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Tract Map 3883 Lot 301 Addendum to Report
{' •�... ... ... � �' +P � ... - 9 -:��. WAC GEOTBGKNICAL ADDENDUIV��O REPC�RT PR(.1JECT DATE. AUGUST 18, 2014 PROJECT NUMBER: 14-932 ADDENDUM DATE: FEBRUARY 2 2015 PREPARED FOR: KTW INVESTMENTS, LLC MR. KEITH WHITEHEAD(951)201-4396 39252 WINCHESTER RD. SUITE 107-289 MURRIETA, CA. 92563 VIA E-MAIL: ktwinvestments verizon.net SUBJECT: REVISI4N 4F THE FOOTING REQUIREMENTS FQR THE ORIGINAL S41LS REPORT. JOB SITE LOCATIQN: GALLE TIARA TEMECULA, CA. A.P.N. : 919-24Q-001 MR. KEITH WHlTEHEAD, THE' F4�LOWING MINIMUM FOOTING REQUIREMENTS ARE NOTED TO BE THE REVfSED AND CORRECT MINIMUM FQOTING SIZES AND DIMENSIONS FOR THIS PROJECT. P�EASE REVISE YOUR ORIGfNAL REPORT ACCORDING�Y. FOOTING DEPTH EXTERIOR- 12-INCHES BE�OW f�OWEST ADJACENT GRADE FOR A ONE-STORY STRUCTUR�. 18-INCHES FOR A TWO-STORY STRUCTURE, ALL {IN APPROVED COMPACTED FILL MATERIALS) iNTERIQR - 12-fNCHES BELOW LOINEST ADJACENT GRADE FOR A ONE-STORY STRUC7URE. 18-INCHES BELOW �OWEST ADJACENT GRADE FOR A TWO-S70RY STRUCTURE ALL(IN APpR4VED DENSE COMPACTED FILL MATERIALS) FOaTING WtDTH EXTERIOR- 12-INCHES'MINIMUM FOR ONE-STORY, 18-INCHES MINIMUM FOR 2-STORY. ' INTERI�R - �2-INCHES M!NlMUM' FOR ONE-STORY, 18-INCHES M�NIMUM FOR A TWO-STORY. P.O. BOX 545 • NORCO, CA 92860 OFC: (951) 354-6500 • FAX: (95�) 354-8600 Ft7 ING �Ei FORCE E T EXTEF2!(�R & INTERIdR - ALL CC3NTIIVU(JUS; Ft�UR NO. 4 BARS, TWC7 NEAR THE TC►P, TWQ C�EAR THE BOTT�M FOR EXTERIOR AND TWt� �10. 4 BARS ONE NEAR THE TC�P AND UNE NEAR THE BC}TTQM FOR INTERlOR. CO CRETE SLA S: SL.AB THICKNESS:4-INCHES REih1F{�RCEd WITH NO. 3 BARS AT 24-INCH {�N CENTER EACH WAY. U�1DER-SLAB TREATMENT '10-(UIIL VISQUEEN, LAPPEC3 AND SEA�ED, Ct�VER WITH AT �EAST 2 INGHES OF SANlJ. SUB-GRADE SC�ILS SHCtULD BE PRESOAKED TC� C(�NTAi�! AT LEAST 4PTIMUM MC}ISTURE CUNTECVT IMMEDIATELY PRI+I."�R TC3 PLACING VISC2UEEN AND Tt� BE VERIFiED BY THE St�ILS ENGINEERING CONSULTANT. THE FIL.VCUSHION SAND COVER SH(�ULD BE M{�ISTENED PRIOR TC7 PLACING CONCF2ETE. C)PTIMUM MC}ISTURE Ct)NTENT IN SUB-GRAQE S{JIL IS TO BE VERIFIED BY THE SUILS ENGINEERING CONSULTANT. THE SETTLEMENT OF PR(�PERL'�DESIGf�ED AND CUNSTRUC7ED FC?UhJDATIC3NS SUPPC}RTEQ CJN APPROVED EARTH MATERIALS, CARRYlhIG MAXtMUM ANTICIPATED VERTICAL LOADINt3S, ARE EXPECTEiJ TO► BE WITHIhI TfJLERABLE LIMITS. ESTIMATED TQ►TAL AND DIFFERENTiAL SETTLEMENTS SHQULD BE NO M�RE THAN 314 ANQ 112-INCH, RESPECTIVELY. THAI�K YUU FC)R THE t�PPt�RTUNITY TCJ BE OF SERViCE Ot� YC.�UR PRfJJECT. SH�ULD YOU HAVE qN'� QUESTIC)N5 REGARC�IRIG THIS REPC►RT, PLEASE CALL THE UNC}ERSIC�NED AT YC7UR CONVENIENCE. RESPECTFULLY SUBMITTED, 1/V G TECHNICAL, INC. � � f q ER, PRE5IDENT E GE . HA E ,- ICE PRESIDENT V1i G NICAL, INC (�CE CtJ34779, STATE UF CALfFORNIA LI�. EXP. 9-30-15 DATE: � �- ,--� THIS OFFICIAL STAMP IS IN BLUE INK, CITHERWISE A Ct�PY f���Q�ESS�,�t� j..������'�,�`���, � � ���,;� �,.� � �.�� � 5 _w6` =a: yyxT�i�` . � �}���������f� �`' ' APN: 919-240-Ot11 2 1 � . ^.". � �� �. . 4 .■ ... . .. � PRUJECT ATE: AU�UST 1�, 2�14 P'RC�JECT NU �ER: 14-9�2 PREPA ED FC}R: KTW It�VESTMENT�, �L� MF�. f4E1TH WH(TEHEAD {951)2Q'�-439� 39�52 WINCHESTER RD. SIJITE �Q7-289 MURRI.ETA, CA. 925�3 VlA E-MAIL: ktwinvestments�verizon.net SU JECT: SUBSURFACE S{JiLS ENGfNEERING INVESTIGATIC)N A�1D F(JUNaATIC)hl EVALUATIC�N FOR THE P€�OP(JSED Slhf�LE FAMILY RE�IDENTIAL ST�UCTURE TCJ BE CE�f�STRUCTEC3 t�N THE F�AR�EL �1C�TED► �ELOW. J B SiTE LOCATIt�N; CALLE TIARA TEME�UI�A, �A. _ _ __ A.P.N. : 919-240-041 L{�NtaITUC�E: -117.115167 W, LATITUDE� 33.53205(7 l� _M � SiTE ELEVATION: �27fi FEET AB�'JVE SEA L.EVEL P.t?. BO�L 545 • NtJRC{7►, CA 9286CD oF+c: (g5 i� ��4-�5oa � F : (9��� s54-ssoo �'=--- ��"�,"„'�;'."�"`'"�' .�,..,:= � ' � NA �NC� _ PR���M11�AF�Y �C�ILS �EPC)F�.T PROJECT DATE: AtJ�UST 1�, 20"14 PROJE�T BER: 14-932 PREP RECt FnR: KTW INVESTMENTS, �LC MR. KEITH WHIT�HEAD (951}201-439� 39252 WINCHEST�R RD. SUITE 107-289 M U RRI ETA, CA. 92563 VIA E-MA1�: ktwinvestmentsCa�verizr�n.net SU JECT: SUB�tJRFAGE S(JIL� E(�t�I�IEERINC iNV�STIGATIQN AND FC�UNDATIC7�1 EVALUATiQN Ft�R THE PRC}PC}�E� SINC�LE FAMILY` RE.SIDENTiAL ST�UCTURE Tt7 BE C(�I�STRUGTED C7N THE PARCEL h1+C�TEQ BELUV1l. Jt� SIT LOGATI4 : �ALLE TIARA TEMECULA, CA. A.P.N. : 919-�40-OD1 L(�h1GITUDE: -117.115�f7 W, L.ATITl1QE: 33.532t}5tl hl SITE ELEVATION: �1276 FEET AB(�VE �EA LEVEL P.U. BOX 545 • NC�RCtJ�, CA 92�6t1 .. 4/i Vf �V�i� ���_��Vi�/ ; � � .b tV��� ���_V��V � WAC GEOTECHNICAL, INC. PRt�JECT#14-932 DATE:AUGUST 18, 2014 LADIES &GENTLEMEN: THE RESULTS t�F UUR INVESTIGATION INDIGATE 1HAT THE SC71LS UNDERLYiNG THE PRUPC)SED BUILDIN{� AREA ARE COMPRISED OF {SIC} OLIVE TAN SANDY CLAYS, FINE TC} CC}ARSE GRAINED AND DRY. BASEQ UP{�N INFC3RMATItJN SUPPLIED T{� THIS QFFICE (VERBALLY AND PRELIM[NARY PL.AhIS), IT IS PROPOSED TO CC3NSTRUCT A TWC�-ST{�RY, Wt�OD FRAMED, STUCCU EXTERIC}R, RESiDEM11TIAL STRUCTURE C3N THE PRt?PERTY TESTED. THE PRC}PERTY IS Lt�CATED II� A WELL DEVELUPEQ, NEICHBORHCJ4D IN TEMECULA, CA. IT IS PROPC}SEQ TQ Ct7NSTRUCT THE S�TI�UCTURE AS A SINGLE FAM[LY RESIDE�ICE. EXISTI�IG T4PC}GRAPHY IS Nt�TED AS FAIRLY LEVEL TO GENTLY RC?LLING. CONVENTIO�IAL SPREAD FUOTIhIGS AN[� SLAB ON GRADE CONSTRUCTIOhI IS PROPOSED FtJR THE PRQJECT. THE /aREA PR�GRAMMED FC}R THE Ct3NSTF2lJGTIUN OF THE BUILDING IS NaTED T(J BE UNDERLAIN WITH C7LIVE TAN, F�NE Tt� MEDIUM GRAINED SLIGHTLY CLAYEY SANDS, IN A FIR,M AND DRY STATE. IT IS OUR OPINIQN THAT THE SITE SHOULD BE CONSIDERED SUITABLE FC�1R THE PLANNED DEVELOPMENT, PRC?VIDED THE RECOMMENDATIC7NS PRESENTED HEREIhI ARE INCORPORATED INTO THE DESIG�I AND IN CONSTRUCTION. ADEQUATELY CC}NSTRUCTED SPREAD Ft�UTINGS F4UNDED I(�TO GC.�MPETENT, FIELd APPRQVED DENSE COMPACTED F[LL ARE EXPECTED TC? PROVIDE NECESSARY SUPPC7►RT FOR THE PLANNED RESIDEhlTIAL STRUCTURE. THE FINAL F(JUNDATION PLANS AND DETAILS MUST BE REVIEWED BY THE UNDERSIGNED. TNE UEC;}TECHIVICAL ENt31NEER SHALL INSPEGT THE FC}(JTINGS PFZIOR TCJ INSPECTIt�N BY THE RIVERSIDE Ct�UNTY BUILQING AhID SAFETY INSPECTOR THIS REPt�RT HAS BEEN PREPARED IN ACCC?RDANCE WITH THE GENERALLY ACCEPTED ENGINEERING STAhIDARDS CC�NSIDERED �IECESSARY FOR THE PRtJPOSED DEVELOPMENT. DESIGN PARAMETERS AND RECt�MMENDATIC�NS ARE BASED C}N AND DEFiIVE� FRC?M THE 2013 CBCII BC. THAh1K YOU FOR THE OPPC}RTUNITY TC} BE OF SERVICE {JN YOUR PRC)JECT, SHOULD YC1U HAVE AIVY QUESTIUNS REGARDINC� THIS REPORT, PLEASE �ALL TNE UNDERSIGNED AT YOUR CONVENIENCE. RESP ULLY SUBMITTED, WA C� ECHNICA�, INC. .��.$, �� ��,��r�.�>��p��� a VI R, PRESIDENT �,�-`� �`.��: G O E . ES, VICE PRESIQENT W E E CAL, INC � ��.` RC 03477 , STATE OF CALIFORNIA ,,,' _ �' �IC. EXP. 9-30-15 � ��: �e � � DATE: t THIS LUE INK, �R1��L ' PY APN: 919-240-001 2 ��,� ,� ,�g a N M f "��,�. #�'' i Y y �� � � '�IMe`'�.'' b � i . � .,i g � . +u�pq� � �.. . ��, . � �y 5.*q � •.