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Home My WebLink AboutTract Map 11087-2 Lot 23 Geotechnical Report FR0I1 : WESTERN SOIL I> FOUHDATlON ENG. PHONE NO. : 76el746 4912 GEOTECHNICAL INVESTIGATION PROPOSED WJlIlANS RESIDENCE 30277 VIA BRlSA TEMECULA. CALIFORNIA JOB NO. 03-17 APRIL 30, 2003 Ma~.. 182004 08:12AM Pi 'R~ II087-A III EC~P'!~"D R L.;;,1'Jl:',! APR ] 5 Z005 CITY OF TEMECliLA ENGINEERIliG O;;PARTMENT WESTERN SOIL AND-fOUNDATiON ENGINEERING, INC \ FROM WESTERN SOIL I> FOUNDAT ION ENG. PHONE NO. 760 746 4912 Ma~. 182004 08:13AM P2 -. WESTERN SOIL AND FOUNDATION ENGINEERING, fNC. FiHONE: (760) 746.3552 t:p..'t.: l'7eO) 7.:16.4912 .12~ HAL,1iii: AVENUE ES,CCNO!DO, CAt..tFORNIA 92029 April 30, 2003 Mr. Gal)' Winans. President Hermosa Construction 2541 State Street, Suite 202 Carlsbad, CA 92008 Project: Job No. 03.17 Proposed Winans Residence 30277 Via Brisa T emecula, California Subject: Report of Geotechnical Investigation Dear Mr. Winans: In accordance with your request, we haVe completed a geotechnical investigation for the above referenced project. Weare presenting to you, herewith, om findings and recommendations fol' the improvements that are proposed for this site. TIle findings oflhis study indicate that the site is suitable for the intended development uthe recommendations provided in the attached report are incolpor.iled into the design and construction of this proj eel. 7,. = FROM : ~jESTERN SOIL & FOUNDATION ENG. PHONE NO. 760 746 4912 Ma~. 182004 08:13AM P3 Proposed Winans Residence April 30, 2003 Our Job No. 03-17 Page 2 If you have any questions after reviewing the findings and reeonunendations contained in the attached repon, please do not hesitate to conlact this office This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, WESTERN SOIL AND FOUNDATION ENGINEERING. INC. ~ tfJa4/i) DemUs E. Zinunerman, C 26676, GE 928. Expires 3/31/04 Geotechnical Engineer Distribution: (4) Addressee VWG:DEZlkmg WESTERN SOiL AND FOUNDATION ENGINEERING, INC. ~ ~ FROM : WESTERN SOIL 2< FOUtlDATIOI" ENG. FHONE NO. 760 746 4912 -........ GE01ECHNICAL INVESTIGATION PROPOSED WINANS RESIDENCE 30277 VIA BRISA TEMECUIA, CALIFORNIA Prepared For: Mr. Gary Winans, President Hermosa Construction 2541 State Street, Suite 202 Carlsbad, CA 92008 JOB NO. 03.17 APRIL 30, 2003 WESTERN SOIL AND FOUNDATION ENGINEERING, INC May. 182004 08:14AM P4 ~ FROM : WESTERN SOIL 2. FOUNDATION ENG. PHONE NO. 760 746 4912 Ma~. 182004 08:14RM P5 TABLE OF CONTENTS Page Introduction and Project Description ...... ....., ,............................ ............. ...m.... ..........,...............,..1 Project Scope ....... ... .... .... .... ........... ...... ........,...... ........., ............... .................. ................ ...... ...... .... 2 .Findings.......... ..' ,.. ........, H ,.... ..'.n........n.. n......... ....... ...... ..........,.,....... ......., .... ...... ....... ............ .......3 Site Description.. .................,............'............ ..... ........... ..................... ... ...... ,..... ....... ...... ....3 Subsurface Conditions ....... ............... ............................. ................. ................................... 3 Pauba Fonnation ................ ........................................................................", ..................... 3 Artificial Fill ....... ............,................................... ............................ ............ ............. ..........4 Rippabilit)'... ................ ........H..........................................................u.................................4 Groundwater .......................... .................................................................... '... ,...................5 Geologic Hazards. .......... .............................,............... ... ................ ................ ........,.... ...... .............5 Faulls and Seismic Hazards .........................,............................................. ........................ 5 Seismicity of Major Faults..........................................., ..................................................... 7 Liquefaction ....... ...... ........ ........ ............. ............. ........................................,.......... .............7 Landslides and Slope Stability.... ............. ..... ,............... ,....... ..... .... .............. ......................8 Recommendations and Conclusions ............ .................. ...... ..... ........ ....... ... ...... h.... ... ..................,. 8 Site Preparation.............."................ ...,.... ...... .... ......... .............,...... ...........,.,.. ...... ............. 8 Existing SoiL.......... ................................ ............................. ...........,....... ,.........,.....8 Expansive Soil .... ................. .....,............ ................... ................ .... ...... ................... 9 L"llported Fill ....................................................................... .........., ........... ...........1 0 Earthwork..... ..... .... ....................... .................................. ,.................... .................1 0 Cut Slopes .................................................... ................ ................... .....................11 Fill Slopes ........... '............................................................ ......... ................,..........11 Sutface Drainage.......... ............................................. .....,...... .......... .... .... ..... ...... ..12 Sub drains...... ....... ............... ................ .......... ........ ........." .................... ................. 13 WESTERN SOIL AND FOUNDATION ENGINEER/NG, INC. 5 FROM : WESTERN SOIL & FOUNDATION EHG. PHONE NO. 760 746 4912 Ma~. 182004 08:15AM P6 -., TABLE OF CONTE]\'TS - cODt'd. Page Foundation Reccmmendations........................................................... ..............................14 Seismic Site Categorization .................................. ...............................................14 Footings.......... .................. ......... .... ............ ....... ......... ....... ..-............ ................. .., .14 Concrete Slabs-On-Grade ................... ............................. ........ ..... .......................15 Impermeable Membrane ........;................................................ ...-.................. .......17 Transition Areas.............. ......................................... .............-... .... ................. ......17 Lateral Resistance .. .................................... ................... .......................................18 Lateral Resistance Values ......................................................... .... .......................18 Footing Observations ...... ............................._............... ........................................18 Field Explorations... ....... ....................................................... ........ .....-. ...-.., ...... ..... ......................18 Laboratory Testing ..... .................... ......... ................ ............................ ................ .........................19 Plan Review...... ......... ................ ................................ ........................... ........- ........ ......................19 Limitations ..... .........__..........._......... ... ....... ... ............. ........................-...... ....... .......... ............... .....19 WESTERN SOIL AND FOUNDATION ENGINEERING, INC. ~ FROM : WESTERN301L I> FOUNmTION ENG. PHONE NO. 760 746 4912 Na~. 182004 08:15AM P7 ATTACHMENTS Plate No. I Site Plan (In back pocket) Plate No.2 Unified Soil Classification Chart Plate No.3 through Plate No.5 Exploratory Excavation Logs Plate No.6 through Plate No.9 Laboratory Tes! Resulls Plate No. 10 Fill Slope Key APPENDIX I Specifications for Construction of Controlled Fills APPENDIX II References WESTERN SOIL AND FOUNDATION ENGINEERING, INC. 1 FROM WESTERN SOIL I> FOUNDATION ENG. PHONE NO. 760 746 4912 r1a~. 