HomeMy WebLinkAboutTract Map 36862 Geotechnical Environment r, �
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�' �� ' ''! �EQTECHNICAL ANi3 ENVIRQNM�NTAI,ENGINEERING CONSULTANTS,XNC.
4U71 E.La Palma A�e.,Ste.B, Anaheim,�a 92807 � (714}632�319� • Fax(714)632-3191
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��� GE�TECHNICAL& ENVIR�NMENTAL ENG. C�NSULTANTS, 1NC.
4D7'1 E. La Pa[ma A�e. Ste B. Anaheim, Ca 92847 *'�'14-83�-3�!94 � 7'�4-�32-3'�9'! �Fax}
Job No. 14-726P-�
4ctober 24, 2�14
Tony Dehbozorgi
Si�win Enter�rises, �nc.
10� L�ritone
Xx•�ine, C� 926�0
Subjec�: Pez°calafion �nvestzgn�ion far tlze Infl�ration System, Praposed Commer�inl
De��e�oPinent, NW Carner• of Temecula Parl�way & La Paz Roacl, Tein�cul�,
Rivea-si�e County, C�Iifot•nia
G�ntle�nen:
�11 a�co�dance�rith yoLu request and au�horization, vve hawe pexcoi�tion tests fo�the proposecl
s��stem witliill the subject site. The consexv�ti�e pereo��tion rate� of�he subsui•f�ce soils was
� fvu��i to�e� i��ches and U.5 inches,wit�zin�he e�s�ern�nd wes�ern Por�ion af the lot,respective�y.
Tl�e bottom oFfl��pro�osed infiltxa#ion system is estinaated fo Ue 5.0 feet b�lovv existing naturai grade.
SITE GEOLUGY & GRQUNDWATER �
Based on our field in�estigation,the site is underiain wi�h olr�er�lluvium cons�s#s of cXayey
silt and ��ndy sxlt to a m�x�mum de�th of 6 �ee#; then bedrvck�ormation camPris�d of cla�ey
and santly sii�stone. Groundwatez vvas not eilcoun�ered during this investigation,Iloweve�histaric
groundwater is repor�ed to b� 1� to �5 fee#below the existing stufaGe. A more de�ailed descriptioi�of
tl�.e ear�h ina�erials encountered is presented oza the log bo�-ings in Appendix `B'.
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Sirwin Enferprises, NWC of Temecula Pkwy& La Paz Streef, Temec��a Page: 2
� Job No: �4-7�6P-� Octaber 24, 2074
PERC�LATN�N INVESTIGAT��N
A pr��ii�li�lary set of percolation tests were pe�forined in o�dez to deternline#he suitabii�ty of the
surfa�e soils as a�� absoi�tior� naedzum for seepage beds. F�ve (5} 6 inches diameter borilags we�e
driZled fo a depth of 5 feet below existing su�face �ithin the subject site. Twa (�} borings were
dr���ed fo depihs 5� feet be�ow surface to detezinine dept�i t�groundwater or any impe��ious layer. No
groundwatex was encounte�ed during this i��vestigation. The borizag logs are included i�a Appendix`B'.
The approxin�ate loca�io�a af the borings a�e are shown on the plot plan in Appendix `C'.
The botton� af the holes were�overed witl�.2 inches of gravel. Due to tlle clayey na�uxe of the
soils,tl�e test l�.o�es were f�lled vvith clean water a��d allowed to soak for two hours. The ho�rings we�-e
the��refilled�ith clea��w��er t� a depth af 6 inches below tl�e groLuld surface.
Fron1 a fixed reference poznt, the cirop in water levels were�neastued over a 3� 11�inute pe�iod
for six I1�Lt15; �efiil�ng af-ter eve�y z eading. The last ox the sixth I�our,ti��hale was not refilled,bu�tl�e
dzop in water Ievels we�e z�ad evely'/2 hou�, The design�ate was calcuiat�d by the six�� l�.our reading.
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TEST RESULTS
TIZe last readi��g fo� each��st hole was used to cal�uiate�he design rate fo�the test lao�e. Tl�e
conser�ative percola#zan rates of tlae subsurface sox�s was faund to be �.� inch a.nd 4.5 �nches per l�.ou�,
within the easte��l and western pox tion of the �ot, respectively. The percolation test dafa a�1d relevant
ca�culariot�s are presezated in Appe�ldax `A'.
CL�SURE & LIMYTAT��NS
Tlle findings, �onclusiQns, and recominendations p�es�nted refle�t our best �stima�� of
subsu�fa�e canditioils base�l an the data ob�aiil�d fro�n a limited subsuxface exploxation performed during
the fzeld study. The conclusior�s aild r�con�me��.dat�ons are based ai� generally accepted geoteclu�ical
engineering principles and p�actices.Na fi.u-ther wai�anties are i�nplied nor made.
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Sirwin Fn#erprises, NWC of Temecuta Pkwy & La Paz S#ree#, Temecula Page: 3
� Job No: 14-72fiP-2 C�efober��, 20?4
This oppoxtu�lity#o Ue of ser�ice xs a�a�reciated. Zfy�u have any riuther qu�stioY�s regazding this
n�at�er, please contact our off ce at your earliest caxa�ei�ieilce.
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Respectfully sz�b�nztted, :, �, ,�,,.��
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Geo Envit vii ng. ��nsul�nnts, �nc. � �� .`� �,
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Jahed Masu M Es����«� xcasteg ri
Presidentl Ass cz te Enginee� P�i��.c��aal , RCE `' 32
JMIERIgzn
Attaciunents:
� Percolation Test Data
Soringl Trench Lags
� Site Plan
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TEST �'��� TEST
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PREDDMINANT S�1L TYPE d � ,., PRED�MINANT 5q1L TYPE � ' �� ��
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D�SlGN RATE �t DES�GJ�J RAT� 1�
;�,Y;� MkNIINCH �� � � MiNJINCH
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' Time lnierval: Tirne irom the last previous set of readings taken. 'Time lnlervaL• Time fram t�e fast previQus set af readings taken.
t�l��flMUM AREA R�[�iJIRED MlN1MUM AR�A RE��IRED
��I1aQ GALL�NSIDAY FT�I�DQ GALL�N5IDAY
� . . 'Time Int�r►ia� " Drop �-'.�'- No. 'Time 1�terval ' Drap
TEST N�. .- • : N°• �Min.} �Inches} � TEST ND. �'�� `� �Min.� �Enches
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PREDaMiNANT 5�1L TYPE 4 ,� � �j PREDOMINANT SO�L TYPE 4 � ��
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' Time kr�terval: Time from the last pceviaus set vf readings taken. "Time lnterval: Time irom the last previous set of readir�gs taken. �
I�ilr•�itvlUf�i AREA R��UIRED MlNlMLJM AR�A REQ�IRED
�. FT�l1 D�GALLDN5IDAY �T�110D GAL.L.nNSIDAY
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� REC�MM�NDE❑DESIGN RATE REC�MMENDED MINIM�M AREA RE�UIRED
MINIINGH FT211flQ GA�.�.�N51DAY pfo�e��o• Oata' FipursN�:
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' 'Time In�erval • pr�p N� '3'ime In�erval ' Drop
TEST N�. ' �°' Min.J Incfz�s TEST N�. {Min.y �Inches
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DEPTH ❑F � j in. 2 � � DEPTH�F in �
TEST ��; �.� TEST
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pRE��MlNANT S�l�TYPE a � �� PRED�MiNAN�S�1L TYPE 4
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❑ES1GN RATE i� ❑ES1GN RATE ��
.-�� ..---r MINrINCH MINIINCH 12
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'Time lnlervaf: Time irom tf�� lasi previous set❑i readings taken. ° Time in[erval: Time fram the last previvus set ai readings taken.
FAIr�IMUP+� AREA RE�UIRED M1i�11MlJM AREA RE4��R�❑
F"C�1#�p�ALL�N5IDAY ' FT�I�4D GAL��NSIDAY
� 'Tirne ln��rval ' Drvp Na. 'Tm�Er�iervai ' Drap
T�ST N�. �4• �Min.7 �lnches� TEST N�. �M�n.f {incE�esy
1 �
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TEST �n' 2 TEST in. 2
3 3
PREDDMkNANT 50��.TYPE 4 PREDDMINANT SDI�IYPE 4
5 �
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7 7 '
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❑ESIGN RAT� �1 DESIGN RATE j i
M1N�fNCH i� MlNriNCH �2 ,
' Time Interva[: Time fram the Sast�revious set ot readir�gs takan. ' Tirne Interval: Time fram fhe last previous set of readings taken.
IA�h•JltviLlM AREA RE�UiRE❑ MINlMUM AREA REQU[R�D
A, F��Il��GALL.�NSIDAY FTx11 aa�AL��NSIDAY
�� RECDMMENDED ❑ESiGN RA'1"E REC�MMENDED M�NkMUM AREA REQUiRED
MIhJItNCH FT�1100 GALL�l+J510AY Pro�c�t�o• Data' Figura iVa:
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GEDL��IG L�]G -TEST P[T .
Project Na.: 394� ❑at�: 1�1��114 Pi# Nv.: � . �
Equipment: Backhve D�mensions: 3'1�8'�9' Elevativn: -- .
De th ' Des�ri �ion Gevlo ic L1nit� E
� �-.5 Loase dry i� brn f sdy siit wl debris & rootle�s Fill
� .5-6.5 Med stiff damp brn-dk brn cly sE�t wl thin Iayers �ld�r afluvium
f sdy sift & slight porous texture
6.5�8 Med dense damp i� brn f sdy si�f
� 8-9 Dense damp It brn f sdy sijtstone gedrock
BackfilEed
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``:�'Ii c� C�c���fu,ic ���tfi["
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� GEaL�G1C LaG -TEST PET - .
Pro�ect No.: 3940 Date: 1 D114��4 Pit No.: � �
� Equipment: Backhoe Dimensions: 3'117'1��'tota� Eievation: -� ,
De #h ' � �escr� tion Geola ic Uni#-
Slop� Side
��.5 Loose dry lt brn f-c sdy si�t wl sootlefs Slope wash
� .5-� Dense damp It gr brn f sdy silfstone Bedro�k
Leve� Sic�e
�-.5 Lnos� dry f� brn �F c sdy s�ft w! rvotlets Fil�
.5-4 Dense damp red brn c!y�c sandstane uvl occ Terrace deposif
gravei & irregular con#act wl dip to S & tight jo�n�
wI d�p af 87S
4-5 �ense damp I� gr brn f sdy siltstone BedrocEc
�ackfilled
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":l'lrc� Gcolv��i� Drr�frt„
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�EDL�G�C LDG � TEST PIT - .
Praject hlo.: 394fl Da�e: �al�4��4 Pit Nv.: 3 7
Equipmen�: Backhoe D�mensions: 3'!�8'19' Ele�rativn: -- .
De th ' D��cri tion Gevlv ic �nit�
� �-� Lvvse dry gr brn f sdy silt w! roo�lets Fill
�-5 Med s�iff damp dk brn cly silt wl slight porous �Ider affuvium
fexture
6-7 Dense damp It brn �sdy siifstone Bedrock
7-9 Dense mois# lt brn f-c sandstane �
Back��iled
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"Tlre Gc�lvg�ic �rtEf i�"
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GE�L�GiC LQG -TEST PlT .
