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Home My WebLink AboutTract Map 9833-1 Lot 3 & 4 Preliminary Soils & Foundation I I I I I I I I I I I I I I I I I I I RECEIVED MAR 0 8 2002 CITY OF TEMECULA ENGINEERING DEPARTMENT PRELIMINARY SOIL AND FOUNDATION INVESTIGATION REPORT LOT LOTS 3 AND 4 OF TRACT 9833-1 A.P.N. 950-030-003 AND 004 SOUTH CORNER OF PIASANO PLACE AND JEDEDIAH SMITH ROAD CITY OF TEMECULA CALIFORNIA FOR MER CONSTRUCTION C/O MR. MIKE REGUS PROJECT NO. 01-112.PI DATED FEBRUARY 25. 2002 Lakeshore Engineering \ I I I I I I I I I I I I I I I I I I I LAKESHORE Engineering Consulting Civil Engineers Client: February 25, 2002 Project No:01-112.PI Mr. Mike Regus C/O MER Construction 21841 Kiowe Lane Huntington Beach, CA 92646 (909) 303-6022 Subject: Preliminary Soil and Foundation (Geotechnical) Report Proposed Single Family Homes Construction Lot 3 & 4, Tract 9833-1 City of Temecula, Riverside County, CA. A.P.N. 950-030-003&004 INTRODUCTION This report presents our finding and conclusion of a preliminary soil and foundation investigation for the proposed development of two new single family homes to be located on the subject lots which are contiguous to each other. The purpose of this preliminary site investigation was to a) evaluate the foundation and subsurface soil conditions at the site and b) provide pertinent earthwork and foundation design recommendations for the proposed development. This investigation included the following scope of work: 1) Performed seven exploratory backhoe trenches within the proposed building pad and driveway improvement areas to determine subsurface conditions and recover soil samples for laboratory testing (Appendix A) . 2) Laboratory testing of a representative soil sample to determine the soil properties (Appendix B) . 3) Engineering analyses for foundation design and necessary earthwork preparation and the preparation of this report. PROPOSED DEVELOPMENT The proposed building areas are situated along the northerly toe of slope for lot no. 3 and on the nose of a broad ridge for lot no. 4. Import dirt will be require to construct an elevated fill pad for lot 3 and truncating the ridge top is proposed for the upper lot 4. Proposed development for both lots will 'consist of a one and/or story, custom built, upper scaled, individual designed single family homes to be founded on level graded pads. Construction is expected to be of conventional woodframe and stucco walls with tile roof, supported on spread footings and concrete slab-on-grade floors. 31520-8 Railroad Canyon Road. Canyon Lake, CA 92587 . (909) 244-2913 . FAX: (909) 244-2987 "Z- I I VICINITY MAP I I """ --.J!O rjJ 1i1~-__ I I / -L..,;if>60 I <f!/ " / / . I " , , LOUr, I I I I I I I "' MECULA/ , / " / '. / I I SITE THOMAS BRO. PG. 979 C3 I I I SINGLE FAMILY CONSTRUCTION LOTS 3&4 TR. 9833-1 JEDEDIAH SMITH/PIASANO PL. FOR MIKE REGUS I LAKESHORE Engineering I CONSULTING CIVIL ENGINEERS ProJect No: 01-1l2.PI Dote 2/25/02 N ~ ~ <:l 2 J FIgure No: 1 II II II II II II II II II II II II II II II II II II , II ~ o , scale 2000 SINGLE FAMILY CONSTRUCTION LOTS 3&4 TR. 9833-1 JEDEDIAH SMITH/PIASANO PL. FOR MIKE REG1L'i RIVERSIDE COUNTY CALIFORNIA ~ BASE MAP: State of California, Speclal Studies Zone Official Map 1980 on Base MaD of USGS 7_5 min D....................... n.._...___._ ..,.._ 2 FIGURE I I I I I I I I I I I I I I I I I I I February 25, 2002 Project No: 01-112.PI Page Two SITE DESCRIPTION The subject properties consist of two contiguous lots located on the south side of the intersection of Piasano Place and Jedediah Smith Road, in the City of Temecula. Both lots are about 2 1/2 acres in side and almost rectangular in shape. Lot no. 3 is a corner lot with lot no. 4 joint to the south. A single family home is to the south of lot no. 4 and vacant land is on the west of both properties. The general terrain in the area consist of undulating rolling hills and valleys, with hillside of moderate slopes (about 3:1/H:V). On the corner lot no. 3, the north half consist of a low valley area, with a watercourse flowing in the east to west direction, adjacent and parallel with Jedediah Smith Road. The south half of the property consisting of a natural hillside of about a 3:1/H:V slope pitch. On the adjacent lot no. 4 to the south, the easterly half of lot 4 consist of a low valley that is about 10 feet below and parallels the street Piasano Place. The westerly half of the lot consist of a high and broad ridgenose. Maximum relief between valley and ridge top onsite is about 90 feet. The properties are unimproved and groundcover consist of annual grass and a scattering of small angular rocks. No disturbed fills and/or debris were noted at the site. The surface contours in general are smooth and uniform with no erosion and/or slope surface distress observed. Drainage is by sheetflow from the southerly high ground to the low flatland and watercourse located on the northerly side of the subject lots. SUBSURFACE CONDITIONS Seven exploratory backhoe pits were excavated on the site to determine the subsurface soil profile. Based on our exploratory efforts, the upper ridge areas are mantle with a thin layer of topsoil underlain by Pauba Formation of Sandstone and Siltstone seams. The topsoil consist of a thin layer of approximately 2 1/2 feet of a lighter brown, Silty SAND/Sandy SILT with trace of clay. In the low wash areas (proposed driveway crossing): the loose topsoil/colluvial soil section is thicker, at about 10 feet, consisting of grey-brown Sandy Silt and fine sand. Below 10 feet (in low flatland of lot no. 3), the soil becomes dense and slightly cemented. Pauba Sand and Siltstone are suspected to underlie this alluvial soil at lower depths (about 15 feet). Generally, the upper topsoil is considered LOW in expansion potential. Although very moist soil encountered at 10+ feet below grade, seepage water was not observed in trenches to 14 feet. ~ Lakeshore Engineering I I I I I I I I I I I I I I I I I I I February 25, 2002 Project No: 01-112.PI Page Three REGIONAL GEOLOGY SETTING For regional geologic conditions, groundwater, faulting and seismicity and secondary effects, please refer to geology report prepared by Mr. Johnathan L. Rossi, report dated March 29, 1999 (P.N. 0990011.01) attached in the appendix as part of this report. Please note that this report was prepared for the adjacent lot immediately to the north of the subject study lots in this report. It is use for reference only and to aid in our conclusions and recommendations