OtflCEgmw.consrv.ca.gov/.../APSI_001892_19850120_Report.pdf1985/01/20 · County Administrative...

S.T ... Tf Of CAUFORNIA-THE R[SOURCES AG[NcY

OEPA~TMENT OF CONS[RVATIOH

DIVISION OF MINES AND GEOLOGY BAY AREA REGIONA.l OtflCE :3aO CIVIC DRIVE, SUITE 100 PU:ASANT Hill. CA 94523-1997

Pl~ONE! {413) 671-"49l0

Mr, Lou Blanck Engineering Geologist Department of Building and Sa~ety county Administrative Center 4080 Lemon Street, 2nd Floor Riverside, California 92501-3661

Dear Lou;

• ftf GEORGE DEUKMEJIA.N, Go~1rt0r

•

June 26, 1986

We are placing on open file the following reports, reviewed and approved by the County of Riverside in compliance with the Alquist-Priolo Special studies Zones Act:

Fault hazard investigation for property lying on NW corner- of Florida Ave. and Los Cruces Drive, Hemet area, Riverside County, CA, Sec. 12, T.55., R.lW.; by Lewis Lohr; Dec, 5, 1985; with addendum of May 13, 1986 (County Report GR 340),

Fault investigation for proposed wash room facility, Glen Ivy Hot Springs, Riverside County, CA; by Leighton a'nd Assoc,; April 4, 1986 (County Report GR 358).

Preliminary soils and geolo~ic hazards investigation, Tentative Parcel Map 21194, APN 909-070-008, Murrieta, CA; by Soil Tech; Jan. 20 1 1985; with supplements of Jan. 21, April 14, April 25, and May 9 1

1986 (county Report GR 349).

Sincerely yours,

Earl W. Hart, CEG 935 Senior Geologist &

Program Manager

EWH:rfq

cc: A-P file,/

,.

C«> "Ullt11.1.t y o 'ff lEC..:i. "lie e I'.9S :i. d ce DEPARTMENT OF BUILDING AND SAFETY

D J'I.. T 11,,. ---"M.:.a_,,y_2_0-'-'-, _l_CJ_e_. 6 ___ _

Lou T3lanck, Enqinc:eI'ing Cieci:l ogis l:

Geoloq ic Reviow of Rcpor ls for p;:.1 rce ·1 !lf9µ 2 7 J 94

We 11avc revi.C!wed tht; r.·erjo:r.t~ prepared by Soil 1rGcl1 entitled~

P:r.eli.m.inary Soilt; & C(·~olo9ic Hazards Lnvestiqat.i.on, Tc~ntativt~

Parcel MaJ_): 21191\., i\PN: 909-070-008, du.t.cd Januar.·y 20, l.98S;

Proj~ct Nu.rnbor: 1S24-,-PS-8G,

Ceologic uncl Seis1ni.c ttuz;::ir<ls Tnvest.i9at.i.on, ·rcntut.i.ve l111rcel f\1ap 21104, Mu:rr.iet.a Californiu., dated J·unuaL·y 21,,. 1986; Project Number: 1521-PS-86,

C..lar.ificvtion on Prel iminur.y So_i l~; und t3e.ismic H,':=tzur<ls l<:.eporL/ Tentative Parcel Mnp 211g4 (dated ,Ja.11uar.y 20, 19Hf.), d;1ted Ap:r:il 14 1 l.98G, Project. Nu11lbGr+ JS24-PS-86,

Letter ot Clari!: ir.:a tion-Cieo .l oq ic ,:;ind SGi.~;rnic Tiazu.rd~; lnve~; L:,j qa tion, Tentat.ive Paree.I Map :.(1..194, GR~J 1f9, cJJt.0.d l\pril 2!1, J.9B6; .P.rojecl: NWU})er: 1S24~F'~B6,

l\d.dc.:ndLun "I-Let.tor ol Cla.r.·i ficat:i.ou~G(~olo(Jic and Selsn1ic Huzarc.Is Invc~!;·tiqa.t.i..on, Ten.t.o..tive Pa:r·ceJ Mcip 21194, (Gl~-349), detl.cd May 19, l98G; Project Ncunbcr: J 521-P-86.

Bot11 .Li,queriction an<1 a faulL h?-zard invest . .i.qu.tion were pcrformt~<l. 'The fauJ.t_ hazard investigation was con~~g-~;_d· -~j.n·~~lCcOI:ct,J.!"'c~_JY).,~JJ. .. 1-). lquist:-~i:-io l.o Spqc.J:~l), Stu(ti.ct• ~Ont:: re...-{u f.renient~;. ·-·A. 50 fo~t. ;·;-b~1l~:i.'i.rHJ sc?.tbac.k 11 110..S be8n recornrnendcd [.com th.e nortl1 property line apparl~IlL..ly 1J1::~caut.:e plotti.ny of the fault lucJtion frorn ·p.revi.out; udjacent. (Gl;:.-1.99) places near. the nort.h propci:-ty })ounda;;-y. No faults wGre reported Gncountc!red in the Lrc~nc1"1es on t-.hc: s:i te.

Jn uddition, the pot<=nli.::i . .l for liqu~fact.:ion to 0cc11r at the site h1"1:; been i.dt::n ti f.ied. Specif i.c .recorrutlenda 'Lion~> h,J.ve bt':!c~n nla.dc~ tor:- f ori.nda ti.on des iCJn i)nd yradin(J to rniti..gate the~ li<]_ue[u.c;tion }1azu1~d.

The following cond i.tions a.1:e app.r:opr iato t:o this J_)ro .Ject:

284-143

J,. Human occupancy :;tructLLres 5:;}1a 11 be set back rJ rninimwil of 50 feet frorn the north _pr01Je.r.'ty line unlc8~> ttddit..i.oni::il rJeol.ogic s1-.udy clci:lt'S tf1is i3.reu..

2. When irv:.1.i.vidnal plol plnns a:r.'e subtn.i.t.tc~u, tl1e buildi ny dr..~;i(_i n by s Lrqc tura 1 e.ng i.neer:; to 1ni tiga te the 1 .i.(.1uef a.Gt.ion i~; .SU})jcct to review by th<= 8uiJ din9 ond ~;u fc:.ty IJla.n check ~eel.ion IJL'ior to i.f;~;uing bui.l<.llng pe:rrni t~; or J?lot plo.n appr-oval.

1/80

Metno Cont r·q May 19, 1986

:~. l\n As-Grad~ .t'epor:. i.~:; f't:::r,~.t:-t.:·d f 1 .. 0~:-: the Geotcc...:hnical Consultant to voriry gr.}.din13 ;·,.~1 :; hc·c:~·, .:.!.cca:-:-,plis;;,ed a'.:; recommended to 1nitiga.tc the 1 iqta.:f;.~-~-.iu:i :·:a.z~·~rd 4 Jn t~dditioa l.hc t.r:ench backtill t;l1al.~ lH2 ct=.:r ti r· i.t··(: .:1 ~. ;_ .. ·r.-or:·e:r· l.y con1paGt.cd prior Lo issuing building per1nit:::.

County Administrative Center• 4080 Lemon Street, 2nd Floor Riverside. California 92501-3661

·.

Apt"i l 7, 1986

Soil Tech 27715 Jefferson Ave., Suite 109 Temecula, CA 92390

GR-349

Dear Mr. Bainbridge,

We have reviewed the report entitled:

Geologic and Seismec Hazards Investigation, Tcmtative Parcel map 21194, Murrietta, California, dated January 21, 1986, prepared by Soil Tech, Project Number 1524-FS-86.

and it appears clarification is needed in the following areas:

1. We have not received a response to our letter of February 24, 1986, regarding review of your January 20, 1986, liquefaction investigation on this site. ·

2. The registration numbers of the geologist performing the fault hazard investigation were not found on our copy of the report and are required.

3. Faults of the trend shown on Plate 1 could pass between trench 2 and 3 without intersecting trench 1. In addition, the southwest Special Studies Zone Boundary appears to be 800 feet soutl1• .. 1est of the ccnterl ine intersection of Cherry and Jefferson. It appears that trench 3 does not go southwest to the Special Studies Zone Boundary. Please provide your evidence for positive observation on 10+ feet of geologic strata in these gaps.

4. Several items from CDMG NOTE 48 appeared to not be mentioned in the report. These include the potential for:

a. Seismic settlement and differential compaction b. landsliding c. earthquake-induced flooding d. ground lurching and amplification

Building Inspection (714) 787-6146 •Administration (714) 787-6155

•

Land use Code Enforcement (714) 787-2011 ·Engineering Plart Service ('/14) 787-2954

•

I • ~,

If I can be of further assistance, please contact me at 714-787-4081.

Sincerely'·

Leopoldo Rojo, Jr., Director DEPARTMENT OF BUILDING ANO SAFETY

.A/-.; fi-fJnfi.l~£-tb By

jJ, / Lou B 1 an ck "/-"!/ Engineering Geologist

J:'obruary :!4, l 9!36

Soil ·rech 27715 Jefferson !\venue, ~;uite 109 'l'emecula, Ci\. 92390

Dear M.:r.·. Uhrich,

County Administrative Center• 4080 Lemon Street, 2nd Floor Riverside, California 92501-3661

GR-349

We have reviewed the rei-lort entitled,;

P.relirn.inary ~loils and GC!olog.i.c Hazards Invr:~stigatic;>n Tentative Parcel Map: 21194, llPN: 909-070-008, dated ,January 20, 1986; prepared by Soil Tec!1, Project Numb('~1-: 1524-ps-86.

and .it a1J11ears c;:lari.f.f.cati.on is needed i.n the fo.llowing ar~as.

J.. At least a portion of the site appears Lo be within the State A.l.quist-Priolo special stu<lles :i:one. A rer)ort in accordance wi.th th0. SIJ0.Cial Studies ZOllt3S Act u.nd CPMG Notes 37, 4J, 44, 46, 48, and 49 i~:; required ,to l)n submitted, revised and acc.epted by t11e County. l).t"io.r tu planning af)lJrOval J_)er ordinance 547 .1.

2. Please evaluate the li(1uefdction polential ut the site consi.dorinq the 9roundwater coud.ition~:; tf1at will exist during the life of the propo~:;;ed ~:;tructurcs4 Whc~ro is the~ sl1allowe~;t g.roundwaler on the site? i'Jhy docs the groundwater elevation differ across l.:he site?

3. 1l'he rock accelerations enLered .into tho Pet.al Program appeal;" to h.J.ve boon :r.oduced to 65%. Does the progr-am rcdnco them anotl1er 65%? Doe~; Section 4. 3 .1 of the report 1nean that the 0. 15 to o 4 20g .reco1nmended accelerations a.re for use in Ll1e UBC fonnu 1 a a..nd that they can be reduced by 0.65?

4. Consideriug the a·nticipated differential seLt...:le.inent of sever.al inche~;, r;hould th~ building de~·;icJn be :r·evi.ewed by a structural engineer? Is the:re: any i::iotc~ntial for the walls of the proposed tilt up to fall from thi.s SC!ll.tC!mcnt?

Building ln8pectior1 (''14) 787-6146 • Administrotion (714) 78/-6155

Land U5o CodP Fnforcemcnt (714) 787-2011 • Enqineerin1 Plan Service (714) 787-2954

'

P11gc 2 (continued)

lf l can be of furthci:' assfotancc pleane feel free lo contact me at (714) "/W/-4081

Rcspcctfu lly yours,

Lcc)poldo Rojo, ,Jr. , Director DEPARTMENT OE' IlUILDING AND SAH'ETY

IlY_~~-----"--" LOU Blanck Engineering Geologist

- , ...... ( .. ' ·;·· ..

'· .;;>'·'·" ' .... ;

.. ' '. , ...

' ~: ··;~.,:·~~~·~\' .~.~i ... ;:.~' .. :~ .. ~.~: . ' . -'•·"• ~;' •''. ·-·.'.

,·., •• ~.--'"'''"""',",,.~ •L•• ,. ........

'·~"

. CHECKLISTS FOR THE REVIEW OF GEOLOGIC/SEISMIC REPORTS l. . . - .. · , '• ' ·- .. ' ' , .. ··.- .•.. · '.· • - - .

' ··~ ~.,:' '·• ·· ··:·.-.. :~ ·.·!:;~·!"· ~:~':~~·~r~.'(~: ··, ·:, · · -'.r· .-".'? ;,~~:·.: •• ;< ·

... ,·.-The following chtcldists, "Review or the Geologic Data" and MRcYiew of the Seismic Data'', were ~ for the purpose of deknnining the adequacy of gcologic/..;,.mic hospital site reports that arc prepared by <0n>ulting engineering g.:ologisu, submilled to the Offioe of Architec1ure and C.Onstcw:tion, and reviewed by the Division of Mines and Geology. Tlili review proc:«lure is requited by regulations of the California Administrative Code, Title 17, Chaptcz 8. Safety of Construction of Hospitals. In addition, CDMG Notos 37 ud 43, which arc referred tO in the rqulations, provide guidelines on the p~tio11 of geologic -=-mlc reports.

··-· --:-~ ·.,'' ·. ···~ .· ': . ~- .. -.. , -

;I : ;:1 .' . ~ -;.

. '.:~·:::::r·:~J:~~'.;;'_r·.·.~,·.: : · ·. , ... , .'.,~·;~;'.J~r~:~·:; ~·~'.···;,,_~: ... _ -. REVIEW OF THE GEOLOGIC DATA-:'._)~.. . - '"··~.~~·::.

~ .~ .... :•·.~·;1,:,r.~i;ft;Jt~r<f~~;··~:·;.:· ·~ > ·'':· .•. ·-_ ·:~

.·. i:;;~'.'N'~--··'-f I? J 1 'J Project Tt°/V/ 2 fl 9f . r ~r.ation .Mwrn of]!

Review.id by . f! 28 ·· ~·;,.,.":?~teRevi&Wed'>~/3/r(,

SUPPORT DATA . ~ :· '-····

'· S<irface geologic information and • mop (minimum scale map 1:24.000)

2. _ Subwrl•ce geologic Information ' •nd ·map (detailed geolOl)ic c,......

section)

3. Foult• mapped within or adjacent to site

4. Magnitude and diotence of ell rel&-wnt fauhs within 1oo-bn r.adiu.s

5. Potentiol for liquefaction (ground water end soil condition)

r/

v v ./.

