1;. i l ·a f-/l'l -...
TRANSCRIPT
1;."" I l ·A f-/l'l Edmund C. Srown Jr.,
RSI! LB REHl!J;t~. ~
Dt:P.O.Uloll!NT Of C:Ol<SBY.o.flQM ---
01VJSIQN OF MINES AND GEOLOGY · DIVISION HEADQUAATl!llS
ll!iSOUKES BUllJJING, lllO<.'W> 1241 1416 NINTH 5Tll$IT S.0.CKMW<TO, U. 9'8"
Olr.trid' O~~ LOS .AHGKU SAC"""Dm> _..,.. __ 11. .JUAi.-. $iRN ..... hL 1065
107 .S.-h ·-1 .. 16 N• Strwttt
9'l01t ,.5111.t
·James 0. Berk land Eng i n"eri ng Geology Sect ion Count:y of Santa Clara 1555 Berger Drive San Jo5e, CA 95112
Dear Jim:
This is to acknowledge receipt of th" 9 geologic reparts listed on attached page, submitted pursuant to thg Alquist-Priolo Special Studies Zones Act.
... Before the reports can be accepted for public file, I need proper documentation (signature and RG# of the reviewing geologist) that they have been reviewed and approvl!\d on behalf of Santa Cl;;ira County. Only the initials of the reviewl'r app.,ar on the first 8 reports 1 isted and the registration _number Is omitted ..
A ninth report cannot Priolo reports, becuase it groundwater inv,.stigation. Information.
be ola.;:ed in ths public .file of Alquistpredates the Act and rel<ites solely to a
We appr_eeiate receiving this for our
Please submit the requested written doc.....,..ntation as soon as possible so the reports can be filed as required. Also,. plea!'e
·note that reports required under the Act should be submitted within 30 days of submi,.sion to the county, (see Cr_iterlon C of attached Po 1 i ci es and Criteria) • I rea Ji ze that. this may be too short an interval in some cases, but the reports should be submitted for our file as soon as they are approved by you.
Sincerely,
E.W. Hart Enc 1 • c¢: State Geologist
< • • ,. -
Edmund C. !I rown Jr. ; · ' r. · ~6ll:zt9 RI;! ;!!!I'll,. G91i11~
DCPA.llTMENT OP CONSl'RVATIO:N
DIVISION OF MINES AND GEOLOGY · DIVISION HEADQUARTERS
RESOUliCCS SUlllHNG, ~ l.MI
1416 NtHTH STllt!IT SACll.U"l'NTO, CA 9511-'
Dlstrid 0~ l.OS AHGR.U
J~ilM"W .s... aw... ...;. 1i;l65 107S~~cry
ro:n2
SM:RAMl""'l --.a...n• T ... 16 Hlftih .~ fSjlJ.&
SAllt PltAHCl.SCO ,...,...._ P.f111
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James O. Berkland Engineering Geology Section County of Santa Clara
'"~ 12, ,,,, ~;,,Ji·
Dear Jim: ¥t~6
1555 Berger Drive San Jose, CA 95112
This is to acknowledge receipt of the 9 geologic· repol"ts listed on attached page, submitted pul"su;;mt to the Alquist-.Pi-iolo Special Studies Zones Act.
~· '?' •.
Before the reports can be accepted for publ k file, I need proper documentation (signature and RG# 6f the reviewing geologist) that they have been reviewed and approved on behalf of Santa Clara County. Only the initials of the reviewer appear on the fir~t 8 ·reports 1 isted and the registration number is omi-tted •.
A ninth report cannot Priolo reports, becuase it groundwater investigation. information.
be olaced in the public file of Alquistpredates the Act and re~ates solely to a
We appr_eciate receiving this for our
Please submit the requested written d'ocumentati'on as soon as possible so the reports can be filed as requ.ired. Also,. please
·note that reports required under the Act should be submitted within 30 days of submission to the county, {see Critedon C of attached Policies and Criteria). I real i:i:e that this may be too short an interval in so111e cases, but the reports should be submitted fol" our file as soon as they are approved by you.
