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GEOTECHNICAL INVESTIGATION
PROPOSED COMMERCIAL DEVELOPMENT
TPM No. 30797, Parcels 2 through 8
Highway 79 South at Avenida de Missiones
Temecula, California
for
Bridgeport Builders Corp.
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Bridgeport Builders Corp.
1954 Placentia Avenue
Suite 210
Costa Mesa, Califomia 92627
Attention:
Mr. Jim Griffin
Vice President
Subject:
Geotechnical Investigation
Proposed Commercial Development
Tentative Parcel Map 30797, Parcels 2 through 8
Highway 79 South at Avenida de Missiones
Temecula, Califomia
Dear Mr. Griffin:
August 28, 2003
Project No. 03G213-1
In accordance with your request, we have conducted a geotechnical investigation at the
subject site. We are pleased to present this report summarizing the conclusions and
recommendations developed from our investigation.
We sincerely appreciate the opportunity to be of service on this project. We look
forward to providing additional consulting services during the course of the project. If
we may be of further assistance in any manner, please contact our office,
Respectfully Submitted,
S uthern California Geotechnical, Inc.
inara, CEG 2125
ologist
1260 North Hancock Street, Suite 101 . Anaheim, California 92807-1951 . (714) 777,0333 . Fax (714) 777-039B
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TABLE Of CONTENTS
1.0 EXECUTIVE SUMMARY
1
2.0 SCOPE OF SERVICES
3
3.0 SITE AND PROJECT DESCRIPTION
4
3.1 Site Conditions . -
3.2 Proposed Development
3.3 Previous Studies
4
4
5
4.0 SUBSURFACE EXPLORAnON
7
4.1 Scope of Exploration/Sampling Methods
4.2 Geotechnical Conditions
7
7
5.0 LABORATORY TESTING
9
6.0 CONCLUSIONS AND RECOMMENDAnONS
11
6.1 Seismic Design Considerations
6.2 Geotechnical Design Considerations
6.3 Site Grading Recommendations
6.4 Construction Considerations
6.5 Foundation Design and Construction
6.6 Floor Slab Design and Construction
6.7 Retaining Wall Design and Construction
6.8 Pavement Design Parameters
11
13
14
18
19
20
21
23
7.0 GENERAL COMMENTS
APPENDICES
27
A Plate 1: Site Location Map
Plate 2: Boring Location Plan
B, Boring Logs
C Laboratory Test Results
o Grading Guide Specifications
E UBCSEIS Output
F Excerpts from SCG Report No. 03G133-1
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SolitJiei'ifIC3llfiiffilifGeiiteCliiilcal
Ei';:iii~t:iiiiii.~.,,"2.;i;:;iJEtjetJl!:i~
Proposed Commercial Developmenl- Temecula. CA
Project No, 03G213-1
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40!4M JO 'SilOS 6upeaq uonepunoJ lloddns IJ!M 40!4M as041 sa 40ns palJap 01 paMolle aq
IOU IJ!M Je4J slleM JOJ pasn aq Pln04s aJnssaJd 4llea lsaJ-Je a4.l "palJap 01 paMolle aq
IJ!M 40!4M pue samloruls lloddns wnl U! le41 SilOS lloddns JO SaJnloruls lloddns ^lpaJ!p
IOU op le4J slleM 6u!U!elaJ JO u6!sap a41 JOJ pasn aq ^ew amssaJd 4llea aA!pe a4.l
'llodaJ S!41 JO UO!IOaS sno!AaJd
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aq Pln04s slleM 6u!U!BlaJ Mau lloddns 01 SUO!lepuno::l 'apeJ6 6upeaq pasodOJd MOlaq
laaJ ~ lsealle JO 41dap e 01 paleAe:>xaJaAo aq Pln04S seaJe UO!lepunoJ lIeM 6u!U!BlaJ
a41 'sampruls pasodOJd S41 JO ^ue 4J!M snon6!IUOO SJe SIlBM 6u!U!elaJ Mau a41 aJa4M
'speJ6 6u!Jeaq pasodOJd S41 MOlaq laaJ Z lseslle JO 41dap e OJ 6u!puapca '1111 lempruls
paloedwoo psoeld ^IMaU U!4l!M palloddns sq Pln04s SUO!JepunoJ lIeM 6u!U!elaJ a4.l
UO!saa UO!lepuno::llleM OU!U!ela~
"SJnpnqs S41 JO aJU s41 6u!Jnp papeJ6ap JO
psq.mlS!p awooaq olle!Jslew S41 JOJ le!IUSlOd S41 01 snp aouBlS!SaJ aA!ssed 6u!lelnole:>
US4M pspal6au sq Pln04s 1I0S JO 100j ~ Jaddn s41 'luawaAed JO SJnpruls e se 40ns
soeJ.lns .p.Ie4. e ^q paJSAOO IOU SJe lIeM 6u!U!elaJ S41 JO Sp!S SOl s41 uo SilOS a4J sJa4M
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lepalew JelnUeJo flu!u!eJp aaJjjo Ja,{el a41 'SIlOS flu!^papun a41 Ol uO!leJfl!w JaleM
aoeJ.lns a:>npaJ Olll!PIoeq a41 JaAO paoeld aq Pln04s Ilos .\l!l!qeaWJad MOl e jO Ja,{el )jO!41
40U!-Z~ e 'luawaAed JO aJnpruls e se 40ns 'aoeJ.lns alqeauuadw! ue ,{q paJaAOO IOU S!
lepalew flu!u!eJp-aaJjjO Ja,{el a41jl 'Jaau!flua leO!U40alOafl a41,{q paAoJdde aq Pln04s
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01 OU!lOOjlleM oU!U!elaJ a41jO dOl a41 WOJj puapca Pln04s le!Jalew S!41 'slIeM oU!U!elaJ
a41 jO aoej a41 lSU!eoe paoeld aq (aAa!S OOZ 'oN a41 ou!ssed lUaoJad 9 ue41 ssal)
lepalew JelnUeJo ou!u!eJp-aaJjjo Ja,{el )jO!41l00j ~ wnw!u!w e le4l papuawwooaJ S! 11
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aq II!M wals,{s afleu!eJp luaueWJad jO WJOj awos ',{Iluanbasuo:l 'SUO!l!PUOO lI!P1oeq
pau!eJp uodn paseq aJe SJalaWeJed uo!sap lIeM oU!U!elaJ 841 'paleO!pU! ,{lsnO!AaJd s'r:/
aoeu!eJa aoeJ.lnsqns
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PU!4aq SilOS a4Uo uo!pedwDO-JaAo p!OAe 01 ua)jeJ aq Pln04s aJe:l '(~6-Lgg~a W1S'r:/)
Isal JOlOOJd pay!pow a4l,{q paU!WJalap se .\l!suap ,{Jp wnwpcew a4ljO lUaoJad E6 pue
06 uaaMtaq .\l!suap aOeld-u! ue aJnsua Ol sassau)jo!41 Ja,{el ,{Jessaoau a41 U! suo!l!puoo
pallOJlUOO flu!Jaau!oua Japun papedwoo pue paoeld aq Plno4s lI!P1oeq lIeM ou!U!elaJ 1I'r:/
'UO!leoOI al04
daaM 40ea le 'opqej allPCaloafl paAoJdde ue ,{q papunoJJlls 'laAeJfl papeJfl
uado jO la)jood lOOj o!qno Z e apnlou! Pln04s sal04 daaM a41 'flu!oeds
JalUaO-uo lOOj-9 aleW!xoJdde ue le pue lIeM a4l jO ap!s pasodxa a4l uo
uO!leAala aoeJ.lns punoJ6 a41 aAoqe ,{114o!lS palenlls lIeM a41 U! sal04 JalaWe!p
40U!-y jO sa!Jas e jO OU!lS!SUOO ,{lIeo!d.\l wals,{s afleu!eJp al04 deaM 'r:/ ·
'wals,{s afleu!eJp WJ01S e OlU! pall JO 14fl!l,{ep
01 papuapca aq Pln04s u!eJp flugoOj a41 'Sau!ljO UO!leJfl!w JOjle!lUalOd a41
aonpaJ 01 o!Jqej al!pcaloafl alqlll!ns e U! paddeJM aq Pln04s Ja,{el laAeJ6 a41
'OU!lOOj lIeM 6u!u!eJaJ a41 aAoqe 'lIeM a41 PU!4aq paoeld U!eJp jO 100j Jeau!l
Jad laAeJO jO laaj o!qno Z ,{q papunoJJns ad!d paleJoJ.lad JalaWe!p 40U!-y 'r:/ ·
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UO!lorulSUOO pue aoeu!eJp JadOJd awnsse SUO!lepUaWwooaJ luawaAed luanbasqns
a4l 'llodaJ S!41 jO uo!pas suoI~epuawwo::JaH BUlpe.l!) ailS a41 U! papuawwooaJ
,{lsnO!AaJd se palaldwoo aq Pln04s eaJe luawaAed a41 U! UO!leJedaJd al!S
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'sallOu! 17llseal
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, alll JO:l 'sallou! l~ }Sealle lO lIldap e Ol pualXa II!^' sl!os 1I!!Ie.mpruls Mau asalll 'seaJe
a^IlP pue 6u!>fJed allqowolne pasodoJd allllo asBO alll ul 'siloS a^!leu papedwooaJ
pue pauo!l!puoo aJn}S!Ow ^11I6nOJolll 'pa!!IlBOS lO 6u!lS!SUOO 'II!! leJnloruls paloedwoo
lO Ja,{el e uo palloddns ,{lllewlld aq II!M SlUaWa^ed Mall alll lellJ paled!O!lue S! II
sapeJoqns lUaWa^ed
'>IaaM Jad s,{ep o!jJllJlleUO!leJado xIs 6u!wnsse 'alii u6!sap Jea^ Oe: e
Ja^o sawnlo^ O!jJeJl ^Ilep aleW!xOJdde 6u!^,01l0l alll Ol alenba sao!pu! O!jJeJl u6!sap all.1
'suo!lepuawwooaJ AJeJuawalddns JOl pape}Uoo aq Plnolls aM 'xapu! o!jJeJl alqBO!ldde
alll paaoxa II!M aWnlO^ o!jJeJl paloadxa alll lelll aU!uUalap JaaUl6ua I!^!O Jo/pue
lUa!1O alllll 'sawnloA O!jJeJl paled!o!lUe allllo a^!lelUasaJdaJ aJe s.l.1 asallllelll 41aA
Plnolls Jaau!6ua IlA!O Jo/pue luallOalU .pale:l!pU! (S,I.1> S90lpU! o!jJeJl alll uo paseq aJe
SU61sap lUaWa^ed all.1 'aseq JelnueJ6 e JaAO alaJOUOO O!llelldse lO 6u!lS!SUOO SaJnpruls
luawaAed alq!xau Mau JOl sassau>lO!lIl papuawwooaJ alll aJe MOlaq pa}UasaJd
alaJOuO:J O!Jlellos'v'
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anleA~~ alll 41aA Ol SUO!leJado 6u!peJD 1I6nOJ lO UO!laldwoo alllle paWJojlad aq Plnolls
, 6u!lsaJ anleA-~ 'Se: uelll JaJeaJ6 JO ollenba so!lsllaloeJello lJoddns aAell Plnolls al!S alll
Ol pallodw! lellalew II!! ^u'v' 'Se: lO anleA-~ pawnsse ue uo paseq S! u6!sap luawaAed
luanbasqns alll 'aJOlaJall.1 'OP Ol Sllo sanleA-~ ssassod Ol papadxa aJe sapeJ6qns
luawaAed lUeJlnSaJ allJ 'paJJnooo sell 6u!peJ6 aouo 'OZ Ol S ~ lO Sanle^-~ ssassod
Ol paloadxa aJe al!!oJd aOBjlnsqns alllln01l6noJlIl paJalunooua sl!os ^a^BIO pue ,l;JI!S
alll 'JaAaMOH 'OS ^lalBW!xoJdde lO anIBA-~ ue ssassod eaJe S!lIl U! lUasaJd sl!os ^PUBS
alll lelll alBO!pU! ellS 1I0Jnll:J ,l;J!unwwO:J olloue~ luaoefpe alll JOl paWJojlad 6u!lSal
anleA-~ 'loa[OJd S!lIl JO} sao!/\Jas }O adoos all. U!lIl!M papnpu! lOU SBM 6u!lSal anIBA-~
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(sall:>U!) ssau)!:>!lI1.