with respect to the selection of seismic coefficients/values pertinent to the site. SEISMICITY The shallow bedrock under the property may be considered a favorable attribute. However, research is on going in the seismic field. Based on Uniform Building Code (UBC 1997 edition), the site is located in an area of known high regional seismicity (Map Figure 16- 2). As such, the following data based on known or assumed parameters as outlined in the tables under Section 16, Volume 11, '97 UBC, are presented below: Seismic Zone (UBC Figure 16-2) ----------------- Zone 4 Seismic Zone Factor "Z" (UBC Table 16-1) ------- 0.40 Seismic Source Type (UBC Table 16-U) ----------- B Soil Profile Type (UBC Table 16-J) ------------- Sd Seismic Coefficient "Ca" (UBC Table 16-Q) ------ 0.44Na Seismic Coefficient "Cv" (UBC Table 16-R) _h___ 0.64Nv Near Source Factor "Na" (UBC Table 16-S) __nn_ 1.0 Near Source Factor "Nv" (UBC Table 16-T) ------- 1.2 The above values are considered applicable to this study site and may be used in conjunction with UBC foundation design formulas. SECONDARY AFFECTS Secondary affects of earthquake activity, such as rock falls, landslides and/or flooding were given consideration for this site. The possibility of any event occurring is considered very small/unlikely. Liquefaction does not appear likely because of the high ground elevation and shallow bedrock underlying the site. Lakeshore Engineering <0 IE I I I I I I I I I I I I I I I I I I February 25, 2002 Project No: 01-112.PI Page Four CONCLUSION AND RECOMMENDATIONS GENERAL From a soil and foundation engineering standpoint, the site will be suitable for the proposed new single family residential construction, provided all conclusions and recommendations presented in this report are incorporated in the design considerations, project plans and specifications. ROUGH GRADING AND EARTHWORK Based upon our review of grading plan already prepared for subject properties (xerox reduction copies attached), it is our understanding that site rough grading will be required to provide the following: 1) two level pads for support of single family homes; 2) suitable soil conditions for support of building foundations; 3) adequate surface gradients for control of water runoff from manufactured pads; and 4) prepare the site for construction equipment access and to accommodate the installation of foundation and utility systems. After the areas to be rough graded have been stripped and cleared of surface vegetation and roots, the on-site soils will be considered satisfactory for reuse in the construction of engineered fills. Per review of grading plans prepared for the site, the upper building pad (Lot 4) will be manufactured as a transitional cut-fill pad. The upper southerly ridgenose will be cut and lowered approximately 30 vertical feet and fill dirt to be placed on the lower northerly half of the building pad. Overexcavation of the cut portion of building pad (36 inches average) will be required to provide uniform fill cushion under the entire building foundation. The proposed building pad for lot no. 3 will be manufactured as a predominantly engineered fill pad except for the rear southerly corner where a cut slope is proposed to widen for the rear yard area. Proposed fill slopes are in the order of maximum 30 feet high or less pitched at 2:1/H:V or flatter. CUt slopes are in the order of 42 feet maximum and pitched at 2:1/H:V maximum. Removal of loose and/or substandard topsoil is required prior to placing engineered fill dirt. Depth of loose soil removal will vary with specific location and to be determined during the actual fill construction. However, based on our exploratory test pits conducted, overexcavation of topsoil from 5 to 10 feet is expected in the low flatland (north side of no. 3 and east side of lot no. 4). Bedrock is about 2 1/2 feet deep along the lower face hillside and at ground surface along ridge top. The bedrock exposed in our trenches are considered dense and competent. Lakeshore Engineering 1. I I I I I I I I I I I I I I I I I I I February 25, 2002 Project No: 01-112.PI Page Five For driveway preparation, topsoil removal of at least 5 feet is recommended, prior to new fill placement. The upper 5 to 6 feet of topsoil or slopewash should be removed and reworked (moisture conditioned and recompacted) and fill up to desired grades prior to concrete driveway paving. Actual depths of overexcavation should be field determined by geologist or engineer at the time of grading operations. All exposed bottom of grading excavation should first be scarified another 12 inches, moisture conditioned to near optimum and densified to at least 90 percent of the maximum laboratory dry density as determined by the A.S.T.M. D1557-78 compaction method. Boulders encountered during grading that are 6 inches in diameter or larger, should not be used in structural fills. Overexcavation of ,building pad is required, the limits of rework should extend at least 5 feet beyond the building footprints. Any surface or subsurface obstructions encountered during grading such as rocks, utility/irrigation lines should be removed from any areas to receive fill. No underground obstructions nor facilities should remain in any structural areas which receive compacted fills, building foundations, concrete slabs and/or pavements. Depression and/or cavities (including exploratory trenches) created as a result of the grading obstruction removal, should be properly backfilled with suitable fill materials and compacted under engineering observation and testing. All fills should be densified in conformance with the appropriate grading code but shall be less than 90 percent relative compaction by mechanical means only. EXCAVATING AND RIPPABILITY Rework of on-site soils should not be difficult to accomplish with standard earthmoving equipment such as a D-6 or larger. The walls of temporary construction excavations should stand nearly vertical, provided the total depth does not exceed 5 feet and surficial stability is verified. Shoring of excavation walls or flattening may be required if greater excavation depths are necessary. For deeper cuts, slopes should not be made steeper than 1:1 (H:V). All work associated with trench shoring must conform to the State of California Safety Codes. Native organic free soils may be permitted provided both the backfill and the native materials have a minimum sand equivalent of 30 and the required relative compaction can be achieved. Lakeshore Engineering ~ I I I I I I