Sincerely,
E.W. Hart Enc 1. cc: State Geologist
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Reports Submitted for Pub! ic File by J.0. Berkland,
Sanla Clara County, 6/10175
Report l. Brown home site, AP-654-14-017
2. Ferreira home site, AP ll0-48-02,
3- Qudil Canyon Subdivision for James Chidester
i,. Houstori single residence site (AP612-44-23), off Crothers Rd.
5. Barnard Road Subdivision, Morgan Hill (for Cadwallader)
- 6. Proposed residence Sanborn Road (for Dr"w)
]. Ev~ns Road site (for Kruse)
8. AP 558-1-35, Morrie! I Road home' i te
9. Geoelectric survey for residential water-supply, Gloria property
1.nvest igotor R.B. Rose -
R.B. Rose
)...
R.j(. Rose
R.B. Rose
Terra tech
Tcrrasea rch
Crosby & Assoc.
R.B. Rose
J.C. Wire
Date 5115/75
5/8/75
1/20/75
12/30/74
12/ 10/74
11/26/74
10/28/74
7/23/74
8/1/72
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S'f .A'TE
A f-llB'
REPORT APPROVED
SOIL AND GEOLOGlG lNVESTIGJ,TION on
PROPOSED RESIDENCE Sanborn Roa<f
Sant" Clara County, Cal i.fornia
for
UR, DANIEL I •• JlREW
'· ,.~r·-··: .. ·• ,., .. ,, . . •· "· ·'·' -·· ,., . ,., ,, , : '~·-.
SOIL AHD GEOLOGIC INVESTIGATION on
PROPOSE(! RESIDENCE Sanhorn Road
Santa Clara County, C;;Jifornia
for
·MR. DANIEL L. DREW
By
TERRASF.ARCH, INC. Project No. 1161-1'
November 19 71,
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TERRASEARCH, INC.
SOIL, FOUNDATION AND GEOLOGICAL ENGINEERS
158a NOP.TH FOURTH STREJ"1 SAN JO$!:, CAL1FORNIA 951'12' (.itOa} 2~7~94$0 2129 tlACIC:NDA WAY SACllAME'.:NTO, CALIFORNIA 958"5 (g16) .. al-6402
Mr. Daniel L. Drew 1227 Madntosh Sunnyvale, California 94087
Subject; Proposed Residence Sanborn Road Santa Clan1 ·county, California SOIL AND GEOLOGIC INVE~TrGATlON
Dear Mr. Drew:
Project No. 1161-E 26 November l974
In re:>pnnsc to your authorization, TERRASEARCH, INC,, has completed a Soil and Geologic Inv<,stigut:ion on your. proposed hornesite located in the Saratoga Springs Area of Santa Clara County, California.
The .dat:a gathered during our i.11vestigati..on iI1di.cates that the. sitf': :i.ia not crossed by any trace of the San Andrea« fault and that the site mny be developed for the r:onst:.ruction of a singlc-ftllnl.l.y, on" or two-story frame r"sidcncc. This fNwibility is based upon adherence to the design and cor1struc.tio11 procedures as outlined in the enclosed report.
Should you have any <juN:tionS concerning the contents of this report' plense contact this office at your convenfcnce.
CM: HA: lcl
Copies: 4 to Mr, DanJcl L. Dr"w
Very truly yours, ·TERRASEARCH, INC,
/l /~;;;p--duft1s ~srng .. C,E,G. 74 _.....,,...-/
~Ge-?4~ Hassan. Amer R.C.E. 196"/4
j '.