Prv�e�t No.: 39�a Date: �DI�4114 Pit �o.: �
Equ�pment: Ba�khve • Dimensions: 3'1'��'19' Eievativn: --
De th ' Descri t�on Geviv ic Uni�
� �-.5 Loase dry brn f-m sdy sil�wl debris & rootlets Fil�
.5-7 Med sti�f damp dk brn cly sii�w!s[ight parvus �Ider alfuvium
fextu�e
7-9 lVled dense mois� hrn f c sandst�ne wl gravel Bedrack
BaCk�ilfed
4
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s
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. � "Tlrc Gcafoblic Dutfil"
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GEDL�GfC L�G -TEST P�T .
P�oje�t No.: 394a Date: �0114114 P�� No.: 5 �
Equipmenf: �3ackhve - Dimensi�ns: 3'!�2'17' E�e�ation: -- .
De �h ' Descri tion Geoia ic Unif
� �-.5 Loose dry gr brn f sdy silt wl rvvtle�s F�11
� .5-2 Med dense damp gr brn f sdy sil�wl rootlets �Ider afluvium
2-4.5 Med stiff d�mp dk brn cIy si�t wl's�ight porous texture
4.5-5 fV�ed dense damp 1t brn f sdy siltstone Bedrack
5�7 Dense damp brn f m sandstone �
Backfilled
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`'Tlrc �c�olobric ��r�fil"
GEQL�GlC LOG -TEST P�T .
Pro�ect No.: 394❑ Da�e: ��1�4���4 Pit Na.: 6
Equipment: Backho� . Dimensions: 3'1�2'18' ta#al Elevafion: -- .
De #h ' ❑esc�i tion Gealo ic Unit
Slope Side
�
0-.5 Laase dry gr brn f c sdy silt wl rootlets Slope wash
� .5�4 Dense damp red brn c�y f-c c�y sandstone TeITace deposit
� Level Side
- �-.5 Loose dry gr brn f-c sdy stit w� raotlets Fif�
.5-4 Dense damp red brn cfy f c sandstone Terra�e deposit
� BacFcfiiled
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"Tlre Gcolag�ic �rrtfit"
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GE�L�GtC LOG -TEST P!T .
Proje�t No.: 394� Date: �QI'f 4«4 Pi# No.: 7
Equ�pment: Backhoe . Dimensions: 3'1�4'18' tatal ECeva�ion: �- .
De th ' Descri tion �evlo i� Unit�
� Slope 5ide
�-.5 Lvose.dry gr brn f-�sdy silt wI roa#lets Slape wash
� .5-4 �ense damp red br� cly f-c sandstane wl Terrace deposit
scattered graWef •
Le�re1 Side
�-.5 Lvvse dry it brn�-c sdy silt w! rao�lets Fill
.5-4 Dense dam�a red brn c!y f-c sandstone w1 Terrace depvsit
scat�er�d gra�el
Backfilled
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rr�-12C �iCf]�0�'!C �ll�ff�"
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- GE�L�CiC LOG -TEST P1T .
Pro�ect No.: 394� ❑ate: �D!'�41�4 . Pit Na.: 8
Equipment: Backhoe � Dimensions: 3'!�2'18' total Ele�afion: -- . �
�e th ' Descri tian Geo�o ic L1nit
Slope S�de
��.5 Loose dry g�brn f-c sdy silt wl roo�lets Slvpe wash
� .5� Dense damp gr brn cemen�ed f m sandstane Bedrock
wl gra�ef '
L�vel Side
��.5 Loose dry gr brn f-c sdy silt wl rootlets Fii�
.5-4 Derise damp gr brn f sdy si��s�one Bedrack
Back#ii�ed F
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r`7'I2C GCarl1�,'!C D[ltf�"
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�EOLOGIC LDG �TEST P1T �
Project No.: 3940 Da#e: 1 fl1141�4 Pit No.: 9 � �
Equipment: Backhae - Dimensi�ns: 3'!8'14' EleWation: -- , �
De th ' Descri tion Gea�a i� Unit
� Q-.5 Loose dry It brn f sdy sil#wl ro�tlets Fill
.5-2 ❑ense damp red brn cly�F c sandstone Terrac� deposif
�-2.5 Dense damp gr brn f sdy s�[tstvne Bedrock
2.5-4 Dense damp l� brn f-m sandstvne
Backfilled
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, "TI�c Ceolo�rr'c Drrtfit"
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�'� �EUTECHNICAL AND ENNRUNMENTAL ENGINEERING CDNSULT►41�'TS,INC.
3 . , Anaheim,Ca 928D7� �774}532-319Q • Fax(714}632-3Z91
L�b�.� �. L�Ar ��L.ri�r4 f�V t� �t ■�j '
PRE'LINI'1NARY GL��TL�CHNICAL INYFSTlGA T10N
F�R FDUN!]A T1�1V DF5lGN,
PR�P�S�ED C�MNIERClAL DFVELQPNlFNT
• °� NW CQRII�ER �F TEIVJFCLlL�4 PARf{WAY& LA PAZ SfR�EEf
TFMFCUL.A; RlVERSIDL C�U�TY, CALIFDRNlA �
. �c�vbe'r 77, Z�74
�lob No. 74-726P
Prepared For:
, SrR WrN E'NTERPRlSE'S, 1N�.
7DU BAi��T�NF • �
!RYlNF, CA 9262U
�.7 � � � ��� � � �
�'� GE�TECHN�CAL& ENVIR�NMENTAL ENG. CONSULTANTS, 1NC.
_ 4D7� E. La Palma Ave. 5te B�Anaheim,�Ca 928�7 *�7�4-632-3�19� * 7'�4-632-3'19� �Fax}
rob N�. ].4-726P
�ctoher 17, 2�14
Tony�Dehbozorgi
Sirwin Enterprises, Inc.
Y04 Bariton�
�rvine, Cn 9262U
Sub�e�t: Prelim��aary Geote�hnica� & Geologic Ynvestig�ttion for Founda��on Design,
Propos�d Commercial D�veloPmen�,N'L�LT Corner of Temecula Parl{way & La
Paz Road, Temecula,Riversi.de Caunty, C�liforni�
Gentlemen: �
�
� In accordance with you'r request and autl�.orzzation,we ha�re performed apr��vninaly geotechnical
engineering iilvesfigation for the subject project. Thc a�companying repox-t presents �he preliminary
resu�ts of our fieid expxoration worl�,labora�ory tests,our geotechnical experience previously perform�d
in the vicinity ❑f t��e project sit�, as wel� as engineering analysis. The subsurface and foundation
Gonditians are discussed and prelzminary recolnmendations for#he geotechnical engineering aspects af
tlze proj ec�az e presented. Finai develap��.�.ent p�ans were not ava�lable for t�1e pxepara�zon of this repo�-�.
This�-eport sl�ou�d be cansidered preliminary un��l fznal plans and cons�ruction details are a�aila�Ie for
❑ur.review a�a.d may be subj ect to change.
t
Sirwrn Enferpr�ses, NWC af Temecula Pkwy& La Paz Sfreef, Temeccrla Page: 2
�lob Na: 14-726P . �cfober 97, 20�4
This oppai-Lzinxty to be of service is apprecia�ed. If you ha�e any c�uestions conce��nrng our
findings, please call at your coiavexuence.
RespectfuZly submitted,
Geo Env' an Eng. �onsuitants, �nc.
::��::�F"`�'s..�1��y�
r..?��`A�5 � �
� l����-�:�Y�.�t T����'?;� _
il'e.:�°�,� ���'� � � -
� ,� r�
���=� ►�w, �3332 �o
,� � z
� ��:�r:r� (�,
J�abed Mas . - � Esmail Ras�egat i
Presidentl s ociate Engiiieer :`�����-��;��-��'t'� �����f"��, P�zncipa�, RCE�3332
��� t ,;;�L��CQ�- .��
�7f.;�'`��..�.r~ `�`aP
'f�Jrl{:117 WrG�'�
rM1ERlg�n
Attachments: Appendix `A' - Draw�ngs
Appendix `B' � Boring Logs
Appendi� `C' - Laboratory Test Resuits
Appendxx `D' � Liquefactian Analysis
Append�x `E' - Engineering �reology Report
�
I GEo ENVIRON ENG. C�IdSULTANTS� 1NC.
f
�
� Srrwin En#erprises, NWC of Temecula Pkw � La Paz 5treet Temec�la
� Y , Page� 3
Job No: 74�726P Dcfober 77, 2D74
�
� SC�PE
�
The s�ope of this study was designed to deternline and evaluate the sux face and subsurface
coz�diti�ixs of the subject site and ta p�resent pr�Ximinary reconuneildatioz�s for the foundatzoiz s�stems
and g�ading requiremeilts as tiley relate to the plaluaed d�velopmen�
Tl�e scope included the following geotec�u�ical functions:
� Revzew of available Iiterature pex-taining to tl�e site a�1d vicinzty.
• Evaluatian of natLual and ma�unade surface features at t1�e site and contiguous areas.
• Drilling and logging of exp�oratory trench pits and borings.
• 5�cuzing of buZk and undisturUed samples af ea.rth materials#'rom the borings for laboratazy testing.
• Laboratozy tes�ing of seleGted sa�nples,
� Geotechnical engineerii�g analysis af data obtained during tlle study.
• Preparatxon of this repoi-�ax�d the accompanying illustrations to present tlie f ndings, conclusions,
a��d recomme�ldatioras pertaining t� the plaruzed construction.
The scope �f�va�k did not include any environmental assessment of the proper�y or opinions
re�ating ta possible sail or subsurface conta�nination by hazardaus or�oxic substances.
SITE L�CATI�N, DESCRYPT��N, �i V�,CYNITY
The subje�t property upon which the s�i� expioration has been perfvrmed is lacated at N.�V.
corne�of Tem�cula Parkway and La Paz Street,less tl�an a quarter mile east of 15 Fr�eway,Temecula,
Riverside County, Calzfornia.
� The rectangular shaped site is approximately 1�acres sf� in size and relati�ely flat, The site is
� bounded at the noi-�h west by steep cut slope app�oxima�ely 5 ta 3Q fee�heig��t. The sit� is curxently
� vaca��t. Surrounding the prape�ty are commercial praperties.
, GED ENVIRCtIV ENG. CC�iV51JLTA[VTS� �NC.
Srrwln Fnterprises, �WG of Temecc��a Pkwy� La Paz Sfreef, Temecula Pag�;4
�ab �a� 1¢�72�P Qc#aber 7l, 2014
� PR�PUS�D DEVELUPMENT
Prelinai��ary de�ails af�he proposed constructio�a and th�reference drawing were provided�y
�
the proa ect archite�t and tlae o�ner.
Cornme�ciai buildings, c�mpzised af retail store, gas��in� se�vice stat�on, fast food stor�, and
off ce huildings are pres�ntly plazu�ed within tlle subj ect site. We anticipate the sfruc�ures will be one
to two stories in heigh�s, wood or reir�for�ed masoiuy const�uc�ion Loads on the foundations are
u��iu�own but are expected to be between 2 and 3 kips per linear foot. Colun�n loads are expected �o
be between 5� and 140 kips.
Appttr�enant constructian will in�lude asphalt concr��e and concrete pavement,and landscaping.
No grading plans wexe to pro�ided to this f rm f�r our use during thas study. Havvever,n�inor
cut and fil� grading axe anticipated within the proposed�onstruction areas, Sl�ould detaids in�ol�ed in
fina�design�ary f�oin those outlined al�ove,tilas firm should b�notified fox review and possib�e�revision
' of our recoixunendations.
