HomeMy WebLinkAboutTract Map 3883 Lot 382 Soil & Foundation
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u01=~~~~suoJ a~ueP1=se~ AT1=Wea eTDu1=S pesodo~d
~~ode~ (Te~1=uq~e~OeD) u01=~epunoa pue T1=OS
NOI~JI1aO~~I
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suo1=~epuewwo~e~ ub"]:sep u01=~epunoJ pue ~~o~q~~ee ~ueu1=~~ed ep"]:Ao~d
(G pue 'e~1=s eq~ ~e suo1=~1=Puo~ T1=oS e~eJ~nsqns pue uo"]:~epunoJ
eq~ e~enTeAe (1 o~ se~ U01=~eb1=~SeAu1= s1=q~ JO eso~nd eq~
'A~~edo~d ~~e~qns eq~ ~e pe~e~oT eq o~ e~ueP1=se~ AT"]:weJ eTbU1=S
~eu e JO ~uewdoTeAep pesodo~d eq~ ~oJ u01=~eD1=~seAu1= u01=~epunoJ
pue T1=oS e JO suo1=snT~uo~ pue SbU1=PU1=J ~no s~uese~d ~~ode~ s1=q~
:~~O~ JO edo~s bU1=~OTTOJ eq~ pepnT~u1= U01=~eb1=~SeAU1= s1=q~
- (~ x1=puedd~)
bU1=~Se~ A:ro~e~oqeT ~oJ seTdwes T1=OS ~eAo~e~ pue suo1=~1=Puo~
e~eJ~nsqns eU1=~e~ep o~ see~e edoTs pue ped bU1=PT1=nq
pesodo~d eq~ u"]:q~1=~ seq~ue~~ A:rO~e~OTdxe O~~ pe~oJ~ed (1
- (g x1=puedd~) se1=~~edo~d T1=oS eq~ eU1=~e~ep
o~ seTdwes T"]:OS eA1=~e~uese~de~ JO bu"]:~se~ A:ro~e~oqe~ (G
'uo1=~e~ede~d ~~o~q~~ee
A:resse~eu pue uo"]:~epunoJ ~oJ sesATeue bU1=~eeu"]:bu3 (E
-~~ode~ s1=q~ JO u01=~e~ede~d eq~ p~ (v
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'peo~ e~1=~1=Tea wO~J pesodo~d s1= Ae~eA1=~a -bU1=PT1=nq TTe~s/u~eq
e pue 1I~"]:un Auue~DII peq~e~~e q~1=~ ebe~eb peq~e~ep 'ewoq AT1=weJ
eTbU1=S e JO u01=~~~~suo~ eq~ JO ~s1=suo~ TT"]:~ ~uewdOTeAep pesodo~d
'A~~edo~d eq~ JO JTeq AT~eq~~ou eq~ bU1=Adn~~o ped u~eq pue
Te~~o~ e (q pue ep1=s AT~eq~nos eq~ uo pe~e~oT eq o~ 'u01=~eAeTe
epe~b ped peqs"]:u1=J ~eT1=w1=s JO sped ebe~eb pue esnoq eq~ (e !~oJ
eP1=Ao~d o~ pe~1=nbe~ eq TT1=~ bU1=pe~b qbno~ -~eu~o~ AT~e~se~q~~ou
eq~ ~e ~u"]:od ~oT eq~ o~ ~OT eq~ JO ~eu~o~ AT~eq~nos eq~
wO~J q~~1=d p~e~u~op (A:H/1:v ~noqe) eT~ueb e seq e~eJ~ns ~oT aq~
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s~ooTa 'SbU"]:~OOJ pee~ds Teuo"]:~ueAuo~ uo pe~~oddns 'Joo~ eT"]:~ q~1M
sTTeM 0~~n4S pue pewe~JPooM JO eq 04 pe4~edxe s"]: UO"]:4~~4SUOJ
"U014eAeTe ped ewes eq~ uo eq TT"]:M 4see eq4 04 ebe~eb peq~e4ep
eq~ oped TeAeT pepe~b e uo pepunoJ 'e~eds bU1A"]:T JO e~enbs
OOO'E JO ~ep~o eq4 u1 '4T1nq W04sn~ 'A~04S euo e JO 4S"]:SUO~
TT"]:M e~uep1se~ u1ew eq~ 'ee~e ped TTe4s/u~eq/Te~~0~ es~oq e pue
(paq~e44e 41un Auue~b eTq1ssod) ebe~eb peq~e4ep q4"]:M a~uap"]:se~
woo~peq ee~q4 e JO ~s1suo~ TT1M (v801-vVG-606 uD"]:sea JJoq~~e~
Aq pe~ede~d sueTd esnoq) A4~edo~d eq4 ~OJ 4uewdoTeAep peuueTd
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pue e4~ON e"]:A) S4ee~4S q40g "(ee~e u"]:seq uO"]:4ue4e~ qseM e
eq o~ s~eedde) .4uewesee ue1~4senbe ue s1 eU1T A4~edo~d AT~eq~~ou
eq~ puoAeg "epe~b ~ue~~ed OG ~oJ1un e ~noqe ~e u01~~e~1P
ATJaq4~ou aq4 U"]: p~e~u~op saq~41d a~eJJns pUnOJb aq~ "pUnOJb
bU1doTS JO se~~e 55'0 'edeqs u1 ~eTn5ue~~e~ ~sowTe s1 ~oT eq~
"sewoq AT1weJ eTbu1s e~e ~see pue q~~ou eq~ o~ 'q~nos eq~
o~ peo~ e~"]:~"]:Ted pue 4saM aq~ o~ peo~ a~~oN e1A s~uo~J A~~edo~d
eq~ "~e~ue~ UMO~ PTO eTn~ewe~ eq~ wO~J ~seeq~~ou enp seT1w v/T E
~noqe s"]: ~I "peAed e~e s~ae~~s sse~~e q~og 'eJ 'eTn~ewe~ JO A~"]:J
'Ma"]:AMopeew JO A~"]:unwwo~ aq4 u1 'peo~ e~"]:~1Ted pue peo~ e~~oN e"]:A
JO ~eu~o~ AT~e~see q~~ou eq~ uo pe~e~oT s"]: A~~edo~d ~~e~qns eq~
"a~eJ~ns A~~edo~d eq~ bU1SS0~~ ses~no~ (~e~eM) seu"]:T
eDeu"]:e~p ~~u1~s1P ou q~"]:M ~oJ"]:un pue q~oows s~eedde s~no~uo~
e~eJ~ns eq~ 'A~~edo~d eq~ uo pe~ou e~eM sTTeM ~e~eM ~o SbU1~ds
~o/pue sdo~~~no ~~o~ ON "~eu~o~ AT~e~seMq~~ou aq~ sp~eMo~ bU1~1xe
