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HomeMy WebLinkAboutTract Map 36862 Geotechnical Environment r, � � ��� ���� �' �� ' ''! �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 � ,.;. �� � � � � v �+ � � � � ��� R � � ��� 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'. :V � -, 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. � 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. �r� .� � 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. .���r�SSfQ�,%����.�. .r�� ��;�i����C'�����r•.; �,�� �� Respectfully sz�b�nztted, :, �, ,�,,.�� :�i;, x'�fl �,.:s�- � � � j�.���� � Geo Envit vii ng. ��nsul�nnts, �nc. � �� .`� �, ��,,�.`���vi�. ��,� �,� .;���'�� F�� �,�� � '��� w��,� . � 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 ,��� .� j�C� �f�s� '� ' ' ,�9 ii � . j . ' � •f ��c WMp�' 4'� • ��...3 .. ..♦ ti' • ~F� • : �l�+ .N•r�� .' �. yG: � � � ��."r . '� ` F ;. ^' j c.• ,� �r��.� '�:,. � ` PIZ�lCCT N�. �r .• �'��1� ��r��IatY�r� '���� �ata � �. �� �v �w.. ���� D���� �� � � r � .•{- �p 'Time in�erval ' Drop TEST Nd. ��-• �--� No, 'Time ln�erval ' ❑�op TEST N�. '� ��•.�k (Min.y �Inci�es� � � �Min.y (fn�nesy ] �'"� �r� 1 � ,� / �, • ��PTH�� ',� in. 2 �" �.. r � DEPTH�� � � in. � f °��i� TEST �'��� TEST 3 , � � � / , PREDDMINANT S�1L TYPE d � ,., PRED�MINANT 5q1L TYPE � ' �� �� � � � r �..... �r' �� j�. � • � � .;J.. � , t � f _�� �,�. +�� � .-. .A � �. L���F+ f � i .r i �. � , � �v i "'^•�. r , 6 ` �,y � � ,�,,7 �.� ���I �.: -� �{ �..- .� , ��,.- ��� �._ -_ � �,�. �� , , � .. .. � ,., � �..�, g �, . � .. �.f ,. . � �.rY � g +; '�: . -1 i� �p 1U D�SlGN RATE �t DES�GJ�J RAT� 1� ;�,Y;� MkNIINCH �� � � MiNJINCH ` -C�..�Li. �� �2 ' 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 y } 1 �:�'�;{� .� • 1 r'��� , ��� � D�PTH DF ::. - � �' ❑EPTH❑� � j} TEST ?;-;����;; in. � �� ' � r� TEST �� in. � � � �'� 3 '" � .. � �.s�� PREDaMiNANT 5�1L TYPE 4 ,� � �j PREDOMINANT SO�L TYPE 4 � �� �} b� .,i F� h��" t �y� • � � � ����' �J ,�_1�t tr �'�7 L.�� FJ � r 1 � f ;,� �+��iti.i �: � i A.. r {� ` II (r/ � -. . i ,�' f �' �} , 6 � � '. � �,`'i f � �°'�'^� � , , .. „�- .��f "- l� � f,� L,. , r ' . � `y . � 7 . � ���i 7 ��� � ����� � . e � � .-_� .�e s_r .. � '�. � +f:3' 8 „a ;' f � � � s�'' �.,f .'. Y � '� 'l ''' f� �,� �,. 1Q DE51GN RATE 1� DESIGN RATE 1 i � �r �.�'�� MINIINCH �� �'`��.� M�NI�NCH 1� ; lr, { � 11r. ' 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 �, � REC�MM�NDE❑DESIGN RATE REC�MMENDED MINIM�M AREA RE�UIRED MINIINGH FT211flQ GA�.�.�N51DAY pfo�e��o• Oata' FipursN�: �.�.�, � �_� ,�L . � �L� ��f � ' �• ;�I . : . . , •�.. . : rr, ;t,�:.•� �'. f r'� ?, �c � ..._ .. �f'�� �:.�..�� -�.,_. +�:• r , . y � 'r' � 7 ,.�� s. � � �...� j ¢ I� • � , � i jZ�JLL.! 1`iQ. � '�r `���. r r .�i�l� ��r�olatY�r� 7��st ]�at� �f.� .._ .r��,;�_ � F- nnTe � �� .i � ' 'Time In�erval • pr�p N� '3'ime In�erval ' Drop TEST N�. ' �°' Min.J Incfz�s TEST N�. {Min.y �Inches ��.�--�1� .-� � t � � 1 �i - i DEPTH ❑F � j in. 2 � � DEPTH�F in � TEST ��; �.� TEST � � �� , ,.. �� � � r• pRE��MlNANT S�l�TYPE a � �� PRED�MiNAN�S�1L TYPE 4 ,, 5 � ����'f��` � . . 5'k''? ' 6 � �� f .��'��,'�. �_IP k � 7 � �.. , I . _ • -� 8 8 9 � �p 10 ❑ES1GN RATE i� ❑ES1GN RATE �� .-�� ..---r MINrINCH MINIINCH 12 ?