�
� FZELD STUDY
t �
' A fi�ld study consisting af site observations and subsurface exp�aration was canducted on�ctober
13,2��4. Nine�9�backhoe test pits and�wo(2}holl�w�stem auger�8 ixaches diameters�barings wer�
excavated �o perfarin this geoteclulical and geologic investigati�ns. The borings were drilled to a
maximum deptl�of 54 fe�t. The sox�s ezacountered in the exploratory bazzngs were�ogged by our f�ld
perso1u1e1. The baring logs are izacluded in Appendix `$'. The appxaximate location of th�baxings
are a�e shown an the pXot plan in Appendix`A'.
Disturbed and undisturb�d samples af tl�e soils encountered were ❑htained at fre�uent inter�als
in the borings.Undis�urbed samples were obtained by drxviz�g a thin walled steel sampler wit��su�c�ssive
drops of a 140-paund weight ha�ing a fr�e fall of 3� inches. The blow c�unt for eacl� one foot of
penetratioi�.is shown on the bo�ing logs. Undisturbed sails were retained i��. brass riilgs with a l�incll
�
height and Z.413-inch �iz side diameter. The ri�lg samples were re#ained in close fitting m�isture proaf
� containers and�z azlsport�d to our la�orato�ry fo�r testing.
� The exploratory boria�gs used for subsurface expl�ratian were backfil�ed with reasonabxe effor�
� to resto�e the area to tlleir original c�ndition priar to leaving��ae site.
GE❑ EnIVIRC][V ENG, CDIVSLJLTANT5� INC.
Sirw�n Enferprrses, NWC of Temecula Pkwy& ta Paz Streef, Temecu�a Page: 5
Jnb �fo: 74-126P ncfober 77, 2074
LAB�RATORY TESTS
Tl1e results af laboratary tests perfor�laed on dzsturbed,und'zsturbed,and remolded soil samples are
preseilted in appendix `C'. Fo�lowing is a Iistiz�g and brief explanatioil of the laboxa�ory tests which wexe
performed as part of this study. The remaining sail samples are stored in vur lab�rafory for fu�ure
z•eference. Un�ess notified to tl�e cor�tra�y, a11 samples will b� disposed of 30 days afker this repart.
Cl�ssificafion
The field�lassification of fhe soils were verif ed in the laborator�in general accordanc�with the
�[3nzfied Soil C�assifiGatiozl System. Tlie final c�assif�ation is shown on�he boring logs.
FieId Ma�sfrr�•es ancI Dens�f�es
The field�noisti�ze content t�ras de�ermined far each ofthe disturbed and uizdisturbed soil saanples.
The d�y del�sxty was aiso dete�inin�d for eacl�of the undisturbed samples.TI�e dry density is determined
� in pounds per cubic foot and the field moisture content is determined as a percentage of the dry w�ight
of tile soil. Both resu�ts ar� shown o2�.boring Iogs.
Consolid�tion Tesfs
SettleYnent predi�tions of the soi�'s beha�ivr under l�ad were made on the basis of the
consa�idation tests which are performed in general accordance witll ASTM D-2435 procedures. The
Consolidation apparatus is designed to receive a one inc11 high ring.
Ex ansivn Char�cteristics
Laboratory expansion tests were performed on a near si.ufa�e soil sample in genera�a�co�rdaxlce
with ASTM D-4829 procedures.
�
�
�
Direct She�r Test
, Dire�t 5hear fest was perfornled in�he Direct Shear Test Machine whicl�is of the stra�n contro�
, type in generat with ASTM D-3 08�proc�dure. Eac11 samp�e was sheared under�arying pressures norma�
to the face of tize specime�a t❑ detexmine #he slaear strengt�� �eohesion and angle of internal fzic�ion}.
Sa�nples were tested in a submerged candition. The result is plotted❑n the "Dir�ct Shear Test Graph."
GEO ENVIRCI[V ENG. C�NSLJLTANTSy INC.
�
� Sirwin Enferpr�ses, NWC of Temecula Pkwy& La Paz Sfreet, TemecuJa Page: �
Job No: 74�72fiP �cfober �7, 20�4
Gr�in Size Distr•ibution
Particle size az�.a�yses were performed in accorda�ice witl�ASTM Test Metliod D422-63.
AfiferUerg's Limits Test
Atterberg's Limits Test was performed in geY�era1 ac�ordance wzth ASTM�4318 pxocedure. The
lic�uid limit was d�termined in the laborataiy with t��e help af the standard Iinuzd�imit apparatus. Plasti�
Iimit was det�rmined by forn�ing ball with about 1 D gram ofplastic soil mass and rolled hetw��n fingers.
T�Ze moisture content for hotli tests were deterinin�d a��d plasticity index was calcu�ated.
GE�TEC'HNICAL C�NDITI�NS
E�r��i Maferi�ls .
The site is uiaderlaiil surficiai top soil consist of older a1lu�ium and terrace deposit up�0 6 feet
in d�ptl�s, consist of sandy and claye�silt. Tl�e top soil overlies bedrock consist af sil�and sand sfione
� of Pauba For�na�ion Detazled description of the eartll nzatezials encountered a�re presented on the log
bo�ings in Appendix `A'. Tl�e soil stra�a as the trencii and boring logs rep�esei�ts the soil collditivns in
the actua� boring �ocati�ns other �ariatiozis inay oc�ur between the borings. Lines of demarcatia��
represent tl�.e approximate b�unda�y between tll� soil types, but tlae�ransitian may be gradual.
Ground►va�er
Groundwafer was no�encountered in tile e�ploratory boring during our subsurface exp�oxatzon.
� However, historic groundwa#�r may have been present between I�to 15 feet below�xisting surface.
�
` SEISMXCYTY
� The frequency of eartll�uake and zY�teilsity of seismic ground sl�ak�l�g to be expected at the site
�
depends upon wllicl� fault produ�es tile eartllr�uake, the ea�thquake magnitude and the dzstance to tlie
� epicei�ter.
�
Near-by active fault lii�es in�lude Willard,Wildomar these have assocxated postulated,maximum
prabable earthqualte magnitudes of 7.1 In turn, the probabilistic gr�und motivn acceleration range
u�v�raxds �o ± 4.77g. The related California Buildin� Cod� factars include the type d, Fault the near
source zo�ae at .56 kilameter toward the south and a soil prafi�e t�pe af ailu�ium ox Sd.
GEO EhIVIR�iV ENG. CONSLJLTANTS� 1NC.
Slrwin Err#erprises, NWC of Ternecula Pkwy& La Paz 5#ree#, Temecula Page: 7
Job Na: �4-726P Ocfo�er 17, 2�94
Based on tlae California Bui�ding Cade acceptance of some structura�damage witl�out co��apse,
the sublect developinent may be designed in ac�ordance w�th the seismic fornlu�as and requirenaents
pres�x�ted in tlle curren��ersion of tlae Califarnia Building Code. �t is the respans�bility of the project
stru�tural engineer to utilize t�ie�riticai seismic factors to be used for building d�sign and to imp�ement
the applicable sections of tlae code.
�
,
L�UEFACTYUN
Liquefactiozl iz�volves a sudden Ioss in strengtla of a saturated,cohes�on less sail whicll is caused
by shock or strain, and r�sults in tempora�y tzansfor�nation of�le soi�to a fluid mass. rf the�iquefying
layer�s near eno�.tgh to t1�e g�ouiad surface,the effects can be n�.uch like that of nuicksand an any st�uct��re
located o��it. The surface effects❑f�iqu�factian,w11icX�may resu�t in dainage�to structures�n the vicinity,
typ�cally take the form of sand boi�s, grouz�d fissures, or differential ground settlement.
The current standard afpractice,as outlined in the California Building Code,requires�i�uefaction
a�aalysis tv a depth of 5�f�et,although the no�iceable effects of liquefactian typically occur in areas where
the groundv�rater is mu�h sha�lower, usually much less than 30 feet from the surface. Liquefactio�a
typically occurs in areas where the sox�s below water table are composed of pvorly consolidated,fine ta
lnedium grained, pri�narily sa�ady soi�. In addition t� the necessary soil cor�ditions, the garaund
accelerat�on of the earthquake must also be of a suff cient level to initiate liquefaction. Tl�e design
� rou��.d accelerati n t ic 11
� g o yp a y utzl�zed in linuefaction analysrs xs tl�e acceleration whi�h has a �.�pex�ent
� pxobability of b�ing exceeded in a 5� -�ear structural Iife.
�
'. �n an effort to verify this, twv (2} bori�ag vvere drilled to maximum dep�hs of 50 feet.
� Review of the encountered subsurfac�conditians generatly indica�es that the site is underlain w��h terra�e
' deposi�s or o�der allu�iums to a depths of 7 feet, consists of clay�y siZt, moist, and stiff. Then bedrock
consists of silt and sand stane to 5� feet, the maxiinum d�pt11 exploxed. Groundwater was not
encountered during this in�estigatian. However, historic graundwater af 1�feet was considexed in this
a��alysis. Base�an the subsurface soi�s(clay and sand stone},and re�ati�eIy high SPT hiow caunts,
the sire, in general, is not designate�i as suscentible ta Ixquefac#ion. The liquefaction analysis is
presented in Appe��dix `D'.
GED EIVVIR�N ENG. CL7�V5lJLTANTS� liVC.
5irwin Enterprises, NWC of Temecula Pkwy& La Paz 5#reef, Temecula Page: 8
Job No: �4-7zfiP Dcfober 77, 20�4
C�NCLUSYQNS
1� The plan const�uc�ion and de�elopment of the site is considered feasible fram a g�otecl�nica�
engineerii�g point �f vievv pro�ided the engineering recommendations of fihis repvx-t are followed.
, . 2}The su�face and the subsurface sail on ti�e site�viZl b�adequate for�he suppoi-�of the structure a�ad any
�
fill soi�s prop�sed for tl�e site.
3}The proposed s�ructure, grading,a��d developznent af the site wzll nat cause ad�e�rse saf�ty hazards or
instability to the adj acent properties or th�ir st�ruc�ures.
4} con�erse�y, tl�e adj acent pz opci-�ies or t��eir stru�tures wi11 not cause ad�ers� safety hazards or
instaba�i�y to the plann�d deve�opmen�.
5} Laboratory expa�lsion test indicate that the soi�s on the site have Iow expansian patential.
6} T��e site, in general, is no�susceptible to Iic�uefactio�a.
REC�MMENDATI�NS
Rau h Gr�din Recommencla�ion
The f�l�awing recommei�dations may need t� be modified andl or supp�emented during rough
grading as f e�d conditzons necessitate. Al�eai-�hwoxk a�1d grading shall be performed in accardance with
� the recommendations pr�sented herein,a��d iiz accoxdan�e with aIx appli�able re�uire�nents of t��e Grading
k
Code of the City of T�mecu�a or County of Riverside, Califoxnia.
�
�
Praor ta general g�rading opearations,tl�e existing structures an the site sha�I be demolished and the
, debz is hauled Off tl�e sit�. All vegetation, tap sail and debxis in the building and pavement areas and
areas t�r�ceive fill shall be str2pped froin t11e site. Vegetation and debris shall be exported frona the site.
Topsozl shatl be stripped and stockpiled for use on f nish grades in landscape ar�as or expoi-�ed from tlae
site.
