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04-4134 (SFD) Geotechnical Investigation Reporto�1ay 23 03 03:59p sladden palm desert 760 772 3895 p.l 1.0T 7, v a A Siadden Engineering 6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523-0952 Fax(714)523-1369 39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax(76U)772-3895 May 12, 2003 Quarry Ranch, LLC 1- Quarry Lane La Quinta, California 92253 Attention: Mr. John Shaw Project: Parcels 1 & 2 — Parcel Map 31253 The Quarry at La Quinta La Quinta, California Subject: Geotechnical Addendum Ref: Geotechnical Investigation report prepared by Sladden Engineering dated July 31, 2002, Project No. 544-2098, Report No. 02-07-445. Geotechnical Engineering Report prepared by Buena Engineers, Int. dated November 2, 1989, Job No. B7 -1405-P1, Report No. 89-10-831. As requested, the following Geotechnical Addendum has been prepared to' provide specific recommendations the design and construction of the proposed residence lots within the southern portion of The Quarry, at La Quints development. The referenced Geotechnical Engineering Reports .were prepared for the initial Quarry project site prior to development and for the new 9-hole'short course. presently under construction. The subject.lots are located just south of the initial Quarry at La Quinta project site and west of the new short course development. The preliminary grading plans prepared by The Keith Companies indicate that the proposed site grading will include substantial cuts into the existing native hillside alo-zg with minor fills to construct level building pads. The proposed building sites are located )n an. elevated alluvial terrace deposit extending from the base of the Santa Rosa Mountains t.) the south. The rugged terrain prevented previous site exploration but geologic mappir:g of the soils observed within the adjacent exposed natural slopes provided useful informa.ion regarding the site soils conditions. The soils underlying the site are expected to consist Df high energy alluvium comprised of silty fine to coarse-grained sands with abundant gravel, cobbles and boulders. The alluvial soils underlying the site are expected to be dense and should provide adequate support for the proposed residential structures with minor remedial. grading. The natural slope above the lots is covered with cobbles and boulders of varying size, some of which may be susceptible to downslope movement during a significant seismic event. Because the natural slope is relatively flat, the potential rockfall or rolling boulder hazard is minimal. The slopes above the site should be inspected subsequent to grading and any potentially unstable boulders should be removed. • May 23 03 04:O0p sladden palm desert 760 772 _895 May 12, 2003 -2- Proje:t No. 544-2098 03.05.284 Remedial Grading: Because the subsoils contain significant amounts of cobbles and boulders and the proposed grading will result in a cut/fill transition within the norther:i portion of the lots, we recommend remedial grading,including overexcavation and recompact.ion throughout the building areas. Prior to grading, the building pads should be stripped of the existing vegetation and root systems. The building areas should be overexcavated t:) a depth of at least 3 feet below pad grade or 1 foot below the bottom of the footings whichever is deeper. Once cleaned of oversized material, the previously removed soils and any fill material should be placed in thin lifts at near optimum moisture content and compacted to at f=ast 90 percent relative compaction. Compaction should be verified by testing. Structural Considerations: The structural recommendations included in the above referenced Geotechnical reports remain valid. Allowable bearing values, lateral pressures and frictional coefficients as outlined in the referenced report should be applicable for foundation design. These structural values are summarized below. Conventional shallow spread footings should be bottomed into properly compacted fill material at least 12 inches below lowest adjacent grade. Continuous footings should be at least 1.2 inches wide and isolated pad footings should be at least 2 feet wide. Continuous footings and isolated pad footings may be designed using allowable bearing pr,_ssures of 1800 psf and 2000 psf, respectively. Allowable increases of 250 psf for each add.Dtional 1 foot of width and 300 psf for each additional 6 inches of depth may be utilized is desired. -The maximum allowable bearing pressure should be 3000 psf. The recomme-ided allowable bearing pressures may be increased by one-third when considering wind and s?ismic loading. Lateral forces may be resisted by friction along the base of the foundations and passive resistance along the sides of the footings. A friction coefficient -of 0,50 times the normal dead load forces is.recommende for -ase in design. Passive resistance may be estimated using an equivalent fluid weight o 300 pcf.