I I I I I I I I I I I I I February 25, 2002 Project No: 01-112.PI Page Six GRADING CONTROL All grading and earthwork including trench backfill should be performed under the observation and testing of the soils consultant or their representative. Sufficient notification prior to stripping and earthwork construction is essential in order that the work be adequately observed and tested. In order for us to provide a written opinion as to the adequacy of the soil compaction and trench backfill, the entire operation, most importantly at the time of trench backfill, should be performed under our observation and testing. PROPOSED SLOPES AND STABILITY Fill slopes are proposed at 30 feet high or less and pitched at 2:1/H:V or flatter. Proposed fill slope are considered to be grossly stable and should be suitable for its intended use provided they are constructed using select and approved fill dirt material and constructed under engineering supervision. Onsite cut slopes are proposed at 47 feet high maximum pitched at 2:1/H:V maximum. A mid-slope terrace bench, 8 feet wide minimum is also proposed as part of the construction of the cut slope. The Proposed cut slope planned to be made in Pauba BedrOCk formation (silt and sandstone) is considered grossly stable from deep seated bedrock failure, provided the slope height does not exceed the 47 feet height limit and pitched at no steeper than 2:1/H:V. FOUNDATION DESIGN FOOTING The proposed single family residential development may be supported on conventional spread footings established in competent native soil or founded entirely on engineered (compacted) fills. These spread footings may be designed for an allowable bearing value of 1500 pounds per square foot. This design value may be increase by one third, if the Structural Engineer takes into consideration short duration structural loading conditions, such as induced by wind and/or seismic forces. Footings should be founded at least 18 inches below the lowest adjacent ground surface, for one and/or two story structures. All continuous foundations should be reinforced with at least two no. 4 rebars at top and ,two rebars at bottom (total of 4 rebars) and consistent with the recommendations of the Structural Engineer or Architect and the guidelines in the U.B.C. Reinforcement should also be placed across garage grade beam at door opening. Lakeshore Engineering ~ I I I I I I I I I I I I I I I I I I I February 25, 2002 Project No: 01-112.PI Page Seven SETI'LEMENT Total settlement due to structural loads should not be a design factor as they should be less than 3/4 inch. Differential settlement should be within tolerable limits (approximately 1/3 inch). LATERAL CAPACITY For design, resistance to lateral loads can be assumed to be provided by friction acting at the based of the foundations and by passive earth pressure and may be combine without reduction. If passive earth pressure is used, it is important that backfill should be placed under engineering observation and testing. A coefficient of friction of 0.30 may be used with the dead load forces. An allowable lateral passive earth pressure of 200 pounds per square foot per foot of depth may be used for the sides of footings poured against undisturbed and/or recompacted soils. The lateral bearing values indicated above are for the total of dead and frequently applied live loads. If the normal code requirements are used for seismic design, the values may be increased by 1/3 for short durations of the loading which include the effect of wind or seismic forces. RETAINING WALLS Per review of grading plan, proposed free standing retaining walls are limited to 6 feet or less supporting 2:1/H:V sloping backcuts. Retaining walls limited to 6 feet or less may be constructed using "Standard City Handout Wall Details". CONCRETE SLAB-eN-GRADE FLOORS The onsite native and stockpile soils are granular in nature and considered to be low in expansion potential. Expansive soil potential should be again reviewed at completion of rough grading operation. Concrete floor slabs may be supported directly on properly prepared subgrade. presaturation of subgrade is not required. If a floor covering that could be critically affected by moisture, such as vinyl tile, slabs should be protected by a plastic vapor barrier of six-mil thickness. The sheet should be covered by at least two-inches of sand cushion to prevent punctures and aid in concrete cure. The concrete floor slabs should be reinforced with at least 6" x 6"-#6/#6 welded wire mesh or equivalent bar reinforcing ( no. 4 rebars at 24 inches on center) and installed at mid-height (using chair support). Concrete floor slabs should be at least 4 inches thick nominal. Expansion joint should be kept at 14 feet or less apart in both directions. Lakeshore Engineering \0 I i I I I II I I I I I I I I I I I I I I February 25, 2002 Project No: 01-112.PI Page Eight SITE DRAINAGE Positive drainage should be provided around the perimeter of all structures to minimize water infiltrating into the underlying soils. Finish subgrade adjacent to exterior footings should be sloped down and away to facilitate surface drainage. All drainage should be directed to natural flowline/watercourse via non-erosive devices (swales and ditches) . The homeowner should be made aware of the potential problems which may develop when drainage is altered through construction of retaining walls, patios and pools. Ponding water situation, leaking irrigation systems, overwatering or other conditions which could lead to ground saturation must be avoided. FOOTING TRENCH EXCAVATION INSPECTION All footing excavations should be inspected and approved by the Soils Consultant prior to placement of footing forms, reinforcement, or concrete. Materials generated from excavations should not be spread on slab-on-grade areas, provided they are compacted and tested. Lakeshore Engineering \\ II I I I I I I I I I I I I I I I I I I February 25, 2002 Project No: 01-112.PI Page Nine GENERAL INFORMATION AND LIMITATIONS This report presents recommendations pertaining to the subject site based on the assumption that the subsurface conditions do not deviate appreciably from those disclosed by our exploratory trenches. In view of the general conditions of the area, the possibility of different local soil conditions cannot be discounted. It is the responsibility of the owner to bring any deviations or unexpected conditions observed during construction to the attention of the consulting engineer. In this way, any required