18 2004 08: 16AM P8 GEOTECHNICAL INVESTIGATION PROPOSED WINANS RESIDENCE 30277 VIA BRISA TEMECULA,CAL~ORMA Introduction and Project Description This report presents the results of our geotechnical investigation performed on the above referenced site. The purpose of this investigation was 10 evaluate the existing surface and subsurface conditions from a geotechnical perspeclive and to provide recomroendalions for grading, foundation design and floor slab support. The proposed project will be the development of a single-family dwelling. It is anticipated that the building will be a t-,vo-storY, wood-framed struclure. Foundations may consist of conventional foundations with concrete slabs-on-grade. A grading plan WlIB not available for our review at the time this report was prepared. However, we have been informed by Mr. Gary Winans that earthwork may include expanding the southern embankment and lowering the pad elevation. It should be recognized that re-evaluation of our analysis may be necessal)' as construction documents !lrC produced. We should be provided the opportunity to amend our recommendations if necessary, onc.e the grading a.'1d building plans are finished. The site configurollion and the appl'Oximate locatiuns of our subsurface explorations are shown on the enclosed Site Plan, Plate No 1. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. ~ FROM WESTERN SOIL 8. FOUIID"lTlON ENG. PHONE NO. 760 746 4912 Ma!O. 18 2004 08: 17A11 P9 Proposed Winans Residence April 30, 2003 Our Job No. 03-17 Page 2 Project Scope This investigation consisted of a surface reconnaissance coupled with a suhsurflll)e exploration. Representative samples of soil material were obtained from the site and returned to our laboratory for observa1ion and testing. The results of the field and labrn:aJoty data collected are presented in this report. Specifically, the intent ofthis investigation was to: a) EJo.-p10re lhe subsurface conditions 10 the depths that could be influenced by the proposed construclion; It) Evaluate, by laboratory tests, the pertinent static physical properties of the various soil and rock stratigraphic units which could influence the development of this project; c) Describe the sile geology, including potential geologic bllZards and their effect upon the proposed development; d) Provide recommendations for site preparation and grading; and e) Present soil parameters for foundation design, including bearing capacity, estimated settlements, lateral pressures, and expansion potential of the on-site soils. This report has been prepared for Hermosa Con.slruclion and their consultants to be used in the evaluation of the referenced site. This report has not been prepared for use by other paTties, and may not contain sufficient information for purposes of other parties or other uscs. The information in this report represents professional opinions thai have been develQped using that degree of care and skill ordinarily exercised, under similar eircwmtances, by reputable geotechnical consultants practicing in this or similar localities. No other warranty, express or implied, is made as to the professional advice included in this report. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. q FROM WESTERN SOIL. 8. FOUNDATION EHG. PHONE NO. 760 746 4912 Ma~. 182004 08:1?RM P10 Proposed Winans Residence April 30, 2003 Our Job No. 03-17 Page 3 Findings Site Description: The project site is located on the southwest side of Via Brisa at the intersection with Elinda Street, in the city ofTemecula, California The site vicinity can be found in the north edge of grid A-l , page 979 ofthe Thomas Brothers Guide for Rivefllide County, 2000 edition. The subject property is a trapezoidal-shaped parcel that encompasses approximately 'It acre. It is bounded to:the ea$t and west by single-familyresidenres and to the soutlJ by undeveloped property. Approximately 97 feet front Via Brisa along the north property line. The site is situated along lhe eastern margin of a broad valley identified as the Elsinore Trough. The terrain is very gently to steeply inclined toward the south. The topography has been altered by grading that is believed to have been performed approximately 15 to 20 years ago. Fill embankmenl:l descend from a generally flat pad to the south and west. Elevations are on the order of 1150 feel above mean sea level (m.s.J.) across the pad. No improvements were observed on-site at the time of our investigation. Vegetation across the majority of the property consisted of wild grllSSes. Subsurt'aceCOllditions: The subjecI site is underlain by Quaternary age sediments that have been mapped by Kcnnecly (1977) lIS part of the Pauba Formation. The formational material is mantled by a thick sequence of artificial filL Each unit is described below in order from oldest to youngest. Pauba Formation: The formalional sediments exposed in the exploratory excavations consists of orangish-brown, very clayey, fine to coarse grained sanl!:;lonc that grades to silty, medium to very coarse grained sandstone. The sediments appear to be weJI indurated, horizontally bedded and moderately cemented. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. \0 FROM : WESTERN SOIL I> FOUNDATION ENG. PHONE NO. 760 746 4912 Ma". 18 2004 08:18AM Pl1 ~M.'_ Proposed Winans Residence April 30, 2003 Our Job No. 03-17 Page 4 At the locations explored, the Pauba sandstone occurS al depths of 11 % to 19 feet and extends beyond the limits of our evaluation. It is very well consolidated and would be suitable for the support of fill, foundations or other structural improvements. Artificial Fill: Fill material approximately 11 V. to 19 feet in thickness was exposed in the exp10ratury excavations. The fill was composed of brown. silty, fine to coarse grained sand interlllyered with dark broWll, very silty, fine to medium grained sand. At depths below 6 feet, the fill consisted of d!ll'k brOIl"l1 to black, slightly clayey to clayey, silty, fine to coarse and fine to medium grained sands. The fill materials encolmlered in our exploratory borings are founded on the well- consolidated .sandstone of the Pau.ba Formation. The res\llts of laboratory testing (plate No.6 through Plate No.9) indicate that the fill materials are generally well compacted, have a relatively high shear strength and that marginally expansive materials are placed 6 or more feel below existing grade. Thicker or poorer quality fill materials may be encountered at locations that were not explored. Rippability: Thc cxploratory horings were advanced with slight to moderate difficulty by a truck- mouDted drilliug rig. These borings ranged from 18 to 26J1i feet in depth. Refusal was not experienced within any boring that was placed within the project site. Refusal is defmed as the inabilitJi to deepen the exploratOI)' excavation with the equipment beiIJg used. It is our opinion that heavy-duty earthrnQving equipment equal to a D-9 with a singte-tooth ripper could excavate these mater'.als to the depths explored. It is possible thai resistant betlrock and/ill boulders that require blasting or pneumatic chipping may be encountered a! locations tha! were not explored. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. \\ FROM WESTERN SOIL I> FOUNDATION ENG. PHONE ~ID. 760 746 4912 Ma~. 182004 08:18AM P12 Proposed Winans Residence April 30, 2003 Our Job No. 03-17 Page 5 Groundwater: Free grOl.lIldwater was not observed within any of our exploratory excavations. It should be noted thai, for the previous three years. rainfall lotals for southern California have been below DOnna!. Therefore, fluctuations of subsurface water will be affected by variations in annual precipitation and local irriglllion. These variations may influence runoff derived from sources located "up-slope" and/or "up-stream" from the property. Moreover, it has been om e".