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NO PERMIT Geotechnical InvestivationRECEIVED MAR 1 1 2013 CT7y OF L4 QLIIM-FA CC)MMUNny DEVELOPMENT G'SOTECHNXCAL INVESTIGATION PROPOSED MAD15ON CLUB GOLF CLUB AND RESMENTIAL DUCLOPMENT N>1C AVENU E 54 AND MADISON STRIECT LA QLUNTA, CALIFORNIA -Prepared By- ladden Engineering 39-725 Garand Lane, Suite G Palm Desert, California 92211 (760) 772-3893 CITY OF LA QUIN T A BUILDING & SAFETY DEPT. DATAA vIt i3ey 4(z.;- f47(..o `W. Sladden Engineering 6782 Stanton Ave,, Suite A, Buena Park. CA DWI (714) 523-0952 Fax (714) 523-1369 39-725 Gafand Ln., Suits G, Pn1m Desert, CA 92211 (760) 772-3593 Fax (760) 772-3895 January 28, 2005 East of Madison, LLC 81-100 Avenue 53 La Quinta, California 92253 Attention: Mr. John Garnlin Project: Madison Club Tentative Tract Map �,,' 76 NEC Avenue 54 and Madison Street La Quints, California Subject: Geotechnical Ltivestigation Project No. 544-4810 05-01-101 Presented herewith is the report of our Geotechnical investigation conducted for the construction of the proposed golf club and residential development to be located on the northeast comer of Avenue 54 and Madison Street in the City of La Quinta, California, The investigation was performed in order to provide recommendations for site preparation and to assist in foundation design for the proposed residential structures and the related site improvements. This report presents the results of our field investigation and laboratory testing along with conclusions and recommendations for foundation design and site preparation. This report completes our original scope of services as outlined within our proposal dated December 13, 2004, e appreciate the opportunity to provide service to you on this project, If you have any questions regarding this report, please contact the undersigned Respectfully submitted, SLADDE ENGINEERING Brett L. Anderson Principal Engineer SER/pe Copies: 6/East of Madison, LLC i7 � tS3 '�-xjp In PROpOSEDMADISON CLUB N8CAVENUE 54 & MA0KSIN5TREEI LA QUINTA,[AIIF(%RNIA January 28,2M TABLE OF CONTENTS ------'................................................. --`^~'~^---...................... ........... l SCOPE OFWORK ....................................... ...... ,~___________`,________~_ PROJECT DESCRIPTION .................... ............................ ~~~-----...................... `.`...--_-1 GEOLOGY ANT) SF-ISOMD--[Ty .................................. SuBmUaTm^[ECONDITIONS ....................................................—.-'.^-------._—_.---.~.^3 LIQUEFACTION '''''''--'--``^'`~~''''--''-'''---''----''''''^~''^'''''''''''''''''''-''-''--.....,..--....---.3 CONCLUSIONS AND RECOMMENDATIONS ................... ................................... ---......._..3 !�umn6atiom Settlememts.^----..................................................................... --_'`_______._____. LateralDesign ............................................................................. ................................................. 5 Retaining Walls ........... .................................................................................................. ............ . ExpannbveSoil...................... ..................................................... _........................... ....................... 5 Concrete,-~~—_--------------~^—.-_—_-----'—'' Soluble Sulfates —'-----''~~~^~----------'--``~----------------.,~-.-6 Tentative Pavement Oesign.................... ............. .`^^^^______________'_,^^^_____ 8lulm1agwand Smbwidamoe................... ................................... ~........................................ —...... 6 Ge»emx]Site Gzad' —_'-_—.,___-----,,,,,,,~.,,,~.________~~,,...~~,,_ 1.S8e Clearing ............................. ............... ...................... ............... ......................... ......... _ 2-Preparation of Build.ft and Foundation Areas ................................ 7 3`Placement -of Compacted Fill ................................................................................ .............. 4,Preparation wfSlab and Pavement Arwam.................. ......... ,......... .............................. 7 5. Testing and Inspection ................. _....... ................................... ......... ............................ GENERAL............ ....... ............... `..._------_—_..._.--_-----__..~___ APPENDIX A- Site Plan md Boring Lou Field Fxplorafion APPENDIX RLaboratory Te5pting Laboratory Test Results - APP8N DIX C- 2001California Budding Code with 1097U9CSeismic Design Criteria January s, 200� -1- Project No. 54.4-4810 0 -01-101 INTRODUCTION This report presents the results of our Geotechnical investigation performed in order to provide recommendations for site preparation and to assist in the design and construction of the foundations for the single-family residences proposed for the Madison Club golf course and residential development. The project site is located 'on the northeast corner of Avenue 54 and Madison Street in the City of La Quinta, California. The preliminary plans indicate that the proposed project will include an 18-hole golf course, clubhouse, and approximately 200 single-family residences along with various associated site improvements. The associated site improvements are expected to include paves] roadways, concrete driveways and patios, underground utilities, and landscape areas. SCOPE OF WORK The purpose of our investigation was to determine certain engineering characteristics of the near surface 50il on the Site in order to develop Tecomrnendakions for foundation design and site preparation. Our investigation included field exploration, laboratory testing, literature review, engineering analysis and the preparation of this report, Evaluation of hazardous materials or other environmental concerns was not within the scope of services provided. Our investigation was performed in accordance with contemporary geotechnical engineering principles and practice. We do not make other warranty, either expre59 or implied. PROJECT DESCRIPTION "The project site is located on the northeast corner of Avenue 54 and Madison Street in the City of La Quin4 California, It is our understanding that the project will consist of an 18-hole golf course, clubhouse, and approximately 200 single-family residences along with various associated site improvements, Tt is our understanding that the proposed residences and clubhouse will be of relatively lightweight wood -frame construction and will be supported by conventional shallow spread footings and concrete slabs on grade. The associated improvements will include paved roadways, concrete walkways, patios, driveways, landscape areas and various underground utilities. The majority of the subject site is presently vacant. The site includes several agricultural parcels as well as undeveloped desert land. Large tamarisk trees exist along the majority of the property lines within the southeastern portion of the site. The majority of the eastern portions of the property have been previously used for agricultural purposes. The property is level throughout and is near the elevation of the adjacent properties and roadways. A horse ranch occupies the southeast corner of the site. The ranch contains several residential structures and various outbuildings, Fenced pastures occupy most of the ranch. Several other residences ml structures