A~~edo~d eq~ sso~~e MOTJ~eeqs Aq s1 ebeu"]:e~p Te~n~eN 'sse~b
Tenuue JO e~eq ~sowTe s1 ~eAo~punO~b pue pedoTeAepun s1 ~OT eq~
SNOI~IaNOJ 3J~a~Sans
'ATUO ~oJ e~e~~ u1 ~uese~d s1 AeTJ "~S es~eo~ o~ wn1pew
pue ~S A~T"]:S 'u~o~q ~a4qD"]:T e JO ~eaJ E ATa~ew1xo~dde JO ~eAeT
u1q~ e JO ~s"]:suo~ T10sdo~ eq~ "MOTeq s~eedde (U01~e~oa eqned)
'euo~spues "~eeJ 01 ~eddn eq~ u1q~1M T"]:oS Te1AnTTe Aq u1eT~epun
T10sdo~ JO ~eAeT u"]:q~ e q~"]:M eT~uew s"]: puno~b eq~ 's~~oJJe
A:i:o~e~oTdxe ~no uo peseg 'eT"]:Jo~d T"]:OS e~eJ~nsqns eq~ eu"]:~e~ep
o~ a~1s eq~ uo pe~eAe~xe e~eM s~"]:d eoq~~eq A~o~e~oTdxe o~
"~ua4adwo~ pue (Sp"]:OA ~~eT)
esuep pue pe~uewe~ 'MoTeq ~eeJ +01 ~e bU1~eedde eu04spues pue
eu04s4T"]:S JO ~s1suo~ '(U01~e~Oa eqned) ~~o~peq bU1AT~epun eq~
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ON "Te14Ue~od u01suedxe u1= wn1pew O~ MOT eq 04 pe~eP1=suo~
pue AeT~ JO ~unowe e~e~~ seq T10sdo~ ~eddn eq4 'ATTe~eueD
DNI~~as XDO~03D ~~NOID3~
S3I1~~A NDISaa JIWSl3S L661 (Jan) aaoJ DNla~Illg ~OdINI1
"~~ode~ S1q4 JO 4~ed SE X1puedde eq~ u1 peq~E4~e
(TO"LTOOOOO "N'd) OOO~ "'8 A1n~ pa4EP 4JodaJ s1q u1 '4816010aE
bU1~eeu1bue bU1~Tnsuo~ '1SS0~ '~ ueq~euqor "~W Aq pe~ede~d
4~ode~ AVO ToeD 04 ~eJe~ aseeTd 's~~eJJa A~epuo~es pue A41~1=wS1=es
pue EU1=~TneJ '~e4eMpuno~E 'SU01=~1=PUO~ ~1EoToeb Teu01be~ ~oa
"eEed bU1MOTTOJ eq~ uo pe4uese~d e~e 'Jan L6.
'11 ewnToA '91 u01~~es ~epun seTqe~ eq4 u1 peu1T~no se s~e~ewe~ed
pewnsse ~o UMOU~ UO paseq e~ep DU1MOTTOJ eq~ 'q~ns s~ "(G-91
e~nE1a dew) A~1~1ws1es Teu01be~ qb1q UMOU~ JO ee~e ue u1= pa4e~oT
s1 a41s eq~ '(U0141=pe L661 Jan) epoJ bU1PT1ng ~oJ1Ull uo peseg
G'1 nnn_ (~-91 eTqe~ Jan) IIAN" ~04~ea e~~nos ~eeN
0"1 nn_h (S-91 eTqe~ Jan) lieN" ~o~~ea a~~nos ~eeN
ANv9' 0 hn__ (~-91 eTqe~ Jan) "AJ" ~ua1~1=JJeoJ ~1=ws1es
evv" 0 nnn (O-9T eTqe~ Jan) "eJ" ~ue1~1JJeoJ ~1ws1es
PS ------------- (r-91 eTqe~ Jan) e~ eT1=JO~d T10S
g ----------- (ll-91 eTqe~ JaIl) e~ e~~nos ~1=ws1=es
Ov"O ------- (T-9T aTqe~ Jan) "ZII ~04~ed auoz ~1=ws1=as
v euoz ----------------- (G-9T e~nE1a Jan) euoz ~1ws1es
's1sATeue Te~n~~~~s bU1PT1nq eq~ u1 pesn eq ue~ pue
e~1s 4~e~qnseq4 o~ eTqe~1Tdde pe~eP1suo~ e~e senTeA eAoqe eq~
S~Z~ JIWSlaS X~aNOJ3S
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pue euo~spues JO u01~e~od eqned) ~~o~peq Aq u1eT~epun T1=osdo~
JO ~aAeT U1=q4 e q41M eT4uew 'u01=4e~OT d04 eEp1=~ pue puno~D q01=q
~eddn eq4 u1 pe~e~oT s1 ~OT eq4 's~~oJJe A:i:o~e~oTdxe ~no uo peseg
"a41=s s1=q~ 4e ~04~eJ e ~ou pa~eP1suo~
a~e EU1=POOTJ ~o sTTeJ ~~o~ 'uo1=4~eJenb1T se q~ns sp~ezeq
A:i:epuo~es JO e~ue~~n~~o eq~ ~oJ Te1=~Ue40d 'p~ebe~ ~eq~ Ul 'ee~e
DU1=PT1=nq pasodo~d aq4 MOTeq ~uasa~d 40U e~e ~a4eMpuno~D ~o/pue
T10S ~eTnue~E esooT 'ee~e ~~e~qns eq~ JO ebpeTMou~ ~no uo paseg
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su01~epuewwo~e~ pue su01snT~uo~ TTe pep1=Ao~d 'U014~~~SUO~
Te1~ueP1=se~ AT1=WeJ eTbU1=S Meu pesodo~d eq~ ~oJ eTqe41ns eq
TT1M e~1s eq~ '~u10dpue~s bU1~eeu1Eua u01~epunoJ pue T1=OS e WO~d
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'4eeJ 5 ~noqe o~ pa41=w1=T eq TT1M ~e~4eTJ
~o T:G 4e paq~41d oSTe sadoTs TT1d '4qb1=aq Te~1=4~eA u1= 4aeJ
01 ueq4 sseT 04 pe~1w1T pue ~e44eTJ ~o (A:H) 1:G ~e pesodo~d e~e
sedOTs 4nJ oped TT1J-4n~ U0141=sue~~ e EU1=4ee~~ 'puno~E bU1=doTS
Te~n4eu eq~ 0~u1 bU1q~ueq Aq pe~n~~eJnuew eq TT1=M ped DU1PT1nq
eq4 'e~1s eq~ ~oJ pe~ede~d ueTd bU1=pe~b JO Me1=Ae~ ~ed "STT1J
e41s-uo JO U01=~~~4SUO~ eq~ u1 esne~ ~OJ A:i:0~~eJs14es pe~eP1suo~
eq TT1M ST10S e~1s-uo e~~ 'T10sdo~ esooT pue u01~e~ebeA