�tr �'x:a x e . ��' a��+ %�`7 �t: y , , r��. ;:� u . ... . ., , .... , . ,,. . ,����', . ,, , s, - . �,• . ., � „ . � �� :.' r�. . , , . , � . �' µ� . .. � . 1 h;", .�`+,r� �. . .��..", .�:'�7� � .. :s�. . .. Y , .., ., ;,. , :� . 'S k i' r . ,]: � . .^.�.. , "o . .:. . . 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"'� ' . � k l,C' i 1 ,�,��J' c'y8 , 297 �'� ti..::� ` �„3 J .� �`w, .... �:' t...+ ,r �. � � f / `� � � `� y l.i�5-`�`s��.�(_p—_�32i: � �.. �t . . '_"------.-�._.�4' ��y ,. � \ ---��� � • ��". �$9�L,.j � s:aor A�. ��'�^''`---__---..,, -�..._ 39�� ... . M,—�s3,�,: .. . . C1i1T£ OLDhYL h'EW„hk ""-"^-•_..,,�_.�w. � --�._.,�.�L'�a g.,2�• `�',,r .-m'..""�"----------� � � l�'� c;3,�d-35Trr���tlVta3�3 ' � •����'�;S�r"S ,M.AP .9h' .�',�'1.9 PG 2�' '�'���{"`"'�'" r'.',':•°.�r=5lL�= Cf�t/NTY. CAL I F i-._..,� C . i . �_w , � . WAC GEt�TECHI�ICAL, INC. PRC)JECT#�4-932 aATE:AUGUST 18, 20�4 1.0I TR�CJDUCTI N THE PUf�PC}SE OF THIS STUDY IS TO EVALUATE THE i�1ATURE AND EN�II�EERIN� PFtOPERTIES 4�F THE SUBSURFACE SC71LS, AND Tl'� PRC3VfDE NECESSARY t�EC}TECHNICAL REC�MMENDATI(�NS FC}R F�Uf�DATIC3hl �ES[GN, BUILDIhIG PAD GRADING, UT{LfTY TRENGH BACKFILL, ANL3 FIELD REVIEW DURING CC�NSTRUCTICIN. THE FINDINGS A�1D RECQMMENDATIONS HEREIN ARE BASED ON THE 2013 CALIFC)RNIA BUILDIRlG CQdE, TITLE 24 AND�C�13 iB�. OUR EVALl1ATIC?N I�ICLUDED SUBSURFA�CE E�{PLO T!C?1�, SC.}IL SAMPLlNG, LABORATt�RY TESTING, ENC�INEERING ANALYSES AND PREPARATIC7R1 OF THIS REP{�RT, THE REGC}MMEhIDATIONS CONTAINED HEREI[� REFLECT C)UFi PROFE�SIC3NAL OPINI(�1�5 FQR THE SUBSUFtFACE�C71L�C}NDITIC3NS EN�OUi�TERED DURING FIELD INVESTIGAT1t7N. 1.1 PROP4SED DEVELOP ENT BASED QN THE INFORMAT(ON �UPPL.IED TU THIS OFFICE, IT IS PROPOSED TC} COh1STRUCT A TWC}-STC)RY, WC}OD FRAME, STUCCC7 E�4TERIC�R SI�]GLE FAMILY RESIDENTIAL STRUCTURE C?hJ A GRADEDIPREPARED BUILDlNG PAD. GC)NVENTItJNAL SPREAD F�UTINUS ARE EXPECTED FOR THE BUILDING, lT IS �'}l1R t�F'IRIlt�N THAT THE SITE SH(�ULD BE CONSlDEREQ SUITABLE FC}R THE PLANNED DEUELOPMENT, PROVIDED THE RE��MME�lf�ATl4NS PRESENTED HEREIN ARE � INCt�RP'ORATED INTO► DESIGN AND ihl CC7NSTRUCTI{)N. ADEQUATELY �C7NSTRUCTEd SPREAD FC30TINGS Ft3lJNDED IhIT�D C(�MF'ETENT, FIELC3 �PPR(JVED, DENSE CtJMPACTED FILL ARE EXPECTED TC} PR(7VIDE hlECESSARY SUPPORT F(�R TFIE i'LANh1E[� RESIDEh1TlAL STF�UCTURE. 1.2 SITE DESCRIPT"10 THE SIJBJECT PR{3PERTY IS Lt'�CATE� AT CALL� TIARA TEMECULA, CA. THE PARCEL FRC��ITS CALLE TIARA ALOhIG THE WESTERLY PRC}PERTY LINE. THIS IS A WELL DEVEL(JP€D, CUSTC)M HC7ME TRA�CT. A GRADI�JG PLAN Ah1D BllII.DING PLANS ARE CURRENTLY BEING PREF'AF�EC1 BY C3THER5. �10 RC1CK QUTCROP5 WERE N�)TED ON THE PARCEL. T{7F'C�►C�RAPHY IS NQTED AS GENTLY RfJLLIh1G. hJt) TREES, 0117BUILDINGS, PQt�LS C?R SEAS(JNAL Df�AI�lAGES WERE NC�TED C3N TNE PRC7PIERTY. 2.0 SCC�PE t�F ORK GEOTECHNICAL INVESTIGATI�N FOF2 THE SUBJECT SITE I�IGLUC3ED SUBSURFACE EXPLfJRA7lC.�N 11TILI�ING A TRUCK MOUhITED MtJB1LE DR(LL 8-34 AUGEF2 DRILL RIG, SOIL. SAMPL.ING, LABC'3RATC}RY TE�TING, ENGIRIEERIRIG ANALI(SES AND PFtEPARAI"IOh! t�F THIS REP�RT. IN GENERAL, THE SCOPE C3F Vi/ORK INCLUC}EC}THE FC}LLOWING TASKS; �` TW(� EXPLORATOI�Y B(�RINGS WERE E7CCAVATED USII�G A B-3� DRIL� RIG, ADVANCED TO A MAXIMUM DEPTH C7F �5 FEET BELt�W THE EXISTING GRADE (SEE ATTACHED F'LAN�AND B{:�FiING LO(aS, APPENdIX �ECTICIN}. dURING ,EXF'L{�RATIC}h1, ENCOURlTERED SUBSURFACE SC►CLS WERE LC7C�GED BASED UP'�.1N VISUAL AND TAGTILE METHt)DS tNITH BULK SAMPLES AND CN-PLACE R1NG SAM�LE�CtBTAIh1ED AT SUBSURFACE ZONES 1aT t�R NEAR THE PROPtJSED F'AD GRAdE. CC?L:LECTED SAMPLES WERE TRANSFERRE� TO A GEJTECHNICAL LABt�RATORY FC3R TESTING AND ANALYSES. DESCRIPTIt�NS OF ENCOUNTERED SUBiURFACE StJlLS ARE PRC�VIDED t�N THE B(JRING LC}GS IN THE APPENDiX SECTtC3N. THE APF'RCIXIM�TE LC)CA1"IC7NS C7F THE TEST B+�RINGS ARE SHOWN 4N THE ATTACHED PLANS, APN. 9°19-240-001 � _" YY/°-1L���1 GE.sHIV�L,t'1�' �IVL✓. PRC3JEGT#14-932 D/1�G,1"14Jti.7��T It?r �V�� �LAB(�RATORY TESTI�IG WAS CQNDUCTED C7N SELECTED BULK, F�EMOLDED AND IN-PLACE R[NC� SAMPLES ACG{7RDING TO THE PRUJECT' REQUIREMENT�. THE LABQ T+C�RY TESTING 1�ICLUDED EVALUATIC3N5 dF MAXIMUM DRY DENSITY AND C�PTIMUM Mt"�ISTURE COi�TENT AND SOIL SHEAR STREN�TN {BASED UPC3N REM�LaED BULI� AND IN-S1TU RIR1C3 SAMPLES) UNDER ANTIGlPATED STRUCTURAL L(�ADCP��S ARID EXPANSCO�I I�1DEX. DESCRIF'TIt�NS �F THE TEST E'ROCEDURES USED AhJD TEST RESULTS ARE PR�?VfQED IiV APPENC}13�SE�TIUN. � BASE� ON OBTAINEQ DATA RESULTINC� FRC7M {JUR FIELD INVESfiIGATIc�N, LABORATC7RY TESTiNC� AI�D E�1GIh�EER[NG ANALYSES, THI� REPC}RT PRESENTS THIS FIRMS RECC)MMENDATI4NS FC}R FtJUNDATIC7N DESIGN, �ITE PREPARATIORI, � DING AND FIELL� REVIEWS NECES�ARY DURING SITE CUNSTRUCTIC}N. CAL�UL:ATIC3NS ARE BASED ON THE MII�IMUM RECC.�MMEN�ATI+f�NS SET FC�RTH IN THE 2�13 CALiFORNIA BUILdING CODE, TITLE 24 AND THE 2t}13 I�C. 3.0 SU SURFAC CCl DITI�NS C�UR EVALUATIC3N t�F THE SITE SUBSC�IL COiVDITIC}NS IS BASED UPC3�1 SUBSURFACE SOIL EXPLC3RAT(��J AND N{�TEC3 LABORAT(�RY TESTING. BASED UP�RI OUR FIELD INVESTIGATIO�, S(�!L SAMPLI�JG AND SUBSEQUENT LAE�t�RATORY �ND ERIGINEERING ANALYSES, THE Ft�LLOW{NG CHARACTEFtISTICS FOR THE SITE SOIL�ARE CJBSERVED. � I�1 GEt��RAL, THE UPPEf� 2-4 FEET OF THE SITE SOILS APPEARS TO BE Lt�t7SE, Pt7RC?US ARiD ` MAY BE Ct7MPRESSIBLE. THE SUPPQFtT1NG SC,�IL, C3LIVE-`I'AN FINE Tt� MECIIUM GRAINED ,LIUl-1TLY CLAYEY SANDS, !S GENEF�ALLY FiRM TCJ VERY F1RM. THIS (�ATIVE SO1L IS CLASSIFIED AS SITE CLASS D, PERTHE 2013 CALIFC}RNIA IBUILDING C�7�E TABLE 1�13.5.z. THESE �UB-SOILS WILL RE�2UIRE REMCIVAL TO CUMP�T`Eh1T BEARIRIG SUB-GRADE FC�R FUUNDATIC.�N �UPP�3RT. SEE SECTION 4.'1,1 Ft�R SPECIFIC REt�UIREME�7S. THESE IN PLACE SUB-SC}ILS MAY BE COh�SiC}ERED SUiTABLE FOR USE AS STFtUCTURAL F1LL� I�TEN�ED TtJ SUPPQRT PROPOSED STRUC�URE t)R FiLL SLO►PES. AT TIME OF CtINSTRIJCTIt�hl, ACTUAL FIELD E�iPC7Sl1RE� WILL. C►IGTATL �ITE �UITABILiTY BASED lJ�'t�N FIELD F�EVIEW BY THE PRC}JIECT SOILS Ehl(�Ii�EERINC; CO�ISULTANT I f�EPRESENTATIVE. LAB4RATOFZY SHEAR TESTS CtJNDUCTED C?N THE 1�1-SITIJ RING �AMPLES INDI�ATE G�}OD SHEAR S?'RENGTHS UNDER I�GREASED MC}ISTURIE C�:71�DlTIONS. IF IMPC)RT SOiLS ARE PRtJF't��ED FC3R THIS CtJRISTF�UCTIU�1 AND FILL, THE Mt�ST Ct�NSERVATIVE TEST RESUL.T WILL APPL'Y TC} dESiGNS. THE SCJIL IS CC)NSlDERED MODERATELY CC}RROS[VE. THUS, AL� METAL SH{�ULD �E PR(�TECTED FROM THE S(JIL. RESULTS �?F THE LABC}R1�TORY SHEAR TESTS ARE PRC}illDEd IN THE APPENDIX SECTI(��1. 3.1 EXCAVATIBILITY CC�NSIDERIhIG THE MINIMAL REMOtlAL DEPTH Al�D AB�ENCE {�F SURFICIAL BEDROCK, IT IS C}UR OPINIC)N THAT GRADIM1IG ANl7► EXCAVATIOhI REGlUfRED Ft�R TNE PRC}JECT MAY BE ACCOMPLISHED U�1(�G CONVENTIC�NAL CC�h1STF2UCTlOIV Et�UIPMENI" T(� `THE P'F20P�SED DESIC;N GRAQES AND REC{�MMEt�DEC� REM�}VAL DEPTHS. HOWE1lER, HEAVY RII'PING AND JACK HAMMERING COULD BE REQUIRED. 