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07-2766 (AMUS) Geotechnical Investigation ReportREPORT OF GEOTECHNICAL INVESTIGATIO PROPOSED COUNTRY CLUB FACILITIES LA QUINTA COUNTRY CLUB 77-750 AVENUE 50 i -LA. QUINTA, CALIFORNIA Prepared for: LA QUINTA 'COUNTRY CLUB La Quinta, California October 10, 2007 Project 4953-07-0961 MACTEC �d N I ob i MACTEC engineering and constructing a better tomorrow October 10, 2007 Mr. Heinz Hofmann General Manager/Chief. Operating Office La Quinta Country Club 77-750 Avenue 50 La Quinta, California 92253 Subject: Report of Geotechnical Investigation Proposed Country Club Facilities La Quints Country Club 77-750 Avenue 50 La Quinta, California MACTEC Project 4953-07-0961. Dear Mr. Hofmann: We are pleased to submit the results of our geotechnical investigation for -the proposed country club facilities to be constructed on the grounds of La.' Quints Country Club in the City of La Quinta, California. This investigation was conducted in general accordance with our proposal . dated May 31, 2007, which you authorized on June 7, 2007. The scope of our services was planned with you, Mr. Roger Young of KPFF Consulting Engineers, the structural engineers for the project, and Mr. David Kendall of Lee & Sakahara Architects AIA, Inc. Ms. Krystal Sperbeck, of KPFF Consulting Engineers, adyised us of the structural features of the proposed country club facilities_ The, results of our investigation and design recommendations are presented in this report. Please note that you or your representative should submit copies of this report to the appropriate governmental agencies for their review and approval prior .to obtaining a. building permit. MACTEC Engineering and Consulting, Inc. 5628 E. Slauson Avenue • Los Angeles, CA 90040 *'Phone: 323.889.5300 • Fax: 323.721.6700 , www.mactec.com - Mr. Heinz Hofmann October 10, 2007 Page 2 . It, has been a pleasure to be of professional service to you. Please contact us if you have any questions or if we can be of further assistance.. - Sincerely, ; - MACTEC Engineering and Conte �Qr,OFE�SIp�q� .'.'0N L � N- M{/ Fy ROSALiA!o PgUNRO � ' `/ f1O.12s9 , No. F5105 CERTIFIED Exp..9-30-2009 ENGINEERING - Rosalind Munro (P GEOLOGIST . - Mark A. Murphy `��q CIviv Senior Geologist\ ��� ��� Senior Engineer OF CA��F� CALF Project Manager Q�pFESS/p� w �Q O2r m Martin B. Hudson, Ph.D. No: 2570 Senior Principal Engineer ExpKes 12 31 07 CFOT • H C;P� �� P:14953 Geotechl2007-proj17096/ La, Quint e F CA 34D 961r0I.doc1MM:m' (2 copies'submitted) J Attachments cc: (5) Lee & Sakahara Architects AIA, Inc, Attn: Mr. Val Ferrer (2) KPFF Consulting Engineers Attn: Mr. Roger Young r 1 i 2 - f Ld Quinta Country Club —Report of Geotechnical Investigation October 10, 2007 AMCTEC Engineering and Consulting, Inc., Project 4953-07-0961 TABLE OF CONTENTS Page LIST OF TABLES AND FIGURES ................................ ... m SUMMARY .......::................ • . 1.0•. SCOPE..........................................................:.....:...................:......................................:............ 1 2.0 PROJECT DESCRIPTION .............................. ............. ............................ .......................... ......... '3 3.0 SITE CONDITIONS ........................... . 4.0 FIELD EXPLORATIONS AND LABORATORY TESTS......................................................... 5 5.0 GEOLOGY ................................... :.................................................................................................... 6 5.1 GEOLOGIC SETTING..................................................................:..............................: 6. 5.2 GEOLOGIC MATERIALS ....................:..:..............................................::.................... 6. 5.3 GROUND WATER ............................... .. 5.4 FAULTS ............... :............................... ................................................. ............................ 7 5.5 GEOLOGIC -SEISMIC HAZARDS.......::....:......................................:........................11 5.6 ESTIMATED PEAK GROUND ACCELERATION........•.......................................... 16 5.7. GEOLOGIC CONCLUSIONS ................ .......:.................:............................................ 16 6.0 RECOMMENDATIONS........................:......................................::...................:.....................18 6.1 GENERAL..........::....................................................................................................... 18 6.2 FOUNDATIONS.......................:................................................................................. 20 6.3 GROUND IMPROVEMENT ................................... ................................................... 23 6.4 MINOR -STRUCTURES .................. ....................:............... ....................................... 26 6.5 SITE COEFFICIENT AND SEISMIC ZONATION .................................................. 