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12-1348 (SFD) Geotechnical Investigation ReportSladden Engineering 45090 Golf Center Parkway, Suite F, Indio, CA 92201 (760) 863-0713 Fax (760) 863-0847 6782 Stanton Avenue, Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 800 E. Florida Avenue, Hemet, CA. 92543 (951) 766-8777 Fax (951) 766-8778 November 5, 2012 Par Development Project No. 544-12174 12-11-283 P. O. Box 1455 CITY OF LA QUINTA Palm Desert, California 92261 BUILDING & SAFETY DEPT. Subject: Geotechnical Update APPROVEDFOR CONSTRUCTION Project: Proposed Custom Home DA 2 S t2p BY CSC; 'q 53-045 Humboldt Drive The Madison Club La Quinta, California Ref: Geotechnical Investigation Report prepared by Sladden Engineering dated January 28, 2005; Project No. 544-4810, Report No. 05-01-101 Report of Testing and Observation During Rough Grading prepared by Sladden Engineering dated March 2, 2006; Project No. 522-4810; Report No. 06-02-120 As requested, we have reviewed the above referenced geotechnical reports as they relate to the design and construction of the proposed custom home to be to be constructed at 53-045 Humboldt Drive. The project site is located within the Madison Club development in the City of La Quinta, California. It is our understanding that the proposed residential structure will be of relatively lightweight wood -frame construction and will be supported by conventional shallow spread footings and concrete slabs on grade. The subject lot was previously graded during the initial rough grading of the Madison Club project site and recently regraded. The rough grading included recompaction of the native surface soil along with the placement of engineered fill material to construct the building pads. The site grading is summarized in the referenced Report of Testing and Observation During Rough Grading along with the compaction test results. Because the lot has been previously rough graded, the remedial grading required at this time should be minimal provided that the building area that falls within the previously assumed building envelope. The building area should be cleared of surface vegetation, scarified and moisture conditioned prior to precise grading. The exposed surface should be compacted to a minimum of 90 percent relative compaction prior to fill placement. The previously removed soil and any fill material should be placed in . thin lifts at near optimum moisture content and compacted to at least 90 percent relative compaction. JAN 18 2013 November 5, 2012 -2- Project No. 544-12174 12-11-283 The referenced reports include recommendations pertaining to the construction of residential structure foundations. The previous reports also address the potential for liquefaction, subsidence and differential settlement. Based upon our review of the referenced reports, it is our opinion that the structural values included in these reports remain applicable for the design and construction of the proposed residential structure foundations. The allowable bearing pressures recommended in the Geotechnical Investigation report remain applicable. Conventional shallow spread footings should be bottomed into properly compacted fill material a minimum of 12 inches below lowest adjacent grade. Continuous footings should be at least 12 inches wide and isolated pad footings should be at least 2 feet wide. Continuous footings and isolated pad footings should be designed utilizing allowable bearing pressures of 1500 psf and 2000 psf, respectively. Allowable increases of 300 psf for each additional 1 foot of width and 300 psf ,for each additional 6 inches of depth may be utilized, if desired. The maximum allowable bearing pressure should be 3000 psf. The recommended allowable bearing pressures may be increased by one-third for wind and seismic loading. Lateral forces may be resisted by friction along the base of the