3.2 �R{3UND WATEF� GROUND WATER 1NAS hIQT ENCUUNTERED IN OUR SUBSURFACE DRIL�ING EXCAVATI�hI T{J THE DEPTH OF 'i 5.0' BELC�W THE EXISTING URADE. GR(�UNC► WATE'R IS NC�T EXF'ECTED TC} BE A PROBLEM FC}R PRUP{�SED DEUELC}PMERIT. APN: 919-240-C101 � WA�GEC}TECHhlICAL, I�1C. PR+DJECI`# 14-932 DATE:AUGUST 18, 2014 3.3 SU -SURFACE VA lATIONS BASED EJ�t�N THE RESULTS OF CJUR SUBSURFACE 1NVE5TIGATIQN AhiC? Ohl PAST EXPERIENCE, IT I� THE C7PINION (3F THIS F1i�M THAT VARIATIORI i IN THE CC1N?'INUlTY At`JD C}EPTHS tJF SUBSfJ1L DEPC}SITS MAY BE E}CPECTEd. DUE TO THE l�1ATURE AN� CHA,RACTERiSTICS C}F THE 501LS Uh1DERLYING THE SUBJECT SITE, CARE SH4ULD BE EXERCISED Ihl II�TERPQLATI�fG (�R EX7RAPOLATlN+G THE CQNDITIOh1S AND PRt�PERTIES t�F THE SUB-SC�31L� BEY(JND THE BORING Lt�CATIC�NS. 3.4 LIt�UEFACTI LIQUEFACTION IS �AllSE[3 BY THE BU�LD UP C}F E7CCESS ITYDROSTATlC PRESSUR►E IN SATURATED C{�HESIUI�LESS SOlLS DUE Tt� CYCLIC STF�ESS GENEF�ATED BY GROUND SHAKING DURI�JG AN EARTHQUAKE. THE SIGNIFICANT FAGTORS c�l�WNICH LIQUEFACT�Qh! POTEhITIAL OF A SOIL DEPOSIT DEPENdS, AMONG QTHERS INCLUDE, SC}IL TYPE, RELATIVE SC)IL DEN�ITY, INTENSITY C►F EAF2THC�UAKE, DURATION OF GROUNa SHAKING, A�1D DEPTH C}F GF20UNa WATER. LI{�UEFACTION Pt,�TENTIAL IS CC.�NSIDERED VERY L(3W FOR THIS PARCEL. GROU(�D WATER WAS NC}T ENCCIUNTERED IN t�UR SUBSURFACE EXPLOF�ATIOi� PRtJGRAM AND THE SC►IL IS NCJTED AS HAVING A HI{�HER THAN AVERAGE COHESION RATI�IG C)F �8C1, THE RiVERSIDE GIS STATES THAT "NO PUTENTIAL FOR LIC,�UEFACTi(Ji� EXiSTS". � 3.5 Pt7TE TIAL S�IS IC H ARDS 5E15MlC CtESIG�I PARAMETERS ARE BASED UPC7N THE 2013 �BC. THIS PR.C}JECT IS LC}CATED IN SEI,IVIIC REGION 1, RER THE Ft111ERSIDE CC�►UNTY GIS SYSTEM PAt�ES; THIS PARCEL IS NOT LC}+CATED WITHIN 1/2 KM C3F A FAULT.THE SITE IS SUSGEPTIBLE TO SUBSIDEN+GE. FOrF� CAL�ULATIt��1S, THE SEISMIC DESIGN PARAMETERS ARE PEFi TABLE 1613.5.2 OF THE 20�3 CBC. THE SC)ILS UNDE`RLYINt� TNE SUBJECT SITE, C7LIVE-TAI�J, F1NE TtJ MEDiUM G I�IED SLIGHTLY CLAYEY SAI�DS, IN A FfRM TC1 VERY FIRM AND dRY STATE, IS ASSIGNEID THE S�IL TYPE PRUFILE d, THAT �C}IL IS UNdERLAIN BY TA�I, FiNE TU Ct�ARSE GRAINED SAI�DS, VERY FIRM TO DENSE AND [�RY. FC7R CALCULATItJN� THE SEISMIC DESIGN PARAMETERS ARE PER USGS "DESIGN MAP" ATTA�HED. THE DESIGh1 CRITERIA IS BASED t�N S1TE CL.ASS D SOILS AND THE 2013 CBC &2013 IBC, THE USCS �EISMIC HAZARDS 1�lAPPI�iG GRt)UND MC7TIUN F'ACE IS ATTACHED Tl'� THiS REPtJRT. A CC�PY C}F THE �DC, DMG ACT"IVE FAULT hIEAR-SC}IJRCE Zt�h1E MAP IS ALSC}ATTACHED TC7 TH15 REPORT. THIS INFORMATIC)N IS PROViDED BY THE CALIFORNEA GEtJLC}G1�AL SURVEY At�D IS DESIGNEC}TO CC3MPL.IMENT THE 2Q13 UBC 20'i 3 IBC CRfTERIA.THE DATA SHEET�ARE FOUND IN THE APF'ENDIX PORT!('JN C.�F THIS F?EPORT. ss, BSE-�N = �.���(g) sx�, BSE-�N = 1.s�� ��) s�, �sE-2� =a.��s�g) sx�, BSE-��v = �.oss (�) APN: 9'I 9-240-OQ1 � WAC GE�TECHf�ICAL, INC. PR{�JECT#14-932 DATE; AI�GUST 18, 2014 4.a Ev�►t.uA°r�a�s A � cc� ��DATi s 4.� �E�E AL �vaLUAT'o s BriL7�LJ VN 1 Hfti7 FIRIV1r� F1GLQ �IV V�s7 6�Vt1���lY� ����(Vy{VR I T��7T�FV47 I'11Vt1 ��L7�G�lJCIV C ENGIf�EEFiING ANALY5IS, IT IS OUR C7PINfC�N THAT, FRt�M A GE�TE�HNICl�L VfEWPC1INT, THE SITE SH(JULD BE C�NSIDERED SUITABLE FOR THE PLANNED DEVELC�F'MENT, PRC3VlDED THE F�EC�MMENDATIONS PF�.ESEl�TEE7 HEREIhf, ARE INCtJRPC�RATED II�TC� FINAL DESIGN ANQ Ihl CC�NSTRUCTIQN. SITE PREPARATi�N AhID G C11NG SHOULD BE PERFC}RMED IN ACCORDANCE WITH THE ENCLCJ�EC► F2ECC}MMERIDATIt"��IS C7F SE�TIt7N 5, EARTHWt��ll{/GEI�ERAL GRADIN� RECOMMENaATIONS OF THIS REP(�RT, EXCEPT AS M{JC►IFIED IN THE MAIN TEXT AN[7 WITH THE APf'L(CABLE PORTI(�NS C)F APPENC?I� CHAPTER 33 C}F THE CURRENT UBC QR APPLlCABLE LOCAL ORDINANCE. STRUCTURAL dE�51Gh1 C{�NSIE7ERATIONS SHC�ULD INCLUDE THE PF�OBABILITI( C7F MODERATE PEAK GROUND ACCELERATItJt�S FRC�M REL.ATIVELY ACTIVE F�E{�I�NAL EAFZTHG2UAKE FAULTS, AS NQTED lN SECTItJiV 4.2, CHEMICAL T�ST RESULTS lNDICATE THE 50/L /S MOL)ERATELY CQRR`OSIVE; TNUS,ALL M�TAL SHC?ULD E3E PR'OTECTEI�FROM THF C`(�RRC35/VE SC?1L. 4,1,1 SUB-GRADE PF�EP�►RATIONS FC3R STRUCTU L PADS PROGF�AMMED AREAS FOR RESIDENTIAL BUILDlNG SUPPORT WILL REQUIf�E A MINIMUM REMC?VAL t�F SC}IL AND MATERIALS Ih� THE UPPER 2-4 FEET Tt� A CC)MPETEt�T II�-PLACE SUB- GRADE. REMC3VAL SHALL BE VERIFIEC7 ANC} AF'PR(�VEL� IN THE FfELD �Y A REPRESENTATIVE t7F WAC GE�'3TECHNICAL, iNC. PR1C7R T{� REPLA+�INU ANC} �CJMPACTfiNC REMOVED MATERIA�.. A FiEPFZE�ENTATIVE OF UVA� +GEt�TEGHNICAL, II�C. SHALL VERIFY TNAT ALL F�EPLACEC7 MATEF2IAL HAS BEEN COMPACTED TO AT LEAST 90°lo RELATIVE CC)MPACTIC�N PER ASTM D-�1557-91 FC1Fi STRUCTURAL Sl1F'PC.�RT(�F THE PR(7PUSED FILL A�D FCJUNDATCONS. IT IS ARITICIPATED REM{�VAL dEPTMS WfL� AVERAGE APPRO�CIMATELY 3 FEET. BASEMEhIT SUIL SHC7ULD BE��ARIFIED C-INCHES AND M�ISTURE �ONDITIO�IEQ TO INSURE A UNIFC}RM FILL MAT Ft�R BUILDfN� SUP"PC}RT. UVER EXCAVATICJN SHt)ULD If�GLUDE THE AFtEA 5-FEET OUTSIDE THE BUILDING F(�OTPRI`NT. ACTUAL DEPTH C7F REMC}VALS WILL BE PRED►ICATED ON EXP(�SED FIELD CONDITIC�NS AND APPRUVAL BY A REPRESE�ITATIVE OF WAG GEC)TECHNICAL, II�C. A�� FILLS SNAL� BE PLACED IN � Tt� 8 INCH LAYERS, MOfSTURE CC3�iDITIt,�NED TtJ AT LEAST �PTIMUM MOISTURE CtJNTENT AND CC}MF'ACTED TO 90°lo C}F MAXIMUM C}RY[�EIU5ITY PER ASTM D-1557-91. FlLL PLACEMENT SHALL BE t;�BSERVED BY ANC? CCIMPACTIUN TESTl�1G PERFaRMED BY A REPRESENTATIVE (3F THE PRC}JECT SOILS EI�GINEERING GC)NSULTANT AND AS Nt�TED IN SECTIUN 5.0 "EARTH W�3F�K/GENERAL GRADING RECOMMENDATI�NS". 4.2 SPRE,4D FC�UND�►TI�N F(�R AdE�l1ATE SUPPURT, THE PROF'{��ED STRUCTURES MAY BE �C}NSTRUCTED C�N �QNTINUt�US AND/C}R ISC?LATED SPFiEAD Fat�7TIhJGS FC)UNDED EXCLUSiVELY Ih�TO FIELD AF�PROUED CC}MRA�TEE7 FILL MATEFtIALS. GC7NVENTIC3NAL SHALL{3W FOUNDATIC7Rt SYSTEM IS C�NSIC?ERED SUITABLE FOR THE PLANNED GOMMERCIAL/INDUSTFtIAL STRUGTURE. TYPE II CEIVIENT IS ACGEPTABLE FC�� CQNSTRIJCTIC�N. ALL METAL SHC7ULD BE PRC3TECTE� FROM THE CORR(�SIVE�C?IL. AP�J: 919-24fl-001 8 WAC GEOTE�HNICAL, INC. PRC�JECT#14-932 DATE:AUGUST�8, 2014 Ft�U ATI+f3 � AY E DESI�NE BASED UPt�N THE FOLL.C7 ING V L.UES. ALLCIWABLE BEARIRiG: 15t7a LgS./SQ. FT. LATE L BEARINU: 2�0 LBS./SGt. FT. PER FT. OF DEF�TH Tfl A MAXIMUM OF 3Q0 L�SJSQ►. FT, SLIDING COEFFICIENT: t�.27 ALLC}WABLE BEARIhlG MAY BE INCREASED TC� 20 % C3F THE ABC�VE DESIGNATED VALUE Ft7R EAGH ADDITIONAL F�0►T C}F DEF'TH, UP Tt� THF�EE TIMES THE DE5IGNATED VALUE. A,DDITIt�i�AL.LY, AN INCREASE OF 1/3 SHALL BE PERMITTED UVHEf� CONSIDERIl�� Lt�AD C{�MBINATIOhIS, IN�LUDiNG WIND C�R EAF�THC�UAKE LC}AL3S, AS PERMITTED BY 2a13 CBC, SECTICJCJ 1613. 2. OTHER DE�IGN RECOMMENDATI�NS • FOOTING DEPTH ExTERt�DR- 18-IhICHES BELCJW LOWE�T ADJACENT GRADE FC)R A dNE-STORY STRUCTUFtE 18-INCHES F(JFZ A TW4-ST�7RY STRUCTURE, ALL (1�1 APPROVEQ COMPACTED FI�.L MATERI�ILS} 1NTERIC}R - 18-1NCHES BELCJW �t�WEST ADJACEhJT GP<ADE FOR A C3NE-STORY�TRUCTURE 18-INGHES BEL01N LCIWEST ADJACENT t�F2ADE F(JR A TWU-STORY STRUCTURE ALL (IN AF'PRCJVED DENSE CC�MPACTED FILL MATERIALS} • FOCJTING WIdTFi EXTERI� - 18-I�ICHES MINIMUM FOR C}NE-STORY, 18-INCNES MINIMUM FC}R 2-STORY I 7ERiOR - 1�-iNCNES MINlMUM FC)R ONE AND 18-INCHES FC1R 2-�ST{�RY, RESF'ECTIVELY. • FC}C)TIhIG REINFC?FtCEMENT EXYERIC�R& iNTERIt�R -ALL C�NTII�UO►US; F{�UR NO, 4 BARS, TVVQ NEAR THE T()P, TWO NEAR THE BOTT{�M F(�R ExTERIQR ANC} TW� N�. 