-perience that periodic events of seepage will tXCl1r in areas of significant "cut" or any "below-grade" slrucb.lres. Therefore, conside:nu:ion must be given to appropriate surface and subsurface drainage &)'Stems, such as underdrains and swales, !IS recommended further in this report. GeolOile Hazards Faults and Seisluit Hazards: The numerous fault zones in southern Califurnia include active, potentially active, and inactive faults. Active faults are those which display evidence of movement within Holocene time (from the present to approximately II thousand years). Faults that have ruptQred geologic units of Pleistocene age (11 thousand to 2 million years) but not Holocene age materials are considered potentially active. Inactive faults are those which exhibit movement that is older than 2 million years. The site is localed within an Alquist-Priolo Sp~ial Studies Zone. According to avallable published infonnation, the active Elsinore faull zone occurs several hundred feel to the southwest. We did not observe allY evidence in the exploratory excavations to suggest that active faults intercept the site. WESTERN SOIL AND FOUNDATION ENGINEERING, lNC. \Z, FROM : WESTERN SOIL & FOUNDATION ~NG. PHONE NO. 760 746 4912 Ma~. 18 2004 08:19AM P13 ~ Proposed Winans Residence April 30, 2003 Our Job No. 03-17 Page 6 Gcologic trenching performed on the adjacent southern property was reported by Leighton and Associates (1988). A zone of highly fractured sandstone was observed and documented within one oftheh- trenches. Brecciated clastic materials along with a soil-filled void described as a "large burrow" was identified in the fracture zone. The fractures were measured as trending approximately north 40" wesl, and ~he zone itself was approximately 2 feet wide as depicted in the trench logs. The trench lOgll exhibit the&actures as ~enninating at the contact between the Pauba Fonnation and overburden soils. No opinion is given within the referenced repcn with regard to the significance or occurrence of the fracture zone. Mapping by Kennedy (1977) suggest that the WiJdomar fault zone, the eastern segment of the Elsinore fault zone. inte1'8ects this adjacent southern property. It is our professional opinion that the reported facture zone may be associated with the Elsinore fault zone. In addition to the Elsinore fault zone, there are several faults located in close proximity that movement associated with them could cause significant ground motion at the site. The table below presents the maximum credible earthquake magnitudes and estimated peak accelerations anticipated at the site. These accelerations are based on the asswnption that the maximlml credible earthquake occurs on specific fuults at the closest point on lhat particular fault to the site. The maximum credible eilrthquake is def1lled as the maximum earthquake that appears to be reasonably capable of occurring under the conditions of the presently known geologic framework. The probability of such an earthquake occw:ring during the lifetime of this projeet is considered low. WESTERN SOIL AND FOUNDATION ENGINfERING, INC l?> FROM WESTERN SOIL I> FDUNDATlON ENG. PHONE NO. 760 746 4912 Ma~. 18 2004 08:20AM P14 .r Proposed Winans Residence April 30, 2003 Our Job No. 03-17 Page 7 Seismicity of Malor Faults San Andreas San Jacinto 46 22 Maximum Credible Magnitude (Richter) 7.5 LCl) 8.3 L(J) 7.8 LCl) Estimated Bedrock Acceleration (l )(g) 0.75 0.17 0.27 Fault Distance (Miles) <I Elsinore L = Local Magnitude (1) Seed and Idriss, 1982 (2) Slemmons, 1979 (3) Greensfelder. C.D.M.G. Map Sheet 23. 1994 The preceding table suggests that the Elsinore fault zone would have the predominant influence on the site. The poslulaled design earthquake and ground accelerations are presented in the table below. Desil!D Earthauake Fault Zone Source Maximwn Credible Magnitude (Richter) 7.5 Peak Ground Acceleration (g) 0.75 *Sustained Acceleration (g) 0.49 EismaN .Sustained Acceleration considered 65% of peak ground acceleration Liquefaction: The potential for scimlically induced liquefaction is greatest where shallow grOlmd- water and poorly consolidated, well sorted, fme grained sands and silts are present. Uquefaction potential decreases with increasing density, grain size, clay content and gravel conlent. Conversely, liquefaction potenliaJ increases as the ground acceleration and duration of seismic shaking increase. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. \~ FROM: WESTERN SOIL & FOUNDATION ENG. PHONE NO. 760 746 4912 Ma~. 18 2004 08:20AM PIS Proposed Winans Residence April 30, 2003 Our Job No. 03-17 Page 8 Groundwater was not observed within our explorations, and the site is underlain by compacted fill that is, in turn, underlain by moderately cemented sandstone. Based on the consistency of the underlying materials and the anticipa.ted recompaction of overourden soils, the potential for generalized liquefaction in the event of a strong to moderate earthquake On nearby faults is considered low. Landslides and Slope Stability: No evidence indicating the presence of deep-seated landslides was observed on or in the immediate vicinity of the site. Significant shear zones, slickensides or adveISely oriented bedding or clay seams were not llKpOSed in our subsurface explorations. It is therefore our.opinion that the potential for deep-seated slope failure is low. The Engineering Geologisl should observe the cut slopes during and after the earth moving operations. The existing soil malerials exhibit a high inlemal friction angle and posses substantial cohesion. It is therefore our opinion that slopes will be stable if constructed in accordance with the recommendations presented in this report. Recommendations and Conclusions Site Preparation Existing Soil: Based on our field sampling and the results of the laboratory testing, it appears that the existing fill soils are generally well compacted. In addition, the fill materials are supported on well-indurated, competenl sandslone. However, to reduce the effects of unforeseen irregularities in the existing fill, we recommend lhat the exisling soil materials be removed and recompacted to a depth of 4 feet below proposed finish grade. Deeper removals may be necessal)' if incompetent soils are exposed during the earthwork. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. \? FROfl : WESTERN SOIL I> FOUtjDATlON ENG. PHONE NO. 7613 746 4912 Ma~. 18 20134 08:21AM PIS Proposed Winans Residence April 30, 2003 Our Job No_ 03-17 Page 9 The horizontallirnits of removal and recornpaction shall include the entire areas of proposed strUctUres, fill or any proposed fill slopes. All soil removal and replacement should extend at least 10 feet beyond the footprint of any structures and shall be accomplished in accordance with the earthwork and foundation recommendations presented in this report. The on-site soils minus any debris or organic material may be used a. controlled fill. All fill shall be compacled to al leas19O"1o ofi15 maximum dry density as determined by ASTM DI557-91. All debris, organic matter or oversized materials (grellter than 6 inches in maximum dimension) encountered must be removed and disposed of in an approved legal manner. Expansive Soil: Slightly clayey, silty sands were observed in the exploratory excavations. The results of laboratory te$ng perfonned on samples ofthc clayey sands indicated an expansion index of23. This exceeded the "very low" expansion potential Iallge (Expansion Index 0 to 20) but was within the marginally expansive end of the "Jow" expilllSion potential range (Expansion Index 21 to 50). Typically, the most clayey soils landed to be at depths greater than 6 feet below exLsting grade. Test results are presented on Plate No.6. It is anticipated that the near surface soils eJ-,:posad on-site will exhibit an expansion potential in the very low rlll1ge. 80il material with an Expansion Index greater than 20 should not be placed within 4 feet of finish grade on any building pad. Expansive soils should not be used as wall backfill or within 4 feel of finish sub grade beneath concrcle pavements. Soil with and Expansion Index grater than 50 should not be used within 15 feel (horizontally) of the face of any constructed slope that is greater than 5 feet in height. WESTERN SOIL AND FOUNDATION ENGINEERING, INC \(, FROI1 : lJESTERN SOIL & FOUHDATIOti ENG. PHONE NO. 760 746 4912 ~a~. 