supplemental recommendations can be made with a minimum of delay to the project. Prior to initiation of grading, a meeting should be arranged by the developer and should be attended by representatives of the governmental agencies, contractors, consultants and the developer. Construction should be inspected at the following stages by the Geotechnical Consultant. o Upon completion of demolition and clearing. o During all rough grading operations including removal of unstable materials, precompaction and filling operations. o During trench backfilling but prior to paving or other construction over backfill. o When any unusual conditions are encountered. The findings and recommendations of this report were prepared in accordance with generally accepted professional principles and practice in the field of geotechnical engineering. This warranty is in lieu of all other warranties, either express or implied. We sincerely appreciate the opportunity to be of service. If you have any questions" concerning,.this-"report or require further information and servicesia ~:J,..eC1se'c-~~;:a~c.tJ.~iS office at your convenience. s ectfullY;Subm:rt.ieif-"f/1::~;~. j KE HORE ENGINEERING" :<:;:' -i:l\. -- f" ,.. v.V' \" ",' ;;-::; \' ':. ! .' "'~AI'fJ '!:ir: \. _I J ...,-1'..- ~., ONG, . .E,:.~, ~2 .~ji 6/30/04 \,",.'.. _ Crv\\. .<<;.-''7l/ - . ..,- . <\':;--'7' '. ENCLOSED:, APPE iF A'1,IS'?-j;:xPLORATORY LOGS :; APPRNDirB-::-~bAB.,.J RESULTS 'i;~I?ENPIX . C. ~ REJ;"+,cGEOLOGY REPORT REDUCTION COPIES OF GRADING PLAN Lakeshore Engineering \~ II I I I I I I I I I I I I I I I I I I APPENDIX b FIELD EXPLORATION Field exploration was performed on the morning of February 16, 2002 using a backhoe (John Carter's Backhoe Services). The soils were continuously logged by our field personnel and classified by visual examination in accordance with the Unified Soil Classification System. Our trench logs are attached for review. To evaluate the compaction characteristics of the fill material, field density tests were performed. Also, representative bulk samples were recovered and shipped to the laboratory in polythelene bags for laboratory testing. MER Construction/Mike Regus Lots 3 & 4Tract 9833-1 Jedediah Smith X Piasano Place Project No. 01-112.PI Dated February 25, 2002 Lakeshore Engineering \'? I I ~. ~ ;:5 I V) <J Z I N I I I I I I I .. I I I ~~ I EXPLANATION I T-7[ APPROX. LOCATION OF I EXPLORATORY TRENCH. I LAKESHORE SINGLE FAMILY CONSTRUCTION LOTS 3&4 TR. 9833-1 Engineering JEDEDIAH SMITH/PIASANO PL. I FOR MIKE REGUS \lIt Project No: Dote . FIgure No: I CONSULTING CIVIL ENGINEERS 01-112. PI 2/25/02 3 I I I I I I I I I I I I I I I I I I I TRENCH LOG 0.':2:e Elevallon ff.i\crr.~ Logged By: F-~ nN.b Trencn .:eccer,O"enlallon2:Efr(CiT pebJ Date'LIlhID'L. Number ^:n Dimensions IZllw.,..12'L>t tD'O EquJpmenut',...-N CA1LT21L ~h{.(.c.~ ~I-.l. ~ D. 'Th.llIo'j1"."pr~llonollUbfut1K..tollndOrolol'lcJwo'l.c:onclItt)"'IIIr.'lmtlrw:l'.CtOI,.m"'llOn. ...; , :: -' n G w ale ( ep 1 h NO~ wlI1'11lM 'U""'Of crt 1m. Of II ~nyot,. bc:Illotl.lr.It ~y be cot'IJ.tIq~lrtl'l cr.nQIM r. co,.,.lon.. ,~S:r:LE i?~:o/$0' ~+~$' H:A~ ~:t~rD~;\J~wf\"11 P/J[), ,.: i :; ,,,,-'" ~.'" ",'<-" "'~ 'Ij 1.0 111,1 , , I i /2.1 10& L - Q:1U; V\J rJ J b iLE:~tlb],! f,.l2J\.l - ~1l1./ ~l c\ QlL"l{<;;1'\fl0 . ~~(lf\el:n'F1~e: ~D~ -rD~.6'tA1f\,L Lco:,.E.. Q.Dm kh1tJ25. 4f \[2_" .POYlblli 10 4 'PT. Il'2AC12;. 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PROJ NO 01-1l2.PI I I I I I I I I I I I I I I I I I I- I TRENCH LOG S~~1PLE Logged By: 'D 6, Dale 'Z-ll(o (() L- Equipmenl: rA11.'T-uoic' ~_ Thll 109 Is I ,.pr"'rUl:Ion~~Ur1'(I.,tof'i"'"ndiji;.ltlf condI1,loIW 11111l1m.lncl p.ttol,tlC;..,loon wtlh l/'It pUAQ4I c( 1m. Of It.ny al'" bCIllon .1"". rnIr blI W..tQ\I'.I1IIJ clllnQII n cor.mone. ,\- ,""~ace Eleyatlon ~E~1.0-r, plAr\J , ,J~rcr. Orlenlalion8:EE. h~ _ ~lfli'l . _ -en Dlmenslons~(,I.>< &' X 2'L. ~'eoOJ,yaler Depth DN~. Trencn N urn 0 e r rr-b ; ~ -" :.:: ~.: - 1- I c..... o _ I - = ''': ::::; \"b'f2'~ WII j Rl~ _ LoTf\k), 4. " cv l'b II,... ~i}'I'\1III~l4- LT R.:Q..N . 3hf.J()'f ~ILTlql{.r~ " WJJ C ~h'\A/-.\;'Uz:&-s., 'T12i'.e~ ~1WlI(1' :> SL. lY\ MP. ~ ~Gr},FlVGL- . 10 . , nedL ~ f'~ " , "" '" N' F"". V {J:::lIl.I\,\;-N~ 'b.7'I-N~.::."'O =-/ . Nt! vD,u<:,.. 'T~ UA'1. DIFr-.:>1' <;'WkJ DI (;,{, ltr: ~-NfO fi~1UX1c . Th-cI1L- ~1VT 4:%~.. No <;?;c;EPA€v - ND GfW 11\l~ . . .,., - --r~a.t Jb-,IK.~J::'III !=",,", 15 20 i . ,"=ce ::Ieval,on' Eo f'LUT, l.J) Log,ged By: , ,,'.".. ' Trencn :0-:- OClenlallon<i,E:E PLb--r ~' Dale IDf Of' 12..ID6fZ.Uf\\,E- N.-um8e' 'o'er C),menSlons2<.pl x~,1 D,x lO'l. .-J :::'J"-:,'.3IerDeplh ri.TtrN~_ Equipmenl: LOTlSO.4. (. I. &1 <:", ~5.Jl2cdL ~ q,1.ULFkE - ~MCS>TDN>rZ.- vJ/ (J,R:,l~ If SLA iTC::126~ ~1.U.j)bt2..s. i-t-t \ 'fJ CtMklovl/l-tM TiMJ m:- ~7MIJ.oJ' C0b~ B.w W'E;J 1 (2fl;f(V)&~ ..&-1rND. lJAlWP. V. ~ 5 10 'TI...L .Q ~ 1 ---r'O--mt- [)fPVVl b Zl- rJ 0 C,AV , N G, . N-D Q."btP~ Tt2.-B\lC..k!=-' ~l u.J:;D ' 15 20 ,AKESHORE Engineering CONSULTING ENGINEERS AND GEOLOGIST Fig No 4 \\ PROJ NO I I I I I I I I I I I I I I I I I I I APPENDIX B LABORATORY TESTING EXPANSION INDEX TEST A representative soil sample was collected in the field and tested in the laboratorv in accordance with the A.S.C.E. Exoansion Index Test Method as specified by U.B.C. The degree of expansion potential was evaluated from measured soil volume changes obtained during soil moisture alterations. The results of the test are presented below: Trench Depth Soil Expansion Expansion No. (Ft. ) Description ._...:J___ Potential J.llU~.x.. ------ ----- ----------- --------- --------- T-1 0-2 Silty SAND < 20 LOW (SM/SP) MAXIMUM DENSITY- OPTIMUM MOISTURE TESTS A selected soil sample was tested in the laboratory to determine maximum dry density and optimum moisture content using the A.S.T.M. D1557-78 compaction test method. This test procedure uses a 10 pound hammer falling a height of 18 inches on each of five layers to a 1/30 cubic foot cylinder. The results of the tests are presented below: Trench Depth Maximum Dry Optimum Moisture No. (Ft. ) Soil Description Density(P.C.F) (% Dry Wt.) ------ ----- ---------------- -------------- ---------------- T-1 0-2 Silty SAND (SM) 126.0 9.5 MER Construction/Mike Regus Lots 3 & 4 Tract 9833-1 Jedediah Smith X Piasano Place Project No. 01-112.PI Dated February 25, 2002 \'6 Lakeshore Engineering I I I I I @I I ~ I ~ ~ I B r-- h ~I ~ g;1 I "I ~ .. ~I @ "\) ~ ~ ~ .'" - ,..... "., '" ,'" =ll '" ~ ~\' , . '" "i ..... 'l", . ' @ l' .' 'U. ~ ~ , . ~ ~ p.,- ,\~&"'" ~ 'h . ' . 