REVIEW OF REPORT INOICATES THAT

'' '

.&"r .. t,&·.-v ::~·. ~.,,,(o:s . II~/.

" -

v T"r r;I z 1 ~ Ice !fv. t-:1\.-. -:P:-o-te-n-ti:-e:"lf:"o_r_H_l:-sm-:-ic_H_n-:le_m_e_n_t-·a-n-:d-11--'7--'I · / · · ·

differential compacliOn ,/ Jw- r ,.,,M·l-v.. 1. Potential for land•liding

fl - Potential for eonhqwtk<l-induced flooding

11. BibliOl)rophy

12. Ropon prepared or· oigned by Eng;. :. neering GeolOl)iol cenified in Celifor

nla

13. I~ the site i• witllin an Alquist-/'riolo Special Studie:I Zone. wos Ille study conducted in accordence with the procedures esteblished by local goy. •nment1

14, He• the City or County Seismic Safety end Safety Elomont of the General Plan been co,,,idered during the preper•tion of this report1

15. He, the e"gineering geologist indicot~ ed that he visi1ed the site and verified the support data7

/

v

v h "· f ,,.,,.......~ ./ nd/nA,.J...;,-.

Review,~o.· __ £ __ .::,.

"·'• ••• .,:~.;.i.:.v;•'·h'•.:.:'•v ··~·t .'"'·' - ' -' ~· :

· .. ~·/:;;_·,~~!'-.'(.~1 ... :~~ ·~·

~~;:."";., 'r . .;.,;_·,,.

... , .. ,, _ _..,,;. ......... ,.

. ".' '' ~: .. '

':_.,

: .... ~ :~

,. '

....... REVIEW Of REPORT INDICATES THAT

1.

2.

3.

5.

,::;<:;z. ; . IL

.. ,.: •..

.... ;.:.,'.;_ $UPPORT OAT A

·-·. ·~· . '. '·. ·--. '.'-~ ;:;~}·~71==~~:>~. ~:-: '!-,~ -.

__ :,-~; ;;·,j·;~~~=:.~1.:~ ~ .:

::; :-.~i-i?.<'·~·<: . '\;:: ;'_ ~:,;~:,:~.~::;:.~· .. ~'

. Location of alte (latitude and longitude)·

'-''··' :. ::..-.c.· ..

Poctnctal lot liquafaetion ... ~ -

.·.,·~· ':

. ,._. __ .,.,,~, ·. ····- . • :·::· :r.:.:·, < .-: .::.:.::).;J.::i_t, ":~.t:·.• ~.;·~·._-:·.~~'.';:).:· .. :.~~.l >i<J~~ (..~;:;<.·:;;:'·'

~· .

. .,._ ....... . ·.t··~··-···

'·

···"· .:.-<coMMENT .. · .... \. ·:-·~:::L·:j.~ t;,;:if.::->:!·~~~-- ··--~ /·

··. ,.:· ·I:•: '···.L ''''·'": ·;:

·- ~\.·:. ~···;~-·

' :··.

•c, ;·

-~. - •. ,·=:·::.. '. •· . .. ~·.':'."--::-:-::-.·.:·,:.:-;·.··

.:.~~.:.~ .:~ :::;.-;.. -·• ·.:.-_.:;.;-; .. -;_:..\;'.'..;· ~·. :, .

···.~·' •' ·,··

.. •

' '~ .. ' :. : : : . . . '-·-. , ... ,,·-.,~ .. .-~.,..~~~"i'"'°'."~;.i~'."'='-""~·-"--·, ::,,,; ... :.......,

·-~~~· ;,f:-:"'1~~71.): ; ifr ':~i.::·..::: ~J:' ~.iJ'.:';· t--7-.--P-o-te_n_na ___ l_f_ot_g_r_ou_nd_lu_r_e_h-in_g_a_nd_a_m_pl_i_fi_e.a_tJOn_.--lr----i,,.....-/_,+---t ~ ~ f...~ ~ .:.,.,. ~ ....... ,.,__.

~t·-~:-:f. .;.

-~

;-; ·j· _

_ ;.i ·.~ ~· ~:.:

....... ·.; -~· .• =.:

..... - .~!~_;..:,~_;:; ,, '

•R<quiro<t for dyziami<: ~ considcnotioDO "" foundation .,..i S!ructunl 11Ub\lil1, •• Rd'ors '° lfOWd '"""'1<ralion ...... l<d i.. <he Opin;.,,. No. CV7lt204• J 111n4. "' 11>o

·oir..., cl Ibo Al!Onl<J' 0......S.

:··.·: . .: ~·- . ,,:.;:.::,,J:, ,~ .. .- ~-':

_. :· :~::?.:; •. T":

-~:~:ti.-.~:);\_~. .. -~2:,~s~·,. _

,-:·_ : .~·,.~

~·~r~r

-~

>i ., < _, \ •"

.:'

: ,_.~-- .. :.:: .. : ~

.,,_,_

·, ',

,·:

.......

"

.. ' ,,., .:·.···"

.. -.~-·-·····"·'·:··1

\.,_ .......... 1':.:-

,,.. .. -.. , .•. •-,··-·~-·.- .... _..

'0 :.'·1,1;

: ·•.

:·. •"

' PY A. RWS, JES 9hS • l.l'llT 10/7\I

- .... 1.·•·,·· ., ,d··-+--~-'T'~-..._: .;,.•

:.'.,:;~ .. ;i~."('-':i·.:~.~. ·::·.; ·;..:: ' :'7;:'i:-· ,f ·:

·: .'.;1,:.·.,., ... -

· .. ~. :~~;;~_:f.~.'?{.~;£~i~:;:~.:··.:;;;::;.z:i·::~:~~7~··:.·-~ - ........ ~ '• ·' '. ,,.,,. ,. ' ... . . ..... , .

·:~-:'·::~::fa;:;;;;;~~~,~~~;;'.~""-~'<······-····-··. ... ,- ~~,

:.,-~"./. __ ·-· ---v·-- ... , .. .__ .. ,., .. ,.: . . ' ' '• . : .

'." .,,.;;,""'." . .,;~:,:,.~;j •. /_~i.'. :i: __ ':i:~-(_:;':·~:-::·:~:~ -~ :,~:'

. · .. ·, .... ....,,~ .. ..-....~ ... ~ ..... ·- "\.· ~- ~,· . ..:i ;,.:;,:::

., ·;-:-"':-~~""":"':'':':'••.; :.~--.·-· .. ~. ,.,.., ~,:~ .. ·~· ..:·

;, ,~· "f~:t'.~~<=/:~. ::';:;:,'7> :'. ' -··,• ~· •, =··-· ':'"~·-;·~· ~-~IH""'•"~ '-'""<~·~.M·,7-~ .• ~· .... -·g

· -'·' i ~~ '·~~:..~~<~~-t- ·.:..·.-~ ·::·~ ... ':;--~:.~.~-.· ~ .,.:;n_ '.:~ ·· ·.rt ' ·< ~.i .. ~· .. >.s.i~;. \'("!.:.'_ :/-_·~: -, ~~~?~· .. -"·

- ' • •• ,~;~ !\ ~.~.:'"" • ·.:1. V,··;.'~

. ·- ~·;.-._c.f," ,. ;; •. ~. ,."• .•. •

< :·:>~:>:. • :: I f•

. --, ::- .·

\· _.,.

.•.. ~

I STATE OF CALIFORNIA THE RESOURCES AGENCY DEPARTMENT OF CONSERl/i'TIC

,, . F..,r a list of geologic maps .end rep.orts avail•ble ftom the CAiifornia Division of Min.es and G&etogy. write to the California Division of Mines and Gee P 0. Bo• 2!!00. S.ot•m•nto. CA 11Sa12. or visit our Oisuicl omeea in SACRAMENTO, 281S .. 0 .. Stteec; SAN FRANCISCO. Room 2022.. forty Buildir.g. ANGElES. ~oom 10il$. 101 So1.11h 8roadwav.

::·.. . . . :, ,, ,;. ·;:·-:,: '' .. ,

•

•

•

•

•

•

•

•

•

•

•

Preliminary Soils &

Geotechnical consultants

Geologic Hazards Investigation Tentative Parcel Map: 21194 APN: 909-070·-008 Project Number: 1524-PS-86

Prepared For:

Rancon Corporation 28636 Front Street Temecula, CA 92390

" -

27715 Jefferson Avenue, Suite 109 • Temecula, California 92390 • (714) 676-2745

Soll Engineering Inspection & Testing

•

•

•

•

•

•

•

•

•

•

•

Site Description and Proposed Development

Scope of Investigation

Site Geology

Seismicity

Earth Materials

Groundwater

Liquefaction

Conclusions & Recommendations

Earthwork

Foundation Design

Preliminary Pavement Design

Pre-Grading Conference

References

Field Log Summary

Maximum Density Curves

Field Compaction Test Summary

1. 0 1-2

2.0 2

3.0 2-3

4. 0 3-5

5.0 5

6.0 5

7.0 5-6

6.0 6-7

8.2 7-9

8.3 8-9

8.4 9

9.0 10

12

Exhibit I 14

Exhibit I I 14

Exhibit I I I 15

Exhibit IV Grain Si~e Distribution Summary 15

Liquefaction Evaluation (Diagnostic Printout - "Petal" Program)

Laboratory Test Data Sheets

Field Logs

Preliminary Soils Investigation Site Plan

Appendix A

Appendix B

Appendix c

Appendix D

Soll Tech Laborotorles

•

•

•

•

•

•

•

•

•

•

•

Gootochnlcal Consultants

Geology Soll Engineering

Inspection & Testing

January 20, 1985

Rancon Real Estate Corporation 28636 Front Street Temecula, CA 92390 (714) 676-5736

Regarding: Preliminary Soils and Geologic Hazards Investigation Tentative Parcel Map: 21194 Assessor's Parcel Number: 909-070-008 Project Number: 1524-PS-86

Gentlemen:

This report presents the results of our Preliminary Soils Investigation performed for the referenced site. The purpose of the investigation was to evaluate the existing geologic and soil conditions on the subject property relative to the proposed development .

1 . 1

1.2

The subject site consists of approximately 18 acres located northeast of Adams Street and Cherry Street, in the County of Riverside.

Topography across the site is essentially flat with surface drainage to the southwest at a surface gradient of less than 3 percent. At the time of our field investigation the site was covered with a light grown of native grass and weeds .

27715 Jefferson Avenue, Suite 109 • Temecula. California 92390 • (714) 676-2745

•

•

•

•

•

•

•

•

•

•

•

Rancon Corporation TPM 21,194 Page 2

1. 3

2 . 2

3.0

3. 1

3. 1. 1

It is proposed to divide the site into eighteen one acre parcels. It is represented that the site will be developed as an Industrial Park with industrial and commercial buildings. The exact locations, types of structures and street alignments are not known at the present. For the purposes of this investigation, analysis will be limited to light industrial structures of either woodframed or tilt-up concrete design .

The scope of work performed in this inveatigation included a site reconnaissance, subsurface exploration, engineering analysis of field and laboratory data, and the preparation of this report.

Two (2) exploratory borings were performed at the approximate locations indicated on the Preliminary Soils Investigation Site Plan, (Appendix D). The explorations were performed by 2-R Drilling, through the use of a truck mounted 8 inch continuous flight auger. Two backhoe test pits were performed by M & P underground. to a depth of six (6) feet below existing surface elevation. Compaction testing (ASTM-D-1557) was performed and bulk samples were obtained for analysis. The maximum depth explored below existing land surface was approximately forty (40) feet. The excavations were carefully logged, noting natural soils, fill materials. and subsurface conditions encountered .

The project is located in a seismically active region of southern California. The following fault zones are considered potential hazards to proposed on-site structures during their lifetime.

The Elsinore Fault zone is mapped directly northeast of the subject property. A trace of the Wildomar fault is suspected to trend northwest/southeast along the northerly property line. A formal seismic hazards investigation report is currently being prepared for submittal to the office of the Riverside County

Soll Tech Loboratorles

•

•

•

•

•

•

•

•

•

•

•


3. 1. 2

3.1.3

3.1.4

4.0

4.1

Geologist. The Elsinore Fault Zone has experienced strong earthquakes in historical times. ( 1856, 1894, and 1910), and exhibits late Quaternary movement, Mann (14).

The San Jacinto Fault Zone is located approximately 18 miles northeast of the subject site and trends northwest-southeast. This is a major right lateral strike-slip fault which has displayed surface rupture and associated seismic ground shaking in 1899, 1918, 1923, 1934, 1937, 1942, and 1954, Allen (6).

The southern segment of the San Andreas Fault Zone is located approximately 32 miles northeast of the site and trends northwest-southeast across the southern front of the San Bernardino Mountains. It is a major right lateral strike-slip fault which exhibited major surface rupture in 1857 during the Fort Tejon earthquake and again in 1868 during the Dos Palmas Earthquake, Allen ( 6) •

Mann (14) illustrates the faults in the Temecula region as a series of high angle, (typically greater than 70 degrees} en echelon normal faults within both the Willard and Wildomar Fault Zones. Horizontal movements are indicated as uncommon. The total depth of the Pleistocene alluvial sediments at the site is unknown, however, they are estimated to be between 40 to 200 feet or greater, Envicom (16).

The project lies within an active area of faulting and seJsmicity within the Southern California region. This seismicity has included approximately six earthquakes of Richter magnitude 6.0 or greater within approximately 70 miles of the site. and approximately ten earthquakes of Richter magnitude ranging from 5.0 to 6.0 within 50 miles of the site. Numerous earthquakes ranging in magnitude of 4.0 and to 5.0 within 30 miles of the subject site have been recorded during the periods of 1932 through 1972, Hileman (2). This predominance of seismic activity has been associated with the San Jacinto Fault Zone along its southeast section in the vicinity of the Salton Sea and also within the northwest

Soll Tech Laboratories

•

•

•

•

•

•

•

•

•

•

•


4.2

4.3

4. 3. 1

portion near its junction with the San Andreas Fault Zone. The predominance of the remaining recorded activity has been associated with the San Andreas Fault zone. Only one earthquake greater than Richter magnitude 4.5 has occurred in historic time along the northern portion of the Elsinore Fault Zone in southern Riverside County, California, Kennedy (15) .