~If used in combination with the passive :resistance, the frictional resistance show re uced by one third to 0.33 times the normal dead load forces. Cantilever retaining walls may be designed using "active" pressures. Active .pressures may be estimated using an equivalent fluid weight of 35 ixf. Walls that are restrained should be designed using "at rest" pressures. t rest pressures may be estimated usin€ an equivalent fluid weight of 55 pcf. The given design pressures are applicable for free -draining level backfill conditions using native backfill soils. General: The project site is located in a seismically active area and the potential for seismic activity should be considered in structure design. As a minimum, the 1997 Uniform Building Code requirements for Seismic Zone 4 should be utilized in the design o= the proposed residential structures. The 1997 UBC Seismic Design Criteria are summarized on the attached data sheet. The site soils are non -expansive and special expansi'.,e soils design considerations are not required. Care should be taken to minimize infiltration adjacent to the building foundations and pavement areas. Positive drainage should be provided to direct surface water away from the structures. The ponding of water adjacent to buildings and pavement should not be allowed. Proper grading and possibly gutters and downspouts should be considered to direct stormwater runoff away from the structures and paved areas. Landscape irrigation should be minimized and closely regulated. p.2 Sladden Engineering r ' ^" s May 23 03 04:OOp sladden palm desert 760 772 S'895 p.3. May 12, 2003 .3- Project No. 544-2098 03-05.284 If you have any questions regarding this memo or the referenced reports, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING Brett L. Anderson Principal Engineer SER/pc Copies: 4/Quarry Ranch, LLC.—John Shaw May 23 03 04:00p May 12, 2003 s_ladden palm desert ..4- 760 772 2895 -p.4 Project No. 544-2098 03-05-284 1997 UNIFORM BUILDING CODE INFORMATION The International Conference of Building Officials 1997 Uniform Building Code contains substantial revisions and additions to the earthquake engineering section in Chapter 16. Concepts contained in the updated code that will be relevant to construction Df the proposed structure are summarized below. Ground shaking is expected to be the primary hazard most likely to affect the site, based upon proximity to significant faults capable of generating large earthquakes. Major fault zones considered to be most likely to create strong ground shaking at the site are listed below. Fault Zone Approximate Distance From Site Fauli Type (1997 UBC) San Andreas 15 lin A San Jacinto 26 km A Based on our field observations and understanding of local geologic conditions, the soil profile type judged applicable to this site is SD, generally described as stiff or dense soil. The site is located within UBC Seismic Zone 4. The following table presents additional coefficients and factors relevant to seismic mitigation for new construction upon adoption of tha 1997 code. 5 Sladden Engineering h . Near -Source Near -Source Seismic Seismic Seismic Acceleration Velocity Coefficient Coefficient Source Factor, NQ Factor, N,. Ce C,. San Andreas 1.0 1.0 0.44 Ne 0.64 N,, San Jacinto 1.0. 1.0 0.44 N, 0.64 N, 5 Sladden Engineering h . r1r-'r, ou U-3 Lr -:dap sladden palm desert 760 772 3895 VtLLA Sladden Engineering 6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (7-,4) 523-1369 39-725 Garand Ln., Sulte G, Palm Desart, CA 92211 (760) 772-3893 Fax (730) 772-3895 April 29, 2003 C & U Construction 965 North Second Avenue Upland, California 91786 Project: Quarry Ranch Project The Quarry at La Quin.ta La Quinta, California Projcct No. 544-2198 03-04-261 ZINC & SAF Q I NTA DEPT APpfjo CNSTRVED UCrION DATE ��. BY I Ref: Geotechnical Investigation prepared by Sladden Engineered dated July 1 2002, Project No. 544-2098, Report No. 02-07-445. Geotechnical Investigation prepared by Sladden. Engineering dated November 4, 1997, Project No, 544-7042. As reouesl:ed, this memo has been prepared in order to provide formal confirnati�n of our recent telephone conversations regarding the allowable foundation bearing pressures for the above referenced project.. Based upon our review it is our opinion that: the allowable