26 6..6 FLOOR SLAB SUPPORT ..... ...................................................:...... ............................ 27. 6.7 RETAINING, WALLS. AND WALLS BELOW GRADE ........................................... 28 6.8 PAVING ............................ ....................................... :..................................................... 30 6.9. GRADING ............ ::..... ..........31 ` .............. `...........................................- ... 6.10 GEOTECHNICAL OBSERVATION..........:........................................................•---• 34 7.0 BASIS FOR RECOMMENDATIONS...................................................................................... 36 8.0 BIBLIOGRAPHY...............:.................:...................................... ............. 37 APPENDIX A: FIELD EXPLORATIONS AND LABORATORY TEST RESULTS APPENDIX B: REPORT OF CORROSION STUDIES APPENDIX C: CONE PENETRATION TEST RESULTS APPENDIX D: PREVIOUS FIELD EXPLORATIONS AND LABORATORY TEST RESULTS BY EARTH SYSTEMS CONSULTANTS APPENDIX E- PREVIOUS FIELD EXPLORATIONS BY ENGINEERING DESIGN GROUP La Quinta Country Club —Report of Geotechnical Investigation October 10, 2007 MA CTEC Engineering and Consulting, Inc., Project 4953-07-0961 LIST OF TABLES AND FIGURES Table - I 'Major Named Faults Considered to be Active in Southern California 2 Major Named Faults Considered to be Potentially Active in Southern California 3 List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 Kilometers of the . Site Figure 1 Vicinity Map 2.1 Existing .Conditions ' 2.2 Plot Plan 3 Local Geology 4 Regional -Faults and Historic Earthquakes ' Ill La_Quinta Country Club —Report of Geotechnical Investigation October, 10, 2007 MACTEC Engineering and Consulting, Inc., Project 4953-07-0961 �.`�f1►t 1► ►, tm We have completed our geotechnical investigation of the site of the proposed country club facilities in La Quinta, California for La Quinta Country Club. Our subsurface explorations, engineering, analyses, and foundation design recommendations are summarized below. 'We. explored the soil conditions by drilling ten borings at the site; fill soils, up to 6% feet thick, were found in our'borings. The underlying alluvium -consists of loose to medium dense sand and silty sand interlayered with soft to stiff silt and sandy silt to a depth of approximately 90 feet below the existing grade. The alluvium below a depth of approximately 90 feet below the existing grade consists of dense sand and silty sand interlayered;with stiff sandy silt to the depth explored. In addition to. the borings, four -Cone Penetration Tests (CPTs) were performed. The proposed country club facilities consist of a new clubhouse and adjoining ballroom, a cart barn, a maintenance building, new tennis courts,..and a new parking lot. The proposed clubhouse is to be two stories in height; the remaining structures will be one story in height. The previously existing clubhouse was recently demolished to allow for the construction of new facilities. Based on the prior geotechnical reports for the project site, the previously existing clubhouse, which was a wood -frame structure, constructed in 1966 and supported on isolated square and continuous wall footings, had experienced significant distress, which was .first noted in 1994, and portions of the facility were."Yellow Tagged," which ultimately led to the decision to demolish the structures. Several theories were presented as to the cause of the observed distress by previous investigators and attempts at mitigation, including injection grouting and theinstallation of helical anchors, ultimately proved to be unsuccessful. Based .on the available geologic data, active or potentially active . faults with the potential for surface fault rupture are not. known to be located beneath or projecting toward the site. In our opinion, the potential for surface rupture at the site due to fault plane displacement propagating to the ground surface during the design life of the project is considered low. Although the site'could be subjected to strong ground shaking in the event of an earthquake, this hazard is common in ' Southern California and the effects of ground shaking on the building can, be mitigated by proper engineering design and construction in conformance with current building codes and engineering practices. The results of our analyses indicate that the. loose to medium dense sand and silty sand layers within. the near -saturated zone may liquefy during a Design Basis Earthquake (DBE) at the project site. The site could. experience subsidence due to nearby groundwater withdrawal. The magnitude and exact surface manifestation of potential future subsidence at the site is not known. However, the magnitude of future subsidence will be almost entirely predicated on changes in ground -water levels due to pumping from ground -water wells both on -site and in the surrounding area. The site isrelatively level and the absence of nearby .slopes precludes