8"'J,41$ - ~, ., <. /;V..; ~ @J-:' ~- " ~ r''''~- ~@\D . 'h \ . '" ~ "7 ~@ ~ @'" ! '(, '~ ~ ~ . ~ /~7./J ~ - .:U~7.J7 ~ @. ~ ,. ~ .. '" ':".@~ 'l "~''''1, #"'''.7 .1>rS$ "'44.""" ~ "'.I/.",~ ~ ~ ,~" ....,.'dJ ~ ~ " ~ ~ @/ '~ ~ /~~.6iJ //,I!~ "'-e.@" ~ " l ~ ~ ~ ,.@ ~ o 'h t; , , , .' ~ ,-"", <i"lNJ..I6 ~ ~ ':<''G.6 . '~0U< , ~ t ~ . " #' ...~~."'O.O ., , ~@O\ ~ 'h ~ ,If '" ,< ~e~ " \ m.. JJ9.?~ .,,"" DlI ~ . ", . 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",', .-',-, ': :t> - D> c: ;::;: lD - D> c: ;::;: 6"0 ",0 "a 00 ~C ~ii1 "'0 <D- inQ. 2.1Il nCD "'lIL o::r Co ~::l. !"~ " [ g, '" ;;; " &l 01 ~ 3 ..... ..... 01 0 ~ ~ 3 3 . , . , . . , , . . . . , . -0 @~ 3 c.n CD .-+ CD .., en _ ...L o ~ ~ or 01 ." ." ~ 3' a CD -< CD .0 C !!!. 6" ~ [ )> c: '" c: _lIL ~ '" '" .... ~ II , , f , , , I JONATHAN l. ROSSI CONSULTING GEOLOGIST March 29, 1999 IN: 0990011.01 TO: Lakeshore Engineering 31740-2 Railroad Canyon Rd. Canyon Lakes, Ca. 92587 SUBJECT: REPORT - Geologic Conditions at the Site of Proposed Residential Structure, Regus Property, Located on the North Side of Jedediah Smith Rd., East of Pescado Dr., in the Rancho CaliforniafTemecula Area, Riverside County, California.(E 1/2, NW1/4, See 17, T8S, R2W, SBB&M). ATTENTION: Fen Yong, RCE - Principal, Lakeshore Engineering Mike Regus - Owner 1.0 INTRODUCTION- We are pleased to present this letter report of findings for the existing geologic conditions at the proposed residential development located on the north side of Jedediah Smith Road, East Temecula/Rancho California area, Riverside County, California. The proposed site consists of a graded cuVfilllot facing Jedediah Smith Road. A small south facing cut slope is located at the north side of the lot. A graded driveway provides access to the site. Roads are paved with curb and gutter in places. Our scope of work is limited to providing a description of the geologic conditions present at the subject site including general geology, faulting and seismicity, groundwater description, and presentation in this letter report. Seismic conditions were evaluated based on pUblished earthquake and seismic information. Our scope of work does not address or consider any aspects of a Phase I Site Assessment for Hazardous Materials or Asbestos containing building materials, and is not a soils & foundation investigation, but provides geologic interpretation of site conditions for the soils engineer and the geotechnical report. This letter report presents our findings, conclusions, and recommendations concerning the existing geologic and earthquake/seismic conditions present at the subject site. Our work is provided to the soils engineer for further geotechnical evaluation. A Precise Grading Plan prepared by Lakeshore Engineering dated February 5, 1999 was used to review the proposed grading, and topography. The site was visited on Monday, March 29, 1999. -1- 1,."/ P.O. BOX 4018, BIG BEAR LAKE, CALIFORNIA 92315. 1_' a I I I I I I I I I I I I I I I I -3- March 29, 1999 IN: 0990011.01 2.0 SUMMARY of FINDINGS - 2.1 GEOLOGIC SETTING - The subject site is situated at the southwestem margin of an elevated older alluvial plain forming a pediment surface of railing foothills north and east of the Temecula Valley, and north of the Pauba Valley. The older alluvium in this area consists primarily of a massive, partially cemented, well-indurated Pleistocene sandstone (Pabua Formatian-Sandstone unit) exposed across most of the region. The Pauba Farmation contains a massive ta poorly bedded, reddish brown, coarse to graded sandstone unit, in places containing thin (6" to 12") interbeds of grey green to grey brown micaceous siltstone. Siltstane can be predominant in a portion of the section with minar sandstone. In the south Temecula Valley and Pauba Valley the older Pleistocene/Pliocene Temecula Arkose underlies the Pauba Sandstone. The Temecula Arkose consists of a thick sectian of layered very fine sandstone to siltstone. Narrow, thin deposits of younger alluvium are present within the erosianal canyans developed within the pediment surface. The older alluvial pediment surface is bordered on the north and east by intrusive granitic and older marine metasediments of Bachelor Mtn. and Black Hills. Traces of the Agua Caliente Fault zone are mapped (CDMG Santa Ana Sheet-1965) at the contact of the Pauba sandstone with these hard rock units. The Wildomar Fault on the northeast, and the Willard Fault on the southwest border the TemeculalElsinore Graben. Both of these fault segments are considered part of greater Whittier/Elsinore Fault Zane. The Pabua sandstone pediment surface is located within the boundaries of the Perris structural block. The Perris Block is a northwest-southeast trending structural block bordered on the northeast by the San Jacinto Fault, on the southwest by the Whittier/Elsinore Fault System (Wildomar Fault), on the northwest by the Chino Basin, and on the southeast by the Agua Calenti fault Zone and Boreggo Valley. The Santa Ana Mountains Block lies to the southwest of the Perris Block. The closest active or potentially active faults capable of effecting the subject site (if an earthquake event were to occur on one of these faults near the site) are the Wildomar Fault approximately 1/2 mile to the southwest, and the San Jacinto Fault approximately 21.0 miles to the northeast Both of these faults are considered active, and are Earthquake Fault Zones. The recently zoned Wolf Valley fault located some 1.75 miles to the south-southwest. This is on the southwest side of the Temecula Graben. The Wolf Valley Fault is considered a portion of the Elsinore Fault Zone, and possibly an extension of the Willard Fault further to the northeast, on the southwest side of the Temecula Valley. No active or potentially active faults were observed on the subject property, or were present on the site in the literature reviewed. The site is not included within the Wildomar Fault Earthquake Fault Zone. Other fault features or linear fault like features are reported on M.P. Kennedy's Map (CDMG Sp.Rpt. 131, Plate 1) within the Pauba Plain to the north and east of the site. These features are not Earthquake Fault Zones, and are not well defined in the literature. The original and the second MWD San Diego Aqueducts (oriented N-S) are located 1/4 mile to the west. IJONATH~N L. ROSSI,CONSULTlNG GEOLOGIST. P.O. BOX 4018,BIG BEARLAKE,CALlFORNIA 92315. 7J\ II II II '~ :!--- ~~'~~ ~ .