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06-0181 (CONR) Geotechnical InvestigationGEOTECHNICAL INVESTIGATION PROPOSED MADISON CLUB GOLF CLUB AND RESIDENTIAL DEVELOPMENT NEC AVENUE 54 AND MADISON STREET LA QUINTA, CALIFORNIA -Prepared By- Sladden Engineering 39-725 Garand Lane, Suite G Palm Desert, California 92211 (760) 772-3893 Sladden 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 (760) 772-3895 January 28, 2005 East of Madison, LLC 81-100 Avenue 53 La Quinta, California 92253 Attention: Mr. John Gamlin Project: Madison Club Tentative Tract Map 33076 NEC Avenue 54 and Madison Street La Quinta, California Subject: Geotechnical Investigation 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 corner 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: We 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, SLADDEN ENGINEEF Brett L. Anderson Principal Engineer SER/pc POrESS/pM 2��N�F ��F2 No. C 15'g9 rn Exp- 9i3010 �TFOF CAI -\F -O Copies: 6/East of Madison, LLC GEOTECHNICAL INVESTIGATION PROPOSED MADISON CLUB NEC AVENUE 54 & MADISON STREET LA QUINTA, CALIFORNIA January 28, 2005 TABLE OF CONTENTS INTRODUCTION.................................................................................................................................... 1 SCOPEOF WORK................................................................................................................................... 1 PROJECTDESCRIPTION........................................................................................................................ 1 GEOLOGYAND SEISMICITY.............................................................................................................. 2 SUBSURFACE CONDITIONS............................................................................................................... 3 LIQUEFACTION..................................................................................................................................... 3 CONCLUSIONS AND RECOMMENDATIONS................................................................................ 3 FoundationDesign........................................................................................................................... 4 Settlements........................................................................................................................................ 5 LateralDesign........................................:.......................................................................................... 5 RetainingWalls................................................................................................................................. 5 ExpansiveSoil................................................................................................................................... 5 ConcreteSlabs-on-Grade................................................................................................................. 5 SolubleSulfates................................................................................................................................. 6 TentativePavement Design............................................................................................................ 6 Shrinkageand Subsidence.............................................................................................................. 6 GeneralSite Grading........................................................................................................................ 6 1. Site Clearing........................................................................................................................... 6 2. Preparation of Building and Foundation Areas................................................................ 7 3. Placement of Compacted Fill............................................................................................... 7 4. Preparation of Slab and Pavement Areas........................................................................... 7 5. Testing and Inspection.......................................................................................................... 7 GENERAL.............................................................. :................................................................................. 