 . ~) 24.5 ::. 5. I 27.2 28.3 29.3 30." 31.8 :3 ~,), . 8 34 } ~~ 5 _ 7 37.1 l8. I) 39_ 9 'J- 1 ' cl2.4 j."1 ,:; 4 -1 . .:1 r.J . 0 45. 'J 46.S 1';: ,1 '17.9 (I ,j? .13 :) o :3:J . 1 O. 5C..;) 0_ ) 1 _ I) O. 52.1 O. .,; . '.' O. 53.0 ,S. G. \'lEIC;--rT Input file: sta256Ga.dat (l-apid clra'.'jdoh'O) 4 tj 0 . (-) .151.2 451.7 452. t1 ,is,! , 5 455.7 455.9 458.6 459.8 460.0 .161. "7 462 . 8 .:1, G:3 . 9 465.0 -166.0 ~16"; . 0 463.0 469.0 .,! ':')9. I 470.0 470.-l- .J7 1. 0 ,,),71.6 472.0 47) 1 ~ '72 . ) . "7:::: . '3 472...;, 4 '}2 . 1 -172.5 472.::1 -'1- 72 .0 ****************************************************************** * INFORMATION GSHERATED DURING ITER.I\TIVE SOLUTION FOR THE Fp,CTOR * * OF SAFETY BY THE SIMPLIFIED BISHOP PROCEDURE * ****************************************************************** Iteration Trial Factor of Safety Moment Imbalance (ft.-lbs.) 3.00000 Reduced value - Delta was too large .167E+06 :2 :2.50000 -. 120E+06 Reduced ~aJue - Delta was too J.arge , :2.00000 . S-14E+05 4 66829 !," !,1':"(" .69::$1=+04 DELTA-F - 2. ]'7 - . 500 -1.11 - .500 532 .305E-01 s .69BTI ,1 (J'/E+O:~ .2L2E-02 n . '700 :-10 .24'12+02 .1.11E--03 7 1.70101 U~EXAS3 - VER. ' 107 - 10/13/91 ])ate: 9:18:2003 Time: 8:15: 6 MISSION PEAK PROPERTY, FREMONT, CA 256G.IOl, 8/20/03, PV! .120E+Ol .545E-05 (C) 19B5-1991 S. G. vJRIGHT Input file: sta2566a.dat (rclpid dravidown) T~BLE NO. 30 2J2222222222222222272222222222~222222222222~2222222222~222222 2 Detailed Informatioll from Evaluatio11 of Shear Strengths .2 for Stage 2 - Infornlatjon is Only Gi.ven for Slices wi_th 2 "Two-Stage" S1-tear Strengths (Strength Options 6 and 7) .2 (Inform~tion j_s for the Crjtica:l Shear Sllrface j_n the .2 Case of an ,r..ut'-_~rnati.c Search.) c , ...222222222222222222~22222222222222222222)22J2222222222222J~~2 Effective Nanna 1 Shea.r Sljce St:::e.ss ~c Str.,~'ss at Strength ,'3'=.rength I<c [.'C ""- \_-' No C'_"Jl1sal CCjrlSO 1 (R-Emi. (S-Env. 1 41 0 190 J 93'1 0 314 0 Lie ':';.:1 '=- i '.o":C:: SJ.glTIa-2c :: 77 .6 202 .7 39 B,t .0 34 ;! .8 1,Yeqati ';e. Sigma-3c ] 100. 6 210. 5 3934 .0 ::58 .J Negati'Je S-'~gma-3c ., l{)] .s 23c 0 3984. 0 :3 9:1 6 tJe9a.'=i"o"e Si':?r:la--3f 5 25J 5 :2 G:1 " 398.J 0 445. 7 Negative Sigma-3f , 6 30~ .2 7. 7 9. 0 398-1 0 474 .5 5 .563 J'J. ;30 7 334 5 ] 10. 3 398,1 0 527 B .j J -, r; 14 563 ...J':",] 8 5kJ 9 364 .0 398-1 0 619. 2 3 .453 3 319 .)", 9 648 3 296 ..:f 3984 .0 67l .3 3 183 012 10 70S. 1 :} 15 . 7 3984 .0 707 .] 3 06-4 6 .501 1J 772 B 438. 7 3984 0 746. 2 7 950 6 039 12 830 .5 458 .2 3984 .0 779. 5 2 870 5 .732 13 W16. 2 47.3 3 3984 0 805. 9 2 815 5 .529 14 910 .5 485 -1 3984 0 825. 7 2 779 5 .396 15 935 .4 493 8 3984 0 840 .0 2 754 5 .307 16 950. 9 499 .1 3984 .0 849. 0 2 739 5 .256 17 957. 