HomeMy WebLinkAboutBook 1 Pages 44-46 Parcel 8 Precise Grading (Calle Elenita) CITY �F TE ECtJLIa
GENERAL NOTES: PC}FZ. OF F�AR�✓EL �, F�. M . BKo 1 PA�ES 44-� 'C) PRO✓EG'T a,G �
L�CATI�N �,
1. THE PROPERTY OWNER, ENG4NEER AND CONTRACTOR SHA�LADHERE TO THE CITY OF TEMECULA'S STANDARD N+�TES AS SPECIFlED IN p c -*
APPENDACIES D, E, F ANd G OF THE "ENGINEERiNG & CONSTRUCTION MANUAL" (i.E. BEGTION 6-2} IN ACCORDANCE TC> CHAPTER 18.05 6F THE (-" ��C�tJ E F�AD i �!G F'L�N CALL£ ELENlT ��i��'�
"CQNSTRUCTION GRADING AND ENCRAdCHMENT" ORDiNANCE NG. 13-01. COPIES OF THE NOTES SHALL BE AVAILABLI� ON SITE A1"A��TIMEB � ��
DURING THE CONSTRUCTION OF 7HE PRpJECT.
2. TNE DEVE�OPER IS F2EQt11RED 70 ENTER INTOA CULTUF2AL RESOURCES Tf2EATMEPlTRGREEMENT WITH THE PECI-IAiVGATRIBE. THIS Zm�inp� �R�TA � �P
AGREEMENT WI�L AODftESS THE TREATMENT AND DISPOSl7IpN OF CULTURAL ftESOURGES AhlD HUMAN ftEtNAINS TH!AT MAY BE IMPACTED AS �
A RESULT OF THE DEVELOPMENT OF THE PROJECT,AS WELL AS PROVISIQNS FOR TRIBAL MONITpF2S MPR R�P� �
3. A 30-DAY PRECQNSTRUCTION SURVEY, IN AGCORpANCE WITH MSHCP GUIDELINES AND SURVEY PRpTOCOL, SHALL BE CONDUCTED PR10R .' � '°
TO GROUND DISTURBANCE. TNE RESU�TS OF THE 30-pAY PRECGNSTRUCTiON SURVEY SHALL BE SUBMITTED TO THE' P�ANNING DIVISION curivE oa a �� � �/iL1FaRN�A � ,�S�P �1 �y �
PRIOR TO SCHEDULING THE PRE-GRADING MEETING Wl7N PUBUC WORKS. S I T E P L�T R=asss.aa� �7=--------- (
fl=3°73'b4" ('jQ'�V4i� .A
�=aT.7s� ,nn � IRRIGATION EASEfv1ENT �R p�
A. TRIBAL MONITORS FROM THE PECHANGA TRIBE SHRLL�E A�IOWED TO MONITOR A��GRADING, EXCAVATION ANG GROUNDBREAKWG NTS � aka3'iRR3carioN eAseMENTTp �,
, � SHEA HOMES�IMITED PARTNERSHIP (Zp/JCNd
ACTNITIES, INCLUdINGALIARCHAEdLOGICAI.SURVEYS,TESTlNG,ANDSTUDiES,TOBECqMPENSATEDBYTHEDEVE:LOPER. (�(� ^$"f� �T '1LANDSCAPEEASEMENT ,� i PERDOCUMENTREC.?-29-2664
F V 1 \ D� I I'l�� r /' (TO T.C.S D.PEi2 DEED 1' AS DOC.#2�b4-p5$9647 ��
5. A��SACRED SIFES ARE TO BE AVOIDED AND PRESERVED. � �� (Rec.s-7-2oozas ! / '-' �p.N� � ROAD
� DOQ#2002-3tl8584 i �
S�E SHEET G 2 ��'�� ii , '%� -�. ��� �o 0
6. IF CULTURA�RESOURCES ARE DISCOVERED OURING THE PROJECT CONSTRUGTION (INADVERTENT DISCOVERIES),A�L WQRK IN TME AREA ,�f ,' �,'i�%i" ..._ — � 0 R
, � � i ;,� r ,,, � �1�AG E I.A
QF THE FWD SHP1lL CEASE,AND A QUALIFIED ARGHAEQ�OGISTAND REPRESENTATiVEB OF THE PECNANGA TRIBE SHAL�$E RETAINED BY THE ,O� % , ��� / � Sp ��L��pO �j0
PROJECT SPONSdR TO INVESTIGATE THE FIND,AND MAKE REGOMMENDATIONS AS TO TREATMEN7AND MITiGATION. ` / , y / � � �E M�TH � ��
,� / 5 q �
7. A QUAUFIED ARCHAEOLOGICA� MONITOR WiLI BE PRESENT AND WIIL HAVE THE AUTHdRITY TO STOP AND REDIRIcCT GRADING ACTNITIES, x >�s`4a�, '�� / � � ��,2, � 0. ?9
W GC)NSULTATI4N WlTH THE PECHANGA TRIBE AND THEIR DESkGNATED MONITORS,TC7 EVALUATE THE SiGNIFICANCE OP ANY '' � �
Y. \ � /G1dL.h�� � �� �� m
ARCNAEO�OGlCAL RESOURCES pISCOVERED ON THE PRCiPERTY. /`� � \`��`>°' �� ���� ` �` �
� .`� . a x ��;s�b ap��!�� ¢ �0 �
x x x a� F � q
�ASE ENT F 2� .9�, �
8. IFATANYTIMEDURINGEXCAVA710N(CONSTRUCTiON OFTHES3TE,ARCNAEOLOGICAUCULTURAL f2ESOURCES, ORANYAR7iFACTSOR Rv onrr, R.s�Ftvt�n�i �ii�V��af�, >$�, , N
,. �ess.00� x , F � �a oa � r � � ;, �~ �..