JO pe~eaT~ pue padd1=~~s ueaq eAeq pape~E eq o~ see~e eq4 ~e~J~
"SWe~SAs A41T1~n pue u01~epunoJ JO u01~eTTe~su1
eq~ a4epowwo~~e 04 sTT1=J pa4~edwo~ ~o/pue ST10S eA1=4eu
0~u1 u014eAe~xe (5 pue !JJou~ ~e~eM JO TO~~UO~ ~oJ s~ue1pe~b
a~eJ~ns e4enbepe (v !a~n4~~~s esnoq pesodo~d eq4 ~~oddns
04 SU01=41=PUO~ U01=4epunOJ eTqe41ns (E !40T eq~ JO JTeq AT~eq~~ou
eq4 uo e~1s TTe~s-u~eq/Te~~o~ TeAeT e (G !ebe~eb peq~e~ep pue
e~ueP1=sa~ u1=ew eq4 4~oddns 04 ped DU1PT1nq TeAeT e (1 :ap1=Ao~d
o~ pe~1=nbe~ eq TT1M u01~e~edo bU1pe~b qbno~ 4eq~ bU1=PUe4S~epun
~no s1 ~1 '(peq~e44e u01=~~npe~ xo~ex) A~~edo~d ~~e~qns
~oJ pe~eda~d Apee~Te ueTd bU1pe~D JO Me1=Aa~ ~no uodn paseg
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9 e~e ~eq4 bU1=pe~D bU1=~np pe~e~uno~ue s~epTnog "poq~ew u014~edwo~
8L-L551a "W'~"S"~ eq~ Aq peu1~e4ep se A~1suep A:i:p A:i:o~e~oqeT
wnw1=xew eq4 JO 4ue~~ed 06 4seaT 4e o~ pe1J1=suep pue wnw1=~do
~eeu o~ peu01~1puo~ e~n~s1=ow 'seq~u1 ~1-9 ~eq~oue pe1=J1=~e~s
eq ~s~1=J PTnoqs u01~eAe~xe EU1=pe~b JO wo~~oq pasodxe TT~
"S~U1~d400J bU1=PT1nq
eq~ puoAeq 4aeJ 5 ~seeT ~e pue4xe PTnoqs ~~oMe~ JO s41=w1=T
eq~ "WO~~oq pesodxe JO u014e~1J1~e~s seq~u1 G1 e snTd ~eeJ E
s1= ped EU1=PT1nq ~epun u01=4eAe~xa~eAo JO q4dep wnw1u1=W "e~n4~~4S
JO ~~oddns ~oJ u01qsn~ ped TT1=J pe~eeU1=bUa ~oJ1=un e ~oJ
aP1Ao~d 04 u01=4eAe~xe~eAO e~1nbe~ ATe~1T TT1M ped bU1=PT1nq eq~
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eA1=a~a~ q~1=qM sea~e Te~n4~n~4s Aue u1= u1=ewa~ PTnoqs sa1=41=T1=~eJ
~ou SU01=4~~4SqO puno~5~apun ON "TT1=J aA1=a~e~ 04 sea~e Aue
WO~J peAowe~ eq PTnoqs seu1T u01~eD1~~1/A~1=T1=~n 's~~o~ se q~ns
EU1=pe~D DU1~np pe~e~uno~ue sU01~~~4SqO e~eJ~nsqns ~o e~eJ~ns A~
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~nq epo~ 5U1PE~5 e~E1~do~dde eq4 q~1M e~u~oJuo~ u1 pe1J1suep
aq PTnoqs sTT1J TT~ '5u1~sa4 pue u01=~e~asqo DU1=~eeu1=5ue ~apun
pe~~edwo~ pue sTe1~e~ew TT1J eTqe~1ns q~1M peTT1J~~eq AT~edo~d
eq PTnoqs 'TeAowa~ u01=~~n~~sqo DU1pe~D eq4 JO 4TnsaJ e se pe~ea~~
(saq~ue~4 A~04e~oTdxa 5u1pnT~U1=) sa1=41=Ae~ ~o/pue u01=ssa~daa
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"(A:H) 1:1 ueq~
~edaa4s epew eq ~ou PTnoqs sedoTs 's4n~ ~adeep ~Od .A:i:essa~au
a~e sq4dap u014eAe~xa Ja4eaJE J1 pa~1nbaJ aq Aew EU1ua44ETJ
~o sTTeM u014eAe~xe JO DU1~oqS "pe1J1~eA s1 A41T1qe~s Te1=~1=J~ns
pue 4aaJ 5 paa~xa 40U saop q4dap Te404 aq4 paP1Ao~d 'Te~1=4~aA
AT~eeu pue~s PTnoqs su01~eAe~xe u01~~n~~suo~ A:i:e~odwe~ JO sTTeM
eq~ "~aD~eT ~o 9-a e se q~ns 4uewd1=nba DU1=Aowq~~ee p~epue4s q41=M
qS1Tdwo~~e o~ ~Tn~1JJ1P eq ~ou PTnoqs ST1=OS e~1=s-uo JO ~~oMe~
"paAe1=q~e eq ue~ u01~~edwo~
eA14eTe~ pe~1nbe~ eq~ pue OE JO ~ueTeA1nbe pues wnw1u1w e eAeq
sTe1=~e~ew aA1=~eu eq4 pue TT1=J~~eq aq4 q40q pep1=Ao~d pa441=~ad
eq Aew sT10S ee~J ~1ueD~0 eA1~eN "sepoJ A~eJes e1u~oJ1TeJ JO
e~e~s aq4 04 ~OJUO~ 4snw EU1=~oqs q~ua~4 q41=M pe~e1=~osse ~~o~ TT~
~O~~OJ DNl~D
"5u1=~se~ pue u01=~~edsu1= ~apun
pe~oJ~ed eq PTnoqs 'TT1=J~~eq q~ue~~ JO eW14 eq~ ~e AT4ue4~odw1=
~sow 'uo1=~e~ado e~1=~ue aq4 'TT1=J~~eq q~ua~4 pue u01=4~edwo~
T10S eq~ JO A~enbepe eq~ O~ se U01U1do ue~~1~M e ep1Ao~d O~
sn ~OJ ~ap~o Ul "pa4Sa4 pue pa~esqo ATe~enbape aq ~~OM eq4 4eq4
~ep~o u1 Te14uesse s1 U01~~~~SUO~ ~~oMq~~ee pue 5U1dd1~~S O~
~01~d u01~e~1J1~ou ~ue1~1JJns 'eA1~e~uese~de~ ~1e~~ ~o ~ue~Tnsuo~
sT1=OS eq~ JO DU1=4se4 pue u01=4eA~esqo aq4 ~epun pe~oJ~ad
eq PTnoqs TT1=J~~eq q~ue~~ 5u1pnT~u1 ~~oMq~~ee pue 5u1pe~5 TT~
NDls3a NOl~~GNI10d
DNl~ooa
u1 peqs1=Tqe4se s5U1~00J pee~ds Teu01~ueAuo~ uo pe~~oddns