18 2004 08:22AM P17 ~. Proposed Winans Residence April 30, 2003 Our Job No. 03-17 Page 10 Imported Fill: Imported fill, if required at this site, shaI1 be approved by our office prior to importing. The Soils Engineer should be providoo. ample notification so that sampling and testing of potential soils may be performed prior to importing. Approximately 3 to 5 working days may he n.e<:essary to sample and evaluate potential import soils. Imported fill material shall have an Expansion Index of 20 or less with not more than 25 percent passing the No. 200 U.S. standard sieve. Earthwork: All earthwork performed on-site must be accomplished in accordance with the attached Specifications for Construction of Controlled Fills (Appendix 1). All special site preparation recommendalions presented in the sections above will supersede those in lhe Specifications for Construction of Controlled Fills. All embankments, structural fill, and utility trench backfill shall be compacted to no less than 90% of its maximum dry density. The moisture content of the granular fj II soils should be within 2% of optimum moisture contenl at the time of compaction. The moisture contenl of the clayey soil materials should be maintained between 2% and 4% over optimum moisture content. The maximum chy density of each soil type shall be determined in accordance with ASTM Test Method D1557-91. Prior to commencement of the brushing operation, a pre-grading meeting shall be held at the site. The Developer, Surveyor, Grading Contraclor, and Soil Engineer should attend. Our firm should be given al least three (3) days notice of the meeting time and dale. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. \1 FROM WESTER~I SOIL & FOL~iDATION EI-lG. PHONE NO. ?60 746 4912 Ma,. 18 2004 08:48AM Pi Proposed Wina'ls Residence April 30, 2003 OUT Job No. 03-17 Page II Cut Slope..: Our analysi~ indicates that slopes up to 20 feet in heighl, excavalod completely within dense. compelCnt sandstone at an inclination of 2: I ~'hori7.Dntal to vertical) or flatter wotUd exlublt a safety fas.;tor greater than the generally accepted standard of 1.5. Nevertheless, it should be noled that localized adverse geologic; conditions exposed during the grnding procedures may detrimentally reduce this safety fu.ctor. These adverse geologic conditions could include, but would not be limited to, fractures and joinm dipping out of slope, poorly consolidated oveIburden soil. excessively weathered bedrock or heavy groundwater seepage. Obscrvalion of the cut slopes during construction should be performed by the Engineering Geologist so that adverse geologic features might be identified. Additional remedial actions may be required to mitigate the effects of detrimental slope conditions. This may include rock bolting. bUttre8Sing, regrading of the slope, or the construction of a retaining wall system. Remedial slope construction shQu1d be evaluated and recommended by the Soil Engineer and Engineering Geologist. Fill Slopes: It is our opinion lhat fill slopes constructed with any gi<lllular, very low to low expansive soil at an inclination of2:1 (horizontal to vertical) or flatter will be stable to a maximum height of 25 feet. Fill slopes shall be keyed into dense natural ground. The key shall extend through all incompetent soil and be established at least 2 feet into dense competent material. The key shall be a minimum of2 feet deep at the toe of slope and fall with 5% grade toward the interior of the proposed fill areas. The bottom of the key shall have a width ofatleast 15 feel (plate No.1 0). WESTERN SOIL AND FOUNDATION ENGINEERING, INC. \'0 FROM: WESTERN SOIL I> FOUNDATION ENG. PHONE NO. 760 746 4912 Ma~. 18 2004 08:4~M P2 Proposed Win/lllS Residence ApriJ30, 2003 Our Job No. 03-17 Page 12 All keys musl be illllpeCted by the Soil Engineer, Engineering Geologist or their representative in the field. Iffeasible, soil material placed within the outer 1 S feet of any fill slope, as measured inward horizontally from the fa= of the slope. shaold consisl of on-site orimported granular, non- expansive soil material (Expansion Index of20 or less). Fill slopes constructed with clayey or expansive soils may experience creep and/or surficial failure. We recommend that slopes be compacted by backrolling with a loaded sheepsfoot roller at vertical intervals not to exceed 4 feet and should be track walked at lhe completion of each slope. The face of the slopes should be compacted to no less than 90% relativc compaclion (ASlM DI557-91). This can best be accomplished by overbuilding the slope at least 4 feet Ill1d trimming to design finish slope grade. Surface Drainage: Surface drainage shall be direcled away from structw'es and paved areas. The ponding of water or saturation of soils should not be allowed adjacent to allY of the foundations. We recommend that planters be provided with drains and low flow irrigation systems. Gutter, roof drains and other drainage devices shall discharge water away from the structure into surface drains and stOml sewers. Surface water must 110t be allowed to drain in an uncontrolled mamrer over the top of any slope or excavation. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. \~ FROM WESTERN SOIL & FOUNDATION ENG. PHONE NO. 760 746 4912 Ma~. 18 2004 08:49AM P3 Proposed Winans Residence April 30, 2003 Our Job No. 03-17 Page 13 The exterior grades should be sloped to drain away from the structures 10 minim; 7C ponding of water adjacent to the foundations. Minimum site gradients of al least 2% in the landscaped areas and of 1% in the.hardscaped areas are recommended in the areas surrounding buildings. These gradients should extend at least 10 feet from the edge of the structure. To reduce the potential for erosion, the slopes shall be planted as soon as possible aftel' grading. Slope erosion, including sloughing, rilling, and slumping of SlITface soils may be anticipated if the slopes are left unplanted for a long period of time, especially during rainy seasons. Swales or earth bmns are recommended at the top of all permanent slopes to prevent surface water runoff from overtopping the slopes. Animal burrows should be controlled or eliminated since they can serve to collect normal sheet flow on slopes, resulting in rapid and destructive erosion. Erosion control and drainage devices must be installed in compliance with the requirements of the controlling agencies. Subdrains: A subdrain system shall be installed at the toe of slopes draining into the property, behind retaining walls, ,vi.thin buttress or stability fills or where fill is proposed over canyons or drainage areas. At lhis time, construction drawings have not been provided for our review. It is therefore uncertain whether subdrains will be required. The final determination for the location of the subdrains shall be made by the Soil Engineer or Engineering Geologist during the site lP"adin~. Thesubdrain shall consist of a trench at least 36 inches deep and 18 inches wide. Mirafi 140N or Amooo 4547 non-woven geolextile fubric. or an approved equivalent, .h,lll1ine the bottom and sides of the trend!. Four inches of3!4.inch rock bedding shall be placed on the geotextile at the bottom of the trench. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. ZD FROM : WESTERN SOIL 8. FOUNDATION ENG. PHONE NO. 760 746 4912 Ma~. 18 2004 08:5~1 P4 Proposed Winans Residence April 30, 2003 Our Job No. 03-17 Page 14 A 4-inch diameter perfOl'ated pipe shall be placed in the trench ,,<jlh the perforations down. The pipe sball be ABS schedule 40 (ASTM-DI527) or SDR 23.5 (ASlM-D275l) or approved equal. The drainpipe shall have a minimum I % gradient and shaIl be centered within the trench horizontally. A minimum of 3 cubic feel of 3/4-inch rock per linear fOot of sub drain shall be placed over and around the pipe within the geotextile lined trench. The geotextile sha111ap al least 12 inches over the top of the TOck. The subdrain shall outlet away from any structures or slopes in an approved legal manner. Foundation ;Reeommenclations Seismic Site Categorb:ation: The following seismic site categori<:ation parameters may be used for fOlmdation design. These design parameters are based on the infonnation provided in Chapter 16 of the 1997 Uniform Building Code. Soil Profile Type .. Sc Near Source Factor N. .. 