seaJ'V' 9^!JO pue I:lU!)!Jed
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aLl.l "aseq aleBaJBBe paLlsruo JO IS!SUOO saA!.Ip aleApd aLII U!L11!M aseq aleBaJBBe
aLII ~eLll aJ!nbaJ Aew Aluno::> ap!SJaA!~ Jo/pue elnoawa.l JO At!::> aLII ~eLll palOU aq PlnoLls
II 'Ie!.lalew alaJOUOO pue lleLldse 'laAeJB papAOaJ e S! L10!L1M '(SV\I::>) aseq snoaUellaos!w
paLlsruo JO (S'v'::>) aseq aleBaJBBe paLlsruo JO IS!SUOO Aew aSJnoo aseq aleBaJBBe
aLl.l "9Za-a V\I.lS'v' Aq paU!WJalap se 'Al!Suap wnw!xew lIeLlSJeV\l aLII JO lUaoJad
96 lsealle Ol papedwoo aq PlnoLls al6JOUOO OmeLldse aLl.l 'Al!suap Alp wnw!xew L99 ~
-a V\I.lS'v' aLII JO lUaoJad 96 lsealle 01 paloedwoo aq PlnoLls aSJnoo aseq aleBaJBBe aLl.l
a~aJOuo::> ~uawa::> puellJod
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luaw6Aed alaJOuo::> luawa::> puelllOd aLII JOJ saSSamlO!1I1 papuawwooaJ wnw!u!w
aLl.l "seaJe luawaAed lleLldse pasodoJd JOJ paqposap AISnO!AaJd se pawJoj.lad
aq PlnoLls seaJe luawaAed alaJOUOO U!l/l!M siloS apeJBqns aLII JO UO!leJedaJd aLl.l
<:~ <:~ (uo!peawQO wnw!u!w %S6)
apw6qns pa~oedwoo
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seaJV O!JJeJ1. )joru1. ~4fl!1 pue flu!)jJed o~nv sle!Jalew
(S940U!) ssau)!ollll
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Bupeds lU!O! wnw!xew all.l 'qe(s aLII U! lLl6!all-p!W Ie paoeld (::JMM 6"ZMX6'ZM-9X9)
lIsaW aJ!M paplaM Meall lseal le JO IS!SUOO PlnoLls sluaw6Aed lie U!L1P'M BU!OJOJU!6~
"!sd OOO'f: lse61 le JO LIlBU6JlS 6A!ss6Jdwoo Aep-gz e 6Aell PlnoLls 616JOUOO 611.1
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'luawaaJ6v Sa:l!AJaS 6u!laau!6u3 alU ol pa!qns S! l.IodaJ S!1I1 uodn aoue!laJ ,(s)IUa!lO
all.L 'Jnooo Aew 1I0!lIM ssol JO a6ewep JO! A}!I!q!suodsaJ au IdaooB aM pUB ')(S!J alos
sfilJed lions Ie S! Al.IBd PJ!1I1 paz!lolllnBun UB hq l.IodaJ S!lIILJO aOue!laJ hue 'aJoWJalll.1n:l
'OUI 'IBO!ulIOaIOa8 B!WO!!IBO walllnos pue Iuauo aliI hq paz!lolfine aq lsnw l.IodaJ
S!1I1 !O UO!lnq!lIS!p pUB UO!IOnpOJdaJ all.L 'Jaau!6ua leJnlorulS-Jo/Pue 'Jaau!6ua HAP
'tOal!1I0JB loafoJd aliI Aq UOnBlaJdJalU! ale!ldOJddB InOlll!M '!laSl! !O pue U! UO!IBOypads
B SB paz!I!ln aq Ol papUalU! IOU S! l.IodaJ S!1I1 'JaAaMOH .pafoJd aliI Ol aA!lelaJ
UO!tBWJO!U! asops!p Ol sluellnsuoo u6!sap JalllO pUB (S)JOPBJIUOO aliI Ol pap!AoJd
aq Aew l.1odaJ S!lI.L 'suonBOypads pUB SUBld pafoJd alll !O uoneJedaJd pue u6!sap
aliI U! sJaau!6ua pue SIOal!1I0Je alllIS!SSe Ol pUB Al.IadoJd S!lIl!O UO!lenlBAa aliI U! Pie Ol
Jap.lo U! 'luauo alllAq asn JO! aO!AJas !O luaWrulSU! UB SB paJBdaJd uaaq SBlI l.IodaJ S!lI.L
'u!aJall pau!BlUOO SUOnBpuaWWooaJ all} JallB SUO!I!PUOO aliI!! aU!WJalap Ol Alale!paWW!
palOBtUOO aq PI no lis aM 'U!aJall paHBlap asollt wOJ! AIIUBOmu6!S I\JBA UO!lOrulSUOO
6u!lnp paJalUnOOUa SUO!l!PUOO alll!1 'slfidap aldwes pUB SUO!IBOOI 6u!loq uaaMlaq
papadxa aq Plnolls SUO!IB!leA awos 'BaJe IBlOI aliI !O aAnelUaSaJdaJ aq Ol paJap!suoo
aJB eaJB loafoJd aliI U! paJalUnOOUa sle!lalBw, aliI aHlIM 'saldwBS HOS alaJOS!p
pal!W!1 WOJ! patBlodJalU! alyoJd aOBpnsqns e uo pasBq seM al!S S!1I1 !O S!SAIBUB all.L
'passaJdxa JO paUdw! S! A}ue.ueM JalllO oN 'ao!pBJd 6u!laau!6ua
IBO!ulIOa10a6 IBUO!Ssa!oJd paldaooB AlleJaua6 1I1!M a:lUepJOOOB U! palB61nwOJd uaaq
aABlI l.IodaJ S!lll U!lIl!M paU!BIUOO SUO!lepUaWWooaJ pue 'SUO!SnIOUOO 'S!ShleUB all.L
'palaJdJaIU! AIIOaJJOO uaaq aABlI
SUOnBpuawwooaJ JnO IBlII A!!JaA Ot Ma!AaJ JO! a:lWO Jno Ol paR!wqns aq SUO!IBoypads
pUB SUBld pafOJd allltelll puaWWooaJ oSle aM 'u!aJall paU!elUOO suonepuawwooaJ
pUB suo!snpuoo alll paMe IOU op Aallllelll A!!laA Ol UOnuaRB Jno oll1l6noJq aq Plnolls
Aalll 'lS!Xa sa!ouBdaJoS!p!1 'luawdolaAap pasodoJd alll !O SOnS!JaIOBJellO alll lll!M
IUals!SUoO aJe Aallllelll aJnSua Ol SUO!ldwnsse asalfi Ma!AE;\J Alln!aJBO Jaau!6ua HA!O pUB
'Jaau!6ua leJnprulS 'pal!llOJe 'luauo 'JaUMO allllBlfi papuawwooaJ S! 1I 'luawdolaAap
pasodoJd aliI !O sonS!lapeJello pap!AOJd JO pawnssB uo paseq uaaq SBll l.IodaJ S!ll.L
f"l~t!1!\~tt;~~.11:'t4'!$n:;:i~ri1R:D
1~11!1l~lIlQII9:I!III,IIIJI\I!3IIl1I1IJ11lI1S
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APPENDIX A
SITE LOCATION MAP
BORING LOCATIOH'PlAN
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L08Z6 eJwOJgeo 'W!&qBUV ~
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1.03f'O~dEl::lS
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I .ootl==.1- A1Nnoo 301Sll3M1 :3~~nOS
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L6LO& 'ON V'ldl I
cf9'W NOllVOO131lS
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APPENDIX B
BORING LOGS
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BORING LOG LEGEND
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SAMPLE TYPE
GRAPHICAL
SYMBOL
SAMPLE
DESCRIPTION
AUGER
CORE
GRAB
CS
NR
I
I
SPT
SH
I
I
VANE
SAMPLE COUECTED FROM AUGER
CUTTINGS, NO FIElD MEASUREMENTS OF
SOIL STRENGTH, (DISTURBED)
ROCK CORE SAMPLE: TYPICAI.l Y TAKEN
WITH A DIAMOND-TIPPED CORE BARREL
TYPICALLY USED ONLY IN HIGHLY
CONSOLIDATED BEDROC~~
SOIL SAMPLE TAKEN WITH NO
SPECIAlIZED EQUIPM8lT, SUCH M3 FROM
A STOCKPILE OR THE GROUND SURFACE.