0 501 .2 3984 .0 852 .5 2 .734 5 .236 ] 8 953 8 500. 1 3984. 0 850 .7 2 .737 5 .246 19 944.3 496. 9 3984 0 845.2 2 .745 5 .277 20 937 8 494 .7 3984 .0 841.4 2 .752 5 .299 21 898 6 481. 4 3984. 0 818. B 2 791 5.440 22 830 .8 458 .3 3984. 0 779. 6 2 870 5.730 23 755 7 432 .9 3984.0 736.3 2 976 6 .143 24 704 .5 415.5 3984 .0 706. B 3 065 6 .505 :25 627. 9 389 .5 3984 0 662 .5 3 .232 7 .234 7~ '187 /! 341 8 3984. 0 581.4 3 .721 9 .85 J ~ 'J 27 H7 2 294 .2 3984. 0 500.4 4 832 :20 .8'l3 28 208. 6 247. .2 39s.l. 0 420 .s lJega t i 'Je 3igma-3f 29 73 . ~ 201. '0 3984 0 342 3 N"o;ga t i \rc Sigma --:3 c 30 -57 3 156. '-) 3984 0 266 9 I-Jega t i -.;e ;3~_9ma-3c 31 -180. 7 lIS .0 3984 .0 J. 9:) IoJeg~i.t_i "'e :3.ioma - _1(." I' ~~ -268.2 85.3 UTRZA,S3 VER. 1.107 10/L3/9J Date: 9:18:2003 Time: 8:15: 6 flfISSTON PE.6.K PROPERTY, FREMONT, ~566. 101, a/20/03, Pit} 1 3QS4.0 115.1 Negative Sigma-3c (C) 19W-=j--j'j:n s. C. i;;JRTC~HT [nput f:i!e: sta256Ga.dat (rapid dra'.'ioo1!m) Cl\ T.;;BLE NO. 31 )222222222222222222222~22222222222222222227.2222222222222222 ~) Coordinate, Weight, Strength and Pore h1Clter P,~':,s~:;ure 2 Inforn\3.tion for IlldividuaJ Slices for Stage 2. 2 2 (Information j_s for tIle Critical Shear Surface in the _ 2 Case (Jf an Auton13tjr' Search.) ._ 22~2222~22222222222~2 :31.:c-=: )Jo. 12 13 14 15 16 17 18 J.9 1 22.1 ,~ 9 2 23.'7 2].3 ~~ -1 . 0 7.4.5 2'3.0 3 25. S 26.6 c ~ 27.3 28. 1 28.3 28.5 2q.3 30.0 30.8 31.6 31. 8 32.0 32.8 (, B 9 10 33.5 1] 34..2 35.0 35.7 36.4 37.1 37.8 38.5 39.2 39.9 40.5 41.2 4] .8 42.4 43.0 43 .6 .'14 ~ 44.6 ,+ 5.0 ~)22~~~222222]2222222~222222222222~2 :/ .EjO. ] --1-50.0 450.0 .150 I] -lSO.Q 450.0 450.0 clSO. 1 450.1 :~5 0 . 2 458.3 4-50.-, 450. -' ,1 ~:' 0 . 5 'is 0 . 6 450.8 '+ 5 1.0 451.0 451.1 451.3 451.5 4_ 51.8 452.1 452.4 452.7 453.0 453. .-1 453.7 454.1 454.5 455.0 455.4 455.9 456..) 456.8 457..) 457.0 458.2 458.6 .S 1 i ce 'ilei'Jht 108. .1 51.7 >207.3 :_l;:; :;; . 1 o i:.J . 2 :2 54 .2 1238.1 1500.3 ~1 6 ~ . 9 "/39.3 1828.8 1858.0 1925.2 1933.6 1916.1 1874.2 1809 3 1723.6 1099.4 1"1 a t 1. T~/p e F'_ci(~t.Lot] Cohesii)n f:lkngle 1 32'\ . 00 .00 1 3 -f -!- .73 .DO 358.06 .00 ?, S'4. .57 .00 1 4-1-5.23 .00 1 3 S"lO . 5,::; .00 3136.-!-9 .00 I 2856.26 .00 1 2782.S2 .00 1 2754.42 .00 , ~ 2731.00 .00 1 2717.51 .00 1 2710.07 .00 1 2706.04 .00 1 2703.84 .00 1 2702.75 .00 1 2702.38 .00 1 2";'82.57 .00 1 2703.18 .00 Pore Fres,:;ure 3.J.S i'J . 1 1 O:L S 171:) . 7 279 9 J'-;-.l. 3 fj (J . '7 342.1 3:3 (; . 1 3~~5.9 306.6 282.6 256.4 2J7.8 194.3 156.0 112.8 6S.0 2J .9 20 '1 5 () -:hS 8 15 112 2 2703 66 00 9 45 /-1 ~j a 7 -, 1 45 6 459 " J.S23 1 2707 2 9 00 0 4 6 ) ,1 59 8 UTEXAS3 VER. 1.),07 10/13/91 Date: 9:18:2003 Time: 8:15: 6 r"lISSION PEI\K PROPERTY, FREWjNT, CA 2566.101, 8/20/03, PI'1 (C) 1985-1991 S. G. [,,]RIGHT Input file: sta2566a.dat (rapid dra\vdown) 'r;'l.BLE )\JO. 31 22~22222222222222222222~222~22~2222222222222222222222221222 2 Coordinate, Weight, Strength and Pore Water ?ressure 2 Information for Individual Slices for Stage 2. 