4 BARS 4NE NEAR 7HE Tt�P AND C�NE NEAR THE BOTTC)M FC�R INTERIC}R. C(�NCRETE SLABS - SLAB THICKNESS: 4-IhICHES REINF(�RCED WITN NC7. 3 BARS AT 24- INCH Ohl CENTER EACH WAY. • UNDER-SLAB TREATMENT 10-MIL VISQUEEN, LAPPEd AND SEALED, GOVER WITH AT LEAST 2 INCHES (�F SAND. SUB-GRADE SQIL� SHtJUL[3 BE PRESOAKED TO Ct�NTAfhJ AT LEAST OPTIMUM MQISTURE CC7I�TENT lMMEDIATELY PRIC7R T(� PLAGiNG VISQUEE�1 AND T4 BE VERIFIED BY THE SOILS ENGINEERING �t�NSULTANT. THE FIL�ICUSH[C7N SAND CC7tlER SH�?U�D BE M(�I�TENED PRIC)R TU PLACING CON�RETE. CJPTIMUM Mt�ISTURE CC�NTE�1T I�1 SUB-t;RADE SC}IL VERIFIED BY T1-1E SC}'ILS ENGINEERING CC7NSU�TAN`f. THE SETTLEMENT C3F PRt�►PERLY DE�IGNED AND C(JNSTRUCTED FOUNDATIUNS SUPPC7RTED Oh1 APPROVED EARTH MATERIALS, CARRYING MAXIMUM AhITICIPATED► VERTICAL LQ,4D1RlGS, ARE EXPECTEd TC� BE WITHIt� TC}LERABLE LiMITS. ESTiMATED TOTAL Ah1D DIFFERENTIAL SETTLEMENTS SNC7ULD BE I�t� M(7RE THAN 314 AE�D 1f2-INCH, RESPECTIVELY. APN: 919-240-�41 9 WAC GEC}TECHN[�AL, INC. PRC}JECT#�4-932 DATE: AU�UST 18, 201� 4.3 RE51 TA CE T L TERAL L�AD RESISTANCE TU LATE L L{7ADS CAN BE RESTRAINED BY FRICTI{3N ACTING AT THE BASE C�F F(�UNdATIC)I�S 1�ND BY PASSIVE EARTH PRESSURE. REFER TO SECTIt�I�4.2 FC}R VALUES. THE MAXIMUM LATERAL PASSIVE ERRTH PRESSURE iS RECC}MMENDE[3 Nt�T TC} EXCEED 300 ppUNC}S. FQR C}ESIGN, LATERAL EARTH PRESSU�ES {�F LCJCAL SC3IL i WHEN USED AS LEVEl. BACKFILL MAY BE ESTIMATED FR{7M THE FOLLC�WING Et�U{VALENT FLUID DENSlTY: ACTIVE: 35 PCF PASSIVE: 200 PCF AT FZEST: 56 PCF 4.5 CONSTRUCTtON CUN IDER,�►T1t) S 4.5.1 U �UPPC�RTEC1 EX�AV TIO TEMPCIRARY Ct�N�TRU�TlO�! EXCAVATION UP TCJ A MA7�IMUM DEPTH QF 5 FEET MAY BE MADE WITHC3UT A1�Y LATERAL SU1'PC}RT. 1T IS FiECOMMENDED THAT NO SIJRCHARGE LC}ADS SUCH AS Ct3�1STRUGTIC3N EQUIP'MENT, BE ALLt�WED WITH1�1 A UNE DRAWN UPWARD AT 45 DEGREE FRC�N! THE TC}E C}F E�CCAVATION. USE OF SLOPING F4R DEEP EXCAVATIC�N MA`Y`BE APPLICAB�E WHERE PLAN DIMENSIONS C7F TNE EXCAVATIC?N ARE �IOT CC�NSTRAINED BY ANY EXISTfNG ' STRUGTURE. 4.5.2 SUPPt7aTED EXCAVA1It3NS IF VERT[CAL EXCAVATIONS EX�EEDING 5 FEET IN aEPTH BECflME WARRANTED, USE (�F SHtJRING TC}SUF'PURT SiDIE VI/ALLS !S RECt�MME�DED. 4.fi SITE PREPARATION SITE PREPARA7'IUNS SHC�ULD If�CLUDE CUT SUB-EX�AVATIfJNS, IMP{�RT SC}ILS, AND PLACEMENT (3F St)!LS AS E�IGINEERED FILL. SU+CH EARTH W(�RK SHC�ULD BE IN ACCC�RaANCE WITH TNE APPLICABLE G DING RECOMMENQATIC.tNS PR(�VIDED iN THE 2f113 CBC AND AS RECC7MMEhIdED IN SECTIC�N 5.0 t�F THIS REPt)RT. THIS C.�FFICE SHOULD BE N�}TIFIED 72 H{�URS IN ADVANCE OF IMPORTI�IG SC}ILS T{J SITE FOFi PLACEMENT AS CC�MPACTED FILL. IT WILL BE NECESSARY Ft�R THE PROJEGT SC)ILS ENGINEERING C{�NSUL.TANT TO �AMPLE IMPC}RT S{JILS WITH SUBSEQUE�JT LABC.�RATt�RY TEST(NG TO ASSESS THE SUITAB(LITY OF IMPC3RT SO►ILS FQR PRC}JE�T CQ1�5TRUCTIt�N. IT IS STR(�N(.�LY RECCJMMEhfDED THAT IMP(�RT SC3ILS BE SIMILAR Tt� SITE SOILS. THE USE OF CLAYEY S(�ILS F{JF2 PAD CONSTRUCTIC►N IS PR(JHIBITED WITH4UT PF2[C}R APF�Rt�VAL C7F THE SOILS EhI�INEERING CC}NSIJLTANT. 4.7 SOIL CAVING DURIN{� EXCAVATIC�3NS FC7R DEEP UTILITY TRENCHES, 'SOME' �AVING MAY BE EXPECTEC�, ALL TEMPQ�RY DEEP EXCAVATIC?NS �HC}ULD BE MAC�E AT A �:1 (HC}RiZt3NTAL TO VEF�TICAL) SLt3PE RATI(� OR FLATTER, Ah[DiC}R AS PER THE CE�►NSTRUGTI(�N {�UIC►ELINES PROUIC}ED BY CA�.-C}SHA. APN: 9'I 9-240-OQ 1 10 WAC GEC)TECHNlCAL, lNC. PRQJECT#�4-93� �ATE: AUGU�T 18, 2014 4.8 RETAINING ALL RETAIRIING STRUCTURES, IF PLANNED, SHOULD BE DESIGNED US1NG TNE FC�LL(�Wlhl� EQUIVALENT FLUID �ENSITY: SLC�PE SURFACE C}F RETAINED MATERIA� EQUIVALEhIT FLUia DENSITY{p�F} (HC}RIZC)NTAL TtJ VERTICAL) IMPQFiTED LQCAL CLEAN SAND SITE S�IL LEVEL �a 4� 2:� 35 50 O�ILY FFZEE-DRAININt� GRANULAR MATERIALS (SAND C}R GRAVEL} ARE TO BE USED AS RETAINIh1G WALL BA�KFILL. BACK-DRAINS AND / t�R t�MISSi(�1� C3F HEAD JOINTS @ 32" C3.C. IN THE FIF2ST COURSE ABOVE (aRADE ARE REQUERED BEHIND ALL RETAININC.�WALLS, � 4.9 UTILITY TRENCH BACKFtLL UT[LfTY TREN�H BAGKFILL WITHIN TNE STRUCTURAL PAD A�ld BE`�OND, SHt�ULC} BE PLACED IN ACCORDANCE WITH THE FC�LL�WING RECOMMENDATII'�NS: � EXTERI(�R TRENCHES ALCING A FCIU�JDAT1�'}�rl OF2 A TC)E OF A SLOPE AhID EXTENDING BEL(�W A 1:� IMAGINARY LIR1E PRC}JECTED FROM THE C}IJTSIDE BOTTC}M EDGE C)F THE F(�(�TING t�R TC7E(JF THE SLt)PE, SHOULD �E CC}MPACTED Tt�A MINIMl1M 9a PERCENT, �' ALL EXCAVATED TRENCHES SHt�UL.D CCINFC)RM TO THE REQUIREMEhITS ANI� SAFETY AS SPEGIFIEC} B`�`CAL-(�SHA, 4.10 PRE-C+DNSTRUCTiCyN MEETING IT lS REGC3MMENDED THAT NC� CLEARING OF THE SITE 4R ANY GRAC}1N� OPERATION BE F'ERFO►RMED WITH(JUT THE PRESE�I�E �F A FiEPRESENTATIVE OF THIS C�F�IGE. AN tJN-SITE PRE-taRAD11UG MEETING iHOULD BE ARRANGED BETWEEN THE SO1LS ENGII�IEERINt� CQRISULT�NT ANd THE GRADING GONTRA�TC7R PRIt�R TC►ANY CQNST`RUCTIC}hl. 4.1'I SEASONAL LIMITATiONS NO STRt.JGTURAL FILL SHALL BE PLACED, SPREAD t7R ROLLED DURINC UNFAVORABLE WEATHER CC3NDITIC)NS. WH�RE THE W�Ri� 15 INTERRUPTEd BY HEAW RAfNS, FILL OPEFtATI{JNS SHALL �l(�T BE [�ESUMED U�IT1L M{�ISTURE CC3ND11'IQNS ARE Ct�3NSIDERED FAVC3RABLE BY THE SOILS Eh1GINEERINC �C�t�SULTANT. 4.12 PLANTERS TC3 MINIMIZE Pt�TENTIAL SETT�EMENT T{� FOUN[�AT1C�hiS DUE TC3 MIGF�ATING IRRIGATI(JN WA?EF�, PLANTERS REQUIRING 1RRICaATION SHC3ULD BE RESTRICTED FR(�M USE �F ADJACEhIT T(J FO�7TI�fC�S. IF UNAVC}IDABLE, PLANTER�C)XES 1N1TH SEALED BC)TTt�MS AND DRAIN C�UTLETS TO APPRtJVED AREAS AWAY FROM THE FOUhIDATIUN, SNC:�ULD BE ��}�1STI�UCTED. APN: 919-240-OC11 11 - v�ra� �EOTECH�icaL, ��vc. P�o.�ECT#�4-��2 aaTE: �u�usT �s, �014 4.13 LA�IDSCAPE AINTE A CElDR INAGE Ot�LY THE AMOUNT OF iRRIGATIQN C�ECESSARY TU SUSTAIN PLANT LIFE SH+�}ULD BE PRC}VIDED. PAD DRAINA�E SNC}ULD F�E DIRECTED TOWARDS STREETS AND/ClR Ta 4THER APPR{JVED AREA� AWAY FROM F(�UNDATIt3NS. �LC}PE ARE�S, WHEI� APPLICABLE, SNC)ULD BE F'LANTED WITH DRAIJGNT RESISTANT VEGETATIC7N. 4.14 �}IBSERVATIONS AN TE�TING U II�G G(�► STR CTIC'! RECC)MMENDATI{��IS PROViDED IN THlS REPCJRT ARE BASED UPc�N THE ASSUMPTIUN THAT ALL FC�llNDATIt�NS WILL BE PL.ACED UPC3N FIELD APPRCJVED FIL� MATERIALS FC}R �TRUCTURES. EXCAVATED FC3�TIhIGS SHAL.L BE FIELa REVIEWED, VERIFIED AhID CERTIFIED BY St�ILS ENGINEERING C(JM1ISULTANT PRIOR T�} FC)RMlRIC, STEEL AND CC3NCRETE P�ACE'ME�IT TC? ENSUFtE THEIR SUFFICIENT EMBEDMENT AND f�RC}PER BEAI�fI�G ON APPROVED DENSE GOMPACTED FILL MATERIALS. ADC�ITIC3lVA�. FIEL� REVIEWS BY S01LS E�IC�INEERING C{JN�ULTANT lS [�ECt�MMENDED TC3 VERIFY FC�(�TING EXCAVATI(�NS BEING FREE t7F LOCISE AC�D DISTURE3ED MATEaIAL. ALL. �TRUCTURAL BACKFILL SHALL BE PLACED AND COMPACTED UNDER C�IRECT OBSERVATI�N AND TESTING Bl'THIS FACI�ITY. EX�ESS