foundations and passive resistance along the sides of the footings. A friction coefficient of 0.48 times the normal dead load forces is recommended for use in design. Passive resistance may be estimated using ari equivalent fluid weight of 300 pcf. If used -in combination with the passive resistance, the frictional resistance should be reduced by one third to 0.33 times the normal dead load forces. The bearing soil is generally non -expansive and falls within the "very low' expansion category in accordance with the 2010 (CBC), classification criteria. Pertinent 2010 CBC Seismic Design parameters are summarized on the following page. Based on our field observations and understanding of local geologic conditions, the soil profile type judged applicable to this site is So, generally described as stiff soil. The site is located within UBC Seismic Zone 4. The additional coefficients and factors relevant to seismic mitigation for new construction in accordance with the 2010 California Building Code (CBC) are provided in this report. The seismic design category for a structure may be determined in accordance with Section 1613 of the 2010 CBC or ASCE7. According to the 2010 CBC, Site Class D may be used to estimate design seismic loading for the proposed structures. The 2010 CBC Seismic Design Parameters are summarized on the following page. Sladden Engineering November 5, 2012 -3- Project No. 544-12174 12-11-283 Occupancy Category (Table 1604.5): II Site Class (Table 1613.5.2): D Ss (Figure 1613.5.1):1.500g , S1 (Figure 1613.5.1): 0.600g Fa (Table 1613.5.3(1)):1.0 Fv (Table 1613.5.3(2)):1.5 Sms (Equation 16-36 (Fa X Ss)): 1.500g Sm1 (Equation 16-37 (Fv X S11): 1.900g SDS. (Equation 16-38 (2/3 X Sms)):1.000g SD1(Equation 16-39 (2/3 X Sm1)): 0.600g Seismic Design Category: D We appreciate the opportunity to provide service to you on this project, if you have any questions regarding this letter or the referenced reports please contact the undersigned. Respectfully submitted,. SLADDEN ENGINEERING q BRETT L. Brett L. Anderson No. C"9 Principal Engineer EXP. 9/30/14 CIVIL ENGINEERING SER/gvm Copies: 4/ Par Development Sladden Engineering LM -3 JAN 17 2013 GEOTECHNICAL 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 p C LZ* LA QUINTq SAFETY E DEPT. f TRUCTIO BY � - 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 Project No. 544-4810 05-01-101 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 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, SLADDEbt ENGINEERING Brett -L. Anderson Principal Engineer SER/pc Copies: 6/East of Madison, LLC L. AayO\"�'t'y� c� s -,\ LL No. C 453 Z G) rf Exp -9/30/0g m 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 SUBSURFACECONDITIONS..............................:....:........................................................................... 3 LIQUEFACTION ......................... CONCLUSIONS AND RECOMMENDATIONS................................................................................ 3 FoundationDesign........................................................................................................................... 4 Settlements........................................:................................................................:.............................. 5 LateralDesign................................................................................................................................... 5 RetainingWalls.................................................:................................................: ....... 5 . ....................... ExpansiveSoil................................................................................................................................... 5 ConcreteSlabs-on-Grade................................................................................:................................ 5 Soluble Sulfates.... 