~ . ,~ J -', Si' ";;: a i ;a !I:!:,I" i:I:!!! !'lfli:ll ill'I:1 ,i,"lll ~llllil . ,.,11..11 II i IJ lIl"II' I,' 'I. ii!I!I,ll 1,!,lli; I~illl!il ail I~I !~II'" . . :l""lil' !il.;! !l 'r"il :l'l:il 'Iii I'll ,I":~li ,jl -" I," '1115" 'Ill. ,. Iii . I; ~5.' ;,1 Ii"' II,. CI ,/ . ~-. ,f, / , , / .~.......<-.,<'". ? ~~. '{ ""'- . en -I m - r- > :z: ~j , ~. : '1 I / , , ',....; r..~&i=nal' f."i,~.,e&f ' IJ~'ii~'ii' "":5i'~.ell 'r i"!la~~ il!IMi! \ ~ l &!i fi'l ' . ! .J l> i'~ i:! ij. ,!!.i: ,. 1& 's" 'i i, ~. "B I ; , ~1'~I' Ii \ ' , In ~ filii / f' ~ " . 1i! I , , f t , , , \ ,~~~l.'- ., , II 'I 'c' 1 ' 'i:~. " '. I , ' r~ r: ," ~-J.\l'..ti \ \~\ \' \~, ~ V\ . , " \ 1: · 1 t' ~a "'\ :' , , I , ~ : r-;,. I l~: .1...:.: It \; , , , . , , r. , . r )-. ~ 0 ' --'j - , ~ fl~ J : r, i f ~ f f~ r i I!r: ,'.U r ., . ," . . -T i ~'Q H'UI " 4. i J j I !i ~ ! . y i f a - , J i . i - ~ ~f , II I ; .' .~e' , f Er . rUrn. 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" , :: ;. ffU 11," JHi f lit i!li:j !It fIll ';".m ' !J! j UI Ml !: 'f,'. 111 tlifff f t' J' "II Ii iI, J ,!I fl.,.... iI, II !! !! if JI ; - , :: == =' ~ . '. . !flf I' , llm'l~' j" "!l HIlI" Il' '/ ' I' ".;,/J Illi I, J ;; Ifjlfi~ ;rI! Ii i '1.~lllid f"f ,'1 if 1",llf ,,1, I' "',, !HI ,; ! ",,', 11ft " I I,,' II." I f Ir~',! m.~, .1::1;, . i.J" "-:l"!::I "." ;!i~j -100.2.. ;-"!II'" =;i!; ) ''1 I,;,. is.. fli o .., .... ,., :r: ,., n c: r- ~ i . . . ~ . j I " "~;i 9=5 =~ll ie~ =Ql::'I f~~ U . z , ; ~.. - ~ ~ , , , .. Ii .. Ii Ii , - - ,. .. ,. -5- March 29, 1999 IN: 0990011.01 2.2 ON-SITE GEOLOGY - EARTH MATERIALS- 2.2.1 TODsoil- A thin layer of poorly developed topsoil is usually present over native subsoil and bedrock. Topsoil in the area consist of loose, brown to reddish brown, porous, well graded silty sands and clayey sands where shallow bedrock is present (Pauba Fm. sandstone). There were no, exploratory trenches excavated during the course af this study. Natural soil profiles are exposed in existing cut slopes in the surrounding area, and in nearby road cuts. 2.2.2 Alluvium {Qall - A thick (several feet), porous, topsoil section is typical over sandy alluvial and colluvial soil deposits seen in the central stream channel shown on Figure 2. Unconsolidated soils are typically loose to medium dense, easily excavated, poorly graded fine to medium sand, sandy silts, and gravelly sands. Pauba Sandstone bedrock is suspected to underlie the alluvial soils. Pauba Sandstone is mapped across the local area (CDMG SpRpt. 131), and is mapped at the site. 2.2.3 Bedrock (QDSS) - Bedrock was not exposed on the site, but is seen on the adjacent property to the east, and is mapped (CDMG 131) underlying the property. Bedrock consists of the Quaternary Pauba Fonnation Sandstone, a regionally distributed poorly cemented (CaC03 & salts), friable well graded sandstone with limited poorly defined bedding, and containing interbeds of grey ta brown siltstone. The Pauba is a young continental depasit containing a large number of sedimentary depositional structures : coarse channel fills, cross-bedding and graded bedding, and alluvial fan structures. Pauba sandstone at the subject site consists of reddish brown to brown well graded sandstone with a moderately high silt and clay content. In addition ta salt cementation clay acts to bind the sand grains of the arkosic sediment into poorly consolidated continental sandstone. Excavation is relatively easy with standard backhoe, and the Pauba stands up well in cut slopes up ta 30 feet. However, the Pauba is easily eroded, and can be cut with water where run-off is not controlled. Erosional gullying and animal burrowing in the slope face is considered a problem with existing slopes in the area. Bedrock is not exposed at the surface at the subject site, however is present some 3 to 5 feet below the existing grade. The Temecula Arkose is thought to underlie the Pauba Sandstone at the subject site, however the Temecula Arkose is not exposed in the site vicinity. 1.fP '- JONATHAN L. ROSSI,CONSULTING GEOLOGIST · P.O. BOX 4018,BIG BEARLAKE,CALlFORNIA 92315. _. l - - I I - - - - - - I, I I I I , I I -6- March 29, 1999 IN: 0990011.01 3.0 GROUNDWATER- Groundwater is present throughout the region as an unconfined alluvial aquifer within the Younger and Older Alluvium underlying the site, and in the underlying Pauba sandstone. The bedrock is considered as moderately good water bearing aquifer, and can yield limited amounts of groundwater to damestic water wells from primary and secondary porosity. Regional groundwater within the graben basin occurs over a thick section of several hundred feet, and is utilized by numerous domestic, municipal, and irrigatian water wells. Localized perched groundwater may be present at the site and typically occurs at the base of the bedrock-weathered zone. Perched groundwater is the result of local winter season percolating surface waters collecting over low permeability silt layers within the upper weathered Pauba sandstone. No springs or seeps were reported on the subject site. Additional information concerning the on-site hydrogeologic conditions may be obtained, if required, through the review of available water well driller logs, and by additional on-site hydrogeologic investigation under separate study. 4.0 FAULTING & SEISMICITY - 4.1 Faultina- No surficial or other evidence of active or potentially active faulting was observed at the subject site during our field investigation. The subject site is not included in any Earthquake Study Zone for fault hazard. The Wildomar Fault Zone located approximately 1/2 miles to the northeast, the Wolf Valley Fault 1.75 miles to the southwest, and the San Jacinto Fault Zone located approximately 21.0 miles to the northeast are the closest Special Study Zone faults to the site. The Wildomar Fault Zone is considered to be a high angle and strike slip fault, strongly developed and clearly visible from aerial photographs. The Wolf Valley Fault is described as a high angle fault possibly induced due to groundwater withdrawal in the Wolf Valley (1988)(lower Temecula Valley). The San Jacinto Fault Zone extends along the foathills of the San Timoteo Badlands, and at the base of the south San Jacinta Mountains. The fault zone is considered to be a complex zone of high angle normal and strike slip faults with multiple and discontinuous fault strands as wide as 2 to 3 miles (San Jacinto & Casa Loma Faults San Jacinto Graben Valley). There are several other faults within the greater Southern California area, which cauld effect the site in terms of ground shaking in the event of an earthquake. The following list includes some of these faults and their maximum probable earthquake magnitude (Richter): 1,.'