8 REFERENCES .....:............................. APPENDIX A - Site Plan and Boring Logs Field Exploration APPENDIX B - Laboratory Testing Laboratory Test Results APPENDIX C - 2001 California Building Code with 1997 UBC Seismic Design Criteria January 28, 2005 -1- Project No. 544-4810 05-01-101 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 paved 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 soil on the site in order to develop recommendations 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 express or implied. PROJECT DESCRIPTION The project site is located on the northeast corner of Avenue 54 and Madison Street in the City of La Quinta, 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. It 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 and 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 Engineering 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 elevated 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 recompaction of the bearing 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 SEISMICITY 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 rocks 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 Precambrian metamorphic and Mesozoic granitic rock. The Coachella Valley is situated in one of the more seismically active areas of California. The San 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 kilometers 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 both 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 Earthquake Fault zones as designated by the State but is mapped in the County's Liquefaction and Ground Shaking Hazard Zone V. Several significant seismic 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 (7.5 Magnitude) and Big Bear - 1992 (6.6 Magnitude). Sladden Engineering January 28, 2005 -3- Project No. 544-4810 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 prominent 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 loose but the deeper silty sand 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 blowcounts) 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 were 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 consist primarily of silty sands. Expansion testing indicates that the surface silty sands are generally non -expansive and are classified as ,'very low' expansion category soil in accordance with Table 18 -I -B 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 shallow 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 considered 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 site 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 recompaction of the primary foundation bearing soil. Specific recommendations for site preparation are presented in the Site Grading section of this report. Sladden Engineering January 28, 2005 -4- Project No. 544-4810 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 for liquefaction 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 excavation0 All excavations should be constructed in accordance with the normal CalOSHA excavation criteria. On the basis of our observations of the materials 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 Expansion Index of 0 for the surface silty sands that corresponds with the "very low" expansion category in accordance with UBC Table 18 -I -B. The following recommendations 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 be 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 1500 pounds per square foot (psf) and isolated pad footings may be designed using an allowable bearing pressure of 1800 psf. Allowable increases of 250 psf for each additional 1 foot of width and 250 psf for each additional 6 inches of depth may 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 1/3 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 building area should be rapid and complete. Sladden Engineering 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 they extend into compacted soil and are free of loose and disturbed materials. Settlements: Settlements 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 settlements 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 250 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 estimated using an equivalent fluid weight of 35 pcf for level free -draining native backfill conditions. For walls that are to be restrained at the top, the equivalent fluid weight should be increased to 55 pcf 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 -on -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. 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 should not 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 Engineering January 28, 2005 -6- Project No. 544-4810 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 Site 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 approximately 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 Index = 5.0) Use 3.0 inches of asphalt on 4.5 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 CalTrans Standard Specifications. The recommended sections should be provided with a uniformly compacted subgrade and precise control of thickness and elevations during placement. Pavement and slab designs are tentative and should be confirmed at the completion of site grading when the subgrade soil is in-place. This will include sampling and 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 controlled compacted fill should be anticipated. We estimate 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 Engineering 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 soil 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 wet. 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 content should be maintained during fill placement and compaction. 