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.........:................................... '.................................................................................. 9 APPENDIX A - APPENDIX B - APPENDIX C - Site Plan and Boring Logs Field Exploration Laboratory Testing Laboratory Test Results 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 previouslyused 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 ofsedimentary 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 lacustrianand 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). Sadden 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: Sadden 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 excavations. 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 lowexpansion 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 ofthis 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 afoot. 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 andrecommendations 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 in 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 -job conference beheld 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.Poten tial 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. Sladden Engineering Madison Club -The Hideaway NEC Avenue 54 &&' Madison Street, La Quinta Date: 12/13/2004 Boring No. 1 Job Number: 5444810 0 0 i � o 3 o o � C) Description Ell �D o Remarks 0ative Soil 5 10 , 15 20 25 6/4/6 Sand: Fine to Medium Grained and Sandy Silt Layer — 2" SP 11 --- Grey in color 30 A L 5/6/7 Clayey Silt ML 6 64 Grey in color 35 9/13/10 Sand: Fine to Medium Grained Layer —9" and Sandy Silt SP 2 10 Grey in color 40 114 !ri ii` 10/10/8 Silty Sand: Fine Grained SM 2 14 Grey in color 8/10/8 Silt and Clay: Interbedded Thin Lenses ML 6 --- Grey in color P45 50, '° 11/16/21 Sand: Fine to Medium Grained SP 3 8 Grey in color Sladden Engineering 55 8/9/11 Sand: Fine to Medium Grained and Sandy Silt Layer 2" SP 4 6 Brownish Grey in color 60 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 - �r41€'i';iili 75 7/9/12 Silt and Clay: Interbedded Thin Lenses ML 33 72 Dark Grey in color - Groundwater @ _ 78 Feet 80 5/7/8 Clayey Silt ML 32 70 Brownish Grey in color 85 6/10/10 Sample Not Recovered 0 9,0- Note: ote: The stratification lines - represent the approximate 95 boundaries.between the.soil - types; the transition may be - gradual. -Total Depth = 90 Feet 100 Groundwater encountered Bedrock not encountered Sladden Engineering Madison Club-The Hideaway NEC Avenue 54.& Madison Street, La Quinta Date: 12/18/2004 Boring No. 2 Job Number: 544-4810 C) 0 0 04 o 3 0 A rn U pq Description rn �D �_V o Remarks 0 ;;ii!;;I i !, I,iil y! alive Soil H. n,iill Injlj: - � 5 II iliil'lll�l! '' „i lli. j 3/3/3 Silty Sand: Fine Grained SM 2 --- Light Grey in color . ili!!l!!Ijl'lili _ 10. _ - j n�I;�IIIiI !illi; :: Fi ali:i:t llijl it It ?5!iMy! H' 5/6/7 Silty Sand: Fine Grained SM I --- Light Brown in color 15 3/4/6 Silt ML 9 97 Tan in color 20 4/5/7 Sandy Silt and Silt Layers ML 11 81 Tail in color 25 "`!j;i;' 5/6/7 Silty Sand: Fine Grained SM 2 24 Greyish Brown in color — es�gf;!i;itr:'i ;:!i 30 3/5/9 Sandy Silt and Silt Layers ML 5 64 Light Brown in color - 35. � 4/5/7 t Sandy Silt ML 6 56 Greyish Brown in color 40. 1111MMiji1111 I ? I III,<Il`' : . 6/8/13 Silty Sand: Fine Grained SM 2 --- Brownish Grey in color iSl`a lil"ii 45 5/7/7 Sandy Silt ML 10 51 Brownish Grey in color r-O 8/10/11 Silty Sand: Fine Grained and Silt Layer.-1" SM18 Brownish Grey in calor 1Ilr i!tlr .i::!�;!., iii Sladden Engineering SEddenEngineering s \ 46Z$ Clayey Silt et £ 77 Brown in'color 60 47z4 Sad Silt with Traces «09 ML R 67 Brown bcolor .6 . @ Sea a!! ML 2 77 m_, in color 76 : 7az6& Sand and SiltLayers SN, e a Brown 4color A. - t _ T / \> t t � � < . . � 7 JL 33/6 o@« all ' ML 5 g Brown ecolor Groundwater q79.Feet 9 2 2« 477 g&e s! ` M 27 # Brown Ecolor 85 ,61Z41Z7 g99 G!! ML 26 e Brown in cocolor k.'