_____ __........-..u-.---.-~~~---------.,....------- ~·--- ... --····----··----~·--•·"-''•··---- .. ·--- '-· ·1 ,.
Project No. 1161-E 27 November l97lf
TABLE OF CONTENTS
J;ETTER OF TRANSMITTAL
SOIL AND GEOLOGIC INVESTIGATION
Purpose and ficope Site Location and Description Proposed Constru~: tion Methods of lnvt•stigation Aerial Pho1:ogn1ph Study Subsurface Explor.ation Geophysical Exploratiot1 Laboratm;y Testing Geology Sotl Conditions
CONCLUSIONS Al\m RECOMMENDATIONS
Gen.-,raJ Grading "f the SH" Foundations Earth Retaining Walls Drainage Slab-ou-G1·ade Construction s..,isroic De,;ir.n
LIMITATIONS AND UNIFORMITY OF CONDITIONS
APPENDIX A
Site Plan (Figure No. 1) Test Tre.neh Location (Figure No. 2) Log of Test Trench (Figure No. 3) Sunm1ary of Laboratory Test. Results (TAEJ.E I)
Al'PENDIX B
Geophysical Report
1 1-2 2 2-3 3 3-4 4 5 5-8 8
9 9-10
11 11-·12 12-13 13-14
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15
17 18 19 20
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Project No. 1161-E 26 November 19711
son. AND GEOLOGIC lNVESTlGA'l'ION
The purpose~ of this invcstigntion were:,
a) To dct'-~.r:ruine if tl1e active. San Andreas Ft.iult cJ:osses the.
proposed homesit";
b) To evaluate th•' stnbHity of t:he site; und
c) l'o provide those d<'sign data. dcterm:im;d by g,,olog;Lc and
~oils conditions wh.1 .. cll .nre ru:·~c.essaey fer eon1p1.l.."'.tion nf
the project.
The dnta use<l i.n the,, arwly,;is ph""" of this investigation were gathe.rc<l. by·
means of a study of geolo~r:i,l: nlr;ips :11 test t.re11chiug, and lu.boratory testing~
The proposed buildinr; site is lt><:atcd on Sanborn Road P.pproxi1:>at:ely one an<l
om'"-half' mile.s ,;outh of the int.,,rs"c:tion of Sanborn Road <Jno California
St<•te !Ughw.iy 9. The property itself coven) a c<msidernble area as ~<h()\V"n
on Figu:r~ No. l, "Site Plan." Ho\<..1C'Vcr 1 tl1c proposed builcJ.ing $ite is,,
.'lc;cording to the bullrlinr t:onccpt used for thin invc~;tir.;nti.on, c:.or1fincd
to the southca!'l:ern c.orner of the property, ne<lr the Jntcn;eetion of Snnford
Ron.cl and the unnumed t'iCLC.f;.s -road •.
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Project No. 1161-E 26 November 197 !1
The area to be developed consists of a relatively gently sl<?ping area
(approximately 10%) bounded by steeper slopes (2-2-1/2 horizontal to l
vertical) to the west. The area to be .used as the homcsite has been, at
one time, gr<'lded. Information gathered fi:om t:he former owners of the
property ;,nd:lcnted that this grading consisted of minor ("<eavation (1 to 3
feet) on the lower part of t:he areo' and minor filling c<.z f<e.et) on the
upper areas. The purpor;" of the grading was to provide n flat pad in t:he
low(~r area ..
The area to he utilized for buildiug was covered by a growth of weeds and
grass with a few trees remaining from a fonncr orchard. The site and the
area to he developed are shDwn on Figures No. 1 and 2.
_Proposed Co11st:r.uctioP.
At the time of our investigation, the construction of a two-story, multi-
level h0tis" was anticipated. Included in this development wiJ,1 be the con-
struction of a septic tank nnd leach line system and possibly some retaining
walls near the breakin slope at the wcsteru edge of the building area.
Mo;_~!_>_ojs of Inves ti gnt i_?L:
Jn addition to a reference to the available literature on the site and
its environs, the project site was studied by means of stereoscopic:
2
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Project No. 1161-E 26 November 1974
. inspection of aerial photogn1phs, trenching, geophysical exploration,
and laboratory testing.
Early in th<' investlg.~tion, it wa::; noted that the major portion of the ten
acre si.tc di<l not lend itself to development. Therc;fore, the emphasi~ in
exploration w:<s placed upon the an'" which was projected for development,
(See Pigure No. 1 and 2).
,Aei::_~al Photogi;_:<..£h Study _
'l"he ncrial photographs used i.n this st:udy ·were _flown i.n August, l.973, and.
printed at a scaln of on,,-inch equal to 1,000 feet. These photos we.re
studied under the stereoscope for lin<>aments (indicativ<e. of faulting), .'.land~
'lliding, E;eepage areas, areas of potential instabllity, and any other per-
tin.e11t ~e.ntures._
·,
The subsurface ""Ploration was accomplished by means of a wheel-;i,ountcd
bac~hoe uUJ;izini; a twe~foot bucket, 1"he pui;pNws of this exploration were
"" foll,ows;
a) To expose a face across the lot: whic.h would be pe,rpendicul<1r
to the trace of ~he. San Andreas Fault,
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Project No. il61-E 26 November 1974
b) To dctCTIIline the subsurface straLigraphy on the site; and
c) To obtain soil and/or rnck samples for testing in the
laboratory.