4. Preparation of Slab and Paving Areas: All surfaces to receive asphalt concrete paving or exterior concrete slabs -on -grade, should be underlain by a minimum 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. 5. 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 compaction shall be 90 percent of the maximum dry density as obtained by the ASTM D1557-91 test method. Where testing indicates insufficient density, additional compactive effort shall be applied until retesting indicates satisfactory compaction. Sladden Engineering January 28, 2005 -8- Project No. 544-4810 05-01-101 GENERAL The findings and recommendations presented in this report are based upon an interpolation of the soil conditions between boring locations and extrapolation of these conditions throughout the proposed building area. Should conditions encountered 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, LLC, 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. .'0 We recommend that a pre -job 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 Engineering January 28, 2005 -9- Project No. 544-4810 05-01-101 REFERENCES ASCE Journal of Geotechnical Engineering Division, April 1974. Boore, Joyner and Fumal (1994) Estimation of Response Spectra and Peak Accelerations from North American Earthquakes, U. S. Geological Survey, Open File Reports 94-127 'and 93-509. Finn, W. E. 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, Characterization and Prediction of Strong Ground Motion, ASCE Journal of Geotechnical Engineering, Special Publication No. 20. Lee & Albaisa (1974) "Earthquake Induced Settlements in Saturated Sands". Seed and Idriss (1982) Ground Motions and Soil Liquefaction During Earthquakes, Earthquake Engineering Research Institute Monograph. Seed, Tokimatsu, Harder and Chung, (1985), Influence of SPT Procedures in Soil Liquefaction Resistance Evaluations, ASCE Journal of Geotechnical 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 Riverside County General Plan Sladden Engineering APPENDIX A Site Plan Boring Logs APPENDIX A FIELD EXPLORATION For our field investigation, 29 exploratory borings were excavated between December 13 and December 23, 2004 using a truck mounted hollow stem 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 Sladden Engineering. Boring logs are included in this appendix. Representative undisturbed samples were obtained within our boring by driving a thin-walled steel penetration sampler (California split spoon sampler) or a Standard Penetration Test (SPT) sampler with a 140 pound hammer dropping approximately 30 inches (ASTM D1586). 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, carrying 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 sealed 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 Hideaway NEC Avenue 54 & Madison Street, La Quinta 02tte: 12/13/2004 Boring No. 1 Job Number: 544-4810 6/4/6 Sand: Fine to Medium Grained and Sandy Silt Layer — 2" SP CD a) U Description C/) Remarks 0 Native Soil 10 15 20 25 6/4/6 Sand: Fine to Medium Grained and Sandy Silt Layer — 2" SP u | -- UG,ey"`color LLL!:� /21 1 Sand: Fine to Medium Grained I SP 11 1 3 1 8 IlGrey in color I SladduuEngineo,bg 55 8/9/11 Sand: Fine to Medium Grained and Sandy Silt Layer — 2" SP 4 6 Brownish Grey in color 60 JL 3/3/4 Clayey Silt ML 27 77 Grey in color 65 ['. 10/7/8 Sand: Fine to Medium Grained Layer —9" and Sandy Silt SP 23 Grey in color 70 ' ` ''' 11/13/16 Silty Sand: Fine Grained SM 26 22 Dark Grey in color 75 JL 7/9/12 Silt and Clay: Interbedded Thin Lenses ML 33 72 Dark Grey in color Groundwater @ — 78 Feet 80 85 90 5/7/8 6/10/10 Clayey Silt ML 32 70 Brownish Grey in color Sample Not Recovered >< -Note: 95 - 100 The stratification lines represent the approximate boundaries between the soil types; the transition may be gradual. Total Depth = 90 Feet Groundwater encountered Bedrock not encountered Sladden Engineering ' Madison Club-T«e Hideaway NEC Avenue 5 & Madison SreiLaQuinm ll #: 12/18/2004 Boring No 2 Ab Number: 544-4810 � \ cn \ / . o \ J \D \ / Remarks . \� s' -�/ » \ \ laza >6zg »»@ &d:Fine Ua k q% &d:a_ Grained . sN SN 2 ! — – Native Soil bAlU«��r Light Brown a color ) \ \- ^ a m l4Z¥ 4§Za Silt Sandy Silt and Silt Layers ML ML 9 H 97 @ Tan §c « Tan 6color ' 25 _\ . R s6Za Silty Sand: a_ Grana S% 2 & Greyish Brown +color k a lsZ@ 4§Zg Sandy qt and Silt Lays Sandy Silt ML NL § 6 64 + bathBrown incolor Greyish Brown in col r m ' \ \ �^ 6/19&Sez cU a Sk 2 --- Brownish«� « 45 §7ZJ Sandy Silt ML $ e Brownish Grey in color + ' / &!@H ISilty &d: FineGmnk and Silt Layer w" SN l a Brownish Gr@ in color S&dknEngineering S&ddenEngineering . , S m e 4624 47Z$ saz@ O49 $k Sandy Silt with TrEe J o4 Sana si . ML Nt NL 2 g 2 77 67 77 Brown incolor %o_ 6color Brown acolor 70 $ 78/18 Sand and Silt Layers SN 2 a so_. color a -Groundwater a3Z16 O«« qc ML a g Brown in color @ 79 Rd m a 46ZJ 6/14/17 Clayey Silt Clayey q! mL NL 27 26 # g em_ acolor Brown in color k _Note: _represent y - 100 _ /JL . \ " \Toln@h!