bearing pressures for continuous footings may be safely increased from 1500 psf for I800 psf and the allowable bearing pressures for isolated pad footings may be safely increased from 1800 tc 2000 psf. The allowable increase for increased footing size and depth remain applicable. Allowable increases of 200 psf for each additional 1 foot of depth. and 250 psf for each additional 6 inches in depth may be utilized if desired. The maximum allowable bearing pressure should be '2500 psf. The revised allowable bearing pressures correspond with recommended bearing pressures .itilized for the existing portions of the Quarry development If you have any questions regarding this memo or the reference(] report, please contact the, undersigned. Respectfully submitted, m SLADDEN ENCI ERI.N(.T Brett L. Anderscni Principal Engineer<y N`,^`'.. Lettcr/pc Copies: 2/C & G Construction Yi '�atS fi,Yf �.a d p.1 sladden palm desert 760 772 3895 p.2 Sla,dden Engineering �-7e.2 Stanton Ave, Suite E, Buena Park, CA 90621 (562) 864-4121 (714) 523-0952. Fax (714) 523-1369 39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760- 772-3895 Project No. 544-2098 02-07-445 . . ...... LLC California 92253 Mr. John Shaw P.,oposed Short Course Development tie Quarry at La Quinta .a Quinta, California Geotechnical Investigation z"'ith is the report of our Geotechnical Investigation conducted at the sit-- of the proposed' and surrounding residential lots to be located just south and east of tFe existing Quarry development in the City of La Quinta, California. The investigation was performed in order i,--ovide recommendations for site preparation and to assist in foundation desigi' 1 1 'for the proposed structures. - tu'rie result of our field investigation and laboratory testing along with conclusions foils dations for foundation design and site preparation. This report C0111p4eteS our original --f set -vices as described in Our proposal dated June 14, 2002. Tec ate the opportunity to provide service to you on this project. If ),off hwe am qUeStIMIS 1 01 ::.s report, please contact the,undersigned `,Illy submitted, -.K_ADEN ENGINEERING ..nclpal Engineer 6/Quarry Ranch, LLC -.T 02 08:17a sladden palm desert 760 772 3:895 p.3 GEOTEC14NICAL INVESTIGATION PROPOSED SHORT COURSE DEVELOPMENT 1-14E QUARRY AT LA QUINTA LA QUINTA, CALIFORNIA July 31, 2002 TABLE OF CONTENTS INTRODUCTION .................... SCOPE OF WORK .................. rc_nTr_-'CT DESCRIPTION ...... _ -=,C-' CONDITIONS �i SIONS AND RECOMMENDATIONS...................................................................... 2 FoundationDesign................................................................................................................ 3 '-<e`tlements.................. ............... Ja: eral Design.................................................................................................... Walls.................................3 Soils.........................................................................:.......................................... 4 C^ncrete Slabs-on-Grade...................:................................................................................. 4 SoluhleSulfates................................................................................................................... 4 Shrinkageand Subsidence..............:.................................................................................... 4 GeneralSite Grading............................................................................................................ 4 Clearingand Grubbing.............................................................................................. 4 �. :paration of Building Areas................................................................................... 5 3. Preparation of Surfaces to Receive Compacted Fill .................................................. 5 4. Placement of Compacted Fill.................................................................................... 5 5. Preparation of Slab and Pavement Areas................................................................... 5 6. Vesting and Inspection.........................................................................................:..... 5 ... . .......................................................................................................................... . 6 A.FPENDIX A - Site Plan and Boring Logs Field Exploration B - Laboratory Testing Laboratory Test Results A??:—:ND1X C - 1997 UBC Seismic Design Criteria 08:17a sladden palm desert 760 772 3B95 20.