SC�ILS GE[�Ef�A.TED FR(�M FO�TI�1G EXCAVATiUNS SHC�ULd BE REMOVED FRC}(VI PAD Af�EAS ANL7 SHQIJLGI NOT BE ALLOWED C}N SUB GRADES AS UNGC}MPACTEC�► FILL FOR AREAS PROCRAMMED TfJ RECEfVE CC�NCRETE SLAB-UN-G�ADE. 5.0 EARTH iJRKIlCENE L GRADINt3 RECt�MMENDATI�N� STRUCTURAL ACKFILL: DURIN(� C DINC�, EXCAVATED SITE SOILS MAY EiE CC�NSIDERED iUITABLE FOR REUSE AS BACKF'ILL MAT�RIAL. LOC3iE S41LS, FC�RMWCJRK AND DEB[�IS SHC7ULD BE REMt7VED PRIC)R T4 BACKF1LLIhIG THE WALLS. C)�J-SfTE SAND BACKFILL SHOULD BE PLACED AND C{�MPACTEIJ IN ACCtJRDANCE WITH THE F�ECQMMENDED SPECIFIGATIONS PRt�7VIDED BELOW. WHER� SPACE LIM1T`ATIC}NS DC1 NfJT ALL�}W C(JNVENTI{JNAL BACKFILLINt� (3PERATIO�IS, SP"ECiAL BACKFILL MATERIALS AND PROCEDURES MAY BE REQIJlRED. PE�I C RAVEL OR t3THEF2 �ELECT BACl�CFILL CAN BE USED IN LIMITEd SF'ACE AI�EAS. RECC�MMENDATCtJNS FOR PLACEMENT AND DENSIFICATIC}N t}F PEA GRAVEL OR C3THER SPECIAL BACKFILL CAN BE Pf�OVIdED DURIN{� CC7NSTRUCTICIRI. SITE DRAINAGE: ADEQIJATE P(�SITIVE DRAfNAG� SHC?ULd BE PRaVI[�ED AWAY FR�M THE STRU�TUF2E T� PREVENT WATER FROM PC}ND[t�Ca AND TCJ REDUCE PERCOLATIQN OF WATER INTt� SUBSC�IL AT FCaUNDATI�7N AREAS. A�ESIRABLE SLCJPE FCJR�URFACE DRAINAGE SHOIJLD BE A MIt�IMUM QF 2 PERGEh(T iN LANDSCAPE AREAS AND 1 PERCEI�T IN PAVED AREAS. PLA�ITERS AND LANC}S�APED AREAS ADJAGENT TO BUILDING PEFiIN1ETER SHOIJLD BE AVC11dED t�►R. DESIG�iED BY A QUALIFIED LANDSCAPE ARCHITECT UTiLIZING A SEI�LED PLA�iTER BOX WITH �F2AINS AWAY FROM FC�t3TINGS TC3 MINIMI�E WATER FILTRATIUI� INTC}�UB-SC)CLS. UTIL17'Y TRENCHES: BURIED UTILITY CC}�1DUfTS SHOULD BE BEDDED ANC7 BACKFILLED AR{JUND THE COIVDUIT IN ACCQI�DANCE W1TN TNE PROJECT SPECIFI�ATI(�NS. WHER�E CONDLIIT UNDERLIES CONCRETE SLAB-C.�N-GRAC}E AIVQ PAVEMENT, THE REMAIhIING T'RENCH BACKFILL� ABOVE TNE PIPE SHOULD BE PLACED AND CtJMPACTED CN A�CCIRQANCE WITH THE FCJLLUWING t�RADI�iG ' SPECIF1GATiC�i��. APN: 9'19-240-0{l1 �� WAG GEaTE�HNI�AL, INC. PROJECT#14-932 DAT'E:AUGUST 18, 2t}1A� C�E E L GR DlNG RECC} NDATIONS: RECC�MMENDEL� GE�JERAL SpEGIFICATIOh1S Ft�R SURFACE PREPARATIC}N TO RECEIVE FILL AR1D GOMPACTI(3t� FtJR STRUCTURAL Ai'�1D UTII.ITY TRENCH BI�CKF�LL AND C)THERS, ARE PRESENTED BELCJW. 1. AREAS TO BE CRADED, BpCKFILLED OR PAVED, SHALL BE GRUBBED, STRIPPED AND CLEAhIED OF ALL gUFtIED AND UNDETECTED DEBRIS, STRUCTURES, CUNCRETE, VEC�ETATIC�N AR1D OTNEI�DELETERIOUS MATERIALS PRIOR TO GRADING. 2. WHERE COMPA�TED FILL IS T�} PROVIDE VERTICAL SUPPORT FC}R FC}UNDAT1�71�5, ALL LC)OSE, SC3FT A�Id t�THER I�I�C3MPETENT St�ILS SHUULC� BE REMOV�d TC1 FULL DEPTH AS APP'F20VEG1 BY SUIL� E�JGINEEF?IhlG CUNSULTANT, C�R AT LEAST UP TtJ THE DEPTH AS PREVIi�USLY DESCRIBED I1� fiHIS REPORT. TNE AREAS UF SUCH F�EM(�VAL SN{�ULD EXTEND AT LEAST 5 FEET BEYt)ND THE PERIMETER QF EXTERIC}R FUUNDATION LIMIT t�R Tt� THE EXTENT AS APPF�tJVED BY St�ILS EhJGINEERI(�G CONSU�TA�IT DURI�ICU GRADING. 3, THE REQUIRED C(�fVIPA�TIC)N F(�R FI1.L TC3 SUF'F'C.7RT FOUNE7ATlQf�S ANQ SLAB-(JN-GF�ADE IS 90°la (�F THE MAXIMUM C3RY C7ENSlTY AT OR NEAR QPTIMUM M�?ISTl.1R� C(�NTEh�T. TC� MINFMIZE ANY P4TENTIAL DIFFERENTIAL SETTLEMENT FOR FC�UNDATI�I�S ANd SLAB-C}N-GRADE STRADDLING (JVER DAYLIGHT LINES, T`HE CUT P(3RT1{JN SFiOULD BE CtVER EXCAVATED A MINIMUM OF 3 FEET AND FtEPLACED AS CC�MPACTED FILL, CC�MF'ACTED TC.� AT LEAST 90°lo QF M THE MAXIMUM C}RY DENSITY AS DESCRIBEC} IN THIs REPC3R1`. 4. UTILITY TRENCHES 1N1THIh1 BUILDIh1G PAD AREAS AND BEYC,��UC7, SNt3ULC� BE BA�FCFILLEd WiTH GRAIVULAR MATERiAL AND SUCH SHOULD BE COMF'ACTED T(J AT LEAST 9�°la C7F THE MAXIMUM DENSITY FC1R THE MATERIAL USED. 5. F1ELD [3ENSiTY' F�R ALL STRUCTIJRAI. FILLS SHALL BE �{.)MPAREQ TC) TNE MAXiMUM DRY DENSlTY AS EVALt�ATEC► B'Y ASTM D1557-90 CC3MPACTI�tN METH(JDS. ALL IN-SIT`U FIELD DENSITY t�F Ct7MPA�TED FILL SHALL BE C7ETERMINED BY THE ASTM D155� STANDARD METHODS C3R BY OTHER APPRQVED PRC}CEDURES. 6. ALL NEW IMPORTED S{�ILS, IF I�EQUlRED, SHALL BE �LEAhI, G �IULAR, NC}N-EXPANSIVE MATERIAL OR A i APPRC?VED BY THE SOILS ENGINEERING CO�ISULTANT. 7. ALL FILLS SHALL BE PLACED IN 6 TO � INCH LAYERS, Mt�I�TURE CC}N[71TI�NED fiQ AT LEAST OPT'1MUM Mt�ISTURE CC7h1TEi�ET A('�JD C4MPACTED TC7 90%o OF MAXIMUM DRY DEf�lS1TY PER ASTM D 1557-91 8. NO RC7CKS C3VER EIGHT iNCHES I�I DIAMETER, SFIALL BE PERMITTED IN FlLL SLOPES CJF� WITHi�t � FEET OF THE SURFACE WITH(�UT PRI(JR APPRt3UAL C�►F THE StJILS ERiGINEERINC CC7NSUL7ANT. 9. NO JETTING A�1DlC}R WATER TAMPIRIG MAY BE CC�NSID�REC} F�R BACKFlLL CCt�MPACTIt�N FOR UTILITY TRENCHES WiTHt�UT PFZIC}R APPROVAL C}F THE SOI�S ENGINEERIRI{� CONSUL.TANT. F01�SUCH BACi�FILL, HANd T'AMPING WITH FIL.L LAYEFtS C3F 8 TC7 12 INCHES 1N 7HICKIVESS, C?FZ A�APPRC?VED BY THE�C}ILS ENGINEERING CaNSULTANT iS RECOMMENDED. �0. ARIY AND A�L UTILITY TREN�HES AT (�EPTH, AS WELL t�S CE�SPOC}L AND ABANDONED SEPTIC TA�lKS WITHIRI BUILDING PAD AREA AR1D BEYC)ND, SHCJULD EITHER BE C(�M�'LETELI' EXCAVATED AND REN1t3VED FR(3M THE S1TE, OR SH�ULD BE BACKFILLED WITH t�RAVEL, SLURR�(C7R BY�THER MATER6AL, A�APPRUVED BY S�ILS ENGINEER(NG Ct�hfSULTANT. APN: 919-240-d01 13 WAC GEtJTE�NNICAL, I�1C. PROJECT# 1�-932 dATE: AUGUST 18, 2414 11. ANY AND ALL 1MPORT SC71LS IF REQUIRED �Ul�ihiG GRAdING, SHALL BE EQUIVALENT TO THE �ITE StJILS C�R BET`TER. SUCH SH01JLa BE APPRCIIJED BY THE SC�ILS E�JGINEERING �ONSULTANT PRIC}R TO IMPt"�RT. AT LEAST 72 HOIJRS C)F ADVA[�+10E NC}TI�E 1S REQUIRED PRIC3R TO IMPQRTINt� SC3ILS Ft�R SITE USE T(J ALLC�W THE SC}ILS ENGINEERING ��NSULTA�T TIME TC? SAMPLE AND ANALY�E THE IMP'C�RT S(JILS, 12. ANY AND ALL {�RADIRIG REQUIF�ED FC7R PAVEMEh1T, SIDEWALK (�►R OTHER FACIL1TlES TCJ �E USED BY GENERA� PUBL[C, SHCIUL[7 BE CONSTRUCTEC} URIDER DIRECT C}BSERVATIC�N �F St�ILS ENGINEERINC CC)h1SULTANT, CJR AS l�EQUIRED BY THE LQCAL PtJBLIC AGENCIES. 13. A SITE MEETING (PRE-C DE MEETING) SNALL BE HELCJ► BETWEEN THE CF�ADING CUNTRACTOR ANC} SC}ILS ENGIRIEERIhIG ��3�1SULTANT PRIOR TO ACTUAI� Ct�RISTF�UCTION. THRE� DAYS t�F PFtiC7R�IOTI�E WILL BE REQUIRED FOR SUCH MEETIN{�. 14. ALL FILL SLt�PES Af2E Tt7 BE KEYED iNT� FIELD APPRC}VEC7 DEI�ISE EAFiTH MATERIALS AND APPR(�VED B`�THE PR{JJE+�T SC71LS CONSULTANTS. KEYWAY IS TC} BE 1/2 THE SLt3PE HEIGHT IN WIDTN C3R 15 FEET, WHIGHEVER IS GREATER. HEEL SHALL HAVE A 1-FC3tJT DIFFEFiENTIAL FR()M TC.�E (SLQPING TC� HEEL}. 15, FILL C�VER CUT SHALL BE BENCHED II�TC) APPROVED C}ENSE EARTH MATERIALS ANQ F(�UNDED UPON A KEYWAY, A MINIMUfVI WIDTH OF 10-FEET WITH THE HEEL 1-F{�C.�T I�EEPER THAN TC7E{SLOPING TO HEEL). 1�. FC)R GRA�IEhITS STEEPER THAN 5:�, FILL SHALL BE BENCHED A MCNIMUM 4F 4-FEET HORIZ�7NTAL.LY [NTQ NATIVE E�RTN MATERIALS F(JR EVERY 4 VERTICAL FEET QF FIL.L PLACED. AF'N:91 J-�40-Ot}1 14 WAC CEC}TECHi�IICAL, I�IC. PRC�JECT#14-93� DATE: AUGUST 1S, 2014 �.0 CL�SURE TH� �ONCLUSIONS AND RECC?MMENDATIC3NS �C?NTAINED HEREIN, ARE BASED UP(JN THE FINDiI�IGS AND (JBiERUATIC)NS N1AC1E AT THE TIME OF THE SUBSURFACE INVESTIGATIt�N. THE RE�C}MMEf�IDATIC�NS PRESENTED, SHOULD BE CC}NSIDERED "PRELIMII�AF�Ypt SINCE THEY ARE BASEL3 C�N St�IL SAMPLES ONL'Y. IF DUR�i�1G COI�STRUCTI(��J, THE SUBSC?IL CC1NDfTft�NS APPEAR TC7 BE DIF�ERENT FRJM THt�SE DiSCLOSED DURIh�G FIELD INVESTIGATlC.