= /r 111ls lZZ7a §6ZA2 m6 ad: FineGrained Silty Sand: FineGrained clayey &d Sy SN SM a » a . G 16 .types; 47 nm_ in =U The stratification lines the approximate boundaries between the U! tbtransition _ybe �d�. $ESFee Groundwater ne_ted Bedrock not encountered ƒ S&ddenEngineering Sladden Engineering Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/18/2004 Boring No. 3 Job Number: 544-4810 � 0 0 � a o 3 a 0 '=A � 3 o � Description 0 ° rr� � o o Remarks p Native Soil 5 10 M :i 15 alt-. �14?i 20 =il I�!`iiii 25 ! 5/9/12 Silty Sand: Fine Grained and Silt Layer —3" SM 5 20 Greyish Brown in color 30 M. `<i :^° 4/6/8 Silty Sand: Fine Grained and Silt Layer —1 " SM 3 21 Greyish Brown in color 35 ii?'`i=i'`' 8/11/16 Silty Sand: Fine Grained SM 2 14 Brownish Grey in color 40 ilii''' '' 6/9/14 Silty Sand: Fine Grained SM 3 16 Brownish Grey in color RM 45 JL 5/5/7 Sandy Silt ML 25 84 Brown in color 50 3/4/8 Silt ML 22 56 Brown in color Sladden Engineering SaJA,Engineering » $!$g Sand: eto Medium Grained Se 26 9 U_nm U@ in color Groundwater &–m h# ^ 60 46Zg q! . Nt 27 66 mown me « 65 � ' \ 6/13/10 s!% Sand: Fine Grained SN 24 14 Brownish Ue mcolor \ � .......... k 25/14 Sandy m!! NE 24 g Brown in mU ! 2 / el22z2 Silty Sand: a_ Grained SN 27 k Brown Ecolor m$ _�\ INK: 6/21/340#« ad .SN 16 26 Brown « Ni w \ HZo2Z62 se± a_ to Medium Grained .9 > § Brown &color q / !@l�3Z1 S»¢ Coarse Graink and Sandy Silt g 3 — +_n¥ color - .Note: The stratification U# _ \ resent thppro.&A 95 / 7/15221 Silty Sand: FineGrained SM 19 — boundariesb __ �� l _ e types; the transition may be \ \ ' sky -'\ Total Depth =gESFeet !m A l8/17 Sand: Coarse G a 9 17 —Groundwater encountered - ' Bedrock not encountered SaJA,Engineering Sladden Engineering Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/20/2004 Boring No. 4 Job Number: 544-4810 c 0 0 N N LL N � q T O U O pq Description 0 ] 0 Remarks 0Native Soil 4rj Silty Sand: Fine to Medium Grained 5 ;' !i i` 10 - jl;ii4li;i � 3 15 20 !1. is 25 2/4/6 Clayey Silt ML 11 78 Grey in color 30 - €::'iii `' ilj!t't i 5/8/9 Silty Sand: Fine Grained and Clay Layer —5" SM 6 --- Grey in color 357/8/12 Sand: Fine Grained Grey in color 40 5/8/13 Sand: Fine Grained SP 2 9 Grey in color 45 2/3/6 Clayey Silt Layer — 8" and Silty Clay Layer — 8" ML 31 87 Grey in color 50 ::iii;..;''!: 5/6/11 Silty Sand: Fine Grained SM 22 19 Groundwater @ -51 Feet Sladden Engineering 4" 85 6/9/13 Sand: Fine to Coarse Grained and Silty Clay Layer SP Sladden Engineering 23 --- Grev in color SP 28 11 Grey in color Note: The stratification lines represent the approximate SP 27 7 boundaries between the soil types; the transition may be gradual. Total Depth = 101.5 Feet SP 30 8 Groundwater encountered Bedrock not encountered 55 JL 9/18/31 Sand: Fine Grained SP 22 11 Dark Grey in color 60 6/8/16 Sandy Silt ML 24 61 Dark Grey in color 65 3/4/7 Clay CL 23 91 Brownish Grey in color 709/13/16 Sand: Fine to Coarse Grained SP 25 10 Grey in color 75 9/15/17 Sand: Fine to Coarse Grained SP 23 11 Grey in color 80 12/16/23 Sand: Fine to Coarse Grained and Gravel SP 23 8 Grey in color 4" 85 6/9/13 Sand: Fine to Coarse Grained and Silty Clay Layer SP Sladden Engineering 23 --- Grev in color SP 28 11 Grey in color Note: The stratification lines represent the approximate SP 27 7 boundaries between the soil types; the transition may be gradual. Total Depth = 101.5 Feet SP 30 8 Groundwater encountered Bedrock not encountered Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/20/2004 Boring No. 5 Job Number: 544-4810 0 0 N 3 q U pq Description c° �D o Remarks q Native Soil 5 5/7/10 Sandy Silt ML 96 14 77 Greyish Brown in color 10 "' qui!`"'" 3/5/9 Silty Sand: Fine Grained SM 110 5 16 Grey in color 15 5/7/10 Clayey Silt and Sandy Silt ML 108 3 74 Brownish Grey in color 20 4/8/13 Sand: Fine Grained SP 114 1 11 Grey in color 25 30 California Split -spoon Sample Total Depth = 21' Bedrock not encountered Unrecovered Sample Groundwater not encountered - Standard Penetration Test Sample 35 40 Note: The stratification lines represent the approximate - boundaries between the soil types; the transition may be _ gradual. 45 50 Sladden Engineering Madison Club-The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/20/2004 Boring No. 6 Job Number: 544-4810 a \ 0 0 � o 3 Qy q 0 U 0 pq Description V) .O _ . Remarks 0 Native Soil S 5/9/11, Sand: Fine Grained and Clayey Silt SP 114 2 - Grey in color 10 '. 9/10/10 Sand: Fine Grained and Silty Sand: Fine Grained SP 107 2 11 Grey in color 15 4/6/10 Sand: Fine Grained and Sandy Silt SP 101 23 --- Grey in color 20 [ 5/10/17 Sand: Fine Grained SP 91 20 7 Grey in color 25 30 California Split-spoon Sample Total Depth —21' Bedrock not encountered Unrecovered Sample I Groundwater not encountered _ Standard Penetration Test Sample 35 40 Note: The stratification lines represent the approximate _ boundaries between the soil types; the transition may be gradual. 