___� - 12 - ! '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 � � DEPTH ❑� aEPTH❑F TEST �n' 2 TEST in. 2 3 3 PREDDMkNANT 50��.TYPE 4 PREDDMINANT SDI�IYPE 4 5 � 5 � 7 7 ' 8 s 9 � �p 10 ❑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: r�:+� � u:. rr f . y • ci.,�xr i-: J 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 � � . .� ``:�'Ii c� C�c���fu,ic ���tfi[" .� � 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 -� .� � N � , ,� ":l'lrc� Gcolv��i� Drr�frt„ 4 �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 � � � F � . �� , "Tlre Gc�lvg�ic �rtEf i�" � 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 "L s �'[ .� . � "Tlrc Gcafoblic Dutfil" � 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 � � ', . � `'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 � ,- � .� "Tlre Gcolag�ic �rrtfit" i 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 V • F �n � . � rr�-12C �iCf]�0�'!C �ll�ff�" � . x � - 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 , , , � ' . � r`7'I2C GCarl1�,'!C D[ltf�" tt �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 . � � , "TI�c Ceolo�rr'c Drrtfit" _ w � . . _�� •. ��sl_1 .r N�'��,z�=--�_�1.. ... �1���t . , ���'� - ' =�' .:�_ �� . , .���' . ,. ,- '; �- ,_., -=� Afl�� �j� + � � .i r: r r i � x .r '•�y ' '!J � • , - - � _1.' �t.�� ;� f � �. �r ' •� ! � r�:.'irr•'-�_ 1�:�' •� � f f� � r� f� i� " _ _ - � " .. `�J .� � 1 �� `'_�:."�� + ^ _' '- —- 'F � �=•""���- r� � �� Yf =��� ■, �^ ' �� - -_ �F R fr . r� J _ .��� -..'� f �. 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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. � � � � . � � � y � A PPE'1V D IX A �RA WIIVGS � �Fo Fnr vlR�nr � � � � �a �'f�{S �4! �Yl� . � C9R�F i� {7 � -� -e�� � 4? �r —1��o r .' � �� ��,A � #�., �F . � ! r�'r� u�n r ! �:1� �� --� � �RI .�S Y E .M� � L '"°r rue! ; ,rtA ,�a � tip�rr�S � ' �r3� �,�, �.r�;.� q� v Q � ti,,'� i . � . �� l�4f',�"' � �QC R�O/ � 4 a i rF Lt ,}T '� �F.tF' 4`�v �� .. 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La Pa�ma A�e., Ste Anaheim, CA 9�8�� 1 fI l � � � � � �a P►�Enrr�rx e BORIIIrG L�GS �Fa Fn�v«onr 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 � � � ��.D � 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 � .� �� �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 . l.��a��� .. . .SoiI.Classi�icat2vn:�: ���.` ;1VIax��`�ensx ��c�� ;;.�,.;.. '�'..���:��Mais:� ,�a;. , ,:P . _ .� .1;�: �,�. . , , �Y`�P,���:; ;, P,... (�,;,;,}:`.�:;` , , �i ':i'�'.. �c' �:�.��I,.�,�.,':.�i�: ,,r•�-.. i i.: ���,�,- -;,. . . .r.;. �I�I•' '1.�• ��' .:k•, :.i -•�� .. . � . - '�}�'.- -�1��� '.���..�'�r . . � i' ��j!� ,'��r { i.r r.�. . , .. `.•,��.•.".;''��+ _ - ���,�.. ��t;• ,i�.� ".��...,': �i� ;�..�. '.t',i,�;.�.. �..;,!;,�, . .. . :'d.,. - •r�� i�� .•i,-.i^'--: '.s•'"'�:• ��!�... 'i �.�1.� x'- ;�:;:;, -:�;,�.�,.., ,.r ��•. . •.i sr.�:,- I'!ly'��';::' -4 1` �.. i.,�,. r r. �'E' .';��� �r. ,�i`+,......�.. � ' 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 � � . . . . .. . . .. - .i.4� .. � ��.�� � ���.. ,'• 'r. :ra� r:;� �7';:�i.:"�; ',; 'f.�� '�+l' l� '}'.•. - '.�::� -''i `:.�`�:+' .�.�M� �'i �`ij..�,' - S , ■ ��.� �•- `�:•. �`��''+'. :�a°F �i� i,-;a. - f�;;. ,O t . .li.:: '..4 F•• _ _ _ .�� - ,!+" .L,." `'^w i`-�u. 'e�: en"�i .