!%l§ Glrysa± F Om,a sy a m Brown bcolor \. � \ ^ . .Note: Thestratification lines representapproximate &: tH j« .!%7» Silty s¥6Fine »mea sN 2 w oundaries betweenbetween the soil / types; the transition maybe' . . gradual.. \ /y• . . Total Depth= »1§Feet % . !+ \ 5/6/12c#«s@a . , , . sN _ g� Groundwater encountered Bedrock not encountered SEddenEngineering Madison :Club -The Hideaway. NEC Avenue 54 & Madison Street, La Quinta Date: 12/18/2004 Boring No. 3 Job Number: 544-4810 0 0 ° 3 5 o' q U pa Description V) �� oRemarks Native Soil !it;!ni if`ll!!II�li�!illl li lj!5l i:. �i 10 !I jII!,!Ij10!! i;ll i!Igi!i! ll!liif, � !iljf;lii!I !lli . i5 ifill i,i!gi�'! 20 — ' 25 • 11I'jligi 'il� 5/9/12 Silty Sand: Fine Grained and Silt Layer —3" SM 5 20 Greyish Brown in color gg'ii�!1�!i �• `30. !Illill!iil?yia! , {iii �ij!jiiiil;ll ...• ji! !i!;,jj; 4/6/8 Silty Sand: Fine Grained and Silt Layer. -1" ' SM 3 21 Greyish Brown in color P!`"'l!!:; ` 35 8/11/16 Silty Sand: Fine Grained SM 2 14 Brownish Grey in color 40 !i!il:diljgjig .. ils!;il!'jig ' "''"" 6/9%14 Silty Sand: Fine -Grained SM 3 16 Brownish Grey in color y !!!, !lm I„ 45 5/5/7 Sandy Silt ML 25 84 Brown in color 50 3/4/8 SiltML 22 56 Brown in color Sladden Engineering SEaAn Engineering 5 / 91zolz7 See am to Medium Grained g k 9 Brownish Grey in color Groundwater q-5 m# + 46ZJ Silt mL G . 66 Brown mcolor e 77 «613/10 Silty Sand: Fine Grained SN 24 14 Brownish Grey in color 76 AL; 25z]4 Sed g!! ML 24 g Brown Ecolor 7 7\ 5/12222 a!@SceFin Onak . sN 2 k Brown in color . 86 . /2 61/34 . O22Saa . . .sm » 26 Brown color � @ . . . . . :. MINI . . '\ \\ \ 2Qao2z\ Sand: Fine to Medium 0\66 ' g @. § Be_ in color .\ ^10/163Z1 S/± Coarse Grained and Sandy Silt . g a — Brown in color \ \L Note: The stratification kq represent approximate -g, 7z15Z21 ysand' Fine Grained . Sm � boundaries betweenthe soil \\> � . types; the mss« _/b MUM : '. Ddu® . d° V oG Depth =G15Feet encountered r q/~ G7 saiCoarse Gmned . g R ---Go_a_t dm(« . ' .. . Sedr&kms encountered SEaAn Engineering \ § Madison Club -The ai e wa >NEC Avenue5 & Madison Street, to qu n\a . Date: i2/20/2004 Boring N6 4 Ab Number: 544-4810 . � , � • . 2 ` Z 2 S1 AnEngineering 0 � \. /. /' / ' Qac t n ' \ k / Remarks o1 + . @ • • . . . Names! Silty Sand' Fine @ Medium Gained - \§� S1 AnEngineering - iiiiil('if7f . 55 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 70 9/13/16 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 85 6/9/13 Sand: Fine to Coarse Grained and Silty Clay Layer — 4" SP 23 --- Grey in color 90 6/10/15 Sand: Fine to Coarse Grained SP 28 11 Grey in color _Note: The stratification lines epresent the approximate 95 17/26/29 Sand: Fine to Coarse Grained SP 27 7 oundaries between the soil ;,. types; the transition may be gradual. - otal Depth= 101.5 Feet 100 `':`` 8/17/29 Sand: Fine to Coarse Grained SP 30 8 Groundwater encountered . Bedrock not encountered Sladden Engineering Madison Club-The Hideaway NEC Avenue 54 & Madison Street, La Quinta 12/20/2004 Boring No. 5 Job Number: 5444810 [Date: • • o o 0 3 a� Q ri o U pq Description vO Remarks 0 Native Soil 5 5%7/10 Sandy Silt ML 96 14 77 Greyish Brown in color i��i!n,;�!;;•, i;;lii!II!i!!!li i!IP ,.!!-r�: !I! 3/5/9 Silty Sand: Fine Grained SM '110 5 16 Grey in color 1S 5/7/10 Clayey Silt and Sandy Silt ML 108 3 74 Brownish Grey in color 20 4/8/13. Sand:. Fine GrainedSP 114. 1 11 Grey in color 25 30 :... California Split-spoon SampleTotal 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 Madison Club -The Hideaway . NEC Avenue 54..& Madison Street, La Quinta Date: 12/20/2004 Boring No. 6 Job Number: 544-4810 V 0 0 � � 0 3 � q U Gq Description rn o Remarks 0 Native Soil 5 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. 3.0 ;'. California Split -spoon Sample Total.Depth = 2 V • I Bedrock not encountered - tJnrecovered 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. 