2 (lnforl113tion is for tilE Critical ShEa~ Sllrface ill th~ 2 Case of an Automatic Search.) c 2 2 2222222222J22~22222222222222222222222~222222222222222222222 S1.ice Slice Hat! F1 lction POL"e No. y: , Height Type Cohesion .z>.ngle Pressure 46. "' /159. 8 ....,.) 46. 5 .l60. 2 991. .1 2/"17 .45 00 -J 46 9 460 .6 22 .1', .4 46] 2 1273 1 2736.05 00 (I .17 3 4'-; 1 8 2.1 47 9 461. 9 146. 9 1 ~~".1 5-! .6--! OC) .') '18 .0 .,i 62. 0 25 43 c '162 6 1069. 7 1 27:15 .OS 00 0 ,~ 48 "9 463 J 26 .'19. 3 463 9 863 .2 1 2937 . /":~ .00 0 1: '3. 8 ~1 64 6 27 50 .1 465 3 670 .1 3311 .31 00 0 50 .S 466 0 23 50 9 46,:; 7 -'1- g"J, 4 1 420 " '* G 00 0 51 c 467 4 29 51 ,5 468. 1 335. 7 1 342 .28 .00 .0 51 .8 468 8 30 52 1 469. B 199. 7 1 266. 93 00 0 52 .4 470. 3 31 52 .6 471 0 87 .7 1 195 ,69 .00 0 -, 52 .9 47l. 8 32 53 .0 472 2 10.4 1 145. 13 00 0 53 .1 472 .6 1 UTEXP.S 3 VER. 1 J 07 - 10/13/91 IC) 1985-1991 s, G. ;lRIGHT Date: 9,18 :2003 Time: 8, 15 , 6 Input file, st;::l2566a .dat f1ISSION PEJI.K PROPERTY, FRE~10NT , CA (rapid drawdo'JJJ1 ) 2566. 101,- 8/20/03, PW 'I Ti'l.BLE NO. 32 222222222222222222222222222222222222222222222222222222222222 2 Seismic Forces and Forces Due to Surface Pressures for 2 ...., Stage 2 (and Stage 3 If Appropriate) _ 2 (Inforlnation is for the Critical Shear Surface in the Case of an AuLoGlatic Search.) 2 222221;;22222222~22222222222222222222222222222222222222222222 Slice No. 9 10 11 12 13 14 15 16 J7 18 19 20 21 :'") 23 21 2S 26 27 28 29 30 31 32 Seismic Force 2 3 4 " 2:2.9 23.8 2.1.5 o. o. O. O. O. O. O. O. O. I). O. Y [or Sf-.:ir,;mj.c Force 450.3 450.6 450.8 451.5 452. 453.1 4 'j:3 _ 7 .! 54 . 7 '! 5.5..1 "t S 5 . ~~ 456.8 457.6 453.5 45 J . ..f .,/6 J . 3 :! 6l "' 4. 62 .., .:J, 6 3 . 1 ,164 .0 .j ';4 46.;' 8 165.6 ci66.'i: 4 '56.9 4:67.3 463.1 4.63.8 469.5 .-t 7 0 . 3 471 .0 471. 8 472.4 FORCES DUE TO SLJ!~Fi\CE PP!.,:S;2;URES Normal Force o. O. O. o. O. o. o. o. o. o. O. Q. o. o. o. o. o. O. O. o. o. o. o. O. o. o. o. O. o. o. o. o. Shear Force o. O. O. Q. O. o. o. o. o. o. o. o. o. ,] . o. o. o. O. o. o. o. o. O. o. o. o. o. O. Q. O. O. o. x 22.9 23.8 21.5 25. 8 :2 '7 . ~ 28.3 29 3 30.8 31.8 32.8 3 ,1. :2 35.7 3 '/ . 1 38.5 39.9 '-r1._., ,12. .:1- .J 3 . I') 4.'1. 0 45.0 '! 5. u -,!-'.).:.) .17. .:1 47.'3 clS.5 .:1: 3. -' 50.1 50.9 5] .5 52.1 52.6 53 . 0 Y 450.6 '1 S 1.2 451.7 452.9 454.7 455.8 '156,9 4: 5 8. ,.,) 459.8 '16t).6 461.7 46:2 8 463. ;1 '16 S 0 .:!e66.0 ----! ':''} . 0 468.0 469.0 '169.7 ~70.0 107:J. .4 ~71.0 471.5 :172. I} 472.1 472 ~ --1: 7:2 .3 472. .:> 47:2. 