The pro�osed building areas shal�be o�er�xacavated to a depth❑f 5.4 feet be�ow the proposed
f nxshed grade, or 3 feet belaw the proposed footing bottams, whicllever is greater and repIaced as a
certified compacted fill. The limits of��exexcavatzoia for building areas shall extend at Ieast 5.�f��t
be���1d the propased building limits o�r to the propei�line whichever is 7ess.
In fihe pzoposed parkingldriveway and canopy areas,the existing near surface soi�s need only be
o�erexcavated to a mininlu�n dep�I� of 1.� f�ot below existing si�e grades or praposed subgrad�
eievation, whichever�s deeper.
GEO EnIVZR�N ENG. COIV5LJLTAIVTS� �IVC.
Sirwin Enferprrses, NWC of Ternecula Pkwy& La Paz Sfree�, Temecula Page; g
� Jv�b Na: 74-72fiP �c#ober 7l, 2074
� The campetency of the expased overexca�ation bottams must be detexm�ned b the sQi�en ineer
� Y g
� oar l�is representative at the tiine tl�e� are exposed and prior to scarification or placement af fzll.
� A11 a��rexcavation bottains al.�d an a.reas to receive f 1�shai�be scarified a minim
. Y um�f�in�h�s,
watered or aerated as necessaiy ta ac��ieve optimuin nloisture content,and praper�y co�npa�ted to a�Ieast
9�% of maximum dry density prior to filling.
For the purpose of es�imating ear�hwa�rk quantities, a sl�rinkage factor of 1��15 % may��
assumed for the existing nea�surfa�e on-site soil to be used as fi1l and compa�ted to 9D°/a❑f maximum
dry density for clayey soils. 5ubsidence due to grading is estimated ta be U .1 feet.
Any soi�to be placed as fill,whe��er natural or impoz�,shall be approv�d by�Ze soil engineer or
his representafiive priox ta their placement. Tlae fill materiai shal� be free from vegetation, organic
material ox d�bris. Z�npart soi�sha11 be no mo�-e expansi�e than th�existing n�ar surface s�ils an the site.
Suitab�e fi�l soil shall be placed in horizantal lif�s not exceeding 6 inclles�n t�lickness after compa�tion
�.id uniforinly watered or aerated to obtain optimum riloisture content.Each layer shall be sp�read evenly
� az�d shal� be thoroughly mixed during tl�.e spreading to ensure unifo�-niity af the soil a�1d op�imum
4
moisture in eaclz layer.Af�er each lii�lzas been placed, it shall b�t�lorougl�ly compa�ted to not less tha�i
�
9�% af lnaximum dry density.
�
The soil engineer or l�is representative shall obser�e tlae placemezlt of fi�l and slloutd tat�e
suf�cient tests to�erify�lae moistur�cantent and the unifarmity and degree of compaction obtained.In�
place dens�ty testing s1��uld be perforined in accordance with ASTM acceptable to �he local building
authorit�. The optimum moisture cantent and the maximu�r� dry density for caznpacted soils sl�a�l be
determined in accozdance witla ASTM D�1557 procedures.
Due to the possibiZ�ty of impa�~�ed fill soil in�he building areas and l or�ariable soil strata that
may be exposed in the buildiiig pad, typical sail samples slaould be vbtained at comp�etion of zough
grading far laboratozy testing to confirm�he expansion characte�risti�s of the grad�d site.
F4UNDATIUN DESrGN R�CaMMENDATI�NS
Con��enfivn�I Foo�in Recat�tmenr��rions
� Ali coYltinuaus faotings should hav� a minimum en�bedment af 24 inc��es below iow�st
adja�ent final grade, based upoil the heights of the bui�dings, rnteriar footings may be founded
1 S inches below lowest adjacent final grade,
GED EtyvtRON ENG. CONSCJLTANTS� �NG.
1
� S�rwin Enferprises, NWC vf TemecuJa Pkwy� La Paz Sfreet, Temecula Page: 10
Joh No: �4-726P �cfober 77, 2��4
�
�
• Co���znuous foating should be reinfarced with at �east�two (2� # 5 �ebars at t��e top a�ld at tl�e
; bottom of the footing in order ta miniinize tlle effects of any min�r variati�ns in the engineering
�
character�sti�s in the suppoi-�ing soi�s.
�
• AZl pad footings shauld be a mini�nuan of 24 in�hes square by �4 inches in deptll.
The project civill vr structural engineer �iial� determine actual footing widths, depths and
reinforceinents nec�ssa�y t� xesist design vertzca�, liorizontai and uplift forces.
AlIo�v�b�e Soi� Bearin Ca �cifies
Based on the fzeZd and Iaboratory test data, an allowable soil bearing �alue of 20�� psf is
recoinmended for the design of footings. A 113 increase in the a�ove bearing�alue may be used when
c�nsid�ring sl�nrt term loading fron7 wind ar seismic sour�es.
Settlement
LTsing the recon��nended bearing value and the maxinlum assumed wall and column�oads,the
tata� settlement is estimated to be 0,5 inch, The differen�ial settlement is estimated ta be on the orde� �
of 0.25 inch, be�tween simi�ariy �oading footing vf tl�e sazne size, over a minimuin horizontal dista�lce
vf 3� feet.
L�ter�i Bearin Pressure
Additional soil desigxa parameters that may be pertinen�to the design and de�elopmen�based on
undisturbed natuzal soi� or properly compact�d fi11 are as for�vws:
� Allowable�ateral soil pressures �Equi�alent Fluid Pres�ure� Passive case: 3�a psflft of depth
to maxi�num 3�0��sf.
• Allawable Coefficient of Frictioz�between concrete and soil: .30
The abo�e �alues are allowabie design values and ha�e fa�tors af safety of �.0 and �,5
iz��or�orated iiito then�.for tlie laterai soi�pzessure and c�eff cien�of friction,respe�tively. �f botll values
are used, then the passive resistance shou�d be r�duced by ane thixd.
Seismic Design
The fo��owings are�lae seismic desigi�parameters, in accordanGe with�he CB� 2�07.
Site Longitude:-117.�3566
Site Latitude: 33.47831
GE❑ ENVtRON ENG. C�TJSLJLTANTS� �NC.
Sirw�n Enferpr�ses, IVWC of Temecu�a Pkwy� La Paz S#ree�, Temecula Page: 77
Jo�b �a: 74-7�sP �ctaber 77, �014
Site �lass: D
Mapped Spectral Response Acceleration-Shar�Periad:
(�.2 sec}-Ss: x.985
Mapped Spectral Response A�celeration-Shor�Periad:
��. sec}-S1: 0.745
Short Period Site Coefficient-Fa: I.0
Long Period Sit� Caeffi�ient-F�: 1.5
Adjusted Spectral Response Acceleration-Short Period:
(D.2 sec�-Sms: 1,985
Adj usted 5pectral R�spoz�se Acce�eration-Short Periad:
� (1 sec}-S�n1: I.11.8
Design Spectral Response Accelexation-Short Pexiod:
(�.2 sec}�Sds: 1.323
Design Spectrat Response Acceleration-Shor�Per�ad:
(� sec}-SdX: �.745
FL��R SLAl3 RE�'aMM�NDAT��IVS
Concrete s�abs shouid be constructed in accardazace with the following section.
F�aor slabs should be a minimu2n of 4 inches�hi�k. F�oor s�abs slavuld be reznforced vvitll #3
rebars at �8- inche� on centers.
Concrete sla�s shouZd be under�ain witl� a rniniinum 6 n�il palyviny�chloxide membrane vapor
r�tarder witll a illiniza�um a�e�iap of 12 in�hes in a�l directions. This meinbrane shauld be sandwiched
betw�en two, two-inclllayers of sand.
The concrete section at7dlor �reinforciiag should be incxeased as necessary for excessi�e design
floor Ioads or a��ticipated coi�centrated �aads. In areas vvhere maisture seilsitive floar �overing are
anticipated��er the stab, The concrete section az�dl or reinforcing shou�d b�in�reased as necessa�y for
ex�essi�e design floor slabs or anticipated concentrated loads.
The s�ab subgrade sllould be moistuze conditioned to at Ieast S percent ov�r optimum maisture
contet�fi �ondition t� a depth of 12 i�lches �nua.�edia�ely prior to placemen� of the moisture ba�rrier or
pouri��g coizerete.
GEE7 ENViRON ENG. C�Id5llLTANTSi [NC.
Sirwin Enferpr�ses, �fWC of 7emecula Pkwy& La Paz S#reef, Temecula Page: 7�
Job 11fo: 14-7'26P 4cfober 77, �Q74
CEMENT TYPE
Low exposure ta sulfate can be expected for concrete pla�ed in contact with on site soi�and
native nla�erial. Therefore, n� specia� cement wi�l be required far concrete in contact with tllese
materia�s
RETAYNING WALL REC�MMENDATI�NS
Retainin vva�ls if l�nned shouid be designed ta resist the active pressures sununarized in tlie
� follflwing table. The active pressure is norn�ally ca�culated from tlae lawermost portion of tlle footing to
tlae 1lighest gr�und surfa�e at the back of the wa�l, including necessa�y factoz�s for sloping graund. The
a�t��e and passive pzessures i��dicated in the table are equivalent fluid densities. Walls that are nat free
to rotate or�I1at a�•e braced at the top should use a�ti�e pressures tllat are 5�%greater than thvse indicated
ir�tl�.e tabl�. Retaining walt design for passi�e resistance sl�ould negle�t t�le top foo�of earth in front af
the wall.
Retainin Walt I�esi n Parameter
E uivalent Fluid P�essures
.�.. : .
S�ope of��jacent ,, � Active Pressur�.bacl�Il�with:. ��Aetive Pressur�.backfill wifh :
. . raund ons�fe clayey,soii;��;` '�'"_' �� �� �o low:ea�pansive'soil.�
� g . � ��� _, ,gra�el, r,::.
. ;:� �. :; ,,�
, :��: :��
. ,.�,' �.. ,�;;: ';r ;;i�' �i,': ��-:��: ^��
,,s - ,{;':,�.:,. '.�� _t. �.f_. ,�1'.
.. - '��',.
. . . . - :��.` `�` `:i'�.-.:r'
� • . . . ��Z' '�tl
. . . '_]! .I� . •.'�n'�!"��'1'•�.� -
, � . . , j. ni,�r 'I�,� �, :'J,..
. . _ . . . . . i '.�ti's;i 'i.o'�. '}: 'S). i -``"��'.'.��-i:��i}'�
. . . . .. .... . . . .. � . �� r. ._ � .. . ,�r...� �.
Level 42 30 pcf
2:1 63 45 pcf
Seisinic loading sl�ou�d be conside3ed�here needed.
The pressures shown on aUove table ar� for retaining walls backfil�ed witlz non�cohesi�e
granular materials a�aiiable oi1 the site, and provided with drainage de�ices su�h as weep holes or
subdrains ta pre�eiit the build�up of hydrostatic pressures beyond the design values. Also, it is s�xong�y
recoinmended that alI backfili mat�rial be compacted t� a minimum of 90 perc�n�relati�e compaction,
as this is �he density from whxch the pressure are calculated. This recommendation can.not be
o�ez emphasized.