1.5 Near Source Factor N. .. 2.0 Seismic Source Type .. A FootilliS: We recommend that the proposed structures be supported entirely on compacted fill in accordance with the earthwork and soil removal recommendations provided in this report. Footings should be underlain by alleast 2 feel of soil having an cxp:msion index of20 or less. Footings shall be designed wilh the minimum dimensions aud allowable dead plus live load soil bearing values given in the following table: WESTERN SOIL AND FOUNDATION ENGINEERING, INC. 2\ FPOM : WESTERN SOIL & FOUNDATION ENG. PHONE NO. 760 746 4912 Ma~. 18 2004 08:50AM P5 Proposed Winans Residence Apri130, 2003 Ow- Job No. 03-17 Page 15 Footinl!ll Established on Compaeted Fill Allowable Minimum Minimum Soil Bearing Building Footing Depth Width Value Height Type (inches ) (inches) (p.s.f.) OncStory Continuous 12 12 2,000 Two Story Continuous 18 15 2,400 One Story Square 12 30 2,400 Two Story Square 18 30 2,800 The minimum depth given shall be below lowest adjaeent finish subgraae. If foundations are proposed adjacent to the top of any slope, we recommend that the footings be deepened to provide a horizontal distance of8 feel between the outer edge of the footing and the adjacent slope face. The soil load bearing values presented above may bc increased by onc-thinl for short-term loads, including wind or seismic. The soil load bearing values of any imported soil should be determined after its selection but prior to its delivery on-site. All continu.ous footings shall be reinforced in accordance with recommendatiollS provided by a Structural Engineer. As a minimum, continuoua footings should contain two #4 rebar placed near the top and two #4 rebat placed neat the bGnom of the fOWldations. Settlements under building loads are expected to be within tolerable limits fGI the proposed structure. Concrete Slabs-On-Grade: lfthe soils are prepared as recommended in lhis report, concrete slabs- on-grade may be supported entirely on compacted fill. Soil material placed within 4 feet of finish floor should have an expan$ion index of20 or less. No cut'fill transitions should be allowed to occur beneath the structure. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. ZJ-. FROI1 : WESTERN SOIL 2. FOUHDATlON ENG. PHm~E NO. 760 746 4912 Ma~. 18 2004 08:51AM P6 Proposed Winans Residence April 30, 2003 Our Job No. 03-17 Page 16 To provide proteclion against vapor or water transmission through the building and floor slabs, we recommend t..'ult the sJabs-on-grade be underlain by a 4-inch layer of Caltrans Class 2 permeable malenal or gravel. A suggested gradation for the gravel layer is as follows: Sieve Size Percent Passing 3/4" 90-100 No.4 0-10 No. 100 0-3 If the sJab-on-grade is Wlderlain by al least 4 feet of granular compacted fill, the:: gravel layer may be replaced by 4 incOOs of clean sand. An impenneable membrane as described below should be placed at the midpoint of the sand layer. If sand bedding ;s used, care should be taken during concrete placement to prevent displacement of the slllld. A low-slump concrete (4-inch maximum slump) should be used to further minimize possible curling of the slabs. The concrete slabs should be allowed to cure properly before placing vinyl or other moisture-sensitive floor covering. Slab reinforcing and thickness shall be designed in accordance with the anticipated use and loadings on:the slab aIld as recommended by the Structural Engineer. Construction and weakened plane joinl spacinl;\ and placement shall be provided by the Sttuctural Engineer. WESTERN SOIL AND FOUNDATION ENGINEERING, INC z?> FROM WESTERN SOIL I> FOUNDATION "NG. PHONE NO. 760 746 4912 Ma~. 18 2004 08:52AM P7 Proposed Winans Residence April 30, 2003 Our Job No. 03-17 Page 17 Impermeable Membrane: In areas where vinyl or other moisture-sensitive floor coverings are planned or where moisture maybe detrimental to the struclure's contents, we recommcnd that the 4- inch-thick gravel layer be overlain by a 10-mil-thick impermeable plastic IDembTlllJe to provide additional protection against water vapor transmission through the slab. The vapor barrier should be installed in accordance wilh the manufacturer's instructions. We recommend that the edges be sealed, To protect the membrane during later concrete work, to facilitate curing of the concrete, and to reduce slab curling, a 2-inch-thick layer of clean sand shall be placed ovel' the membranc. Transition Areas: Any proposed structures should nol be allowed to straddle a cut-fill transition line. Footings and floor slabs should be entirely supported on cut or entirely on fill. The foundation system should not consist of one where footings are embedded into naturally occurring material and the slab is supported on fill. The tendency of cut and fill soils 10 compre.'lS differently can frequently result in differential settlement, cl1lCking to portions of the structure and in severe eases struCtural damage, To reduce the potenlial for damage due to differential settlement in transition areas, we tecommelld thai cut areas be over-excavated to a depth of at least 2 feet below the bottom of the deepest footing and replaced with soil material that is compacted to at least 90% of its maximum dry density ~ASTM D1557-91 Reapproved 1998). The compacted fill should extend at least 10 feet beyond the building floor plan, The soil used in this fill should have an expansion index: of 20 or less-e WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Z6r. FROM WESTERN SOIL I> FOUNDATION ENG. PHONE NO. 760 746 4912 Ma~. 18 2004 09:52AM P8 Proposed Winans Residence April 30, 2003 Our Job No. 03-17 Page 18 Lateral Resistance: Resistance to lateral loads may be provided by friction at the base of the footings :md floor slabs and by the passive resistance of the supporting soils. Allowable values of frictional and pas.sive resistance are presented for the fill soils in the table below. The frictional resistance and the passive resistance of the materials may be combined without reduction in determining the total lateral resistance. Lateral Resistance Values 0.32 Allowable Passive Pressure (psf/ft of depth) 325 Soil Type Compacted Fill Cocfficienl of Friction Footing Observations: Prior to the placement of reinforcing steel and concrete all foundation excavations should be observed by the Soil Engineer, Engineering Geologist or their representative. Footing excavations shall be cleaned of any loosened soil and debris before placing steel or concrete. Footing excavations should be observed and probed for soft areas. Any soft or disturbed soils shall be over-excavated prior to placement of steel and concrete. Over-excavation of soils should not be perfonned in locations that were undercut for transition areas. This would compromise the thickness of the soil supporting the footings. 1n undercut transition areas loose soils should be recompacted. Field Explorations Subsurface conditions were explored fur this analysis by excavating three small diameter borings on March 7. 2003. The exploratory borings were 8 inches in diameter and extended to depths ranging from 18 to 26Y:, feet Caving did Dol occur in any of the boring walls. Groundwater was not observed in any of the explorations. The locations of the exploratory excavations are depicted on the Site Plan, Plate Noc 1, in the back of this report. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. ~~ FROM WESTERN SOIL 11 FOUNDATION ENG. PHONE NO. 760 746 4912 Ma~. 