OTHER OBJEGTS WHICH REASONABLY APPEARS TO BE EVIDENGE OF CUl7UF2AL OR ARCHAEOLOGiCAL RESOURCE AFtE DISCOVERED,'fHE a 7 ss�s3^ ' ` � 'r��a�"o��ae°� �. T '"� "� ,,�,, ���,,,,�, --�'`
PRQPERTY OWNER SHALL IMMEDIATc�Y ADVISE THE C1TY OF SUCH AND THE CITY SNA�L CAUSE ALL �URTHER EXCA\tATION QR OTHER �y ,�,� C-ANDSCAPE EASEMENT / � � 2�5.85� � r x'^:"x �'�834'^ "x `,�-"`� �, ,.*`e"fi`�°� $TA7E
J- '"'
C?ISTUfdBANCE OF THE AFFEC7ED AREA TO IMMEDIATELY CEASE. THE DIR�CTOR OF COMMUNlTY DEVELOPMENTAT FIiB(HER SOLE pISCRETION x , raT.c,s.o.pER oeep ' � a ` :o. x" " , ','N,X2�a����� �o at�`,--�c
� ` � REC 10-02-2008 AS � r � v � � ,< � ^^'
MAY REQUIRE THE PROPERI`Y OWNER TO �EPOSITA SUM OF MONEY IT DEEMS REASONABLY N�CESSARY TO ALLOW THE CITY TO CONSULT L�� � DOQ#20�8-0534693 ! °' x ' ' � ' � ' � ti, � a �'�I/T��
ANQIOR AUTHQRIZE AN INDEPENDENT, FULLY QUA�IFIED SPEGIA�IST TO ihlSPECT THE SITE AT N� CO3T TO THE CITY, IN ORDER TO ASSESS �` "/ ' �s�Y x M / x x X"�"'� � N OR�H � � �j � � T � � � �
THE SIGNIFICANCE OF THE FINQ. UPON DETERMINING THRT THE DISCOVERY IS NOT AN ARCHAEO�OGICAL!CULTURAL. RESOURGE, THE ` / < . ����.+ • , •x x x�`� / `�/ � � ,°��
PLANNING DIRECTOR SHA�L NOTIFY THE PROPERTY OWNER OF SUCH DETERMINATION AND SHA�IAUTHORIZE THE RESUMPTION OF WORK. � � � ` " � � �` 9� � ` ` �ry ``r � � �`*,� n
� x .: r .r r y+ x ,r i rfi� 6 � ' y 1 s.J
!�'� / �� . > x � i � , ;3 ,x -r, r. o'a �i �`LI . _ �.. \ �.
UPON DETERMINING THRT THE DISCOVEFZY IS AIV ARCHAEOLOGICAL(CULTURAL RESt7URCE, THE PLAPINING DIRECTOFt SHALL NOTIFY THE r y x x x e �a - ' 8 % �n; 6�j�<' ,�r? Nm ACCESS E SE T �,
PROPERTY QWNEft THAT NO FURTHER EXCAVATION OR DEVELOPMENT MAY TAKE PLACE UNTIL A MlTIGATION PLAN OR OTHER CdRRECTiVE �� . . r � � � , ,. � �� � �N PRIVA7E ACE S EAS e rr
MEASURES HAVE �EEN APPROVED BY THE P�ANNING DIRECTOR. � ` ' � ' ` ` ` ' ' x i `� t �' �� aeR rRacr N�,. azo \
J ��tb �(/ '- � x ,c � x ,. �x�x�„ r. /g � 7� � i� �m PER MB 320?79-87 �
9. 7HELANDOWNERAGREESTORELiNQU1SHOWNERSHIPO�ALLCULTURAL'R�SOURCES, WCIUDINGA�LARCHAEOLOGiCALARTIFACTSTHAT �'�� �✓'a`�'� � ' �`�x�x�`� r� �x����x�xj=0a� � � , ��� � LEriALDESCRJPTJOIV.' �
� � z ,
� i x x � i � r. �e ✓. o
ARE FOUND QN THE PROJEGTAREA,TO THE PECHI�NGATRIBE FOR PROPER TREATMENT AND DISPOSITION. �'��� Y„ X � x x x � x /.��' ' zZ � 2 THAT PORTfON OF SECTION 29, TOWNSHIP 7 SOUTH, RANGE 2 WEST, SAN
. , �� F F �: � >< > ��x /ory6 � >''�
ij � . x F r r ;:. ;: , F /y,y � � �t � ' �� r' BERNARDINO BASE AND MERIDIAN, IN THE GTY OF TEMECULA, COUNTY OF
10. NO GRUSBlNGICLEARING OF THE SITE SHAIL OCCUft PRIOR TO SGHEOULING THE PRE-GRRDING MEETING WITH PUBUC WORKS. ALL � �� �r� � � � � � �r� �x�� � � � , > RIVEas�DE, S7AT� oF CAUFORwA, AS SHowN ON PARCE� 8 oN Fl�e iN BOott !,
� � � � � x � ; >� �. /� PAGE 44 OF PARCEL MAPS, IN THE OFFICE 6F 7HE COUNTY RECORD£R OF SAlD
PROJECT SlTES CONTAININ� SUlTABLE HABITAT FOR BURROWING OWLS, WHETHER OWLS WERE FOUND OR NOT, ftE��UIRE A 30-DAY = f� > >- � x � �> . � � x �,�� '�' � �^ �� " ANDSCAPE EASEfNENT �
. "� r F � . , r a N, z , „
� PRECONSTRUGTION SURVEY THAT SHALL BE CONDUCTED WITHIN 30 DAYS PRIOR TO GROUND DISTURBANCE TQ AVC��ID DIRECT TAKE OF � " � / ����' � � >' � � ro sHenHOMes��r�ireo � � � CoUr�Tv, DESCRiseo AS Fo��oWs:
. ., ,: r z i ,r � x . ,. r, Q, �o v. � ,
BURROWING OW�S. IPTHE RESULTS OF THE SURVEY INDICATE THAT NO BURROWING OWLS ARE PRESENT ON-SITE,l'HEN 7HE PROJECT MAY ;� �°ds'os^e �a.�7� '� x ` ` ` , �" /�,� ����" � �`,�' r�� PARTNERsr+ia,aerx oeeo �Z � ' �
, '�'x"x"x";, „ ^,,x��'x" yMb $C�,� ? r ' - RE42-OS-2003,ASDpC.#2003-084526 ' �EGINNING AT THE NORTHEAST CqRNER OF SAID PARCEI $; THENCE SOUTH O°
MOVE FORWARD WITH GRADING, UPON PLANNING DNISIQN APPRCVA�. IP BURROWING OWLS ARE FOUND TO BE PREcSENT OR NESTING � < . , < � . , , x yary zf � � ' >' auirc�airvaeo av ooc#a.o�s-oassss� � ` `� 27' 48" WesT, 294.61 FEET ON THE EAST LINE TNEREOF; THENCE NORTH 84° 32'