any slope stability hazards. The potential for other geologic hazards such as tsunamis; inundation, seiches, and flooding affecting the site is considered low. While sufficient data is' not available to determine the exact cause of the previously .observed differential settlement and distress to the now -demolished clubhouse building, it was likely a result, of two factors, primarily. subsidence due to ground=water, withdrawal and secondarily, iv La Quinta Country Club --Report of Geotechnical Investigation October 10, 2007 MACTEC Engineering and Consulting, Inc., Project 4953-07-0961 hydroconsolidation of the upper soils. Additional data would be necessary, ,such as geophysical testing, to, further investigate any deep subsurface anomalies; such as a buried ridge. theory postulated by Earth Systems Consultants, that may be present and could lead to differential subsidence resulting from ground -water level changes. Although the results of our borings and laboratory testing did not indicate the presence of soils susceptible to hydroconsolidation, based on our knowledge of the area and the general soil conditions, it is our opinion that hydroconsolidation may have contributed to , the previously observed distress. However, since hydroconsolidation may have already occurred at the site, the potential for future hydroconsoliation will be .reduced and the evidence .of the potential is obscured. Given the available data at this time, recommendations are given herein to reduce, but not , eliminate, the potential for distress to the proposed structure. As stated previously, the site could experience future subsidence due to changes in local ground- water levels. The magnitude and exact surface manifestation of potential future subsidence at the site is not known. However, land subsidence due to ground -water level changes and the settlement of any structure on -site, due 'to the great depth at which 'it occurs, is not preventable through any reasonably practical means. Therefore, we recommend that, if at all possible, pumping from the - on -site ground -water wells owned by the country club be discontinued in order to reduce localized subsidence. Four different levels of foundation performance are recommended. A mat foundation supported on 5 feet of properly compacted fill can be used to reduce the structural distress experienced, but seismically -induced settlement would still occur. 'To augment the mat foundation, deep ground improvement such as deep soil mixing or compaction ,grouting could be performed to mitigate seismically -induced settlement. For improved performance, a geosynthetic-reinforced soil zone could be used to reduce differential settlement; if this is done, spread footings interconnected with grade beams could beused over the reinforced soil zone. The best level of performance would be all three mitigations, combined (deep soil improvement; reinforced soil zone, and mat foundation). All utilities should be designed with flexible connections capable of withstanding at least 24 inches of deformation at the point at which they encroach on a zone of improved soil. We also recommend that an impermeable membrane, such as visqueen, or equivalent, be placed beneath the mat foundations (or spread footings and grade beams) and extend a lateral distance of 20 feet beyond the building to prevent the migration of water beneath the building. v La Quinta Country Club —,Report -of Geotechnical Investigation October 10, 20071 AL4CTEC Engineering and Consulting, Inc., Project 4953-07-0961 1.0 SCOPE This report provides foundation design information for the proposed country club facilities.. The location of the site is illustrated on Figure 1, Vicinity Map. The locations of the existing structures, our explorations,. and explorations by others are shown on Figure 2.1, Existing. Conditions. The locations of the proposed facilities, our explorations, `and explorations by others are shown on Figure 2.2, Plot Plan - In addition, we have been providedwith prior explorations and laboratory testdata for the site by Earth Systems Consultants and Engineering Design Group, as presented in their: reports dated January 24, 2000 and September, 23, 2005, respectively. Our recommendations are based in part on 'information from the prior investigations. This investigation was authorized to determine the static physical characteristics of the soils,at the site of the proposed country club facilities; and to provide recommendations for foundation design, floor slab support, and grading for the development. We were, to evaluate the. existing soil and ground -water conditions at the site, including the corrosion potential of the soils; and develop recommendations for the following. - • A feasible foundation system design along with the necessary design parameters; • Estimated settlement for the anticipated loadings;- -Evaluation of the liquefaction potential of the soils underlying the.site; • Site coefficient and seismic zonation