472.S 472.5 .;72.6 T1\BLE NO. 3 <1 2222222222222222222222~2222222222222222222222222222222222222222222 :2 INFORMATION GENERATED DURING ITERJ'>.TIVE SOLUTION FOR THE FACTOR 2 2 OF SAFETY BY THE SH1PLIFIED BISHOP PROCEDURE 2 222222222222222222222222222222222222222222222222222222222222222222 Iteration 25.8 6 27 3 28.3 23.3 -30.8 :31.8 32.8 Moment Imbalance Ift.-Ibs.) 1 1.70101 Reduced value - Delta was too large 7 8 3-1.- ". r::;, "7 u. 2 2.20101 Reduced value - Delta was too large 37.1 o. o. o. o. 3 2.70101 Reduced value - Delta was too large ,t: 33.5 :3 ') ~) 41. '"',4 o. ,- "_J..---, o. O. O. O. o. O. O. O. O. O. O. O. O. O. O. 4.1.6' 45. 0 . ~. 6 4- 6. S 47.1 4.7. 9 ~18 . 5 49.3 50. ] 50.9 51 .5 52.] 52.6 53 . 0 Trial Factor of Safety 1-'-'" .lOlE+07 .672E+06 .460'::;:1-06 DELT.Z>. -F 1. 48 .500 1.65 .500 J .71} . 5 o I.! 4 1.2010J. Pedllced vallIe - De]ta was too lJrge .31'lE+OG 5 3.7010J. Reduced value - Delta was too large .207E+06 I j 6 4. ::~010J Delta was teo large .126E+06 Reduced vaIlle 7 Reduc'C:'d '.ralue 4.70101 Delta WQS too large .623E+05 8 5.20101 .107E+O'..i 9 5.3 .1'}7 7 .260E+Oc1 10 5.21016 7.:J-.JE+03 11 5.3:'079 --.204E-I03 1:2 S.31785 .563E+02 13 5.31367 - .158E+02 14 5. ?, 184.:J- . 4'14~~+Ol 15 S.3J.850 .11SE+Ol 16 5.3J849 UTEX.:'.S 3 - \T~R. 1. 10-; 10/13/91. Date: 9:18:~003 Time: 8::5: 6 MlSSIOtJ PSAK PR')PERTY, FPEMONT, CA :2 566 . 10 J I 8/20/0.3, PH 1 .63 . ~) 0 0 1 44 .500 1. 13 .500 .697 .500 L47 -.376E-Ol .106S-01 .293E-02 .814E-03 --.227E-03 .53GB-O-'1 . 165E- 04 .281E+00 .403E-OS (C'l 1985-1991 S. G. ~'lRI(';HT J~put file: sta2566a.dac (rapid dra':.'dm'm) T,":;,BLE HO. J 5 3333333333333333333333333333333333333333333333333333333333333 3 Detailed Information from Evaluation of Shear Strengths 3 3 for Stage 3 - InformatiO!1 is Only Given for Slices with ~ 3 "Two-Stage" Shear StrengtllS (Strength Options 6 and 7) 3 3 (Information is for the Critical Shear Surface in the 3 3 Case of an Automatic Search.) 3 3333333333333333333333333333333333333333333333333333333333333 Effective l-Jormal Stress Undrained Drained Slice at End of Shear Shear Strength .J No. Second Stage Strength Strength Used 1 36.88 324.00 321.29 Drained 2 76.69 341 .78 344 .28 Drained 3 100.5'7 358.06 359 .29 Undrained 4 163.80 394 .57 399. 82 Undrained 5 251. S.J: 445 .23 456 .70 Undrained 6 245 .22 3570. 56 441 .58 Drained J :3 '!.1 .7] 3136 .49 499.02 Drained 8 512 .53 "856. 26 595.91 Drained 9 ] 0 11 12 13 14 15 16 17 18 19 20 C' ~ " , " " ' d 24 25 26 27 =~ 8 29 61/1 < :2 6 673.90 745.64 808.19 858.80 897 . 51:!: 926.31 944 . 53 951.61 946.79 933.57 9~!. -1.32 869.33 '/ '/ 0 . 9-1 I) 5.1 .0 S 568.87 436.31 155.15 --236.36 :2 0 8.6.1- 73 . ~2 3 )782.52 2754.42 2"731.00 2 '717.5] 2710.07 2706.0.1 2'703.84 2702.75 2702.38 2702.57 2703.18 2703_66 2'707.19 2717.