^2 'I- Project No. 544-2098 02-07-445 INTRODUCTION presents the results of our Geotechnical. investigation performed in order to provide e::ca'i�ns for site preparation and to assist in the design and construction of the residential lots ing the proposed short course. The site is located just south of and east of the existing Quarry at Le.. Q:nta development in the City of La Quinta, California. The associated improveulents will include -oadways, concrete driveways, concrete walkways, various underground utilities, and landscape SCOPE OF WORK The purpose of our investigation was to determine certain engineering characteristics cf the near surface on the site in order to develop recommendations for foundation design and site preparation. Out- es`s, - a t oil included field exploration, laboratory testing, engineering analysis and the preparation of aluation of environmental issues or hazardous wastes was not within the scope of services Our investigation was performed in accordance .with contemporary geotechnical engineering rincip[es and practice. We make no other warranty, either express or implied. PROJECT DESCRIPTION ^;ec* site is located just south and cast of the existing Quarry at La Quinta develo)ment in the City cif La Quinta, California. The preliminary plans indicate that the project will consist of a new par 3 golf course and surrounding residential lots. it is our understanding that the proposed residential buildings 0\1T ')e of relatively lightweight wood -frame construction and will be supported by conventional shallow �zd footings and concrete slabs on grade. The associated site improvements will include, concrete ^_Us aad driveways, paved roadways, landscape areas and various underground utilities. .:'eject site is presently vacant and the ground surface is covered with scattered desert brush, short _sass, weeds and minor debris. The majority of the project is relatively level throughout with an overall c;','. slope to the north and east. Two large lots are located on the natural hillside just south of the :;: g Quarry at La Quinta Golf Course. The adjacent properties to the south, and east are presently e ::;v single family residences. Based upon our previous experience with lightweight wood -frame structures, we expect that isolated column loads will be less than 30 kips and wall loading will be less than to 3.0 kips per linear foot. C-ae;ng is expected to include cuts and fills to match the nearby elevations and to construct level building does not include removal and/or recompaction of the primary foundation bca`'ing soils within areas. If the anticipated foundation loading or site grading varies substantially from that .. recommendations included in this report should be reevaluated. SUBSURFACE CONDITIONS underlain primarily by fine to coarse grained alluvial sands with scattered gra-.,el and cobbles. cr ;?:•, iai sands were fairly uniform in composition except for gravel and cobble content. The alluvial sa::cs typically contained less than ten percent fines (clay and silt sized particles). In general, the site soils appear somewhat loose near the surface but field blow counts indicate that density generally increases with depth. The site soils were found to be dry throughout.the depth of our explDratory borings. p.4 23 02 08:18a sladden palm desert 760 772 3895 3;, 2002 -2- Project No. 544-2098 02-07-445 :;assification testing indicates that the near surface soils consist primaril v of fine to coarse _ a!;.;vial sands. Expansion testing indicates that the surface soils are non -expansive and fall within "cry low" expansion category in accordance with the Uniform Building Code classification system. The somewhat loose and dry conditions suggest that the near surface soils may be susceptible to :'.e`-imental settlements due to the anticipated foundation loading -and the introduction cf water. a:er was not encountered within our borings but is expected to be in excess of 200 feet below the existing ground surface in the vicinity of the site. Groundwater should not be a factor in foundation design or construction. CONCLUSIONS AND RECOMMENDATIONS Cur- field and laboratory investigation, it" is our opinion that the prcposed residential is feasible from a soil mechanic's standpoint provided that the recommendbtions included in .his report arc considered in building foundation design and site preparation. Due to the somewhat loose and potentially compressible condition of some of the near surface soils, remedial trading including :. P nd recompaction is recommended for the proposed building areas. We recommend that «°ithin the proposed building areas include extensive site watering and recompaction of foundation bearing soils in order to provide a uniform mat of compacted soils beneath the building foundations. Specific recommendations for site preparation are presented in the Site Grading section of this report. :'ti.l.