7 Job Number: 5444810 0 0 � � o 3 Q U Description Cn ,7� Remarks 0 ;;!,; ii.::;,rii ! alive Soil !!i!I!j ;(i 1 iI1!ii i!,rI;N 4/5/8 Silty Sand: Fine Grained SM 102 3 21 Brownish Grey in color li!!!igW;:iii X10 . �.,i.,.`.. � ifi4yl,il!UP �!i N 4/4/8 Clay and Silty Sand: Fine Grained SM 84. 22 16 Brownish Grey in color 15. 's€€` 4/6/11 Sand: Fine to Coarse Grained and Sandy Silt SP 103 5 10 Grey in color Wil 5/9/13 Sandy Silt NL 110" 6' 77 Grey in color 25 . . 30 California Split -spoon SampleTotal Depth 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. 8 Job Number: 544-4810 c 0 N 4 N N 0 o Q U rq Description . �, o 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 8/12/18 Silty Sand: Fine Grained and Sandy Silt SM 111 7 15 Grey in color 25 30 :, California Split -spoon Sample Total Depth = 2 V - 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: 12/20/2004 Boring No. 9 Job Number: 5444810 0 o a 0 r A C/)U pq Description - t° �D ' 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 1.5 i�l(i �h�ll l V;li IH;IIu„iijj �'JIIiIPiii �1;� I'��jr . `t 4/9/15. Silty Sand: Fine Grained SM 114 15 Grey in color 20.€ 8/16/20 Sand: Fine Grained SP 11 Grey in color 25 30 ._ California Split -spoon SampleTotal 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. 10 Job Number: 544-4810 40 Note: The stratification lines represent the approximate - boundaries between the soil types; the transition may be _ gradual. 45 50 Sladden Engineering 0 0 3 Q 4 0. U 0 pq Description 0. cf) o o Remarks . 0 Native Soil .5 12/15/23 Sand: Fine Grained and Sandy Silt SP 100 2 9 Grey in color 10 ': 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 - edrock 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. 11 Job Number: 5444810 O c o 0 o q U o pq Description 0 � . o Remarks 0 Native Soil 5 .`• 10/14/19 Sand: Fine Grained SP 114 2 12 . Grey in color 10 8/11/15 Sand: Fine Grained SP 115 3 11 Brownish Grey in color 15 9/13/16 Sandy Silt and Sand: Fine Grained NM 121 .2 72 Greyish Brown -in color 20. ? € '• 8h 1/15 Sand: Fine Grained SP 113 2 12 Grey in color 25 30 California Split -spoon Sample Total Depth �21' - I edrock 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 12/21/2004 Boring No. 12 Job Numbe: 40 Note: The. stratification lines represent the approximate boundaries between'the soil types; the transition may be gradual. 45 50 Sladden Engineering Q O O Cn U W pq D 0. o 0 � 5 8/11/13 Sand:'Fine Grained 10 6/9/13 Sand: Fine Grained 15 j!I��'j ;;; i j51mijugii i ��Ih l�in;f... 9/12114 � Silty Sand: Fine Grained • 20 �!u!�!j:�! :: I'ra"' ij jl;! 9/12/22 Silty Sand: Fine Grained 25 30 California Split -spoon Sample - Unrecovered Sample - Standard Penetration Test Sample 35 Boring No. 12 Job Numbe: 40 Note: The. stratification lines represent the approximate boundaries between'the soil types; the transition may be gradual. 45 50 Sladden Engineering Soil 544-4810 SP 11 113• 2 1 8 IlBrownish Grey in color SP 11 109 1 1 1 9 IlGrey in color SM . 114 1 2 17 Grey in calor SM 11 112 1 4 1 16 JjGrey in color Depth= -21' ck not encountered idwater not encountered 0 o 0 � Soil 544-4810 SP 11 113• 2 1 8 IlBrownish Grey in color SP 11 109 1 1 1 9 IlGrey in color SM . 114 1 2 17 Grey in calor SM 11 112 1 4 1 16 JjGrey in color Depth= -21' ck not encountered idwater not encountered Madison Club-The I3ideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/21/2004 Boring No.-13 Job Number: 5444810 a 0 0 I 0 � o 0 0 a A CO U pq Descri tion N . p Remarks 0 Native Soil 5 4/6/6 Sand: Fine Grained SP 115 1 10 Grey in color 1'0 6/7/11 Sand: Fine Grained SP 103 1 8 Grey in color 15 j '`?j ::.9/14/15 Silty Sand: Fine Grained SM 110 1 18 Grey irrcolor - California Split-spoon SampleTotal Depth = �16' " Bedrock not encountered 20 Unrecovered Sample Groundwater not encountered - Standard Penetration Test Sample 25 - Note: The stratification lines represent the approximate - boundaries beiween 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: 12/21/2004 Boring No. 14 Job Number: 544-4810 0 0 3 A ri 0 U o p� Description w �D o a Remarks 0 Native Soil 5 7/10/14. Clayey Silt and Silty Sand: Fine Grained ML 1.04 11 77 Grey in color 10 :`: 8/12/16. Sand: Fine Grained SP 99. 