exist at locations, throughout the site. Avenue 54 forms the southern site boundary, Monroe Street forms the eastern site boundary, and Madison Street forms the western site boundary, The Hideaway development is located just west of the site. Sladden Errgl "Hiog January 28, 2005 -2- Project No. 544-4810 05-01-101 Based upon our previous experience with lightweight residential structures, we expect that isolated column loads will be less than 30 kips and wall loading will be less than to 2.0 kips per linear foot. Grading is expected to include minor cuts and fills to match the nearby elevations and to construct slightly elevate4 building pads to accommodate site drainage. Extensive cuts are proposed for several of the golf holes with the preliminary plans indicating cuts in excess of 40 feet within some of the golf holes. This does not include removal and reaompaction of the $caring soil within the building areas, If the anticipated foundation loading or site grading varies substantially from that assumed the recommendations included in this report should be reevaluated, GEOLOGY AND SEISNUCITY The project site is located within the central Coachella Valley that is part of the broader Salton Trough geomorphic province. The Salton Trough is a northwest trending depression that extends from the Gulf of California to the Banning Pass. Structurally the Salton Trough is dominated by several northwest trending faults, most notable of that is the San Andreas system. . A relatively thick sequence of sedimentary racks have been deposited in the Coachella Valley portion of the Salton Trough from Miocene to present times. These sediments are predominately terrestrial in nature with some lacustrian and minor marine deposits. The mountains surrounding the Coachella Valley are composed primarily of Frecambrian rnetamorphicand Mesozoic granitic rock. The Coachella Valley is situated in one of the more seismically active areas of California. The Sari ,Andreas fault zone is considered capable of generating a maximum credible earthquake of magnitude 8.0 and because of its proximity to the project site the distance of approximately 9.2 lulorneters should be considered in design fault for the project. Seismic activity along the nearby faults continues to affect the area and the Coachella Valley is considered one of the more seismically active regions in California, A computer program and pertinent geologic literature were utilized to compile data related to earthquake fault zones in the region and previous seismic activity that may have affected the site. E.Q. Fault Version 3,00 (Blake) provides a compilation of data related to earthquake faults in the region. The program searches available databases and provides Loth distances to causitive faults and the corresponding accelerations that may be experienced on the site because of earthquake activity along these faults. The attenuation relationship utilized For this project was based upon Joyner & Boore (2001) attenuation curves. The information generated was utilized in our liquefaction evaluation The site is not located in any Eerthquake Fault zones as designated by the State but is mapped in the County's Liquefaction and Ground Shaking Hazard Zone V. Several significant sdurnic events have occurred within the Coachella Valley during the past 50 years. The events include Desert Hot Springs - 1948 (6,5 Magnitude), Palm Springs - 1986 (5.9 Magnitude), Desert Hot Springs - 1992 (6.1 Magnitude), Landers -1992 (75 Magnitude) and Big Bear -1992 (6.6 Magnitude). Sfadden E►xgweermg January 28, 2005 -3- project No. 544-1810 05-01-101 SUBSURFACE CONDITIONS The soil underlying the site consists primarily of fine-grained silty sands with scattered prominent sandy clay and sandy silt layers. As is typical for the area, the silty sand and sandy silt layers are inconsistently interbedded and vary in thickness, Silty sands were the most prominwt soil within our exploratory borings but several prominent sandy silt and clayey silt layers were also encountered, The silty sands encountered near the existing ground surface appeared somewhat Ioose but the deeper silty $arid and sandy silt layers appeared relatively firm. Relatively undisturbed samples indicated dry density varying from 84 to 121 pcf. Sampler penetration resistance (as measured by field blowwunts) indicates that density generally increases with depth. The site soil was dry on the surface and moist below a depth of approximately 5 feet but ,some silty layers wcre typically wet. Laboratory testing indicated moisture content varying from 1 to 33 percent. Laboratory testing indicates that the surface soil within the upper 5 feet con ist primarily of silty sands. Expansion testing indicates that the surface silty sands are generally non -expansive and are classified as '.very low" exp4nsion category soil in accordance with Table 18-1-H of the 1997 Uniform Building Code. Groundwater was encountered within our borings at depths of approximately 51 to 79 feet below the existing ground surface. Groundwater should be considered in design and construction. LIQUEFACTION Liquefaction occurs with sudden loss of soil strength because of rapid increases in pore pressures within cohesionless soil as a result of repeated cyclic loading during seismic events. Several conditions must be present for liquefaction to occur including; the presence of relatively shaliow groundwater, generally loose soil conditions, the susceptibility of soil to liquefaction based upon grain -size characteristics and the generation of significant and repeated seismically induced ground accelerations. Liquefaction affects primarily loose, uniform grained cohesionless sands with low relative densities. In the case of this project site, several of the factors required for liquefaction to occur are not: present. As previously indicated, groundwater was encountered within our borings at depths of approximately 51 to 79 feet below the existing ground surface on the site. Because of the depth to groundwater, the potential for liquefaction affecting the site is conwidered negligible, CONCLUSIONS AND RECOMMENDATIONS Based upon our field investigation and laboratory testing, it is our opinion that the proposed golf course, clubhouse, and residential development is feasible from a soil mechanic's standpoint provided that the recommendations included in this report are considered in building foundation design and titc preparation. because of the somewhat loose condition of the near surface soil, remedial grading is recommended for the building areas. We recommend that remedial grading within the proposed building areas include the overexcavation and rec+ompaction of the primary foundation bearing soil. Specific recommendations for site preparation are presented in the Site Grading section of this report. Madden Engineering January 28, 200.5 -4- Project No, 544-481.0 05-01-101 Based upon the depth to groundwater and the generally firm condition of the deeper sand layers, it is our opinion that the potential fO1V litluefaCtion affeCting the site is negligible, The remedial grading recommended for building areas will result in the construction of a uniform compacted soil mat beneath all footings. In our opinion, liquefaction related mitigation measures in addition to the site grading and foundation design recommendations included in this report should not be