(DISTURBED)
CAUFORNIA SAMPLER: 2.1/2 INCH I,D, SPLIT
BARREL SAMPLER, UNED WITH '-INCH HIGH
'BRASS RINGS, DRIVEN WITH SPT HAMMER,
(RElATIVELY UNDISTURBED)
NO RECOVERY: THE SAMPUNG ATTEMPT
DID NOT RESULT IN RECOVERY OF NfY
SIGNIFICANT SOIL OR ROCK MATERIAL
STANDARD PENETRATION TEST: SAMPLER
IS A 1.4 INCH INSIDE DIAMI,TER SPlIT
BARREL. DRIVEN 18 INCHES WITH THE SPT
HAMMER. (DISTURBED)
SHElBY TUBE: TAKEN WITH A THIN WALL
SAMPLE TUBE. PUSHED INTO THE SQlL
NlO THEN EXTRACTED, (UNDISTURBED)
VANE SHEAR TEST: SOIL STRENGTH
OBTAINED USING A4 BlAllED SHEAR
DEVICE. TYPICALLY USED IN SOFT
CLAY~O SAMPLE RECOVERED.
oJ
COLUMN DESCRIPTIONS
I
I
DEPTH:
SAMPLE:
BLOW COUNT:
I
POCKEN PEN.:
GRAPHIC LOG:
I
DRY DENSITY:
MOISTURE CONTENT:
I
I
LIQUID LIMIT:
PLASTIC LIMIT:
PASSING #200 SIEVE:
UNCONFINED SHEAR:
I
.
Distance in feet below the ground surface
Sample Type as depicted above,
Number of blows required to advance the sampler 12 inches using
a 140 Ib hammer with a 3D-inch drop, 50/3" indicates penetration
refusal (>50 blows) at 3 inches, WH indicates that the weight of the
hammer was sufficient to push the sampler 6 inches or more.
Approximate shear strength of a cohesive soil sample as measured
by the pocket penetrometer. ' , '
Graphic soil symbol, as depicted on the following page,
Dry Density of an undisturbed or relatively undisturbed sample,
Moisture content of a soil sample, expressed as a percentage of
the dry weighl
The moisture content above which a soil behaves as a liquid,
The moisture content above which a soli behaves as a plastic.
The percentage of material finer than the #200 standard sieve.
The shear strength of a cohesive soil sample, as measured in the
unconfined state.
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S108INAS
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B-1
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TEST BORING LOG
JOB NO,: 03G213 DRILLING DATE: 8/11103 WATER DEPTH: dry
PROJECT: Commercial Development DRILLING METHOD: Hollow Stem Auger CAVE DEPTH: 10,5 feet
LOCATION: Temecula, California LOGGED BY: Daryl Kas READING TAKEN: at Completion
FIELD RESULTS LABORATORY RESULTS
~ ... :i Cl ~: * ~ 0_
Z 0 '"- wu. UJ
w DESCRIPTION
w :J ll. -' u; w~ Cl~ ZUJ ...
!:. 0' U z a:'" iLt:::. Z
w U Iii :i: w :JZ Q z!!! 8~ w
J: -' 3: C)_ ...W 0 Iii... -UJ ::;;
... ll. "'- !1c >-u. UJ'" -... UJo ::;;
ll. ~ 0 uu. _Z :J_ :5~ ~o
w -' oUJ a: SURFACE ELEVATION: - MSL a:U 00 0::;; ZJ: 0
0 UJ lD ll.t:::. Cl o!?:. ::;;u ::::i::J ll.:J ll.~ :JUJ U
~ ...\ 6 Inches Toesoil
~ 32 Ught Brown Silly fine Sand, sllghUy porous, medium dense- 89 4
dry
'-' - -
~ 76 .102 4
'-'
5 ~ 5016' 90 5
'-'
.' Ught Brown fine to medium Sand, some SilL medium dense -
~ 42 dry '103 2
'---' "
~ Brown fine Sandy SilL trace Clay, sllghUy porous, medium 93
30 dense - damp to moist 10
10- '-'
X 24 21
1 n ' Dark Brown Clayey SilL trace fine Sand, medium stiff - very ~~
\moist /
Boring Tenninaled at 15'
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PLATE B-1
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I
BORING NO.
B-2
JOB NO.: 03G213 DRilliNG DATE: 8/11/03 WATER DEPTH: dry
PROJECT: Commercial Development DRILUNG METHOD: Hollow Stem Auger CAVE DEPTH: 11 feel.
LOCATION: Temecula, California LOGGED BY: Daryl Kas READING TAKEN: at Completion
FIELD RESULTS LABORATORY RESULTS
;::- I- Z (!) i: :!! 0_
Z 0 '* .
W W DESCRIPTION - WlL '"
W :J a. ..J GO w- (!)~ Z'" l-
i!:. 0 0 '. ~I- iLl::. Z
W 0 Iii I W :Jz 0 z!!! z~ W
I ..J ()- I-W 0 F :::
a. :;: >l_ !l: -'" 8U'i
ti: ",I- -I- "'I- "'0
~ 9 OlL ).lL -z :J_ j:iE ~o :::
W 0'" ~ SURFACE ELEVATION: - MSL !:to 00 0::: ZI 0
0 '" lD 0.1::. (!) 0"'- :::0 :;j::i a.::; a.~ :J'" 0
3 to 6 inches To soil /"
~ 17 Dark Brown to Brown Silly fine Sand, some finerooUets, 88 4
med~umjense . damp to moist
'-'
~ Ught Brown Silly fine Sand, slight porosity, dense - dry
54 ' , ',' 106 3
'-'
5 ~ Ught Brown fine Sandy SilL trace Clay, dense - dry 99 6
66
f---'
~ Ught Brown fine to medium Sand, some SilL medium dense -
38 damp 102 5
f---'
~ Brown fine Sandy SilL medium dense to dense - moist 93 16
48
10- F-' -
~ @ 13 to 15 feeL little Clay
20 29
,~
Boring Tenninaled at 15'
,
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TEST BORING LOG
PLATE B-2
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Southern California Geotechnical
BORING NO.
B-3
JOB NO.: 03G213 DRilliNG DATE: 8/11103 WATER DEPTH: dry ,
PROJECT: Commercial Development DRILlING METHOD: Hollow Stem Auger CAVE DEPTH: 21.5 feet
LOCATION: Temacula, Califomla LOGGED BY: Daryl !<as READING TAKEN: at Completion
FIELD RESULTS LABORATORY RESULTS
Iii I- :Z Cl ~: - ~ 0_
Z 0 i'- - WlL
W ::l W ..J DESCRIPTION iii w- Cl~ z'" '"
0. I-
!b 0 ~- CJ Z a: I- CJ iLl:::. z
~ CJ I W ~ffi z!!! 8~ W
:I: 3: c_ O i= -'" ::;
I- 0.. CJlL ~ ).lL ",'" -I- "'I- "'0 ::;
0.. ~ 0 -z ::l_
W ..J 0'" a: SURFACE ELEVATION: - MSL a:CJ 00 0::; 551 ~~ Z:I: 0
0 m o.l:::. Cl ell:. ::;CJ :J:::i 0..::; ::l'" CJ
~ ~'.\ 6 Inches Tnm,oIl
- ',' Ught Brown Silty fine Sand, slight porosity, trace Rootiels,
~ 40 " med~um ~e - dry 99 3
, ,
, ,
~ 48 101 3
'-'
5 - 68 Brown fine Sandy SilL dense - dry to damp 90 7
~
.. Ught Brown fine to medium Sand, medium dense . dry to
~ .. 97 6
58 damp
"--' ..
..
~ ' ' Brown fine Sandy SilL medium dense. damp to moist 94 9
44
10- '-'
Gray Brown Clayey SilL trace fine Sand, medium stiff. moist
~ 20 4.5+ 96 15
15 '-'
I Brown Silty fine Sand, dense - damp to moist
.......
~ 47 , p 9
, ,
20- "
- ,
Dar1< Brown fine Sandy SilL trace Clay, very dense . moist
IX 56 20
Boring Tennlnaled at 25' ,
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PLATE B-3
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Southern California Geotechnical
BORING NO.
B-4
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JOB NO.: 03G213 DRILLING DATE: 8/11/03 WATER DEPTH: dry
PROJECT: Commercial Development DRILLING METHOD: Hollow Stem Auger CAVE DEPTH: 17,5 feet
LOCATION: Temecula, California LOGGED BY: Daryl Kas READING TAKEN: at Completion
FIELD RESULTS LABORATORY RESULTS
~ I- Z C!) ~: ~ ~ o~
z W 0 DESCRIPTION If'. WlL u>
W ::> n. ...J 0; w~ C!)~ zu> !z
\!;. 0 0 z a: I- iLl::.
W 0 Iii J: W ::>z 0 z!!! 8~ W
I ...J n~ I-~ 0 ti.... ::;
n. ~ "'~ -u>
Ii: !l: -I- u>o
~ 0 OlL >.lL !!!z ::>- :)~ ~~ ::;
W ...J ou> a: SURFACE ELEVATION: - MSL a:O 00 0::; ZI 0
0 u> lD n.1::. C!) n~ ::;0 ::i:J n.:J ::>u> 0
, .".' 6 inches TODsoil
~ 38 Ughl Brown Silty fine Sand, medium dense - dry 93 7
,....., - -
~ 56 ..... 100 4
~
5 ~ Ught Brown Silty fine Sand, some carbonate velnlets, slight
54 porosity, medium dense - 97 9
~ " ,
~ Brown fine Sand, medium dense - dry to damp 95
30 ':'-:: 5
~
~ 28 " Gray to Brown fine Sandy SilL medium dense - damp to moist '100 ,
5
10 '--'
X 18 38
, , @ 14 feeL 2 inch lenses of Brown Clayey Sill. very moist
, :'
15 '--'
Brown Silty fine Sand, dense - damp
X 34 13
Boring Terminated at 20'
-
71
TEST BORING LOG
PLATE B-4
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Southern California Geotechnical
BORING NO.