18 2004 0B:53AM P9 Proposed Winans Residence April 30, 2003 Our Job No. 03-17 Page 19 The surface reconnaissance and subsurface exploration were conducted by our geology and soil engineering pernonnel. The soils arc described in accordance with the Unified Soil Classification System as illustrated on the attached simplified chart (plate No.2). In addition, a verbal textural description, the wet color. the apparent moisture and the density or consistency are presented. The density of granular material is given as either very loose,loose, medium dense, dense or very dense. The consistency of silts or clays is given as either very soft, soft, medium stiff, stiff. very stiff or hard. The sampling and 10Wng of our exploratory excavations W\rC perfunned using standard geoteclmical methods. The logs are presented on Plate No.3 through Plate NQ. 5. Samples of typical and representative soils were obtained and returned to our laboralory for observation and testing. Laboratory Testing Laboratory leSiS were performed in accordance with the American Society for Testing and . Malerials (ASTM) test methods or suggested procedures: Test results are shown on Plate No.6 through Plate No.9. Plan Review Western Soil and Foundation Engineering, Inc. should review the final grading and building plans for this project. Llmltatiolls The recommendations and opinions expressed in this report reflect our best estimate of the projecl requirements based on an evaluation (lfthe subsurface soil conditions encountcced at the subsurface exploration locations and the assumption that the soil conditions do not deviate appreciably from those encountered. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. ']JP FR0I1 : WESTERN SOIL & FOUNDATION ENG. PHONE NO. 760 746 4912 Ma~. 18 2004 08:54AM P10 Proposed Winans Residence April 30, 2003 Our Job No. 03-17 Page 20 It should be recognized that the performance of the fOWldations, pavements and co115trUcted slopes may be influenced by undisclosed or ~ variations in the soil conditions that may occur in the intennediate and unexplored areas. Any unusual conditions not covered in this report tlwt are encountered during site development should be brought to the attention of the geotechnical consultant so that modifications can be made, if necessary. II is recommended that Westem Soil and Foundation Engineering, Inc. be retained to provide. continuous geoteehnical engineering services during the earthwork operations. This is to observe compliance with the design concepts, specifications or recommendations aIld to allow design changes in the event that subsurfu.ce conditions differ from those anticipated prior to slar! of construction. Western Soil and Foundation Engineering, Inc. and/or our coDSultants, will not be held respomible for earthwork of any kind performed without OUI observation, inspection and testing. This office should be advised of any changes in the project scope so that it may be determined if the recommendations contained herein are appropriate. This should be verified in writing or modified by a written addendum. The findings of this report are valid as of this date. Changl's in thl' condition of a property can, however, occur with the passage of time, whl'ther they are due 10 natural processes or the work ofman on this or adjacent properties. In addition, changes in the State-<)f-the.Art and/or Government Codes may occur. Due to such changes, the findings ofthe report may be invalidated wholly or in part by changes beyond our control. Therefore, this report should not be relied upon after a period of one year without a review by us verifying the suilability of the conclusions and recommendations. WESTERN SOIL AND FOUNDA nON ENGINEERING, INC. z.1 FROM: WESTERN SOIL 8. FOUI4DATION ENG. PHONE NO. 760 746 4912 Ma~. 18 2004 08:58RM P1 Proposed W'nans Re.idence April 30, 2003 OurJoh No. 03-1 i Page 21 We will be responsible for our data, interpretations, and recommendations, but shall not be responsible for tbe interprelatiQns by othera ofthe information developed. Our services consist of prof<lccion:ll oonDultation and ob3C1'Vation o:uy, .nd no ""'''"ully "rallY kiml whatsoever, express or implied, is made or intended in connection with the work performed or to be perfonned by us, or by our proposal fur ronsuWng or other services, or by om- fumishing of oral or written reports or findings. It is the respl;>nsibility of the Client or the Clienfs representative 10 ensure that the information and recommendations contained herein are brought to the attention of the engineer and architect for the project and incorporated into the proj,,<;t's plans and specifications. It is funha thc responsibility of the Client to ta.1(e the necessary measures tc ensure that the contractor and sub--contractors carry out stich recommendations during construction. Respectfilllysubmitted, WESTERN SOIL AND FOUNDATION ENGINEERING, lNe. Vincent W. Gaby, CEG 1755, Expires 7/31/03 Engineering Geolo!,>ist ,- Dennis E. Zimmerman, C 26676, GE 928, Expires 3131104 Geolechnical EUllineer VWG:DEZ/kmg WESTERN SOIL AND FOUNDATION ENGINEERING, INC. 2Ib FROI1 : WESTERN SOIL & FOUNDATION ENG. .PHONE NO. : 7607464912 ATI'ACHMENTS WESTERN SOIL AND FOUNDATION eNGINEERING, INC. Ma~. 18 2004 08:SSl'lM P2 z..~ FR0l1 : WESTERN SOIL I> FOUNDATION ENG. PHONE NO. : 760 746 4912 SITE PLAN (plate No.1) WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Ma~. 18 2004 08:59AM P3 2P Ma~. 18 2004 09:00AM P4 FROM : WESTERN SOIL I> FOU~TION ENG. PHONE NO. : 760 746 4912 I I I 1'... V'.;l!\ Ei"ll84 PLATE NO.1 ISS' \ t-\ SCALE 1 · = 30 ' -+e...2 + s.-a + APPROXIMATE lOCATION OF EXPLORATORY BORING WINAN RESIDENCE JOB NO. 03 - 11 ( 4 I 03 ) WESTERN SOIL AND FOUNDATION ENGINEERING, INC. ?,\ FROt1 WESTERN SOIL & FOUNDATION ENG. PHONE NO. 760 746 4912 Ma~. 18 2004 09:00AM P5 ,~ SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SoD Description Group Symbol Typical Names L COARSE GRAINED: More than half of materia lis !!em: than No. 200 sieve ~i7.e. . Gnveb;, Mol'll tb3n hslf of coarse ft'aerion Is 1Mg... tho. No.4 ,.;eve sjzc but smaller than 3". CLEAN GRAVELS ow Wellll'aded gravel,. gravel sand mixtum, tittle or DO fines. GP roody iJ1\ded &/lIvels, llI1Ivel5a1ld mixtures. little or DO ftnes. GRAVEL WiFlNES OM Silty gravel6. poorly araded ~ve1.....d"i1t mixtun:s. GC Clll)'ey gravels, poorly graded l',l'llvel-<and, olay mixture>. I Sandi: More than half of coarse fraction is: smaller than No.4 sieve size. CLEAN SANDS SW Well graded smd, gravelly sand.. little or no fines. SP Poorly gnuied sandi, gravelly fiandS. little or no t1nes. SANDS WiFlNES SM Silly ...ds, poorly graded sand and silt mixlllreS. se Clayey ""d., poorly groded sand and elay mhrtme.. fi,; F1NEGRA1NED: MOI1lthanhalfoflDlllerillli'liII!i!kI; , than No. 200 sieve I:i:ze. . SOli '" Clays' Liquid limit 1m tb3n 50 ML Inorganle slits nnd very fine sands, rock flour, rattdy silt (It c1ayey-6ilt-sand mixtures with &light plasticity. CL Inorganic clays of low to mcdivm p1as1iciry.l',l'llvelly day;, sandy clays, '~ry clay., I.... clar.;. OL Organic ~lty and orgaoi<: silty clays of 10... plamctly. , SUts &. Clays; Liquid limit ~ than 50 M1i fnotganic: llib. mic.u:wus or diatomaceous fine sandy or silty soils, c1asricsilts. CII Inorg..ic elm of high plasticity, fo.. OR Organic clays of medium to high plnstieity. HIGHLY ORGANIC SOILS PT Peal and other highly tJI'll'lI1ic soil._ Plate No.2 WESTERN SOIL AND FOUNDATION ENGINEERING, INC. 3~ FROM WESTERN SOIL I> FOUHDAT ION !:NG. FHO'~E NO. 760 746 4912 Ma~. 18 2004 09:01AM P6 Z BORING NO. ~1 i=' w 0 > ~ - 10- ~ tI. i= !Zw !Z~ w~ Z:c .w )- III .w 10- ....<( ELEVA1l0N :t wll: WI!! lil_ a:- ::lu w .~ IAl ~~ a::J z... ::It: Oz '=- - <(Ii; ~~ wu li;w u_ ~ ~ "'- SAMPLING 8-lNCH DIAIoII!TI!R Qe:., ~ffi E q) Q.~ Q.t/J O~ lb 9 Ul METHOD HOLLOW STeM AUGER ~::ii a..z ~ ~ :'5 <(0 100 iilQ. .0 U C U C U DESCRIPTION 1- e FILL - Brown. Very Silty, Fine to Coarse t;.! Grained Sand Vory Alodium --1 ,- _SM~ Moist Den... '., ..., - . To To 3- ~;~. . .. Interlayered wltlt Dark Brown, -3 ~ Very Silty, Fine 10 Medium Moist Denso ,- B ~... Grained Sand - S- ~~~: 114.5 CAL R ~~.~ 1.2 5Oi5 -Q ,~-::;;;. - ~~ - . - ,... 1- . --f.:.:. -1 ~.. ~.' .- ~.,,...;:. - ~:~ 8- -t'~~. -& -.:--"?'"...:": ~.' CAL ,- R ~ -4 Very Dark Brown, SlIghtiy CI~y, Moist Dense 12~.3 10,4 - )S~~ Silty, Ane to Coarse Grained Sand 37/6 11- B '::To. -1' " .' . lIC::' ,- '~:.: - ;;;t..~~ 13- ~ -13 ',,~ ZONE OF SCATTERED PEBBLE TO COBBLE ,- .y~~ - "... "; ..;, "~'1, i.l5- *~ CAL R ~ _ :.l~ Moist DOllso 121.0 5.6 -IS .::u...,. ~ . 39/6 ,- )I'" ~ -'.d - ~;~ 11'- -.s.':":':~=-t -11 W~ .