aq Aew 4uewdoTaAap Te1=4uaP1sa~ AT1=WeJ aTDu1s pasodo~d aq~
'0 6upaaUl6u3 9JOLlS9>te1
X1S aEed
Id"111-00 :ON 4~e~0~d
100G 'G A:i:enuer
"sa~~oJ ~1ws1=es ~o!pue PU1=M Aq pe~npu1= se q~ns
'SU01=41=PUO~ bU1peoT Te~n4~n~~s u01=~e~np ~~oqs u01=~e~aP1=suo~ o~u1=
se~e~ ~aau1bu3 Te~n~~~4S eq~ J1 'P~1=q4 euo Aq esee~~u1= eq Aew
enTeA Ub1=Sep s1q~ '~ooJ e~enbs ~ed spunod 0051 JO enTeA bU1=~eeq
eTqeMoTTe ue ~oJ peuD1sep eq Aew SDu1400J pea~ds aseq~ "STT1=J
(pa4~edwo~) pe~eeu1Eue uo ATe~1=4ua ~o epe~bqns aA1=~eu 4ua~edwo~
'bu1=uado ~oop 4e weeq epe~b ebe~eD sso~~e pe~eTd eq oSTe
PTnoqs ~uewa~~oJu1=e~ "J"g"ll aq~ u1= SaU1=Tep1=nD eq~ pue ~~a4~q~~~
~o ~eeu1bu3 Te~n~~n~4S eq4 JO SU01~Epuewwo~e~ eq4 q41M 4ue4s1suo~
pue W0440q ~e ~eqa~ S "OU auo pue d04 ~e ~eqe~ 5 "OU euo 4seeT
4e q~1=M pe~~oJu1e~ eq PTnoqs su01~epunoJ snonu1~uo~ TT~ "su01~~es
bU1=PT1nq A~04S OM4 ~o/pue auo ~oJ 'e~eJ~ns puno~b 4ua~e~pe
4saMoT aq4 MOTeq saq~u1= 81 4seeT 4e pepunoJ eq PTnoqs SDu1=~ooa
~3W3~U3S
"q~u1 G/1> JO s~1w1T eTqe~eTo~ u1q~1M eq PTnoqs ~ueweT~~es
Te1=4ua~eJJ1=a "q~u1= viE ue~~ sseT aq PTnoqs Aeq4 se ~04~eJ
ub1sep e aq ~ou PTnoqs speoT Te~n~~~4s o~ enp ~ueweT44es Te~o~
X~IJ~d~J ~~3~~
"Eu14Se~ pue u014eA~esqo EU1=~aau1=Eue ~apun pe~eTd aq PTnoqs
TT1J~~eq ~eq~ ~ue~~odw1 s1 ~1 'pesn s1 e~nsse~d q~~ee eA1ssed JI
'uo1=4~npa~ ~noq41M aU1=qwo~ eq Aew pue a~nsse~d q4~ee eA1=ssed Aq
pue suo1=~epunoJ eq~ JO peseq aq~ ~e bU14~e U014~1~J Aq pep1Ao~d
eq o~ pawnsse eq ue~ speoT Te~a~eT o~ a~ue~s1=sa~ 'uE1=sap ~Od
"ST1=OS pe~~edwo~e~ ~o/pue peq~n~s1=pun ~SU1=ebe pe~nod SbU1~00J
JO seP1s eq~ ~oJ pesn eq Aew q~dep JO ~ooJ ~ed ~ooJ e~enbs ~ed
spunod OOG JO e~nssa~d q~~ee aA1ssed Te~e4eT aTqeMoTTe u~ 'se~~oJ
peoT peep eq~ q41=M pesn eq Aew OE"O JO u01=~~1=~J JO ~ue1=~1JJeo~ ~
"sa~~oJ ~1=ws1=as ~o PU1=M JO ~~eJJe aq4
epnT~u1 q~1=qM bU1peoT aq~ JO su014e~np 4~OqS ~oJ E/1 Aq pasee~~u1
eq Aew senTeA eq~ 'uD1sep ~1=ws1es ~oJ pesn a~e s~uewe~1nbe~
apo~ Te~ou aq4 JI "SpeOT aA1=T pe1=Tdde AT4uenbe~J pue peep
JO Te~o~ eq4 ~oJ e~e eAoqe pe4e~1Pu1= senTeA bU1=~eeq Te~e~eT eq~
S~~~M DNINI~~3~
:pa4uase~d a~e SeU1=Tep1nb bU1=MOTTOJ eq4
'uE1=sap TTeM A:i:eu1=w1Ta~d ~Od "pe4uase~d eq ue~ U014~~~SUO~ pue
ub1sep TTeM eq~ u1= su01~epuewwo~e~ e~e1=~do~dde 'pe~e4uno~ue e~e
SU0141Puo~ Te~1=EoToaD es~eApe 4ueAe eq~ UI "pe~ed1~1~ue se e~e
su01~1Puo~ Te~1boToeE ~eq4aqM ssesse o~ ~eeu1Eue ~o ~s1boToeb e
Aq pe~~adsu1 eq PTnoqs s4n~~~eq ~o/pue suo1=4eAe~xe TTeM bU1=U1=e4a~
6UP99Ul6u3 9JOLlS9>te,
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January 2, 2001
Project No: 00-111,PI
Page Seven
1. Where a free standing structure is proposed, a minimum
equivalent fluid pressure, for lateral soil loads, of 35 pound
per cubic foot may be used for design, provided the backfill
is LOW-expansive (on-site) level backfill. For 2:1 (H:V)
slopes, the design fluid pressure should be increase to 55
pounds per cubic foot.
If the wall is restrained against free movement (1% of wall
height) then the wall should be designed for lateral soil
loads approaching the at rest condition. Thus, for restrained
conditions, the above value should be increased by 20 pounds
per cubic foot for non-expansive granular backfill, In
addition, all retaining structures should include the
appropriate allowances for any anticipated surcharge loads,
2. An allowable soil bearing pressure of 1500 lbs. per square
foot may be used in design for footings imbedded a minimum of
18 inches below the lowest adjacent grade.