B-5
JOB NO,: 03G213
PROJECT: Commercial Development
LOCATION: Temecula, California
FIELD RESULTS
DRILLING DATE: 8111/03
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Daryl Kas
WATER DEPTH: dry
CAVE DEPTH: 20 feet
READING TAKEN: at Completion
LABORATORY RESULTS
~ f- ;i. C) ~ * i 0_
z w 0 DESCRIPTION - wu. '"
w :::> ...J - w- ~ Z'" f-
!!::. 0 0.. () ~ a:!z () C) u: I::- z
w () t;; I w =:Jw 0 - z~ z~ W
J: ...J ::!
Ii: 0.. s: >!:- !Ie c_ ti~ -.... ti..... -'" 0
::! 0 ()U. >-u. -z :::>- :s- "'0 () ::!
w <( ...J 0'" a: SURFACE ELEVATION: - MSL a:() 00 O::! ::! ~o ZJ: 0
0 '" III 0..1::- C) cl!.. :EO ::;::; n.::i o..~ :::>'" ()
~ ~:.~ 6 inches To oil
20 Ught Brown Silty fine Sand, some carbonate nodules, medium 87 7
dens,e - ~ry to damp
34 95 7
5 38 88 10
40 95 9
Dall< Brown fine Sandy Sil~ medium dense - damp 5
34 94
10
15
20
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15 2,0
'Gray Brown Silty Clay to Clayey SiI~ !race fine Sand, stiff -
very moist
Brown Silty fine Sand, medium dense. damp to moist
Dall< Brown fine Sandy SiI~ medium dense - moist
Boring Terminated at 25'
TEST BORING LOG
18
12
32
11
21
Wb
PLATE B-5
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BORING NO.
8-6
JOB NO,: 03G213 DRILLING DATE: 8111/03 WATER DEPTH: dry
PROJECT: Commercial Development DRILLING METHOD: Hollow Stem Auger CAVE DEPTH: 13 feet
LOCATION: Temecula, Califomia LOGGED BY: Daryl Kas READING TAKEN: at Completion
FIELD RESULTS LABORATORY RESULTS
~ 1- :i el ~ - '# c_
z 0 ;P. - WI1. '"
W ::;) W ...J DESCRIPTION en w- el~ z'" 1-
!!> 0 a. U z ~1- irC, z
w u ~- :E w i:?ii'i 2 z!!! z~ W
I ...J '!: 0_ 0 1- -'" ::;
li: a. ~ ",1- -1- "'1- "'0 0..:
~ 0 ul1. >-11. -z ::;)- :5~ ~o uw ::;
W ...J 0'" ~ SURFACE ELEVATION: - MSL ~u 00 0::; ZI 0
0 '" OJ a.C el oe:. ::;u :J:::i a.::; a.\l ::;)'" U
, ~.... 61nthes To oil __
~ 36 Light Brown Silty fine Sand, porosity, extensive fine RooDels, 83 13
med!um ..dense - dry
~ ,
~ Light Brown Silty fine Sand, slight porosity, medium dense to -- 103
36 dense - damp 7
~
5 ~ 55 102 5
~ " .'. .
~ 36 11 Disturbed
~ Sample
e Ught Brown fine Sand, bace Silt, medium dense. moist --
~ 32 99 -10
10- ~ r:,: "
I
~ 0 Dart< Brown Clayey fine Sand, bace fine Gravel - moist to very--
20 ~' , ' moist 22
15 ~
Boring Tenninated at 16'
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PLATE B-6
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Southern California Geotechnical
BORING NO.
B-7
JOB NO.: 03G213 DRILLING DATE: 8111/03 WATER DEPTH: dry
PROJECT: Commercial Development DRILLING METHOD: Hollow Stem Auger CAVE DEPTH: 16 feet
LOCATION: Temecula, Califomia LOGGED BY: Daryl Kas READING TAKEN: at Completion
FIELD RESULTS LABORATORY RESULTS
t I- :i (!) ~: ?i </. c_
z 0 - WIL '"
W :;) W -' DESCRIPTION uS w; ~ Z'"
ll. l-
i:. 0 Iii () Z O::z 2 (!) ii:c. z
W () J: UJ =:tw 0 z~ z W
J: -' til- usCl) o~ ::E
l- ll. ;;; "'- 9;: 0_ t;1- -l-
ll. ~ 0 ()IL >.LL _z ::>_ :5- ~o () ::E
W -' 0'" 0:: SURFACE ELEVATION: - MSL c:~ 00 0;:;: ~ ~ ZJ: 0
0 lD ll.c. (!) 0_ :EU ~:::; a.....J a. =:tCf.) U
, ~:., 6 inches T soil
~ 10 Brown Silty fine Sand, loose, porous, some fine rootlets - dry 81 9
'-' , -
~ Ught Brown Silty fine Sand, medium dense, slightly porous.
31 damp to moist 105 5
'--'
5 ~ 32 @ 5 fee~ some carbonate nodules 90 12
'-'
~ 34 101 6
'-'
~ \ Ught Brown fine Sand, medium dense - damp
10-~ 30 100 5
}/
Gray Brown fine Sandy SiI~ little Clay, medum dense. moist
to very moist
- 12 24
X
15 '---'
i/, Brown fine Sand, medium dense - damp
X
22 rH 6
'v
Boring Terminated at 20'
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PLATE B-7
TEST BORING LOG
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Southern California Geotechnical
BORING NO.
B-8
JOB NO,: 03G213
PROJECT: Commercial Development
LOCATION: TemeCllla, California
FIELD RESULTS
DRILLING DATE: 8/11103
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Daryl Kas
WATER DEPTH: dry
CAVE DEPTH: 13.5 feet
READING TAKEN: at Completion
LABORATORY RESULTS
~ f- :i (!) >- "" #. 0_
z w 0 DESCRIPTION f- 0 - Wll. '"
W ::> 0. ..J {jj w;: ~ z'" f-
!::- W 0 Iii 0 z O::z 0 (!) iLl::. z
J: ..J 0 :;: W ::>w 0 ~.... z~ z~ W
I:L 0. ;: "'- !l: 0_ 1--.- -f- -'" 0 ::;;
~ g oil. ;>-LL ~z ::>- :5::E ~o u ::;;
W 0'" 0:: SURFACE ELEVATION: - MSL 0::000 0::;; <(0 ZI: 0
0 '" lD 0.1::. (!) o!?" ::;;0 ::J::::i 0.::; o.~ ::>'" 0
, ~:.~ 6 inches Tonsail
~ 16 Brown Silty fine Sand, some fine rooUels, medium dense - dry 93 3
~ - -
~ Brown Silty fine Sand, loose 10 medium dense. dry 10 damp 96 4
14
~
5 ~ 30 95 10
'-'
~ Brown Silty fine Sand, medium dense - damp 10 moist 99
22 9
~
~ 30 0 103 15
10- ~ Ught Brown fine Sand, medium dense - damp
i>
Gray Brown fine Sandy Silt, little Clay. medium dense ~ moist
to very moist
X 16 31
Boring Terminated at 15'
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TEST BORING LOG
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Southern California Geotechnical
BORING NO.
B-9
JOB NO.: 03G213
PROJECT: Commercial Development
LOCATION: Temecula, California
FIELD RESULTS
DRILLING DATE: 8/11/03
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Daryl Kas
WATER DEPTH: dry
CAVE DEPTH: 22 feet
READING TAKEN: at Completion
LABORATORY RESULTS
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0 '" '" 1>.1::. Cl c_ ~u :J:i D...J D. :::>cn e.>
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20 Gray Brown Silly Clay, stiff 10 very stiff - moist 90 20
Brown fine Sandy SiI~ medium dense. moist
15 103 17
5 Gray Brown Silly Clay, stiff. moist
13 102 20
16 Gray Brown fine Sandy Clay, stiff - damp 10 moist 105
23
28 119 12
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dense - moist
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Boring Tennlnated at 25'
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Southern California Geotechnical
JOB NO.: 03G213
PROJECT: Commercial Development
LOCATION: Temecula, California
FIELD RESULTS
DRILLING DATE: 8/18/03
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Daryl Kas
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DESCRIPTION
SURFACE ELEVATION: - MSL
6 Inches Toosoil
Gray to Light Brown Silty Clay, some Rootlets, some fine
San~, v,,-ry stiff. damp
Light Brown fine Sand, trace Sil~ dense. dry
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Boring Terminated at 20'
TEST BORING LOG
BORING NO.
B-10
WATER DEPTH: dry
CAVE DEPTH: 17 feet
READING TAKEN: at Completion
l.ABORA TORY RESULTS
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BORING NO.
B-11
JOB NO.: 03G213
PROJECT: Commercial Development
LOCATION: Temecula, Califomia
FIELD RESULTS
DRILUNG DATE: 8/18/03
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Daryl Kas
WATER DEPTH: dry
CAVE DEPTH:
READING TAKEN: al Completion
LABORATORY RESULTS
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. ~:., 6 inches To soil
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TEST BORING LOG
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BORING NO.
B-12
JOB NO.: 03G213 DRILLING DATE: 8/18/03 WATER DEPTH: dry
PROJECT: Commercial Development DRILLING METHOD: Hollow Stem Auger CAVE DEPTH: 18 feet
LOCATION: Temecula, Calilornia LOGGED BY: Daryl Kas READING TAKEN: at Complelion
FIELD RESULTS LABORATORY RESULTS
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W :J a. ...J in W- C!l~ Z'"
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~ Brown Silty fine Sand, dense. damp to dry '114
58 8
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~ 28 4.0 21
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6 @ 1 g to 20 leet, some fine Gravel
20-
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PLATE B-12
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BORING NO.
B-13
JOB NO,: 03G213 DRILLING DATE:' 8/18/03 WATER DEPTH: dry
PROJECT: Commercial Development DRILLING METHOD: Hollow Stem Auger CAVE DEPTH: 13,5 feet
LOCATION: Temecula, California LOGGED BY: Daryl Kas READING TAKEN: at Completion
FIELD RESULTS LABORATORY RESULTS
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UJ DESCRIPTION
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0 lD o.c. Cl ol!;. :EU ::i:J 0.::; o.~ :J'" U
, :.' 6 inches To 011 -
~ 12 Brown Silly fine Sand, loose - dry to damp 90 3
'--' - -
~ 36 , - 101 4
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LABORATORY TESTING
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APPENDIX 0
GRADING GUIDE SPECIFICATIONS
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Grading Guide Specifications
Page 1
GRADING GUIDE SPECIFICATION$.