necessary. The site is located in one of the more seismically active areas in California. Design professionals should be aware of the site setting and the potential for earthquake activity during the anticipated life of the structure should be acknowledged. The accelerations that may be experienced on the site (as previously discussed) should be considered in design. The seismic provisions included in the Uniform Building Code for Seismic Zone 4 should be considered the minimum design criteria, Pertinent 1997 UBC Seismic Design Criteria is summarized in Appendix C. Caving did occur within our borings and the potential for caving should be expected within deeper excavations. All excavations should be constructed in accordance with the normal CalOSHA excavation. criteria. On the basis of our observations of the rnaterials encountered, we anticipate that the near surface silty sands will be classified by CalOSHA as Type C. Soil conditions should be verified in the field by a "Competent person" employed by the Contractor. The near surface soil encountered during our investigation was found to be non -expansive, Laboratory testing indicated an Exparesion Index of fi for the surface silty sands that corresponds with the "very low" expansion category in accordance with UBC Table 18-I-B. The following reoornmendatims present more detailed design criteria which have been developed on the basis of our field and laboratory investigation. The recommendations are based upon non -expansive soil criteria. Foundation Design: The results of our investigation indicate that either conventional shallow continuous footings or isolated pad footings that are supported upon properly compacted soil, may be expected to provide adequate support for the proposed structure foundations. Building pad grading should he performed as described in the Site Grading Section of this report to provide for uniform and firm bearing conditions for the structure foundations. Footings should extend at least 12 inches beneath lowest adjacent grade, Isolated square or rectangular footings should be at least two feet square and continuous footings should be at least 12 inches wide. Continuous footings may be designed using an allowable bearing value of 15W pounds per square foot {psfj and isolated pad footings may be designed using an allowable bearing pressure of 18DO psf, Allowable increases of 250 psf for each additional 1 foot of width and 250 psf for each additional 6 inches of depth miy be utilized if desired. The maximum allowable bearing pressure should be 2500 psf. The allowable bearing pressures are applicable to dead and frequently applied live loads. The allowable bearing pressures may be increased by 1J3 to resist wind and seismic loading. Care should be taken to see that bearing or subgrade soil is not allowed. to become saturated from the ponding of rainwater or irrigation. Drainage from the buiW1ng area should be rapid and complete. Madden Enginee-ring January 28, 2005 -5- Project No, 544-4810 05-01-101 The recommendations provided in the preceding paragraph are based on the assumption that all footings will be supported upon properly compacted engineered fill soil. All grading'should be performed under the testing and inspection of the Soil Engineer or his representative_ Prior to the placement of concrete, we recommend that the footing excavations be inspected in order to verify that theyextend into compacted soil and are freeof loose and disturbed materials. Settlements: SeWements resulting from the anticipated foundation loads should be minimal provided that the recommendations included in this report are Considered in foundation design and construction. The estimated ultimate settlements are calculated to be approximately one inch when using the recommended bearing values. As a practical matter, differential settlement; between footings can be assumed as one-half of the total settlement. Lateral Design: Resistance to lateral loads can be provided by a combination of friction acting at the base of the slabs or foundations and passive earth pressure along the sides of the foundations. A coefficient of friction of 0.40 between soil and concrete may be used with consideration to dead load forces only. A passive earth pressure of W pounds per square foot, per foot of depth, may be used for the sides of footings that are poured against properly compacted native or approved non -expansive import soil. Passive earth pressure should be ignored within the upper 1 foot except where confined (such as beneath a floor slab). Retaining Walls; Retaining walls may be necessary to accomplish the proposed construction. Lateral pressures for use in retaining wall design can be estiritated using an equivalent fluid weight of 35 pcf for level free -draining native backflil conditions. Por walls that are to be restrained at the top, the equivalent fluid weight shouid be increased to 55 pef for level free - draining native backfill conditions. Backdrains should be provided for the full height of the walls. Expansive Soil: Because of the prominence of "very low" expansion category soil near the surface, the expansion potential of the foundation bearing soil should not be a controlling factor in foundation or floor slab design. Expansion potential should be reevaluated subsequent to grading. Concrete Slabs-otl-Grade: All surfaces to receive concrete slabs -on -grade should be underlain by a minimum compacted non -expansive fill thickness of 24 inches, placed 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 or an adequate capillary break. Vi ipor 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 should rhot be necessary. However, reinforcement will have a beneficial effect in containing cracking because of 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. Sladden Fngincering January 28, 2DD5 -6- Project No. 544-4-SlO 05-01-101 Soluble Sulfates: The soluble sulfate concentrations of the surface soil have not yet been determined but native soil in the area has been known to be potentially corrosive with respect to concrete. The use of Type V cement and specialized sulfate resistant concrete mix designs may be necessary for concrete in contact with the native soil. Tentative Pavement Design: All paving should be underlain by a minimum compacted fill thickness of 12 inches (excluding aggregate base). This may be performed as described in the (rite Grading Section of this report. R-Value testing was not conducted during our investigation but based upon the sandy nature of the surface soil, an R-Value of appmximately 50 appears appropriate for preliminary pavement design. The following preliminary onsite pavement section is based upon a design R-Value of 50. Onsite Pavement (Traffic Jndex = 5.0) Use 3.0 inches of asphalt on 43 inches of Class 2 base material Aggregate base should conform to the requirements for Class 2 Aggregate base in Section 26 of CalTrans Standard Specifications, January 1992. Asphaltic concrete should conform to Section 39 of the CaCCxens Standard Specifications. The recommended sections should be provided with a uniformly compacted subgrade and precise Control of thickness and elevations during placement. Pavement and stab designs are tentative and should be confirmed at the completion of site grading when the subgrade soil is in -place. This will include sampling end testing of the actual subgrade soil and an analysis based upon the specific traffic information Shrinkage and Subsidence: Volumetric shrinkage of the material that is excavated and replaced as controll4ed compacted till should be anticipated. We estimabe that this shrinkage could vary from 20 to 25 percent. Subsidence of the surfaces that are scarified and compacted should be between 1 and 3 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 attained. These values for shrinkage and subsidence are exclusive of losses that will occur because of the stripping of the organic material from the site and the removal of oversize material. The shrinkage losses are suspected to be somewhat less within areas where deeper cuts (more than 20 feet in depth) are planned. General Site Grading: All grading should be performed in accordance with the grading ordinance of the City of La Quinta, California. The following recommendations have been developed on the basis of our field and laboratory testing and are intended to provide a uniform compacted mat of soil beneath the building slabs and foundations. 