\ 'JONATHA.N L. ROSSI,CONSULTING GEOLOGIST · P.O. 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'" I: -j- '. -- ;ii , \ \. if ,1' ". ." G5 c: ::c m Co) I- I. I I I I I I I I I I - - - ~ , , -8- II ! March 29,1999 IN: 0990011.01 TABLE I REGIONAL ACTIVE OR POTENTIALLY ACTIVE CAUSATIVE FAULTS FAULT DISTANCE FROM SITE MAXIMUM CREDIBLE APPROXIMATE EARTHQUAKE (RICHTER MAGNITUDE) San Andreas Faull 41.0 mi. NNE 8~0 M San Jacinto Faull 21.0 mi. NE 7.5M Elsinore (Wildomar) Faull Yo mi. SW 7.5M Banning Fault 37.0 mi. ENE 7.5M Whillier 50.0 mi. NNW 7.5M Sierra Madre/Cucamonga 53.0 mi. NW 7.5M 4.2 Seismicitv- Based on information provided by CDMG Map Sheet 23 - Greensfelder; CDMG OF 92-1, 'Peak Accelerations from Maximum Credible Earthquakes in California - Caltrans 1992'; and Seed & Idriss . Ground Motion and Soil Liquefaction During Earthquakes' (Earthquake Engineering Research Institute), the following conditions were determined for ground accelerations for specific earthquake events at or near the subject site. Maximum credible earthquake magnitudes listed in CDMG OF-92-1 and associated bedrock accelerations are presented in TABLE II below. The subject site should perform essentially as a bedrock or stiff soil site because of the nature of the bedrock at the proposed graded pad site. Groundshaking and ground surface deformation will occur to a greater extent at an alluvial site than at a bedrock site. The Pauba sandstone can be considered stiff alluvial soil or soft bedrock. Review of CDMG Map Sheet 54, which is presented in CDMG OF-92-1 as a peak ground acceleration contour map includes the area of the subject site within the .6 g acceleration contour, one of the highest ground acceleratians for southern California. ~'\ , JONATHAN L. ROSSI ,CONSULTING GEOLOGIST. P.O. BOX 4018,BIG BEARLAKE,CALlFORNIA 92315. ~ - , - - ~, , , .. II '- , , II , , , , -9- March 29, 1999 IN: 0990011.01 TABLE II MAXIMUM CREDIBLE EARTHQUAKE PEAK GROUND ACCELERATION REPEATABLE GROUND ACCELERATIONS CAUSATIVE FAULTS FAULT DISTANCE MAGNITUDE PEAK REPEATABLE ACCELERATION ACCELERATION WILDOMAR 1/2 mi. 7.5M .73 9 .475 9 SAN JACINTO 21.0mi. 7.5M .250g .165 9 SAN ANDREAS 41.0mi. 8.0M .175g .113 9 BANNING 37.0mi. 7.5M .155g .101 9 WHITTIER 50.0mi. 7.5M .100g .065g CUCAMONGA 53.0 mi. 7.5M .080g .052g . Repeatable ground acceleration =.65 of maximum 'g. Peak ground accelerations are provided for use by the soils engineer and the structural engineer in foundation design where applicable. Repeatable ground accelerations are not used by the engineering community at this time, but are provided here for the layman. Repeatable ground accelerations are comparable to dampened groundshaking. These ground acceleration values are for bedrock accelerations, and can be applied for any seismic condition stability evaluation of the subject site. Earthquake design criteria presented in the current adopted Uniform Building Code, or in the County of Riverside Building Code Seismic Design Section, or design provided by the structural engineer and soils engineer in accordance with these requirements, whichever takes precedence, should be applied to the proposed development. Other active or potentially active faults in the region will probably produce less sever effects on the site as a result of an earthquake event, and considering fault to site distances will probably have a less sever to negligible effect on the site. (see Table II above). ~ -. JONATHA.N L. ROSSI,CONSULTlNG GEOLOGIST. P.O. BOX 4018,BIG BEARLAKE,CALlFORNIA 92315. Ililr'~'" ,,,...,. --,'\, . '" I' I I I I I I I I I I I - I ~ J i i I _JONATHAN L. ROSSI.CONSULTING GEOLOGIST. P.O. BOX 4018,BIG BEARLAKE,CALlFORNIA 92315. -10- March 29, 1999 IN: 0990011.01 4.3 Secondarv Seismic Hazards - The potential for secandary seismic effects such as liquefaction due to the presence of granular sediments, shallow groundwater, and nearby active faulting capable of generating large earthquake events shauld be evaluated by the soils engineer. Based on our geologic observations at the site, and knowledge of the geology of the area, we do not consider the bedrock (Pauba Sandstone) at the lacation of the proposed building pad (as shown on Figure 2), to be a high risk for Iiquefactian. Other secondary seismic effects such as differential settlement/compaction, ground surface rupture due to fault movement, or ground surface rupture due to lurching is not considered likely, but cannot be ruled out due ta the faulted nature of the region and the close proximity of active faulting. Ground surface rupture is suspected to have occurred along the Wildomar Fault in the past, at the fault location. Seismically induced landsliding is nat common in the pauba sandstone, and is considered unlikely to effect the subject site. Other potential secondary seismic hazards: tsunami, and seiches flooding due to reservoir failure are considered nil due to the site location, and nature of the bedrock deposits. 5.0 CONCLUSIONS & RECOMMENDATIONS- 5.1 Conclusions. o The subject site is suitable, in terms of the on site geologic conditions, for the proposed residential construction. Topsoil and ,Pauba Fm. sandstone bedrock should not present any significant geologic impediment to the excavation of the residential building pad and foundation footings. Footings cannot be founded in porous, unsuitable soil, materials as per the soils engineer. o The subject site is close (1/2 mile) to the Wildomar Fault Zone. There are no reported or mapped traces of the fault close (adjacent) to, or on the subject site. Strong groundshaking (secondary seismic hazard) is considered a possibility should a medium ta large earthquake event occur on the Wildomar Fault adjacent or close to the subject site. '?