Undisturbed soil sampl cs wei:-c obtained by driving the sam1>ling device into
the (dde-walls of the trench. These samples were sealed in tubes and for-
warded to the laboratoi:-y for testing.
All trenching was done nnder the supervision of an Engineering Geologist.
The trendt<,S wex·e inspected by the Engineering Geologist for any indicatiCJus
of faulting.
The locntion of the trench 1." shown on Figure No. 1, and the .. "Log of Test
Trench" is given as l,'igure No. 3, Appendix A.
Geophysical ExpJnratioo
Allied Geophysics of San ,Tosc was retained in order to supplement the in-
forn1.ntion gathered during tl1e trt:nching .and site inspe.ction. The gco~ ·
physicist's report is reproduced in its ent.ir<>ty as Appendix B of this
report:. 'l'he conclusion~ of th(' geophysicist were as follo••s:
"uo velocity or vertical offset. was found in the upper 33
feet of broken material. ••.•• The site is regarded as
huildablc."
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I.aboratory Testin.i;
Project No. 1161.-E 26 November 1974
'fh<e laboratory testing foi:- this investigation w<!G programm"d to evaluate
the on-site soils in relation to bearing values, expansive properties and
other design crit:eria det:enuined by soil and/or geologic conditions.
The following tests were used:
from the volume weight. ratios of the particular s3mples before and after
ove11 drying. The natural ruoisture a11d density, or u11it weigt1t ~ .of tl1e sub~
surface materials is basic to the detenr.in<ltion of strength pan•meters and
gr~djng criter~a~
T1!_" 12_irect Shear 'fest; This test is pci:forrned by tnng.,ntinlly stres-
sing to failure under progressive normal confining strcsscn 4_ Th.c rcsul ts
arc an angle tmd a <:ohesion •V<\lu<:>., Both .are ).Wed in bearing and st.ability
calculations,
The results of the la.bor'3tQry t..,,<;ting arc given on T;\BLE I.
Geolo~D!'.
Geologic: S<ctt_!!!.&.' The proposed homesite. i" loc:3ted in the eastern ·sa,nta
Cruz Mount1dnq ,loc<\ted V<:ry. close to. or, according to some intcrpretatlo11s,
,.......,. .....,. _ __....""'"'....,.~ """"""....._.~~wiw.~; .. i.::.l'~~~~.\i.\,~JIU~~~,..i~~-:J;:J.~~:~.,\·~'"-·;;::;.;· ;, . •-
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Project No. 1161-E 26 November 1974
within the San Ai1dreas Ri.ft ,Zone. Earl Bn1bb (Preliininary Geologic Map of
the Centn1l Santa Cruz Mountains, ll.U.D. Bat;lc Data Contribution No. 6,
1970) placed one trace of the San Andreas Fault near the western boundary
of the 10+ acre" which comprise the entire parcel and another trae" near
Snnborn !toad. Accord Ing to the silme referene~,, the area is underlain by
"undivided Frai1ciscan Yonnation (.Jurassic and Cretaceous), inostly sandstone
and shale.
•
Site G!'ology,: The exploration of the site reveal"d the following;
a) The tr<>nch, although it did not ext1'nd to bedrock, did not re·-
veal <iny offsets, shears or zones of weakness which ar.e gencr,.lly i!Ssodate<l
with the 1906 tra<:e of the San Andreas Fault.
b) AlLhoogh the age of the slopewash ond/ or tl\llls occumulations
wl.thin the site and near the site was ur><:ertain, the geophysical phase of
the investigiltion rev<,ale<l no indicacions of offset or sbcoaritig within
the mass to a depth of 33 feet•,
• c) Nll apparent air-photo lineaments cro..'Osed t:hat part of t:he site
which 5-s fnte,nd1'cl for de,vel"pment,
d} A rather larp,e landslide of miknown ag(' was noticed on part of
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Project No, 1161-E 26 November 19 74
e) s· .. veral smaller talus slides were noted along the access road
southwest of, and close to, the property ..
f) The road cut (Sanborn Road) to the Gout:h of the prop<,rty rev.,aled
an accumulation of the layer colluvial-alluvial boulders overlying b<>ddcd
·Franciscan meta-sediments. The rolid cut witi:dn this deposit was sti1nding
ne.arly vertical.