3. A friction coefficient of 0.30 between concrete and natural or
compacted soil and a passive bearing value of 200 lbs. per
square foot per foot of depth may be employed to resist
lateral loads,
4. A uniformly distributed horizontal load equal to one-half the
vertical surcharge load should be applied to a wall whenever a
surcharge is within a horizontal distance of one-wall height.
5, All design pressures assume that sufficient drainage will be
provided behind the walls to prevent the build-up of
hydrostatic pressures from surface water infiltration,
Adequate drainage may be provided by means of a system of
subdrains and/or weep holes with filter material installed
behind the walls. The filter material should extend a minimum
of 24" horizontally from the back of the wall.
6. Caution should be taken when compacting the walls, such that
excessive loads are not produced by compacting equipment.
SLOPES AND STABILITY
Proposed fill slopes are on the order of 5 feet in height and
pitched at 2:1 (H:V) or flatter. Fill slope constructed as
proposed should be considered grossly stable.
Cut slope are proposed to be pitched at 2:1(H:V) or flatter and
limited to 10 feet or less in height. Cut slope as shown on
grading plan and cut into Puaba Formation should perform
satisfactorily and considered to be grossly stable from deep
seated bedrock failure.
Lakeshore Engineering
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January 2, 2001
Project No: 00-III.PI
Page Eight
CONCRETE SLAB-ON-GRADE
The onsite native and stockpile soils are granular in nature and
considered to be moderate in expansion potential. Pre saturation
of subgrade prior to concrete slab pour is recommended.
presaturation of local soils to 120% over optimum and 12 inches
penetration is suggested. Expansive soil potential should be
reviewed (updated) at completion of rough grading operation.
Concrete floor slabs may be supported directly on properly
prepared subgrade. If a floor covering that could be critically
affected by moisture, such as vinyl tile, slabs should be
protected by a plastic vapor barrier of six-mil thickness. The
sheet should be covered by at least two-inches of sand cushion to
prevent punctures and aid in concrete cure.
The concrete floor slabs should be reinforced with at least 6" x
6"-#6/#6 welded wire mesh or equivalent bar reinforcing (no. 3
rebars at 18 inches on center) and installed at mid-height (using
chair support). Concrete floor slabs should be at least 4 inches
thick nominal. Cold joints should not exceed 14 feet apart
maximum, either directions.
SITE DRAINAGE
positive drainage should be provided around the perimeter of all
structures to minimize water infiltrating into the underlying
soils. Finish subgrade adjacent to exterior footings should be
sloped down and away to facilitate surface drainage. All drainage
should be directed off-site via non-erosive devices (swales and
ditches). The homeowner should be made aware of the potential
problems which may develop when drainage is altered through
construction of retaining walls, patios and pools, Ponding water,
leaking irrigation systems, overwatering or other conditions
which could lead to ground saturation must be avoided,
FOOTING TRENCH EXCAVATION INSPEcrION
All footing excavations should be inspected and approved by the
Soils Consultant prior to placement of forms, reinforcement, or
concrete. Materials generated from excavations should not be
spread on slab-on-grade areas, provided they are compacted.
GENERAL INFORMATION AND LIMITATIONS
This report presents recommendations pertaining to the subject
site based on the assumption that the subsurface conditions do
not deviate appreciably from those disclosed by our exploratory
trenches, In view of the general conditions of the area, the
possibility of different local soil conditions cannot be
discounted.
Lakeshore Engineering
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January 2, 2001
Project No: 00-111.PI
Page Nine
It is the responsibility of the owner to bring any deviations or
unexpected conditions observed during construction to the
attention of the consulting engineer. In this way, any required
supplemental recommendations can be made with a minimum of delay
to the project.
Prior to initiation of grading, a meeting should be arranged by
the developer and should be attended by representatives of the
governmental agencies, contractors, consultants and the
developer. Construction should be inspected at the following
stages by the Geotechnical Consultant.
o Upon completion of demolition and clearing.
o During all rough grading operations including removal
of unstable materials, precompaction and filling
operations,
o During trench backfilling but prior to paving or
other construction over backfill.
o When any unusual conditions are encountered.
The findings and recommendations of this report were prepared in
accordance with generally accepted professional principles and
practice in the field of geotechnical engineering. This warranty
is in lieu of all other warranties, either express or implied.
We sincerely appreciate the opportunity to be of service, If you
have any questions concerning this report or require further
information and services, please contact this office at your
convenience,
Respectfully S~hmi t-t--e~. . -.-'
DBA LAKE SHORE NGI~RR-;~
I i'?9~'4('"
., //;P'i.0:\ YOJ!tif'. <;;:\\
flf!!" - '\~, \'
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- ~ '-){ '. g No, 37442 ~'Ij
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FE ONG, R. .E. ",:r-- I':'
\C . J
Ex .6/30/04 ~'d", CfV\'y-
,~/..j:--",,~.....__.. .-
FY/ f '~~; c:.':.'./
y ---.:..;:.'....:----
-~,
ENCLOSED:
APPENDIX A - EXPLORATORY LOGS AND PLOT PLAN
APPENDIX B - LAB. RESULTS
APPENDIX C - GEOLOGIC REPORT BY JOHN L. ROSSI
Lakeshore Engineering
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APPENDIX A
FIELD EXPLORATION
Field exploration was performed on the late afternoon of January
2, 2001 using a backhoe (Wally Willette 909-674-5476). The soils
were continuously logged by our field personnel and classified by
visual examination in accordance with the Unified Soil
Classification System. Our trench logs are attached for review,
To evaluate the compaction characteristics of the fill material,
field density tests were performed. Also, representative bulk
samples were recovered and shipped to the laboratory in
polythelene bags for laboratory testing.
January 2, 2001
Project No: 00-111,PI
Lot 382 Tr, 3883
Mrs. Shipley
Lakeshore Engineering \~
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TRENCH LOG
Logged By: F.'(orJi:..
Dale \- O'L-O\ ,
Equipment: I.N. W. ~e. ~1t.E.
Thiflog iI. '...ration 01 .ubful1ac"lOl.nd llrollnlt.trt.I., concIIlo,. It lhllinllnd pllct 01 e.u....tion.
wUbtht pUUQloIlkne Of at anyolhlr IocatIonttwr. nybtCONequenllalthlnget i'I condlion..