based on the current California Building Code; • Subgrade preparation and floor slab support; • Design of walls below grade; • Design of asphalt and portland cement concrete paving; • Grading, including site preparation, excavation and slopes, the placing of compacted fill, and quality control measures relating to earthwork. La Quinta Country Club —Report of Geotechnica! Investigation October 10, 2007 MACTEC Engineering and Consulting, Inc., Project 4953-07-0961 The assessment of general site environmental. conditions for the presence of contaminants in the soils and groundwater of the site was beyond *the scope of this investigation. Our recommendations are based on the results of field explorations and laboratory tests by us and by others at the site and on appropriate•engineering analyses. The results of the field explorations and laboratory tests are presented in the Appendices. Our professional services -have been performed using that degree of care and skill ordinarily exercised, under similar. circumstances, by reputable geotechnical consultants practicing in this or similar localities. No other warranty, express . or implied, is made as to the professional advice included in this report. This report has been prepared for La Quinta Country Club and their design consultants to be used solely in the design of the proposed country club facilities. This report has not been prepared for use by other parties, and may not contain sufficient information for.purpose of other parties or other uses. . 2 La Quinta Country Club —Report of Geotecheical Investigation October 10,. 2007 MACTEC Engineering and Consulting, Inc., Project 4953-07-0961 2.0 PROJECT DESCRIPTION- The proposed country club facilities consist of a new clubhouse and adjoining ballroom, a cart barn, a maintenance building, new tennis courts, and a new. parking lot. The proposed clubhouse is to be two stories in height; the remaining structures will be one story in height. Dead -plus -live column loads for the clubhouse building are expected to range from approximately. 10, kips to 300 kips. Dead -plus -live wall loads for the clubhouse building are expected to range from 2. kips per linear foot to 10 kips per linear foot. Maximum dead -plus -live wall loads for the cart barn and maintenance building are expected to on the order of 2:5 and' .5 kips per linear foot,- respectively- The lower level of the clubhouse building, which will daylight along its northem.edge, will be. established at Elevation, 46, which is approximately the existing grade at that location.' The site grade will be raised south of the clubhouse building, requiring the placement of up -to 15 feet of; fill, and the ground floor along its southern edge will be established at Elevation 60. The floor levels of the proposed cart barn and maintenance building will be established at r Elevations 45 and 42, respectively. The finished floor elevations for these structures will be established less than 3 feet higher than the existing grade at each location. As mentioned above, the site grade will be raised immediately south of the proposed clubhouse building, requiring the placement of up to 15 feet of fiIL T6 accommodate this grade change, • several retaining walls are proposed at the site, with retained heights on the order of 10 feet, In addition,' permanent slopes, with inclinations of 3:1 (horizontal- to vertical) or . flatter will be y constructed. New tennis'courts and a new parking lot will also be constructed. 'La Quinia Country Club —Report of Geotechnical Investigation October 10, 2007 MACTEC Engineering and Consulting, Inc., Project 4953-07-0961 3.0 SITE CONDITIONS The La Quinta Country Club site is located northeast of the intersection of Eisenhower Drive and Avenue 50 in the City. of La Quinta, California, as shown on Figure 1. The former clubhouse site is currently vacant and temporary buildings and tennis courts are located at. the site, ,as shown on Figure 2.1. The ground surface of the site is gently sloping down toward. the southwest, with a maximum elevation difference of approximately 7 feet across the site.. ' Various underground utilities cross the site. The previously existing clubhouse was recently demolished to allow for the construction of new facilities. Based on the prior geotechnical reports for the project site, the previously existing clubhouse, which was a wood -frame structure constructed in 1966 and , supported on isolated square and continuous wall footings, had experienced significant distress; which was first noted in 1994, and portions of the facility were "Yellow Tagged," which ultimately led to the decision to demolish the structures: Several theories were presented as to the cause of the observed distress by previous investigators and attempts at mitigation; including injection grouting. and the installation. of helical anchors, ultimately proved to be unsuccessful. F La Quinta Country Club —Report of Geotechnical Investigation October 10, 2007' MACTEC Engineering and Consulting, Inc., Project 4933-07-0961 4.0 FIELD EXPLORATIONS AND LABORATORY TESTS The soil conditions beneath the. site were explored by drilling • six borings to depths of approximately 100 feet below the existing grade and.