6 8 Brownish Grey in color 15 - 6/10/11 Clayey Silt ML; . , 93 24 83 Brownish Grey in color I I 20 11 It I 5/8/11 Clayey Silt and Sandy Silt ML 93. 27 80 Grey in color 25 30 . 'i:. California Split -spoon SampleTotal 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 Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/21/2004 Boring No. 15 Job Number: 5444810 o . 0 0 3 a 3 0 0 0 A ra ' U pq Description �. o Remarks 0 Native Soil 5 3/2/2 Sand: Fine Grained. SP 3 1'0 Grey in color .10 iijiiijlij' Iii iiilfilifrl 2/2/3 Silty Sand: Fine Grained SM 8 13 Grey in color 15. >!;j!j!i';u!;;ii; . " j°��! ` 3/5/7 Silty Sand: Fine Grained SM 3 15 Brown in color - ' 20 Ni 6/7/7 ' Silty Sand: Fine Grained and Clay Layer —3" SM 6 16 Brown in color !i!Ili:S!ii]i!i!!i 25 "I!'`'"'I"` ' j !!;„': ” 3/3/4 Clay Layer —7" and Clayey Silt Layer —4" Brown in color 30 .`.-" California Split-spoon•Sample otal Depth �26' -Bedrock not encountered ->< Unreco4ered 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 0 Madison Club -The Hideaway. . NEC Avenue 54 &Madison Street, La Quinta Date: 12/21/2004 Boring No. 16 Job Number: 544-4810 ative Soil 1 \ 0 C � a o 5 ;,;;,,, ; i?;;;;;;; 10/11/14 Silty Sand: Fine Grained and Clayey Silt SM 103 6 16 Grey in color o ri - . U pq Description 6/9/13 Sand: Fine Grained SP Remarks 0 ative Soil 5 ;,;;,,, ; i?;;;;;;; 10/11/14 Silty Sand: Fine Grained and Clayey Silt SM 103 6 16 Grey in color Ni ii 10 6/9/13 Sand: Fine Grained SP 110 2 7 Grey 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 30 .`: California Split=spoon Sample Total Depth 21' - Bedrock not encountered - Unrecovered Sample . Groundwater not encountered -. Siandard 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. 17 Job Number: 5444810 U 0 O � O. o 3 5 3 O . -0 .� 0 � Q , O U ��•� �q Description rn 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 15 6/9/12 Silty Sand: Fine Grained SM 107 2 16 Grey in color IiIIIIIIIIIINIII - California Split -spoon SampleTotal 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 40 45 50 Sladden Engineering Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/21/2004 Boring No. 18 Job Number: 544-4810 U 0 o 0 O la. o P4 3 q pq Description CIO o Remarks 0 !! Native Soil _ '!Iljll!I!il�hi l�(Il'I ilii 5 nii''j !!ri 6/8/15 Silty Sand: Fine Grained tY SM 103 1 17 Grey in color Y rliiii�;na!!! - ,,i,: Nuri! I +!ii!i: 10 12/14/19 Sand: Fine Grained SP 112 0 7 Brownish Grey in color :15 = 9/10/13 Sand: Fine Grained SP 104 1 5 Brownish Grey in color - California Split -spoon Sample-. Total Depth 16' _ I. Bedrock noYencountered -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 Quirita . Date: 12/21/2004 Boring N6.19 Job Number: 5444810. o 0 � - CL o 3. a D o 0 0 o A Cn U Description E ;D o Remarks 0 I�'a��ll!!� - !jj!i!iijll!!i!IIi :::. ' Native Soil - 5 I,:!IjI!!!ii!i l!I! III!gilii;ll;; . h!!'''! !jr!!!Ii;!!!j! . 10/14/18 Silty Sand:Tine Grained SM 103 1 14 Grey in color 10' '• 4/7/9 Sand: fine Grained SP 104 2 10 Grey in color 15 5/7/10 Silty Sand: Fine Grained SM 111 4 18 Grey in color I1. 2.0 7/11/26 Sand: Fine Grained SP 109 4 $ Grey in color 25 . 30': ' ' ;: California Split -spoon Sample Total Depth =r21' - I Bedrock not encountered - Unrecovered Sample Groundwater not encountered - Standard Penetration Test Sample 35 s: 40 Note: The stratification lines represent. the approximate boundaries between the soil types; the transition may be _ gradual. 