The most significant earthquakes which may affect the site are anticipated to occur along the Elsinore Fault Zone. Although recurrence intervals for maximum probable earthquakes cannot be precisely determined, it is estimated that a Richter magnitude 6.0 and 7.0 earthquake can be expected within the next 55 and 550 years, respectively, along the Elsinore Fault Zone, Lamar (11). Based upon a brief review of the seismic history of the Elsinore Fault Zone. it is probable that a local earthquake of Richter magnitude 6.0 may occur within the Elsinore Fault Zone more than once during the lifetime of the proposed structures.

An earthquake of Richter •agnitude 6.0 could be expected to generate bedrock accelerations at the site in excess of 0.57g with a duration of strong ground shaking of approximately 37 seconds, Schnabel (8) and Leeds (10) .

Considering the given data, it is possible that during a 50 year life, structures within the site will experience ground accelerations of 0.15g to 0.20g. Higher ground accelerations are possible within the subject property, however, the probabilities of these accelerations occurring are very low. One or two story wood framed structures constructed on the site should be designed to undergo ground motions of 0.15g to 0.20g. (Note that this type of construction may withstand considerable higher accelerations without significant functional disruption or danger to human occupancy). Special considerations should be made for the seismic design of any structures other than single or two story wood-frame design. It should be noted that the intensity of the anticipated motions will depend on the magnitude of the earthquake and on the distance of the zone of maximum energy release from the site. The above accelerations are peak accelerations and are not considered representative for design parameters. Recent studies


•

•

•

•

•

•

•

•

•

•

•

Rancon Corporation TPM 21, 194 Page 5

5.1

6. 1

7.0

7. 1

indicate that the Repeatable High Ground Acceleration (RHGA) should be of greater concern in structural design than the single peak of maximum acceleration. The RHGA for the site shall be 65 percent of the above accelerations, Ploessel (9) .

The earth materials encountered on the subject site consist of moderately sorted fine to coarse grained sands with varying amounts of silt and trace clays from the surface to a depth of 10 feet. Beneath this soil horizon the earth materials consist of silt with fine sands and sand silt mixtures to a depth of approximately 20 feet. From a depth of 20 feet soils consist of interbeded horizons of coarse to fine sands with silty fine sands and sand silt seams to the maximum depth explored .

Ground water was encountered at a depth of 23.0 below existing ground surface in exploratory Boring Number 1 in the easterly portion of the site. Ground water was encountered at a depth of 6 feet on the westerly portion of the site in exploratory Boring Number 2, (see Preliminary Soils Investigation Site Plan - Appendix D for boring locations).

Liquefaction is the loss of strength of cohesionless soils below the water table, when the pore water pressure induced in the soils becomes equal to the overburden pressure. The primary factors which influence the potential for liquefaction include groundwater level, soil type, relative density (Dd) of the soil, confining pressure, intensity and duration of groundshaking. Liquefaction potential is greatest in saturated, loose, poorly graded fine sands with a mean (050) grain size in the range of 0.1 to 0.2 mm. Considerable study and research has been done to correlate the soil parameters. such as density, grain-size distribution, and the affects of a earthquake

SOii T•ch Laboratories

•

•

•

•

•

•

•

•

•

•

•


7.2

7.3

6.0

or cyclic loading. The potential for liquefaction in zones susceptible to severe ground shaking is generally considered to be high where groundwater levels in alluvial deposits are less than 10 feet from the ground surface. Liquefaction potential decreases as the depth to groundwater increases, and is considered very unlikely when the depth to groundwater exceeds thirty (30) feet, primarily due to the surcharge affect of overburden earth materials. Reference for these are attached to this report. Our analysis takes advantage of this research and uses data previously adapted, correlated with the results of our investigation.

Field data and laboratory test results were compiled and utilized in conjunction with the "Petal" method for liquefaction evaluation (submitted to the County Geologist's office December 10. 1985). The "Petal" method is a computer program provided by the U.S. Geological survey which utilizes penetration testing, soil classification, unit weight of each soil horizon encountered, earthquake magnitude, ground acceleration and the depth to ground water in order to evaluate the liquefaction potential. A data printout is attached detailing the pertinent values .

Two Petal evaluations were performed with the ground water at the present level. Results from the "Petal" program indicate that the safety factor for potential liquefaction falls below the minimum acceptable limits set by the County of Riverside Department of Building and Safety at a depth of twenty feet. Liquefaction could result in a loss of bearing capacity in supportive soils below proposed structures during a seismic event. Recommendations for mitigation of liquefaction are provided within section 8.2 of this report .

8.1 Based on a review of the field and laboratory data the proposed development is feasible from a soil mechnanics standpoint .

SOii Tech Laboratories

•

•

•

•

•

•

•

•

•

•

•


8.2

8. 3. 1

8.3.2

8.3.3

Recommendations for Mitigation of potential liquefaction is incorporated into the site earthwork and foundation recommendations sections of this report. These recommendations are for light industrial concrete tilt-up structures and single and two-story wood-framed structures with a maximum footing depth of 24 inches. The soil engineer should be consulted for consideration of structures with footing designs greater than 24 inches in depth.

The alluvial deposits across the site can be excavated with conventional grading equipment. No rock outcroppings or boulders were encountered within our field reconnaissance and subsurface explorations. Depth to ground water should be considered when trenching for utilities .

The site should be cleared of all obstructions and deleterious material, including any miscellaneous trash, debris, and organic material that may be present.

In proposed building areas where the depth to ground water below proposed finish grades would be less than 10 feet, there is a potential for differential settlements induced at the surface due to liquefaction because of nonuniform soil conditions underlying the fill. The magnitude of these settlements, could be on the order of several inches, depending on the variation in thicknesses of the liquefiable soil and overlying fill . It is recommended that the native soils be removed to a minimum depth of four (4) feet below existing grade and replaced as compacted fill. Care should be taken to avoid encroachment into the capillary zone of the water table (!2 feet above water table) during the over-excavation operations. Heavy track-loaded grading equipment should not be utilized within this zone. The required compaction can be more readily obtained with wheel-mounted excavation equipment, (1.e.scrapers). Should an over-excavation of 4 feet not be obtainable due to saturated soil conditions, additional fill will be required to provide the required compacted soil mat . Prior to placement of f 111 the exposed over-excavated surface should be brought to near optimum moisture

Soll Tech Lciboratorles

•

•

•

•

•

•

•

•

•

•

•


content and compacted to a minimum of ninety (90) percent relative compaction, in accordance with ASTM-D-1557-70 . All excavations should be inspected and tested by a representative of the soil engineer in order to verify the minimum compaction obtained at bottom. Upon satisfactory test results, the excavated material may be replaced as controlled compacted fill .

8.3.4 Upon completion of the over-excavation operations, it Is recommended that a minimum of 5 feet of select fill material be placed within proposed building areas over the site in order to provide an adequate compacted soil mat .

8.3.5 Pipeline trenches should be backfilled with compacted soil. Backfill material should be replaced in lens thicknesses appropriate to the type of compaction equipment utilized and compacted to ninety (90) percent by mechanical means. Jetting of the backfilled material will not be considered a satisfactory method for compaction, unless approved clean sands are used.

8.2.6 Surface gradients should be provided adjacent to buildings to direct surface water away from foundations and slabs toward suitable drainage facilities. Ponding of surface water should not be allowed adjacent to structures or on pavements.

6.2.7 During grading, soil testing and inspection shall be performed by a representative of the soil engineer in order to verify that the grading is being performed in accordance with the recommendations of this report. Where testing indicates insufficient density additional compactive efforts shall be applied, with the adjustment of the moisture content where necessary, until retesting indicates satisfactory relative compaction has been obtained .

8.2.9 Shrinkage of on site native soils which are excavated and replaced as controlled compacted fill should be anticipated. We estimate that the shrinkage will be on the order of ten (10) percent. Subsidence of the


•

•

•

•

•

•

•

•

•

•

•

Rancon Corporation TPM21,194 Page 9

surfaces which receive recompactlon will be on the order of .06 feet per foot of recompaction .

8.3.1 Foundation design for proposed structures may consist of either isolated square footings or continuous wall footings founded upon properly compacted soils.

6.3.2

8.3.3

8.4

The maximum soil bearing capacity for the subject site is 1500 pounds per square foot.

The lsteral earth pressures of the near-surface materials when used as backfill for foundation and retaining walls can be calculated as follows:

Active: 55 pcf Passive: 460 pcf At Rest: 75 pcf

These indicated values should be applied to walls as an equivalent fluid pressure. If normal code requirements are used for seismic design, the values may be increased by one third (1/3) for short durations of loading, which include the effect of wind or seismic forces. For the calculation of passive earth resistance, the upper 1 foot layer should be neglected unless confined with the pavement. The friction factor between soil and concrete may be taken as 0.35, (Values are for nonsaturated soil conditions). Additionally, consideration to surcharge from overburden, structures and construction equipment must be addressed in the lateral design of such structures .

Proposed parking lot areas should be underlaid by a minimum of 12 inches of compacted native sub-base material throughout the site. The minimum relative compaction required for sub-base soils is ninety (90) percent. samples should be obtained after completion of grading, and prior to paving, for "R" value testing to


•

•

•

•

•

•

•

•

•

•

•

Rancon Corporation TPM 21, 194 Page 10

9.1

confirm the structural paving and base section design. The following recommendations are based on sub-base soils having an "R" value of 59 or better .

Traffic Index

4.0 4.5 5.0

................

Traffic Index

5.0 5 • II 6.0

Recommended Structural section f2r-~n~~2~g2r_Y2h!£!2_ Ir!!f !:!£_

0.25' 0.25' 0. 2 :I'

A.C./0.55' A.C./0.65' A.C./0.75'

Class II Base Class II Base Class II Base

Recommended Structural Section E2t_I£Y£~_Y2h!£!2_ It!!ff!£

0.25' A.C./0.75' Class II Base 0.25' A.C./0.80' Class II Base 0.25' A.C./0.90' Class II Base

Prior to the start of grading, a conference should be held with the owner, developer. contractor, engineer and soil engineering representative in attendance. The purpose of this meeting shall be to clarify questions relating to the intent of the grading recommendations and to verify that the project specifications comply with the recommendations of the soil engineering report.

This investigation has been performed in accordance with accepted engineering principals and practices. No liability is expressed or implied beyond the direct representations of this report .


•

•

•

•

•

•

•

•

•

•

•

Rancon Corporation TPM 21,194 Pa~e 11

Thank you for the opportunity to provide this report. Please direct any questions to this office .

Respectfully,

4)2.~~ Elliott Uhrich RCE 22031

~.~)\~~~~~ H.V~~~ Baimbridge Geologist

SOii Tech Laboratories

•

•

•

•

•

•

•

•

•

•

•


1. Dibblee, T.W., Jr., 1970 Regional Geologic Map of San Andreas & Related Faults in Eastern San Gabriel Mountains, & Vicinity: USGS Open-File Map, Scale 1: 125,000.

2. Hileman, J. A, Allen, C. R. & Nordquist, J. M, 1973, Seismicity of the Southern California Region, 1 Jan. 1932 to 31 Dec. 1972: Seismological Laboratory. Calif. Instit. Tech., Pasadena, Calif.

3. Jennings, Charles W. 1975, Fault Map of Locations of Volcanoes, Thermal Wells: Data Map series, Map No. 1.

California with CDMG, Calif. Geol,

4. Rogers, T, H., 1966, Geologic Map of California, Olaf P.

5 ..

Jenkins ed., Santa Ana Sheet: CMDG.

California Division of Mines & Geology (CDMG), 1954, Geology of Southern California, Bull. 170.

6. Allen, C. R., et. al., 1965, Relationship between Seismicity & Geologic Structure in the southern California Region: BSSA, Vol. 55, No. 4 .

7. California Division of Mines & Geology, 1969, Geologic Map of California, San Bernardino Sheet, Scale 1:250,000.

s. Schnabel, Per B & Seed, H. Bolton, 1972, Accelerations in Rock for Earthquakes in the Western United states: College of Engineering, Univ, of Calif., Berkeley, Earthquake Engineering Research Center, Rpt. No. EERC 72-2.

9. Ploessel, Michael R. & Slosson, James E., 1974, Repeatable High Ground Accelerations from Earthquakes: Calif. Geolo., Sept. 1974 .

10. Leeds, David J., 1973, Geology, Seism1city & Environmental Impact: Assoc. Eng. Geol., Special Pub.

11. Lamar, Donald L., Merifield, Paul M. & Proctor, Richard J., 1973, Earthquake Recurrence Intervals on Major Faults in Southern California. in, Moran, Douglas E., et, al, 1973, Geology. Seismicity & Environmental Impact: Assoc. Eng. Geol., Special Pub.


•

•

•

•

•

•

•

•

•

•

•

Rancon Corporation TPM 21, 1!l4 Page 13

12. Seed, H.B. & Idriss, I. H., 1970, A Simplified Procedure for Evaluating Soil Liquefaction Potential, College of Eng., u. C. Berkeley.

13. Engel, R, 1959, Geology of the Lake Elsinore Quadrangle, California: CDMG Bull. 146 .

14. Mann, J. F., Jr., 1955, Geology of a Portion of the Elsinore Fault Zone, California: CDMG Special Report 43.

15. Kennedy, M. P., 1977, Regency & Character of Faulting along the Elsinore Fault zone in Southern Riverside County, Calif: CDMG Special Report 131.

16. Envicom, 1976, Seismic Safety & Safety Elements, Technical Report .


•

•

•

•

•

•

•

•

•

•

•


EXHIBIT - II

SUMMARY OF MAXIMUM DENSITY / OPTIMUM MOISTURE CURVE

ASTM-D-1557-70

Test tl!!Jl!Q.!!£

sample tl!:!!!!Q.!!£

Maximum §'!me!J!_QJ!!££!e1!211____ QJ!!1!11t_1e!fl

Optimum M2!!1!!£J!_:!!

1. ONE

Test 1985 t!Q_,_ __ Q'!1.!!