~.. . .l"=-;';~ ,- '~5;' - ,:'V~" ~ ;,::.... . ,.. 19- ......." -19 ~e"" PAUBA FORMA1l0N - O,engIsh.B..-n, Silty, .,,~ Moist Dense CAL - R ~I.~ Medium to Very Coarse 121.3 S.O 36if - . 101;. Grained SlUlclstone. :;;TO ;,; 21- ;:;:SW~ Moderaflely Cemented -21 .- .~. 4o!..~ - .WiT. il!i;'o;. 23- ~.?~ ~ ....~4 ~~.~ "q." ,- ~-~.~ - ....!'Ji;, .~.. 8FT 25- ou W$;' -25 ~;~ 77/12 ~~.~:'t~ , - ,,~.~:' - 27- BOTTOM OF BORING @ 26Y. FEET -21 rJOB NUMBER WINANS RESIDENCE DATE LOGGED LOGGED BY i : 03-17 03007-03 VWG SURFACE EXPLORATORY LOGS Plate NO.3 3~ FROI1 WESTERN SOl L I> FOUNDATI ON ENG. PHONE NO. 760 746 4912 Ma~. 18 2004 09:01AM P7 LU Z BORING NO. B-2 i=' ~ >- >- l- i=' III l\. I-w 1-0 I- w~ Z:I: W 1= ..1<3 ELIOVATiON 1 Za: Zifi ~~ g:- III !!:. III::) ::)1- ::lu !t 11.I WI- 8ii f ..J gik a: I- a: II) 11.I0 f-Z Q. SAMPLING 8.INCH DIAMETER -ell) <t_ e... U)W ;=a: i= 18 ...- ...'" -f- :Ii METHOD HOLLOW STEM AUGER ...0 A.Z >-- oz 01JJ III III ~ or( cd!! <0 0:: 20 ..111. 0 CIl ..I U e 0 III C 0 DESCRIPTION 1- FILL - Brown. Very Silty, Fine to Medium Very Medium Grained Sand Momt DaMe _1 To Dense ~ lnterlayered with Yellowioh-llrown, Damp Den.. -3 ~ Silty, Flne to Coars. Orainll<l Sand tJ3.J J.J .SA!.. 5016. - S- -5 7- ~ Dam Brown, Very Silty, Fin. 127.. 8.1 CAL -7 to C""...e Grained Send Moist Dense 50/5 too --9 1.1- Very Dark Brown to Black, Moi$t DeruiG -11 R Clayoy. Silty, Fioo to Medium To 123.2 9.6 CAL Grained Sand Very 35/6 13- MOist -13 15- -15 Very Dark Brown to BI....k, Moist Medium 17- R Very Silty, Flne Grained Sand Denae CAL -17 t27.3 7.5 24if PAUBA FORMATION - Darle Orangieh-8rown, Very Dene. SPT 1&- Very Clayey, Medium to Coanoe Oraine<! Moist 35ii2 -19 Sandstone, Poorly Cem.nlRd 21- Grades To -21 Orangiah.Brown, Silty, Medium 10 Very Moist Den... SPT _ Con..... G....ined Sandstone. Moderately To Cemented Very 82/12 23- Dense ..23 BOTTOM OF BORING @ 23'!z FEET 2S- -25 27- -27 I JOB NUMBER WINANS RESIDENCE DATE LOGGED LOGGED BY 03.17 03.Q7-()3 VWG SURFACE EXPLORATORY LOGS Plate No.4 ?A FROI.l WESTERN SOIL & FOUNDATlOI-l ENG, PHONE NO. 7613 746 4912 Ma~. 18 2004 09:02AM F8 Z BORING NO. B-3 i= III 0 >- ~ ILI~ .... i= IH a.. ;:: 1-11I !E~ ZJ: ~ w ...l4: ELEVATION ! zit: ;n_ o::- ;:)0 w u. _u w::> lUlU Zu. :II- Oz ll. - ILl lrl- a:t; Ou: ILI(,J !ii~ 0_ ~ f ..J ~- SAMPUNG 8.INCH DIAMETER :ra <- Qa. % a. III 11.<11) ;:1Ii I- :Ii III METHOD HOLLOW STl:M AUOER 0..0 ~t5 >-~ oz a. ~ :i c( c(li! 0:: :EO gA. w <S DESCRIPTION (,J Q (,J III 0 1- :~ " .t!::;.. ALL - Bl'UWn. Silty, Fin.. to Medium Grained Sand Very Medium ~'SM': -1 ''.;.'~ ~,'~" Moist Dens.. SPT - ,;:';': iii12 - . ...#-:.:... . ~ .;'~':. To To 13- F'f'~ ;1:',- InlMlaYGtlld with Very Dark arown, -3 ~.SM'~ Very Silly, Fine Grained Sand Moist 090se - ..~ - 15- ~ -5 ....J...1-...1 .~. CAL - R ~.:~ 128.2 9.2 - p .' 47i6 ;!r~M .' Dark Brown, Sliglrlly Cla~y. Very Dense . ... '7- ;r.T07 Silty, Fin. to eo._ Grained Sa.d Moist -7 '~~:4 - ~~:. - ~"'r: 18,- R ..,SC..!, 121.2 10.7 CAL -9 "~ Very Dark Brown to Black. Clayey, Very Dense 25i6 - ~t$ Silty, Fine to Medium Grained Sand Moist - ~~ 11- ~.H';,;. .11 '~..I'" - . . PAIlSA FORMATION - Orangleh.Brown, Clayey, Very Medium - 10'-.-"':;' ~S~,'( Fine to Coar.se Grained Sandstone. PoOrly. Moist Denee 13- .'- Cemented To To -13 "...'t,.!..:t,: Moist Dense CAL - R ~. - .,....". 37ii' ~'h. Ora"'" To .:.. ~. 15- .'~'~ -15 t'A... . . If~r" - ~.:".~ Oranglsh.Brow., Silty, Medium to Very - t!J"'~ Moist Dense ~:SM-f' 17- 'TO,~. Coarse Grained Sandstone, Mod"ralllly SPT -17 Cemented 5Sii2 ..:~'" - BOTTOM OF BORING @ 18 FEET -19 19- - - 21- -21 - - 2a- -23 - - 2S-- -25 - - 'ZT- -'/.7 ,JOB NUMBER WINANS RESIDENCE DATE LOGGED LOGGED BV 03-17 03-07..03 WIG SURFACE EXPLORATORY LOGS Plat", No.5 ~ FROM : WESTERN SOIL I> FOUNffiTION ENG. PHO"lE NO. 760 746 4912 Sample Location 8-1@4' 8-1@ 11' LABORATORY TEST RESULTS Maximum Den,ltv/Outlmum Moisture Description Brown, Very Silty, Fine to Coarse Grained Sand Dark Brown, Slightly Clayey, V<:ry Silty, Fine to Coarse Grained Sand Maximum Dry Density (pcf) 134.5 131.0 Ma~. 18 2004 09:02AM pg Optimum Moisture Content (percent) 7.5 7.5 EXIWIsion Index Initial Fiual Sample Moisture Moisture Expansion Expansion Location Content ('Yo) Content (%) Index Potential B-2@12' 8.1 13.7 23 Low Direet Shear Sample Location Apparent Cohesion (pst) 250 Angle of Internal Friction (degrees) 32 B--I @4' Sample remolded to 90 percenl ofmaximum drj density and 3 percent over optimum moisture content. (All samples were satUIated prior to testing.) Plate NO.6 WESTERN SOIL AND FOUNDATION ENGINEERING, INC ~~ FROI1 : WESTERN SOIL I> FOUNDATION ENG. PHONE NO. : 760 746 4912 ..-, LABORATORY TEST RESULTS - cont'd. In..situ Moisture and Densitv Dry Moisture Sample Density Content Location (pef) ("10) B-I@5' 114.5 7.2 8-1 @ 10' 123.3 10.4 B-I@15' 121.0 5.6 EH @ 20' 121.3 5.0 8-2 @ 4' 133.3 3.3 6--2 @ 7' 127.4 8.1 B-2 @ 12' 123.2 9.6 B-2@ 17' 127.3 7.5 B-3 @ 6' 128.2 9.2 8-3 @ 9' 121.2 10.7 Plate No. 7 WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Ma~. 18 2004 09:03AM P10 1>1 FRO!1 : WESTERN SOIL I> FOUNDATION ENG. PHONE NO. 760 746 4912 " .. " G .. 2- oG .. .. Q. Ii .. ~ .. CI .. .. '" .. ... .. ... z o ;: <( o ::; l:I III Z o ~ Ma~. 18 2004 09:09RM Pl CONSOLIDATION CURVES Load In KIPS Per Square Foot 02 0.4 4 6 8 10 16 0.6 0.81.0 2 o I I I I I I , I i I ~ ! N I I -\-1.... ~ ! I I , \ .......... ~ i ........... \ i ! i I I I I I I , -- , I I I I \ I I 1 2 3 4 5 6 7 8 9 10 o IndlcalS percent consolidation at field moisture . Indicates peroent COl1$Oijdation after saturation $ In~l""tB. no change after saturation WINANS RESIDENCE B.2 @ 17 FEET JOB NO. 03-17 Plate No.8 !.lATE: 04-30.{j3 BY: VWG WESTERN SOIL AND FOUNDATION ENGINEERING, INC. ~ FROM: WESTERN SOIL & FOUNDATION ENG. PHONE NO. 760 746 4912 Ma~. 182004 09:10RM P2 CONSOLIDATION CURVES Load In KIPS Par Square Foot 0.2 - '" . ....... "'- ......... " I I ""- I I I I I I I -. I .. 0.4 0.8 0.81.0 2 4 6 8 10 16 0 1 2 3 .. .. . " 4 .. .. :;; l- . 5 D. Ii . en 6 ... 0 ... .. . 7 u .. " tl. z 8 0 ;: 00: 9 Q ::; oil III Z 10 c () o Indi..,* percont conoolldetlon at field moislwv . Indicates percent oonaolidatlon after saturation t!I IndiClltes no change after saturation DATE: 04-30~3 BY: VWG WINANS RESIDENCE Boo3 @ 9 FEET JOB NO. 03.17 Plate No.9 WESTERN SOIL AND FOUNDATION ENG/NEERING, INC. J}\ FRO~l : WESTERN SOIL I> FOUNDATION ENG. PHONE NO. 760 746 4912 Ma~. 182004 09:10AM P3 FILL SLOPE KEY NATURAL GROUND PROJECTeD PlANe 1 TO 1 MAXIMUM FROM TOE OF SLOP!: TO APPROVED GROUND FILL ...----- ... ...... .. ... ... ... .".' ," .. ...... ".. --,,,,,,," , .. ... ....~.. ... .".~ .~~. ~ , ., ~ ...\.et,rr'~ ,. ~ ,. ,. ",. .",. __..a<<~, ..' ~\)'I""'" ..' .. ,.. .. ,.. .... .... .. ...... ...- .... S' MINIMUM BENCH ....... ..' 6% MINIvIUM .. COMPFTENT EARTH MATERIAL "If MINIMUM BASe Key WIDTH 15' TYPICAL BENCH (HEIGHTVARlESl MINIMUM DOWNSLOPE KEY oePTH BACKDRA1NS MAY BE REQUIRED PER RECOMMENDATIONSOFSaLSENGWEER PROPOSED WINANS RESIDENCE JOB NO.: 03-17 I DATE: 04-31)..03 Plate No. 10 WESTERN SOIL AND FOUNDATION ENGINEER/NG, /NC. ~. FROI1 : WESTERN SOIL I> FOUNDATION ENG. PHONE NO. : 760 746 4912 APPENDIX I WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Ma~. 182004 09:11AM P4 l\\ FROM WESTERN SOIL & FOUNDATION ENG. PHONE NO. 760 746 4912 Ma~. 