•four borings to depths. of approximately 6 feet below the existing grade. In addition to the borings, four'Cone Penetration Tests (CPTs). were performed to depths of approximately 100 feet below the existing grade. Data. were also available from` previous investigations performed by Earth Systems Consultants and Engineering Design Group. The locations of our borings and CPTs, along with the explorations of Earth Systems Consultants and Engineering Design Group, are shown on Figures 2.1 and 2.2. Details of our explorations and the logs of our borings are presented in Appendix A. -Results of our CPTs are presented in Appendix C. Logs of the explorations of Earth Systems Consultants and Engineering " -Design Group are presented in Appendices D and E, respectively. Laboratory tests were 'perfon:ned on selected samples obtained from the borings • to aid in the classification of the soils and to determine the pertinent engineering properties of the foundation soils. The following tests were performed: ` • Moisture content" and dry density determinations. • Direct shear. • Consolidation: • Hydroconsolidation. • Compaction. • Stabilometer (R-Value). All testing was performed in general accordance with applicable ASTM specifications. Details: of our laboratory testing program and test results are presented in. Appendix A. The results of,the corrosion study, performed for us by Schiff Associates, are presented in Appendix B.' Laboratory test results from the previous investigation performed by -Earth Systems Consultants are presented in Appendix D. 5 La Quinta Country Club —Report of Geotechnical Investigation October 10, 2007 . MACTECEngineenng and Consulting,. Inc, Project 4953-07-0961 5.0 GEOLOGY 5.1 GEOLOGIC SETTING The site is situated in the'City of La Quinta, just beyond the base of Indio Mountain. The City of La Quinta is located in the western margin of the .Coachella Valley in the Colorado Desert " geomorphic province. The Coachella Valley is bounded "by the San Jacinto Mountains and the Santa Rosa Mountains on the southwest, and the Little San Bernardino. Mountains on the northeast. The Coachella Valley is located in the northwesterly portion of the Salton Trough, a" low-lying tectonic depression related. to the northwest .trending San Andreas rift zone. The rift zone is. a series of spreading centers responsible for. separating Baja California from mainland Mexico, creating the ;Gulf of California. The northwest trend of the province reflects the direction of the dominant geologic structural features of the province. The northwest trending active Coachella Segment of the SanAndreas fault., zone is located approximately 7.5 miles ; north-northwest of the site. The relationship of the site to regional geologic features is depicted . in Figure 3, Local Geology. Figure 4, Regional , Faults and Historic Earthquakes, shows the locations of major, faults and earthquake epicenters in Southern California. 5.2 GEOLOGIC' MATERIALS Fill soils, up to 6%2 feet thick were encountered in our borings. The fill soils consist of sand, silty .,and, and thin layers .of sandy silt. The fill is underlain by Holocene and Pleistocene alluvium. The alluvium consists of loose to medium dense sand and silty sand interlayered with soft ,to stiff silt and sandy silt to a depth. of approximately, 90 feet below the existing grade. The" alluvium below a depth of approximately 90 feet below the existing grade consists of dense sand and silty. sand interlayered with stiff sandy silt to the depth explored: The total depth of.the alluvium at the site is unknown, however depth of alluvium in the vicinity is estimated to be on the order of 700 to 1,000 feet. . The corrosion studies indicatethat the on -site soils are moderately corrosive to ferrous metals, aggressive- to copper, and that the potential for sulfate attack on portland cement concrete is, considered negligible. The.report of corrosion studies presented in Appendix B should.be referred to for a discussion of the corrosion potential of the soils, and for potential mitigation measures. 6 La Quinta Country Club —Report ofGeotechnical Investigation October 10, 2007 MACTEC Engineering and Consulting, Inc., Project 4953-07-0961 5.3 GROUNDWATER The site is located in Section 36 of Township 5 South, Range 6 East, within the Indio Subbasin in the Coachella Valley Ground Water Basin. Two ground -water wells are located on the golf course of the country club; the nearer well (designated 05S07E31NOIS — CVWD 5705) .was in. operation' from prior to 1978 to 1993, when .it was reportedly damaged. The further well (designated 05S07E31P01S — CVWD 5706) was constructed in 1958 and is still in operation. Ground -water level -measurements by the Coachella Valley Water District indicate, that water levels at the.nearer well (CVWD 5705) in.the late 1970's were on the order of 80 feet below the ground surface. Water levels measured in ' that well were at , almost. 