1:. Site Clearing: Proper site clearing will be very important. Any existing vegetation, slabs, foundations, abandoned underground utilities or irrigation lines should be removed from the proposed building areas and the resulting excavations should be properly backfilled. Soil that is disturbed during site clearing should be removed and replaced as controlled compacted Fill under the direction of the Soil Engineer. Sladden Enginmriag January 28, 2005 -7- Project No. 544-4810 05-01-101 2. Preparation of Building and Foundation Areas: In order to provide adequate and uniform bearing conditions, we recommend overexcavation throughout the proposed residential building areas. The building areas should be overexcavated to a depth of at least 3 feet below existing grade or 3 feet below the bottom of the footings, whichever is deeper. The exposed soil should then be scarified to a depth of 1-foot, moisture conditioned and recompacted to at least 90 percent relative compaction: The excavated material may then be replaced as engineered fill material as recommended below. 3. placement of Compacted Fill, Within the building pad areas, fill materials should be spread in thin lifts, and compacted at near optimum moisture content to a minimum of 90 percent relative compaction. Imported fill material shall have an expansion Index not exceeding 20. The contractor shall notify the Soil Engineer at least 48 hours in advance of importing Sail 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 with the project specifications. Approval by the Soil Engineer will be based upon material delivered to the site and not the preliminary evaluation of import sources. Our observations of the materials encountered during our investigation indicate that compaction within the native soil will be most readily obtained by means of heavy rubber tired equipment and/or sheepsfoot compactors, The moisture content of the near surface soils was somewhat inconsistent within our borings. In general, the sandy soils are dry and well below optimum moisture content but some of the deeper silt layers were wit. It is likely that wet silt/clay layers will be encountered during grading particularly in irrigated areas where deep cuts are planned. A uniform and near optimum moisture convent should be maintained during fill placement and compaction. 4. Preparation of Slab and Paving Areas: Ali surfaces to receive asphalt concrete paving or exterior concrete slabs -on -grade, should be underlain by a minimurn compacted fill thickness of 12 inches. This may be accomplished by a combination of overexcavation. scarification and recompaction of the surface, and replacement of the excavated material as controlled compacted fill. Compaction of the slab and pavement areas should be to a minimum of 90 percent relative compaction. S. Testing and Inspection; During grading tests and observations should be performed by the Soil 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 applicable ASTM test standards. The minimum acceptable degree of compactiorn shall be 90 percent of the maximum dry density as obtained by the ASTM DI557-91 test method, Where testing indicates insufficient density, additional compactive effort shall be applied until retesting indicates satisfactory compaction. Sladden Engineerhtg January 28, 20D5 -$- Project No. 544.4810 05-01-10'1 GENERAL The findings and reeornmendations presented in tfvs report are based upon an interpolation of the soil conditions between boring locations and extrapolation of these conditions throughout the pro'Posed building area. Should conditions enwijr,tered during grading appear different than those indicated in this report, this office should be notified. This report is considered to be applicable for use by East of Madison, LLCY for the specific site and project described herein, The use of this report by other parties or for other projects is not authorized. The recommendations of this report are contingent upon monitoring of the grading operations by a representative of Sladden Engineering. All recommendations are considered to be tentative pending our review of the grading operations and additional testing, if indicated. If others are employed to perform any soil testing, this office should be notified prior to such testing in order to coordinate any required site visits by our representative and to assure indemnification of Sladden Engineering, We recommend that a pre-jola conference be held on the site prior to the initiation; of site grading. The purpose of this meeting will be to assure a complete understanding of -the recommendations presented in this report as they apply to the actual grading performed. Sladden Bngweerft January 28, 2005 -9- Project No. 544-4810 05-01-101 lit VERENCES ASCE Journal of Geotechnical Engineering Division, April 1974. Soore, Joyner and Fumal (1994) Estimation of Response Spectra and Peak Acederations firmer North American Earthquakes, U. S. Geological Survey, Open File Reports 94-127 and 93-509. Finn, W. B. Liam, (1996) Evaluation of Liquefaction Potential for Different Earthquake Magnitudes and Site Conditions, National Center for Earthquake Engineering Research Committee. Joyner and Boore, (1988) Measurements, Chamcterd4titm attd Prediction of Strong Gmund Motion, ASCE Journal of Geotechnical Engineering, Special Publication No. 20. Lee & Albaisa (1974) "Earthquake Induced Settle nents in Saturated San&". Seed and Wriss (1982) Ground Motions and Sail Liquefactum During Earthquakes, Earthquake Engineering Research Institute Monograph. Seed, Tokimobu, Harder and Chung, (IM), influence of SPT Procedures in Soil Liquefaction Resistance Evaluations, ASCE Journal of Gcotechrucal Engineering, Volume 111, No.12, December, Rogers, Thomas H,, Geologic Map of California,. Santa Ana Map Sheet. Riverside County, 1984, Seismic Safety Element of the Rivmide County General Plans Slad'den Engineering APPENDIX A Site Plan 13oring Logs APPENDYX A FIELD EXPLORATION For our field investigation, 29 exploratory borings were excavated between December 13 and December 23, 2004 using a truck mounted hollow stein auger rig (Mobile B-61) in the approximate locations indicated on the site plan included in this appendix. Continuous log of the materials encountered were prepared on the site by a representative of $ladder