� ���� r z f x s � � ,: r v �c� � .� i �`,; � DATED:t0-6-2016 ("L" WEST, 309.35 FEET PARALLEI W17H THE NOR7H IINE OP SAlD PARCEI.;
ON-SiTE DURING 7HE PRECONSTRUCTION SURVEY, THEN THE FOI.LOWlNG RECOMtv1ENDATIONS MUST BE ADHERED";O: EXC�USION AND , � �y, � , , r , , , � , �,� � ; � ^
RELOCATION ACTNtTiES MAY N07 OGCUR DURING THE BREEDING SEASON, WHIGH IS DEPINED AS MARCH 1 THROUGti AUGUST 31, WITH TNE " x ' : , ' �" v
/� > .� x � � x x � x, ��,�� � t � � � � ' Z� THENCE NQRTH 49° 13� (O" EAST, 386.3$ FE6T TO A POINT ON THE SAID NORTH
FOLLOWiNG EXCEPTION: FROM MARCH 1 THROUGH MRftCH 15AND FROM AUGUST 1 THROUGH AUGUST 31 EXClUS10N AND RELOCATION '� , , ` „' �" � ,',' , x x yw ��;`� � � � , a
ACTIVITIES MAY TAKE PLACE IF IT IS PROVEN TO THE CITY AND APPROPRIATE REGULATORY AGENCIES (IF ANY)THAT EGG L.AYING dR CHIGK j'A C�ENGTH , , , , .^ � �. , , x ��,��: ` � 7^, I.�NE, NOR'rH 89 32' i2" WesT, 59.35 FEET FROM THE P6iNT OP BEGINNING;
x x / i ; ;. >� �F :: v xeq, y � � � � � THENCE SOUTN $9° 3'L' i2" EAST, 59,35 70 TME Pa1NT Or'� �E{�i1NNI�dG.
REARING IS NOT TAKING PLRCE. 7HIS DETERMiNATION MUST BE MRDE BY A QUA�IFIED BIOLOGIST. /�� n=3°ao�2e'• , � , x x y,, ,� �y�l � � .
, v s
/ �.=sa.se x x x � '
f F x ,� ,� x x x x�� ��t�\� ✓� � ... . .
� � � �` ' ,a �Y y xx���� "3?�� , � �� . , ��������� ' ������� EXCEPTING THEREFROM 7HAT PORTION AS OFFERED AND ACCEPTE6 8Y THE
� i i x r i �
R ROOF R� � � <�, x h x� < r < � h� �: �$�59'4 ^y� CITY OF TEMECULA 6N tHA7 CEftTAIN "OPFER OF DEDICATION-R6AD PURPOSES"
/� i �'y`»'�9$`��� 6`�y``r 25.8G'-"� b� N6srj36�`�?�_,,.'n' RECORDED AUGUST (9, 2004 AS (NSTRUMENT N0. 2004-0656475, OPFICIAL
PROPGSED RESIDENCE � 6�48"W 25824' RECQRDS.
,p� FF 55.84 30923'
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� FFaa.So (�sao} 3i906 CALLE ELENITA
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�.�r�r��A����is���� _. �.., & _ z J,,: ,-' _ _ t,aao) �/ /A TR ( _T ( /R� ` 'Tr`�y QUANTITIES
�PR3Pf?SE-6�GRRRGE � �V 1 tl� 1 1 !� i✓ 1 I \d A Y � V B {�V v
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REC.�'rT-26C12 fiu a ,--- $ _ �F�5-33:D � •
[�p�#2E3£i�349S84 g" _,� �c�z.o�zs�— � 5,399 SF
.: _ . .. �. ✓ :.t ._ :: .: :: "" __�� -�::.(1330)
g,��-'` ...: + l_ _ .: ; _ B{� CONSTRUCT CONCRET OV DT CH PER DETA L H REOiNS R 211 LF
_.: _. EPQRT
� ' " � �C CONSTRUGT RETAINING WALL, UNDER SEPERATE PERMIT 404 LF
�.� 1 -: -.r t R� ��
„�._ -� `a R �� i{�a2o�
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__ D� CONS T DRiVEWAY APRON PER COT STANDAR 207 121 SF
_ _ _ _ _ .- _ _
?C-SECTION A-R` E� iNSTA�L 12"x12" CATCH BASiN NDS 1200 OR EQUAL 3 EA
F{� IN57ALL 6"x6" GRATE NDS 771 OR EQUAL 3 EA
"� PROPOSED G� INSTALL 6" DRAIN PIPE S=1% MIN. 205 �F
� N o RESIDENCE
g � �b e � U B� � FFd4� �H EXISTING DOMESTIC WATER METER TO BE USED FOR THE PROPOSED FZESIDENCE 1 EA
(,ry FG4A.�t �I kNSTALL SEWER LATERA�WlTH CLEANC?UT PER EMWD STANDARD 1 EA
°` � z C� �J INSTALL 6" POP UF EMITT°E12, NDS MODEL 620 OR EC2UAL 1 EA
- -�,aao> X o � K� DAYLIGHT 6" PIPE WTO EXISITNG GONCRETE V-DITCH 1 EA
-- � �'' - `��1 ERSEMEN7 W �°�p ' ��3��� L� RELOCATE EXISTING IRRIGATIQN CONTROLLEF2AS SHQVVN OUT OF DRIVEWAY 1 EA
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C4NC'r�ETE SCALE: 1 "= 20' 'f '�
/`
` (PER 20i3 CBC 1804.3) N7S EXiSTING CON70UR �2200�
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RELOCATED �,� f /i ��� / ;, � �- .— � � �s\e��\�i\��ij,��r\��i� � �lIGH POlNT HP
ift va�vE f �. � � �j Q. er-��� l � % /� ! � �xisrir�c sioew��K � .. i, �,/��/� PROP FLQW LiNE
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� � ' � �� � j �� j � / / � I \ NOtE: [F SWALE 1S IESS THAN 1Q FEET FROM
� BUILDlNG, THEN MINIMUM S'NALE FZOW SHALL BE 2%
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� �� � (� �r �� �� �� a�, ;� �� /` / AND GUTTER PROP. FINISHtD „URFACE FS 50.5
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, � r x x� ��% � �'` - r� � �� % ��'i.'; � , ,v� ; � P s,.
