HomeMy WebLinkAbout6.1 Fallon Crossing Attach 7, Section 4
APPENDIX B
GEOTECHNICAL REPORT
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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,
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Actifi'g City Engineer
cc: Janet Harbin, Senior Planner
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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
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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
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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
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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
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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.
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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: ~
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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
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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 _[
. . . .,. .. .. . . . . . . . . . - .
".. . .. ." ..'/........//...://////
." ," :. :. /." ..)::::~~.~~::~.:?~::.:::.:~< . '. '. '. '. '. '. /." , '... .
-:>;<>:-.:>:......, ..... ,". ......:............... ................. ... . ...:-."...:<::>:~;.::~:~:>
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..{:;. .....oj../ tH'::i i
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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~
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~-..-
----
.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...
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DESCRIPTION
'--.
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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
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~.... (..1' f"'\.
.JOB NU~"i8Er~:
2566.101
G lOl:-
82-1
SHEET: ___~__ Of:
3
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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--
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- ~ 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.. "--'-"
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Q)
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"
c
=,007,
z
8 .~
(3 ,008 -~----,-.
::J
o
~ -009----,-----
o
()
J.,
w
Ie
)
.0.1 ~._---...,
-011.' -..,.
lD
r.o
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:\.1
.012'
Ii
! i
[ ! i i i j
-~I TiT:
I ii,
: I " :
: I :; I
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,
I'
I I .:
._.___.__L-.__l.____-'--L_
----_.._------1-
~
w
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?
81-'"
, .
. , i
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. .,
, ,
_ L" .
,
,
'013
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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~
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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,
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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. /)~
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