Engineering. Boring logs are included in this appendix. Reprentative undisturbed samples were obtained within our boring by driving a thin -walled steel penetration sampler (California split spoors sampler) or a Standard Penetration Test (SPT).sampler with a 140 pound hammer dropping approximately 30 inches (ASTM D3556). The number of blows required to drive the samplers 18 inches was recorded (generally in 6 inch increments). Blowcounts are indicated on the boring log. The California samplers are 3.0 inches in diameter, tarrying brass sample rings having inner diameters of 2.5 inches. The standard penetration samplers are 2.0 inches in diameter with an inner diameter of 1.5 inches. Undisturbed samples were removed from the sampler and placed in moisture scaled containers in order to preserve the natural soil moisture content. Bulk samples were obtained from the excavation spoils and samples were then transported to our laboratory for further observations and testing. Madison Club -The Hide NEC Avenue 54 & Madison ire L■g■mm bkr ltUgok Bow.! Job sir 544-4014D � 5 � ƒ ■ � ] 3 m [ao d 7 ZRmarks n /y s . Soil s /\ m \� » /\ - 25 [ 6/4 16 &md-Fin to Nodi _ 0raincd and SKud y2tU .2 SP n — Grey in mtar m VW7 QaMS■ 6 k Grey mcolor » %§/ $Itm sane Fine to M� _ Gmi� La - `_dS�y mr g ; m^ iM M Silty Sand- Fine Oraimd SN 2 1 &W6colcT q 9/104 Silt audClay: IntobcddWThin Eeng■ — Q Gm« m § 2(16)21 Sand:Finc to Medium gmnk g l ■ , 6 � madden Engir3ming 55 `'''• 819121 Sand: Fine to Medium Crrainad and Sandy Silt Layer— 2" 5F 4 S Brownish Grcy in color 60 31314 Clayey Silt ML 27 77 Ovey in color 6S W719 Sand; Fina to Medium. Grained Layer^9" and Sandy Sill SP 23 Grey in oalnr 70 11113116 Silty Sand; Fine Grained Sh4 26 22 Dark Choy in color 75 719112 Silt and Clay: Interbedded 'chin Lenses ML 33 72 Dark Grey in color Gros ndwater 78 Feet 84 a 90 51718 6110/10 Clayey Sill 4IL 32 70 3townish Grey in color Sample Not R.eoovered 95 _ _ 100 - I I I I ,Mate: The stratification lines tPresent the approximate boundwics bdwcm the soil types, the transition may be gradual. lend Ucgth = 90 Foot Croandwater encountered IBedrock not encountered Sl"den.Engineering Madison Club -The Hideaway NEC Awnue 54 & Madison Srree4 Ls Quinta Date: 12J18134104 Berizig No. 2 Job Number: 5444810 44.., e Q N -a {-1 go Description a ReMM .% 0 Native Soil 5 3J13 Silty Sand: Finc GruinaJ Slvi 2 =-- Light Grey in color I0 51617 Silty Sand: FincGraincd SM I — Light Brown in color 15 31416 Silt ML 9 97 Tan in color 20 415J7 Sandy Silt anal Silt Layers ML 11 81 Tan in color IJrcyisItBT9wninWliOrr 25 516i7 Silty SUd: Fine Grained 5M 2 24 3� 31519 Sandy Silt and Silt Layers ML 5 64 III&Brownhicolor 35 415n Sandy Silt ML _ 6 56 Greyish Brown in color 40 ` 6WI3 Silty Sand: Fine Grained SM 2 IE --• Brownish Grry in mlor 45 517n Sandy Silt ML 10 51 � BrOwoish C,rey in color SU SI1M1 Silty S; tA: Finc Grained and Silt Laycr --1" S..M 3 1 18 1rownish Grcy in odor Sladden Engineering 22 3rown in color 55 L 4fb1S Clayey Silt ML 64 4,118 Sandy Silt with Trm= of Cloy ML j 17 67 1Brown incolor 65 51819 Sandy Silt ML 22 77 Brawn in Mar 70 W8118 Sand and Silt u- ycrs SM 12 34 Brown ill Oulor 75 31316 Clayey Silt ML 31 83 IBrown. in color - mundwater @ ^-79 Feet 84 446t7 Clayey Silt ML 27 84S Brown in Color 85 6114117 Clayey Silt W 26 63 13TOwn in Oulor 90 1/315 Silty Sand: Finc Grains] SM 29 10 18rown in color - Note: The stratification lines - rgwtsent the appmximWx 95 117116 Silty Sand: Fine Grained SNI 28 16 boundaries between the snit - lype ; the tmvition miry be _ gradual. - Total Dapth =101.5 Fmk LOG 516112 Clayey Sand SM 19 47 Croundwater eaeauntpod - $edrock not encountered Sladkden Engince 4 Madison Club -The Hideaway NEC Avenue 54 & Madison Weet, La Quinta Date: 12AW2004 Boring No. 3 Job Number: 544-4916 ca a m �Qi a CG Dvsvipliun a RQTCS Tks {)[Native Soil S 10 15 24 25 SM12 Silty Sand; Fine Gzainod and Silt Laycr—Y SM 5 24 lrri�y ish Brown in color 30 4WB Silty San& Fine Grained and Silt Lays—l" SM 3 21 zveyssh Brown in color 35 8111116 Silty Sand: I+inc Grainer! SM 2 14 rinv1:i-6 GtOY in color 40 619114 Silly Sand: Fine Grained SM 3 16 Br+�nvuish Grey in color 45 515f7 Sandy Sill ML 25 84 Bmwn in color MIF5!i ff] 3f418 Silr ML 22 56 -mwn in color —.a s1acwCYl'Engln� IGroundwamr 91 91107 Sand: Fine to Medium Grained Sp 26 9 ftwnish Grey in wIvr 50 Feet 60 41W7 Silt IVIL 27 66 !grown in cok)r 65 6113110 Silty Sand: Fine Grained SM 24 14 -.Bmwnish Grcy in color 70 JL 215i 14 S..dy Silt -Tic- 24 52 (Brown in mlor 75 5112M Silty Sand-. Fine Grained SAS 27 30 Brown in color 80 U21/34 Clayey Sand SM 16 26 Oruwn in color 85 IV=26 Sand: Fine to Medium Graincd SP 18 5 Brown in color fi 90 ICVIWII SwW-. Coam&ainod and Sandy Silt SP 28 'BMwA in i:UlCir Fz Note: The strati rwation lines Irepresent the appoximaw boundwits butwom the soil 7115121 Silty $and-. Fine OtWood glvf -14 types, the transition may be gradual. 101.5 Feet Groundwater encountered Bedrock not encountered 100 ;1: S18/17 !Sand: Coarse Grained SP 17 Sladden Engineering Madison Club The Ifideswvay NEC Avenue 54 & Madison StreA La Quinta Date: 12120l2004 Ifl#ria No. 4 Sub Numkker: 544-4810 w a rn C p� Doscri tion cn s 'l;caarks 0 Nativc Soil :Silty Sand: Fine to Medium Grained 5 14 15 20 25 21416 Clayey Silt ML 11 78 Grey in color 30 51ilr9 Silty Sand; Fine Grained and Clay Layer —5" SM 6 ... 'Gycy in dolor 35 = 718i12 Sand; Dine Grained Grey in color 40 518113 Sand: FincGraincd SP 2 9 Grey in color 2.616 Clayey Silt Laycr— 8" and Silty Clay Layer -- S" ML 31 87 Orcy in cater Sol45 5W,12 1 Silty Sand; Film Grsinod SM 22 19 GrUnndwat�r {� 51 Feet Sladden Engineering SS 9J18t31 Sand; mine Grainer] SP 22 j II IDark Gray in Dolor 6D 618116 Sandy Silt ML Z4 Gl IDwk Grey in color 65 31417 Clay Cf 23 91 BFDwnivh Gray in W10y' 7U i •: 9/13/16 Sand: Finc to ar Grained SP 25 10 15my in Ou1pr 75 '' = 9/15/17 Sand: Finc to Coarse C+rained SP 23 11 3rcy to calw 1246M Sand; Fine to Coarse Grained and Gmvul SP 23 8 Grey in color $5 =:,` = - fir9!1',3 Sand- Fine to Coarse Grained and Silty Clay l aycr— 4" SP 23 - Grey in color _ I 90 -:i ::;- 6lIQr15 Sand. Fine to Coarse Grained SP 29 11 Grey in Dolor Now: The 8b-Atifioation lines -rulAwAmt * C appm ximRtc 95 = 17J26F29 Sand- Fine to Coarse Grained SP 27 .7 bowularies Mwost: tho soil the transition may be u81. Total Depth= 101.5 Fcaat 1pQ Sl17#29 Sand: Fine to Coarsc Grained SP 30 $ Groundwafte mebunt"O - rwk not ctagLen leaed Sladden Enginecring Madison Club -The Hideaway NEC ,Avenue 54 & Madison Street: La Quinta Dolt ; I WW2 M Boring No. 5 Job Number. 10 U C 6 � Q W 1?escri tit+tt o marks 0 Native Snit 5 5+7f1 o Sandy Silt MIL96 110 14 5 77 lib Greyish Brawn in color Grey in color 10 315N -Silty Sand: Fine Gmincd SM 15 5n lO Clayey Silt and Sandy Silt Mt lo8 3 74 Brownish Grey in color 4MI13 Sand; Fine Grained SP 114 l 11 Grey in color 25 30 C�Dliforuia Split spoon Sample Total Oepth-21' - I Bedrock not cuountere i - Unmoovaod S=Plt; Grouidwater not encountered - Standard Penmrati❑nTest Smrrpla 3S 40 Note: Thr.m fiicabon lira represent the approximate _ boundaries between [he soil types; the Irsnsitipm may bo grndual. 