1. 1-10 2. 1-10 3 . 1-10 4 . 1-10

5 . 1-10 2 . 1-10 3. 1-10 4. 1-10

Dark brown. fine to coarse sand with silt and trace clay. (SM) 133.1

EXHIBIT I I I

SUMMARY OF FIELD DENSITY TEST RESULT

ASTM-D-1556-70

Depth or Moist. Dry 12£'!112!1 !H.!!Y!!1!2!1 l<.2!11-'._! QJ!!l-'.._l!£f

T.P, JI 1 Surface 4.7 102.9 T.P. # 1 -2 Feet 7.9 105.3 T.P. # 1 -4 Feet 10.3 110.9 T.P. # 1 -6 Feet 11. 1 109.1

T . p . # 2 Surface 5,7 101.0 T.P. # 2 -2 Feet 11 . 3 106.7 T.P. # 2 -4 Feet 14.8 108.5 T.P. # 2 -6 Feet GROUND WATER @ 6

9.3

Rel . Maximum l<.2me_,_ QJ!!1!!11l

77.3 133.l 7 9. 1 133.1 83.3 133.1 82.0 133.1

75.9 133. 1 80.2 133.1 81.5 133.l

FEET - NO TEST


• Rancon Corporation TPM 21,194

e Page 15

•

•

EXHIBIT IV

SUMMARY OF GRAIN SIZE DISTRIBUTION

Percent Passing Individual Sieves §!!!!21!!._! !Lg: ___ 2L~: ___ !! ___ !~ ___ !!Q ___ !!Q ___ !2Q ___ !!QQ ___ !gQQ

2 100 100 96.6 93.2 60.7 19.7

3 100 100 96.1 95.9 89.0 52.3 • 4 100 100 99.7 97.5 83.3 58.8

5 100 100 99.8 95.9 67.1 26.l

6 100 100 100 94. 8 69.9 23.7 • 7 100 100 100 100 69.3 69.3

8 100 100 100 98.7 73.1 41. 4

9 • 100 100 99.6 97.0 83.9 l5 3 . 9

10 100 100 99.7 93.9 62.1 29.3

11 100 100 99.4 92.9 57.2 18.0

• 12 100 100 100 98.5 89.9 47.9

13 100 100 99.7 96.6 77.2 27.8

•

•

• SOii Tech Laboratories

•

•

• APPENDIX A

• (DIAGNOSTIC PRINTOUT - "PETAL" PROGRAM)

•

•

•

•

•

•

• Soll Tech Laboratories

• LIQUEFACTION PROGRAM

• ''PETAL'' Pro9ram, written bv A. Chen, adaPted bv A. Polo

TITLE: 1524-PS-86

e The site consigts of 6 distinct lavers

1 10.(iHFT.) 133.1(PCF)

-· 20. liH FT. ) 129.S<PCF) £ • 3 25, 0 (FT. ) 125 .12)( PCF)

4 311l, 0 (FT, l 133.i(PCF)

5 35.lll(FT.) 1.29.S(PCF) • 6 40, 0<FT.) l.33.l(PCFl

In Put eaf'th<rn:a.ke ma9nitude "' 6. 0 Ma><:im1J1r1 9f'(dJfld ac:·~el el'a ti •H1 "' Ill. 370 Gr- o u n d W"l.tSI' table d&Pth =23. Ill •

M~as. Eff. Total Insitu. M1:id. l~i~1..1~f. SPt/ DF'th SPt str-ess 5tr-ess str·ess 5Fl't str~e$S F ~- 1:: +~ o 1 ... 1:r•t (ft) (b]o)WS) (p:;.f) (pgf) r--3.. ti 1) (bl•)WS) r-a ti 1:i Ht.fetv input R.;;m;i.r-k:;.

• 5 . Ill l.2. Ill 0. 0 111. Ill 11). 11)0111 0. 0 Ill • li1111111 Ill • Ill Ill Ill :L6 .. Ill

112). llJ 13.0 Ill • Ill Ill. 111 Ill. 0(21el Ill • Ill Ill. 012)(21 Ill. 0012) 13. Ill

15.0 15.0 0.0 0.0 111. 000 Ill. 0 (£). 11)00 0. !2111)0 1.5. ~'

• 211l.0 23. 111 111. 12) 0.0 0. 11111!0 Ill. 12) 0. 11)00 0.000 23.0

25.111 37.0 4065.2 5126. Ill 0ft285 35.2 0.598 2. 097 37. '' SILT

30.0 34. Ill 5832.7 8453.5 0.322 28.6 lll.413 1. 280 34.0 SIU"

• 35. 0 39.111 7845.7 12338.5 Ill. 340 28.6 Ill. 11-L? l. 2Hl 39, &J ;:;11~·r

40.0 32. 111 10320.2 16997.0 Ill. 344 22. l IZ), 306 I/). 891. J::;:: .. 0 SILT

•

•

•

• LIQUEFACTION PROGRAM

''PETAL'' Pro9ram• written bv A. Chen• adaPted bv A. Polo

TITLE: 1524-PS-86 #2

• Th~ sit~ consists of 3 distinct layers

•

Laver dePth densitv

1

2

3

15. 0CFT.) l.33. 1 ( PCF)

19. 5 C FT. ) 129.5CPCFl

20. l2l C FT. ) 125 • l2l ( P CF )

Input earthquake magnitude m 6.0 Maximum 9round acceleration ; 0,370

• Gro•Jnd wa.ter· tab 1 a daPth "' 6. 0

Meas. Eff, T·:o ta 1 Insitu. DP th ~.~t str-ess str-e5s s tr·•:;:.:;; ( ft. ) (blo:•Ws) (p5f) (PS f) r-ati1:i

• 5 • l2l 9.8 IZl. l2l 0. 0 IZl • 12) 12) 12)

10.0 24. Ii) 1081. 4 1331. 0 Ill. 291

15.0 :24. 0 1434.9 1996.5 0. 32'+

• 19.5 26. Ill 2441. 4 3939.11) 0.370

•

•

•

•

Mod. SPi:

(bl •:OWS)

0. 0

39.9

35.8

31. 7

Li 9lJe f. str·ess Fai::ti:ir· rat i •:O safety

Ill. 01Zllll 0. 111011)

0.807 2. T16

IZl. 626 1. 931

Ii'!. 473 1~2'76

$pt/ 1::Fft

in P•J t R•mar· ks

1.3. 0

2'+ it IZl Sii_ T

24. Ill SILT

26.0 SILT

•

•

•

•

•

•

•

•

•

•

•

APPENDIX B

(LABORATORY TEST RESULTS)


•

•

•

•

•

•

•

•

•

•

•

SOIL TECH LABS MAXIMUM DENSITY 8 OPTIMUM MOISTURE

PROJ£CT CJ..ety lhLl! ,. -~JOB NO. f52l{/'5-8"s-

SAMPLE OESCRfPTION p.4.J.En,,~ 8oc-k, C01S£ jg ... Jk:; w/ s-;r+ 4 ·rrs(y c:/.,»v

POfNT 8 EST MC -··--SOIL 8 MOLO MOLD SOIL WET OENSITY W£T SOIL 8 TARE ORY SOIL a TARE WATER CAN NO. TARE DRY SOfL M.C. ORY DENSITY

' " ' ~

' '

I I 7

PLUS II 4 / 3/4" MT'L. PRESENT YES NO SAMPLE NO~ __!J±Jd,C 9~~ l/ Uh '-!, 77 /'!~.I 'JCU-

21£«]; __ ;--;-, ..,

Ii< ., "' ;;,;t/ ') Si. s -151. 9

' '

' ' \.

' .

2 1/'iO 3 _ __l(;;><'lO 41 51 6 I . 7 -0,'-J=-- '1./"'; 'I If(;, q_ {ft, <1:'7o,_ 'fb7

---II/ '. 7 [lj_O. I

-.,.:;~ -~ 7qq'. .,,,_

27-:"--,:-<.. 2 7:i. C> !'!. ;;_ ;2? s

1w.,,- t7;..._.--- I I I I l'{,C.J s< 177.~ -ln.b 17. 7 !;2'1. "I /;14, <.,

__ "1--------'-t( ___ SCALP .f!t___cF MOLD s: LAYERS

/(> /h. HAMMER l<J • DROP 25-BLOWS/ ~~-""'-"""'--- --LAYERS

" -'

SET-UP BY (/;{( OIJTE l/CJ-q<./

TEST BY ___ ,_1 Q4TE 1-/~f-){"S

REMOLO AT

SWELL=

SHEAR=

NO OR RINGS=

CONSOL. =

CAN SAVED

JAR SAVED

REMARKS ;),,,,,,<f!~,s;.J, ~;c.,.J?k_ kfcl.e.._~°"'""'7-j) -- C, jp '

MAXIMUM DENSITY

--~---- ---~--~3->--D--~--~\-t-+---+-+- ,._ - - ·- - --- -- ' --- -~· -- -- ::--,. ' - ~ - ' "- -- --- ~:-- -

!5'3/. -OPTIMUM MO!SFURE

c c··, ·--=-' /. _:>

>-----+--+--•··- - --- - -f-~ , .. ·-- '-. - -- '- ·- -- :>.. - -"-< - I " -- -----·-------1-~---r-~- ~--" -"--~-"

115 -··- -- "'-, -- I-'-· +--+-. -+----+--+-!- - -r- ---· •---+--+-'.,..,, ---- __ ...._ - - f'. - '' - -~ ~~ -f'- -- --

--+--t--t-t--- "" --= ::: '::_ ~ = ~;:. ~:_r; - -"·,;:,- - ~;; ":'1.::;:::::: -- - - -f--f-- -+--+---+-+-•- , __ - -~ --- - - -- - "' - -- f'. >- - ' - -- ' -- - ": -- ',

II 0 t--t-+--+-1---t-+--+-1--+-t---+---l'-+---t- i-----+-~1-1--1-!---4.--1-+-F-.i -1---1'++-l:-..+-t--"i-· - -'-< r-- - ,____. --•--+--._....1-1---+-+-e·- ------1- - - - --- - -""- -- --- '> --- - '-, - -- '" ---- -',< t",-- ----- - --~-------------~--=~--~· ' '• . ----- --- ----~·---~----~--'· " --r~' ---1---~~·--1-·--·~l---~-r---1--~~··~~---·- ~ --·-·····- - - .. i ..... -· .... ~, ··"..:.::_· ... ["'-.., ....... ' ...... ~·.:..

105 ·-~

1--+-+-+-1--+-1--+-t ---t-+--+_-1:::;;: =:::: = ::::-::: = ·-= -:: : -~~:::: ·::--·:~~::-->"-~I~ '- .; ~15 ,~~ -· --1- -· ~·. ~- - - -· - ---l'"-1---+·1~ - ~- .. , -

IQQ 1---....._ ·- ·- --f---1-+---l-+-+-··I- - - - - ·- - ·-·· - ·-1-- .. ·- ~- -- -+-+--I- - .:....~ "'::: -~ ..... -::::::

4 5 6 7 8 9 10 II 12 13 l'I 15 16 17 18 19 20 21 22 23 2'1 25

I

le.--~~~~~~~~~~~~~~~~~~~~~~----:-~~~-, ' Soil Tech 27715 Jefferson, suite 109

DAILY FEILD ENGINEERING REPORT Temecula, CA 92390 Laboratories (714) 676-2745

UNIT WT. OF SAND 'Zr a work order~~~(_ S-ZJ/-15_-::~ <lion! /),y, hit J£t?V\

e pro;eol ""'"" P, JJ1 ?./ / qq-.~-~ ... ~--~~t~--:dl;;;;:11~g~c:m;oiii;11r;;;u£a~c1;;;;-o;;tr--~-:'.!! .. "-'_ .. :-'----._~~~~-~~~~d-•;;;;,.=======~d~~.~-----··-_._, I .. location I/ r-+et dent lield engineer hours ,.,

LOCATION

1------------·--m~ f--" '~-~ ... ---~ ·~1------f--+---· ··-

• SOIL TYPE/PROCTOR NO. I I I I I I I --~---1---1---t-----ELEVATION/DEPTH ·- ~(i- _-z!_ --LJ I -GI ..v;r; -i:-' ..LI' .,61 ______________ _

SAND BEFORE /ll/J {2 5{; i Z,<f<J/ tZ,bJ 2.(0 (Z_cft {.~~-~ __ _ _ __.____ ____________ _ 1---~-sA·N-Cl-AFTER {.(Jg s~g{ (/;,OJ 5,c.,3 b,/7, 5,1/11 {;,z,3 l •

DIFFERENCE ________ ··-· ~7/i -7,o/_ &1~~ Zii.Z. h.~n ~~.0.s"'--1/1--L-7,'...'..:16"-----+------~"'----+----+--+------!

SAND 1N coNE <:.sb r"Sb ~-36. :rcJ£ 5-%_ I:~. ~:~G .'-? _ .. -. ------· .. SAND IN HOLE <.?./ ),{;,( ."$/j__~_ fi()j_ s,GZ r:?/J ?,7f_ ~· _______ -·· -·

e ~-- __ TARE+SOIL+ROCK l{,)/ .. / 't(JC' ~.Lt /p/fl $,sZ:. ~:.~l .G:}k_ . ··--- ----'------ _ ·- . _ ~- ___ TARE ,77 ,77 ,7?_,_!]7_ __ )7 __ JZ ... r7Z~_. _ _,___ ___ . __ ... _ .. _

H-. -----~ET SOIL t.!,o 7 t/. <lr>r i'..~O&_._? l_Z. <0f?]d~ S,>!.:,_':"--'S"'o::_ .. -1-----."~l-+---+----+--1 --~- WET DENSITY /(J7,] J/'$_t./' !Zl,2.. I 171 <; 1rY,:;.')'. J f?<t /Zt'./,h ~ --·-·· . .. ..... _

.,,_, e J w WET WEIGHT _ _, _ /, ~ , ____ _

.__K, ~~~~y WE~~~-- '-· /I. 'Jl 1-1_/JJf I\ ~ ---·-·· ' <Jl (_/I - • '- ' L DIFFERENCE ~

L___ 0 L...___ ___ ~ ... - .•..••.•. ~,~---· ·~·--· -~ -· >···· ··-~-- .. ·-·'"" L- ...... ~ ..... ~ "'"' ,.,. ··-·· .. ~ .••

A

B

• c -D

·-·- -E - -

~ .. ~ -~-~-?ISTURE t-/.7 J.9 (J3 //,/ __ -5:2_ _ _i/.3 __ Jt.j._?:_ .-.. ··----+--+-----t-----.. ---·

• _N_ .. DRY DENSITY Iii? q 1!'1(3_ 1/(J,_9 I/Ji,/_ LO.t/l to6z !{JI.[ ------+---+-------1-·---

o MAX DENSITY __ ----- - l~J:L r$SI /'Zr./ rg$ / F?l I (-SJ.I I ?.5} p %REL. DENSITY nz 79, I S:<:s l9zr, "7<-.-:-1 'b\'./,t;. 'jf-/, 6_.. ---·--!----+-----+- ·--

• a %REQUIRED

_Equlpment: ________ ,, ____ .,,,_,,, _____ _._._, ... - ........ - .••. - .. -------------1

cRemarks: ---------------------··-··-·---·---- . -······ ... ...._ _______________ ,, ___ .... -.---------------------i

•1------------·~~·,~~--.--~-----------r·•~• '""""''~''"""''""'' ~··,-·•••••••

1-----------.. --··-···---------------··------· .. ·----------·-.. ·--·-·-

'...._ _____ , _______________________ ,,_. ___ ·-· .. -··--·--------

··'------··-···---'"·----------------------·----·"·'-·-------• .. --·-- ....... -.. , ·l----------·-~.- .. ~.------------------·-.1•···'""'"''"'··~· ............. ·-· .. ·-·~-- .. .