Tite· conclusior1s derived from this study arc:
l) There is no evidence apparent from the techniquea'used which
would indicate th.~t a fault crosses the part of the site studied,
2) The landslid<' neAr the north~.central plirt of the >lite has not
bee-11 ac:t:l.ve for a ni1mber of years. However, any failures which would
d:l.!lt:urb the. equ.i.librium of the .;lop<> w<mld tend to reactivate the slid<e.
3) Th" steeper slopes to the n'"r (west) of the building "rea are '
Also at a stiitc of delicate equi.H.briom .. Hence, ;;iny undcrc:utting of the
slopes wduld teud to destroy .the stability of these slopes •.
4) The house wtll be located :j_n ap o;.cl.,mically '1Ct:ive area.. Earth-
quakes of rnagni tude 7. 57.8._ 0 Richtror Scale may b.e ,,,::pccted along the. Sau
A1>drcns .Fault; a.rid, although oll evidence indicates that the house is
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Project: No. 1161-E 26 November 1974
outside the expected rupture zone, accelerations in excess of 0.5 g. may
be expected. However, the founding material, judging froni the geophy,.icist 's
report, is competent; and the generation of high amplitude, low velot.ity
waves should be less_ than in the alluviated valleys.
5) A certain ;;.mount of risk is involved' in any building project in
the Santa Cruz Mountal.ns. However, the construction <>f a well-founded,
properly eonstructed structure should tend to minimize '1uch i:isks.
Soil Condltions ----·-~----,~-·-
The area to be. <leve.lope<l is ovierlain by an uncompact"d fill approxin•ately
t.,o feet thick. This material should not b<'. used in foundation support.
'.l1w matt,rial beneath t.he fill (natural ground) of at leDSt eight
fe.,t of colluvial-alluvial soil consists of a clayey ;rnd silty sand with
a relatively high pere.ientage of coarse (6") rode fragmen~s. Th" material
is slightly moist, dense and should provide good foundation suppor.t._
Jn the eastern sidie of the trench, a very stiff to hard silty clay was
encountered at depths belm» 6 to 8 ft'et.,
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Project No. 1161-E 26 November 197!1
CONCLUSIONS AND RECOMMENDATIONS , -
1.. lt is our conclusion, based. upon t.he trench data and the g"ophysicist 's
r~port, t11at t10 ac:ti.ve. trace of the San Andreas Fnult crosses the area to
be developed au defined i,\ Figure No, 2._
2. Under no circumstances should the building site be changed without
further investigation,
3. The sit:e may be developed for- the construct:i on of a single-family,
on_e or two-story, frame dwelling provid.i:ng design and const_ruction are ac-
complished in accordance with the recommendations given in this report._
3._ With the exception of the organically contaminated t:OjJsoil.$, the soils - '
and rock of the area are suitnblc for use as "ngince:i;ed fill, Any.fills
should be compac:tt'd t<J 90% of the maximum dry d<'nsity as determined by
ASTM Test Met.hod Dl557-70. This provision also applies t"o fills behi«d
any propos"d retai.ning walls.
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Project No. 1161-E 26 November 1974
4. It w:i.11 be necessary to coinpletely remove any existing fills, under-
ground str\1ctures, if any, and soft 1.1nsuitable so'il from areas t.o receive
engineered fill. The proper depth of strippi.ng and removal of existing
structures will be directed by the Soil Engineer during grading operations.
All areas to n'ceive fill shall have strippfaig operations completed prior
to placement of engineered fill.
5, No fill placement on the western boundary slope i~• anti.,ipated at this
time. Should such fills be placed, t:hc Soils Engineer should be notified
in order to reconuncnd designs for fill keys.