45 50 Sladden Engineering S&a&,Engineering Madison Club -The Hideaway . . NEC Avenue 54 A Madison Street, £aQmna pate 12/20/2004 Boring No. 7 Ab Number: 5444810 \ 0 />1 \ / i Description \ \ \ / Remarks o '\ Natives ! s �\ 4§Z$ .. . Silty Sand: Fine Grained , Se !G l 21 . Brownish U9 mcolor \�\ \ _tea » \�{ 44Z$ Clay and Silty Sand: ee Grained SN # 2 w Brownish Grey acolor - e q 46Zd! Sad: Fine@ Coarse Grai¥ and Sandy m# g !m » @ U« 6 color k 'll I s9zAl sea mi ML eo 6 2 a@ ac e 2s . k c£�rniaSplit-spoon Sample TotalDepth �21' _ | Bedrock not encountered - urate& Sample | Umd_ker not encountered _ - Standard Penetration . Test Sample ' is . kNote: The stratification lines represent the approximate _ boundaries between the soil types; th transition _ybe _ gradual. y + . S&a&,Engineering Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/20/2004 Boring No. 8 Job Number: 544-4810 0 C> 0 C) 0 U 0 Description 0 01 �D xO Remarks 0 Native Soil 5 4/7/11 Sandy Silt and Silty Clay ML 104 2 67 Grey in color 10 7/9/9 Silty Clay and Silty Sand: Fine Grained ML 107 8 80 Grey in color 15 10/16/24 Sand: Fine Grained SP 118 6 9 Grey in color 20 8/12/18 Silty Sand: Fine Grained and Sandy Silt Sm 111 7 25 Grey in color 25 30 California Split -spoon Sample Total Depth = 2V IBedrock not encountered Unrecovered Sample Groundwater not encountered - Standard Penetration Test Sample 35 40 Note: The stratification lines represent the approximate - boundaries between the soil types; the transition may be gradual. 45 50 Sladden Engineering Madison Club-The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/20/2004 Boring No. 9 Job Number: 544-4810 0 0 Q 4k 3 CL ;~ 3 C) U pq Description v°, �D o Remarks 0 Native Soil 5 4/5/9 Sand: Fine Grained SP 101 3 7 Grey in color 10 5/9/15 Sandy Silt ML 90 22 75 Grey in color - a 15 VU !!JQ!Ili 4/9/15 Silty Sand: Fine Grained SM 102 14 15 Grey in color 20 8/16/20 Sand: Fine GrainedSP 98 18 11 Grey in color 25 30 California Split-spoon Sample Total Depth =-21' - I Bedrock not encountered - Unrecovered Sample Groundwater not encountered - Standard Penetration Test Sample 35 40 Note: The stratification lines represent the approximate _ boundaries between the soil types; the transition may be _ gradual. 45 50 Sladden Engineering Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/21/2004 Boring No. 10 Job Number: 544-4810 0 0 u A >O rn U pq Description v°, p o Remarks 0 Native Soil 5 12/15/23 Sand: Fine Grained and Sandy Silt SP 100 2 9 Grey in color 0 23/35/31 Sand: Fine Grained and Clayey Silt SP 108 3 9 Brownish Grey in color 15 16/21/38 Sand: Fine Grained SP 99 6 7 Brownish Grey in color 20 23/50-5 Sand: Fine Grained SP 106 3 7 Greyish Brown in color 25 30 California Split -spoon Sample Total Depth =2 V - I Bedrock not encountered - Unrecovered Sample I i Groundwater not encountered - - Standard Penetration Test Sample 35 40 Note: The stratification lines represent the approximate boundaries between the soil types; the transition may be gradual. 45 50 Sladden Engineering Madison Club-The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/21/2004 Boring No. 11 Job Number: 544-4810 0 0 CA o 0 3 q o0 U pq Description 0o q e Remarks pNative Soil 5 10/14/19 Sand: Fine Grained SP 114 2 12 Grey in color ] 0 8/11/15 Sand: Fine Grained SP 115 3 11 Brownish Grey in color 15 9/13/16 Sandy Silt and Sand: Fine Grained ML 121 2 72 Greyish Brown in color 20 8/11/15 .Sand: Fine Grained SPJ 113 1 2 1 12 Grey in color 25 30 California Split-spoon Sample Total Depth =21' Bedrock not encountered Unrecovered Sample Groundwater not encountered Standard Penetration Test Sample 35 40 Note: The stratification lines represent the approximate _ boundaries between the soil types; the transition may be gradual. 45 50 Sladden Engineering Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/21/2004 Boring No. 12 Job Number: 544-4810 V � 0 0 Q � Q ri1 U pa Description r° a o Remarks 0 Native Soil 5 8/11/13 Sand: Fine Grained SP 113 2 8 Brownish Grey in color 10 6/9/13 Sand: Fine Grained SP 109 1 9 Grey in color 15 ii 9/12/14 Silty Sand: Fine Grained SM 114 2 17 Grey in color 20""i '' 9/12/22 Silty Sand: Fine Grained SM 112 4 16 Grey in color 25 30California Split -spoon Sample Total Depth =2 V - I Bedrock not encountered - Unrecovered Sample I Groundwater not encountered _ - Standard Penetration Test Sample 35 40 Note: The stratification lines represent the approximate _ boundaries between the soil types; the transition may be _ gradual. 45 50 Sladden Engineering Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/21/2004 Boring No. 13 Job Number: 544-4810 o 0 0 N ¢ 0 �° 3 ZIZI Q q � 0 U 3 0 pa Description 0 c° 0 o Remarks 0 Native Soil 5 4/6/6 Sand: Fine Grained SP 115 1 10 Grey in color 10 6/7/11 Sand: Fine Grained SP 103 1 8 Grey in color 15ees _< 9/14/15 Silty Sand: Fine Grained SM 110 1 18 Grey in color California Split -spoon Sample Total Depth = 16' Bedrock not encountered 20 Unrecovered Sample Groundwater not encountered Standard Penetration Test Sample 25 - Note: The stratification lines represent the approximate - boundaries between the soil types; the transition may be gradual. 