45 50 gladden Fit mming Madison Club -The Hideaway NEC Avenue 54 & Madison.Sf, La Quiuts Date: 12/20/20M Roring No. 6 Job Number: S44..ain rn V Lry Dmri tioa o � Rmwkb 0 I(*Tutive Soil 5 519111, Sand: Fine Grained and Clay+ Silt SP 114 2 ... Grey in 0014lr lfl I ' 9110110 Sand: FinoGrained and Silty &md, Fine Grained SP 107 2 11 Grey in color 15 s 416/10 Sand; Fine Grained and Sandy Silt SP 101 23 Grey in COW 20 51HY17 Sand: Fine Grained SP 91 20 7 Croy in evlor 25 30 Cal&Mia Split -spoon Samp1G Total Depth —21, - I Bedrock not cnoountcri d - Unwoovand Samplo I Groundwater not cacaunwrad _ - Smadand Penetration Test Sample 35 40 N❑ta The sntification linus Yef Vent the approximate i boundaries between die sail types; the transition may ba _ gradual. 45 90 Sladden Engineering Madison Club -The Hideaway NEC Avenue 54 & Madison Stmt, Le Quilpta Dole: 1=012004 Baring No. 7 Job Number., 5444810 ci Dcscription W � Remarks Native Sell 415M Silty Sand'Pinc GntiinW sm 102 3 21 Brownish Grcy in color 10 4/418 Clay and Silty Sand. Fine Grained SM R4 22 16 Brownish Grcy in color 4/6M Sand., Fine to Comae Grained and Seedy Silt SP 103 5 10 OTCY in color 20' 5/9113 Sandy gilt EVLL] 110 6 77 Grey in solar 25 30 califomia Split-&" Sample TOW Dep& —2 V Bedrock not enconntered Unrcwvenxl Sample Groundwater not encountered Standard Nmrctral ion Tcst Smnp1v 35 40 doter The stralifimdon fines mpraymit the q4xvxima*- boundmric:5 bccw= tiro soil typm; 6o mm_qitiom may be 45 Sladden Engineering Madison flub- flee Xiideaway NEC Aveune 54 & Madison $#reef, La Quin#a Dec, IV20120-04 -Baring No. S 3vh Number: 544-4810 a c ' rj TacSCf7l ti0n ul Remarks l} hiative Sail 5 417111 Sandy Silt and Silty Clay Mt, 104 2 67 Grey in color 10 7190 Silty Clay and Silty Sand: Finc Cnaincd RIL 107 8 80 Grcy in w1or ] 4f 16124 $s 'Fine Grained SP 118 6 9 Grcy in color ' 20 $J12118 j8iIty&md;FiT1c Grained and Sandy Silt SM 111 7 15 Grey it, ,I,, 25 30 Califamia Split4poon Sample TataI Dcpd1 --21' IIlcdmrk not -CnpitiunWed Unrmovered Samplc Groundwater' not encountered • Slandw Pendmdon Test Sample 35 4D Now 'ihe stratification lines mprwont the approximate boundaries between the soil typca; the irupition may be gradual, 45 50 Sladdcn Engineering Madison Club -The Hideaway NEC Avenue 54 & Madison Stree La Quinfa Date: 12a[112M4 Bering No. 9 Job Number: .1R1 U a � A � DesCr'i lion v, � [�ernarks 0 dative Soil 5 = 41519 Sand: Fine Grained SP 101 3 7 Grey in color 10 5.1v 15 Sandy silt ML 90 22 75 Grey in CUllyr 15 419115 Silty Sand- Fine GyaiTlcd sm 102 14 1'S Grey in color 20 ': 811 W20 Sand; Fine GisinPd SP 48 18 11 15iey in color 25 30 California Split -spoon Sample i tal Depth �-21' tdro;k - I not vnCODU w - Unreowwed11 Sample Grnundwaw not enCnunleted _ - 3 $landard Penetration Test Sample 35 _ r 40 Note; The stratification lines rep¢iwmt the appmximatc _ boundaries N wem the soil types. thcfwsition may bc . gradual, 45 str Sladden Engineering Madison Club -The Hideaway NEC Avenue 54 & Madison St_rW, La Quinta Date: W21/2094 Mork% No.10 Job .Namher: i44-4915 4 o c C sn C1 m Desch Lion 4 t ] Remarks 0 hlatlYG $011 5 . - I VIR23 $end' Fine Grained and Sandy Silt SP 100 2 9 Grey in color 23135t31 Sand: Finn GirainW and Clayey Silt SP 108 3 9 Brownish Grey in color 15 • < s 1b121138 Sand- Fine Grained SP 94 6 7 l3 iwniSh Gay in color 20 ! 23150-5 Snd: Fine Grained SP tftfj 3 7 Aruyigh Bn)wn in color 25 34 Califnrnia Split -spoon Sample Total Depth —21' IBedrock not eneountered - UnrecoveTed Sample I Groundwater not encountered _ Standard Penctm ion Twit Swuplc 35 40 Notoc: nc 5trati£rration linew rgxtsent the approximate - bo nciaries between the soil types; the transition may bG grad ual . 45 SQ j Sladdcn Engineering Madison Club -The Hideaway NBC Avenue $4 & Madison Street, Ls QuInts Date: IVZIII004 Boring No. 11 Job Number: 544481D 8 r{j ¢ U 4 j2S4f1 L1011 d ac 0 Roma& NPOve Soil 5 _ HY1411 J Sand- Fine Grained SP 114 2 12 Grey in pplpr 10 _ 8111115 5Wu1: Pine Crdinexi SP 115 3 11 &ownish Grey in color 15 W13116 Sandy Silt and Sand; Vine Grained ML 121 2 72 <;mOsh Brown in w1or 20 8It M Sand: Finc Grained sr 113 2 1 12 JIGM hi color 25 10 California Split�spcon Sam& Total Dcpth =--21' !I Bndrook not MOoUnkrCd - U.MpOIeFIW Samp1O Groundwater trot encountered Standard Penention Test Sample 35 40 Note: The sftti fication ling rent the appMjEim9Lt,- - boundaries between the soil types; the transition maybe _ $KBdua1. 45 so SleddenEn metr Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La quinta Daw Boring No.12 Job Number: 5444810 a N R A L]cri #idn Uy oLemar3s I) N4tive $oil 5 '? 811111 B Sand: Fine Grained SP 113 2 $ Brownish Grey In Color 6P9113 Sand; Fine Grained SP 109 1 9 Grey in color 15 9112/14 Silty Sand: Fine Grained SM 114 2 17 Grey in color 20 9112122 Silty Sand; Finn Graincd SM 112 4 16 Grey iu color 25 30 Califiomia Sp11t}spoon Sample Cotal Dcpth —21' iBedrock not eacauntmd linnevvaxxl Stimp]e Gmwndwatcr rwt eneounlered . standard Penetration Test Samplc 35 40 Notc: Tho gratifiradon lines represent the appmximata _ houndaries between tho sril type 4 the transition may be _ 1gatlubl, 45 50 Sladden ]End %-oring Madison Club -The iffidea3►way NECAvenue 54 & Madison Street, La Quint& bate: 12121/2004 gring No.13 Jab tvurstver: $44-4R10 p 64 � N # Lkscri ion (0) Marks 4 Naive Soil 5 j 416/6 Sand: Fine Grained SP 115 1 14 rcy in eolpr 10 ;` 617f11 Sand: Fine Grained SP 103 l 8 OT17Y in valor 15 4114d15 Silty Sand: Fine Grained WJ 110 1 1$ dney in color = California Split -spoon Sample Iptal DgAh=-16! Bedrock not eFwaunter&I 20 _ Unraoover+ed Sample I 15vkiuodwftbrrnot cncountcrcd Standard Peactration Tcst Sample 25 - Note: The straditeation lines represent the approximate boundlaric& bawcw the soil type; the transition may be _ grad' `al_ 30 35 40 45 so Slad,den Enginaeiing Madison Club -The Hideaway NEC Avenue 54 & Madison "Street, La Quinn Date: 12/2112004 Borft No. 14 dnh Number: 5444810 �! C7 I7G9LYi t[OA � E , o c' ry a R,emarlcs 0 Nativo Soil 5 711 Q114 Clayey Silt and Silly Sand: Fine Grained MI, 104 11 77 CFsy in oolor 10 _ _ 8112116 Sand: Fine Grained SP 99 6 - — $ -Brnwni3h Grey inolnr 15 W10111 Clayey Sill ML 93 24 83 Brownish Gmy in wkw 20 518111 �Claycy Silt and Sandy Silt ML 93 27 S4 Grey In color 25 34 CaUbmia Split -spoon Sample fetal Dcplh —21' - I Bcdro llc not cncpuntwW LTnreooue -ed Sample Groundwater not encountered • Standard Pcnt#ratian Tat Sample 35 40 Note: The slratiFimmion lincs ropreacet the appnoximae boundwics bctwem the soil types; the transition may be 45 St} Sladden Fnginccring M,adisoa Club -The Tdide$wa}' NEC Avenue 54 & Madison S#1-eet, La QuItita Date: W2112004 Bering Nu. 15 Job Number: 5444SID g a [J ik mD"cri tiion Remarks � _ - Vati4eSoil YW Sand- Fine Grained SP 3 14 Cnay in oulor ltl 1213 Silty Sand; Fine Grained 5M 8 13 5my in color 15 315/7 Silty Sand: Fhw Graincd SM 3 15 Brown in color 20 6nn Silty Send; Fine, Grained and Clay layer -3" SM 6 16 Brawn in a}lm 25 31314 Clay Layer -7" and Oquy Silt Layer-4" Ca fomis SFlsr-spoon Sample brown in color T4ta1 Devh — -26' 30 _ IBedrock not encountered - Unrmovcrod Sample Jroundwater riot mcuuntaed Standard Pendmuon Teat Sample 35 40 NOLO: Tjje stratification lines rqUCMIt the approximate _ boundaries betw"m the soil types; die tre -,16 on imy be _ gradual. 