6, Excavations up to 33 feet in depth may .be ac<:omplishe<l using conventional
earth-moving equipment.
7. Gradients for slopes, both cut <'!lid fill, should be no ste.eper thnn 2
horizontal to 1 vertical.
8. Tbe east-facing 11ntur,1l slopes should not b" steepened unless some
measures to increase stability sucl1 ns buttress fills or retaining walls
:ire const.i:ucted.
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Foundat:t.ons . -·~·-'''·~-~~. ~- ··-·~
Project No. 1161-E 26 November 19711 --
9. The proposed residential structure can be supported on a pad c.ut into
natural ground or constructed "7ith engineered fill. Friction_ pier. and grade
beam system is re.commended for. support of the house.
10. For .the friction-pier and grade beamsystcl!I, the piers should be a
minimum diameter of 12 inches and p'-'m"trate a minimum depth of 4 feet into
natural soil or engineered fill. Piers so constt·ucted may be designed for
a skin friction factor of 500 p •. s •. f, neglecting the top 12 inch<'I' in supp<>rt.
J.1. All grade beams should be design<~d for loads and spans involved. Mini-
mum reinforcement should c<>nsist of two No._ 4 bars, one top and <>ne bottom.
12, The struct:ural "foundation should not be placed "7ith 2-0 feet of the
renr (western) slope unles:> special foundation designs, as recomrnend<:'.d by
the Soil Engineer, are used in support.
' All project plans should be reviewed and approved by the Soi_l Engineer:
prior to construction.
Earth Retainjng Walls
1'1. Reta1.ning walls should be designed to resist lateral pressures exerted
from a media havl.ng an' equivalent fluid weight as follows;
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Gradient of Backfill
Flat 2:1 (max.)
Project No. 1161-E 26 November 1974
Equivalent Fluid Weight
-~-- .. P. c. f.
1,5 60
15. 'l'hc above criteria are based on fully dnlined condltions. For the
fully drai.ned conditions, we recommend that all retaining walls have a
crushed rock '>r gravel drain to be placed behind the wall h"ving a minimum
width of 12 inches and ext:ending the full height of the w.'.lI 1 to within 12
inches of th" r;urface ~ A four-inch diamete.r. perforated drain pipe should
. be installed in the bottom of the drai!l and discharged to a suitable loea-
tion. The granular "rut;Jicd rock or gravel mater lal should meet. the- follow-
ing gradation:
Sieve Siz<> -
3/4" 3/8" No. 4 No. 50 No. 200
. ·pe..E_<:<>nt:age J:'assinj;._
100 as-~1.00 10~80 10~30
0""2
16 .. No surface watei; should be all.owed to ruu unre$tr.tcted over slopes,
either cut or fill.
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Project No. 1161-E .26 November 1974
17. The lot should be gracl"d t:o provide p0$1tive drainage away from t:he
st:ructure and the top of nny slopNl, cut or fill. · Lot drainage should
be to an <ipproved drainage course;
18, No water should be allowed to poti.d cin the lot either dudng or after
tlle c.onstruc:ti..on.
Slnb-on-Grad" Construction -----~··----··--···-~-
19. l"or slab-on-grade construction, the following items are recommended:
a) Sl.~los are. not recommended unl()SS the rm-s:i.te fills are
removed mid recompact..,d, If constructed, r,aragc slabs
should be poured strn.,,turally ind<~pendent of the p<:>rimcter
foundations. Living area slabs should be rcinfot"ced with
a minimum of wire mesh.
b). Subbase sections should be composed of a four-inch layer
of crur.hed rock, gravel or other approved granular - v·/··
material to S1'rvc as a capillary break and cushion layer,
Refer to Paragraph 15 for.gradation.