30 35 - F 40 45 50 Sladden Engineering Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/21/2004 Boring No. 14 Job Number: 544-4810 0 0 4t ¢ 3 Description v, Remarks 0 Native Soil 5 7/10/14 Clayey Silt and Silty Sand: Fine Grained ML 104 11 77 Grey in color 10 - [ 8/12/16 Sand: Fine Grained s SP 99 6 8 Brownish Grey in color 15 6/10/11 Clayey Silt ML 93 24 83 Brownish Grey in color 20 5/8/11 Clayey Silt and Sandy Silt ML 93 27 80 Grey in color 25 30 California Split -spoon Sample Total Depth = 21' Bedrock not encountered - Unrecovered Sample Groundwater not encountered Standard Penetration Test Sample 35 40 Note: The stratification lines represent the approximate - boundaries between the soil types; the transition may be gradual. 45 50 Sladden Engineering Madison Club -The Hideaway . . NEC Avenue 54 A Madison Street, La Qu|nm Ok« 12/21/2004 Boring ao.l5 Job Number: 544-4810 J \ _ 0 a / §0 / w ( E Description \ / . § 2 \ / Remarks oNatives! s 32Za Sand: Fine Grained ' g l $ Grey +color q \ 22Za Silty Sand: FineGrained Se a e Grey mcolor � \ _ D \ a§Zg Si Sand: em Oink SM a 5 Brown acolor 20 / 617 Silty Sand: FineGraned and Clay Layer 3" SN 6 a Brown .color -�\ 3 ƒ 3/3/4 o4�y"eao««Sa�y" U_ny� « k. California Split -spoon s_p! , olDepth �26 _ I Bedrock not encountered - Unrecovered Sample | Groundwater not encountered - - . Standard Penetration Test S_pl . is ' kNote: The stratification lines represent the approximate _ boundaries between the soil types; the transition may6 . _ gradual. 4 . . §0. s&ad,E /_e n Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/21/2004 Boring No. 16 Job Number: 5444810 0 0 0 3 o 0 0 o q W U pa Descri tion q o Remarks 0 ::11:11rig : ; 1111.. r; Native Soil 5 10/11/14 Silty Sand: Fine Grained and Clayey Silt 10 6/9/13 Sand: Fine Grained SM 103 6 16 Grey in color SP II 110 1 2 1 7 IlGrey in color 15 7/11/12 Sand: Fine Grained SP 109 2 6 Grey in color 20 7/13/20 Sandy Silt and Silty Sand: Fine Grained ML 99 7 60 Grey in color 25 30California Split -spoon Sample Total Depth = 21' Bedrock not encountered Unrecovered Sample Groundwater not encountered 5Standard Penetration Test Sample '35 40 45 50 Note: The stratification lines represent the approximate boundaries between the soil types; the transition may be Sladden Engineering Madison Club -The. Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/21/2004 Boring No. 17 Job Number: 5444810 0 0 N 0 3 a P Ei s, U pq Description �D o Remarks 0 Native Soil 5 6/10/16 Clayey Silt ML 109 1 76 Grey in color 10 12/14/22 Clayey Silt ML 108 8 71 Grey in color - a 15 mRc O 6/9/12 Silty Sand: Fine Grained SM 107 2 16 Grey in color California Split -spoon Sample Total Depth = 16' . I Bedrock not encountered 20 Unrecovered Sample I Groundwater not encountered _ Standard Penetration Test Sample 25 - Note: The stratification lines represent the approximate - boundaries between the soil types; the transition may be gradual. 30 35 40 45 50 Sladden Engineering Q V 0 5 10 15 s 20 25 30 35 40 45 50 Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta 12/21/2004 Boring No. 18 Job Number: 0 0 N 3 U m Description U) a o 6/8/15 1Silty Sand: Fine Grained 12/14/19 1 Sand: Fine Grained 9/10/13 1 Sand: Fine Grained California Split -spoon Sample I Unrecovered Sample Standard Penetration Test Sample /. Note: The stratification lines represent the approximate boundaries between the soil types; the transition may be gradual. Sladden Engineering Soil SM II 103 1 1 1 17 IlGrev in color 544-48101 SP 11 112 1 0 1 7 IlBrownish Grey in color IP11 104 1 1 L-5 Brownish Grey in color Total Depth = I6' Bedrock not encountered Groundwater not encountered Madison Club -The Hideaway . NEC Avenue 54 & Madison Street, LaQmnm Date: 12/21/2004 l2212Z m4 ' Boring No. 19 JobN■mbe 544-4810 C-4 ƒ ¥ Q © Cn § U ( i Description / � f Q > 2 J Remarks Qw � \ a_s! � s. � \ .m / !$!«a »a Sand: Fine Grained Sm !m ! & Grey ;color \ � & ! . q / 47Z» &k: Finems a s !& 2 q Or ac « b _ . ) � § 5nno qry Sand: Fine Grained . SN H! '4 a Grey &color ' ) k 9HZo! Sad a_ Grained s !+ 4 MGreyincolor 3 ' k California Split -spoon S_p! Total Depth �£V Bedrock not encountered - Unrecovered Sample Groundwater not caeca - Standard Penetration Test s_p! is kNote: The stratification kmrepresent the p4w_& _ boundaries between the soil types; tb transition may be . - gradual. 4§ m . mk&nEgineen Madison Club-The Hideaway NEC Avenue 54 & Madison Street, La Quinta Rate: 12/21/2004 Boring No. 20 Job Number: 544-4810 0 0 4_4 W 3 2 q I~ o U 0 pa Description 0 r/) q o o Remarks 0Native Soil 5 8/9/12 Sand: Fine Grained SP 113 1 8 Grey in color 10 9/13/14 Sand: Fine Grained SP 109 5 --- Grey in color 15 6/9/13 Sand: Fine Grained SP 109 1 8 Grey in color 20 [ 8/14/27 Sand: Fine Grained SP 112 4 10 Grey in color 25 30 California Split-spoon Sample Total Depth = 2 V - I Bedrock not encountered - Unrecovered Sample I Groundwater not encountered _ - Standard Penetration Test Sample 35 40 Note: The stratification lines represent the approximate - boundaries between the soil types; the transition may be gradual. 