�/ � ,i � x x � - . , .,._..---- „ , / � , . —4t3ts1--- ,q . / i � � � � U ,� �j` ,� ..-- � UNDER SEPERA7E PEftMIT min.
� � �� x x x � r � ; � r---_ �� s _ � o � a� .-. �'` v��✓ � a° PRoaose�z.��max> PROPOSED STRUCTURE
i . ? ;%' `, , v.� . �' f PL CURVE DATA '�i f/ , i ._ . _ ss 2� � � �' \. �.r � '+ C� min.
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,- � � `4' � x x, x x y x�� � ,,,,, -' `, �'' � %��// -�i,�/.�' �,,/ i/��,'� _ _ _ .._.. � "�i ,-r'S��' �, � . X EXISTINGF! EHY RANT �'* �" �jr��' �7;'� 3�/��r�f �����j �f'%;�s
- � f � � x k x x x r ..- , , // �-- � _. � � °r�,k., TE IN PLA ` PROP09ED
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s � '! `; A `x� `xx �:xx��'�,� �' '�i,�� I�i� �i"`�,/��/, � l' _ ` ��� _,,,� � '� �` � �r �`.A ' ��+ �� DEPTH VARIES � . .. -
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__ _ _. __ _: _ ._ _ __ _ __ __ _ __ _ _ _ ___ _ _. _ _ __ _ _ _._ _ . _ __
_ . .
' W. C. HOBBS, CONSULTING ENGINEER
� 33892 COPPER LANTERN, UNIT A
DANA POINT CALIFORNIA 92629
(951) 660-9800
Date: December 15, 2015
Project No: 15038-1
Buzz and Sandi Siler
84y Carriage Road
San Marcos, California 92069
Subject: Limited Preliminary Geotechnical Evaluation,
Proposed Single Family Residence and Grading,
Calle Elenita, Temecula, California 92544, APN 957-310-030
Dear Mr. & Mrs. Siler,
Pursuant to your authorization, a limited preliminary geotechnical evaluation was
conducted on the subject site in accordance with the 2013 California Building Code,
Section 1803.5.11. Attached as Plate 1, the Geotechnical Map is a reduced image of
the topographic map indicating the proposed location of the residence, driveway, and
pertinent geotechnical information.
Scope of Work
r The scope of work performed for this study included the following:
1 . Onsite observation and documentation of existing site geometry and any existing
grading that has taken place with respect to the location of the proposed residence.
2. Excavation by hand into the existing grades for sample recovery for laboratory
testing and observation of subsurface conditions.
3. Engineering analysis of test results to develop design specifications for grading
and preliminary foundation design.
4. Preparation of report of findings, including conclusions and recommendations for
grading and minimum foundation design.
�
Mr. & Mrs.Siler, Preliminary Geotechnical Report Page:2
, Project No: 15038-1
Executive Summary
This investigation has been conducted resulting from a 2013 California Building Code
Chapter 18 requirement for preliminary geotechnical investigation being conducted for all
projects in Seismic Category D. This investigation will address geotechnical conditions
existing on the site as they may pertain to a proposed single family residence that is to
be constructed in the vicinity of the northeastern corner of the parcel. It is our
understanding that the residence with by a typical single or multistory type V structure.
Contained herein also are preliminary recommendations for foundation design for the
proposed residence.
Site Description
The site consists of a roughly triangular parcel located on the northwest corner of the
northern end of the cul-de-sac, Calle Elenita. It appears to be a remainder parcel from
adjacent tract development. A flat pad area exists atop a number of cut slopes that
descend to La Serena and the adjacent tract development southeast and south. The
site, with the exception of the flat pad area, is currently landscaped for slope protection
and or beautification. Please refer to the Geotechnical Map, Plate 1, attached to the
back of this report for additional information regarding site specifics.
Field Work
Field work on the site consisted of observation of a single excavation made by hand
operated equipment for recovering samples of representative earth materials for
laboratory testing and observing the conditions of the soils in the pad area. Also,
observations were made of nearby excavated slopes in road cuts and on adjacent sites
to establish uniformity of conditions on the site.
Observation of the excavation indicates the site, where work is proposed, is underlain by
a very thin mantle of topsoil, on the order of 1 foot, and transitions quickly to a more dense
undisturbed bedrock type material. The USGS Geologic Map of the Bachelor Mountain
Quadrangle indicates the formation underlying the site to be the Pauba Formation. It is
a medium grained sandstone, dense to medium dense where near the surface.
Laboratory Testing
Testing of recovered soil sample (representative of the area) consisted of a laboratory
maximum density test (ASTM D1557-12), Expansion index (ASTM D 4829). The results
of testing are indicated in Appendix A.