GECI ENVIR�N ENG. C�NSULTANT53 1NC.
h
� S�rwin Enferprises, �IfWC of Temecu�a Pkwy& La Paz StreQ�, Temecula Page: �3
Jab 1Vo: 74-7�fiP �cfober 77r ?U74
TEMP�RARY C�NSTRUCTYQN CUTS
Temporary construction cuts for retaining vva�ls, foundations, utility�rench�s, etc,, xn excess of
5 feet in depth ar near the existing structuzes wi11 have �o be prvperly shored v�r cut back into an
� in�lination not steeper�l�an 1: 1 (horizontal t�vertica�}. �LTertical cuts n�ar#he exzsting s�ructures sl�vuld
he properly shored using saldier pile a1.ld lagging system.
'Whexe �nore res�a icti�e, tlze safety requirements for excavations contained in th� State
Construc�ion 5afety���ders eizforced by the State Di�ision of Industrial Safety�CAL-OSHA}andl or tlie
safety codes of tlle local agency haviz�g jurisdiction o�er the project shall apply. All excavatzflns shal�
be initially obs�r�ed by the geotechnica� engineer or his xepresentati�e ta verify the recomm�ndations
presented or ta malce any additioi�al z ecommendations necessary to maintain stabality.
TRENCH I3ACXfFYLL
Trench excavations far utility lines whicl�ext�nd under building and paved areas axe within the zane
' vf influence of adjac�ilt fouzxdatians sha11 be pxaperly ba�k#i11ed and coinpac�ed in accvrdance with the
�
fo�lo�ing r�co�nmendations.
Th�pipe slzould be bedded and backfilled vv�th clean sand or app�a�ed granula�r soil(minimum Sand
Enui�alent Va�ue of 3 Q} to a depth of at �east 1 foot over the p�pe. This backf 11 should be uniformly
watered and�oinpacted ta a firn��ondition. T1ae remaindex of the backfill should be on-si#e soil or�ery
low ta law expai�sive iinpai-t sozl, whic�z shouZd be placed in lvose 1if�s not exceedxng 12 inches in
thiclu�ess,watered vr aerated to optimuin rnaisture content,and mechanically compac�ed tv at least 9�%
of maxiinum dry density as detexmined by ASTM D��SS7 procedures.Water j etting of the backfii�is nat
al�owed.
PAVEMENT REC�MMENDATYUNS
Foz prelirni�aary design purpases,the typ�cal�oil anticipated in�he subgrade wi�1 consis�of silty sand
Based on tl�is soil iype � clayey silt�, a R value of 34 vvas considered for preiinlinary design of the
pa�emeilt sectivn. The actua�R-Va�ue of the subgrade sail should be tested and vexified a�the fiiine of
can�truGtion. The fotlowir�g are our p�-eliminaiy rec�mmendation� for th� stiuctura�pavement section
calculated in general accordance wi�h Caltrans procedur�s and bas�d on#he R�Va�ue and the Traff'zc
rndex (TI).
GE❑ ENVlR�N ENG. CI�IVSULTANTS� 1NC.
� Sirwrn Fn#erprises, NWC of Temecula Pkwy� La Paz Sfreef, Temecula Page: 74
Job I�fa: �4�72fiP �cto�6er 77, 2U74
�
Pre��min� Flexible P�vement Sections vn Nafi�ve Soils
�
Site Area �Traffic� _ ., . � .._ ,.. .,:�:;�. -
R-�alue '�� �AC.Pavement Sectio`n '`
_ ��.i;;=;. �:�.. '�,;:,�;;��,��.;::; ;: �:i, •
. -;il:� :L:.:F�. ,�:.�'r�.��l. ��:p'i.� r;S•,•
- •�
'I.!
� r`� �..
Ind . ���.
��V�"
. ex �,' '���.
' . • � . � r.I . ..� r I r..�'���a�.[;•' `R - �� �11� '�V+' i ..
. . .. . . . • . � . . ... .. •1'''� � - � .
Automobile Parking 4.5 3� 3" A.C, o�er 4" Class �I Sase
�
Ve1�icle Drive Area 5.5 3D 3" A.C, aver 6" �lass II Base
Hea�y Truck Area �.5 3 4" A.C, aver�" Class ��Base
0
Pre�imin� Ri id Pav�m�nt Sections
.
.�.. .;,. ,.. .,. ��: � � - ,�.. .
. .
.
, ,_ .,. . . � , ..
Site Ar�a � �Tr�ff c : �; ,� . � ��oncre�e Pavement S,e�tion����;�;'°:`�':':'�� :�;��'�� .
. , ��
� Yn��x _ � r,, , � ;, �
. . ,. �'.-.... ., , ��,: , . , �r' . . . . ..... .. . . .. ..
Automobile Parlcing 4.5 5" PCC over 4" Glass�Z Base
Vehicle Dri�e Area 5.5 6" PCC over 4" C�ass II Base
Hea�y Trucl�A�ea 6.5 7" PC� ove�4" Class II Base
The concrete paveznent should have saw cuts ox expansion jaints every xQ feet or less. The
111111I111L1177, Te�11f�TC111g Si1QL1IC� consist with No. 3 bars spa�ed 24 incxaes on centers, both ways, The
concrete sh�uld ha�e a 28-day concrete strength of at least 2,50�psi. To reduce the pvtential of unsight�y
f
cracking concrete pavelnent for sidewalk and llardscape should be at least 4 inches thick a17d pr�vided
witl� saw cu�s or expansion joints every 5 feet�r iess,
Subgrade soils shall be a�ere�€cavated, scarified and compacted ta a� least 90°/a + ❑f laboratozy
inaximuzn dry density as recommended ii�the previaus section of zough grading. Base course shall be
compacted to at least 95%+of laboratory maximum d�ry.
PLAN REVIE'W
SuUsequent to formulation of final de�elopment pla��s and specifications but priox to constru�tian,
grading and foundation plans sl�ould be reviewed by Geo En��xon �� verify compatibility witl�. site
geotechnical co�iditions and confo�-ma���e with recommendations c�n�ained herein.
GE❑ ENVlRE7n[ EnIG. CL7N5ULTAIVTS� INC.
Sr'rwin Enterpr�ses, NWC of Temecu�a Pkwy� La Paz Sfreet, Temecu�a Page: 75
Jab No: �4�726P ��tober 17, 2U?4
�'�NSTRU�TI�N OBSERVATI�NS
'�� �" Al� rougll grading of tlae pr�perty shal� be performed under engirleering �bser�ati�n af Geo
Envi�on.
- Geo Enviroiz shall observ� all faundatzon excavations. �bservatzons should be made privar ta
installation of co��c�rete forms a�zd xeznforcing steet in arder tv verify or modify,if necessary,con�lusions
aiad xecommei�dations in this report.
CL�SURE & LYMZTATY�NS
The findings,canclusions,and reconunendations presented reflect our best estimate of subsurface
conditions based oz�the data abtained from a Iimzted subsurface exploration perfarmed during the field
study. The conclusions and recommendations are based an gealerally accepted geote�hnical engineering
principles and pxactices.No fui-�her warranti�s are implied nor made.
]�ue to tl�e possib�e va�iability af soil and subsurface canditions w�fhin tlle site, coY�ditions may
be encounte�red during grading and de�e�opinent tl�at may diffex from tllose presented herein. Should any
variation or u��usual condition become apparent during grading and developmen�,this ofFce shauld be
contaGted to e�aivate these conditians priflr tv continuati�n of work and necessary revisions to the
r�cominendations.
This office shvuld be notified if claanges of ownership occur or if the final p�ans for f.he site
development 7ndicate stru�tures areas,type of structures, or structural loading conditions differing fram
those presented zi1 this report.
If the sit�is not deWeloped ax grading does not begin wi�hin �2 mon�hs follawing��e date of this
xeport, fii�-ther studies may be required t� ensure that the surface or subsurface conditions have not
changed.
Any charges for necessary re�iew or updates wi11 be at the prevailing�rate a�the tirne the review
work is pe�formed.
�
GE� ErVVIR[71V E[yG. CONSLJLTANTS� INC.
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GE� ENVI RDN F'G. �
iVWG TEMECLJLA �tCWY & 1..4 �r4� SiTE L�GATIL7N PLAn!
� TEMEGIJLA� CA PRCIJ. 14-726P •
A1�IAHEIM� CALIFi7Rhl[A
�
�
LEGEN� ,
A� Surfic�ai fii� a� sif�s
� �o �ider aliuviurn �f c!y s���s �
� � � �� Terrace d�posi� o� �ed �-c s�ndsfiones
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j�3�uepriN 5ervice Inc. i�sz9r � .
4�?1 E. La Pa�ma A�e., Ste
Anaheim, CA 9�8��
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BORIIIrG L�GS
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C�E� E�Y�IH.��Y
� PR�JECT N�. �13-726P B�RING L�G B-'I
❑ATE: �01�31�4
� CL[ENT: Sirwin En�erprises, lnc.
� PR�JECT ADDRESS: N�IC Teme�u�a Parkway & La Paz 5t, Temecula
DRILLING COMPANY: Duxbury Drilling L�GGED BY: J.M.1RE
� ❑R1LLING METHDDI SANiPL1NG METHOD: H.S.A.I '14� [b 30" Drop, Automatic Trip Hammer
Depth amp Bivws Mvis Dens SCS ymb EARTH MATER�AL DESCR�PTI�N
{ft� per 12"
.5
� 22 �4.� ML- Native: L.brown, C�ayey Silfi, Moist, mvd. stiff �
, CL
�.�
; 42 14.8 Lt. tan, Sand Stone, damp, hard
�
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� 46 15.5 Clay stone, damp, hard
'�5.�
52 �4.9 Clay stone
�.o
� 4� 14.2 Sand Stane
�.�
48 �6.3
a.o
5 'I 9.2
3�.�
�4 16.3
D.D
61 '14.9
5.�
59 '�7.2
�.D
63 �?'.8 CIay stone
5.0 END �F B�RING a�,7 50'. NO GR�UN�WATER
� Std. Penetration Test ��l�l���� Ca�iforn�a R�n� � Bu�k Sample
��� �nvrR�r�
� PR�JECT Nq. 'I3�7�6P B�R1NG L�G B�2
�ATE: '�D1131�4
� CLIENT: 5irwin Enterp�ises, In�,
� PR�JECT ADDRESS: N1NC TemecuFa Parkway & La Paz St� Teme�u�a
DRILLING CDMPANY: Duxhury Dri�fing LQGGE❑ BY: J.M.IRE
DRILLING METH��ISAMPLING METH��: H.S.A.I �40 lb 3Q" Drop, Autamatic Trip Hammer
�
Depth amp Blows Mvis Dens SCS ymh EARTH MATERIAL DESCR�PT��N
{ft} per'I2"
� :
:�.:
�
i
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�� �2.9 Lt. brown Sand S#one, damp, hard
.D
58 'I5.3 Lt. tan, Sand Stone, damp, hard
�D.D
56 '16.8 Clay stane, damp, hard
��.o
62 '�5.2 Clay stone
o.o
59 ��.3 Clay Stane
5.�
68 �6.3
�.0
3 '18,6
3�.�
64 '�7.� Sand Stone
�.D
73 �17.�
5.❑
69 'i 6.6
o.a
63 15.2 Clay stone
55.0 END DF B�R[NG @ 50'. NO GRaUNDV1lATER
� . �
� 5fd. Penetra�ion Test ��������� Ca[ifornia Ring � Bu[k Sample
GEUL�GIC LD� -TEST PIT
Project N�.: 394a Da��: �41�41�4 Pit Na.: � �
Equipmen�: Backhae Dimensivns: 3'��8'19' Elevation: --
De #h ' Descr� tion Geol❑ ic Unit r
� 0-.5 Lvose dry �t brn �sdy silt wl debris & roa��ets Fi�!