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Project No. 1161-E 26 November 1974
c) Slabs which are to receive composite floor, such as wit:ld'I\
living area,;, should have a wnterproof mctnbrane placed
between the rock cushion layer and the e.oncretc slab,
d) The subgn1de soils r;hould be thoroughly w"tted down prior
to plaeing the waterproof membrane i.n livini:; areas and
before placi11g concrete it1 otl1er area$ ..
v· 20. The soiJs of the ar<>a arc considered minimally expansive and, therefore,
--~-·· .~ -·--- ·····---·---~-~.-·~·-
the use of continuou,; roof gutt.,,rs is opU.onal. However, ·if roof gutters
are used, splash blocks should be provided at t~e down$pouts to prevent
erosion of the foundntion soils, ~ositivc drainaE" of the lot pad is re-
quired to prevent ponding of storm water upon the pad. Liberal lot slop"s
should he provided in . final gruding to remove aJ.1 !,;torm water froni the
pad and 1:0 prevent storm wat"r f:rom seeping beneilth ·the house,
21, Due tQ the proximjty of the San Andre.us Factlt, t.he structure itself
sho"11d he designed in accorc\ance with th" current directives and criteria
for seismic design within this area,
14
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PrDject ND. 1161-E 26 NDvember 1974
LIMITA'l.'IQr<S AND UNIFORMITY OF CONDITIONS
l. The recommendations of t:his report are based on the assllmption that the
soil conditions do not deviate frow those disclosed j_n the trench .or as
1.ndicarnd by the geophysical survey. If .imy y<1riations or undesirable
conditions are encountered during construction, or if the proposed con-
s!:ruct:it>u will differ from that ptanned at the pres1'nt timr,, TERRASEARCH,
INC., dtauld be notified so that supplcmenta] recommnedations can be given.
2. This report is issued with the understanding that it is t:hc responsibility
of the ""1'!lcr, or of his r<'pr<'sentative, to enstire that the in(onnat:lon and
·rec()!Il!llendat1.on~ contained her.,in arc called to the attention of the Architect
.and Eng1.ncer for the project and incorporated into the plami, and that
the necessary steps are taken to see that the Contractor and Subcontractors
. carry oat such recommendati.on» in th.e :n.cld,
15
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APPENDIX A
Site Plan --···---
!-~f Test Tnmch
Summary or Labor!'~().!;)'. Test. Results
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Slide area
Project No. 1161-E 26 November 1974
•
t .. --··--··---Property Line
TEST TRENCH
AREA EXPLDROR
' < .. ~-~· ..
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.... "' . "l.
'5 ,... ~ i:'l z 0 '
b "' 0 ..,,
co 10 20 30 r.o lio 70_,
N35°E
' Lt· -BrOWn .Ch1yey 'SAX!l wi h sor.te roe
,Red-br~"" Clayey SAND w/Fran-ciscan Sandstor.e fragments . · ~ot (sub rot.mded) to 6" in diameter .I ccasionally larger -j----P-
ll3
----- :Z.z 01;-t,;re~
Coarser rocks in trench bed
---'
eo 90' ,, 100 110 120 130 140 150 , .
FILL
---.- -- - --:-.. · · . -. Coars.er rock fragments) -- ............ ""'·-· "'" .B ,-•• •.o;o.-- c.t •o . iue_ r --0~-a·~-o~u-e and oo--c- -o ~ -
30?
·-sra. No.
50 75 50
Depth
(ft.)
1 5 7
Dry Density (p.c.f.)
92.4 101.8 104.9
TABLE I
Project No. 1161-E 27 November 19711
Swrunary of Laboratory Test Results
Moisture Content
(%Dry wt.)
10.2 10.0 17. 3
At te i h er,.s..14._mJJ.~ Liquid Plasticity Limit Index
(%)
? f. 1 'f
20
Unconfined Comprc.s::~i.ve
Strength
Direct C1Jhcstor1 (p. s. f.)
•
0
Shear Angl.c of Inter·nr.Il Frietion (degree)
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APPENDIX B
·'··-
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t:'.NotNt.:i:~1Ne <"-5':0L.<:'.)Gl~T
lti;:Al..ll"OqNt ..... ~ll;;~lt;;TRA.TtQN)
ALLIED GEOPliYSICS
P.O- Box ~0.3 C:.AN ..rosE. CA. 9!5tOEi. (40(n 2!S9-'26·0a
for TERRA SEARCH, Inc. (Drew P·arcel) West side Sanborn Road, Saratoga CA
Scfsmlc refraction lines and prof I lee
~: October 31, 1971~ (field)
Introdt1ctlo~: The two seismic refraction lines were run
at the request of Terra Search, Inc., to.augment previous
trenctilng and other field studies; In order to reach to a
deeper investigative depth •.