,Is TOfSblL: ~~ ~ L1, /btl-rJ. bL. DAMf, Loo.5JZ:/ P/JilJJu.J
~D:f. !'::RlY f;.MlD[&P(W). Y\1.EQ, 'TD(M/I
6flAll\L &.., ~ blUl1JEL.> ~ H-IlIL "1 C?ME,
1.Mo~\e.. 'bl~ ~; WI( 't1tKE 6Nct
L\JV1R'L - ~Ll:V strr-lo- VlAo~T, f'nErl. O-c.~, lMK...
v'lS"tlL V()\~/ MOr.T~. l'\.1en..l1DAfU€. aflA/~~L\
l,4~1 H)tlU.. "'U) \cot f1:f.T, ~ ~ .ffJroL'{,
&.. ~1Z. \0 c.B\A;E:7J\, ~- ~1;' A'PE1tL
~t~t.PNE:... L.I~, .to.lE.E.. Q)1M.t>ffrBNT,
10~~. l--z..'FT.
,SL, ~ S;' Cl.rv'II\JG .
No 1:12.D 2,eeAA6E:.. -m;:f\.tH
PlAN,
5
10
15
20
Surface Elevation:
Trench Orientalion:~~ VLDr, l'LAN
Trench Dimensions: 'Z.4-"v.JX 7'DxIS'L
Groundwater Depth: NONE
4''8 I()$.1
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Trench
Number
A... \ (T-I
A'O.J ~T To \J 11\ rJoo,:nz.. eo,
Logged By:
~le UP8.UlPli::. - '2:Ml: 5:IPE:...
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qUlpment:
-rO~L, tT.f!,~. 8;'m'\Il~IDIL1'(~.!) l..-DOJe-
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its.
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15
20
LAKESHORE
Engineering
CONSULTING ENGINEERS AND GEOLOGIST
Trench
Number
IT... 7-)
.-
SINGLE FAMILY HOME
LOT 382 TR, 3884
VIA NORTE/FELICITA ROAD
MRS, PAM SHIPLEY
Fig, No,
1/04/01
PROJ, NO,
00-111,PI
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.1 LAKESHORE
I Engineering
CONSULTING CIVIL ENGINEERS
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PLOT PLAN
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SINGLE FAMILY HOME
LOT 382 TR. 3884
VIA NORTE/FELICITA
MRS. PAM SHIPLF.Y
Project No:
00-1l1.PI
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APPENDIX B
LABORATORY TESTING
MAXIMUM DENSITY- OPTIMUM MOISTURE TESTS
A selected soil sample was tested in the laboratory to determine
maximum dry density and optimum moisture content using the
A,S.T.M. D1557-78 compaction test method. This test procedure
uses a 10 pound hammer falling a height of 18 inches on each of
five layers to a 1/30 cubic foot cylinder. The results of the
tests are presented below:
Trench Depth
No. (Ft.) Soil Description
Maximum Dry
Density (P.C.F)
Optimum Moisture
(% Dry Wt.)
------ ----- ---------------- --------------
T-2
0-2
Silty SAND (SP/SM)
119.0
11.5
EXPANSION INDEX TEST
A representative soil sample was collected in the field and
tested in the laboratory in accordance with the A.S,C,E.
Expansion Index Test Method as specified by U.B.C, The degree of
expansion potential was evaluated from measured soil volume
changes obtained during soil moisture alterations. The results of
the test are presented below:
T-2
Depth
(Ft.)
0-2
Soil Expansion
Description Index
Potential
Trench
No.
Silty SAND 23
(trace clay only)
LOW
January 2, 2001
Project No: 00-III.PI
Lot 382 Tr. 3883
Mrs, Shipley
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Lakeshore Engineering
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APPENDIX C
GEOLOGY SECTION OF REPORT BY JOHN L. ROSSI
NPC PROJECT NO. 0010001.01
REPORT DATE - JANUARY 4, 2001
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Lakeshore Engineering
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NEVADA PACIFIC CONSULTANTS, lNC.
ENGINEERING & ENVIRONMENTAL GEOLOGIST
MSC 210, BOX 1790, PARUMP, NV, 89041
P,O, BOX 461, PATTON, CA. 92369
January 04, 2001
IN: 0010001,01
TO: Lakeshore Engineering
31520 Railroad Canyon Road, #B
Canyon Lakes, Ca, 92587
SUBJECT: General Geology & Seismicity, Shipley Property, Lot 382, Tract 3883, Northeast Corner
of Via Norte & Felicita Road, Meadowview in Temecula, Riverside County, California,
ATTENTION: Fen Yong, RCE; Principal, Lakeshore Engineering
1,0 REGIONAL GEOLOGY -
The subject site is situated within the central portion of an elevated older alluvial plain forming a pediment
surface of rolling foothills northeast of Temecula Valley, and north of the Pauba Valley, Older alluvium in
this area consists primarily of a massive, partially cemented, well-indurated Pleistocene sandstone
(Pauba Formation-Sandstone unit), The Pauba Formation contains a massive to poorly bedded, reddish
brown, coarse to graded sandstone unit, in places containing thin (6" to 12") interbeds of grey green to
grey brown micaceous siltstone, Siltstone can be predominant, with minor sandstone, Narrow, thin
stream channel deposits of Holocene alluvium are present within the shallow canyons developed within
the pediment surface, Older, well-developed stream and river channels typically contain more of this thick
unconsolidated silt rich sandy alluvium,
The sandstone pediment surface is bordered on the north and east by intrusive granitic and older marine
metasediments of Bachelor Mtn, and Black Hills, Traces of the Agua Caliente Fault zone are mapped
(CDMG Santa Ana Sheet-1965) at the contact of the Pauba sandstone with these hard rock units, The
Temecula/Elsinore Graben is bordered by the Wildomar Fault on the northeast, and the Willard Fault on
the southwest. Both of these fault segments are considered part of greater Whittier/Elsinore Fault Zone
(UBC97 Map Book identifies this as the Elsinore Fault), The sandstone pediment surface is located within
the boundaries of the Perris stnuctural block, The Perris Block is a northwes~southeast trending structural
block bordered on the northeast by the San Jacinto Fault, on the southwest by the Whittier/Elsinore Fault
System (Wildomar Fault), on the northwest by the Chino Basin, and on the southeast by the Agua Calenti
fault Zone and Borrego Valley, Similarly, the Santa Ana Mountains Block is bordered on the northeast by
the Whittier/Elsinore Fault Zone, on the southwest by the offshore Newportllnglewood - Rose Canyon
Fault System, on the northwest by the Orange Coastal Basin, and on the southeast by older cross faults
in the San Diego - Baja California area,
The closest active or potentially active faults capable of affecting the subject site (if an earthquake event
were to occur on one of these faults near the site) are the Wildomar Fault approximately 2,8 miles to the
southwest, and the San Jacinto Fault approximately 20,0 miles to the northeast. Both of these faults are
considered active, and are Earthquake Fault Zones, The recently zoned Wolf Valley fault located some