W.C. HOBBS, CONSULTlNG ENGINEER
Mr. & Mrs. Siler, Preliminary Geotechnical Report Page: 3
„ Project No: 15038-1
CONCLUSIONS AND RECOMMENDATIONS
Conclusions
General
The development of the site as proposed is both feasible and safe from a geotechnical
standpoint provided that the recommendations contained herein are implemented during
design and construction.
1. According to the topographic map and consultation with Civil designer, the
proposed pad and residence construction will occur approximately at the current
grades near the top of the existing knoll on the southern portion of the site with
driveway extending northward and connecting to Calle Elenita.
2. Observation of excavation and surrounding cut slopes indicates that suitable
material for support of fill and or structures is near the surface on the site. Earth
materials on the site are also suitable for use as compacted structural fill.
3. Observation, classification, and testing indicate that the near surface soils have a
very low expansion potential (E1=9).
- Please refer to Plate 1, the Geotechnical Map for site geometry and corresponding
relationships of earth units described in this and the following section(s). In general, the
entire subject site is underlain by Pleistocene-age Sandstone bedrock (Morton & Kennedy,
2005).
Pauba Formation (Map Symbol —Qpsf)
The Sandstone member of the Pauba Formation bedrock was exposed at the ground
surface. This unit can be described as Brown, moderately well-indurated, cross-bedded
sandstone containing sparse cobble- to boulder-conglomerate beds. It is dense and
becomes more dense with increasing depth. This unit directly underlies the
aforementioned topsoil and the remainder of the site.
W. C. HOBBS, CONSULTiNG ENGINEER
Mr. & Mrs.Siler, Preliminary Geotechnical Report Page:4
. Project No: 15038-1
Conclusions, continued
Liquefaction
Soil liquefaction is the loss of soil strength due to increased pore water pressures caused
by a significant ground shaking (seismic) event. Liquefaction typically consists of the re-
arrangement of the soil particles into a denser condition resulting, in this case, in localized
areas of settlement, sand boils, and flow failures. Areas underlain by loose to medium
dense cohesionless soils, where groundwater is within 30 to 40 feet of the surface, are
particularly susceptible when subject to ground accelerations such as those due to
earthquake motion. The liquefaction potential is generally considered greatest in
saturated loose, poorly graded fine sands with a mean grain size (Dso) in the range of
0.075 to 0.2mm. Typically, liquefaction has a relatively low potential at depths greater
than 45-ft and is virtually unknown below a depth of 60-ft.
Procedures outlined in two publications, 1) The Guidelines for Evaluation and Mitigation
of Seismic Hazards in California, Special Publication 117: Department of Conservation,
Division of Mines and Geology (1997); and 2) Recommendations for Implementation of
DMG Special Publication 117: Guidelines of Analyzing and Mitigation, Liquefaction
Hazards in California: Southern California Earthquake Center University of Southern
� California (1997), provide for a "screening study" in lieu of a complete liquefaction
analysis.
It is our opinion that, owing to the absence of shallow groundwater and the dense to very
dense granitic bedrock underiying the subject site, liquefaction and other shallow
groundwater related hazards are not anticipated, and further analysis appears to be
unwarranted at this time. Based on the above information, the liquefaction potential is
anticipated to be negligible.
Secondary Seismic Hazards
Due to the absence of mapped faults nearby, shallow groundwater, and the dense nature
of the bedrock, seismicallv induced ground rupture, soil settlement of the bedrock,
landsliding, rock fall potential, seiches and tsunamis are not considered potential hazards
of the site.
W.C. HOBBS, CONSULTlNG ENGINEER
Mr. & Mrs. Siler, Preliminary Geotechnical Report Page:5
. Project No: 15038-1
Recommendations
The recommendations contained herein are contingent upon the undersigned providing
the services listed in the COnStYUCt101t section in order to confirm design assumptions
and review the field conditions of any excavations for possible anisotropic properties. If
subsequent observation indicates that the conditions are different than those indicated in
this report, additional, or modifications to the recommendations may become necessary.
Site Grading
General
Although there is no grading plan available at this time, consultation with the Civil
Consultant indicates that the exisitng pad area is to remain with excavation beneath the
proposed residence to provide earth materials for fill to construct a driveway onto and
around on the site. It is estimated that the grading will utilize all excavated materials into
the driveway fill area at the northern portion of the site. No import or export of soils is
anticipated according to the proposed grading plan.
_ Site Specific Grading
A representative of this firm shall be present to observe the bottoms of all excavations.
- A representative of this firm shall be present during all fill placement operations to monitor
and test as the earth materials are being placed. This observation and testing is
intended to assure compliance with the recommendations of this report as well as project
specifications as they relate to earthwork construction, County and State ordinances and
Table 1705.6 of the 2013 California Building Code.
Onsite soils derived from excavations will be suitable for use as structural fill provided
they are free of large rock (8" or larger) and organic debris or construction waste.
Approved fill material should be placed in 6 to 8-inch loose lifts, brought to optimum
moisture content, and compacted to a minimum of 90% of the maximum laboratory dry
density, as determined by the ASTM D 1557-12 test method. No rocks larger than 8
inches in diameter should be used as fill material as they inhibit the compaction process.
Rocks larger than 8 inches, if crushed, may be used as fill material. Organic materials,
asphaltic concrete or oil bearing surface aggregate should be removed from the graded
area and in the case of oil bearing materials, removed and taken to an appropriate dump
site that is designed to handle such.
Rocks larger than 8 inches may be set aside for re-use as energy dissipaters at the
terminus of approved drainage devises where concentrated flow is returned to sheet type
flow (low energy).
W. C. HOBBS, CONSULTING ENGINEER
Mr. & Mrs. Siler, Preliminary Geotechnical Report Page: 6
_ Project No: 15038-1
Recommendations, continued
No structural fill shall be placed within the building area on any ground without first being
observed by a representative of the company providing this report and then providing
written certification that the ground is competent and prepared to receive fiil.