-1:5 2736.05 2754.s't 2795.05 ::::937.7~: 3311.31 -4:2 0 . -1 () ].12 . :2 8 30 -57.28 266.93 31 -180.6"7 195.69 32 -268.25 145.J3 UTBXAS3 VER. 1.107 10/13/91 Date: 9:::L3:2003 Time: 13:15: r~ f'ilSSION FE.;:'.K PEOPEPTY I FR2i.IC,HT, c."". 2566.101,8/20/03, Pl'! 1 TP-.EL:::: NO. 36 654.64 689.07 730.50 766.61 795.83 818.20 834.80 845.32 849.41 846.63 839.00 833.66 802.20 '7 -J- 5.08 677 6~! 6:2:3 .4.1 551.91 :383.58 163.54 616.2'; G:~ [5.1.1- .:l]:2 . 90 J..:J 0 . 12 269.49 (C) 198_5 1991 S. G. Inpllt file: (rapid d'::-2. Drained DL1ined Dr-a ineci Dri-:1:l ned Drained Drained Drained Drained Drained Drained Drained Drained DrClined Drained Drained Dr3in~rl Drained Dra ined Dra_inf"~d Undrained Undrained Undra -! nf:::d Uno;:-d_in0d Ur:.clra j ned \'i?IGHT st2,=5'55a. C.?':_ '.:<_:10'.,;-;1) 3J3333~3333333333333333]333J3333333333333333333333333J33333 3 Coordinate, vieight, 5'=rength and Pore Hater Pressure 3 1 Information for Indi_vidllal Sljces for Stage 3. ~ (Information is for tlle Critica~ SheaJ~ SurfaCE ill tIle 3 3 Case of an Alltomatic Searell.) 3 33333333333333333333333333333333333333333333333333333333333 Slice No. 1. 22.1 22.9 23.7 23.8 24.0 24.5 25.0 25.8 26.6 3 4 5 27.3 6 23.1 28.3 23.5 29. '3 30.0 30.3 7 x y 450. 450.0 450.0 450.0 450.0 450.0 450.0 450. 1 450.1 450.2 4: 5 0 . 3 450.3 :150. J 4.50.5 450.6 .J SO. a j ~'c'" Slice Weight 108.4 51.7 2 07.3 555.1 8"75.2 254.2 1233. lS00.~ i~ I ! ",- "' ~latl . Type Cohesion 1 300.00 1 300.00 1 358.06 1 394.57 1 445.23 1 300.00 1 300.00 1 300.00 Friction Angle 30.00 30.00 .00 .00 .00 30.00 3D.DO 30.00 Pore Pressure 34.5 76.1 .0 .0 .0 341.7 3 :;0.7 343.1 I -I 9 J 1 .6 3:1 .8 3:2.0 32.8 33.5 451 . [) 151.0 151.1 4:-J] .3 '151.5 451.8 452.1 452. '1 452 . 7 453 .0 "1 ~) J .4 .153.7 -15.) 1 454 . 5 ,155. D '-1 I; 5. -!: 455.9 '156.3 ..J::=,6.8 457. _ 45"7.9 458 .-, .158.6 46:! . 9 1739.3 1828.8 1858.0 19:25.2 1933.6 1 916 . '1 1374. :2 1809. ] 17:,:.3.6 I099.e!- 20 45.0 453.6 112.2 45.1 458.7 2J 45.6 459,-,-, 1523.1 46" ~153. 8 UTEXAS3 VE? 1.107 10/13/91 Date: 9~18;2003 Time' 3:15: is MISSION PEAK PPOPERT't, FREMONT, CA 2566.101,8/20/03, P;'I 1 [) 11 34.2 35.0 35.7 36. '1 37. 1 ]7.8 38.5 12 13 14 39.2 15 39.9 '10.5 41.:-' '11. 3 4::.4 -iJ.a .1:3. I) 16 17 18 44 . c 19 4':! . 6 45.0 TP.BLE NO. ] 6 L 300.00 .1 0 .00 30.00 ]0.00 30.00 30.00 30.00 30.00 3n.no 30.00 30.00 30 00 30.00 30.00 (C) 1985-1991 S. G. (t'/RIGHT Inpllt file: s~a2566a.dat I rapid dr2'; do',.m) 1 300.00 33333333333333333333333333333331333333333333333333333333333 :, Coordinate, \'';e19111:::, Strength and p()l"'2 v.)ater Pressure 3 3 Information for Individual Slices for Stage 3. 3 3 (Information is for t!le Critical Shear Surface in the 3 3 Case of all Automatic Search.) 