\ ,.; I. I I I I I I I I I I I I I I I I I I -11- March 29, 1999 IN: 0990011.01 5.2 Recommendations- o Footina Inspection - The footing excavation should be inspected for competency by the soils engineer or the engineering geologist prior to the setting of reinforcing steel bar, or any imported sand or gravel base. o Groundshakina - Due to close proximity of the active Wildomar Fault, the structural, engineer should consider seismic peak accelerations and groundshaking criteria in the steel reinforcing design for the residential foundation. o Drainaae Control - Any proposed cut slope exceeding 10 ft. in height should have a drainage 'V' brow ditch (24" wide, 12" deep) cut across the top of the proposed cut slope, set back 3 feet from the top of slope. The brow ditch should be lined with concrete grout. Drainage from all sources should not be allowed ta flow over any proposed cut or fill slope faces. o Landscape Veaetation - Any proposed cut slopes should be planted with standard grasses and indigenous plants (hydroseed) possibly using a landscape stability growth net on the slope face. Deep-rooted vegetation should be planted in order to increase slope surficial stability over time. All landscaping design and plant type should conform to Riverside County landscaping guidelines. o Cut Slope - Review of the Precise Grading Plan (Figure 2) indicates that a 2:1 (H:V) cut slope is proposed for the north side af the graded pad. The slope is :t17.5 ft. in height, :t150 ft. in length. The cut slope should be inspected by the geologist when approximately one-half of the cut (8 ft.) is completed, and upon completion. o Other 50;ls"& Geoloaic Inspections - Any propased vertical cut slope for retaining wall, cut pad/foundation footing excavations, fill slope keys, or other graded exposures of bedrock should be inspected by the engineering geologist upon excavation. Any observed lineation, offset feature, fissure, slide feature, or other unusual geologic or soils condition should be inspected by the soils engineer and/or the engineering geologist prior to any further grading or construction. UA.I I "n"""" "',..1..,..... ........", ",_..... _............ _ _ _~_ \ \ I I I ! i ~: I- I- I I I I I I I I I I I I I I I I -12- \ ) I March 29, 1999 IN: 0990011.01 6.0 L1MITATIONS- This Engineering Geolagic report section has been completed by Jonathan L. Rossi, Consulting Geologist, Lakeshore Engineering, and licensed or certified subcontractors, to Lakeshore Engineering. It should be noted that J.L. Rossi, Consulting Geologist has been retained for the purposes of providing geologic interpretation of existing and gathered data, to provide the gealogy portion of the Preliminary Geotechnical Investigation. Our conclusions and recommendations are based solely on the data made available ta us from one site visit, and informatian made available by Lakeshore Engineering. Our work has been performed in accordance with the professional practices currently accepted in the Geotechnical Consulting Industry today. No warranty is either expressed or implied. Should you have any questions concerning this Letter Report of Existing Geologic Conditions please do not hesitate to contact me at (909) 584-2084. SINCERELY YOURS; ~?? tHAN L. ROSSI,CONSULTING GEOLOGIST. P.O. BOX 4018,BIG BEARLAKE,CALlFORNIA 92315. I" I. I I I I I I I I I I I I I I I I IN: 0990011.01 I I I I I I ! , APPENDIX , i I I I I I I I \ 1j\i fA~ L. ROSSI,CONSULTlNG GEOLOGIST · P.O. BOX 4018,BIG BEARLAKE,CALlFORNIA 92315. I I I I I I I I I I I I I I I I I I " \ IN: 0990011.01 Page 1 of 2 REFERENCES Association of Engineering Geologist, 1973 - Earthquake Recurrence Intervals on Major Faults in Southern California, AEG Special Publication October 1973; D.L. Lamar, P.M. Merifield, R.J. Proctor. California Division of Mines & Geology - 1974; Map Sheet 23, Maximum Credible Rock Accelerations; R. Greensfelder. ' - 1992; Peak Acceleration from Maximum Credible Earthquakes in Ca:; DMG Open-File Report 92-1; L. Mualchin, & A.L. Jones. - 1990; CDMG Map Sheet 54; unpublished for CalTrans. - 1954; CDMG SR 43; Geology of a Portion of the Elsinore fault Zone, California; John F. Mann, Jr. - 1977; CDMG SR 131; Recency & Character of faulting Along the Elsinore Fault Zone in Southern California; M.P. Kennedy - 1988 - Summary Report: Fault Evaluation Program, 1986-1987, Mojave Desert and Other Areas - Open File Report 88-1 LA; E.w. Hart, WA Bryant, J.E. Kahle, M.W. Manson, & E.J. Bortugno. -1967 - Geologic Map of California, Map No.1, Santa Ana Sheet; Jennings, CW. - 1983 - The 1983 Coalinga, California Earthquakes, CDMG Special Publication 66, J.H.Bennett & RW.Sherburne, Editors. Dudley, Paul H., 1935 - Geology af a Portion af the Perris Block, Southern California; California Division of Mines, California Journal of Mines & Geology Vol. 31, No.4, October 1935. Earthquake Engineering Research Institute, 1982 - Ground Motion and Soil Liquefaction During Earthquakes; H.Bolton Seed & I.M. Idriss. Pub: EERI Berkley, California.; ISBN 0943198240 Earthquake Engineering, 1970 - Robert Wiegel, Coordinating Editor; Pub: Prentice-Hall, N.J., ISBN 132226464. Earthquake Engineering, Damage Assessment and Structural Design, 1983 _ S.F. Borg; Pub:Wiely Heyden, Ltd.; ISBN 0471262617. IAN L. ROSSI.CONSUl TlNG GFOI maST. P n cnv AniO DI'" DI":'Anl A"~ "'''II~^'''''.". ___._ I ~I I I t i I ,I' I. I I I I I I I I I I I I I I I I IN: 0990011.01 Page 2 of 2 REFERENCES GeQlogical Society of America, 1982 - Neotectonics in Sauthern California, Guidebook Field Trip No.3, 4, 14. 1986 - Neotectonics and Faulting in Sauthern California, Guidebook Field Trips 10, 12, 18. 1987 - Paleoseismicity and Active Tectonics, The Structural Geology and Tectonics Division, GSA. \ i I I I I Grey, Cliffton H.,Jr, 1961 - Geology of the Corona South Quadrangle and the Santa Ana Narrows Area, Riverside, Orange & San Bernardino Counties, California., and Mines and Mineral Deposits of the Corona South Quadrangle, Riverside and Orange Counties, California; California Division of Mines and Geology Bulletin 178. Instution of Mining & Metallurgy, 1981 - Rock Slope Engineering, 3rd Edition; E. Hoek & J.w. Bray; Pub: Inst. Mining & Metallurgy, London ISBN 0900488573 South Coast Geological Society, 1983 - Geology of the Northern Elsinore Trough, Annual Field Trip - 1983. United States Geologic Survey - 1985; PP 1306; 'Earthquake Hazards in the Los Angeles Region'; J.I. Ziony. Webber, Harold F.,1977 - Seismic Hazards Related to Geologic Factors, Elsinore and Chino Fault Zones, Northwestern Riverside County, California. MAPS UTILIZED USGS 71/2' Temecula Quadrangle Topographic Map 1975 rev. USGS 71/2' Bachlor Mtn. Quadrangle Topographic Map 1973 rev. USGS 71/2' Peachanga Quadrangle Topographic Map 1988 rev. CDMG Special Study Zane Map (Earthquake Fault Zone Map), Temecula Quadrangle 71/2' Revised Official Map January 1, 1980. CDMG Special Study Zone Map (Earthquake Fault Zone Map), Peachanga Quadrangle 71/2' Revised Official Map January 1, 1980. - 1967 - Geologic Map of California, Map No.1, Santa Ana Sheet; Jennings, C.W. 3f:> iTHA~ L. ROSSI,CONSULTlNG GEOLOGIST · P.O. BOX 4018,BIG BEARLAKE,CALlFORNIA 92315 ·