In the case where the building is transecting or very close to a cut fill transition line, the
cut side of the building area shall be over excavated such that there is a 20 percent
maximum difference in fill thickness over the entire building area. That over excavation
shall also extend a minimum of 5 feet beyond the building line, or to an extent equal to
the thickness of the fill, whichever is the greater. In all cases where a transition line
occurs in a building area, the minimum thickness of fill for the over excavated side is 3
feet.
All earthwork should be done in accordance with the specifications contained in Appendix
C. Additionally, it will be the responsibility of the owner and or the grading contractor to
provide this firm with schedule information for grading activities that require obseryation
and testing. It is preferred that we have a minimum of 48 hours of notice for such.
Bearing Value and Footing Geometry
A safe allowable bearing value for foundations embedded into observed and competent
_ native ground is 2,500 psf. Continuous footings should have a minimum width of 12
inches and depth of 12 inches and conform to the minimum criteria of the 2013 CBC for
very low expansive soils (EI=5). The use of isolated column footings is not discouraged,
however, where utilized, should have a minimum embedment of 18 inches below lowest
soil grade. The minimum distance of the bottom outside edge of all footings and any
slope face shall be 5 feet. All footings should be embedded a minimum of 12 inches into
observed competent native bedrock materials or properly compacted fill, regardless of
depth below the adjacent ground surface.
Settlement
The bearing value recommended above reflects a total settlement of 0.5" and a differential
settlement of 0.5" within a horizontal distance of 10 feet (U240). Most of this settlement
is expected to occur during construction and as the loads are being applied.
W. C. HOBBS, CONSULTING ENGINEER
Mr. & Mrs. Siler, Preliminary Geotechnical Report Page: 7
_ Project No: 15038-1
Recommendations, continued
Concrete Slabs
All concrete slabs on grade should be 4 inches thick, nominal. They should be underlain
by 2 inches of sand or gravel or approved non expansive onsite materials. Imported or
approved onsite materials may be utilized for this purpose. Contractors should be
advised that when pouring during hot or windy weather conditions, they should provide
large slabs with sufficiently deep weakened plane joints to inhibit the development of
irregular or unsightly cracks. Also, 4 inch thick slabs should be jointed in panels not
exceeding 8 feet in both directions to augment proper crack direction and development.
Reinforcement
From a Geotechnical standpoint, continuous footings should be reinforced with a
minimum of one number 4 steel bar placed at the top and bottom. In no case should the
content of steel in concrete footings be less than the recommended minimums of the
appropriate sections of the A.C.I. standards. Slabs should be reinforced with a minimum
of number 3 steel bars placed at the center of thickness at 18-inch centers both ways
(CBC 2013). These are considered minimums and additional requirements may be
imposed by other structural engineering design requirements.
- Concrete
Type V portland cement concrete will not be required for the subject site.
Lateral Loads
The bearing value of the soil may be increased by one third for short duration loading
(wind, seismic). Lateral loads may be resisted by passive forces developed along the
sides of concrete footings or by friction along ihe bottom of concrete footings. The yalue
of the passive resistance for level ground may be computed using an equivalent fiuid
density of 300 pcf for level ground. The total force should not exceed 3,000 psf. A
coefficient of friction of .40 may be used for the horizontal soil/concrete interface for
resistance of lateral forces. If friction and passive forces are combined, then the passive
values should be reduced by one third.
W.C. HOBBS, CONSULTING ENGINEER
Mr. & Mrs.Siler, Preliminary Geotechnical Report Page:8
. Project No: 15038-1
Recommendations, continued
Retaining Walls
Retaining walls should be designed to resist the active pressures summarized in the
following table. The active pressure is normally calculated from the lowermost portion of
the footing to the highest ground surface at the back of the wall. The active pressures
indicated in the table are equivalent fluid densities. Walls that are not free to rotate or
that are braced at the top (at rest) should use active pressures that are 50% greater than
those indicated in the table. Where retaining walls are greater than 6 feet of backfill
height, they should be designed to resist seismic lateral pressures in accordance with
section 1803.5.12 of the 2013 CBC. A seismic load of 20H should be used for design.
RETAINING WALL DESIGN PRESSURES
Slope of Active Pressure Passive Pressure
adiacent around
_ LEVEL 35 pcf 300 pcf
2:1 50 pcf 150 pcf
These pressures are for retaining walls backfilled with non-cohesive (EI<20), granular
materials and provided with drainage devices such as weep holes or subdrains to prevent
the build-up of hydrostatic pressures beyond the design values. It is imperative that all
retaining wall backfills be compacted to a minimum of 90 percent relative compaction in
order to achieve their design strength. Failure to provide proper drainage and minimum
compaction may result in pressures against the wall that will exceed the design values
indicated above. Surface waters should be directed away from retaining wall backfill
areas so as not to intrude into the backfill materials.
Retaining Wall Subdrains
Subdrains should be placed at the back of all retaining walls to achieve proper drainage
and reduce the possibility of increased hydrostatic pressures. Retaining wall subdrains
should consist of a minimum of 1 cubic foot per linear foot of gravel, placed at the heel,
and be separated from earth materials by a filter fabric or geotextile designed for that
purpose. The gravel should be drained by a minimum 4" diameter perforated pipe,
sloped at a minimum of 1% toward outlets spaced no more than 50 feet apart. Outlet
tubes through or around wall stems should be solid pipe, sloped to drain, and maintained
so to be unobstructed by earth, vegetation, or animals.
W. C. HOBBS, CONSULIING ENGINEER
Mr. & Mrs. Siler, Preliminary Geotechnical Report Page:9
. Project No: 15038-1
Recommendations, continued
Utility Trench Backfill
All trench excavations should be conducted in accordance with Cal-OSHA standards as
a minimum. The soils encountered within our exploratory trenches are generally
classified as Type "C" soil in accordance with the CAUOSHA (2007) excavation
standards. Based upon a soil classification of Type "C", the temporary excavations
should not be inclined steeper than 1 .5 : 1 (horizontal : vertical) for a maximum depth of
20-ft. For temporary excavations deeper than 20-ft, or for conditions that would differ
from soil classification of Type "C", the project geotechnical engineer should be contacted.