3 33333333333333333333333333333333333333333333333333333333333 Slice No. 22 23 24 25 26 27 x 46.2 46.5 46.9 47.4 47.9 47.9 48.0 48.5 48.9 /19.3 19.8 SO.l 50.5 y 459.8 ,160.2 460.6 46] .-2 461.8 46J..9 462.0 462.6 463.3 .163 . ;, 4 G4 . r, .:Jo G 5.3 cj 6 (S . 0 '-', Slice v,leight 991.4 1273.1 146.9 1069.7 863._ 670.1 300.00 300.00 1 300.00 300.00 300.QO 1 300.00 1 3.00.00 300.00 300.00 300.00 1 300.00 Matl. Type Cohesion 1 300.00 1 300.00 1 300.00 1 C, 00.00 1 300.00 1 300.00 Friction Angle 30.00 30.00 30.00 30.00 ~'O . 00 30.00 336.1 325.9 306.6 282.6 256.4 227.8 194 . 3 156.0 11J.8 6S.0 21 .9 l.9 .0 Pore Pressure .0 .0 .0 .0 .0 .CJ 2S 50 9 466 7 'l93 4 51 ;0 /!67 '1 29 51 5 468 ] 335 7 S1 B ,168 8 :)0 =.2 1 469 6 ] 99 7 52 -1 470 3 ; 31 52 6 471 J 87 "I j 52 9 471 8 32 53 0 472 ::; 10 -1 , 53 ] 472 6 I , TJl.BLE NO 37 , 1 420 46 00 0 342 23 00 0 266 93 00 0 191) 69 00 0 145 13 00 <) 1 1 333333333333333333333333333333333333333333333333333333333333333333 3 INFOEf\1AT ION CENEElj,TED DUEJNC ITEP)l.TIVE .c=,OLUT JON FOP THE F.ll.C'rO:( 3 3 OF SAFETY BY THE SIMPLIPIED BISHOP P?OCEDURE 3 Tl ia} FCictOi,- 3~3333333333333333333333333J533333333333333333333333333:'3333333333 r.tE:1-3t.~0n cf .safe'::/" 1 Reclec2cl '/,:o,lue - -' . 3 18.:i 9 Del~a was tos large :::',=ciuced 'fa lue - 4.813.'19 Delta was too J.arge 3 i!.31849 Delta was too Large Feduced -"-aIue Moment 1mbalance (ft ] bs. ) DELTf'..- F .313E+O'; .,} ~ . 7 - . 500 - .1'J3E+OS -9.96 - . S 00 .27::;:<:::+06 -7.5~ , . 5') 0 4 J.81849 .256E+06 Peduced value - Delta was too large 5 3.31349 Reduced value - DeJta was tor) large 6 Reduced 'fa1 ue -5.42 - .500 -. 2:-::6i~+06 .3.65 - . 500 Delta was too large 2.31849 .187E+06 - . 500 ~2 . :2 0 7 :2.31849 - .133E+06 Reduced value - Delta was toC) large 8 .81849 9 1 .53523 10 .57006 11 .57091 Factor of Safety - Side Force Incli,nation Humber of Iterations UTEXAS3 - VE~. 1.107 10/13/91 Date: 9:]8:2003 'rime: 8:15: 6 i'llISSION PEPJ{ P;-:?0 ?J.:;;P'::'j' , FP.3HOl'TT, 2566.101, 8/'20/(L'" P~'J C^ ." i,1 i' -]. 08 .500 '.5452+05 .283 .90SE+O.1 .348E-Ol ,213E+03 .BSIE-03 .750E+OO .30GE-05 1.571 Bari:::. 11 (C) 1985.-1991 oS. G. h1RIGJ-1T Input file: sLa2S66a.dat (:::'apid dra'l.'dovm) T.u,PL,E NO. .18 333333333333333333333333333333333333333333133333333333333333333 3 FiIlal Results far Stresses Along tile Sllear Surface 3 :3 (Results for Critical Shear Surface in Case of a Search.) 3 3333333333333333333333333i3333333333333333333333333333333333333 SH1PLJFI3D BISHOP PROCEDURE USED TO CO)'!JPUTE F.'\CTOR OF SAFETY Factor of Safety; ] .571 \}}:::_LUES AT CENT2.R. OF BASE OF SLICE------ TotZll Effect ive S] ice Normal Normal Shear He. :.\. - center y -center Stre.ss Stre~:J'" St re,:o:::; 1 22 9 "f S 0 0 76 B 42 .0 " 1)6 5 1 ," 8 450 0 153 "I 7'i 6 219 ~) .'