4.0 miles to the south, on the southwest side of the Temecula Graben, is considered a portion of the
Elsinore Fault Zone, and possibly an extension of the Willard Fault identified further to the northeast on
the southwest side of the Temecula Valley, No active or potentially active faults were observed on the
subject property, or were present on the site in the literature reviewed, The site is not included within the
Wildomar Fault Earthquake Fault Zone, Older east.west trending fault traces (Murrieta Fault) are
reported on MP, Kennedy's Map (CDMG Sp,Rpt. 131, Plate 1) 2,0 miles to the north of the site, and two
very short north-south fault segments located 1/2 mile to west of the site at the original MWD San Diego
Aqueduct. These faults are not Earthquake Fault Zones, and are not well defined in the literature,
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2.4 FAULTING & SEISMICITY-
2.4.1 Faulting -
Faulting - No surficial or other evidence of active. or potentially active faulting was observed at the
subject site during our field investigation, The subject site is not included in any Earthquake Study Zone
for fault hazard. The Wildomar Fault Zone located approximately 2,8 miles to the southwest, and the
San Jacinto Fault Zone located approximately 20,0 miles to the northeast are the closest Special Study
Zone faults to the site, The Wildomar Fault Zone is considered to be a high angle and strike slip fault,
strongly developed and clearly visible from aerial photographs, The San 'Jacinto Fault Zone extends
along the foothills of the San Timoteo Badlands, and at the base of the south San Jacinto Mountains,
The fault zone is considered to be a complex zone of high angle normal and strike slip faults with
multiple and discontinuous fault strands as wide as 2 to 3 miles (San Jacinto & Casa Loma Faults San
Jacinto Graben Valley), There are several other faults within the greater Southem Califomia area, which
could affect the site in terms of ground shaking in the event of an earthquake (see Table I below),
Magnitude - The Maximum Credible Earthquake is defined as the largest earthquake that appears to be
reasonably capable of occurring under the conditions of presently known 'geologic framework' (CDMG
OF Rpt. 92-1), The maximum probable earthquake considers the same criteria as the maximum
credible, however, the historic record and recurrence interval for the given fault is also considered, This
results in a statistical probability consideration being applied to the determination of the largest
earthquake most probable to occur on the given fault. 'The maximum probable earthquake is the
maximum earthquake that is likely to occur during a 100 year interval.'(CDMG Note 43), This has also
been termed the Functional Basis Earthquake, Until recently earthquakes were measured utilizing the
Modified Merca!li Intensity Scale, the Rossi-Forelli Intensity Scale, and the Richter Magnitude Scale,
Within the past two to three years earthquake intensity has been scaled utilizing the Moment Magnitude
Scale, 'Moment Magnitude is the measure of total energy released by an earthquake.
Moment magnitude is the measurement and term generally preferred by scientists and seismologists
to the Richter scale because moment magnitude is more precise, Moment Magnitude isnot based on
instrumental recordings of a quake, but on the area of the fault that ruptured in the quake, This means
that the moment magnitude describes something physical about an earthquake, Moment Magnitude is
calculated in part by multiplying the area of the fault's rupture surface by the distance the earth moves
along the fault. The Moment Magnitude scale now supercedes the Richter scale,
Comparison between the Richter and Moment Magnitude Scales
(UALR-ACEETT)
Earthquake Richter Scale Moment Magnitude
New Madrid, MO, 1812 8.7 8,1
San Francisco, CA 1906 8,3 7,7
Prince William, AK 1964 8.4 9.2
Northridge, CA, 1994 6.4 6,7
Moment magnitude values for causitive faults have been calculated by the CDMG, and where available
are provided in Tables I and II below,
NEVADA PACIFIC CONSULTANTS, INC. - MSC 210 - BOX 1790, PAHRUMP, NV. 89041
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Lakeshore Engineering - Shipley
January 04, 2001
IN: 0010001,01
TABLE I
'CAPABLEEARTHQUAKEFAULTS
MOMENT MAGNETUITE
CDMG OF 96-08
RICHTER MAGNITUDE
CDMG OF 92-1
CAPABLE FAULT APPROXIMATE MAXIMUM CREDIBLE$ MOMENT MAGNITUDE%
DISTANCE EARTHQUAKE
Elsinore Fault"" 2,0+ miles (3.2+km) SW 7,5M 6,8Mw
Murrieta Hot Springs Fault 2,4:tmiles (3,9:tkm) NE 6.0M None Available
Faults So, of Pauba Vall6y'" 7,2+miles (11,6:tkm) SE 5,5M None Available
San Jacinto Fault 18,8+ miles (30,3:tkm) NE 7,5M 6,9Mw
Banning Fault 31,O:t miles (50.2+km) NE 7,5M None Available
San Andreas Fault 37,2:t miles (59,9:tkm) NE 8,OM 7,3 Mw
NewporVlnglewood Fault 48,Q:t miles (77.3:tkm) W 7,OM . 6,9Mw
Cucamonga Fault 51,O:t miles (82,O:tkm) NW 7,5M 6,8Mw
$ - Richter Magn~ude from CDMG OF 92-1 % - Moment Magn~ude from CDMG OF-96-08
@ - Elsinore Fault Zone - Glen Ivy Segment . - County fault Zone; -Suspected value, not published
& - San Andreas Fault Zone - San Andreas South Branch - San Bernardino Segment
# - County Faulls South of Pauba Valley
2.4.2 Seismicity-
Based on information provided by CDMG Map Sheet 23 - Greensfelder; CDMG OF 92-1, 'Pea<
Accelerations from Maximum Credible Earthquakes in Califomia ~ Caltrans 1992'; and Seed & Idriss '
Ground Motion and Soil Liquefaction During Earthquakes '(Earthquake Engineering Research Institute)
the following conditions were determined for ground accelerations at the site far specific earthquake
events at or near the subject site. Review of CDMG Map Sheet 54, which is presented in CDMG OF-92-
1 as a peak ground acceleration contour map includes the area of the subject site within the ,6 g
acceleration contour, one of the highest ground accelerations for southem Califomia, Moment
magnitude values for specific faults were obtained from CDMG OF-96-0B, Maximum credible earthquake
magnitudes listed in CDMG OF-92-1 and associated bedrock accelerations are presented in TABLE 1/
below.