Utility trench backfill should be compacted to a minimum of 90 percent of the maximum
dry density determined in laboratory testing by the ASTM D 1557-12 test method. It is
our opinion that utility trench backfill consisting of onsite or approved sandy soils can best
be placed by mechanical compaction to a minimum of 90 percent of the maximum dry
density. The upper 1-ft of utility trench excavations located within pavement areas should
be compacted to a minimum of 95 percent of the maximum dry density.
Fine Grading and Site Drainage
Fine grading of areas outside of the residence should be accomplished such that positive
• drainage exists away from all footings in accordance with 2013 CBC�and local governing
agency requirements. Run-off should be conducted in a non-erosive manner toward
approved drainage devices per approved plans. No run-off should be allowed to
concentrate and flow over the tops of slopes.
Seismic Considerations
Seismic design of structures should be in accordance with design parameters set forth
Appendix B. Seismic Design Category D is used and the longitude and latitude of the
site were utilized in the tool to determine design horizontal accelerations and other design
parameters of the site.
W. C. HOBBS, CONSULTING ENGINEER
Mr. & Mrs.Siler, Preliminary Geotechnical Report Page: 10
. Project No: 15038-1
Recommendations, continued
Construction
W. C. Hobbs, Consulting Engineer, or a duly designated representative, should be
present during all earthwork construction in accordance with the standard specifications
contained at the back of this report, to test and or confirm the conditions encountered
during this study. In addition, post earthwork construction monitoring should be
conducted at the following stages:
• At the completion of final grading of the building pad so that a finished surface
compaction test may be obtained. Moisture content near optimum will necessarily
need to be maintained, both to maintain proper compaction and to prevent wind
erosion of the pad.
• At the completion of foundation excavations, but prior to the placement of steel
and or other construction materials in them. As a requirement of this report, the
undersigned must, in writing, certify that the foundations meet the minimum
requirements of this report and the building plans for depth and width along with
the earth materials being the appropriate moisture content and compaction.
' Backfilling of over deepened footings with earth materials will not be allowed and
must be poured with concrete. Consequential changes and differences may exist
- throughout the earth materials on the site. It may be possible that certain
excavations may have to be deepened slightly if earth materials are found to be
loose or weak during these observations.
• Any other pertinent post construction activity where soils are excavated or
manipulated or relied upon in any way for the performance of buildings or
hardscape features.
Supplemental Recommendations
If at any time during grading or construction on this site, conditions are found to be
different than those indicated in this report, it is essential that the soil engineer be notified.
The soil engineer reserves the right to modify in any appropriate way the
recommendations of this report if site conditions are found to be different than those
indicated in this report.
W.C. HOBBS, CONSULTING ENGINEER
Mr. & Mrs.Siler, Preliminary Geotechnical Report Page: 11
e Project No: 15038-1
LIMITATIONS
Our investigation was performed using the degree of care and skill ordinarily exercised,
under similar circumstances, by reputable Geotechnical Engineers and Geologists
practicing in this or similar localities. No other warranty, expressed or implied, is made
as to the conclusions and professional advice included in this report.
This report is issued with the understanding that it is used only by the owner and it is the
sole responsibility of the owner or their representative to ensure that the information and
recommendations contained herein are brought to the attention of the architect, engineer,
and appropriate jurisdictional agency for the project and incorporated into the plans; and
the necessary steps are taken to see that the contractor and subcontractors carry out
such recommendations contained herein during construction and in the field.
The samples taken and used for testing and the observations made are believed
representative; however, soil and geologic conditions can vary significantly between test
locations. The evaluation or identification of the potential presence of hazardous or
corrosive materials was not part of the scope of services provided by W. C. Hobbs,
Consulting Engineer.
" The findings of this report are valid as of the present date. However, changes in the
conditions of a property can occur with the passage of time, whether due to natural
_ processes or the works of man on this or adjacent properties. In addition, changes in
applicable or appropriate standards may occur, whether they result from legislation or the
broadening of knowledge. Accordingly, the findings of this report may be invalidated
wholly or partially by changes outside our control. Therefore, this report is subject to
review and revision as changed conditions are identified.
The firm that performed the geotechnical services for this project should be retained to
provide testing and observation services during construction to maintain continuity of
geotechnical interpretation and to check that the recommendations presented herein are
implemented during site grading, excavation of foundations and construction of
improvements. If another geotechnical firm is selected to perform the testing and
observation services during construction operations, that firm should prepare a letter
indicating their intent to assume the responsibilities of project geotechnical engineer of
record. Selection of another firm to perform any of the recommended activities or failure
to retain the undersigned to perform the recommended activities wholly absolves W. C.
Hobbs, Consulting Engineer, the undersigned, and its assigns from any and all liability
arising directly or indirectly from any aspects of this project.
W.C. HOBBS, CONSULTING ENGINEER
Mr. & Mrs.Siler, Preliminary Geotechnical Report Page: 72
� Project No: 15038-1
CLOSURE
The opportunity to be of service is appreciated. Should questions or comments arise
pertaining to this document, or if we may be of further service, please do not hesitate to
call our office.
Respectfully Submitted,
W. C. HOBBS, CONSULTING ENGINE
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� N0.42265 *
* �,
Bill Hobbs, RCE 42265 `"r9r� oF cA'�o42~
Civil Engineer
Distribution: Addressee (3)
_ Attachments: Plate 1 , Geotechnical Map
Appendix A, Summary of Test Results
Appendix B, Seismic Design Information
Appendix C, General Earthwork and Grading Specifications
References: Topographic Map, dated 9/3/2014 by Civil Consulting of Corona.
Geologic Map of the Bachelor Mountain 7.5' Quadrangle, Riverside
County, California, Version 1.0 by D. M. Morton and M. P.