- -~ 3 24 S 450 0 203 5 203 5 227 9 " 25 8 450 1 339 1 339 1 251 c ') :27 3 450 3 52:3 9 :-) 2 8 9 283 ,~ 6 :~ R ., .J 5 IJ 3 6-10 7 299 <] 300 9 -' 7 29 3 -!SO 5 '741 0 390 3 33...J- 4 8 30 8 450 8 8.'39 5 5.16 .) 3 ~Il 8 9 31 8 4 51 0 976 .1 ;)40 3 426 3 10 l:2 8 451 ) '"L O:? J 5 695 6 4 oJ 6 6 11 34 2 451 8 1067 8 761 470 -; 12 35 7 452 .j 1093 2 Bi6 6 491 1 13 37 1 4<::--' 0 Il16 -l 860 I] 507 0 cj 1 -l 38 5 -1 S3 11J.9 9 892 I] 518 3 15 39 9 454 5 1 109 I] 91-~ D 527 1 16 .-11 2 455 -l 1033 9 927 9 532 0 17 42 .1 456 3 1. 0.-14 7 931 9 533 5 18 ..],3 " .~ 57 3 991 6 926 6 531 5 19 ,II 'j if 5 S 0 937 I 915 .j 527 ~O 45 0 458 6 910 1 908 ;2 524 8 21 45 6 459 2 86B 6 868 .6 510 2 22 .~ I) 5 460 :2 800 J 800 3 485 1. 23 47 4 461 2 725 1 725 1 457 5 24- 47 9 461 9 673 9 673 9 438 6 25 48 5 452 6 598 0 598 0 410 8 26 49 3 163 9 459 1 459 1 359 7 27 50 1 465 3 3:2 ] 0 321 0 J08 9 28 50 9 466 7 167 4 16"7 4 267 7 29 51 5 468 1 34 7 J.1 7 217 9 30 52 1 469 6 -92 3 -92 3 169 9 31 52 6 471 0 -211 1 -211 1 124 6 32 53 0 472 1 -294 5 -294 5 92 4 CliECK SUMS - (AI,L SHOULD BE SI11,LL) SUM OF FORCES IN VERTICAL DIRECTIOn SHOULD NOT EXCEED .100E+03 SlJM OF IVJOiVJEl\JTS .:l..BODT CEl'ITER OF eIReL:;; SHOULD NOT EXCEED .100E+03 SHI~>':l.P STEENGTH/ SHE.Ll..R FOPCE CHECK- ST}IvJ SHOULD NOT EXCEED .]002+03 00 (= 138E- 03 1 13 (;;;: 131E+OOI 00 ,- 198E-02 I ,-' ,/.... ***kk CAUTION ***** Ei;'i;'ECTIVE or:;. TOTP"L NORl'JL.'\L .S'l'EESS ON SUPF'.l'..CF: IS NEGATIVE 1~.'T' POINTS .D..LONG UPPEP, Ol'TE--H~'\LF OP THE SHE?\P STJRFl'-.CE TENS ION CPb.CK H.2\.Y BE I-JEEDED. SHEAH THE .A Sum of Forces in Horizontal iJirection -.529E+03 NOTE: SimpJ.ified Bishop procedure does not satisfy equilibrium of forces in t~e horizontal direction '! ~ E:\J[)-OF,'-FILE ENCOUl'TTEPED 'i'n-III,S REP..DING COfVlI\'1.ll..Fi]) WORDS END OF PROBLEM(S) ASSIJMED i ..J APPENDIX 0 I j Corrosivity Test Results Cnli'/;JI-IIIU Sinh' C [,i/h!I)"{I!llfij {')I)_l).':'-; 2} August, 20G3 a II a 1 Y t 1 L-' .:) c, ] f 1 , c , Job Noll30S043 Cust. No.] 0598 ;;:J42 /\ i/nfll'!j ,'\,'1'11111' !J/i'iI.',-IIIi{OIl, C/\ \)4.')(,(;-4775, Tel. ~r2S..'l-6_~.27;7_ ~1r. Woode Stephens Berlogar Geotechnical Consultants 5587 Suno] Blvd. Pleasanton, CA 94566 FilY: .()~)S...Jh].:77S ' Subject: Project !\Io.: 2566.101 Project Name: !Vfission Peak Property Corrosivity Analysis - ASTM Test Methods 1)(':11" .Vlr. ~~tcp)lcn~:: Pursuant to your request, CERCO Analytical has ~lI1alYlcd the soil samples submitted on August 07. 