�RI, THIS C?FFICE SH+C�ULD BE Nt�TIFIED TO CC3NSIDER ANY P�SSIBL� NEE[3 FOR MC�DIFIGATI{�RI Ft�R THE GEt�TEGHNI�AL RECtJMMENC}ATIC7NS PROVIDE�"iN THIS REPC�RT. REGt�►MMEI�DATI{�N i PRC3VIDED ARE BASED 4N THE ASSUIU�PTIC}[�S THAT STRUCTURAL F(JOT`INGS WILL BE ESTABLISHED EX�CLUSIVELY INTC� FIELD APPRC?VED CflMPACTED FILL. IT IS RECQMMENl�ED THAT FINAL PFtE�iSE GRADING AC�D/�3R FOUNDATlC.1N PLAI'VS SHOl1L.a BE REVIEWED BY THIS C7FFICE WHEl� THEY BE�t�ME AVAILABLE �iF DIFFERENT THAN N(�TED PLAN REVIEW UTiLIZED Ft�R THIS REPORT}. �ITE GRADI�JG MUST BE PERFORMED U�iDER REVIEW BY GECJTECHNI�AL REPRESENTATIVE� t�F THI i OFFICE. AL.L F(�OTlNG EXCAVATIC}NS SHt�ULD BE FIELD REVIEWED(BY TNIS C�FFICE} PRIC3R T{� FORMI�G, STEEL AND CON�RETE PLACEMENT TO Eh1Sl1RE THAT FC}llNDATIUI�S ARE FOUNDED iNTC} SATISFACTORY SC31LS ANd EXCAVATI{JNS AI�E FREE OF LC70SE AND �ISTURBEQ MATEFiIALS. THIS REPOFZT HAS �EEN PF�EPARED E�CLUSIVELY FOR THE USE OF TNE AC7DRESSEE FOR THE PRCJJ�CT REFIERENCED 1N CC3NTEXT. IT SHALL NOT BE TRANSFERRED C3R BE USED BY C}THER PARTIES WfTHC}UT WRITT'EN CCINSEi�T BY WAC GEC3TECHNICAL, INC. WE CANNOT BE RESF'C}f�SIBLE FC}R USE (�F THIS REF'(�RT' BY f�THERS WITHC�UT REVIEW OF THE GRAC�iNG (JPERATIC}N BY OUR PERSC�NNE�. SHtJULD THE PRt�JE�T BE DEL.A�EQ BEYOND C)NE YEAR AFTER THE DATE UF THIS REPORT, THE F�ECt�IV�MENDATiONS PRESE�II`ED SHAL.L. BE REVIEWED TO CUNSID►ER ANY PtJS�IBLE CHAI�GE IN SITE CONDITIONS CJR G(J�E REC,`2lJIREMENTS. THE REGOMMENDATIO►NS PRESEhlTEC}ARE BASED ON THE ASSUMPTI{�N THAT THE NEGESSARY GEt3TECHNICAL C}BSERVATIt��1S Ai�D TESTING DtJRINC C{JNSTRUCTIC)N WILL BE PERFC3RMED BY A REF'RESENTATIVE OF TH15 t)FFICE. THE FIELD OBSEFtVATCON.S ARE CC�NSIDERED A CONTiNUATIQN t�F THE C�E(JTECHNICAL INVESTIGATI�N PERFORMED. 1F ANC�THER FIRM �S RETAl1�ED FC7R GEOTECHNiGAL OBSER.VATIONS AND TESTING, �UR PROFESSICJNAL LIABI�IT`Y A�IC� RESPUNSIBILITY SHALL BE DEEMEd T{J HAVE BEEN ASSUMED B�' THE FIRM REF'LA�#NG WAC GEOTE�HNICAL, I�JC. EXCEPT FUR LIABILIT'� ARISIhJG FRt�M THE S(JLE NECLIGENCE (JF WAC GEUTECHNIGAL, INC. � APN: 919-240-pp1 15 WA�GE�TECHNICAL, 1NC. PRtJJECT#14-93� DATE: AUt�UST 18, 2014 7.0 R PENDIX S�CT[ N 1 L B-� 0-5' S1C C3LIVE-TARI SANC�S, 51LTY-Fl�1E TO CC�ARSE E�RAINED, SLICHT AMC)UNTS C}� CLAYS LC}OSE TO FIRM AND DFtY 5-10' SNV TAhi SANC7S, FINE TO CO►ARSE GRAINED FIRM Tt7 VERY FIRM AND � DRY 10-15' S/W TAC�NISH GRAY, FIhIE T(�COARSE Gf;AlNED SANDS, VERY FIRM TO DENSE AND DRY, _� 0-4' S/C TAN SAhJDS, SfLTY-FINE T{� MEDIUM GRAINED, SLIGHT AMQUNTS t�F CLAYS, Lt�(�►SE AND DRY. 4-11' S1W TANNISH BRC}W�1 SANDS, F[NE Tt� G4AF2SE G It�IEC� FIRM AND DRY 11-15' S{W TANNISH GRAY, FINE TtJ C{�ARSE C INED SANDS, VERY FIRM TC? DENSE AND DRY. Nt� GRC7UND�WATER OR BEDRt��K WAS E�1Ct�UNTER�ED Tt� TNE DEPTH OF 15' IN EITHER TEST BC}F�fNG. APN: 9'19-24Q-001 �� WAC GEOTECHfUlCAL, I�IC. PR�}JECT#14-932 DATE: AUGUST 18, 2014 8.� APPENDI B LABORATORY TESTINt� LABt3RATC3RY TESTS WEf�E �tJN[7UCTECt ON REPRESENTATI�IE SC}ILS F(JI� THE PURPOSE �F CLA,SSIFICAT[ON AND FC�R THE ASSES�MERIT �F THE PHYSICAL PRUPERTIES AND ENGINEERING �NARACTERISTICS. TNE NUMBER Ah1D SELEGTIC)N OF TNE TYPES C}F TESTING FOR A GIVEi� STUDY ARE BASED {JN THE GEOTECHNICAL CONDITIC}NS t7F THE 5lTE. A SUMMARY taF THE VARCOIJS LABC)RATURY TESTS PER.FC}RMED FC.�R TNE PROJECT IS PRESENTED BELC?W. MAXIMUM DENSITY OPTfMUM Mt�ISTUF2E CONTENT(ASTM D1557) SOILS SAMPLES WERE {�BTAI�lEa US1Nt� A SPLIT SPOC�hC SAMPLER. BULK SAMPLES WEI�E ALSC7 RETRIEVED ANC?TE�TED IN t�UR LAB(JRATC3R�' Mt�ISTURE CONTENT AND DRIr DENSITY(ASTM D4f43) St�ILS �AMPLES WE�E OBTAINED US1NG A SPL1T SP�tJN SAMPLER. BULK SAMPLES WERE ALSO RETRIEVED AND TESTED IN �7UR LAB{�RATURY. DIFZECT SHEAR(ASTM D3(l80) DATA OBTAINED FRCJM TI-i1S TEiT PERFCJI�MED AT INCREASEC} MC`�ISTURE C�I`�IC�ITIC?NS C1hl REM(7LDED TO 90 °lo St�1L SAMPLE� WERE USED TC} EVALUATE S(JIL SHEAR STR,ENGTHS. SAMPLES GC.�RITAINED IN BRASS SAMPLER RI[�GS, PLACEC! DIRECTL'Y OlN TEST APPARATUS ARE SHEARED AT A CC7�ISTANT STF:i�lh1 TE UNDER A NORMAL LtJAD, APPRC}PRIATE TC1 REPRESENT ANTICIPATED STRUCTU L Lt)ADlhl(�S. �HEARIh1G DEFO�MATIQ�IS ARE I�ECC}RDED TC7 FAILURE. PEAK AND/t)R RESIDUAL SHEAR �TRENGTHS ARE OBTAINED FRCJM THE MEASURED SHEARING LC}AD VERSUS DEFLECTIGIN �URVE. TEST RESULTS, PLOTTED ON C�RAPHICAL FORM, ARE PRESEI�TED�Jh! PLATE A-1 C}F THIS SECTIGIN. EXF'ANSIt�N INDEX(ASTM D4$29) MAXIMUM DRY DENSITY/C►PTIMUM MOISTURE CONTENT FtE�ATIONSHIP{ASTM D1557-91) SAMPLE LOCATION MAX. DRY DENSIT'Y C7�T. MC7ISTURE CONTENT B-1, 1-4' (BULK SAMPLE) 122.0 (PCF} �"�.� °!� SHEA►R Ah1CL.E t3F INTERNAL FFtICTIt3N B-2 =�9 DEtUREES C�HESIC} (PSF� : 2��.0 EXPANSit3N INDEX= 19.0{Lf�W POTENTIAL FOR E�PANSIO�1} CQRRO�ION SERIES pH =8.1 S(�L. SULFATES PP�VI = 1 Cf7 SOLUBLE CHLORIDES PPM =59 MIN. RESISTIViTY=3,8t10 SEE aTTACHED LAB TEST RESULTS. APN: 919-240-001 17 WAC C;EOTE�HNICAL, [NC. PROJECT#14-932 DATE:AUGUST 18, 2Ci14 P OFE55t N L L1 li'ATICINS t,1UR INVESTI{�ATI(�N WAS PERFORMED USII�C� THE DEGREE OF �AFiE AND SKILL OF�DINARILY EXERCISED, UNDER SIMILAR CIRCUMSTANCES BY C}THER FREPUTABLE SCtILS ENGINEERS PRACTICINC� IN THESE GENERAL C1R SIMILAFi LOCAL�ITIES. N� C)THER WARRANTY, E�GP�ESSED C7R IMPLIED, IS MADE AS TO THE �C)NCL.US1tJNS AND P�'OFEi51C?NAL ADVICE fI�JCLUDED IN THIS REPURT. THE INVEST(C�ATI(�h�S ARE BASED C�fV SO1L SAMPLES ONLY; �C}NSEQUENTL�( THE REGCJMMEh1dATIC�NS PRt�VIDED SHALL BE �t�NSIDERED 'P1�ELIMINARY`. THE SAMPLES TAKEN AND USED �{'3R TESTINC ARID THE OBSERVATI(3NS MADE ARE E3ELiEV�D E�EPRESENTATIVE UF 51TE C(�NDITION�; HC:�WEVER, SOIL AND C�EtJLOGIC CtJI�Dl1`IC7NS CAN VAR�I SIG�IIFICAf�TLY BETWEEhI TEST BC)RIRI�S. AS IN MOST MAJt}Ft PROJECTS, CONDIT1t7NS REVEAL.�D BY �XCAVATIONS MAY V�RY WITH PRELIMINARY FINDIN�S. iF THIS C�GCUR�`, THE CHANGED CONDITIt�NS Ml1ST BE EVALUATED BY THE PROJECT SOILS E�fGINEER�IN{� CONSULTAI�T ARID DESIG�IS ADJUSTED AS I�EQUIRED C}R ALTERI�ATE DESIGN RECOMMEPJDED. THE REPt�RT iS 1SSUEd WITH THE IJ�IDERSTANDINC THAT IT IS THE RESP(�NSIBlLITY 4F THE t�WNER, C�R {JF NIS REPRESENTATIVE, TC7 ENSURE THAT THE 11UFC}RMATION AND RECOMMENDATIONS CC}NTAINED HEREIN ARE BROUGHT TtJ THE ATTENTIO�i {)F 1"HE PRC?JECT ARCNfTECT AND EhIGINE�RS. APPF�C)PRiATE f�ECC�MMENDATEORIS SHOULD BE INCC)RPC3RATED I�ITO STF�UCTU(�AL F'LANS. YHE NEGESSARY STEPS SHt�ULQ �E TAKEN TC3 SEE THAT THE CONTI�A�T4JR AND SUB�ONTl�ACTt�RS CARF�I(C UT SUCH RECOMMEI�DATIONS IN THE FIELD. THE FIhIDI�JC�S OF THIS f�EPC3RT AF�E VAL[D AS �"JF THIS PRESEI�T DATI�. HC)1IVEVER, CHANGES 1N ' THE CQRIDITlC}N.S {3F ,A PRt�P'ERTY CA�1 C3CGUR WITN TH� F'ASSAGE C}F TIME, WHETHER TNEY DUE TC? hlATIIRAL PRf3GESS OR THE WORKS {�F MAN C}N T'H1S t�►f� ADJACENT PROPERTIES. IN ADDITIC�N, CHAI�GES II� A�PLICABLE {JR APPROPRIATE STA�1(3ARQS MAY C3CCUFt FRC}M LEGISLATIC�N C)R BR{3AClENCiUG OF KNC3WLEDGE. A�CC)RDfhIGLY, THE FINDII�GS C7F THIS i�EPC7RT MAY BE INVALIpATED WH�LLY(�R PARTIALLY BY GHAh1GE C}UTSPE�E �F tJl7R G�NTRCIL. THEREFaRE, TH1S REP4RT IS�UBJECT TC} REVIEW AND SNCJ►ULL� BE UPDATECt AFTER A P`ERI{.