Kennedy, 2005, USGS, CGS
W. C. HOBBS, CONSULTING ENGINEER
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PLATE � GEOTECHNICAL MAP
. W. C. HOBBS, CONSULTING ENGINEER PROJ.: '15038—�
APPENDIX A
SUMMARY OF TEST RESULTS
W. C. HOBBS, CONSULTING ENGINEER
. APPENDIX A
EXPANSION INDEX TESTING
Expansion Index = 7 ASTM D 4829
Expansion Classification = VERY LOW
MISCELLANEOUS TESTING
ph test results = 7.2 S-1 .10W.S.
Resistivity = 1250ohm/cm SM 2520B
Sulfate = 47 ppm lon Chromatagraph
W. C. HOBBS, CONSULTING ENGINEER
APPENDIX B
SEISMIC DESIGN INFORMATION
W. C. HOBBS, CONSULTING ENGINEER
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�(�� Design Maps Summary Report
User-Specified Input
Report Title Buzz Siler
Fri December 18, 2015 15:36:08 UTC
Building Code Reference Document 2012 International Building Code
(which utilizes USGS hazard data availa6le in 2008)
Site Coordinates 33.52883°N, 117.1047°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
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USGS-Provided Output
Ss = 1.791 g S„s = 1.791 g Ses = 1.194 g
S, = 0.710 g SM, = 1.065 g So, = 0.710 g
For information on how the SS and 51 values above have been calculated from probabilistic (risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the"2009 NEHRP"building code reference document.
MCER Response Spectrum Design Response Spectrum
1.9B
1.80 1.2D
1.62 1.OB
1.44 0.96
1.26 0.86
� 1.OB G� 0,72
y 0.90 y 0.60
O.i2 0.46
0.54 0.36
0.36 0.24
0.19 0,12
0.00 0.00
� 0.00 0.20 0.40 O.GO 0.80 1.00 1.20 1.30 1.60 1.80 2.00 0.00 0.20 0.60 0.60 0.90 1.00 1.20 1.40 1.60 1.80 2.00
Period,T(sec) Period,T(sec)
��� Design Maps Detailed Report
2012 International Building Code (33.52883°N, 117.1047°W)
. Site Class D -"Stiff Soil", Risk Category I/II/III
Section 1613.3.1 — Mapped acceleration parameters
Note: Ground motion values provided below are for the direction of maximum horizontal
spectral response acceleration. They have been converted from corresponding geometric
mean ground motions computed by the USGS by applying factors of 1.1 (to obtain 5s) and
1.3 (to obtain S,)• Maps in the 2012 International Building Code are provided for Site
Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3.
From Fiaure 1613.3.1(11"' Ss = 1.791 g
From Fiaure 1613.3.1(2)"' S, = 0.710 g
Section 1613.3.2 — Site class definitions
The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or
the default has classified the site as Site Class D, based on the site soil properties in
accordance with Section 1613.
2010 ASCE-7 Standard -Table 20.3-1
- SITE CLASS DEFINITIONS
Site Class vs N or N�n s�
' A. Hard Rock >5,000 ft/s N/A N/A
B. Rock 2,500 to 5,000 ft/s N/A N/A
C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf
D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf
E. Soft clay soil <600 ft/s <15 <1,000 psf
Any profile with more than 10 ft of soil having the characteristics:
• Plasticity index PI> 20,
• Moisture content w >_ 40%, and
• Undrained shear strength s� < 500 psf
F. Soils requiring site response See Section 20.3.1
analysisin accordance with Section
21.1
For SI: lft/s = 03048 m/s llb/ft� = 0.0479 kN/m�
�...."a""".,»t............."".,.. "_r.,'` _ �a., ._. .,_ .
Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral
response acceleration parameters
TABLE 1613.3.3(1)
VALUES OF SITE COEFFICIENT F,
Site Class Mapped Spectral Response Acceleration at Short Period
Ss <_ 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss >_ 1.25
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.2 1.2 1.1 1.0 1.0
D 1.6 1.4 1.2 1.1 1.0
E 2.5 1.7 1.2 0.9 0.9
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of Ss
For Site Class = D and Ss = 1.791 g, F, = 1.000
� TABLE 1613.3.3(2)
� VALUES OF SITE COEFFICIENT F�
' Site Class Mapped Spectral Response Acceleration at 1-s Period
S, <_ 0.10 S, = 0.20 S, = 0.30 S, = 0.40 S, >_ 0.50
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.7 1.6 1.5 1,4 1.3
D 2.4 2.0 1.8 1.6 1.5
E 3.5 3.2 2.8 2.4 2.4
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of S,
For Site Class = D and S, = 0.710 g, F. = 1.500
� 7.0 EXCAVATION
r
Excavation and cut slopes will be examined during grading.If directed bythe consultant,further excavation or over excavation
and refilling of cut areas shall be performed, and/or remedial grading of cut slopes shall be performed. Where fill-over-cut
slopes are to be graded, unless otherwise approved,the cut portion of the slope shall made and approved by the consultant
prior to placement of materials for construction of the fill portion of the slope.
8A TRENCH BACKFILL_
8.1 Supervision:Trench excavations for the utility pipes shall be backfilled under engineering supervision.
8.2 Pipe 2one: After the utility pipe has been laid, the space under and around the pipe shall be backfilled with clean sand
or approved granular soil to a depth of at least one foot over the top of the pipe. The sand backfill shall be uniformly jetted
into place before the controlled backfill is placed over the sand.
8.3 Fill Placement:The onsite materials, or other soils approved by the engineer, shall be watered and mixed as necessary
prior to placement in lifts over the sand backfill.
8.4 Compaction: The controlled backfill shall be compacted to at least 90 percent of the maximum laboratory density as
determined by the ASTM compaction method described above.
8.5 Observation and Testing:Field density tests and inspection of the backfill procedures shall be made bythe soil engineer
during backfilling too see that the proper moisture content and uniform compaction is being maintained.The contractor shall
provide test holes and exploratory pits as required by the soil engineer to enable sampling and testing.
R
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W. C. HOBBS, CONSULTING ENGINEER