These grading guide specifications are intended to provide typical procedures for grading
operations, They are intended to supplement the recommendations contained in the
geotechnical investigation report for this project. Should the recommendations in the
geotechnical investigation report conflict with the grading guide specifications. the more site
specific recommendations in the geotechnical investigation report will govem,
General
. The Earthwork Contractor is responsible for the satisfal~ory completion of all earthwork in
accordance with the plans and geotechnical reports, and in accordance with city, county,
and Uniform Building Codes,
. The Geotechnical Engineer is the representative of the Owner/Builder for the purpose of
implementing the report recommendations and guidelines, These duties are not intended to
relieve the Earthwork Contractor of any responsibility to perform in a workman-like manner,
nor is the Geotechnical Engineer to direct the grading equipment or personnel employed by
, the Contractor.
. The Earthwork Contractor is required to notify the Geote,chnical Engineer of the anticipated
work and schedule so thattesting and inspections can be provided, If necessary, work may
be stopped and redone if personnel have not been scheduled in advance,
. The Earthwork Contractor is required to have suitable and sufficient equipment on the job-
site to process, moisture condition, mix and compact the amount of fill being placed to the
speCified compaction, In addition, suitable support equipment should be available to
conform with recommendations and guidelines in this report.
. Canyon cleanouts, overexcavation areas, processed ground to receive fill, key excavations,
subdrains and benches should be observed by tho Geotechnical Engineer prior to
placement of any fill. Ilis the Earthwork Contractor's responsibility to notify the Geotechnical
Engineer of areas that are ready for inspection.
. Excavation, filling, and subgrade preparation should be performed in a manner and
sequence that will provide drainage at all times and proper control of erosion, Precipitation,
springs, and seepage water encountered shall be pumped or drained to provide a suitable
working surface, The Geotechnical Engineer must be informed of springs or water seepage
encountered during grading or foundation construction for possible revision to the
recommended construction procedures and/or installation of subdrains,
Site Preoaration
. The Earthwork Contractor is responsible for all clearing, grubbing, stripping and site
preparation for the project in accordance with the recommendations of the Geotechnical
Engineer,
. If any materials or areas are encountered by the Earthwork Contractor which are suspected
of having toxic or environmentally sensitive contamination, the Geotechnical Engineer and
OwnerlBuilder should be notified immediately,
. Major vegetation should be stripped and disposed of off-site, This includes trees, brush,
heavy grasses and any materials considered unsuitable by the Geotechnical Engineer.
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Grading Guide Specifications
Page 2
. Underground structures such as basements, cesspools or septic disposal systems, mining
shafts, tunnels, wells and pipelines should be removed under the inspection of the
Geotechnical Engineer and recommendations provided by the Geotechnical Engineer and/or
city, county or state agencies, If such structures are known or found, the Geotechnical
Engineer should be notified as soon as possible so that recommendations can be
formulated,
. Any topsoil, slopewash, colluvium, alluvium and rock materials which are considered
unsuitable by the Geotechnical Engineer should be removed prior to fill placement.
. Remaining voids created during site clearing caused by removal of trees, foundations'
basements, irrigation facilities, etc., should be excavated and filled with compacted fill.
. Subsequent to clearing and removals, areas to receive fill should be scarified to a depth of
_ 10 to 12 inches, moisture conditioned and compacted
. The moisture condition of the processed ground should be at or slightly above the optimum
moisture content as determined by the Geotechnical Engineer. Depending upon field
conditions, this may require air drying or watering together with mixing and/or discing,
Compacted Fills
. Soil materials imported to or excavated on the property may be utilized in the fill, provided
each material has been determined to be suitable in the opinion of the Geotechnical
Engineer. Unless otherwise approved by the Geotechnical Engineer, all fill materials shall
be free of deleterious, organic, or frozen matter, shall contain no chemicals that may result in
the material being classified as 'contaminated,. and shall be low to non-expansive with a
maximum expansion index (EI) of 50, The top 12 inches of the compacted fill should have a
maximum particle size of 3 inches, and all underlying C'.ompacted fill material a maximum B-
inch particle size, except as noted below.
. All soils should be evaluated and tested by the Geotechnical Engineer, Materials with high
expansion potential, low strength, poor gradation or containing org,ll1ic materials may require
removal from the site or selective placement and/or mixing to the satisfaction of the
Geotechnical Engineer,
. Rock fragments or rocks greater than 6 inches should be taken off-site or placed in
accordance with recommendations and in areas designated as suitable by the Geotechnical
Engineer. Acceptable methods typically include windrows. Oversize materials should not be
placed within the range of excavation for foundations, utilities, or pools to facilitate
excavations. Rock placement should be kept away from slopes (minimum distance: 15 feet)
to facilitate compaction near the slope.
. Fill materials approved by the Geotechnical Engineer should be placed in areas previously
prepared to receive fill and in evenly placed, near horizontal layers at about 6 to 8 inches in
loose thickness, or as otherwise determined by the Geotechnical Engineer.
. Each layer should be moisture conditioned to optimum moisture content, or slightly above,
as directed by the Geotechnical Engineer. After proper mixing and/or drying, to evenly
distribute the moisture, the layers should be compacted to at least 90 percent of the
maximum dry density in compliance with ASTM 0-1557 unless otherwise indicated,
. Density and moisture content testing should be performed by the Geotechnical Engineer at
random intervals and locations as determined by the Geotechnical Engineer, These tests
are intended as an aid to the Earthwork Contractor, so he,can evaluate his workmanship,
,
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Grading Guide Specifications
Page 3
equipment effectiveness and site conditions, The Earthwork Contractor is responsible for
compaction as required by the Geotechnical Report(s) and governmental agencies,
. After compacted fills have been tested and approved by the geotechnical engineer, the
contractor should moisture condition the soils as necessary to maintain the compacted
moisture content. Compacted fill soils that are allowed to become overly dry or desiccated
may require removal and/or scarification, moisture conditioning and replacement. Soils with
medium to high expansion indices'aJe especially susceptible to desiccation, Sandy soils
that are allowed to dry can also lose density
. Fill areas unused for a period of time may require moisture conditioning, processing and
recompaction prior to the start of adlfdional filling. The Earthwork Contractor should notify
the Geotechnical Engineer of his intent so that an evaluation can be made,
.
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· Fill placed on ground sloping at a 5-t0-1 inclination (horizontal-to-vertical) or steeper should,
be benched into bedrock or other suitable materials, as directed by the Geotechnical
Engineer, Typical details of benching are illustrated on Plates G-2, G-4, and G-5,
. Cutllill transition lots should have the cut portion overexcavated to a depth of at least 3 feet
and rebuilt with fill (see Plate G-1), as determined by the Geotechnical Engineer,
",
. All cut lots should be inspected by the Geotechnical Engineer for fracturing and other
bedrock conditions, If necessary, the pads should be overexcavated to a depth of3 feet and
rebuilt with a uniform, more cohesive soil type to impede moisture penetration,
. Cut portions of pad areas above butlresses or stabilizations should be overexcavated to a
depth of 3 feet and rebuilt with unifOllTl, more cohesive compacted fill to impede moisture
penetration,
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. Non-structural fill adjacent to structural fill should typically be placed in unison to provide
lateral support. Backfill along walls nwst be placed and compacted with care to ensure that
excessive unbalanced lateral pressures do not develop, The type of fill material placed
adjacent to below grade walls must be properly tested and approved by the Geotechnical
Engineer with consideration of the lateral earth pressure used in the design,
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Foundations
. The foundation influence zone is defined as extending one foot horizontally from the outside
edge of a footing, and then proceeding downward at a Yo horizontal to 1 vertical (0.5:1)
inclination,
. Where overexcavation beneath a footing subgrade is necessary, it should be conducted so
as to encompass the entire foundation influence zone, as described above,
. Compacted fill adjacent to exterior footings should extend at least 12 inches above
foundation bearing grade, Compacted fill within the interior 4)f structures should extend to
uiefloor subgrade elevation,
Fill SloDes
. The placement and compaction of fill described above applies to all fill slopes, Slope
compaction should be accomplished by overfilling the slope, adequately compacting the fill
in even layers, including the overliUed zone and cutting the slope back to expose the
compacted core,
. Slope compaction may also be achieved by backrolling the slope adequately every 2 to 4
vertical feet during the filling process as well as requiring the earth moving and compaction
equipment to work close to the top of the slope, Upon completion of slope construction, the
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Grading Guide Specifications
, Page 4
slope face should be compacted with a sheepsfoot connected to a sideboom and then grid
rolled. This method of slope compaction should only be used if approved by the
Geotechnical Engineer.
. ,Sandy soils lacking in adequate cohesion may be unstable for a finished slope condition and
therefore should not be placed within 15 horizontal feet of the slope face.
. All fill slopes should be keyed into bedrock or other suitable material. Fill keys should be at
least 15 feet wide and inclined at 2 percent into the slope, For slopes higher than 30 feet,
the fill key width should be equal to one-half the height of the slope (see Plate G-5),
. All fill keys should be cleared of loose slough material prior to geotechnical inspection and
should be approved by the, Geotechnical Engineer and governmental agencies prior to filling,
. The cut portion of fill over cut slopes should be made first and inspected by the Geotechnical
Engineer for possible stabilization requirements, The fill portion should be adequately keyed
through all surficial soils and into bedrock or suitable material. Soils should be removed
from the transition zone between the cut and fill portions (see Plate G-2),
Cut SloDes
. All cut slopes should be inspected by the Geotechnical Engineer to determine the need for
stabilization, The Earthwork Contractor should notify the Geotechnical Engineer when slope
cutting is in progress at intervals of 10 vertical feet. Failure to notify may result in a delay in
recommendations,
. Cut slopes exposing loose, cohesionless sands should be reported to the Geotechnical
Engineer for possible stabilization recommendations,
. All stabilization excavations should be cleared of loose slough material prior to geotechnical
inspection, Stakes should be provided by the Civil Engineer to verify the location and
dimensions of the key, A typical stabilization fill detail is shown on Plate G-5,
. Stabilization key excavations Should be provided with subdrains. Typical subdrain details
are shown on Plates G-6,
Subdrains
. Subdrains may be required in canyons and swales where fill placement is proposed, Typical
subdrain details for canyons are shown on Plate G-3. Subdrains should be installed after
approval of removals and before filling, as determined by the Soils Engineer.