�D C7F C)NE YEAR. F2ECt�MMENCJED SERVI�ES THE REVIEW {�F GRADINC3 PLANS AND SPECIFICATIUNS, FIELd OBSERVATI(JNS ANC}TESTING BY THE GEC?TEC:HNICA� REPR.ESENTATIVE iS AN IhITEGRAL PART �'JF THE �UNCLUSIONS A�ID f�ECOMME�lDATIflNS MADE lN THCS REPC7RT. IF WAC GEC�►TECHNICA�, INC. IS NG1T RETAIh�ED fOF� THESE SERVICES, THE C�1ENT AGREES TO ASSUME WAC �EC}TECHRIICAL, INC. RESP{JNSIBIL.ITY FOR ANY P(JTENTIAL C�AIMS THAT MAY ARISE DURING AhID AFTER COt�STRUCTION, (JR DURI�G THE LIFETIME USE OF THE STRUCTURE Af�D ITS APPURTENAf�T. THE REC�Uti�ED TESTS, C}BSERVAI"[�NS AhID CC)('+ISULTATIC7N BY THE GEC}TECHNICAL C(�NSIJLTA,RIT DURING Ct�NSTF2UCTIQN I�IGLUDES, BUT N�T BE LIMITED TC�: A. COhIT1NUC}lJS tJBSERVA"T10N AND TESTINC� DURING SITE PREPARATIC}N �ND GRADING, AND PLACEMENT OF ENGINEERED FILL. B. OBSERVATIt�PJ AN[� I�ISPECTIC��1 OF F{�C3T1Nt� TRENCH PRlOR TO STEEL aND CONCRETE PLACEME'NT, C. Ct�NSl1LTATIt,�NS AS REQUIRED DUR(NG CUNSTRUCTIO�1, 4R UPON YUUR F�EC�UEST. API"�: 919-240-001 18 8J1912014 �esign Maps SummaryRepart . 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"n�g -� `� � �� II . 1 4 ��� �� �� � � ��� $� : .� � � �,� , � � ,� ��f� �i �. � ,��a��' � �v � �*' 1 d y! ��} �.,'�s 'e't'�bY' # � � �� ��. .. , . . � 1F �.h � � u,u;ap`4 � �:` � p�' �rk � �,,.h,� �.' ,�,;��°j k�' �- � a. � � e �� �, '� . ����� ' �' �'�'� � . y�.�,�. . .,,. . ,.«��'��x . ;..w � .. .�.:w.=r ��_ . , z.. .... .. . . $ ..�.A$K(,�i�.:�.> t... �s:"��.x,��.�`,a.�'.�..',� .. _. ,r� -Pi0Y1 � M'� LIL s,sse-a�a �..$22 9 xs, e-��v 1.$2� g t, e-z� 0.�`2 5 9 xi,�as�-��v 1.0$$ g H �i��rrt�l �� '� � � �� �.�� �.�� �a _. __ _._ a.a� r.�a i.�� �.��. �.�� .�� � � i.�* � �. � �.�� � .�� �.�� �.�� , �.�� �.�� - �� .�� �.�� �.i� �.�� �.�� .�� �.�� �.4� �.�� Q.�� 1,�� 1.�� 1.�.� 1.�� 1.�� �.�� �.�� �.�� I�.�� �.�� �. � 1.�� 1.�� 1.�� 1.�� I.�� �.Qt� P��ri� , T����� P"�ri� � T�s+�€� A1t��u�h this in�o ation is a �are�d�ct of t�� 11.S. ���lagi��l S�rvv�y� �r��id� no rra�ty, expressed t�r irr�pii�d, �� t� �i�� a�c�ra�y c�f�he data c�a�tain�d t[��rei�€. �"hi� t�t�l is r��t a s����itute fc�r techrai�a! s�cbject-rr�atf�r k�� ea�g�. t�ttp.//ehp2-earthq ualr�.wr.usg s.g ov/des ig nrnapsluslsurr�rtary.php?ter�late=mi ni rnal&i atitude=33.�3�05&1 ong itude=-117.1151�7&siteci ass=3&riskcateg or�-1&... 1/1 8i19/2014 Llesign Maps Detaiied Report .3 }. �si n s etail e ort ASCE 41-13 Retrc��it Standard, 5E-21� (33.532C�5°N, 117.11517°W� w7�LG L.�t�J`J' LJ - \t�4.�i1 w7���,1 �ectian 2.4.� - General Pr�ce�ure for Hazard [�ue ta Ground Sha�ing ro ec ia . .1��. Ss,�s�-�r� = �-.822� g C �'�1 �. .�.. �"i,BSE-2N = �}.7��J C, Section 2.4.i.f — Adjustment far Site Class The autharity having jurisdiction (not t�i� USGS), site-specific geotect�nical data, andJor the defauit has cl�ssified the site a� 5ite Class D, b�sed on the sit� soil praperties in accardan�e with Sectian 2.4.�..6.1. SITE St'1IIL Soil shear wave Standard penetra'tion Soil undrained she�r CL/�SS PRt�FILE velocityj v� {ft/5) resist��'tC�r N St�'ertg#hr $�,r CI�$�� NAME A Hard rock v� > 5,OC10 N/A N/A B ROGIC 2r5O(} G V5 '� J��QDO N�A NjPI C Ver� d�nse 1,�0{l c v� � �,SOU N > S�J >2,(}00 psf sail and soft rc�ck p Stiff sail 60C3 � v� < 1,20n 15 � N <_ St3 1.,000 to 2,000 psf prcaf'rle E Stiff soil vs � 500 1V < 15 <1.,OOtI psf profile � � -- Any profile with more than 10 ft af sc�il havi�g the characteristics. �.. Plasticity index PI > 20, 2. MdIS�Ut"� COi1�2Clt W >_ 40%, r�l1t� 3. Undrained she�r strengt�t s„ � 50Q psf F — Ar�y prof�le containing st�ils having one or mQre of the following characteristics: 1. Soi[s vulnerable to potential failure or collapse under seismic lr�ading su+c� as liguefiable soils, quick and I�ighly sensitive cla}�s, collapsible weakly cemer�t�d soils. 2. Peats andJor highly €�rgar�ic clays �N > 1!� feet of peat and/or highly organic clay where H = thickness c�f soil) 3, Very high plasticity ciaYs CH > 25 feet with plasticity index PI > 75} 4. Very thick soft/medium stiff clays (N � i�t} feet} For SI: 1ftJs = t�.3048 m/s �.Ib/f�� = 0.��79 kN/m� http://ehp2-earthq ual�.vur.usg s.g av/desig nmaps/uslreport.php?terr�plate=rni nirrr�l&Iatitude=33.532C)5&long itude=-1'17.'!15'#67&sit�class=3&rislcca#eg��-1&edit... 1/4 �.�����'� Design Maps Detailed R�t Tabl� 2-3. Ualu�s of F� as a Functi�n of Site Clas� and Mapped Shc�rt-Period 5pectral Re�ponse Acc�leratifln S� �ite Ma�ped Spectral Ac�el�ratic�n at Short-Peri�d S� Class �� <_ 0.25 SS = U.SC} S� _ {�.75 S� = 1.�34 S� � 1..25 �, 4.8 (�.8 �.8 �3.8 0,8 . B 1.4 1.(l i.fl l.� 1.t� �j . �A� �Y� �O� �p V . ��� D l.fi 1.4 1.2 i.l 1.0 E 2.5 � 1.� 1.2 C}.9 Q.9 F �ite-s�eci�c gec�techni�al ar►d dynamic site re��c�nse ar�alyses shall be p�rfflrm�d Note: [Jse straight-line interpolation for intermediat� values af S� ar it� �tas5 = �n � = 1.. �2 , F� = i. Table �-4, Values of Fv as a Function t�f Site Class and Mapped Spe�tral �espon�� Accel�rati�n at 1 s F�erisad S� Site Mapp�d Sp�:Ctrai AcCel�r�tion at 1 S P�ri�d S� �I�ss S, � t3.1�} S� = �.20 S� = 0.3t3 5� = #3.4fl �i >_ 0.5t� A 0,$ 0,8 0.8 fl.$ 0.8 g 1.0 l.D 1.C� l.fl 1.0 � 1.7 1.6 1.5 1.4 1.3 p �,�. Z.C} 1.8 1.f� 1.5 E 3.5 3.2 2.8 �.4 2.4 F Site-specific�et�technica! and �fynamic site response �nalys�s �ha11 be pe rfc�rmed Nate: �..tse straight-lin� interpalatic�n fc�r intermediate value� af S� �+t�1' �it� C12�s5 � r3 S� _ .?25 g, „ = 1.5 http:/lehp2- hquake.wr.usgs.go�'designmraps/usfr�port.php?template=rrr�nirr��latitude=33.53205&longitude=-917.115'167&siteclass=3&ris4ccategor�-�&edit... 2/4 8i19l2014 Design Maps D�tailecl R rt �ti ( — ): ��cs,�s�-zr� = F��s,as�-�zN = f.UC}D x �..$22 g = l.$2� g E ti� { — _ �x�,�s�-��, = F��f,�s�-�n� = 1.50� x U.725 g = 1.08$ g Sec�ian 2.4.1.7.1 �-- General Horizontal F�esponse Spec�rum Figure 2-1. General Horizantal Response Spec�rum �����'�. ��� ����� �� ����� ��� �������r ��� ���1��=1.��� � � ����e �` � � . � b � �r � � � ; ! } t C � � � p � .s y 1 �� � ! � � � i � i � W p t � � ��`3{��=�.��� _�..�_�__..____,_�.__m_..__�_ � � I i � � 1 ! � ; t i � � i 9 � � i # " � Q.'���_�.��� � I € p ! P � � $ 1 ` � 1 I ¢� � i i � � i ! � y 6 f � } � t g 1 3 i � � � i f 4 i ! � i P T�=�.11� T�=�.��� 1.��� 1�eri��1,T����� http:l/ehp2-earthq uala�.wr.usgs.g ov{de.sig ru�napsduslreport.php?ternplate=mi ru rna18J atitude=3:�,53205&long itud+e=-117.115�67&siteclass=3&riskcateg cx��-1&ecciit... 3/4 8l19C2014 Design Maps Detailed Report . Section 2.4.�..7,2 — General Vertical Response Spectrum The G�r�eral Vertic�l Response Spectrum is determin�d by m�ltiplying the General H�rizontal Response S�ectrum by �1�. �, �����E��=1.