18 20e4 09:11AM P5 SPECIFICATIONS FOR CONSTRUCTION OF CONTROLLED FILLS ('~neral Description: The construction of controlled fills shall consist of adequate geotechnical investigations, and clearing. removal of existing structures and foundations, preparation ofland to be filled, excavation of earth and rock from cut area, compaction and control of the fill, and all other work necessary to complete the grading of the filled area to confonn with the lines, grades, and slopes as shown on the accepted plans. CI~aring Anel Preparation Of Areas To Be Filled: (1) All fill control projects shall have an investigation or a visual e,,~min~tjon, depending upon the nature of the job, perfurmed by a qualified soil engineer prior to grading. (2) All timber, trees, brush, vegetation, and other rubbish shall bc removed, piled and burned, or otherwise disposed of to leave the prepared area with a finished appearance free.from unsightly debris. (3) Any soft, swampy or otherwise unsuitable areas, shall be corrected by drainage or removal of compressible material, or both, to the depths indicated on the plans or as directed by the soil engineer. (4) The natural ground which is determined to be satisfactory for the support of the filled ground shall then be plowed or scarified toa depth of at least six inches (6") or deeper as specified by the soil engineer, and until the surface is free from ruts, hummocks, or other uneven features which would tend to prevent 11nifonn compaction bY the equipment to be used. (5) No fillsha1l bcplaccd until thcprcparcdnative ground has been approved by the soil engineer. (6) Where fills are made on the hillsides with slopes greater than 5 (horizontal) to I (vertical), horizontal benches shall be cut into firm undisturbed natural ground to provide lateral and vertical stability. The initial bench at the toe of the fill shall be a least 10 feet in width on finn undisturbed natural ground at the elevation of the toe stake. The soil engineer shall detennine the width and freq uency of all succeeding benches which will vary with the soil conditions and the steepness of slope. (7) (After the nalural ground has been prepared, il shall be brought to the proper moisture content and compacted to not less than 90% of maximum density, A.S.T.M. DI557-91. WESTERN SOIL AND FOUNDATION ENGINEERING, INC ~ FROM WESTERN SOIL I> FOUNDATION ENG. PHONE NO. 760 746 4912 Ma~. 182004 09:12AM P6 (8) Expansive soils may require special compaction specifications as direc1ed in the report of geotechnical investigation by the soil engineer. (9j The cut pol'tiOllS of building pads may require excavation and recompaction for density compatibi]ily with the fill as direcled by the soil engineel'. Materials: The fill soils shall consist of select materials graded so that at least 40 percent of the material passes the No.4 sieve. The material may be obtained from the excavation, a bol'1'OW pit, or by mixing soils from On~ or more sources. The material used shall be free from vegetable matter, and other deleterious substances, and shall not contain rocks or lumps greater than 6 inches in diameter. If excessive vegetation, rocks, or soils with unacceptable physical chll1'llCteristics are encounter:ro, these materials shall be disposed of in waste areas designated on the plans or as directed by the soil engineer. If soils are encountered during the grading operation which were not reported in the report of geotechnical investigation, further testing will be required to ascertain their engineering properties. Any special treatm~nl recommended in the preliminary or subsequent 50il reports not covered herein shall become.an addendum to these specifications. No material of perishable, spongy, or otherwise unstable nature shall be used in the fills. Placing, Spreadinl: And Compacting Fill Material: (1) The selected fill material shall be placed in layers which shall not exceed six inches (6") when compacted. Each layer shall be spread evenly and shall be thoroughly blade-mixed during the spreading to insure uniformity ofmalerial and moisture in each layer. (2) When the moisture content of the fill material is below that specified by the soil engineer, water shall be added until the moisture content is near optimum as determ ined by the soil engineer to assure lhorough bonding during the compacting process. (3) When the moi~iure content of the fill material is above that specified by the soil engineer, the fill material shall be aerated by blading and scarifying, or other satisfactot)' methods until the moisture content is ncar optimum as determined by the roils engineer. (4) After each layer has been placed, mixed and spread ~ven1y, it shall be thoroughly compacted to not less than the specified maximum density in accordance with A,S.T.M. D1557-91. Compaction shall be by means of tamping or sheepsfoot rollers, multiple-wheel pnewnalic-tired rollers, or other types of rollers. Rollers shall be of such design that IheywiIl be able to compact the fill to the specified density. Rolling of each layer shall be oontinuous over its entire area and the roller shall make sufficient passes to obtain the desired density. The entire area to be filled shall be compacled to the specified density. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. 4?> FROM: WESTERN SOIL 8. FOUNDATION ENG. PHONE NO. 760 746 4912 Ma~. 182004 09:13AM P? (5) Fill slopes shall be compacted by mellJlS of shecpsfool rollers or other suitable equipment. Compacting operatiol1!l shall be continued until the slopes are stable and until there is no appreciable amount of loose soil on the slopes. Compacting of the slopes shall be accomplished by backrolling the slopes in increments of 3 10 5 foot in elevation gain or by other methods producing satisfactory results. (6) Field density tests shall be made by the soil engineer for approximately each fool in elevation gain after compaction, but not to exceed two feet in vertical height between tests. The location ofthc tests in plan shall be spaced to give the best possible coverage and shall be taken no farther than 100 feet apart. Tests shall be taken on comer and terrace lots for each two feet in elevation again. The soil engineer may take additional tests as oonsidered necessal)' to check on the uniformity of compaclion. Where ~sfoot rollers are used, the tests shall be taken in the oompactcd material below the disturbed surf8lle. No additional layers offill shall be spread until the field density tests indicate that the specified density has been obtained. (7) The fill operation shall be oontinued in six inch (6") compacted layers, as specified above, until the fill has been brought to the finished slopes and grades as shown on the accepted plans. Supervision: Supervision by the soil engineer shall be made during the filling and compacting operations so that he/she can certi fy that the fill was made in accordance with ac.cepted specifications. The specifications Wid soil testing of subgrade, subbase, and base materials fur roads, or other public property shall be donc in accordance with specifications of the governing agency. Seasonal Limits: No fill matcrial shall be placed, spread, or rolled during unfavorable weather conditions. When the work is interrupled by heavymin, grading shall not be resumed until field tests by the soil engineer indicate that the moisture content and density of the fill are as previously specified. Tn the event that, in the opinion of the engineer, soils unsatisfactory as foundation material are encounlered, they shall not be inoorporated in the grading, and disposition will be made at the engineer's discretion. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. AA FROM : WESTERN SOIL & FOUNDATION ENG. PHONE NO. : 760 746 4912 APPENDIX n WESTERN SOIL AND FOUNDATION ENG/NEER/NG, INC. Ma~. 182004 09:13AM P8 ~ FROI1 : WESTERN SOIL I> FOUNDATION ENG. PHONE NO. 760 746 4912 Ma~. 182004 09:14AM p, REFERENCES CITED Greensfelder, R. W., 1974, Maximum Credible RocJc Accelerations from Earthquakes in California; California Division ofMine8 and Geology, Map Sheet 23 Kennedy, M.P., 1977, Recency and Character of Faulting Along the Elsinore Fault Zone in Southern Riverside County. California, California Division of Mines and Geology, Special Report 131. Ceighton and Associates, Inc., Augusl 23, 1988, Preliminary Geotechnical Fault Investigation. 4:1 ACre Parcel Located Southeast of the Intersection ofYnez and Pauba Roads. South of Tract 15730. Rancho California, Riverside County. California Seed, H.B. and Idriss. I.M" 1982, Ground MotionJ and Soil Liquefaction During Earihquolres, EERt Monograph Series Slemmons. D.B., 1979, Evaluation of Geomorphic F~lures of Active Faults for Engineering Design and Siting Studies, Association of Engineering Geologists Short Course Vaughn, P. and RockweU, T., 1986, Alluvial Slratigraphy and Neotectonics olthe Elsinore Fault Zone at Agua Tibia Mountain, Southern California WESTERN SOIL AND FOUNDATION ENGINEERING, INC. ~