45 50 Sladden Engineering Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/23/2004 Boring No. 21 Job Number: 544-4810 q o O L) O Descri tion . a ,O C/I c 3 q 2 O _V 0 0 o Remarks p Native Soil 5 5/10/21 Sand: Fine Grained SP 1 9 Grey in color 10 8/10/10 Sand: Fine Grained SP 5 10 Grey in color _ a 15 3/4/8 Silty Clay and Clay Layer —3" ML 11 75 Brownish Grey in color 20 3/6/11 Silt and Clay: Thin Interbedded Lenses CL IL I 10 95 Brownish Grey in color 25 30 California Split -spoon Sample Total Depth = 21' - I Bedrock not encountered - Unrecovered Sample I Groundwater not encountered _ - Standard Penetration Test Sample 35 40 Note: The stratification lines represent the approximate - boundaries between the soil types; the transition may be gradual. 45 50 Sladden Engineering Madison Club-The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/23/2004 Boring No. 22 Job Number: 544-4810 U c 0 0 N C1. � ti C1 Q rn o U 0 pq Description 0 Cn �D o o Remarks 0 Native Soil 5 .4/4/10 Clay and Sandy Silt Layer ---6" ML 7 57 Brownish Grey in color 10 5/8/11 Silty Clay and Silty Sand: Fine Grained Layer —2" CL 13 86 Grey in color C;'€iyl` 6/9/14 Silty Sand: Fine Grained and Silty Clay Layer —7" SM 18 Grey in color 20 ' 5/8/11 Sand: Fine Grained SP 1 14 Brownish Grey in color 25 Ij I j I j 3/7/10 1 Clayey Silt ML 3 81 Brownish Grey in color 30 California Split-spoon Sample Total Depth =25.5' - I Bedrock not encountered ->< Unrecovered Sample Groundwater not encountered - Standard Penetration Test Sample 35 40 Note: The stratification lines represent the approximate _ boundaries between the soil types; the transition may be gradual. 45 50 Sladden Engineering Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/23/2004 Boring No. 23 Job Number: 544-4810 q o (n U o pq Description r° a 3 o 0 0 o Remarks 0 Grass Pasture 5 4/6/8 Sand: Fine Grained SP 1 10 Grey in color 10 3/5/11 Sand: Fine Grained SP 7 10 Grey in color 15 3/6/8 Clayey Silt and Sandy Silt Layer —7" ML 8 68 Brownish Grey in color 20 3/3/5 Clay and Sandy Silty Layer —6" ML 20 71 Brownish Grey in color 25 30 California Split -spoon Sample Total Depth =20.5' ` Bedrock not encountered - Unrecovered Sample Groundwater not encountered - Standard Penetration Test Sample 35 40 Note: The stratification lines represent the approximate _ boundaries between the soil types; the transition may be _ gradual. 45 50 Sladden Engineering Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/23/2004 Boring No. 24 Job Number: 544-4810 0 0 N it :1 3 q>1U Description rn � o Remarks 0 , Native Soil 5 5/20/20 Clayey Silt ML 1 --- Light Grey 10 6/7/10 Sand: Fine Grained SP 2 9 Grey in color _ t 15 5/6/10 Silty Sand: Fine Grained SM 2 12 Grey in color 20 1.... i 5/7/8 Silty Sand: Fine Grained SM 1 12 Grey in color 25 30 California Split -spoon Sample Total Depth =20.5' I- Bedrock not encountered Unrecovered Sample I Groundwater not encountered _ Standard Penetration Test Sample 3S 40 Note: The stratification lines represent the approximate boundaries between the soil types; the transition may be gradual. 45 50 Sladden Engineering Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/23/2004 Boring No. 25 Job Number: 5444810 Q vi U pa Description vii 3 0 0 Remarks 0 Native Soil 5 10/20/20 Sand: Fine Grained SP 1 9 Grey in color 10 6/9/18 Sand: Fine Grained SP 1 11 Grey in color _ a .15 6/10/15 Clayey Silt ML 3 77 Brown in color 20 8/10/14 Sandy Silt and Clayey Silt Layer —3" ML 3 72 Brown in color. 25 30 California Split -spoon Sample Total Depth =20.5' Bedrock not encountered Unrecovered Sample Groundwater not encountered Standard Penetration Test Sample 35 40 Note: The stratification lines represent the approximate - boundaries between the soil types; the transition may be _ gradual. 45 50 Sladden Engineering Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/23/2004 Boring No. 26 Job Number: 544-4810 q o T V `° pq Description r° a 3 0 0 4t o Remarks 0 Native Soil 5 3/6/10 Silty Clay Layer —6" and Sand: Fine Grained ML 18 81 Grey in color 10 5/6/8 Sand: Fine Grained SP 8 10 Grey in color _ a 15 3/4/6 Sand: Fine Grained Layer �3" and Clayey Silt SP 8 Grey in color - California Split -spoon Sample Total Depth =15.5' - I Bedrock not encountered 20 Unrecovered Sample Groundwater not encountered Standard Penetration Test Sample 25 - Note: The stratification lines represent the approximate _ boundaries between the soil types; the transition may be gradual. 30 35 40 45 50 Sladden Engineering Madison Club-The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/23/2004 Boring No. 27 Job Number: 544-4810 0 0 P '' t j �q Description ° rr� o Remarks 0 Native Soil 5 [ 6/7/9 Sand: Fine Grained SP 4 9 Grey in color 10 3/4/5 Clayey Silt ML 2 84 Brownish Grey in color I 15 4/5/5 Sandy Silt and Clayey Silt —3" ML 12 71 Brownish Grey in color 20 5/5/8 Sand: Fine to Medium Grained SP 6 10 Brown in color 25 30California Split-spoon Sample Total Depth = 20.5' - I Bedrock not encountered Unrecovered Sample I Groundwater not encountered - Standard Penetration Test Sample 35 40 Note: The stratification lines represent the approximate boundaries between the soil types; the transition may be gradual. 