�CF: Sam Ie�.Loca�i�n De th�.,;�,�;:... :,:;;;Mo s r �% ;D�.. ;,D s ':r �P ,.,;;� p., , P , , ;,� . .(. }„r��� -.;:�F= ?�'Y ZS',:�. ,}:-�.;, . . , .. � . • .. � :�, ..r �•r'. �• i .r"�.:i;.; _ •:i=• -.f..3 �•�±;, t:� ;�i.: :1�-.?:-;.. ..� ;�.:. .{:'.. . .. . . .. .'i.��. ;�y� :.�� .:I:;. ,, • ! :'�';. i! ,r;�,, . .. .. . . Y :i'� . . . ''i�', •'��.' �e�t - .. �'r�. .l �' , . . 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 STRAI N RATE: 0.�04 inlmin SHEAR STRENGTH: Ultimate ANGLE OF FRICTI�N : 34 deg. C�HESIC�N �pst} : 50� psf 4�Q0 3��� SHEAR STRESS �PS� �000 10a� D D IODQ 2000 300❑ 4ovo N�RIVfAL BEARING FRESSURE �psf� GEf] ENVIROr � C�NS�LIDATIaN �URVE: ASTM ❑�Z435 PRDJECT N�: 14�72fiP ' CL�ENT: Sirwin En#erprEses ! J�B ADDRESS: NEC Temecula Pkwy & La Pa,z, Temecula ' SA11�1PLE 1D: T-9 � 5.0' , SaIL GLASS: �L-CL TECH: 5.1. DATE: '��!'�5�'[4 Sampfe at; v Field IVIvIsture • Saturated Condi3ion -4 -3 �2 -1 � � 2 � � � � 5 Consolldatlon- °Io af 7 Sample �h[cicness $ 9 1Q 11 1z 13 Y4 X5 16 I7 18 19 Z4 1DQ ��n �000 2D�� 3QQ0 4000 5000 lD��D 2oovv Pressure (psf} GEO E1�1VIR❑ � � C�7NS�LlDATI�N C�RVE: ASTl1�J[ ❑-2435 PR�JECT N�: 'i 4-?2�P CLlENT: 5irw�n Enterprises JOB ADDRESS: NEC Temecula Pkwy & La Paz, Temecu�a 5A1111PLE ID: T-3 @ 5.4` SDIL CLASS: ML-CL TECH: S.I. DATE: I�!'I'i 1'I 4 5ample at: o Field Mo�s#ure • 5atura�ed Candition -4 -3 -2 -1 4 1 2 � 3 � 4 5 Cansafidatlan- °�a�t � � Sample � ThEckness $ I � 9 � IO 11 I2 13 14 15 i6 17 �8 19 24 l00 500 10Q0 2a0� 3�OD 40�0 SOOD 1�000 �000v Pressure {ps�} GE❑ ENV1R❑ � ��NS�LIDAT��N CURVE: ASTM D�2435 PR�JECT Na: '�4-726P CLIENT: Sirwin En�erprises � J�B ADDRESS: NEC Temecula Pkwy & La Paz, Temecula ' SAMPLE ID: T�-� @ 5.�' � SDEL CLASS: ML-�CL ' TECH: S.I. � DATE; ��'�'II'14 Sample pt: o Field Maisture i Satura�ed Candifivn -4 � -a -2 _1 � 1 2 � s 4 -- 5 5 Consvl�dativn- °Io vf 7 , Sompie Thlckne55 g � 1� 11 �2 �� z� 15 ld 1� IS 19 ?Q � 10� 5Q� 100� 2Q00 3n(}0 4�00 5000 1�a00 2�D�D Pr�ssure {ps�} GE❑ En1VER❑ � � A PPEIV D IX � � LICt1IJE"FAGTICIIV ANALY5I5 ; � � i GFo F�rvIRON � S , ;��� � :��. } E ��%` � .;xx . �,'�; � � � ';�:'; �'' a' � . �,, 1 °�' a .n ,;�;; � �, -� s;';�:: � a? �;,�.: �' m � ���'� ^ � 1 r � � U ,,��;A;; � V ���i.� � r W ,�-`z.`y,a`}. �r V �4 ,Fr JY ry ;• 4u' � u`•� 'r.rsk � � r 1 i:Y?�� Q1 r � ' O ''C�r p, �" 11 K[tl' �, '�-r- '%�` .I] r.r E ���'..;�q'� � � � � ., a� sc: ,��. � � .-. w= � i�';.�� a � u7 ;-� Y��: � V n ��:°��, �� o �:.m �o ... � � I tq;:r;��5: v� v�.� � � 5�x Y.� , � r?f� I�.d � I :��..�Fa�: s�[d I�. � �:::r t� �; s•.-r �,,,r:�.� �� a a � E (�J ��y�: . �� � r� a Z *�':3t�Y .w ,Y ':'` ��� �-- t} � �� :�rY{; (a (0 �� �� [� � w a '� .���; �� ...• :.,:: ❑ o ,�� �� � � H � -:� :�Y:� ,�;�: � � ,ur ��,,:�.���� � r N = 'o:"`:� '�,;F;:�� � � �.� .-. r. . - [�: � W J U.:��:;�; � w u� N � � m = s,�h�:, -�:W;.� +r nr � � �•-� a �� q �z,; �:�r� -� .� d a � �-- '�f� ��w �I a� �r7 � �C ;�:.-•, '� .� � � ^ N "r R ..0 ,� �'�.:v::�;� � � � � � � � � p Q: GI.� .Ol �:,z�� �] Q ►-� G7 �4].Y;:... � L [�— n ro N N N �- O Z t� i.i� �Z � � [�.7 li 11" � i� � .�J ¢T � � � 'C�,�;�t�: N L7 N U 171 �""' � W ^''a X � SC Q � � ::�_�ti. 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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. 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