120 feet below the ground surface in 1991. The farther well (CVWD — 5706) experienced a similar drop in the ground -water level from about 75 feet in the late 1970's to 110 feet in 1995; then decreasing to a depth of almost 140 feet in 2006. Other nearby wells show similar drops in. the ground -water level over the same time periods. 1 Ground water was not encountered within the depth explored by our borings. In addition, pore pressure dissipation testing. in our CPTs indicated. no .static ground -water level. However, near - saturated soil conditions were encountered between depths of approximately 20 and 80 feet below, the existing grade. . 5A FAULTS The numerous faults in Southern California include active, . potentially active, and inactive faults. The criteria for these major groups are based on criteria developed by the California Geological Survey (formerly -known as the California Division of Mines and Geology) for the Alquist-Priolo Earthquake Fault Zoning Program (Hart, 1999). By definition, an active fault. is one that has had surface displacement within Holocene time (about the last,11,000 years). A -potentially active fault is a fault that has demonstrated surface displacement of Quaternary age deposits (last 1.6 million years). Inactive faults have not moved in the last 1.6 million years. A list of nearby active faults and the. distance in miles to. the nearest point on .the fault, the maximum magnitude, and the slip rate for the fault is given in Table 1. A similar list for 7 La Quinta Country Club —Report ojGeotechnical Investigation October 10, 2007. AMCTEC Engineering and Consulting, Inc, Project 4953-07-0961 potentially active faults is presented in Table 2. The faults in the vicinity of the site are shown in Figures 3 and 4. Active Faults San Andreas Fault Zone The closest active fault to the site is the Coachella Segment of the San Andreas fault zone located approximately 7.5 miles to the northeast. 'Be San, Andreas fault 'zone • is California's most prominent fault. This right -lateral strike -slip fault trends generally northwest for almost the entire length of the state. The Coachella segment of the San Andreas fault system extends southeastward from the junction of the Banning and. Mission Creek Fault on the north, to the Brawley Seismic Zone. Recent palcoseismic studies indicate the last surface rupture during an earthquake generated . on this segment ,of the fault, occurred around 1690 AD (Shifflett et al., 2002 and Fumal et al., .2002). Shifflett et al. (2002) calculated a recurrence interval of approximately 260 +-100 years. . over the last 34,000 years for this segment of the fault. The Coachella segment is the only segment of the San Andreas that has not ruptured in historic time, although sympathetic coseismic slip on the order of 2 to 10 millimeters occurred on portions of the Coachella segment during the,1979 Imperial Valley and the 1968 Borrego earthquakes (USGS, 1982): The 1857 Fort Tejon earthquake was the last major .earthquake along the 'San Andreas fault zone in Southern California. San Jacinto Fault Zone The active Anza Segment of the San Jacinto fault zone, considered one of the most seismically active faults in Southem.California, is located approximately 18 miles southwest of the site. This fault zone includes several . en echelon branches or segments • and displays many. features characteristic of recent activity such as fault line scarps, sag ponds, and ground=water barriers. Historically, -the San Jacinto fault zone has triggered a number of small to moderate -sized ,earthquakes and at least four large tremors of local :magnitudes greater than 6.0. These four tremors Were the Imperial. Valley earthquake of May 18, 1940 (local magnitude of 7.1), the d Borrego Mountain earthquake of April 9; 1968 (local magnitude of 6.5), and the November 23 and 24, 1987 Westmorland earthquakes (respective local magnitudes of 6.0 and 6.3)..The Imperial 8 La Quinta Country Club—Reporl ofGeotechnical Investigation October 10, 2007 MACTEC Engineering and Consulting, Inc., Project 4953-07-0961 Valley and the Borrego Mountain earthquakes occurred on the Imperial fault and the Coyote Creek fault, respectively. The Westmorland earthquakes resulted from movement on the Superstition Hills fault. The California Geological Survey (2003) has assigned a maximum moment magnitude of 6.6 . to 7.2 to the several segments of :the San Jacinto fault zone. A maximum moment magnitude of 7.2 has.been assigned to the Anza segment. Eureka Peak Fault The Eureka Peak fault is located approximately 19 miles north of the site. The Eureka Peak fault is one of two faults along. the •southern margin of the surface rupture that occurred as a ' result of the June 28, 1'992 magnitude 7.3 Landers earthquake. The Eureka