.5-G.5 I�Iled st�fF damp brn-dk brn c!y s�lt wl thin layers nlder aliuvium
f sdy siit & s[igh� parous texture
G.5�8 Meci dense damp It brn f sdy silt
8-9 ❑ense damp It brn f sdy siltstflne Bed�ock
Back�il�ed
s
``Tlt c� Gcr�alu�;ic 4rrEfrf"
! .
GE�L��1C LQG - TEST PIT .
Prv�ect No.: 3940 ❑ate: 1�1�41�4 Pit No.; � '
� Equipment: 6ackhve Dimens�vns: 3'1�7'l11' total Eleva�ion: -�
De th ' � Descri tion Geo�o ic Unit-
Slop� Side
�-.5 Lvv�e dry It brn f c sdy silt w! root��ts Slope wash
� .5-6 Dense damp I� gr �rn f sdy siltstone Bedr�ck
' Le�e� Side
��.5 Lo�se �ry Ifi brn f-c sdy silt wl rootlets Fill
.�-4 Dense damp red br-n c!y f-c sands#one wl occ Terrace deposit
grave! & irregu�ar contac�wl dip�o S &figh�jainf
wl dip o�8?'S
4-5 Dense darnp It gr brn f sdy siltstane Bedrock
Back�i�led
' �
"TI�c Gcolc�sTic pr�tfif„
GE�Lf]��C L�� -TEST P1T .
Project Na.: 394� Dat�: �Dl�41�4 Pit No.: 3 }
Equipmen�: Ba�khae �imensians: 3'!Z 8'19' Eievatian: --
De th ' ��scri fivn Geolo ic Unit r
� D-� Lvose dry gr brn f sd� silt wl rvat�e�s Fi�l
�-6 Med s�i�f damp dk brn c!y sil� wl slight pa�ous �lder alfuvium
#exture
B--? Den�e damp ft brn f sdy sittsfone Bedrvck
7-9 Dense maist It brn �-c sandstane
Back€i�ied
F
��
� "7'Irc G�olo�ric �rrtfit"
� . , .
�
GE�LDG�C LQG -TEST P�T .
i Project No.: 394� Date: '1 D�'€41�4 Pit Na.: 4
� Equipment: Backhoe - Dimensions: 3'11 fi'19' Ele�a�ion: -- �
�
. De th ' Descri #ian � Geolo ic Uni#�
�
� ��.5 Loose dry brn f m sdy sil�wl d�bris & rovt�ets Fi�l
, . .
, .5-7 Med stiff damp dk brn cEy silt wI s�ight porous �fder aliuv�um
texturs
7-9 Med dense mnis� �rn f c sandstone wI gravel Bedrack
Backfill�d
E
t
� ��Tlre Gcotn�rlC D1l�f1I��
� .
GEDLOGIC LOC -TEST P�T
� Project No.: 394� Date: 1 Qt�41'�4 Pit No.: 5 .
Equipment. Backhve � D�mensrons: 3'1�2'17' Elevatian: �-
D� th ' Descri ti�n Geofo i� Unit
� �-.5 Laose dry gr brn �F sdy silt wl roatlets Fi�l
� .5-� Nfed dense dam r brn f
� � p g sdy �ilt wl rootfe�s Older afluvium
i 2-4.5 Med sti�f damp dk brn ciy s���wl�sligh# porvus texture
� 4.5-5 Med dense damp �� brn f sdy siitstane Bedrock
5-7 Dense damp brn f m sandsfione
B�Ckfilled
�
"Tlrc Gc�olob�ic 4rtlfr�"
I • • .
GEQL�GIC LOG -TEST PIT .
Pro�ect No.: 394� Date: '[al�f�11� Pit Na.: �
� � , �
Equipment: Backhoe - Dimensfans: 31�218 total Eleva#ion: -- . �
De th ' aescri ti�n Geo�a ic Uni#�
I �
�
� 51ope Side
i
! �-.5 , Lvose dry gr brn f c sdy silt w! rvvt�ets Slope wash
�
� ,
.5-4 Dense dam� �ed brn cly f-� cly sands�one Terrace depostt
� •
Leve� Side
• ❑-.5 Lvose dry gr brn �c sdy sflt wl root��ts Fit�
.5-4 Dense damp red b�n cly f-c sandston� Terrace depasit
� Ba�k�illed
F
r�7'�1C �iCDrU�'[C Ql��,�l�rr
� ' • . .
�
GE�L(3GtC L�G �TEST P�T
i Praject hlo.: 394� Date: ��1141�4 Pit No.: 7
f Equipmen#: gackhoe . Dimensians: 3'114'!8' #ota3 Elevation: -- ,
�
De th ' Descr� fian Gevlv �c Uni#�
�
� � � Slope Side
1
� 0-.5 Loase.dry g�brn f-c sdy silt w! raottets Slvpe wash
� . ,
.5-4 � Dense damp red brn cEy f c sandstone wl Terrac� deposif
, scattered gravel •
Levef Side
0-.5 Loose dry l# brn f-c sdy silt wl raof��ts Filt
.5�4 Dense damp red brn �fy f-c sandstone wl Terra�e deposit
scattered graWe�
Back�i�fed
• F
"�'!ic Gcnlob�ic Dr�ifit"
i . .
� • . .
�
� -
' � GE�LDGlC L�G �TEST P�7 .
� Praject No.: 394a Datie: ��1�41�4 P�# Na.: 8
�I Equ�pmen�: Sackhoe - Dimensions: 3'!��'18' to#a� Elevation: -- .
.
De th ' ❑escri #ion Geofo ic Unit�
�
, Slope S�de
� 0-.5 Lvose dry gr brn f-c sdy sii# wl rootlets Slvpe wash
� .5-4 Dense damp gr brn �emented f m sandstone 6edrock
wl gra�rel � .
Level Side
�-.5 Laose dry gr brn f c sdy sElt w!rootle�s Fil�
.5-4 i�ense damp gr brn f sdy si�ts�one Bedrack
Backfifled �
�
,
"T'ti e Ccol�bric Drrt�t"
� -
GEC]L�GIC LC3G -TEST P�T ,
Praject No.: 394� Date: ��!�41Z� Pit Nv.: 9 .
Equipmenx: Backhoe - Dimensions: 3'18'14' Elevativn: �- .
De fh ' Descti tion Gev�o ic Llni#
� ��.5 Loose dry It brn �sdy silt wl roatlets Fil�
I � ,
� � .5�2 Dense damp red brn c!y f-�sandstane Te�race deposif
2-2.5 Dense damp gr brn f sdy sil�stone g�drock
�.5-•4 ❑�nse damp I� brn f�m sandstone
Backfilfed
. � ' �
"Tlre Gealnbric Qul�t" �
APPF►v►arx c
LA6'O14ATORY TEST RESLJLTS
GFo E�vv�RON
Slrwrn Enferprises, NWC ❑f Ternecula Pkwy& La Paz Sfreef, Temecula Page: ?
Job No: 74-T2fiP ac#a�er �7, 2n?4
�
i
EXPANSr�N CHARACTERIST�CS
(ASTM D-243 5�
fl-21 �Tery Low
21-5� La�v
51-gQ Medium
�I-13� Higli
i31+ Very High
Samp�e Soil Tyne . .Expansion . :�ExPansion:;=.:.
� ' , ,:' ' 'i.. . `•r: • �•;.
. . �. , . �Index'-:, �lassifca��on`��� ,
y B-1 a 5.�' Clayey S�lt 52 Med�um
�
MAXIMUM DRY DENSITY
(ASTM 155?}
• �. . Cn m...�� ' . - . . . .....� �. �;.'.. •• - �r.' - ''.'r;; "i 'd
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, , �Y`�P,���:; ;, P,... (�,;,;,}:`.�:;`
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' B�� c�7r Q-5' C1a�ey, Sandy Si�� 124.5 12.5
ATTERI3ERG'S LZM�TS TEST
SamPle Liquia Limi� Plastic Limi� , P�asf�city Index , Soil.C�ass.
., . , - . ,;� , � . . �
B�1 cr 5.D' 42 2D 22 C�a�ey SiI�
Sirwrn Eni�erpr�s�s, NWC af Temecula Pkwy& La Paz Sfreet, Temecula Page: ?
Job No: 74�T2fiP �ctaber 17, 2U�4
�
,
I
; MU�ST�URE-DENSYTY CALCULATI�N
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Sam Ie�.Loca�i�n De th�.,;�,�;:... :,:;;;Mo s r �% ;D�.. ;,D s ':r �P ,.,;;�
p., , P , , ;,� . .(. }„r��� -.;:�F= ?�'Y ZS',:�. ,}:-�.;,
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TP-1 2.� 1�.2 1�5.2
TPw 1 7.5 13.3 I��.4
TP-3 5.� �4.2 l.�x.4
TP�3 5.0 7.G 1 a4.5
TP-4 7.5 12.3 1�3.2
TP-4 2.� 1�.2 1 D4.1
TP-5 2.5 10.9 ��2.5
TP-5 S.D �2.G ��4.8
TP-9 2.5 12.4 I 02.�
TP-9 5.� x 3.2 �a4.8
Geo En�iron Eng. Cvnsultants, lnc.
�
D1 RECT 5 H EAR TEST
DATE: ��115114
J�B NO: 'l4-726P �
� CLIENT: Sirwin Enterprise, �nc.
J�B AD�]RE55: NW Corner of Temecula Pkwy& La Paz, Temecula
' SAMPLE ID: T'�-2.Q'
� 5�1L CLASS: Clayey Silt
� DRY DENS: '�05.2
, M015. C�NTEN f: '��.2
501L TYPE: Nati�e
STRAiN RATE: �.�D4 inlmin
SHEAR STRENGTH: Ul#imate
ANGLE �F FRICT[�N : 2fi deg.
COHESI�N {psf} : 3�� psf
4D�U
3U0�
SHEAR STRESS
�PS� 2���
'10U0
0
0 1000 2000 3�0� 4000
NORiUTAL BEARING PRESSURE {psf�
GEO ENV1RDn
�
DIREGT SHEAR TEST
E
DATE: ��I'!51�4
�
,�QB N�: '14-72fiP
CLIENT: Sirwin En�erpris�, [nc.
' J�B ADDRESS: NW Corner of Temecula PKwy& La Paz,Temecula
SAN{PLE 1D: T9-5.0'
� S�fL CLASS: Clayey Silt
DRY DENS: 'IQ2.fi
M�[5. C�NTENT: '[2.4
501L TYPE: NatEve
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APPENDIX E
�
� ENGIN,EEI�IN� GE�L 4G Y R�P�R T
GEO L�V�IIlR��
"Tlae Geoln�ic (�rr�fit" � 1
RAY A. EASTMAN
�NGIN�ERING G�aLOGIST .
� 24G'� EAST ORANGETH�RP�AVENU�, 5ui�r�214
Ft���ERrora,CAI.IFQRNIA��5�'I
�714y 879-2378
actoher 17, 2�14
�" Ge❑ Environ lnc.
�D7� E. La Palma Avenue, Su. B
Anahe�m, GA. 92807
, Subject: lnterim Phase o� Engineering Geologic Exploration ,
Propvsed Commercial DeWe[opment .
�-Ten Acre Site Northeaster�y af Temecula Parkway and La Paz Street
Temecula, CA. , �
Project hlo. 394�
Gentlemen: .