45 r Sladden Engineering Madison Club=The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/21/2004 Boring No: 20 Job Number: 5444810 0 0 cZ✓i �O � .T °� � P. q 0 V 3 Pq Description rn �D 14 o Remarks 0 Native 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 3.0 California Split -spoon Sample. Total Depth = 21' Bedrock not encountered - Unrecovered Sample .. Groundwater not encountered - Standaid Penetration Test Sample 35. 7. 40 '.. Note: Thestra4ici ation lines represent the approximate - boundaries between the soil types; the transition maybe _ gradual. 45 50 Sladden Engineering Madis'on Club -The Hideaway NEC Avenue 54 & Madison Street, La-96inta Date: 12/23/2004 Boring No. 21 Job Number: 544-4810 Soil 5/10/21 Sand: Fine Grained SP 1 1 9 IlGrey in color Sladden Engineering 0 5: 0 o.q. 0 Description 0 En Soil 5/10/21 Sand: Fine Grained SP 1 1 9 IlGrey in color Sladden Engineering Madison' Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/23/2004 Boring No. 22 Job Number: 5444810 0 C4. Sladden Engineering ML. II 1 7 1 57 Soil Grey in color CL II 1 13 1 86 IlGrev in color SM 18 --- Grey in color SP 1 114 rownish Grey in color ML. 3 81 Brownish Grey in color d Depth =25.5' rock not' encountered undwater not encountered o q 04 U. pq Description 0. 5 4/4/1.0 Clay and Sandy Silt Layer —6" 10 5/8/11 Silty Clay and Silty Sand: Fine Grained Layer —2" 15 !!r iiia; U 6/9/14 Silty Sand: Fine Grained and Silty Clay Layer —7" '20':': 5/8/11 Sand: Fine Grained 25 3/7/10 Clayey Silt 30 California Split -spoon Sample - Unrecovered Sample .:. . - Standard Penetration Test Sample 35 40 Note: The stratification lines represent the approximate - boundaries between the soil types; the transition may be _ _ 1 gradual. 45 50 Sladden Engineering ML. II 1 7 1 57 Soil Grey in color CL II 1 13 1 86 IlGrev in color SM 18 --- Grey in color SP 1 114 rownish Grey in color ML. 3 81 Brownish Grey in color d Depth =25.5' rock not' encountered undwater not encountered 0 5 10 Madison Club=The Hideaway NEC Avenue 54 & Madison Street, La Quinta 4/6/8 3/5/11 Date: 12/23/2004 Boring No. 23 Job Number: 5444810 10 10 Grass Pasture Grey in color Grey in color 15 20 0 0 N '3/6/8 3/3/5 Clayey Silt and Sandy Silt Layer" -7". Clay and Sandy Silty Layer --6" ML ML 8 20 68 71 Brownish Grey in color Brownish Grey in color Ztk 25 30. - - 35 40 _ _ 45 50 ` 0 California Split spoon SampleTotal I. Unrecovered Sample : ' . ,' :. Standard Penetration Test Sampler . Note: The stratification lines represent the approximate boundaries between the soil types; the transition may be gradual. 3 Depth =20.5' ecirock not encountered Groundwater not encountered o. o o o U m Description o r„ o Remarks 0 5 10 4/6/8 3/5/11 Sand: Fine Grained Sand: Fine Grained SP SP 1 7 10 10 Grass Pasture Grey in color Grey in color 15 20 '3/6/8 3/3/5 Clayey Silt and Sandy Silt Layer" -7". Clay and Sandy Silty Layer --6" ML ML 8 20 68 71 Brownish Grey in color Brownish Grey in color 25 30. - - 35 40 _ _ 45 50 '. = California Split spoon SampleTotal I. Unrecovered Sample : ' . ,' :. Standard Penetration Test Sampler . Note: The stratification lines represent the approximate boundaries between the soil types; the transition may be gradual. Depth =20.5' ecirock not encountered Groundwater not encountered 4. Sladden Engineering Madison Club -The. Hideaway NEC Avenue 54 & Madison Street, La Quinta Date! 12/23%2004 Boring No. 24 Job Number: 5444810 P 0 U Fq Description 0. 0 a. 5. 5/20/20 Clayey Silt 10 6/7/10. Sand: Fine Grained rn 15. j'jijuG l?'jiN��uf!i! i .: 5l6/10 Silty.Sand: Fine Grained ill! 5/7/8. Silty Sand: Fine Grained 25 30 Califomia.Split-spoon Sample - Unrecovered Sample.. Standard Penetration Test. Sample 35 '40 Note; The stratification lines represent: the approximate - boundaries between the soil types; the transition maybe _ gradual. 