. Plastic pipe may be used for subdrains provided it is Schedule 40 or SDR 35 or equivalent.
Pipe should be protected against breakage, typically by placement in a square-cut (backhoe)
trench or as recommended by the manufacturer.
. Filter material for subdrains should conform to CAL TRANS Specification 68-1,025 or as
approved by the Geotechnical Engineer for the specific site conditions. Clean Y....inch
crushed rock may be used provided it is wrapped in an acceptable filter cloth and approved
by the Geotechnical Engineer, Pipe diameters should be 6 inches for runs up to 500 feet
and 8 inches for the downstream continuations of longer runs, Four-inch diameter pipe may
be used in buttress and stabilization fillso
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FIRM NATIVE SOIUBEDROCK
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MINUS l' CRUSHED ROCK COMPlETELY
SURROUNDED BY FILTER FABRIC, OR
CLASS II PERMEABLE MATERIAl.
4'MIN,
6' DIAMETER PERFORATED PIPE. MINIMUM 1 % SLOPE
PIPE
MATERIAl.
ADS (CORRUGATED POLETHYLENE)
TRANSITE UNDERDRAlN
PVC OR ABS: SDR 35
SDR 21
DEPTH OF FILL
OVER SUBDRAlN
8
20
35
100
SCHEMATIC ONLY
NOT TO SCALE
, CANYON SUBDRAIN DETAIL
GRADING GUIDE SPECIFICATIONS
NOT TO SCALE
DRAWN: JAS
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Southern California GeotecbnJca'
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PlATE G-3
1260 Nor1h Hancock _ SuIte 101
AnaheVn. California 92807
Phone: (714) m-0333 Fax: (714) m-0398
$
FINISHED SLOPE FACE
NEW COMPACTED FILL
OVERFILL REQUIREMENTS
PER PLATE NO.4
COMPETENT :'ER.IAL.J
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PLACE COMPACTED BACKFILL . ,~""--o., ..~:. .00,,' .,' ,;:, ".~. :".':::., .'~
TO ORIGINAL GRADE :\ ,./.,~, .. , .,' _., .';'. .>.-r .. .. , ' , ".
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BACKCUT-VARlES cl; .', ,0... 0.' - .~.,..' .'~' ..,. 4'MIN,
/. '.' : ,', -::;:-w.~ 0:. . '"Y~~t.I.': ,.:_ ' ,:
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. '.' ',.... _ ';'" :, ~ ~ 1 MAXIMUM HEIGHT OF BENCHES
o ,. 0 - ~ IS 4 FEET OR AS RECOMMENDED
--- II ~~~M' 01 BYlHE GEOTECHNICAL ENGINEER
L MINIMUM l' TILT BACK
~_~ . M,."""
KEY DEPlH (WHICHEVER IS GREATER)
KEYWAY IN COMPETENT MATERIAL.
MINIMUM WIDlH OF 15 FEET OR AS
RECOMMENDED BY lHE GEOTECHNIAL
ENGINEER. KEYWAY MAY NOT BE REQUIRED
IF FILL SLOPE IS LESS lHAN 5' IN HEIGHT
AS RECOMMENDED BY lHE GEOTECHNICAL
ENGINEER.
TOE OF SLOPE SHOWN
ON GRADING PLAN
PROJECT SLOPE GRADIENT
(1:1 MAX.)
---
~
NOTE:
BENCHING SHALL BE REQUIRED
WHEN NATURAL SLOPES ARE
EQUAL TO OR STEEPER lHAN 5:1
OR WHEN RECOMMENDED BY
lHE GEOTECHNICAL ENGINEER
,FILL ABOVE NATURAL SLOPE DETAIL
GRADING GUIDE SPECIFICATIONS
NOTTOSCALE Southern California Geotechnical
DRAWN: JAS .
CHKD: GKM
~-- ---
PlATE G-4
1260 North Hancock S_ SUite 101
Anaheim, California 92807
Phone: (714) m-ll333 Fax: (714) m-0398
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DIeSElS
COMPUTER PROGRAM OUTPUT
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3' TYPICAL
BLANKET FILL IF RECOMMENDED
BY THE GEOTECHNICAL ENGINEER
COMPETENT MATERIAL ACCEPTABLE
ro_"'''~''- \
TOP WIDTH OF FILL
AS SPECIFIED BY THE
GEOTECHNICAL ENGINEER
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FACE OF FINISHED SLOPE
VARIABLE
... '
MINIMUM HEIGHT OF BENCHES
IS 4 FEET OR AS RECOMMENDED
BY THE GEOTECHNICAL ENGINEER
-
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II ..~""""'~' ":jLMINIMUM1'T1LTBACK
2' MINIMUM . ' . OR 2% SLOPE
KEY DEPTH KEYWAY WIDTH, AS SPECIFIED (WHICHEVER IS GREATER)
BY THE GEOTECHNICAL ENGINEER
, STABILIZATION FILL DETAIL
GRADING GUIDE SPECIFICATIONS
NOT TO SCALE
DRAWN: JAS
CHKD: GKM
Southern California Geotechnical
.
1260 North HancocIt stnoet Suite 101 ,""
Anaheim, Calilomla 92807
Phone: (714) nr-0333 Fax: (714) nr-0398
_ ..--!!!!i.-_, --
PLATE G-5
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2' CLEAR
DESIGN FINISH SLOPE
OUTLETS TO BE SPACED
AT 100' MAXIMUM INTERVALS,
EXTEND 12 INCHES
BEYOND FACE OF SLOPE
AT TIME OF ROUGH GRADING
CONSTRUCTION,
BUTTRESS OR
SIDEHILL FILL ~
BlJ\NKET FILL IF RECOMMENDED
,BY THE GEOTECHNICAL ENGINEER
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.~:.::;,.;~~~~~;..,~:o,: t ~ . 4-INCHDIAMETERNON-PERFORATED
_ :::<. .~.:: .:. .:'.: ::.: '- OUTLET PIPE TO BE LOCATED IN FIELD
..' , " BY THE SOIL ENGINEER.
"FILTER MATERIAL' TO MEET FOLLOWING SPECIFICATION
OR APPROVED EQUIVALENT: (CONFORMS TO EMA STD. PLAN 323)
'GRAVEL" TO MEET FOLLOWING SPECIFICATION OR
APPROVEDEQUNALENT:
SIEVE SIZE
l'
3/4'
3/8'
NO,4
NO.8
NO, 30
NO. 50
NO, 200
PERCENTAGE PASSING
100
90-100
40-100
25-40
18-33
5-15
0-7
0-3
MAXIMUM
SIEVE SIZE PERCENTAGE PASSING
'1112'100
NO.4 50
NO, 200 8
SAND EQUNALENT = MINIMUM OF 50
DETAIL '!>:'
FILTER MATERIAL - MINIMUM OF FIVE
CUBIC FEET PER FOOT OF PIPE, SEE
ABOVE FOR FILTER MATERIAL SPECIFICATION.
AL TERNATNE: IN LIEU OF FILTER MATERIAL
FNE CUBIC FEET OF GRAVEL
PER FOOT OF PIPE MAY BE ENCASED
IN FILTER FABRIC. SEE ABOVE FOR
GRAVEL SPECIFICATION.
FILTER FABRIC SHALL BE MIRAFI140
OR EQUIVALENT, FILTER FABRIC SHALL
BE LAPPED A MINIMUM OF 12 INCHES
ON ALL JOINTS,
~ MINIMUM 4-INCH DIAMETER PVC SCH 40 OR ABS CLASS SDR 35 WITH
A CRUSHING STRENGTH OF AT LEAST 1,000 POUNDS, WI1H A MINIMUM
OF 8 UNIFORMLY SPACED PERFORATIONS PER FOOT OF PIPE INSTALLED
WITH PERFORATIONS ON BOTTOM OF PIPE, PROVIDE CAP AT UPSTREAM
END OF PIPE. SLOPE AT 2 PERCENT TO OUTLET PIPE.