' signed------··---····-·~·-·~~~·-,~·---------~······-··

• SAMPLE NUMBER ')

l

7,-~-llj o.~ ~

BORING NUMBER OEPTH s TOTAL SAMPLE WEIGHT /~'bO TARE -

• SIEVE SAMPLE a TARE SAMPLE ONLY AC CUM. 01. AT EACH % 01. NO. RETAINED AT RETAINED AT WEIGHT SEIVE RET. PASS

EACH SIEVE EACH SIEVE

'-/ {O,/ r;, I /.{., f,Z Cfi 't f.

• 10 Z..7.9 Z:l/rO 5.G 0/i! q-sz.. '10 ;&z,)/ ;t;(o, l/ gz,& zfi.3 t/J_7

7£1) '1/i{O L/(JJ,l/ l//,6 o/J,3 ff, 7 • flYJ t;'V[ ~(OfJ ,q, 7 Jd)O o.a

• .

fl!IE Fll/ICl'lal PARTICLE SIZE LIM ITS UNWl\SllID Q/J /l GRAVEL SAND WEIGi fr BOULDER COOBLES

COARSE I COARS<:I I FINE MEDIUM FINE Wl\SH&l 411,CJ ( 12") 3" V4" N0.4 NO.IQ N0.40 NO 200 WEIGHT •

u. s. STANDARD SIEVE SIZE FINeS BY c;x' WASJlltG 36" 1a·· 2" 1"

11 t' II f' 10 20 40 60

12.11 " 3"

I" f ~ 4 , ~a '~IG •30 #' 1 #•<1 FlNtS ll'i 1/J, \('" iOO 2411

G I SIE'lltG

- -I . . . N.

.. .. + : . : :-:-90 ~ -.:-~.- ~ . - ~ "" . FINF.S 91(; : . ":- .

8 I . ~-~I •

'lUrllL

~ 80 .

-~- t+- . - ·- '- _._ . ·-!:----.

I . : : ~ ' • : : ' : : .. • ~ 70 • - .. -.- . . . t I) . • rv ;_:! ~ 60 . '. • .

~ ~-. - - .-.- :ti . . . t . . . ..

~o "i . : . : : .. .. 50

. • ... I . .

~ - . '- ·-~- - ~~-- • ~ :.h-:

~ • • • t • • . • • : . . ~

I •, ~ . .

40 • ~· ;;:; r ' ' . . ' •

~ . • . . .. \ ..... . : . . • . . . .. ~ 30 ,___:_ . .

:-!- :..-,_ - .- . -=Ii : : . ~ . .. I~ ~ . . .. . zo - .L . ..l

. - . -~- -t-i- -~ ~ ··--·- ~!O) - '~. -~: . • : ' . ~ 10 .

~-?- . ..... ' . : : .

' . :1 ' . . ~ 0 ...... ,.1. !l ~ ~ • SI 1 I~ "' -.-.. 'i&t' !i 4 • • 987. ,, "' • •

•

•

• IOOO 100 10 I

GRAIN SIZE (mm)

• ~PARED FORJ SOIL TECH LABS Vl<:j S~c f\\J cr.,4f,Jl \J..nl i +- I[) '

• BY: \U ,uJostv\ DATE: [-\~-'t;b

SEIVE ANALYSIS JOB N 0 /"' YI ·-. ;, . ,~...--.... ~

• SAMPLE NUMBER 3 $-1 q_/ - /CJ

, BORING NUMBER Sii! DEPTH

TOTAL SAMPLE WEIGHT :'100 CJ TARE --

• SIEVE SAMPLE 8 TARE SAMPLE ONLY AC CUM. 01. AT EACH O/o 01. NO. RETAINED AT RETAINED AT WEIGHT SEIVE RET. PASS


i 07 q,7 //t f.'1 y't. / • 10 i~ I 1...0. 'ii (".:, z q, q5~9

4() -;;;'(t/ ~;:z_ ~,9 //,0 o/1,0

z£O /~"S.7 z,~9 5(j, 7 L{?,7 $""Z.3

• £11 . ?,(f;f. / <coo ,,;z, '3 /Cf)O O,Q

• .

F.ffiii: FMCl'lCN PARTICLE SIZE LIMITS UNWllSl!El) GRAVEL SANO WElGIJ'l' "'),--;,r;_,1/ BOULDER C06BLES I COARSE FINE COARSE! MEDIUM I FINE WllSllID

ckllO ( 12") 3" 3/4" N0.4 NO.ID WEIGHT N0.40 NO 200 • u. s. STANDAR.O SIEVE SIZE

FINES 8'{ u~f'P.o WASlllt«l 36

11 1e" 2" 1" f f' I" .r f t4

10 w 40 60 FINES BY -z,'{./ IJO 24

11 12" 6" 3" I> :te : <16 30 #' 1 I ~

Sil!.Vlt«l . -~

. . .. . .. -1-. ,: . . : . ~ .. 90 .

!u - . . '11' - - ... ~~. -FINES

z.Gl I . . . . : . ~

~ 8 1: . . . . ·1ur111, ;i: eo . . ·- ....;_. .. . . - - ,_. . .

: : : : ..

"' :"Ii 7Q . . . .. ~ ~;;- ~ -~

() . . . .. '.~ ~

: . • : : • . .. ;;; 60 . - • .. -~(>

. . . : . .. 'i . . : . . .. : .

50 . : • . .. . _,,_ - -- . • . t . . . . . : .. : . . ..

2:! 40 • . . . . .. :....._ . -~ , .. - ...,- - >:; • ~

. . : : • • .. .... : . : ~ fl) 30 . : . .

j-·?·- ;_ :"Ii l- - - - - ~ --:- ,.i. - ...... ~. . : : .. ~ .

20 ~- -~t~ -- : ' M ...

. -- - - - ·--~ . : .. - ~ . . 10 . . • .. :- li . . .

~ : . -0

. . : : . . -,. J. ~ ... • • 9871! 4 • z !lll!litA ~ 4 • • t87 & s 4 • •

•

•

• 1000 100 10 I

GRAIN SIZE (mm)