F
At your request, we ha�e cvnducted an �nterim phase o�engtne�rtn� geologic explora-
�ion �n vrder ta identify per�inent geofagic factors with respect ta a proposed commer�ia!
. deveio�ment. The main factors, in turn, included evalua��on vf#he geofogic se�ting with
particufar interest d�rected towards#he stra�igraphy, structura� features and seismictfy af
� the site.
The deve�apment p�an is conceptual and the dis�ussions and re�omm�nda#ivns pra�
vided herein must be considered as general. VIJe understand, however, tha# proposed
cvns�ructian will snclude a retail se�ting with departmenfi stvres, shops, restaur�ants antl a
service station; the related f�undatians may typica[ly consist af cant�nuvus�footsng, grade
beam andlar drilled pile type systems. Also, we unders�and fhat rela�ed grading may
typica[fy cansist of nQminal cutlftl� with associated refaining wal�s and slopes at 2:� that
range from � 5 fo 25 f�et in height.
A concise pre�a�e ta gevlogy ot the area 3s provided in a Ca�ifornia Depa�tment of Water
Resources gulietin�rom �95fi--to paraphrase, the mvs�ab�iaus feature af the 5anta
Margari#a Ri�er watershed is the predaminate nar�hwesfi�rending Elsinore Fau[f pattern
v�rhich is mani�ested by the Murrieta and Tem�cula Va�leys ... Geologi�forma#ivns in-
clude metamorphic and igneous basement rocks and overlaying sedimentary deposi�s of
Tertiary to Recent ages ... And faulting ha's been cvntinuous from Pleistocene�ime.
SC�PE �F WDRK
The gevlogic wark was iaased upon canceptual planning informatian and same was �an-
ducted in acctirdance with gen�rally ac�epted pra�tice for the pa�ticular circumstances.
More specifical�y, typical factors include:
,.
f ReWiew vf seiected gealogi� maps.
� Field geolagic examfnation af the site.
� Perusal of aerial photographs.
✓ Subsurface geologic explara#ion by nine tes� pits.
2
� � And, visual e�alua#ian o�the units encountered with respect to propvsed cvn- .
. . struction. . .
� : . SETE C�N[]�TI�NS �
: �
��' Th� ov�ra�� site accupies ^� �Q acres vf par�iafly graded land situated within the Teme�-
ula Vaffey. It is bounded on the northwest by Temecu[a Parkwa , on the southeast b La
v y
Paz S�reet, an the no�theasf by Vailejo A�renue, an �he nor�h by a Church and 5chovl
� 5ite, and o�herwise �n general by residential de��lopmenf. Regrettably, the detai[ed his-
tory of#he grading vuork remains unknown as of this w�iting.
Topography of the site is formed �y two main aspe�ts: name�y, an apen expanse v�re[a-
+� � ti�ely level [and and moderate�y steep cut s[opes of� 5 t❑3��Feet in height at the north-
� eriy por�ion#hereo�. 5cattered weeds and se�eral scrub bushes at the cut slope area,
comprise the vegeta! cover.
Alsv, of course, see #he accompanying base maps far an overview of the site and topag-
raphic conditions. �
GEaL�GfC CONDITI��iS
�
The gevfogic provinc� of interest is farmed by the moderately rugged Pen�nsufar Range,
which extends svu�heasterly�rvm the distance 5an Gabriel IVlounfains into Baja Califor
nia. The major�eo[agic formations in #he area include alluvial depossts at fhe valley
� floors, and sedim�nta�-y bedrock and terra�e deposits in the fvothi�l terrain; majvr fauit
f ines �nclude�he nearby E�sinare systems.
Gevlogy a��he site is inc�usive af faur basic units: namefy, sedimentary bedrock, terrace
deposit, ofd�r a[luvium and fil�. Also, af course, see the accompanying geafogEc maps,
� secti�n [ines and lags fvr an overview.
f The underly�ng bedrack is assigned to the Pauba Fvrmation. lt is exposed in the
noted cut slopes and it#ypically consists of dense, �t gray brvwn, �nassive-poorly b�dded
s�ltstones wi#h interbeds of t c sandstones and accasional conglomerate; the asso�iated �
strata wher� present a�the site have �entle d�ps of only a few degrees.
� The terra�e depos�t is afsv presen# as remnant wedges of maderate significant at
the note� cut sfapes where same varies from � 5 ta �5 feet in fhickness. It typically �on-
sists of dense, red to reddish hrown, masstve, clayey�c sandstones with vccasi�nal
. gravel and cobbles. Features of note �nc[ud� the red color,the clayey matrix and fhe lo-
cal presence o�a near vertical joint paftern.
✓ The older ai[uvium is present as a cover of� �#o �2 feet in thickness at the ap�n
expanse ar�a. !fi typtcally consists af inedium stifF, dk brflw� tv brvwn, massive, cEayey
and f-m sandy silts with a sPight porous texture.
� ►� The fill is also present at the apen expanse area as a surf�cial disked laye�. �t
typically consis�s of��ose, gray brown, f-m sandy si�ts with minor debris and roo#le#s.
As noted earli�r, the most significant structu�-a! feature is #he northw�sterly trending Efsi-
nor� Faulf Zone. The said zvne, in turn, con�ains s�vera� branches of which the named
"Tli c Gcolo�ric nr�lfif"
3
Wsflard and Wildomar are of primary interest in this case at-� 20a� and � 3�0�feet to- .
wards the west and east respec�ive�y. .
� .
Finally, we may nvte that grvundwater seepage was not encountered during #he fe[d
�
expinration wark. "
.� , SElSNlfC C�NDITIaNS �
� �f interest herein is the definttion �f an a�t�ve fault as one#hat has been in�olved in
ground rupture during the �ast� ��,00� yea�s or Holvicene time in gevlo�ic#erms.
!n turn, relatively nearby active�aults af signific�nce to#he site include:
�.
f � ___Fault Zone^ ,..__.r_ Approx�mation LocafEnn Ear#hquake Magnitude*�
W�I�ard �.4 rni�es�11! 7.���
1Ni�damar 0.6 " E 7.�**
Ju1Ean � 12 " SE 7.�
Gten lvy �3 " NV1J 6.8
San Ja�into 2� u NE 7.�.
' (*} Nlax�mum prvbable mament magnitude, CDMG 2�Q8.
� (**}As branches of broader E[sinore zvne.
� Ge�logists�Fram the Caiifornia Geofogica� and U.S. Geologica! Survey ��fices ha�e con-
• sidered the Temecula area in an extensivs array af geo�ogtc ressarch. Said research
has includ�d, in particu�ar, detailed field gev[ogic mapping and cEose perusa� of aerial
phntvgraphs in order to ascertain the rela�ed features with respect ta the lvcation of pre-
sen#day ac#ive fault Eines. Results of interest in this case in�o�ve the nearhy Vlliqard and
Wifdomat branch fau�ts as noted ear�ier, but the referenced research does nat indic�te
the presence of an active fault within the site proper.
� V11e may consider twa primary maps with respe�t to fhe UIJiilard branch -- i.e., the ea�ly .
California DivEsion of Mines and Geo[agy tault map of 19?7' and the more recent �nt�ra�- '
tive fault map by the �.5. Geologicaf 5unrey of 2014. The Wil�ard branch is essentially
identical on both maps except for a straight line inf�rred projection beneath the alluviai
deposits of Nlurri�ta Creek by#he �97? map whereas�he 20�4 map shows a slight bend
�vwards the west. We haWe taken the liberty in #his case vf a slight adjustmen#on#he
area geolvg�c map from �97l in arder to match th� U.S. Ge��ogical Survey map.
A1so, of course, see the accompanying fau[t and earthquake epi�enter maps�or an over-
view. � �
CDNCLUS!DNSIREC�M IVI EN DATI�NS
Some canstraints to development are, of�ourse, posed by the presence af significant
❑Ider alluvium and probable#rans�tion zanes related to hard beds within #ha bedrbck. F
Even so, a camm�rcfa; develapment is c�nsidered to be feasib[e from an engineering
geolog��stand�vint. More specifically, typica� factnrs �ncjude:
' "�'Ire Ccola�=ic �r�tfit"
4
. � Geologic Stabiltty�-The sife topvgraphy and dense—massive ar genfile dip char- .
acteristics af the ter�ace deposit and hedrock sfrata are favorab�e far gross stah[lity. The
#il� and older a�fuvium where present, however, are typicaiEy subject to se#tlemen�s and
sloughing, and these �eatures, of course, requir� cons€deration and mitigatian m�asures.
� Seismi�ity-� Nearhy acfive faul� lines inc�ude the Vllillard and Wild�mar branches �
. of the Elsinare zvne and sam� have associa#ed postulated, maximum probable earth�
quake magnitudes vf 7.�. In xurn, the prababilis#ic ground motion a�ce�erations may
�ange upwards to � D.T7g as Qer a 2 percent in 50 years criterion.
� Site Grad+ng--The site grading is anticipated�❑ be amenable to the use of con-
' �en�ional earth moving equipment with modera�e to extremely heavy ripping. A[so, the
hulk of excavated materials are �nti�ipa#�d to be suitable far use in compacted fii�s.
Natura[ly, s#ripping af unsuitab[e soils and tills to expose underiying competent sails
andlor bedrock will be required prior#o plac�ment of newly compacted fi�f.
� Proposed Cut and FiE[ Sfopes—Typically, cut slopes are encompassed by three
facto�s: name�y, �}�those less than 4 feet in height are general[y s#able; 2} thvse that are
a# 2:� wi�h favorabl� soil conditions and�ar bedrock wtth into s�ope bedding,jainting or
fau�ting are antiGipated to be s#able#o heigh�s ❑n the order a�40 feet; and 3} those that
. expose unfa�orabEe soil conditians andlor oufi of s�ope bedding,jointing or fau[�ing are
� anticipated ta require buttress fiEls or retaining walls. in tum, fEl� slopes of c�mpacted
, svils at 2:� are typically stable �o heights on the order of 40 fee#.
� Cut s�apes of significance expose the units of si�tston�s and sandstones and are anti�i-
pa#ed to be grossiy sfab�e at 2:� t❑ heights of� 3�feet; hawe�er, same are and wilf be �
subject to surfi�ial erosion.
f Expansive Sails— Po�ions of the geologic units are anticipa�ed ta b� expansive
and precautions may be required relat�ve fhereto. .
� Foundation Criteria—Two hasic cansiderafions must be fu[fiiled wifh rsspect to
. the engineering�g�olagic aspects ��the�oundativn criteria: namefy, '1} the foundatEons �
must be safe against shear failure of the soiEs or�ock, and 2} �h� post-construction set- •
tlemen�must be within permissive �imits.
Compacted flfs andlor build�n� and wa�f fvunda#ions are anticipa#ed to ha�e adequate
� support provided �y the terrace deposi#and bedrock strata subject, of�ourse, to the ear-
lier discussions. Na�ural[y, we recvmmend that a1�fi(Is and buildinglwa�l �ounda�ians be
established in compe#ent terrace deposi#, bedrock strata or new�y cvmpacted �iil as the
case may be. As may be surmised, the exisf�ng fill and alder a�luvium are considered to
be marginaE with respect fio the support of additional fili or bui�dinglwal� �oads. Afso, the
foundations shvuld be established such as t❑ hav� minima€ setbacks per the applicable
building cade from any adjacent descending slape face andlor a �:1 projection from the
�base of any adjacen�slape ar excavati�n. Lasfiy, the fvoting excavativns and detai�ed
. wark areas may require extremely heavy ripping and jackhammer work due�o zones of
hard bedrock andlor hvulders. �•
� Engineering G�vlagic �nspection —We recommend that our gevlvgist review�he
finalized g�ading and cvnstruct�on plans in order to ver�fy vur findings. Further, we rec-
ommend that site inspectfons be made by aur geologist during grading and canstru�tion
"?''!rc Gcnlobr�C �Ill,fit"
� 5 .
in ord�r to vetify the g�vlvg[c conditions encountered and, of course, addEtiona� recam- .
mendations may be required it conditions other than anticipated are faund.