The subject site should perform during groundshaking as a soft bedrock or s~iff soil site because of the
at-site proximity of sandstone bedrock, Repeatable ground accelerations and ground surface
deformation will occur to a greater extent in alluvium than at a bedrock site, The Pauba sandstone can
be considered stiff alluvial soil or soft bedrock,
NEVADA PACIFIC CONSULTANTS, INC. - MSC 210 - BOX 1790, PAHRUMP, NV. 89041
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Lakeshore Engineering - Shipley
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IN: 0010001,01
TABLE II
MOMENT MAGNITUDE
'MAXIMUM CREDIBLE EARTHQUAKE
PEAK GROUND ACCELERATIONS
CAPABLE FAULTS
CAPABLE FAULT DISTANCE MOMENT MAXIMUM PEAK
MAGNITUDE% CREDIBLE$ ACCELERATION
Elsinore Fault 2,O:t miles SW 6,8Mw 7,5M ,730 g
Murrieta Hot Springs 2,4:t miles NE None Available 6,OM ,560 g
County Faults. 7,2+ miles SE None Available 5,5M ,230 g
San Jacinto Fault 18,8:t miles NE 6,9 Mw 7.5M ,295 g
Banning Fault 31,O:t miles NE None Available 7,5M ,1759
San Andreas Fault 37.2:t miles NE 7,3Mw 8,OM ,185 g
Newport/lnglewood 48,0+ miles WSW 6,9Mw 7,OM ,075 g
Cucamonga Fault 51,O:t miles NW 7,0 Mw 7,5M ,125 g
$ - Richter Magnitude from CDMG OF 92-1
% - Moment Magnitudefrom CDMG OF-96-08
* - Suspected value, not published
These ground acceleration values are for bedrock accelerations, and can be applied for any seismic condition
stability evaiuation of the subject site, Earthquake design criteria presented in the current Uniform Building Code,
or in the County of Riverside Building Code Seismic Design Section, or design provided by the structural engineer
and soils engineer in accordance with these requirements, whichever takes precedence, should be applied to the
proposed development. Other active or potentially active faults in the region will probably produce less sever
effects on the site as a result of an earthquake event, and considering fault to site distances will probably have a
less sever to negligible effect on the site, (see Table II above).
2.4.3 Secondary Seismic Hazards-
The potential for secondary seismic effects such as liquefaction due to the presence of granular
sediments, shallow groundwater, and nearby active faulting capable of generating large earthquake
events should be evaluated by the soils engineer, Based Qn our geologic observations at the site, and
knowledge of the geology of the area, we do not consider the subject site to be a high risk for liquefaction
due to the presence of the underlying cemented/clay bearing Pauba sandstone and lack of thick,
granular alluvial sediments,
Other secondary seismic effects such as differential settlement/compaction, ground surface rupture due
to fault movement, or ground surface rupture due to lurching is not considered likely, but cannot be ruled
out due to the faulted nature of the region, and the close proximity of active faulting which has produced
ground surface rupture in the past. Seismically induced landsliding is not common in the Pauba
sandstone, and is considered unlikely to affect the subject site,
Other potential secondary seismic hazards: tsunami, and seiches flooding due to reservoir failure are
considered nil due to the site location, and nature of the bedrock deposits,
NEVADA PACIFIC CONSULTANTS, INC. - MSC 210 - BOX 1790, PAHRUMP, NV. 89041 z;t.-
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Lakeshore Engineering - Shipley
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IN: 0010001,01
2.4.4 Seismic Design Criteria - 97UBC-
97 UBC presents the following data based an known or assumed parameters as outlined in the tables
Section 16, Volume II, 97 UBC, Moment magnitude used is for Whittier/Elsinore (Elsinore Fault UBC97)
(worst case) 6,8Mw & 7,5M:
Seismic Zone (UBC Figure 16-2) zone 4
Seismic Zone Factor 'Z' (UBC Table 16-1) ------- O,40(no units)
Seismic Source Type (UBC Table 16-U) ------------------------------- 'B'
Soil Profile Type (UBC Table 16-J) ---------- --- Sc
Seismic Coefficient 'Ca' (UBC Table 16.Q) --0.40 Na
Seismic Coefficient 'C; (UBC Table 16-R) ------0,56 Nv
Near Source Factor 'No' (UBC Table 16-S) - -----1,0 (no units)
Near Source Factor 'N; (UBC Table 16-T) -----------1,2 (no units)
Additional explanation as to the origins of these data can be acquired in Volume 2, Chapter 16, Division
IV - Earthquake Design, Pages 2-9 thru 2-38, 97 UBC,
The site has been reviewed by the Engineering Geologist for Soil Profile, and based an the observed
geologic conditions at the site, has been classified as a stiff soil/ soft bedrock site - soil profile !t for the
subject property, The shear wave velocity at the site has not been measured. A shear wave velocity of
1207.4 ftlsec for Pleistocene alluvium (younger Quaternary), and soft sedimentary bedrock (Pauba Fm,)
is applied to the subject site based on observations by the geologist (USGS Site Response Maps for the
Los Angeles Region, Table 3, Average Amplification), However, some reviewing agencies refuse to
accept the engineering geologist's soil profile classification without on-site shear wave velocity
measurements, These measurements, when taken by the geophysicists in an on-site bore hole, are
very expensive relative to the project cost as a whole, In the absence of direct measurement data for the
single family residential building site the reported soil profile remains as classified by the geologist. but
the client. in order to meet the requirements of the reviewing agency may have to submit structural
engineering calculations including base shear as &, the USC97 default value for soil orofile This will
depend on the response of the reviewing agency.
The site is located in an area of high regional seismicity based on USC Map Figure 16-2, UBC 97 Map
Book: 'Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada',
page 0-34, has been used to locate and classify faulting for use in the above-tabled values, The fault
design groundshaking envelope for the Elsinore Fault is located approximately 5,75 km (3,57 miles)
southwest of the site, The fault is classified as Type B,
NEVADA PACIFIC CONSULTANTS, INC. - MSC 210 - BOX 1790, PAHRUMP, NV. 89041
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Lakeshore Engineering - Shipley
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IN: 0010001,01
8,0 LIMITATIONS STATEMENTS-
The work completed in this Geologic & Seismi~ Section of the Lakeshore Engineering Soils &
Foundation Report has been performed by Jonathan L. Rossi, Consulting Geologist to Nevada Pacific
Consultants, Inc, The work has been performed in accordance with the professional practices and
standards currently accepted in the Geotechnical and Geologic Consulting Industry at the time our work
was completed, No other warranty is either expressed or implied,
This report is issued with the understanding that it is for the sole use of the Client, and their
representatives,
It should be noted that the findings presented in this report are valid at this time, and that change in the
geotechnical/environmental conditions at, or around, the subject property can occur with the passage of
time, In addition, changes in the currently acceptable geotechnical consulting standards and/or
technology may occur as a result of new developments, or legislation, This may have an effect on the
acceptability of the results of this study in the future, which are acceptable by the industry today,
Should you have any questions concerning this report please do not hesitate to call me at my regional
office (775)727-5862,
RESPECTIVELY SUBMITTED
NEVADA PACIFIC CONSULTANTS, INC.
ossi, Consulting Geologist CEG #1460
NEVADA PACIFIC CONSULTANTS, INC, - MSC 210 - BOX 1790, PAHRUMP, NV. 89041
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