�ater was not encountered within our borings and groundwater is expected to be in excess of 200 he existing ground surface in the vicinity of the site. Due to the depth to groundwater, ?C iCuefaction analyses were not performed. Based upon the depth to groundwater, the potential for _ efaction and the related sw ficial affects of liquefaction impacting the site are considered negligible. she site is located within an active seismic area of Southern California within approximately 15.0 cf t' e San Andreas fault. Strong ground motion resulting from earthquake activity along the an Andreas or San Jacinto fault systems is likely to impact the site during the anticipated lifetime structures. Structures should be designed by professionals familiar with the geologic and seismic setting of the site. As a minimum, structure design should conform with Uniform Builcing Code (UBC) requirements for Seismic Zone 4. Pertinent seismic design parameters as included with n�the 1997 LJBC' ...2 s-.rn-narized in Appendix C. :id occur within each of our exploratory borings and the surface soils will be susceptible to caving within deeper excavations. All excavations should be constructed in accordance with the normal "'a10 -SHA excavation criteria. On the basis of our observations of the materials encountered, we tic!'Pate that the subsoils will conform to those described by CalOSHA as Type. C. Soil conditions verified in the field by a "Competent person" employed by the Contractor. S:;rface soils encountered during our investigation were found to be non -expansive. Laboratory t.sting indicated an Expansion Index of 0 which corresponds with the "very low" catego-y in accordance \N•itl: UBC Standard 18-2. If imported soils are to be used during grading, they should have an Expansion Lidex of less than 20. p.5 NON =1 \ c 08: 18a sladden palm desert 760 772 3:395 p.6 ,ay 31, 2002 -3 Prcject No. 544-2098 02-07-445 following recommendations present more detailed design criteria that have been developed on the gas of our field and laboratory investigation. Foundation Design: The results of our investigation indicate that either conventional shallow cc11iinuous footings or isolated pad footings, which are supported upon properly rccompacted seals, may be expected to provide satisfactory support for the proposed residential structures. Recompaction should be performed as described in the Site Grading Section of _his report. Footings should extend auleast:l2 inches beneath lowest adjacent grade. Lolated square or rectangular footings at.,least 2 feet square may be designed using an allowable bearing pressure of 1800 pounds per square foot. Continuous footings at least 12 inches wide may be designed using an allowable bearing pressure of 1500 pounds per square foot. Allowable increases of 200 psf for each additional 1 foot of width and 250 psf for each additional 6 inches of dept.t may be. utilized if desired. The maximum allowable bearing pressure should be 2500 psf. The E.Ilowable bearing :,ressures are for dead and frequently applied live loads and may be increased by 1/3 to resist seismic or other transient loading. Care should be taken to see that bearing soils are not allowed to become saturated from the ponding of rainwater or excessive irrigation. Drainage from the building areas should be rapid and complete. The recommendations made in the preceding paragraphs are based on the assumption that all footings will be supported upon properly compacted soil. All grading shall be performed under the testing and inspection of the Soils Engineer or his representative. Prior to die placement of concrete, we recommend that the footing excavations be inspected in order to verify that they extend into compacted soil and are free of loose and disturbed materials. 