� .
. SELECTE❑ REFERENCES
CaEifarnia Departmen�of Water Res�urces�-Santa Margarita Ri�er lnvest�gation, �95�.
� California Divisian o�lVlines and Geology—Gsoingic map ot the EEsinvre Fault in south-
ern Riverside County, �977; Fau�t hazard zvne map for the Temecula G�uadran�le, �99�; .
Geafogic map of the Temecula G�uadrangle, ZQ�D; Fault evaluation repvrts for the T�-
m�cula and Murri�ta Quadrangfes, 2���; and Prababilisti�Seismic Hazard Assessmenf
fo.r Califvrnia, 2��8. •
Cali�arnia �eological Survey—Seismic hazard zvne repor#for#he Nlurriefia f�uadrangle,
20�7; and Fau�t activity map of California, �0�Q.
Can#inenta!Aerial --Series of stereo pair pho�ogra�hs from �949 to �998. •
f U.S. GenEogEcal Sun�ey--Map af surFace faulting pvtentiaf in E�alua�ing Ea�#hquake F
� Hazards in the Los Angefes regi�n, �985; Lafe C�uaternary fault map of the Los Angeles
regian, �989; Fault parameters for#he Temecu[a area, web pag�, 2014; lnteractive fault
� map far the Temecu�a area, web pa�e, ��14; and Ground acceleration data, weh page,
2�'�4.
REMARKS
Several of the aforementioned it�ms, of course, alsv fal� under the purview of your offce
as the sai�s engineer and same may requ�re�urther evaivation; �hese i�ems include the
site grading, slape stability, expansive soifs, retaining walls, shar�ng and faunda#ion de-
sign criteria. ,
The con�lusions and recammendafions express our best evaluation of the praject re-
quiremenfs as based upon �he planning infarmativn provided and�information obtained at
the geologi�expasures and exp[ora#ory pit focations. The client must recognize, how- .
. ever, fihat e�aluatinn vf subsurface deposits is subject to�he Enf[uence of undisclosed
and unforese�n �ariations in conditions thaf may vccur and the cfient has a related re-
spansibili�y to bring to our atten�i�n any unusual condition #hat may be encountered.
�
V11e trust that this interim e 'neertng geologic�xp[orativn repart wilf ineet with your
needs af this tim�.
Sincr . .
1
-��Ray A. Eas� , 4
rr�^��C (-'iCUrllbrlC �Iltfl�"
�
[
�
- GE�L�GtC L�]G �-TEST P�T .
� Project No.: 3940 Dat�: ��1'l41�4 Pit No.: � �
.� Equipment: Backho� DimensEons: 3'118'19' Elevatian: -- .
De th ' Descri tion Gevla ic Llnit� f
�
�
� 0-.5 Lvose dry It �rn �sdy silt wl debris & �ootfets Filt
� .5-6.5 Med stitf damp brn-dk brn cly silt wl thin fayers ❑fder afluvium
� f sdy silt & s�ight paraus texture
5.5�8 Med dense damp [f brn f sdy si[t
8-9 D�nse damp It brn f sdy si�tstane Bedrock
Back�il�ed
f '
4
�
�
r•
�.rlrG� c����l�,« o�<<fr�„
�
�� GEDLOGCC LDG -TEST P1T . .
� Pro�ect No.: 394� ❑ate: �01��1�4 Pi� Nv.: � '
� � Equipment: �ackhoe Dimensians: 3'117'11�' #otal Ele�ation: -� .
De th ' � ❑escr't tion Geo[o ic Unit�
� 510 Side
� p�
� �-.5 Laase dry It brn f c sdy s�lf wl raotlets Slope wash
� � .5-6 Dense damp It gr hrn f sdy si�tstone Bedrock
LeWei Side
� 0-.5 Laose dry lt brn f-c sdy silt wl ro�tlets Fill
I
� .5--4 ❑ense damp red brn c�y f-�sandstone wl acc Terrace depvsit
g�avel & irregular canfiact wl d�p to 5 & tight jaint
' wl dip af 87'S
4-5 Dense damp It gr brn f sdy siltstone Bedrock
Backf�[led
'' H
"Tlrc� GcUros�ic �rr�frf"
� '
7 .
�
� GE�LaG1C L�G -TEST PfT . .
i Pr��ect Nv.: 394� Date: ��1�41�4 Pit No.: 3 �
f Equipment: Backhoe Dimensions: 3'!'18'1�' El�vation: --
De th ' Descri tion Geof❑ ic Unit-
I �
�
� �-9 Loase d�ry gr brn f sdy silt wl rootlets Fill
��6 �. 1Vled stiff damp dk brn c!y si�t wl slight poro�s Qlder a�luvEum
texture
B-7 ❑ense damp �f brn f sdy siits�one Sedrock �
7-9 Dens� moist �t hrn f-c sandstone
Ba�kfilled
. �
��
"Tlrc Gcolo��ic 4irtfi�"
GE�LC3GlC LaG -TEST PlT .
� Prv�ect Na.: 3940 Dafe: 1�114��4 � Pit No.: 4
Equ�pmen�: Sackhoe . Dimensions: 3'1�B'19' Elevation: -- .
� De th ' Descri tion Geo(o ic Unit
� �-.5 Loose dry brn�m sdy silt wl debris & raot�ets Fill
.5-7 Med stif�damp dk brn �ly silt wl slight parous D�der afluvEum
texfure
7=9 Med dense maist brn �c sandstone wl gravel Bedrock
Ba�kfi I�ed
F
�
�
�
� .
I
I
� "Tlrc GeoingJrc Drrlfit"
I ,
GE�LQGIC LQG -TEST PIT .
Pro�ect No.: 394D Date: ����41'�4 Pif No.: 5 .
Equipmenf: 6ackhoe . Dimensions: 3'1�2'1�" E�evation: -- .
De th ' Descri tion Geala ic Unit�
� �-.5 Lo�se dry gr brn f sdy silt wl raotlets Fi[l
� .5-2 Med dense damp gr brn f sdy silt wI rootlets �Ider alfuvium
�2-4.5 Med stiff damp dk brn cly silt wl�siight porous fexture
4.5-5 Med dense damp E� brn f sdy siltstone Bed�rock
5�7 �]ense damp brn f�m sandstone
Ba�kfi��ed
�
� "Tlre Genlobric 4rrlfit"
� �
GE�L�G�G LQG -TEST PIT . .
Project No.: 394� Date: �01141�4 Pit Nv.: 6
Equipmen�: Backhoe . Dimensians: 3'1�2'18'tv�al E�e�ation: -- . �
De th ' Descri tian �evlo ic Unit
Slope S�de
�
i �-.5 Loose dry gr brn f-c sdy silt wl rvatle#s Slope wash .
i
� � �.5-4 Dense damp red bm cly f-c c�y sandstane Terrace deposit
� Leve[ Side
0-.5 Laose dry gr brn f-c sdy sitt w!rovtlets � Fi�t
.5-�4 Dense damp red brn c�y t c sandstane Terrace depvsit
� Backfilled �
,
F
. � � "Tlrc �calogaie �utfit"
�
� .
� GE�LQG�C LDG -TEST PIT ,
ProjeCt Nv.: 394� Date: '[Q1�41�4 Pit Nv.: 7
� Equipmen�: Backhoe . Dimensions: 3'1�4'1S'to#al Eleva�ion: -� . �
De th ' Descri tivn Gealo ic Unit
► �
` � � Sfope S�de
�-.5 Laose.dry gr brn f c sdy sil�w! rootlets S�ope wash
� � .5-4 � Dense damp �ed hrn cly f c sandstone w! Terrac�deposi#
scattered gravel •
Leve! Side
�-.5 L�ose dry It brn f-c sdy si{t wl roatCets Fitl
.5-4 Dense damp red brn cly f-c sandstons wl Terrace deposit
sca�tered gravel
BackfiEfed
� � E
a
"Tlre Gcologric �rr1�t"
5 .
� .
1
� ' •
GE�LQG�C LDG -TEST PtT .
i Project Na.: 3940 Date: ��l'141�4 Pit Nn.: 8
i Equfpment: Sackhoe - ❑tmensians: 3'1'�2'�8'total Elevation: -� . �
De th ' Descri tian G�vla ic Unit
�
� Slope S�de
� �-,5 Lvose dry gr brn �c sdy silf wl rootlets Slope wash
� � .5-4 Dense damp gr brn cemented f-m sands�one Bedrack
wl g ravel ' •
Le�e1 S�de
0-.5 Laase dry gr brn f-c sdy si��wl rootlets Fi�f
.5-4 Dense damp gr brn f sdy si�tstone Bedrock
Backfil��d F
�
,
� «TI�c Ge�lnb�t� o��r,�r"
GEDLC�GIG L�G -TEST PiT ,
Pro�ec� No.: 394D Date: �QI�4114 Pit Na.: 9 .
Equipment: Backhoe - D�mensions: 3'18'14' E�eWation: -- . �
De th ' ❑@SC�'1 tion Genfa �c Unit
� D-.5 Loose dry lt brn f sdy si[t wl rootlets Fil!
� .5-2 Dense damp red brn ciy f-c sandsfone Terrace deposit
2-�.5 Dense damp gr brn�sdy si�tston� 6edrock
� 2.5-4 ❑ense damp 1t brn f m sandstane
Backfi�led
�
"TIr e Gcoln�=ic �rrt�t"
} '
1 •
i
V
�
� Wildomar fault
�
�
� �� A�•':' �.7 .-• -�` '�f'�.. �_`-��- o. r•',��. � i»�� ([` �:.-:- � i'� >� ' ,�� � �,���,�. . � 'f
;(��.`,�•V J�� J _ ' y . ^' �r�-^�- . i'r 1'' '��'J.' �� .I r' {`�� �lA�■� :`.' /� �j�� "
,f�:� , �. _:1---.��.: , , ,:,, ;�j�1:.,• t .. ti,-�-;� �•-S'�� 'l�;, s-r�--��� ,'�<<d
r ,�� �Q �`�- ��'... ' ;_' � � ■ '�� �•_� Q�'�;�.��; ,,�r
I ; � ' � - _' ..r. ' •'--'.�!�� ��i1+ �_. � �' '.:� •o ��`-�'��
r- �
ti �' ���• _ . -f3�ti�J . �r . • �5►�s ;�` .' �_`,.�', � ��� ���!' .�t".�,�t
��r ���..9„''� _\��'�l `— '�.� •ti f� •f..�.�^C ti��`.• ,n.,,1 � }r r�� `� ,��� /.0 �'�„ ..��;�r�
' � '•�i'=' • � � sn.-�,��j.a�j��1;� I��' .
:,.,,�'� .r •� w '-^... '.. .` . :' `�.'• � .: �• ' ' R'� ~ ,'�'.r r 11��`• ,��,.,�A 1 • '� �r ��
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