45 ' l - 50 r Sladden Eogirteerin Madison Club -The Hideaway NIEC Avenue 54 & Madison gutet, La Qu into Date-: I2J V2004 B*dng No, 16 Job Number: 544-MlO Pit Description 0 Native Sail 10VI1114 Silly Sand- Fine Grained and Clayey Silt SM 103 6 16 Grey in color 10 t 69113 Sand: lFincomiTwi SP 110 2 7 13rcy in color 7/11112 Sand: Mw Grim rJ 109 2 6 Srey in color '7 7113/20 Sandy Silt amd Silty SAM& Fiue, Grained ML 99 L 7 60 13my in color F20 25 30 califomia Split -spoon swnplr; Total Dqyffi —21 iBWro-A Tax encounkmd UnFecovered Sample Grotjndwatt�r not cnwuntwo S"Ard Penetration Test Sample 40 Notc:Thc stratification lines rcpfrv=l the Opproximah� - boundaries bttw*t;n the soil types; the transition may be gradual, 45 50 S sadden Eqo=ering XfAdison Club -The. Hideaway NEC Avenue 54 & Madison Stree4 La 9vinta Date: 12/21/2004 Borring No. 17 Job Namber: 5444910 o 4 � n cn V m Desch tion rr crnaiks p azive Sail 5 910116 Clayey Silt ML 149 1 76 tiro-• ha color IU 12114a2 Clayey Silt ML 108 8 71 Gmv in color 15 6l9f12 Silty S"! Fine Grained SM P 7 2 16 Gray in color - Califpmia Split -spoon Sample meal Depth —16' _I 13-adro&put mvounumi 20 Unrecovered Samplo CimLMwaUTnot enovt)nPmvd Standard Prnchition Test Sample 25 Note; The suatifiaation lints represent the appmaximata _ boundap' es between the soil typm; the transition may be _ gradual, 30 35 44 i 45 SU S[Wen Fngin rrri Madison Club -The Hideaway NEC Avenue 54 & Mattison Street, La Quinta Date., 1=1120 �A4 481U 4 Radng No.19 Job Number:C. � o ] �n C1 Qex ri lion r cniarb p Nativc Sail S 618115 Silty Sand: Finc Grained SM 103 1 17 Grsy in velar 10 12114/19 Sand, Fine Crraimbd SP 112 0 7 l3rownish Grcy in w1br l5 = ri 9110113 Sand; Fine Grained SP 104 1 5 :Brownish Grcy in valor - Califumia Split -spoon Sample Total Depth —16' - I IBcdnovk not encountrrxd 20 UarvcavcMd Samplc 3roundwata not cncounurna - I Standard Penetration Test Sample 25 - Nota Tho stratification lines represent die approximate boundarire littween the sail types; dxe transition may 1m 30 I 40 45 50 Sladden Fngineering Madrson CIA -The Hideaway NEC Avenue 54 & Madison Strom La uinta Date: 121x11 904 Geri -Na. 19 drb Number- 5444$10 r Drscri tim Ln �. �05 ,9 Q Rernarks 0 Native Snit S 10114/18 Silty Sand: Fine Grained sand; Find Grained SM SP 103 104 I 2 14 10 Gre}+ in color ;my in color 10 ;:? 4f719 15 517110 Silty Sand: Fins Grained SM l l 1 4 l8 1113MY in color IH 20 711100 Sand: Fine Grained SP 109 4 S Cray in color 25 30 California Split -spoon Sample Total Depth —2V Bedrock not encountmd tJnneoavcra3 Sumptie Cmundwatw not exioount,ered t _ $=lord Penetration Test Swple 35 40 Notes The ab-atification lines nwrocnt the approximate _ boundaries between the soil bTa; the transition may be gradual. 45 50 gladden Engineering Madison Club -The EUdeswuy NEC Avenue 54 & Madison Street, La Quint% Date: 1=1l2004 Boring No. 20 Job ivumbtr: 544-4810 4-1 z a � 0 2 .. n , IL U Deserri Lion Rmwls Srative Soil i 8/9112 Sand; Finc Grained SP 113 1 8 Gray in color 16 '. 9113114 Sand; Finc Grained SP 109 5 — Grey in color "113 ;Sand; Finc Grained SP 109 1 8 Grey in color r 24 = W14/27 Sand; Finc Grained SP 112 4 10 Goy in color 25 34 California S lit -spoon SamPte retal Depth —21 Baiwk not encOunieved - Unrecuv rW Sample I Groundwater not eaonunun)d _ - Standard Penetration Test Sample 35 40 Note' The stralif cation lints FgRe Mt [he sppnlximale boundaries bctwom the sail types; the transition may be _ gcaduxl_ 45 50 Staddden li ngineering Madison Clan -The Hideaway NEC Avenue 54 & Mattison Street, iaa Quanta Date: 12/23120Od Buiring No. 31 Jab Number: 544-"10 A ,,� 6 � o Desvra tioai M r° � K a Q 5 511 MI 9110114 Sand: FincGraincd Sand; Fine Graincd S? 5P 1 5 9 10 Nativc Sail Gwy in color Grey in color 15 314/8 Silty Clary and Glity Jxyer—Y ML 11 75 lBrownish<iircy in color 24 31611 I Silt and Clay_ Thin Interbedded Le+>sas CF. 10 95 16rownir�h y in anlor 25 30 - - 15 40 . - 45 cwili mia Split _qpp*n Stele I Unrwoverod Sample Standard Penetration Test Sample Note; The stratification. lines represent the approximate boundaRCabctwc 1 the soil Wa; the transition.nay be b—"ual- Tout Dcpth —21' 9edrook not enwunteFed GrowWwater not encountered Sladden Engineering Madison Club -The Mdeaway NEC Avenue 54 & Madison Street, Ea Quin" Date: I212312004 BoAM No. 22 d b N.Mber: S444RIO pOR C� r DesCri lion rn tia na o iRewftrks p Native soil 5 414110 Clay end Sandy Silt Layer-4' ML 7 57 Brownish Grey in color 10 5l8111 Silty Clay and Silty Sand, Fine grained Layer -2" CTr 13 86 Grey in color l5 fi,+4114 Silty Sand: lino Grained and Silty Clay Layer-T Sm I E Grey in color 20 518111 Sand: Fine Grained sP 1 14 IArownish Grey in color 21 IM10 Clayey Silt ML 3 $1 Brpwnish Carey in color 30 Califomia Split -spoon sample Total Depth —25.5' - M Bedrock not mounia-ed - UnrneoveroJ Sample I Groundwater not encountered - Standard Pm=iion Twt Sample 35 40 Vlore: Tlfo abwOicatibn lines tepmew the approximate boundaries betwu m the sPwl types; the transition may be _ grxdcal- 45 5o Sladden Engineering Madison Club -"The Hideaway NEC Avenue 54 & Madison Stree4 La Quirkta Date: 12M12004 Bering No. 23 Job NuFnher: 544-4810 4-1 t� ley tion s°n a IRmaft Gnaw Posture i iE i i i 5 41619 Sand; Finc GrninaJ SP ! 10 Grey in color 315/ I 1 S"- Fine Grained SP 7 10 GTvy in w1or 15 51b18 Clayey Silt and Sandy Silt Layer -•7' ML 8 68 Brownish Crecy in color 20 3t315 Clay and Sandy Silty Layer -6 ML 20 71 Brownish Crecy in color 25 10 California Split -spoon Sample otsl tgth —20.5' Iedrock not tanoountered - UnN=vered Samplo encounwn d - Standard Penetration Test $ample 35 40 Npir The stratification lines rcpmppnt the approximate - boundaries bctw= the soil types; the transition may be _ grpsl+w1. 45 30 Sladden Engineering Madison Club -The Hideaway NEC Avenue 54 & Madison Striae La Quinta Date: 1212312004 BorWg No, 24 Job Number: 544-4810 ° � r1] [°} Fp DcsCri tign � � marks 0 Native Soil 5 512=0 Clayey Silt ML 1 ... iL, & Grrty 10 6nil 0 Sand: Finc Grained SP 2 9 G y in color 516110 Silty Sand: FinnGrained SM 2 12 Greyincolor IDI 5f 8 Silty Sand: Fino Grained SM 1 12 Grey in color 25 30 Calil mis Slit -spoon Sampk i Total Dcpth —20.5' I'Bcdmvk not cncounterod - Unrwovatxl Sample I GT9un4wutur not cnwuntcrcd a Standard Paw*ation Tait Sample 35 • 40 Nate: The stratification lines rgpmcut the appToximatc boundaries between die soil types; the transition may be gradual, 45 50 Sladden Enginetri>Sg Madison Chit-` he Ili-denway NECAven me 54 &. Madisou Wee, La Quinta. Date; 12/23)2004 BWns No. 25 Jab Number. 14"810 �+ a 4 VV r e U as Dmu Tian v ��F++ � Eiernarks 192tive Soil 5 w2iwx sand: Fine Grained SP ] 9 Grey in color MIS Sand; Finn Grained SP 1 I t GMy in color 15 61I0f15 Clayey Silt ML 3 77 Brown in color 24 ,,,(Y]4 Sandy Silt and Clayey Silt Laycr —3" ML 3 n Brown in color 25 30 Cali£orrtia SPIn-spoon Semple Total Depth =-20.5' - I Bedrock not rnMuntered UnrcwvcrcxllI Sample Qmundwaux not maaun" - I Staedard Penetration Test Sampla 35 40 Note: The saadficatiivn linen rcprmtmt the approximate boundaries between the soil types; the transition m%y be gradual. 