• SOIL TECH LABS ~EPARED FO~~

~~~ s+r-elv ~,l'. lt-l[J_

By; IV\, W.c.c.Y1A DATE: 1-tY -fh

SEIVE ANALYSIS JOB NO. /5'//f'; &<;' • -

HI IM~ I ~I I

• SAMPLE NUMBER I,_/

BORING NUMBER ? ; .i· -~I~ I DEPTH "" -\- -- I

- I:'::>

TOTAL SAMPLE WEIGHT 15(:)0- c_:i TARE -

• SIEVE SAMPLE 8 TARE SAMPLE ONLY AC CUM. 01. AT EACH 01. 01 • NO. RETAINED AT RETAINED AT WEIGHT SEIVE RET. PASS


t-( /, 7 I· 7 0,3 0.3 1117 • (0 (/,/ I Z.,'if z:,z z.0' / q7,5

t/O V.9 )-3, 7 / l/, "Z- ,~,7 9?3

7£{) 12?. t-1 l[/tJ./ z~,r; 4(,{_, s&-7'

• fhn (,lj"S, 9 <:.WO ~</~ /{..(//) o.o

• . FINE FMC'rIOO PARTICLE SIZE LIM ITS

UNWASlll!D GRAVEi- SANO WElGllr ...;~()(). (:.)

BOUl-OER COOBl-ES COARSE I FINE COARSE I MEOIUM I FINE

WASUED WEIGHT • a.z,o ( 12") 3" 3/4" N0.4 NO.JO NOAO NQ 200

u. s. $TAN0AR0 SIEVE SIZE FINES air z.,{60 WASHIOO f' " 36" 16" 2" 1" t

i •• .. S''. 10 20 40 60 FINES 11'{

/S~'J IOO 241; 12'' 6" 3" I " i · t~ 8 :#16 30 #50 100

SIE.VIOO . . . . .... ---:-. : .. . . ... ' • ..

90 . '- -: . .

'11' . . -FINES ' . . : . . .. : . : .. 8 'ltJrl\L BO : : . : ..... ~ -!~ : . . : : . =~ :ii 7\) ; . : . . . ..

~ . ~ ·- .

<) . . . . .. ~

. . : ;'\. 60 . : . • : ..

~ , __ . - . : . . ~ . .. .... ; : • . ..

(j c) 50 I• : . . ' : .. .____

; . . : : ~ :· ; : : ~ • . .. . 40 . - ..

~ • ~ ' : . : ~ : • .. . fl]

. . . . . : : .. ~ • . :tj 30 - - - '·!-. . : . : ~ ' . ;

20 ....:- ,: -~- ---:- ;.t. ~- ·I- 1-t--. -:- ·- -:~ .. . . ' .. !iii 10

. . . . . ; ~ - . .. .__ :ti . ' ..

' ~ . • . : . ' . : ' . 0 • .

•

••

• •• 1• ! .... ' • 111178~ 4 • • 981' s " ' • 981 g ~ 4 • • IOOO 100 10 I

GRAIN SIZE (mm) .

SOIL TECH LABS PREPARED MR' J Q t :\{) cl,io\~ -Si\v<~ if;\·t rit [; •

BY:V\;I l/J,.,_, DATE: H0•)5b SEIVE ANALYSIS

.. . ' JOB N O.\)zt.l·~-t&

• . ,, ..

• SAMPLE NUMBER ~

BORING NUMBER jf { DEPTH (/.)-('QI

TOTAL SAMPLE WEIGHT 0_-C>O o TARE -

• SIEVE SAMPLE Eli TARE SAMPLE ONLY AC CUM. ·1. AT EACH ·1. ·1. NO. RETAINED AT RETAINED AT WEIGHT SEIVE RET. PASS


LI /,z_ /,(~ (), l. o.z 99// • !O z7-t./ !lJ,6 {, '1 u, I a(.9

l/O 153-9 (61{,~ zG/6 '5Z.1 67. I ztO W-/,9 %1.t/ 4(,0 75, 9 "(/;,/

• if;n I?/).{; sW.o lrP, I f{J()O Of)

. • FINE FRACTIOO PARTICLE SIZE LIM ITS

UNl'll\SllID GRAVEL SAND WEIG!rr ~ C'..'IC..J. () BOULDER COBBLES

COARSE I FINE COllRSEJ MEDIUM FINE W/\SHID :ns:r ( 12") J" 3/4" N0.4 NOIO N0.40 NO 200 WEIG!rr • u. s. STANDARD SIEVE SIZE YJ:N8S BY

f Zt/,.( l'IASllIU> II ''

'!611

1a" 2'' i" f t .

I" ~" r· 10 20 40 60

FINE'S BY {a,/ IQ() 24" 12" s" 3" 1- :/H :ta t r,g · 30#'1#1" SIE.Vlll: : . . . ' . ..

~ .. -1-. : : : . .... . . . 90 . . . ' . '11' ~ • .

Flrm> I "?!JG

. . . . . " . . . 8 . . . . . . . . • .. 'l\'ll'AL 'll 60 . . .

~. .

; . : . ' ' ~ : : . : 70 ,: • . : ~

. : . ~ . . . ~ <) : . . . : ' > : ~ • ..

~ 60 .. • . : : . ·' .. " Si . : . .

~ : N. . ,, • . ~o "'i 50

,. : : . . . . • . ••

; : . : • ~ : . .. .. [\ : ~ 40 :· . . . . . . .. ~ . <: . • .

~ . • . .. : • . . • .. '.\ ~ ~ 30 : • . . . .. -

: . . '; . : .. : )! ~ . : . ' . 20 : . . . •

': ' • : .. . ~ ' .

IQ . . ' : .

-~ . -~ li

I• . • ' ~ . : : ' . . . " 0 . .

•

•

• 91 l'. ,, 4 3 • , • .,. • ' 4 • • 981' g !5 .. • • 987 6 s 4 • •

iOOO 100 10 I GRAIN SIZE (mm}

TECH LABS CEPARED ~l: J Qj,L l40 SOIL c \1j -Sf rei~ '-i r •

BY: JM,Y\Jlu~ DATE: Hl'.t-~6 SEIVE ANALYSIS JOB NO.\~"zq.~.'iJ6

•

11111•!0

• SAMPLE NUMBER r;,

BORING NUMBER f; + .t I OEPT,H ,::;1 JS 1

TOTAL SAMPLE WEIGHT TARE -

• SIEVE SAMPLE a TARE SAMPLE ONLY AC CUM . ..,,. AT EACH O/o % NO. RETAINED AT RETAINED AT WEIGHT SEIVE RET. PASS


1>( ' 10/0 - ~ - 0.0

• tO 7','.--:1 r_,'{.'f s.z s.i q'/'t ilt/ rz46 1sV.b' ZJ{, '1 Zf) I 6%9

utJ zgf() -:sY!&/ qr;,(., . 7@,3 z;s.7

• 1.J?n /('/. { f:[,011 z;5,7 ({,(),/) 00

. • FINE FllAC'l'Ic:tl PARTICLE SIZE LIM ITS

UNWllSllED GRAVEL SAND wt:1c1rr s·ao. o BOULDER COOSLES

COARSE I FINE COARSE I MEDIUM I FINE WllS!IED _~,ca 7 ( 12 .. , 3" 3/4" N0-4 NO.IQ N0.40 NO 200 wt:IGllT • u. s. STANDARD SIEVE SIZE l'lNJ;;S BY

(Ol-S WllSlllNG 3611

1811 2" 1" ~ .. f'r f~4 I"

10 20 40 60

FlNES !IY 16,z__ IOO 2411 1211 6" 3" 1- 6 16 30 :# #100

SIEVING . . . : --:i . .. . . . : .... ; . . ...

l!O . . . .. 'Ii. . -·- : .

l'lNFS : . . . . 117:{

,, ' : ; ; ; 8 80 . . . . • . .

'rol'J\I. ~ : . : . . . . • . ; :

" . .

=ti 70 . ~ ~ <:) : .

~ ' . ' ~ : . . : .. ~ 60 . : . . . . • Si . . . :\ ""1 : : . : ~ : : .

ij c) . . 50 . ·- ..

: : . : . : . . \'. : . . ..

~ . : ' . ..

40 . . . ..

~ :;:-: . . . • .. :\ : . . • .. §6 Sl . . . • . 30 • -l

: ) : . : : .. ~ 20 : : : -!· -· -- . ; .

~ . . . . . ; 10

. . . - . - li ; . .. . . . ' . ~ . 0 . . . : . ' .

•

•·

• ,. 7 & ~ 4 s • 98'tl!i 4 ~ • !Jll e. " .. • • 9•1. $ "' • •

IQOO 100 IQ I GRAIN SIZE (mm)

SOIL TECH LABS J:;A~+~AuJ~~~«J\h~ ltD •

ANALYSIS By; V)-1, IJ~{lf..ffi\ DATE l-t0'1f,

SEIVE JOB NO.r;'lll-~Jfb •

• SAMPLE NUMBER 7 t<-J<lli 1:d- I

BORING NUMBER DEPTH ·- '-)Cl _-·.

TOTAL SAMPLE WEIGHT "-i( · ,,, 'oc TARE --

SIEVE SAMPLE 8 TARE SAMPLE ONLY AC CUM. ·1. AT EACH ·1. ·1. NO. RETAINED AT RETAINED AT WEIGHT SEIVE RET. PASS •


1 - - -- o.o /~0

• (0 _..., - - o.o /O:J.O

'llJ 12C. JZ.6 __,

t,( q1.s' z:..,:)

7£0 ;t.J/J.9 IS"S.S' z:..8; z. !-0,7 (f/i,3

• lh11 "S'i~, (' f:!PO (ai, ~ /CU/J 0.0

. • F!NE FR/\Cl'l~ PARTICLE SIZE LIM ITS UNWl\Slll!O

,;1XJO GRAVEL SAND WlilGlrr BOULDER COOBLES

COARSE I FINE COARSE I MEDIUM I FINE WllSllID 1(9t;,o ( 12 ") 3" 3/4" N0.4 NO.ID N0.<10 WEIGHT NO 200 • u. s. STANDARD SIEVE SIZE FINES B'l 5-S/,O liASIUNG

II II

361

' 1e'' 2" 1" f t I" U I•' 10 20 40 60

FINES B'l ;s:~--- IOO 24111 12" 6" 3" I f i •4 iB #16 30 # 1 #1 n

SIEVING . ,. ~

. . .. . 1: • : ·' .. +

90 • ~-. • , . :

"" t.--- i-- -: . -FlNES 5t/tP,( . . . ; : ;:--...

8 • • . . . . "\. •rorAL ~

80 • ·- I..;... . : .,... : ..

~ : . : . .. :tj 70 . . -e- ........;- .. ll1 . . . - -:-- c-I) : . . . . ..

~ . .. ' ;:j ~

. . . .. 60 . I!---=- -e-- ~ . . .

~c) . . ..

"'1 . : . so . ' . . ..

" - . ..._ . . . ~ : .. ~ . . . • . ..

40 ·•· -I;- ~ <: ' : : ' .. ~

. . . . . : ~ 30 . ' . ~- - ... ~ :-

~ : : . : . .. Q . ~ . .

20 -=.~I: . . . ,._ ..... :·,_.._ - -- -· .. _,__ - .- - -- . ~""· -·- - -. . .

' ..

~ . : ' . • . . 10 .. . "-+

. -·-. _,__ ~ . •• h

: . . ' . . :£ 0 . ~-~ - ~-. : : "

. .

•

••

• 9171! 4 • • ,,,,,"' l • !tH t I!. ~ 4 • • 987 6 !i .. • • IOOO 100 10 I

GRAIN SIZE (mm)

• . SOIL TECH LABS cloEPARED MJ

ltj s+tf'l i g,i L,+o.

B Y:\IV) IA L.~,..V\ DATE: H~-1P

SEIVE ANALYSIS ,.,.,.....,.

JOB N 0, /~,-/( i')-x( •

• SAMPLE NUMBER q

I

BORING NUMBER p,~-1\ I DEPTH t\~ . 3£ TOTAL SAMPLE WEIGHT 6<?0- {_;> TARE -

SIEVE SAMPLE fl TARE SAMPLE ONLY AC CUM. •1. AT EACH ·1. ·1. NO. RETAINED AT RETAINED AT WEIGHT SEIVE RET. PASS •


t/ - - - 010 /(J).O

• 10 (o,7 (p, 7 /,3 /1 3 Q(j,7

tfO !(JI JZt/.Yf 7..~, G vl/1 75,/

7//J !6?'7 dj"{,,r;' -gg,7 S"IS,6 'I/, L/

• IJ;n 7ih-S" sWO 4/,t( /(/).O 00

. • l"lNE l'Rl\Cl'la-l · PARTICLE SIZE LIM ITS

IJNW/\SllW r(COO GRAVEL SAND

WE!Glrr 60ULDER COBBLES COARSE I FINE COARSE! MEDIUM I FINE

Wl\Sl!ID "2?J 5"."r.; ( 12 "l 3" 3/4" N0.4 NO.IQ N0.40 NO 200 WEIGHT • v. s. STANDARD SIEVE SIZE

FINES BY lfitJ.tJ WASIUN> 36" 18

11 2" 1" f' f' I" f' r #4

ID 20 40 !;()

li'lNllS II'{ 2411

I " 6" 3" 1- a 16 30 # 1 1n JZ,/ IOO

SlB\llN; . • . : ~ ....... . ' • .. ' • . • • .. .. . . • . .....: . ' . . . ' 90 - ~-

_ .... - .... - - -·- ._ . ll. l"lNES . . . .

za;,s- . . . . : . .. ~ 2 ao . . . .. 'IDrllL ;o •I-' f- :- ___;.- ·-r:-- . . : .

' . ,,,,. .. _, ~ : . .

~ 70 ;- --7- ·- '-~ : C) .

~ . ' K ~

. . . . !;() . I- • .

~c) ~ ;- -~ >- ..... ;----: • • . . ..

'1 _;__ :1 .. '\ 50 -: ~ - -. . . . , :'\ . : ..

~ ·- : : . . .. 40 . ~ ·T - :-- --,_ ~

' - ; - I- ~ -.. ~

~ • ' • . : . . ~ .

' . ..

;;) 30 :~ ~ -- .. - f-- - - -f-.- :-- -:- - ......... -. .. : .. ~ . . : . ..

20 . . . .. .. - :~- - ' - : --·. ' - ' .. : '; : ~ . . 10 ,.;_ ---:---

. . -1--i - -- -- . . - . •---.- .. li .

' . f ~ : . . . : 0

•

••

• , • .., • !!. 4 • z 91117 & !t "' • z 1'8i1' & !!. 4 • z 987 6 ' ~ • z

• IOOO 100 10 I GRAIN SIZE' (mm/

~EPA~fio Jor J ~ l L-+o SOIL TECH LABS lf J {) rei lfo ri #11 •

BY:VIJ\.~ DATE :\-fl%b

SEIVE ANALYSIS JOB N0./..-..7''.'i~--' --' . Ii.·

• ''",---,,

' 11•1-IMlll•••-lll•llli'I"

• SAMPLE NUMBER Cj I DEPTH qt I

BORING NUMBER -LjQ

TOTAL SAMPLE WEIGHT :::;-rx-2. (') TARE ·-

• SIEVE SAMPLE 8i TARE SAMPLE ONLY AC CUM. .,. AT EACH % .. ,. NO. RETAINED AT RETAINED AT WEIGHT SEIVE RET. PASS


t-/ ?./ z,I O,L/ O,l/ 91.~ • tO /3,Z 1).3 2,6 -s.o q?.O

ttO foS~7 7/,Q rs,; ;C,,/ 23.'J 7d) 1Jt>.1 1~<1. / ~o.a L/6, I ~~.7

• Pan 26¥.9 ~co.o S'S.Cf /(JJ.(} o.O

. • f'!NE l'RACl'lrn PARTICLE SIZE LIMITS UIMASEIID GRAVEL SAND WEIGHT -< OC>. r>i 6DULDER COBBLES

COARSE I FINE COARSE I MEDIUM I FINE WASHED ztrJ,9 ( 12") 3" WEIGHT • 3/4" N0.4 NO.ID ND.40 N0.200

u. s. STANDARD SIEVE SIZE FlNES BY -Z,gt/,/ WASIUN:l

,. .. 35" 1e" 2" ... t t

I'' II a-". ID 20 40 60

FINES BY q,7 iOO 2i1" 12'' s" 3" I> t · t 8 't 16 tJO #50 #1 n SH.VIN:> • . • . .. . . .

~ . . . + • . • 90 -~

. ; ..

"" ,__ :- -r ..

FINF.S 26<;;.CJ • . : : r,• I\> . ... •rorAL eo • -: : . 8 ~

. -~I- 1··- -.- ~ . . : . . . : . :!--:ii 70 . . . .

ti\ . •. : <") . . '\ . . : . . .

~ ~ 60 : : . . _._ __ . : '\

~o : . ..

-; . . : ~ . . .. :ID

. . . . ·-- . : . . ~

. . . • : . . .. ~ . . . . ..

40 .. ~ . - • • <: . . .

~ . . . • . . . . ..

§;'! ~ . . ..

30 ' ....... ~ ! _, . ~~ -·-· 1, . ..._ ' .

~ : : . • : .. 20 : . r--:- . . _,_ - -·· . ..

: . • . ' . !\l 10 ' . • • . - .... -~ f-i·· •- -·-ir 0 - -~ .

:i;; . . •• ~ . • : . . .

0 -- - . .

•

••

• 987•541 • 9978~ 4 l • .., •• 4 3 z 987 6 s 4 3 z

IOOO 100 10 I GRAIN SIZE (mm)

• SOIL TECH LABS ~EPAR~O~OR' g Uj s i)l tA+'n.J ~"- L .::r 0

S.EtVE BY'yy\~ DATE: \-\~!ih

ANALYSIS JOB NO.\ )""2.L\-Ob~ •

~"··------,-.,,-------'t--,--

• SAMPLE NUMBER //')

BORING NUMBER D;J41J__ DEPTH ") l ,,-..--·- J c, . - .... -)

TOTAL SAMPLE WEIGHT "5 OC> 6 TARE -

• SIEVE SAMPLE l\ TARE SAMPLE ONLY AC CUM. ·1. AT EACH ·1. ·1. NO. RETAINED AT RETAINED AT WEIGHT SEIVE RET. PASS


tJ /.G /. 6 0.3 o.:s qq,7

• (0 7XC' 5:),t/ c~ (]J, I cr5:9 t10 I :f1. I ;'dY, s-- g/'i ?,7, 't {72./

7'ffj ;(,,?,9 ~'{J,l,/ "?,2, ?! 70. 7 z/i,:s

• fbn IL/&.G 5'000 z/1.3 ;{}{i.[)

• . l'INE l'R/IC'l'IOO PARTICLE SIZE LIM ITS

UNWllSllED CaJO GRAVEL SANO WEIGlfl' BOULDER COBBLES

COARSE I COARSE! I FINE MEDIUM FINE WASllED 56?3 ( 12 ') 3" 3/4" N0.4 N0.10 N0.40 NQ 200 Wll:lGllT •