�1� - � � � � t � $ � r� , � � � � � � i � � � 3 � � i � � g � � � E � � € !� ����,���g=�.��� _,3.__��_�_......,__L�.....___,__.• 0 � i � � � E ; # � � � � � � � i � �.���g��=Q.'��� # � � � � 1 � � � 1 F IW 4 # � � } � ! � � f # � k p � � � [ i � � i � ! 4 � t � � k T�=�.11� T�_�.5�� 1.��� P�eri�dE T����� http:/!eh►p2-earthq uake.wr.usg s.g av/desig nrTraps/uslrepcut.pF�`?terr�l ate=mi ni rrra!&l atitut(e=33.532t?5&J ong itude=-�17.115�67&sitecl ass=3&riskcate�or}F-1&�clit... 4/4 �a#�chnical En ineerin ,Enu�ron en# 1 an ra�n ater cie�c ,1ns�e�fion an Tesfin i�es ,�UgC�S� �$, ���� Mr. D�v�d E. �allinger WA� Geotechnical, Inc. 2900 Adams St. Su�te G-35 Riv�rsid�, CA 9�504 Subject: Q Y T ST SULTS WAG Project No. 14-332 +�alle Tiara �c�nverse Prc�je�t ��, 14�81-�27-16 Dear Mr. Ballinger: . Enclased are the results of the laboratc�ry tests thaf y�u requested for the above- referenc�d projec#. We received the samples frcam your ofFice or� August 6, 2014. The fc�ll�wing tes#s were p�rformed in accordance wit�r the relevant standards: • Or�e (1} Maximum Dry Density and Ctptimum Moisture Content (A�T D1557} • One �1} Direct She�r T�st {ASTM D►308�} • �ne (1} Expansic�n Index T�st (A�TM D4�2�} We appreciate the flpportunity to be of continued service ta �IVAC Geatechnical, Inc. If you should hav� any ques#ians ar need additional informatian, pleas� feel free to cant�ct us �t{�09}89�-3'1 C�4. �/ � �C U LTA T Jordan Rc�per, E.I.T. Staff Engin�eer En�� Table N�. �, �ptimum Moi�ture-Density Retati�nship Tesf Result Table �J�. 2, Qirect Shee�Test F��esult Table h�o. 3, Expansion /ndex Tesf Result Drawing No. 'I Maistur�-Density Relationship Resu1#s Drawing I�o. 2 Direct Shear Test I�esults , 10391 Corparate C�rive,Fiedlands,Califomia 92374 Telephone:{909}796-0544 ♦ Facsimile;(909}7��-7675 0 .converseconsuttants.com Tab/e o. 1, oisture-Densl Relationshi T�esf esul� g�� ' � _� Sandy Clay(CL�, Fine ta Coarse 122,0 �1.CI Grain�d,t�live Table o. 2, Dire��Shear Tes�Results B-2 1 -4 Sandy Clay(CL),Fine to+Coarse Grain�d,Ulive 2$0.0 29.0 Tab/e/Va. 3, Ex ansion/ndex Tesf 14esulf B-,� Sandy�iay{CL}, Fine�c�Coarse Grained, 19.� Law t�live �so j Curves of 100°/a Satu tion � for Specific GravityE u�to: 145 � 2,sa �.�o �.so � I �40 � � , � 135 � i � 130 � � � � � 125 � �- I ' � � I� 1�0 � , w t� � � � I ( a 115 I � i � , E � I [ 110 � � , j 105 100 � € � � 95 I ��p 5 '10 15 20 25 30 WATER CONTENT,°lo DEPTH(ft) nESCRIPTIOhI AS7'M aPTlMIJM MAXIMUM dRY I � SYMBdL � BC3RING NO. , TEST METHC3D WATER,°l,� DENSlTY,pcf � ; E g.� �-4 Sandy Clay(CL�,F'ine to Goarse Grsined,04'sve D95S7 Method B 11.0 922.Q � � � 1 � 3 � M�ISTURE-DENSITY RELATIQNSHIP RESULTS : wAc��ote�nn�ca�wac Project�o. Dr�wing Na. �+ �+ Project No.14-932 1481-127-16 1 L.►(�n��r�� 1.�+�}�SiU��t�n�� Ca11e Tiara . � � � � i � I a ! I �,aoo; I I , I � �,soo � � � � � � �,aoo � i E � i # � � � � � �r��d� ca.. � � � 4 � E � � � � �-- 2,OC10 � � � w x � i 3 1,�00 � � � � I � 1,0(�0 � 500 E ¢ � i ' j 0 p 1,040 2,OC1a 3,0�0 4,000 � j su�cHaR���aEssuR�,��� � � � � li � . BORINt�Nd. . B-2 DEPTH(ft} � � DESCRIPTIC7N . Sandy Glay(CL),Fine to Coarse Grained,Olive CUHESION(psf� . 280.0 FRlCT1�N ANGLE(degrees} : Z9.0 MOISTURE Ct�NTEhIT(°lo} : 15.0 DR`Y C}E[�JSITI'(PCf� • 88.9 � NOT�:Ultimate Strength. � E � � T T � LT _ wAc Geotecr,r,;ca1 wRc Project Na. �rawing�o. '"� �'� �+ /^► Project Nc�,14-932 � � � $p L.�{�n�'��`�� �,✓Q�S(„��tC'���� Calle Tiara 1�-$1-'t27-18 2 �.:� Project tD:14-81-127-1&WAC 14-932.GPJ;Template:DtRECT SHEAR � � ' 300$C�RA�IGE AVENUE SANTA A�lA,CALIFC�RI�IA 9�707 pHor�� (���� s�.�-7��� �ra: DAiE: 8/11/14 w�c��a�rECH�ica� �900 ADAMS STREET,STE. C-35 P.�. NC): TRANSMiTTAL RIVERSIDE.CA 92504 LAB NC}. 8-7505 SPECIFICATIQN: CA-�17J42�/6A�� ATT�J: DAVE BALLINGEf� MATERIAL: S(JiL Project#. �4-932 Apn#:919-24�-001, Calle Tiera Lacation: Temecula,CA Client: K.W.N. Investments A LYTI L E P RT G4RROS1�}N SERIES SUMMARY t��l�ATA . pN SOLUB�E SULFATES SC�LUBLE GNLORIC►ES MIN. 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Sel�ected parcel(s}: 919-�4�-001 �IMPC?RTANT* Maps and data are to be used for reference purpos�s only.Map features�re�pproxirnate,and are nat neces�sariiy accurate to surveying or engineering�tandards.The County of River�ide makes nc�warran#y or guarantee as to the content(the source is�ften third party),accuraey, timeliness,or cc�mpletenes�of any af the data provided,and assumes no Ieg�E respansibility far the information contained on this map.Any use of this product with respec#ta accur�acy and precision shall be the scsle respon�bility of the user. S�'ANDARD WITH PERMITS REF'C}RT . w . e _ , , , OW�JER NIAME N(7T AVAILABLE ONLINE �� .... , , m . ... . , . 1/f� 8I1I�014; , �.,rv,v,...,..v�...,_._ �. � _. x. _ _ �: � _ . v _ MAILING ADDRES� (SEE C7WNER} 24421 JEFFERSON M URRI ETA CA.92562 , �•,.. ., ... . . . - - , .�. . . � .. _. : .. , _ � �oT s�zE REca�a�a�r�-r siZ��s o.sa�ac��s � ,�� . . . � _ : _ . __ : � THOMAS BROS.MAPS PAC�IGRiD PAGE:95�GRIC3:C2 � � .� ;F. __ _ � , — � M CH JOiNT PQWERS AUTHGFtI �ItJT IN THE JURISC3IGTICtN OF THE MARCH JC31NT POWERS AUTHC)RITY 3 �� . . SUPERViSC)R;IAL C1ISTRICT�01�1 fC3f�a.813) JEFF ST�NE, DISTRICT 3 , . ,,. .... .; .a , � 4 - w . _. . . . � _, . , � ..� � ,. , _ TC�W NSH1P/RANC� T7SR2W SEG 29 . . . . ,�,.s� � . a • e , �, � • � � � �, �: . , � PREVIC3US AP'N 205-208-022 L � , , � < .: ;. . SANTA ROSA ESCARPMENT Bt3UNDARY NOT IN THE SANTA ROSA�SCARPMENT BC}UNDARY CQMMUNITY ADVISO "1(C�DUNCILS NOT IN A C4MMUNITY ADVISQRY CflUNCIL AREA _._ ., w.,a. , .. ._ 216 V/IILU�'7` Y 1!t YLi�JlLcn a/�✓�w�[a'v�w � �y � ..__ �� ■ � � .��Y■ 'y��� • ^ . . . ._� -� .�. .�.� . '. .., ' .a ' _ ,. . ...m.. .�..,. .. .._u.K... .. Z��'�V�'Y l 91[�ZV ������Y d"ilY M . . . NOT IN A ZONING D#STRICT/AF2EA � -•- :.:- , HISTOR�C PRESERVATtC}hi DISTRICTS �lt7T IN AN H1STC7RIC PRESERVATION DISTRIC�" � .. . .. .. .... ..�..... .., ,� ....�,. � �. . ..;. .,>. .ry ....._. �. �..� u�.�. ... - . �n,y . �- � a'� m, ,�. .$ .: ,.i ._ � �t> ' .>. . .�,. � V��i Vf V—i��9 RiY��i ii� � NO7 IN A�1 AGRICULTURAL PRESERVE ,� , .._ . � „ r . � � K y .� . _. _ . . ., ,. , , .�- , � _ �� . .. ..:.. �. � .A m.,, . ,� ...� , ,. �: AIRPt�RT INFIUENCE AREAS FRENCH VALLEY � . . - :� , . . ,. . _ . .. , , , . . . � "•" � � _ . _F-.. . � ENVil4t)NIVIENTAL . � .� � _: � , _ _ , .. , � . _ _ . . . t � . �. � . .� . � � _ � £ . � , . � � , . , �, < < � . . � CVMSHCP FLWfAL SAND TRANSPORT SP'ECIA�PROViS10N AREAS N�T IhJ A FLWEAL SAND TRANSPt7RT SF'EGIAL PRt7VISIC7�!AREA � , .; . _ : ;� ,, = s,- .: - 4 -. _ � �.� 4�.�.- � WRMSHCP CE�L NUMBER NCJT IN A CELL �� �� - � - :. : � , : t: vE+'VETATION(2005) DEVELt�PEDIQISTURBED LANL7 FI � � � _.. ,.� ... - .,...� .F...: ��.�. � ....... .�... � .. �....:_ �..�. .... . . . .. ... 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