Location: The site Is shown on an Index and plan sketches.
This building site is on the westerly side of Sanborn Road
along the westerly side of a private multlhome driveway, In
the• southwestern corner of Section ~4, Township 8 South,
Range ?. West, MDnM.
Data: Two seismic refraction I Ines were nm as shown on the
plan loyout. One line was 200 feet in length, #1-#2, and
one was 100 feet In length, #3-#lf; slightly overlapping In
order to have overlapping continuous bedrock velocities if
shallow enough. The two plates lnclu~e the .Tiffie/Distance
data In mi I II seconds and feet, with velocities in feet per
second. A Bison signal enhancement seismograph, tv'odel 15708,
was used in the field. Interpretive profiles are drawn from
·I T •: ::-
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":~ ....... ~-:J.•··-~....-~--~·~· .. . ~ ..... ~,,...;;,__......_,f!'o._ ........ ~~ ......... --.... "· ... :·-··-·,~-~~;.,-!1:...,:~·' """'"'·"'~""'-•'-'"'.,._..,__,~-'1.';"---·~~~-,.,.~~~,...~·:·.· 1.wl~~~-J.i~
•
' . Terra Search/Drew 2.
the basic data on each plate. Velocity layers were
Interpreted as fol lows:
V = colluvlum, including a thin al luvlum 1 surface and washed landslide debrl from
up slope to the west
= partly cemented and compacted col luvlum, or containing many large hard boulders
~ Cretaceous age In old dormant (low velocity)
, •.. :
hard bedrock of contact without I nte rfac e.
two types a gouge
l/.ost Important, no· velocity break or vertical offset was
found in the upper 33 feet of broken rock matetlal; in
particular the v2 layer. The v1 layer was loose e~d random
mixed as shown by the record station points. variation ln
velocities from 800 to 1400 feet per second.
The site Is regarded as bulldable with foundation
deslgn controls to prevent any underground water downslope
flow from backing up.
Respectfully submitted,
R. lJurton Rose, M.A. CA Geophysicist registered #397
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Q VERSATILE perlormant:i!,. Cor:r• plele, undishirt~d wi!lveform 1$.·dl~· fllll)'J!lcf tJerrn;!inenUy (lver eriflr~
swli~P Uflfil er.a!l-~d. mey be r11ct1tded Ol'J scc~ssoty seh;r.1ic fe--Corder~ ~r Poltir(lld l1jr(:. \Viii •ci;:'"pt !llO'!ll :Sli.tf'!di!rd lr<..1ri'!i.;"1Jee1s tor use on land. hli'll~h. oi;iHshQt<e !Cir d'ownholi: mt!a$1itehn~:1h1.
The depth cllpobility of engineering seismographs has been dra1naticufly increased by thG: use of BISON Signal [nhancemnnl conecpt by wl1ict• seisrnlc \v::i.vcs from i1np.:-tct sources are stored and summed. The $UrlHt1.:.ition from repeated irnpacts
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f-fcrc is the Signal Cnhtir1cen~ent technique in nctior:t. It ndds together signc:il:=; frorn rcpc~1tcd im· pacts. Thu true siun<'.!ls al\'Jays arrive at the same tin1e and .;:idd direclly, \vhcrcns CQ.r1h rnovemont noi::.o qcncrntcd by vehicles.. minin~ or drilling mnchine-a, high tension \l'!ite::-. nr v:ind. arriv~ <::11 randorn times .Jnd tend In ~anccl out. The complete \V.Jvo~ form i$ di~pla}'cd p~rman(:ntly untl! c·r~scct. T~1e
Selection. Oiclding nod E,tim,,lina. Wal'" \Villi Location. FoundJtion Stuc.Jir.s. OLJrri~ile lnvc~ti~)ation~;. Mir1ing lnvesti9aliar1:5. Gcolol)lc,J! Studies. Graved and Rock Prospecting_ IJJatcr Supply. S.1.nlt::lry L~ndlill Evaluation, Slope Dcsi~n. L.andsli<lo In· vcs.ligalion.
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