u. s. STANOARO SI Ev E SIZE FINES et 1sl7 WASIUIG 35'' 18

11 2" ,.. f' -t' I" :t-" f .• 10 zo 40 GO

!'INES llY 14.9 IOO ... 4•1 12'1 s" 3" I ·•a :ff. 16 •30 i50 ~100

SIEVIIG . . • -Hi~ . . .. . . . + • • • . 90 • . • • ..

'll< i:- L_;~ ~ . . 1'-i l'INllS r1~G . . ..

8 • : .. . . . .. 'IUrAL

~ eo - . ·- ~ ---• . . : : ~ . .. . . . : . . . ..

Bl :t;j 70 . - :.._ ll-~- ~ ~- '--...;-<) • • . ..

t . .. t:i ~ ro - (1-i.... . ~ : ; .. . . ..

~c) . . . .

'i 50 ~ • . .. I\: -i:- ~ ~ Tf.. """! . " . ' . . . . : . . . .. \. : ~ 4Q •. . . . . .. ~ . . - . ' • ::?; : . : . ..

.~ : . t . . .. ~ llj 30 ,:_ ,_:_ • c_:_ . .. - . -: ....... . ....._

:t;j ~- 1 "- - ~. -- .. ~ t :

.. . h-: • ..

20 _,;_ . ~h-. . ... : _,_ 1-;~ . .

• . ~ : ~ . . ' • . ' . 10 . . ---~~ -~~.

. - . "- . --,. -~ ' . li . . ' ' . ;g ; • :_.i....:_ '. .

0 •

•

•

91T•S 4 ~ • 1•1•s" • • 9BJ a 5 1 • • 987 6 s 4 • • IOOO 100 10 I

GRAIN SIZE (mm}

• SOIL TECH LABS J;EPARED ;MR" J ~ ~~Yj si1i Jr. Id(_.~ tD

By: 1{1/l , 'M,{),UI/\ DATE:\--\ ,y,(-;,

SEIVE ANALYSIS JOB NO. <' · ., /.''· . ) ,..... '~ ,·~ ~: ....

•

• SAMPLE NUMBER I I #J I

BORING NUMBER DEPTH fii -b

TOTAL SAMPLE WEIGHT £C0.0 TARE ~

• SIEVE SAMPLE 6 TARE SAMPLE ONLY AC CUM. ·1. AT EACH •1. ·1. NO. RETAINED AT RETAINED AT WEIGHT SEIVE RET. PASS


t/ ).Z.. -g,Z 0.0 00 C,'1,t./

• 10 "SZ,7 ss':9 (p, ;;' 7i I qt.Ct t/O (7'fb -z.;t-/, &'" ... ?,5:7 qz.<:; 57,z zro 110.2 4/07 51,Z ;;;z.o !Y.O

• fku 'ifig {CDO !"t.O /O'JO o.o

" • FlNE FR/ICl'lOO PARTICLE SIZE LIM ITS UNWl\SllID [(070 GRAVEL SAND WEIGi ir BOULDER COBBLES

COARSE I FINE COARSE! MEDIUM I FINE WllSllED 42/.'l ( 12 ') 3" 3/4" N0.4 NO.ID N0.40 NO 200 WElGlfl' • u. s. STANDARD SIEVE SIZE nNFB BY ft.?. Wl\Siuoo 36" 18" 2" 1" f' r

I" t" r 10 20 40 60

F!Nl\S ll't //,( IOO 4" 1i' 6" 3" 1- #4 8 . t 16 30#''#1'" SIEl/100 . . . '~ . ' .. . . ~ ~

.. + 90 .

-~ . : ..

*' -.- ._ . - ~

FINES 71,3 . : :

~ ~ ..

I\) . . . . . . 'lUl"llL

~ BO .

-~ ,_ : - ~ 8 ~ . . . . . : . . . . . =ti 7Q . .

~ -.~ : -~- -~- -<) : ; .. ~

: ~ .. • ~ 60 . -~· r-;- . .. -- - ~

~o • • ,, . . .

'i : : : .. 50 . . ..

~- to-~- -- -. . --: "' .... ,.-. . • : ..

.:'.) . : . • .. 40 . .. -~ f-- --,._ - -~ ~ ~ I• . : . : ."),. : .

~ r11 . .. =ti 30 -7- ,..:_ .- --- -- •. - -:- :·:-~ -. : ~ : ..

~ 20 • .. , - - - - - . - ·- - -,- - -,- • -r- - --:-. ...... .. . • ~ • . .

10 --- ~- - ·- -·- 111-•- ~ ),;; . . . . . ~ . : : .

0 • . . ,. , • ' 4 • • !Ill ft,~ 4 • • 981'6-," • • 9816 ~ 1 • •

•

•

• IOOO 100 10 I

GRAIN SIZE (mm)

• SOIL TECH LABS ~~A~~~J~~\J ~~i i~o.

ANALYSIS BY' V\fl l~Armr-:,'\ DATE: H'i-%6

SEIVE JOB NO •. t) ... C<1 ;'.,. !'/::;

•

• SAMPLE NUMBER I;),

BORING NUMBER ~' +#-;;_ DEPTH c:i 1 -/";)/ TOTAL SAMPLE WEIGHT ~OOC> TARE

·~-··

• SIEVE SAMPLE a TARE SAMPLE ONLY AC CUM . ·1. AT EACH ·1. ·1. NO. RETAINED AT RETAINED AT WEIGHT SEIVE RET. PASS


1./ - - - o.o !OJO

• 10 -;,1./ 7t/ /, 'I( J, 'S I'll>:~ .... 1tJ

I

'ff.0 'J1,9 t;z,q f;;'O.z /0./ 7N'J 710, I i60t/ !./Z,O sZ/ q7,9

• !JAM zgq6 sw.o 4zq /if.J17 0.0

• • FINE ffil\CTlrn PARTICLE SIZE LIM ITS UNWf\S!IID t;°(/J/) GRAVEL SANO WEJ:Glrr BOULDER COBBLES

COARSE I FINE COARSE\ MEDIUM I FINE

• WltSID!D WEIGHT z.9o.6 ( 12") 3" 3/4" NO.'\ NO.ID N0.40 NQ 200

u. s. STANDARD SIEVE SIZE Flt@; 8Y trfi;t/ WASIUOO 36" 1e" 2" 1" f' t'

Ill II ilt· 10 20 40 60 FINES 8Y " 12

11 G" 3" 1- t t 4 a t1G 30 t' 1 tN '1

-Z0,7 IOO SIF..\111~ . . • . . .. . . • . . ~

~· .. ~

90 . ~ ~:- • . ..

'll e.- - - ,_ I- ;- . -

FINES 0'31.6 - . . . • ~ 8 . . . : : '!Qrl\L ~

80 . . . : : . . . : . ..

\, . : . . : : ::ii 70 : - .. ill <) . : ; . . . . : . :\ ~

. . ' . : . .. t:1 60 . . . -!· ; ··~

.. - - ··-. . . . .. : \ ~c) 'i • : : .. 50 : - . . . : : • . ..

~ . - .. • . . . . .

40 • .. ~ ' -f-·- ~ --- '

.. ~ . : ' . . .. ~

. . ~ : . .. ~ 30 . - !- - -- ·- - - - ;- ...:_ ··- -:- t·- - -- .. ,,. -;- i-·?-. • ~ .. ~ . : • . .. 20 .

"! - -·- ~ ~ ·- - .. : . ' ;'ti . . ' . •• . . ' 10 • : ·-·- -:-.---- _,_

-~ ,- -~·H - '.!;; . ' •• ~ : ' ' ' . . ' ' •• 0 - ·,,,, ,·1 .

917t54! • 911'•.S ... • • • • 981 GS 4 • •

)

)

1000 100 10 I

GRAIN SIZE (mm} .

) .

SOIL TECH LABS J:EPARED FO~ nd ~1\iRIA ifJt(J\-i:;\il'. L.-tO

BY:w_~~~A\ DATE: \- 11-'l,-6 SEIVE ANALYSIS JOB N 0, !5--;JL/-l"'Y{ 0

•

•

•

•

•

•

)

)

)

SAMPLE NUMBER (~

BORING NUMBER vJ~l DEPTH ;3f <J..0 1

TOTAL SAMPLE WEIGHT <;OO- 0 TARE -

SIEVE SAMPLE a TARE SAMPLE ONLY AC CUM • 0/. AT EACH O/o ·1.

NO. RETAINED AT RETAINED AT WEIGHT SEIVE RET. PASS EACH SIEVE EACH SIEVE

t-/ /, 7 /, 7 c 7 /.J 0.3 97-7 (0 15~ [.,"' f 712 --s I I '$, t/ q~.6

ttO 9t;9 11t/, I ;C,, L/ zz, f5' 17,Z (//) 7!.J7.7, -g{p/,J L/fi, t/ ?2.Z z:, 7, g'

(j,f! r s'?.7 SW.fJ 07/l ;ooo 00

l'!NE 1'11/\Cl'lct.i PARTICLE SIZE LIM ITS UNW/\511ED WEIGllr "JOO C::>

SANO GRAVEL BOULDER C068LES

COARSE I FINE COARSE( MEDIUM FINE

=~: --'~'"'7_7._,o~-l N0.4 NO.ID N0.40 NQ 200

FINES BY WASIUm

FINES BY srn111m

rz:s.o !S~7

FINF..S 707 •rorAL _1'-~-0_ -- --l 0

~ <)

~ 'i

;i ~ :ti

u. s. STANDARD SIEVE SIZE

211

I ,1 1" II f' I• f' 10 20 40 60

K)Qrrri2T4T.'rT12~"-rlG~"--m3~"n-'-lfl-~fy....,.-:-Jiirni#~~J-r=';~t8:::r..::~t~1GrT.Fr!TJO~#rT.'''-;---'f#~1·1'--,n 36" 18

11

. . • : _[ . . .. • . . • :' ....

!-:? • ..

~o .

-' a._ • ...:-. '--· -:--~- :···- - - ---·- ""•·- - -:--- - ~ . . : . ~ ~ : 80 r~ - r;- - - - -- . - ,.- .. i-- ··-· ,..;-- ..

-= _ .. ., -

70 : • ' .. " .--- +- • . . :\ ~ :

GO . . . : " - -. . . . .. - . : .

~ : \ so . : : .. ·-~~ . - , . • . . ~ ..

' . . . . 40 • . . .. i. -- -~ ..---.

~ . . .. . . . . . . ..

30 ~:- ~- .. . ,. 1 - - ,_ - -- - ~ -__ ,~ .. .. . • : . .. . . : _C . .

20 ~~ ·-~ ~-- +-- ·~f- ·-': c

.. 10 • . >--+- -•- :------- . -+- -- - ..

• . : : . 0 • .

•lft'543 2 8871~4! 2 !lfl1'A~13 i 9976~43 2 1000 100 10 I

GRAIN SIZE (mm}

SOIL TECH LABS

SEIVE ANALYSIS

+

~· 8 tl1 [:i ~

(> (j ~ .... ~

•§? G\

~ ;g

JOB NO. )$/'f'-;'C.1(, ----------~-~-_ ...... ________ ...... ..._ ____ _.-ii

•

•

•

•

•

•

•

•

)

)

)

APPENDIX C

(BORING LOG SUMMARY)

SOii Tech l.Clboratorles

• 1--·---------------------------------------------------------------------------------------------------------1 I I

• I I I BORING LOG SUMMARY NO.I I !ELEVATION' 1026 DATE OF BORING 1/9/Bb I 1------------------------------------------------------------------------------------------------------------1 IOEPTH I IBLOW lf!ELO IRELAT!VEIO(SOI I I I I I IN !SAMPLE !COUNTS IMOISTUREIOENSITY !GRAIN IGRAPHICI use I I

• IFEET INUMBERSIPER FT.IPERCENT !PERCENT !SIZE I LOG ISYMBOLIMATERIAL DESCRIPTION I -------------------------------------------------------------------------------------------------------------1

1 --1 I I 4. 7 I I I....... SM I Dark brown, da.p' loose lo oediu• dens., I ·I I I I I 1 ...... , lfin•tocoarse51nd•ith•iltandclay. I

2-·I I I 7.9 I I 1....... I I -I I I I I 1....... I I

• 3 --1 I I I I I....... I I -I I I I I 1....... I I

4 --1 I I ID.3 I I I....... I I ·I I I I I 1....... I I

5 --1 Z I lb I I 80~ I 0.27 I....... I I -I I I I I 1....... I I

• b --1 I I 11.1 I I I....... I I -I I I I 1....... I I

7 --1 I I I I....... I I -I I I 1 ....... 1 I I

8 --1 I I I ....... I I I ·I I I 1 ....... 1 I I

• 9 --1 I I I ....... I I I I -I I I 1 ....... 1 I I I 10 --1 3 13 I 70% I 0.01 l••••••=ISM/ML IBro•ni da•Pi fir• silt oith tine sand. I I ·I I I lo======I [(sand •I It 1ixtures) I I 11 --1 I I l•• .. •001 I I I -I I I , ....... , I I

• I 12 --1 I I , ....... , I I I -I I l=======I I I I 13 -·I I l•======I I I I ·I I l••··•••I I I I 14 --1 I I=>••••• I I I I -I I l=======I I I • I 15 .. , 4 15 70% I 0.01 l=o=====I I I I ·I I f .. ==-==I I I I lb ··I I l••==•-=I I I I -I I l••• .. ••I I I I 17 --1 I l===== .. I I I I -I I l•======I I I I 18 --1 I l=======I I I I -I I 1 ....... 1 I I I 19 --1 I l•• .... •I I I I -I 5 23 I BO% I 0.24 l+.+.+.+ISMISW !Light bro•n• 1oi•\, dense, lino to coarse I I 20 --1 I I l+.+.+.tl laand •ilh trace silt and clay. I

> l·-----------------------------------------------------------------------------~----------------------------1

I TENTATIVE PARCEL MAP 211194 I 1------------------------------------------------------------------------------------------------------------1 !CHERRY STREET !NOUSTR!AL PARK LTD. Project No. 1524-PS-851 I SOIL TECH LABORATORlESI 1-----------------------···---------~------·--·---------------------··--------------------------------------1

)

• ]

1------------------------------------------------------------------------------------------------------------1 I I I I I BORING LOG SUMMARY NO.I I • IELEVATION• IOZB DATE OF BORING 119106 I 1------------------------------------------------------------------------------------------------------------1 IDEPTH I IBLOW IF!ELO IRELATIVEIDISOI I I I I I IN ISAMPLE ICOUNTS IMOISTUREIDENSITY IGRA!N IGRAPHICI USC I I IFEET INUMBERSIPER FT.IPERCENT !PERCENT ISIZE I LOG ISYMBOLIMATERIAL DESCRIPTION I -------------------------------------------------------------------------------------------------------------1 • I 21--1 I I I I l+.+.t.tl I I I -I I I I lt.t.t.tl I I I 2Z--I I I I l+.+.t.+1 I I I -I I I I l+.+.t.tl I I I 23·-I I I I lt.t.t.tl ' IFREE WATER ~ 23 FEET I I ·I I I I lt.t.t.tl "1 I I • I 24--1 I I I lt.t.t.+I • I I I -I I I l+.+.+.+I • I I I 25--1 b I 37 901 I 0.20 1.-.-.-.ISMISP IGray brcwn1 tine to 1tdiu1 sands with 1ilt. I I -I I I l.·.·.·.I - I I

• I 2b-·I I I I.·.-.·. I • I I I -I I I 1.-.·.·.I • I I I 27--1 I 1.-.-.-.1 • I I I -I I 1.-.-.-.I - I I

28--1 1.-.-.-. I • I I -I I.-.-.-. I - I I

• 29-·I I.-.·.·. I • I I ·I 1.-.·.·.I • I I

30--1 7 34 801 0.01 l=======I ML IGr1y1 ••t• fir11 sl It •ith tine sands. I -I l=======I • I I

31--1 l=======I - I I -I l=======I - I I • 32··1 l•==••••I • I I ·I l==••=ul • I I

33--1 I ======= I • I I -I 1-=-==.:I - I I

34·-I , ....... 1 • I I -I l .. • .. ••I • I I

• 35-·I 8 39 BOl 0.09 1-------1 Sit !Brown. da1p, 1edlu1 dense, tine sands with I ·I 1-------1 - !silt. I

3b-- I 1-------1 - I I -I 1-------1 - I I

37--1 1-------1 - I I -I 1-------1 - I I • JB--1 1-------1 - I I -I 1-------1 - I I

39--1 1---·-··I - I I -I l·······I " I I

40--1 9 I 32 I 801 I 0.01 l======•I l1l IGray1 ••t. +;,.,silt •Ith tine sands, I 1------------------------------------------------------------------------------------------------------------1 • I TENTATIVE PARCEL MAP 211194 I 1------------------------------------------------------------------------------------------------------------1 !CHERRY STREET INDUSTRIAL PARK LTD. Project No. 1524-PS-BSI llNcto• -=Btlcw lltter Tabl1 SOIL TECH LABORATORIESI 1------------------------------------------------------------------------------------------------------------1