OUTLET PIPE TO BE CON-
NECTED TO SUBDRAlN PIPE
WITH TEE OR ELBOW
NOTES:
1, TRENCH FOR OUTLET PIPES TO BE BACKFILLED
WITH ON-SITE SOIL,
SLOPE FILL SUBDRAINS
GRADING GUIDE S ECIFICATIONS
MOTTO SCALE
DRAWN: ./AS
CHKD: GKM
Southern California Geotechnical
~
-- -~f ---
PLATE G-ll
1260 North HancocI< street, SuI10 101 "'\ ~
Anaheim, California 92807
Phone: (714) m-0333 Fax: (714) m-0398
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MINIMUM ONE FOOT THICK LAYER OF
LOW PERMEABLILlTY SOIL IF NOT
COVERED WITH AN IMPERMEABLE SURFACE
MINIMUM ONE FOOT WIDE LAYER OF
FREE DRAINING MATERIAL
(LESS THAN 5% PASSING THE #200 SIEVE)
-
, ALTER MATERIAL - MINIMUM OF 1W0
CUBIC FEET PER FOOT OF PIPE, SEE
BELOW FOR FILTER MATERIAL SPECIFICATION,
ALTERNATIVE: IN LIEU OF FILTER MATERIAL
1W0 CUBIC FEET OF GRAVEL '
PER FOOT OF PIPE MAY BE ENCASED
IN FILTER FABRIC, SEE BELOW FOR
GRAVEL SPECIFICATION,
FILTER FABRIC SHALL BE MIRAF1140
OR EQUIVALENT, FILTER FABRIC SHALL
BE LAPPED A MINIMUM OF 6 INCHES
ON ALL JOINTS,
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MINIMUM 4-INCH DIAMETER PVC SCH 40 OR ABS ClASS SDR 35 WITH
A CRUSHING STRENGTH OF AT LEAST 1,000 POUNDS, WITH A MINIMUM
OF 8 UNIFORMLY SPACED PERFORATIONS PER FOOT OF PIPE INSTALLED
WITH PERFORATIONS ON BOTTOM OF PIPE. PROVIDE eM' AT UPSTREAM
END OF PIPE, SLOPE AT ~: PERCENT TO OUTLET PIPE,
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'ALTER MATERIAL' TO MEET FOLLOWING SPECIFICATION
OR APPROVED EQUIVALENT: (CONFORMS TO EMAS1D, PlAN 323)
'GRAVEl.' TO MEET FOLLOWING SPECIFICATION OR
APPROVED EQUIVALENT:
SIEVE SIZE
l'
3/4'
3/8'
NO.4
NO.8
NO,30
NO. 50
NO, 200
PERCENTAGE PASSING
100
9G-l00
4G-l00
25-40
18-33
5-15
G-7
G-3
MAXIMUM
SIEVE SIZE PERCENTAGE PASSING
1 112' 100
NO.4 50
NO, 200 8
SAND EQUIVALENT = MINIMUM OF 50
RETAINING WALL BACKDRAlNS
GRADING GUIDE SPECIFICATIONS
NOT TO SCAlE
DRAWN: JAS
CHKO: GKM
Southern California Geotechnical
.,
~ ___ _ ---!!!fh-~ ---
PLATE GoT
1260 North Hanc:cx:k Stree4 Suits 101 ..., A
Anahelm. Ca6fomia 92807 ..,
Phon.: (714) 777-0033 Fa><: (714) 777.0098
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SUMMARY OF FAULT PARAMETERS
Page 1
---------------------------------------------------~.---------------------------
1 APPROX 0 1 SOURCE I MAlL 1 SLIP FAULT
ABBREVIATED 1 DISTANCE 1 TYPE I MAG, 1 RATE I TYPE
FAULT NAME 1 (km) 1 (A,B,C) I (Mw) 1 (mrn/yr) I (SS,DS,BT)
==================================1======== =======1======1========= ==========
ELSINORE-TEMECULA I 1.8 B 6,8 I 5,00 SS
ELSINORE-JULIAN I 14.5 A 7,1 5,00 SS
ELSINORE-GLEN IVY I 28.6 B 6,8 5,00 SS
SAN JACINTO-ANZA I 33,9 A 7,2 12.00 SS
SAN JACINTO-SAN JACINTO VALLEY I 34,3 B 6,9 12,00 SS
NEWPORT-INGLEWOOD rOffshore) I 4504 B 6,9 1.50 SS
ROSE CANYON I 4804 B 6.9 1.50 SS
SAN JACINTO-COYOTE CREEK 1 56,0 B 6.8 4,00 SS
CHINO-CENTRAL AVE, (Elsinore) I 57,5 B 6,7 1,00 DS
EARTHQUAKE VALLEY I 59,2 B 6,5 2,00 SS
SAN JACINTO-SAN BERNARDINO I 6101 B 6,7 12,00 SS
SAN ANDREAS - Southern I 62,9 A 7,4 24,00 SS
ELSINORE-WHITTIER I 64,2 B 6,8 2,50 SS
CORONADO BANK I 73,0 B 7,4 3 ,00 SS
PINTO MOUNTAIN I 73,9 B 7,0 2,50 SS
NEWPORT-INGLEWOOD (L,A,Basin) I 76,6 B 6,9 1,00 SS
PALOS VERDES I 79,5 B 7,1 3,00 SS
CUCAMONGA 1 84,0 A 7,0 5,00 DS
BURNT MTN. I 85,7 B 6,5 0,60 SS
NORTH FRONTAL FAULT ZONE (West) I 8604 B 7,0 1.00 DS
SAN JOSE 8806 B 6,5 0,50 DS
CLEGHORN 89.6 B 6,5 3,00 SS
ELSINORE-COYOTE MOUNTAIN 89.9 B 6,8 4,00 SS
NORTH FRONTAL FAULT ZONE (East) 90,0 B 6,7 0,50 DS
EUREKA PEAK 90.3 I B 6,5 0,60 SS
SAN JACINTO - BORREGO 90,5 I B 6,6 4,00 SS
SIERRA MADRE (Central) 9204 I B 7,0 3,00 DS
LANDERS 99,8 1 B 7,3 0,60 SS
SAN ANDREAS - 1857 Rupture 10004 I A 708 34000 SS
HELENDALE - S, LOCKHARDT 101,8 I B 7,1 0,60 SS
LENWOOD-LOCKHART-OLD WOMAN SPRGS 106,9 1 B 703 0.60 SS
CLAMSHELL-SAWPIT 108,7 1 B 6.5 0.50 DS
JOHNSON VALLEY (Northern) 111,9 1 B 607 0.60 SS
RAYMOND 112,9 1 B 6.5 0,50 DS
EMERSON So, - COPPER MTN, 11308 1 B 6,9 0,60 SS
VERDUGO 120,9 1 B 6,7 0,50 DS
SUPERSTITION MTN, (San Jacinto) 122,8 1 B 6,6 5,00 SS
PISGAH-BULLION MTN,-MESQUITE LK 125.4 1 B 7,1 0,60 SS
CALICO - HIDALGO 12506 I B 7.1 0,60 SS
HOLLYWOOD 12509 I B 6,5 1.00 DS
ELMORE RANCH 126.8 1 B 606 1.00 SS
SUPERSTITION HILLS (San Jacinto) 128,9 1 B 6.6 4.00 SS
BRAWLEY SEISMIC ZONE 13101 1 B 6,5 25,00 SS
SANTA MONICA' 137,7 1 B 6,6 1,00 DS
,SIERRA MADRE (San Fernando) 141.2 I B 607 2.00 DS
ELSINORE-LAGUNA SALADA 141.5 I B 7,0 3,50 SS
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SUMMARY OF FAULT PARAMETERS
Page 2
1 APPROX, I SOURCE , MAX. 'SLIP FAULT
ABBREVIATED I DISTANCE , TYPE I MAG, I RATE , TYPE
FAULT NAME , (km) '(A,B,C) I (Mw) , (rnm/yr) I (SS,DS,BT)
==================================1======== =======I======'=========I========~=
SAN GABRIEL I 14301 B '7,0 1.00 1 SS
MALIBU COAST I 14504 B I 6,7 0,30 DS
GRAVEL HILLS - HARPER LAKE I 156.1 B 6,9 0,60 SS
IMPERIAL '156,1 A 7.0 20,00 SS
ANACAPA-DUME I 157,3 B 7,3 3,00 DS
SANTA SUSANA '159.1 B 6,6 5.00 DS
HOLSER 168.1 B 6,5 0,40 DS
BLACKWATER 17201 B 6,9 0060 SS
OAK RIDGE (Onshore) 179.1 B 6,9 4,00 DS
SIMr-SANTA ROSA 180,6 B 6,7 1,00 DS
SAN CAYETANO 186.5 B 6,8 6,00 DS
SANTA YNEZ (East) 205.7 B 7,0 2,00 SS
GARLOCK (West) 210.9 A 7,1 6,00 SS
VENTURA - PITAS POINT 211,5 B 6,8 1,00 DS
GARLOCK (East) 21800 A 7,3 7,00 I SS
M.RIDGE-ARROYO PARIDA-SANTA ANA 22002 ,B 6,7 0,40' DS
PLEITO THRUST 22207 B 6,8 2.00 1 DS
RED MOUNTAIN 225,8 B 6,8 2,00 I DS
SANTA CRUZ ISLAND 230,1 B 6,8 1,00 I DS
BIG PINE 230.7 B 6,7 0,80 I SS
WHITE WOLF 23706 B 7,2 2,00 I DS
OWL LAKE 23707 B 6,5 2,00 I SS
PANAMINT VALLEY 238.0 B 7,2 2.50 I SS
So. SIERRA NEVADA 24008 B 7,1 0.10 I DS
TANK CANYON 240,9 B, 6,5 1.00 I DS
LITTLE LAKE 242.3 B 6,7 0,70 I SS
DEATH VALLEY (South) 244.9 B 6,9 4,00 I SS
SANTA. YNEZ (West) 259.4 B 6,9 2,00 I SS
SANTA ROSA ISLAND 266.2 B 6,9 1,00 I DS
DEATH VALLEY (Graben) 287.9 B 6,9 4,00 I DS
LOS ALAMOS-W, BASELINE 302.4 B 6,8 0,70 I DS
OWENS VALLEY 312.3 B 7,6 1,50 1 SS
LIONS HEAD 319.9 B 6.6 0.02 I DS
SAN JUAN 322,9 B 7,0 1.00 I SS
SAN LUIS RANGE (S. Margin) 32705 B 7,0 0,20 I DS
HUNTER MTN, - SALINE VALLEY 334.8 B 7,0 2,50' SS
CASMALIA (Orcutt Frontal Fault) 337.1 B 6,5 0,25' DS
DEATH VALLEY (Northern) 34109 A 7,2 5,00' SS
INDEPENDENCE 348.3 B 6,9 0,20' DS
LOS OSOS 356.9 B 608 0050' DS
HOSGRI 366.0 B 7,3 2,50' SS
RINCONADA 37501 B 7,3 1. 00' SS
BIRCH CREEK 405,1 B 6,5 0,70' DS
WHITE MOUNTAINS 408.8 B 7,1 1.00 I SS
SAN ANDREAS (Creeping) 425,5 B 5,0 34,00 I SS
DEEP SPRINGS 426,4 B 6,6 0,80 I DS
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SUMMARY OF FAULT PARAMETERS
-------------------------.--
Page 3
----------------------------------------------------.---------------------------
ABBREVIATED
FAULT NAME
==================================
DEATH VALLEY (N. of cucamongo)
ROUND VALLEY (E, of S,NoMtnso)
FISH SLOUGH
HILTON CREEK
HARTLEY SPRINGS
ORTIGALITA
CALAVERAS (So,of Calaveras Res)
MONTEREY BAY - TULARCITOS
PALO COLORADO - SUR
QUIEN SABE
MONO LAKE
ZAYANTE-VERGELES
SARGENT
SAN ANDREAS (1906)
ROBINSON CREEK
SAN GREGORIO
GREENVILLE
HAYWARD (SE Extension)
ANTELOPE VALLEY
MONTE VISTA - SHANNON
,HAYWARD (Total Length)
CALAVERAS (Nooof Calaveras Res)
GENOA
CONCORD - GREEN VALLEY
RODGERS CREEK
WEST NAPA
POINT REYES
HUNTING CREEK - BERRYESSA
MAACAMA (South)
COLLAYOMI
BARTLETT SPRINGS
MAACAMA (Central)
MAACAMA (North)
ROUND VALLEY (N. S.F,Bay)
BATl'LE CREEK
LAKE MOUNTAIN
GARBERVILLE-BRICELAND
MENDOCINO FAULT ZONE
LITl'LE SALMON (Onshore)
MAD RIVER
CASCADIA SUBDUCTION ZONE
McKINLEYVILLE
TRINIDAD
FICKLE HILL
TABLE BLUFF
LITTLE SALMON (Offshore)
I APPROX, I SOURCE I MAX 0 I
I DISTANCE I TYPE I MAG, I
I (km) 1 (A,B,C) I (Mw) 1
======== =======1======
A 1 7,0
B 1 6,8
B 1 6,6
B I 607