6'ettiements: Settlements may result from the anticipated foundation loads. These estimated i>>ate settlements are calculated to be a maximum of I inch when using the recommended ;gearing values. As a practical matter, differential settlements between footings ci-n be assumed as one-half of the total settlement. " te:-al Design: Resistance to lateral loads can be provided by a combination cf friction acting at the base of .the slabs or foundations. and passive earth pressure along t:ic sides of the foundations. A coefficient of friction of 0.45 between soil and concrete may be used with dead load forces only. A passive earth pressure of 275 pounds per square foot, per foot of depth, may be used for the sides of footings which are poured against properly compacted native soils. earth pressure should be ignored within the upper 1 foot except where confined (such as beneath a floor slab). When used in combination, either the passive resistance o: the coefficient of friction should be reduced by one-third. Retaining Walls: Retaining walls may be required to accomplish the proposed construction. Cantilever retaining walls may be designed using "active" pressures. Active prt;ssures may be estimated using an equivalent fluid weight of 35 pcf for native backfill soils with level free - draining backfill conditiottfs. �% 08:18a sladden palm desert 760 772 38.95 2002 -4- Project No. 544-2098 02-07-445 For walls that are restrained, "at rest" pressures should be utilized in design. At rest pressures w _�e estimated using an equivalent fluid weight of 55 pcf for native backfill soils with level :raining backfill conditions. Expansive. Soils: flue to the prominence of non -expansive soils on the site, special expansive soil design criteria should not be necessary for the design of foundations and zoncrete slabs -on - grade, Final foundation and slab design criteria should be established by the St•uctural Engineer. Concrete Slabs -on -Grade: All surfaces to receive concrete slabs -on -grade sl-ould be underlain by recompacted soils as described in the Site Grading Section of this report. Where slabs are to receive moisture sensitive floor coverings or where dampness of the floor slab is not desired, we recommend .the use of an appropriate vapor barrier. Vapor barriers should be protected by sand in order to reduce the possibility of puncture and to aid in obtaining uniform concrete curing. reinforcement of slabs -on -grade in order to resist expansive soil pressures may not be required however, reinforcement will have a beneficial effect in containing crackin£ due to concrete shrinkage. Temperature and shrinkage related cracking should be anticipated in all concrete slabs -on -grade. Slab reinforcement and the spacing of control joints should be determined by the Structural Engineer. Soluble Sulfates: The soluble sulfate concentrations of the surface soils were deterinined to be 29 parts per million (ppm). This is within the usual allowable limits for the use :)f•Type 11 cement and the use of Type V cement or special sulfate resistant concrete mixes should not be necessarv. 1 -:a -c and Subsidence: Volumetric shrinkage of the material that is excav�ated and replaced a, controlled compacted fill should be anticipated. We estimate that this shri-rkage could vary rom 10 to 15 percent. Subsidence of the surfaces that are scarified and compacted should be between 0.1 and 02 tenths of a foot. This will vary depending upon the type of equipment used, the moisture content of the soil at the time of grading and the actual degree of compaction a` a fined. These values for shrinkage and subsidence are exclusive of losses that will occur due to the stripping of the organic material from the site, the removal of oversized materials. ,General Site Grading: All grading should be performed in accordance with the grading ordnance of the City of La Quinta, California. The following recommendations have been 4�%eloped on the basis of our field and laboratory testing: 1. Clearing and Grubbing: Proper clearing of any existing vegetation associated root systems, and debris will be very important. All surfaces to receive compacted fill should be cleared of roots; vegetation, debris, and other unsuitable materials that should be removed from the site. Soils that are disturbed due to the removal of the surface vegetation and debris should be replaced as controlled compacted fill under the direction of the Soils Engineer. p.7 22 C2 08:19a sladden palm desert =760 772 3895 P.8 • II � My 31, 2002 -5- .Project No. 544-2098 02-07-445 2. Preparation of Building Area: In order to provide firm and uniform bearing conditions, we recommend watering and recompaction throughout the building and foundation areas. The building areas should be watered so that near optimum moisture content is attained to a depth of at least 3 feet below existing grade or 4 feet below pad grade, whichever is • deeper. The exposed surface should then be compacted with heavy equipment so that a minimum of 90 percent relative compaction is attained to a depth of at' east2 feet below existing grade or 3 feet below pad grade, whichever is deeper. Fill material may then be placed as recommended in Item 4 below. Overexcavation and recompaction of the surface soils is recommended for transition lots including the 2 lots located within the natural hillside south of the existing Quarry at La Quinta development. Preparation of Surfaces to Receive Compacted Fill: Other areas to'receive compacted fill should be brought to near optimum moisture content and compacted to a minimum of 90 percent relative compaction. 