•

• l

1------------------------------------------------------------------------------------------------------------1 I I I I I BORING LOG SUMMARY NO.Z I • !ELEVATION• 1028 DATE OF BORING 1/9/86 I 1------------------------------------------------------------------------------------------------------------1 IOEPTH I IBLOW !FIELD IRELAT!VEl0(50) I I I I I IN !SAMPLE !COUNTS IMOISTUREIOENSITY !GRAIN IGRAPHICI USC I I

• IFEET INUMBERSIPER fT.IPERCENT !PERCENT ISIZE I LOG ISYMBOLIMATERIAL DESCRIPTION I -------------------------------------------------------------------------------------------------------------1

1 --1 I I 5.7 I I 1 ....... 1 SM !Dark bro•n• daop, loose to ••diu• denm I -I I I I I 1 ••••••• 1 ltin1 to coarse 'and •ith silt and clay. I

2 --1 I I 11.3 I I I ....... I I I -I I I I I 1 ....... 1 I I

• 3 --1 I I I I I. .... ,. I I I ·I I I I I I. ...... I I I

4 --1 I I 14.B I I I ....... I I I -I I I I I I ....... I I I

5 --1 10 I 13 I I 70l I 0.23 I ....... I I I ·I I I I 1 ....... 1 I I • b --1 I I I I ....... I • lfREE WATER a b FEET I ·I I I I I ....... I • I I

7 ··I I I I I ....... I - I I ·I I I I 1. ...... 1 - I I

a ··I I I I I ....... I - I I ·I I I I I ....... I - I I • 9 -:.1 I I I I ....... I • I I -I I I I ....... I • I I

10 ··I 11 24 I 8Dl I 0.39 I.·.-.-. I " ILn1 1i It and clay with depth I I ·I I I I.·.·.·. I . I I I 11 --1 I I 1.-.-.-.1 - I I I ·I I I 1.-.-.-.1 • I I • I 12 --1 I I I . ·. - . - . I - I I I ·I I I 1.-.·.-.I - I I I 13 ··I I I 1.-.-.-.1 - I I I -I I I 1.-.-.-.1 - I I I 14 ·-I I I 1.-. - . - . I - I I I -I I I l.·.-.-.1 - I I • I 15 --1 12 24 I 80l IO.DZ l•=••===I - IBro•n> saturatrd1 fir•o silt •Ith fine sand. I I -I I I l====::=I - I I I lb --1 I I l=======I • I I I -I I I l======-1 • I I I 17 ·-I I I loo::===I - I I I -I I I l=======I " I I I 18 --1 I I l•======I • I I I -I I I l•••••-=I - I I I 19 --/ I I 1-------1 " I I I -I 12 Zb I 6Dl I 0.22 l+.+.+.+ISM/SW IBrown1 da•P• loo•• to •ediu1 d1nse1 fine to I I 20 --1 I I I I l+.+.+.+I · ltoar,. sand with silt and clay. I

) 1------------------------------------------------------------------------------------------------------------1 I TENTATIVE PARCEL MAP 211194 I 1------------------------------------------------------------------------------------------------------------1 !CHERRY STREET INDUSTRIAL PARK LTD. Proj•tt No. 1524-PS-BSI l•Note• "•Btlo• Mater Tabla SOIL TECH LABORATOR!ESI 1------------------------------------------------------------------------------------------------------------1

)

•

•

• APPENDIX D

• (PRELIMINARY SOILS INVESTIGATION SITE PLAN)

•

•

•

•

•

•

• SOii Tech Laboratories

•

•

•

•

• .

•

•

•

•

'1 A-1-10 I /APP{.. tEO FOR -I MSC)

I ,., ... ,"·•. ""'· - .. .JJl't[,, ......

I. I

JEFF£fi'SON I Af/E.

91() -.CDC · r. _·z w·~ .. 8..:lrr'.V .t . .,,-ci ;:-..._·:~.- ''V•'r

/

' I

\

A-1-10 'j·~· ::1- ~_...iJ • • ;o ~

;L-·.-.~...- ,;:'..f_.,..L" ~o;_..."~:J.',·_:,::

' ·"

.-~ (

'

' /

\ 1

I

/' \ f I

I ~o 1 '-.., - J , ___ ,,

... I

.---·-.

• •

f '

-·· '

·'

I / ' ~ i !

L, !

~- "

. '

';",> /:l.o

l /~ -k -J,,

"'h~·

.f.~; .. ~CE.:., Z .-•. ,, JI Ae (ff ~

"' ~~-~t ~

,71,C('C'l d Uol(V,.. ,

~-'~ J\i~~ '

/~1:-rr::.l'_ 5 t.J,.,,,f, ~ J

tl:.,.J.t:.111#'1

p4-:..?"""&:: G ll k d,., - f

d-'1 ,te. N,et r

.... 8

.

I :.· f.~J. ""~ G.."-~ M . . -*'

·: ,· ;I lt_~f-t.&r-;

0.7f,, ·*' -~ !

' '

. '·

0 <O Cl) +I

.

_1;,..;.,_ ~Zi._llJ 08 ! .th. ::o~. -0.75Ai!'~-

,.:);!°o/'." - IL I ./1.8t A~ . .:>r. ~ .:. o~..<1..-."'-r--.'

-., . .!'

~

r.:

)

._,.-.....,-

·- -..----1- .._, ___ .......... ..,.".~.,,,... ...... _..,..,.,:-.~""'····---L---...;._J ---:f- --

·--.. ---EXPLORATORY BORING _i __ _ ADAMS ST

D = BACKHOE TEST PIT

SOIL TECH LABORATORIES

PREL.ilMlNARY SOILS REPORT SITE PLAN

VICINITY MAP N.T.S .

PROJECT NUMBER: l 524-PS-86 LEGAL: PARCEL MAP 2 I I 94

EXHIBIT•

..

50iLTECH Goolechnical Consultants Sall Engineering • Inspection & Testing

April 14. 1986

Mr. J,ou Blanck Riverside County Geologist 4080 Lemon Street, 9th Floor Riverside, CA 92501 (714) 787-1293

·.

Reference: Clarification on Preliminary Soils and Seismic Hazards Report I Tentative Parcel Map 21194 (dated January 20, 1986); Project Number: 1524-PS-86

In accordance with your request, we are submitting clarification on the following items pertaining to the referenced report.

1. A geotechnical Fault Hazards report has been completed by this firm and was submitted for review on April 5, 1986.

2. The flood plain elevation for the subject site is currently under revision by the Flood Control Department of Riverside County. It is expected that the effective flood plain elevation will be 1,030 feet above mean sea level. Liquefaction hazard potential was evaluated with the groundwater at a depth of 6 feet from existing surf ace grade. The groundwater elevation varies ··tr om a maximum depth of 23 feet in the southeasterly portion of the site to a depth of 6 feet in the westerly quarter. A possible explanation of groundwater variations across the subject site is that the fault zone east of the property is acting as a barrier to groundwater movement. It is more probable, however, that the shallower water level noted is a small perched zone level while the deeper level represents the true water table level in the vicinity. Additionally, we have re-evaluated liquefaction potential for the site, using the addition of five feet of compacted fill and the overexcavation and recompaction of the existing near surface soils to the recommended depth, (as per our recommendations).

27715 Jefferson Avenue. Suite 109 •Temecula, California 92390 • (714) 676-2745

•

Building & Safety Lou Blanck Project 1524-PS-86 Page 1

·.

The results indicate that after completion of the remedial grading for the study site, liquefaction potential for the near surface soils (to a depth of 10 feet below the surface) will be brought to within the minimum acceptable safety factor for Riverside County.

3. The rock accelerations for the "PETAL" program have been corrected and the results are attached to this letter as Appendix A. The results do not affect our recommendations for liquefaction mitigation relative to differential settlement. Section 4.3.l should not be reduced by 0.65. In order to avoid any confusion on this matter in the future the (RHGA) statement in our report will apply only to maximum bedrock

4.

accelerations. In the case of the subject report this reduction value would apply only to a maximum bedrock acceleration of 0.57g.

Provided the recommendations for site earthwork and foundation design are incorporated into the development of the subject property, the potential for differential settlement of several inches will be brought to within normal design parameters, The soil engineer should be notified. where foundation designs proposed exceed 24 inches in depth and width. A structural engineer should be consulted for potential differential settlement of a maximum of three inches for structures of concrete tilt-up design.

We hope this is suff 1cient for your present needs. Plea,..e direct any questions to this office.

Sincerely,

Elliott RCE 22031

EU/HWB/clm

Attachments: "PETAL" printouts

tjl\_~~ H. ~~-Baimbridge Geologist


" ,,

';

LIQUEFACTION PROGRAM

''PETAL'' program, writt1>n by A. Chen, adapl;.;>d by fl. P<..~lo

TlTLE1 1524ps

Th"' site consists of Layer Depth

3 distinct layers Density

1. 15.0CF'T.> 133.1CPCF>

2 19.SCFT.) 129.SCPCF>

3 20.0CFT.> 125.0(PCF>

Input earthquake magnitude • 6.0 Maximum ground acce-lera.tion "' 0.6 Ground water table depth = 6.0

Dpth (ft)

5.0

10.0

15.0

19. 5

SPT/ CPT

Input

13.0

24.0

24.0

26.0

Meas Spt

o.o

39.9

35.8

31. 7

Modif Spt

9.8

24.0

24.0

25.0

Ef f. Stress

Cpsf>

o.o

1081.4

1434.9

2441. 4

Total Stress

Cpsf)

o.o

1331.0

19'3G. 5

393-:J.0

lnsitu Stress

Ratio

o.ooo

0.448

0.499

0.571

Liquef Stress

Ratio

o.ooo

0.807

Factor of

Safety

o.ooo

1 • .802

0.626 1. 253

o.473 o.ozs·

...

'.

i I,

I I I •

LIQUEFACTION PROGRAM

''PETAL'' program, written by (\. Chen, adapted by A. Pol{J

TITLE: 1:524ps

The site consists of Layer Depth

1

2

3

4

5

6

10.0<FT.)

20.0CFT.)

25.0<FT.>

30.0<FT.)

35.0<FT.>

40.0CFT.)

G distinct layers Density

133.lCPCF>

129.SCPCF>

125.0CPCF)

133.l(PCF>

129.SCPCF>

133.l(PCF>

Input earthquake magnitude = 6.0 Maximum ground acceleration - O.G Ground water table depth = 23.0

Dpth (ft)

5ij0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

SPT/ CPT

ltlPUt

16.0

13.0

15.0

23.0

371i0

34.0

39.0

32.0

Meas Spt

o.o

o.o

o.o

0.0

38.6

30.7

29.9

23.1

Modif Spt

12.0

13.0

15.0

23.0

37.0

34.0

39.0

Ef f. Stress

<psf)

Total Insi l:u Stress Stre-ss

Cpsf) Rati•:>

o.o o.o 0.000

o.o o.o o.ooo

o.o· o.o o.ooo

o.o o.o o.ooo

3126.2 3251.0 0.362

4893.7 8453.5 Q.592

6906.7 12338.5 0.596

9391.2 16997.0 0.582

Li qu., f Fact <.:>r Stress (> f

Ratic• Saf.~ty

0.000 o.ooo

o.ooo 0.000

o.ooo o.ooo

0.000 o.ooo /

0.750 2.070

0.452 .0.763

0.321 0.552"'

.•

LIQUEFACTION PRQGRAM

''PETAL'' pro9ram, written by A. Chen, adapted by A. Polo

TITLE: 1524-PS-86

Th"' site consists of 3 distinct layers Lay"'r Depth Dem>ity

1 15.0(FT.> 133.l<PCF>

2 15. O <FT.> 133.l<PCF>

3 19.5<FT.) 129.5(PCF>

Input "'arthquak"' magnitud"' "' 6.0 Maximum 9round accel..,ration "' 0.57 Ground water tabl"' depth "' 5.0

SPT/ Eff. Total Insitu Liquef Factor Dpth CPT Meas Modif Stress Stress Stress Stress of (ft) Input Spt Spt (psf) (psf) Ratio Ratio Safety

-2.0 35.0 26.3 .o.o o.o o.o o.ooo o.ooo 0.000

5.0 35.0 26.3 o.o o.o 0.0 o.ooo o.ooo 0.000

10.0 35.0 35.0 48.5 1019.0 1331.0 0.476 1.187 2.497

15.0 24.0 24.0 36.3 1372.5 1996.5 0.522 0.649 1.243 •t: ' ..

.. - .. ~;,,:,:!!--20.0 26.0 26.0 28.6 3408.3 5935.5 0.615 0.413 0.672

/ 1 ~132'"3-25.0 37.0 37.0 38.7 3096.3 5935.5 0.668 0.756

30.0 34.0 34.0 37.5 2784.3 5935.5 0.731 0.700 .0.958 ..

OVERSIZED -·-·. - ' -DOCUMENT HAS

BEEN PULLED AND SCANNED WITH THE MAP

FILE. --·-

' . ~ ..

OtflCEgmw.consrv.ca.gov/.../APSI_001892_19850120_Report.pdf1985/01/20 · County Administrative...

Documents

Transcript of OtflCEgmw.consrv.ca.gov/.../APSI_001892_19850120_Report.pdf1985/01/20 · County Administrative...