B I 6.6
B I 6,9
B I 6,2
B I 7,1
B I 7.0
B I 6.5
B I 6,6
B 1 6,8
B r 6,8
A I 7,9
B, I 6,5
A I 703
B I 6,9
B I 6,5
B I 6,7
B I 6,5
A I 7,1
B I 6,8
B I 6,9
B I 609
A 1 7.0
B I 6.5
B 1 6.8
B I 6,9
B I 6,9
B 6,5
A 7,1
A 7,1
A 701
B 6,8
B 6,5
B 6,7
B 6.9
A 7.4
A 7,0
B 7,1
A 8,3
B 7,0
B 7,3
B 6,9
B 700
B 7.1
429.5
441. 3
447.8
467,7
492.7
506,9
514,5
52004
523,7
52701
528.9
54606
551. 4
551. 8
560,4
595.6
598.6
600,6
601.1
601. 6
619.9
619,9
627,2
666,3
70506
705.8
726.8
727,0
767.7
783,8
786,2
,80903
868.1
872.8
890.7
931.2
949,0
1006.2
1011,2
1013 ,0
1020,6
1023,7
1025.0
1025,8
1032,0
1045.2
SLIP
RATE
(mm/yr)
---------
---------
5,00
1.00
0,20
2,50
0,50
1.00
15.00
0,50
3,00
1.00
2,50
0,10
3,00
24,00
0,50
5,00
2,00
3,00
0,80
0.40
9,00
6,00
1,00
6,00
9,00
1.00
0.30 I
6,00 1
9,00 1
0,60 I
6,00 I
9,00 I
9000 I
6.00 I
0,50 1
6.00 I
9,00 I
35,00 I
5000 I
0,70 I
35,00 I
0.60 I
2.50 1
0,60 I
0,60 I
1.00 I
I FAULT
I TYPE
I (SS,DS,BT)
----------
----------
55
DS
DS
DS
DS
55
55
DS
55
SS
DS
55
55
55
DS
55
55
55
DS
DS
55
55
DS
SS
55
55
DS
55
SS
55
55
55
55
55
DS
55
55
DS
DS
DS
DS
DS
DS
DS
DS
DS
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SUMMARY OF FAULT PARAMETERS
Page 4
~--------------------------------------------------_.---------------------------
1 APPROX 0 I SOURCE 1 MAlL I SLIP FAULT
ABBREVIATED I DISTANCE I TYPE 1 MAG, I RATE I TYPE
FAULT NAME I Oem) 1 (A,B, C) I (Mw) 1 (mm/yr) 1 (SS,DS,BT)
==================================1========1=======1======1=========1==========
BIG LAGOON - BALD MTN,FLT.ZONE I 1061,5 1 B 1 7.3 I 0050 I DS
*******************************************************.***********************
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APPENDIX F
EXCERPTS FROM
SCG REPORT NO. 03G133-1
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BORING NO.
B-10
JOB NO,: 03G133 DRILUNG DATE: 314103 WATER DEPTH: Dry
PROJECT: Rancho Community Church DRILUNG METHOD: Honow Stem Auger CAVE DEPTH: 10 feet
LOCATION: Temecula, Califomla LOGGEO BY: Daryl Kas READING TAKEN: at CompleUon
FIELD RESULTS LABORATORY RESULTS
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Z w' 0 DESCRIPTION . ~ w"- "'"
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0.. ~ '<:- !l: 0)1- -0) 0..:
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W ..J 00) II: SURFACE ELEVATION: 1044,0 feet MSL 11:0 00 0::; :SSE ~o ZJ: 0
0 lD o..t:. C) o!!:. ::;0 ::::i:J 0..::; o..~ :JO) 0
\ #:.\ 310 6 Inches ToosoiURoot Mat Laver
~ 8 Brown Silty fine Sand 10 fine Sandy SiI~ loose - damp 10 moist ,- 102 12
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Ught Brown Silty fine Sand 10 fine Sandy SiI~ slight porosity, ,-
~ 14 Iaoselo medium dense, damp 10 dry 91 4
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~ - damp to moist
~ 16 94 15
Borfng Tenninaled at 10'
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TEST BORING lOG
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Southern California Geotechnical
BORING NO.
B-11
JOB NO,: 03Gl33 DRILLING DATE: 3/4/03 WATER DEPTH: Dry
PROJECT: Rancho Community Church DRILLING METHOD: Hollow Stem Auger CAVE DEPTH: 9 feet
LOCATION: Temecula, California LOGGED BY: Daryl Kas READING TAKEN: at Completion
FIELD RESULTS LABORATORY RESULTS
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z W 0 DESCRIPTION ;/I WIL --'"
W ::> [I. ...J (i.j W- (!)~ ~~ ....
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[I. ::; 0 OIL -z ::>-
W ;}J ...J 0'" 0: SURFACE ELEVATION: - MSL 0:0 00 0::; :5~ !20 Z:r 0
0 m [I.!::. (!) o~ ::;0 ::::i::::i [I.::::; [I.~ ::>'" 0
, :.\ 3 to 6 Inches ToosoiVRoot Mal La""r --
~ 9 Dark Brown Silty1ine-Sand, loose - moist 104 10
~ Ught Brown Silty fine Sand to fine Sandy SilL medium dense ---
~ " damp
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15 -moist 16
Boring Terminated at 10'
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PLATE B-11
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Southern California Geotechnical
, BORING NO.
B-12
JOB NO,: 03G133 DRILLING DATE: 314103 WATER DEPTH: Oly
PROJECT: Rancho Community Church DRILLING METHOD: Hollow Stem Auger CAVE DEPTH: 9,5 feet
LOCATION: Temecula. California LOGGED BY: 0aIyf Kas READING TAKEN: at Completion
FIELD RESULTS LABORATORY RESULTS
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Z w 0 DESCRIPTION 0 - wu. '"
w ::> 11. ..J en w- Cl~ Z'" ....
~ 0 Iii () Z 0:.... () iLC z
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:z: 11. ?; ~- ~ 0_ ....~ 0 ;:: -'" 8l1i ::<
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W ..J lrg 0: SURFACE ELEVATION: - MSL 0:0 00 0::< :5~ ~a Z:z: 0
0 '" m Cl o!!:. ::<0 ::;::; ll.~ ll.~ =>'" 0
, :., 3 to 6 inches ToosolVRoot Mat La er
"'-- ' 'Dark Brown fine Sandy Sill. trace Clay, s1lghUy porous, trace --
~ 10 ' ' fine Root1ibers - moist 95 23
Ught Brown Silty fine Sand, medium dense - dry to damp --
~ 25 101 6
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.. Ught Brown fine Sand, medium dense - damp --
5 ~ 17 .... 108 6
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~, 9 2,5 Brown Clayey Sill little fine Sand, slifl, very moist 87 30
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BOring Terminated at 10'
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PLATE B-12
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Southern California Geotechnical
BORING NO.
B-13
JOB NO,: 03G133 DRILLING DATE: 3/4/03 WATER DEPTH: Dry
PROJECT: Rancho Community Church DRILLING METHOD: Hollow Stem Auger CAVE DEPTH: gfaet
LOCATION: TemeaJla, California LOGGED BY: Daryl Kas READING TAKEN: at CompleUon
FIELD RESULTS LABORATORY RESULTS
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IU ::> ll. ..J DESCRIPTION u; IU- (!)~ ZOO I-
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~ g ou, >-u, -z :SSE ::;
IU ~~ a: SURFACE ELEVATION: - MSL a:0 00 0::; ~o z:r: 0
0 rn m (!) ol!:. ::;0 ::i:J ll.:J ll.~ ::>rn 0
.!-!: .' 3 to 6 Inches ToosollIRoot Mat Laver --
~ 10 2,25 Dark GrayClayey Silt; IilUe fine Sand, bace fine Root fibers, 83 32
stiff -wry-moist
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5 ~ Dark Brown Clayey SilL little fine Sand, medium stiff - very 103 24
8 1,6 moist
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~ Brown Silty fine to medium Sand, medium dense - moist
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Boring Tenninated at 10'
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PLATE B-13
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Southern California Geotechnical
BORING NO.
8-14
JOB NO,: 03G133 DRILLING DATE: 314103 WATER DEPTH: Dry
PROJECT: Rancho Community Church DRILLING METHOD: Hollow Stem Auger CAVE DEPTH: 8 feel
LOCATION: Temecula, California LOGGED BY: Daryl Kas READING TAKEN: at Completion
FIELD RESULTS LABORATORY RESULTS
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w ::> n. ..J '" (!)~ z'" I-
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~ 0 0"- -z ::>- :)::1 ~o Ow
w ..J 0'" 0: SURFACE ELEVATION: - MSL 0:0 00 0::;: ZI 0
0 '" m n.c. (!) o!h ::;:0 ::;::i a.:J a.~ =>'" 0
, ' TOPSOIL: Gray to Black Silty fine Sand to fine Sandy SiI~
~ 8 -trace Organics,loose - moist to very moist 86 22
Ught Brown SiI~ some fine Sand, slighUy porous, damp to dry ,-
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~ Ught Brown fine Sandy SiI~ some Clay, med1um dense - moist 100 14
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Dark Gray to Black Clayey SiI~ trace fine Sand, trace ,-
- 101 20
H 12 4.25 Organics, very stiff - moist
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Boring TefTTlinated at 10'
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PLATE B-14