45 sa Slad&n Engineeft Madison Club-Tho Hideaway NEC Avenue 54 & Madison Street, La Quinto Usi W l?Ji3 2004 Baring No. 26 Job Nt mher: 64.44810 L4. _ m 07 in c s Desr ri tion Ln ,~ a Rmrks p Nativc Soil S 3/6110 Silly Clay Layer--.6" and Sand; Fine Grained ML 18 81 'rey iu oolor I{1 is SlblB Sand; Fine Grained SP 6 10 -4my in colt}r 3146 Sand! Fine Grained Layer —3" and Clayey Silt SP S in color - Califomia Split -spoon Sample renal Dwill-15.5' I0edroak not cnoaumn-23 20 linYSCpvered SamPlc GruuceiwaM not encountered Srandand Penetration Ten Samlrlc 25 - Note: The st afification floes represent the approxinutG _ boundaRes between the soil tyPO-p tho htm3iki{m may be _ gradual. �0 35 40 43 50 Sladdcn Engineering Madison Club -The Hideaway NEC Avenue 54 & Madison Stank, La uio to Date: 12I23 V914 Bering No. 27 Jab Number: -5444810 9 O Rzmmks p r Vativc Soil S ± i &719 Sand; Finn Grmined SF 4 9 Grey in color 1 l0 31445 Clayey Silk ML 2 94 Uruwnish Gmy in cokes 5 41PS Sandy Silt and Claycy Silt-3" ML 12 71 Brownish Grey in oolor 20 i :; 51518 Sand: Pine to Mali urn Grained 5P G Ifl 18yownitcalor 25 30 California Split -spoon Smple Total MIA —20.5' Iedmck not onountered Unrecovercd sample I undwaw not enenuntmcd . _ Standard Penetration Test Smnhle 35 40 NQm The stratification lutes rcpn;imt the approximate _ boundaries bctwcm the soil types; the transition may be . �uacfu:dl_ 45 30 S ladden Engrossing Madison Club -The Hideaway NEC Avenue 54 & Madison Stree La Quinta Date: 1212912004 Boris No.28 JobNuwber. 5444310 rA Pq O A _ a Q 6 R=arks 0Nrativr Soil 5 41719 Sandy Silt ML 3 61 Gmy in color to 313/6 Clay Layer-7" and Sandy Silt ML 10 74 Crtry in color 15 2n13 I.Clay CL 12 90 Brownish Grey in color - California Split -spoon Sample o i]epih 1 S,5' _ I edmck not encounocrad 20 UwK*veted maple undwater not encountered - I Standard Pcncrmtion Tmt Semple 25 - Note: The stradfiw4on lines rVresalt the approximate _ boundaries between the soil types; the twsition may be 30 35 40 45 SO Sladden Engineering Madison CW4-The HIJeaway NEC Avenue 54 & Madison Strec4 La QuInta ©ate: 12a312004 Ruriug Na. 29 Job Number. $444810 U as Description 1R=,k, Native Soil -10 IiIi.. 6/9114 Silty Sand'FmcGraincd SM 1 17 Ofey in color 6118 son-J, rinr. Graimud SP 2 11 GTq in C01W is 34/7 Sand; Fine Graincd SP 4 10 OTCY in WEI>r 4 C41ifUMi44 S'plit-SpW) rotid DqA - 1 1 Bedrock not oicoquiTwed �Uwm*vcmd 20 Sawpk Ca:ovnJwtih-,r not tmwu-aterod Standard Penetration Test Smple 25 - Notc, Tho stratification lines rcprcumt the MpKoxftnatc boundaries bawctm the, soil types, th-o uwuqition may be gradual, 30 35 40 45 Sladden Erighwcriing APPENDIX B Laboratory Testing Laboratory Test Results A"ENDIX B LABORATORY TESTING Representative bulls and relatively undisturbed soil samples were obtained in the field and returned to our laboratory for additional observations and testing, Laboratory t�estitg was generally performed in two phases. The first phase consisted of testing in order to determine the compaction of the existing natural soil and the general er�girteering classifications of the sail underlyittg the site. This testing was p2rfornwd in order to estimate the engirteeering charaeterWits of the soil and to serve as a basis for selecting samples for the second phase of testing. The second phase consisted of soil mechanics testing. This testing including Consolidation, shear strength and expansion testing was performed in order to provide a means of developing specific design recumimendations based on the mechanical properties of the soil. CLASSIFICATION AND COMPACTION TESTING Unit Weight and Moir-tum Content Determinations: Each undisturbed sample was weighed and measured in order to determine its unit weight. A small portion of each sample was then subjected to testing in order to determine its moisture content_ This was used in order to determine the dry density of the soil in its natural oandition, The results of this beating are shown on the Boring Log. Maximum Density -Optimum Moiet= Determinations: Representative soil types were selected for maximum density determinations. This testing was performed in accordance with the AST-V Standard D1557-91, Test Method A, The rrsults of this testing are preeented graphically in this appendix, The maximum densities are compared to the field densities of the soil in order to Johmnine the existing relative compaction to the soil. This is shown on the Boring Log, and is useful in estimating the strength and compressibility of the soil. Classification Testing* Soil samples were selected for classification testing. This testing consists of mechanical grain size analyses and Atterberg Urnits determinations. These provide information for developing classifications for the soil in accordance with the Unified Classification System, This classification system categ*rixes the soil into groups having sirnilar engineering charaeberistics. The results of this test are very useful for detecting variations in the soil and in selecting samples for further testing, SOIL MECHANIC'S TESTING Direct Shear TestLaS: One bulk sample was selected for Direct Shear Testing. This testing measures the shear strength of the sail under various normal pressures and is used in developing parameters for foundation design and lateral design. Testing was performed using recornpacted test specimens, which were saturated prior to testing. Testing was performed using a strain controlled test apparatus with normal pressures ranging from SM to 2300 pounds per square fiat. Expansion Testing: One bulk sample was selected for Expansion testing_ Expansion testing was performed in accordance with the LJRC Standard 18-2. This testing consists of remolding 4-inch diameter by 1-inch thick test spQdmens to a moisture content and dry density convsponding to approximately 50 percent saturation. The samples are subjected to a surcharge of 144 pounds per square foot and allowed to reach equilibrium, At that point the specimens are inundated with distilled water. The linear expansion is Hurt measured urn#il complete_ Consolidatio" T tiit relatively undisturbed samples were selected for consolidation testing. For this testing one -inch thick test sp!dm are subjected to vertical loads varying from 575 psf to 11520 psf applied progressively. The ounsolidation at each odd increment was recorded prioe to piaoement of each subsequent load_ The specimens were saturated at the 575 f or 720 psf load increment. APPENDIX C 2001 California 6uiIding Code with 1997 LMC Seismic Design Criteria January 29, 2005 -15- Project No. 544-4810 01-101 2001 cAL1FORNIA BUILDING CODE BRISWC DESIGN INFORMATION The California Cade of Regulations, 'Title 24 (2001 Calfornia Building Cade) and 1997 Uniform Building Code, Chapter 16 of this code, contain substantial revisions and additions to earthquake engineering design criteria. Concepts contained in the code that will be -relevant to construction of the proposed structures are summarized below. Ground shalang is expected to be the primary hazard most likely to affect the site, based upon proximity to significant faults capable of generating large earthquakes. Ma41or fault zones conaidered to be most likely to create strong ground shaking at the site are listed below. Fault Zone Approximate Distance From site Fault Type (1997 UBC) San Andreas 8.9 krn A San Jacinto 30.9 km A Based on our field observations and understanding of local geologic conditions, the soil profile type judgeti applicable to this site is Su, generally described as stiff or dense soil. The site is located within U11C Seismic Zone 4. The following table presents additional coefficients and factors relevant to seismic mitigation for new constructions upon adoption of the 1997 code. Near -Source Near -Source Seismic Seismic Seismic Acceleration Velocity Coefficient Coefficient Scarce Factor, TVs Factor, N£ G Cw San Andreas 1.04 �.29 0.44Na 0.64NY San Jacinto 1.0 1.0 = 0,44N. 0.64Nw sludden Enginaerm'-