45 50 Sladden Engineering Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/23/2004 Boring No. 28 Job Number: 544-4810 q 0 U 0 pa Description 0 CIO 0 0 0 Remarks 0 Native Soil 5 4/7/9 Sandy Silt ML 3 61 Grey in color 10 3/3/6 Clay Layer —7" and Sandy Silt ML 10 74 Grey in color 15 2/2/3 Clay CL 12 90 Brownish Grey in color - California Split -spoon Sample Total Depth =15.5' - I Bedrock not encountered 20 Unrecovered Sample I Groundwater not encountered _ - Standard Penetration Test Sample 25 - Note: The stratification lines represent the approximate boundaries between the soil types; the transition may be gradual. 30 i 35 40 45 50 Sladden Engineering Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/23/2004 Boring No. 29 Job Number: 544-4810 0 0 o 05, q Gn U o pa Description r° o o Remarks 0. Native Soil 5 !I ''= > 6/9/14 Silty Sand: Fine Grained SM 1 17 Grey in color 10JIL 6/7/8 Sand: Fine Grained 15 3/4/7 Sand: Fine Grained California Split -spoon Sample 20 Unrecovered Sample Standard Penetration Test Sample 25 30 35 40 45 50 Note: The stratification lines represent the approximate boundaries between the soil types; the transition may be gradual. Sladden Engineering SP 2 11 Grev in color SP 11 1 4 1 10 IlGreyincolor Total Depth =--15.5' Bedrock not encountered Groundwater not encountered APPENDIX B Laboratory Testing Laboratory Test Results APPENDIX B LABORATORY TESTING Representative bulk and relatively undisturbed soil samples were obtained in the field and returned to our laboratory for additional observations and testing. Laboratory testing 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 engineering classifications of the soil underlying the site. This testing was performed in order to estimate the engineering characteristics 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 recommendations based on the mechanical properties of the soil. CLASSIFICATION AND COMPACTION TESTING Unit Weight and Moisture 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 condition. The results of this testingeare shown on the Boring Log. Maximum Density -Optimum Moisture Determinations: Representative soil types were selected for maximum density determinations. This testing was performed in accordance with the ASTM Standard D1557-91, Test Method A. The results of this testing are presented graphically in this appendix. The maximum densities are compared to the field densities of the soil in order to determine 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 Limits determinations. These provide information for developing classifications for the soil in accordance with the Unified Classification System. This classification system categorizes the soil into groups having similar engineering characteristics. 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 Testing:' One bulk sample was selected for Direct Shear Testing. This testing measures the shear strength of the soil under various normal pressures and is used in developing parameters for foundation design and lateral design. Testing was performed using recompacted test specimens, which were saturated prior to testing. Testing was performed using a strain controlled test apparatus with normal pressures ranging from 800 to 2300 pounds per square foot. Expansion Testing: One bulk sample was selected for Expansion testing. Expansion testing was performed in accordance with the UBC Standard 18-2. This testing consists of remolding 4 -inch diameter by 1 -inch thick test specimens to a moisture content and dry density corresponding 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 then measured until complete. Consolidation Testing: F� relatively undisturbed samples were selected for consolidation testing. For this testing one -inch thick test specim s are subjected to vertical loads varying from 575 psf to 11520 psf applied progressively. The consolidation at each oad increment was recorded prior to placement of each subsequent load. The specimens were saturated at the 575 sf or 720 psf load increment. APPENDIX C 2001 California Building Code with 1997 UBC Seismic Design Criteria January 28, 2005 -15- Project No. 544-4810 05-01-101 2001 CALIFORNIA BUILDING CODE SEISMIC DESIGN INFORMATION The California Code of Regulations, Title 24 (2001 California Building Code) 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 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 Fault Type (1997 UBC) San Andreas e 8.9 km A San Jacinto 30.9 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 the 1997 code. Sladden Engineering Near -Source Near -Source Seismic Seismic Seismic Acceleration Velocity Coefficient Coefficient Source Factor, Na Factor, Ny Ca C� San Andreas 1.04 1.29 0.44Na 0.64N� San Jacinto 1.0 1.0 0.44Na 0.64M Sladden Engineering