45 50 Sladden Engineering Soil ML, 11 1 1 --- IlLight Grey SP 11 1 2 _j 9 IlGrey in color SM II I 2 I 12 IlGrey in color SM 11 1 .1 1 12 IlGrey:in color it Depth =20.5' rock not encountered undwater not encountered 0 U 0 a. � rn �D Soil ML, 11 1 1 --- IlLight Grey SP 11 1 2 _j 9 IlGrey in color SM II I 2 I 12 IlGrey in color SM 11 1 .1 1 12 IlGrey:in color it Depth =20.5' rock not encountered undwater not encountered Madison.Club-The Hideaway NEC Avenue 54'& Madison Street, La Quinta Date: 12/2372004 Boring N6.25 Job Number: 544-4810 0 0 3 3 M rn U pq Description 0. 5 10/20/20 Sand: Fine Grained 6/9/18 Sand: Fine Grained 15 6/10/15 Clayey Silt 20 8/10/14' Sandy Silt and Clayey Silt Layer -3" 25 ... .30 :'_ California Split -spoon Sample::. .• - Unrecovered Sample,..: - Standard Penetration Test Sample; 35 40' :. Note: The stratification lines representthe approximate - boundaries between the soil types; the transition may be _ gradual.' 45 50 Sladden Engineering SP Soil 1 1 9 IlGrey in color SP 1 11 Grey in color ML 3 77 Brown in color IVIL 3 72. Brown in color Depth =-20.5' ck not encountered ►dwater not encountered macttson klub= l ne maeaway NEC Avenue 54' & Madison Street, La Quinta Sladden Engineering Date: 12/23/2004 Boring No. 26 Job Number: 5444810 a Q n o V o. Gq Description o U)o g 0 0 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 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' _ Bedrock not encountered 20 .' Unrecovered Sample Groundwater not encountered - Standard Penetration Test Sample . 25 - Note: The stratification lines represent.the approximate _ bo'undaries between the soil types; the transition maybe _ gradual: 3U 35 40 45 50 Sladden Engineering Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Sladden Engineering otal Depth= --20.5' tediock not -encountered 1roundwater not encountered Madison Club -The Hideaway NEC Avenue 54..& Madison Street, La Quinta Sladden Engineering Date: 12/23/2004 Boring'No..28 Job Number: 5444810 Q Cn U pa Description 0. o 0 � Remarks 0 5 10. 4/7/9 3/3/6 Sandy Silt Clay Layer —7" and Sandy Silt ML ML 3 10 61 74 Native Soil Grey in color Grey in color .15 2/2/3:::. Clay CL 12 90 Brownish Grey in color. . ..... d ' - -Bedrock 20 California Split -spoon Sample _ ..:.. Unrecovered Sample. otal Depth Y-15.5' not: encountered" Groundwater not encountered Sladden Engineering Madison CIub4he Hideaway NEC Avenue 54 & Madison Street, La Q.uinta Date: 12/23/2004 Boring No. 29 Job Number: 5444810 • U' � o C � GL o 0' ? o. q ani U 0 O �q Description' 0 c° � p � o Remarks 0 . r:,,!y!a,,! �!;i;!�,�; ; alive Soil R!.irur; j -5 !'!!! iil !i±i 6/9/14 Silty Sand•' Fine Grained SM 1 17' Grey in color 10 €''s 6/7/8' Sand: Fine Grained . SP 2 11 Grey in color '15 3/4/7 Sand: Fine Grained SP 4 10' Grey in -color - California Split -spoon Sample Total Depth =-15.5' - Bedrock -not encountered 20 Unrecovered Sample, ` Groundwater not encountered - Standard Penetration Test Sample . 25 - Note: Th'e stratification lines represent the approximate boundaries between the soil types; the transition may be gradual`' : " . 30 .. 351.. 40 45 50 Sladden Engineering 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 testing are 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: Several relatively undisturbed samples were selected for consolidation testing. For this testing one -inch thick test specimens are subjected to vertical loads varying from 575 psf to 11520 psf applied progressively. The consolidation at each load increment was recorded prior to placement of each subsequent load. The specimens were saturated at the 575 psf or 720 psf load increment. 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 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 So; generally described as stiff or dense soil. The site is located within UBC'SeismicZone'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, N� � Ca CV, San Andreas L04 1.29 0.44Na 0.64NV San Jacinto 1.0 1.0 0.44Na 0.64NV Sladden Engineering