4. Placement of Compacted Fill: Fill materials consisting of on-site soils or approved Imported granular soils, should be spread in thin lifts, and compacted. at near optimum moisture content to a minimum of 90 percent relative compaction. Imported material shall have an Expansion Index not exceeding 20. The contractor shall notify the Soils Engineer at least 48 hours in advance of importing soils in order to provide sufficient time for the evaluation of proposed import materials. The contractor shall be responsible for delivering material to the site that complies Nvith the project specifications. Approval by the Soils Engineer will be based upon material delivered to the site and not the preliminary evaluation of import sources. Our observations of the material encountered during our investigation indicate that compaction will be most readily obtained by means of heavy rubber -wheeled equipment and/or vibratory compactors. At the time of our investigation, the subsoils were found to be very dry. A more uniform and near optimum in content should be maintained during recompaction and fill placement. 5. Preparation of Slab and Paving Areas: All surfaces to receive asphalt concrete paving or concrete slabs -on -grade, should be underlain by a minimum compacted. fill thickness of 12 inches. This may be accomplished by a combination of scarification and recompaction of the surface soils and placement of the fill material as controlled compacted fill. Compaction of the slab and pavement areas should be to a minimum of 90 percent relative compaction. 6. Testing and Inspection: During grading tests and observations should be performed by the Soils Engineer or his representative in order to verify that the grading is being performed in accordance with the project specifications. Field density. testing shall be performed in accordance with acceptable ASTM test methods. The minimum acceptable degree of compaction should be 90 percent of the maximum dry density as obtained by the ASTM D1557-91 test method. Where testing indicates insufficient density, -additional compa.etive effort shall be applied until retesting indicates satisfactory compaction. P 08:19a Sladden palm desert 760 772 3895 p.9 :. 2002 -6- Project No. 544-2098 02.-07-445 GENERAL and recommendations presented in this report are based upon an interpolation of the soil ;::onS between the exploratory boring locations and extrapolation of these conditions throughout the proposed building area. Should conditions encountered during grading appear di-Terent than those :-d'icated in this report, this office should be notified. inert is considered to be applicable for use by Quarry Ranch, LLC for the specific site and project °pec herein. The use of'this report by other parties or for other projects is no= authorized. The :ecemmendatioils of this report are contingent upon monitoring of the grading operation by a representative of Sladden Engineering. All recommendations are considered to be lensat'ive pending our evieW of the grading operation and additional testing, if indicated. If others are employedto perform any �o:l testing, this office should be notified prior to such testing in order to coordinate any required site o r representative and to assure indemnification of Sladden Engineering. i;; : estigation Was conducted prior to the completion of plans for the project. We re=ommend that a pre-iob conference be held on the site prior to the initiation of site grading. The purpose of this meeting °ia be to assure a complete understanding of the recommendations presented in this report as they apply a:t_ral grading performed. 23 02 08: 20'a s l adden . palm - dese'r.t 760 772 3895 p . 10 •' I TI ..�JK(3 , ;.v.4 \qtr r. wo • p�' Al., j Ip 11 +hy17 �l 1 .. .. ' ' • I'ti ' fir,/ ��ylt�.�i-, \" �: lj�.:,. ; � i) — I .- •• :" �g,Ty+�/F.gr'/h�"�(�' a�c a 1r r� � ��',6 .1 I' 'f:. _ j Me h. ' _ � -- ,! 1i, s ._1 fi t.�'i,��� r L +•-s: �+t.�..�. ,.L' ,S •�.� -� it r,,,i ' _ £' '\-' )fes_ iK•i.. �; ,r ff�'>� •r '«_ + i J tl � lr [ I f . ` t 1' }` j MA. •< Y' t L ._ __._.. . J North Boring Location Map Approximate Boring Locations Proposed Short COUrse 3, n The Quarry at La` Quinta La Quir.ta, California Sladder. Engineering I Project Number: 544-2098 Date: 7-29-02 *..