2003. Based 011 the <lllalJ'tical results, a brief corrosivity evaluation is cnclosed for }'our COllS1lkration. Based upon the resistivity measurcments, hoth samples are classified as "corrosive". /-\11 buried iron. steel, cast iron, ductile iron, galvanized steel and dielectric coated steel or iron should be properly protected against corrosion depending upon the critical nahJrc of the structure. /\]) buried metallic pressure piping such as ductile iron firewater pipelines should be protected against corrosion. The chloride ion concentrations range from 34 to ] 40 mg/kg. Because: the chloride ion concentrJtions ~l1"e less than 300 mg/kg, they arc determined to be insufficient to Jtt~lck steel embedded in a concrete mortar coatll1g. The sult:1te ion conccntrations range from 60 to 980 mg/kg and arc determined to be sufficil'J1t to damage reinforced concrete structures and cement mortar-coated steel at these locations. Therefore, concrete that comes into contact with this soil should use slllfate resistant cement such as Type 11, with a maximum water- to-cement ratio of 0.50. The pH of the soils range from 7.6 to 8.8 \vhich docs not present corrosion problems for buried iron, steel, mortar-coated steel and reinCorced concrete structures. The redox potentials range ii-om 370 to 470-mV. Sample No.002 is indicative of potentially "slightly corrosive" soils resulting from anaerobic soil conditions, and Sample No.OOl is indicative of aerobic soil conditions. This corrosivity evaluation is based on general corrosion engineering standards and is non-specific in nature. For specific long-tern1 cOlTosion control design recommendations or consultation, please call JDH Corrosion Consultants, Inc. at (925) 927-6630. \Ve appreciate the opportunity of working with you on this project. If you have any questions, or if you require further informatioll, please do not hesitate to contact us. Very truly yours, T\EV.~ANALYTICAl' INC. /)~ >K dj5JC~l [toV)(J)d{ . \. J/ narl.". I:.r,,"rt"d Irl P c ~ ~ ___) . I UJ ,~",' '" .~. \.:j " blident \ JDIJ/jdl u Q i-i ....... c<:j u v, .- '-'r--- ~~ ~ - , n:g Q v-, --<2: o U 0::: ~ u ~ E 8 ;'! v D., V) r--- r--- r-, , r-1 "" "T .~ 'n r-, 0, ~ x oj LL, r--- r--- N c-'-I 'D "T .~ 'r, r-, ~ -< U co 0 r::. Q ,., JJ Q r;l r;J '" 00 u) '0 ~ " .0 ~ "'f. ? [..'.. ,- >Xi '" 0 -d " r i< -" '0 (3 5 r. > '" ~ u " ~ ;;; U ~ ~ " '- VJ ~ 0 " " " ~ ;;; ~ ;:) Cl Cl :/) h ~ ...) Cr) ~ ct:: '-1 "\ < >--.; ~ U GJ '" -- E ...c " >. ~ U (3 >, oj U co > -;;; ,Co ~ .~ ~ ...c " 0 " S '" u ,,'j 0 u ~ "T " '" 0 0, 0 -" M " ~ ii 0 " '" G ~ 0 ~ .3 " OJ) 0 '" ~ ~ ;; 'D '" ?!) ~ ;:02 o:l c< VJ ~ 0 ;;; Z Z u U d " " "2' 0' ~ '" - ~ -~ -~ ~ " ~ ~ .~ ~ U U U < ? s !:, ;;; :~ " " .~ ;;; VJ ~ ,0 " ~ 0' 0 0 ~ .2:' U ~ 2? 0 " C2 - --- ""'-'.--'- --: ... -.--- - ,. (-J 'c, "'1" 0 0 0 ~, ~ 'D f- a, if, ^" " n ~ ... 0 , 0 ... -?: ... ~ f- " - VJ < :->: = ~ '" ..,. ?Jl 0 ~ ;2 C , , y 0 0 0 ~ '" " C 'D " - ~ .. r l' ! '" = 'is. r-- = ~ C 0 r-- " ... ,~ Cl r-- - ': - -" r-' r-l '" r0- o.. 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