Peak fault. trends north-northwest from Joshua Tree National. Monument for approximately 6.5. miles and terminates just south of Highway 62 and the Pinto Mountain fault. The northern end of the fault splayed off into two zones of en echelon cracking with minimal displacement. A maximum of 21 cm of right lateral displacement was measured on the Eureka Peak fault as a •result of the Landers event (Treiman, 1992). This fault is considered active by the State (Jennings, 1994) and . has been included* in an Alquist-Priolo Earthquake Fault Zone since 1993._ Burnt Mountain Fault 'The. active Burnt Mountain fault is located approximately 26 miles north-northwest of the site. The 'Burnt Mountain fault (along with the Eureka Peak fault), is one of two faults along'the southern margin of the surface rupture that occurred.as a result of the June 28, 1992 magnitude 7.3 Landers 'earthquake. This north -south trending fault extends about 3.5 miles from near Highway 62, across Burnt Mountain, and into the Joshua Tree National Monument..A maximum of 5.5 cm of lateral r displacement and 5 cm of vertical displacement was measured after the Landers event (Treiman, 1992): The Burnt Mountain fault is considered active by the State (Jennings, 1994) and has-been included in an Alquist-Priolo Earthquake Fault Zone.since 1993. . Pinto Mountain .Fault' - The "active Pinto Mountain fault is located about 31. miles north of the site. The Pinto Mountain ' fault,. approximately 50 miles in length, is a vertically -dipping, left -lateral, strike slip fault, . 9 La Quinta Country Club —Report ofGeotechnical Investigation October 10, 2007 A14CTEC Engineering and Consulting Inc., Project 4953-07-0961 trending west from the San Gorgonio Pass area east to Twentynine Palms. The Pinto Mountain fault offsets late Pleistocene and Holocene age materials (Bryant, 1986) and experienced triggered slip during the June. 28, 1992 Landers earthquake. This fault is considered active by the State (California Geological Survey, 2003; Jennings, 1994; and Bryant, 1986). Potentially Active Fault Garnet Hill Fault The closest mapped .potentially active fault to .the site is the Garnet Hill fault located approximately 14 miles to northeast. The Garnet Hill fault is located in close proximity to the San Andreas fault zone and both faults have a similar trend, structure, and - mode of faulting (both. faults are right lateral strike -slip faults). Because of these similarities between the two faults, it. has been suggested that the Garnet Hill, fault is related to,. and could be an ancient strand.* of, the San Andreas fault "zone. The fault is. not considered active by the. State and is not included in an Alquist-Priolo Earthquake Fault Zone for surface' fault rupture hazards (California Geological Survey; 2003). However, the fault is recognized as a zone of weakness and ground cracking occurred along the fault trace as a result of the 1986 North Palm Springs Earthquake (City of Cathedral City General Plan,. 2002). The Riverside County Integrated Project (2003) recommends that a Fault Hazard Management Zone. be established along the trace of the Garnet Hill fault to restrict building in areas where ground cracks could .form in the future as a result of an earthquake on a nearby fault. Blue Cut Fault ; The potentially active Blue- Cut fault is located approximately 16 miles north of the site. The mapped trace of .the Blue Cut fault trends east -west for approximately 50 miles within northern Riverside County. The western portion ,of this fault has been shown to offset Pleistocene age deposits, but does not offset materials of similar age -and is .poorly defined to the east. Based` on the offset of Pleistocene age materials along the western portion of the fault, the Blue Cut fault .is considered potentially active. 10 La Quinta Country Club —Report of Geotechnical Investigation October 10, 2007 . MACTEC Engineering and Consulting, Inc., Project 4953-07-0961 5.5 GEOLOGIC -SEISMIC HAZARDS Fault Rupture . The site is not within a currently established Alquist-Priolo Earthquake Fault Zone for surface fault rupture 'hazards. The closest Alquist-Priolo Earthquake 'Fault Zone, established for the i Coachella Segment of the San Andreas fault zone, is located approximately 5.1 miles , north- northeast of the site.,.Based on the available geologic data, active or potentially active faults with the potential for surface. fault rupture are not known to be located directly beneath or projecting toward the site. Therefore, the potential for surface rupture due to fault plane displacement propagating to the surface at the site during the design life of the project is considered low. Seismicity 4 Earthquake Catalog Data The seismicity of the region surrounding the site was determined from research' of an electronic . database of seismic data (Southern California Seismographic Network, 2007). This database includes earthquake `data compiled by the California Institute of Technology from 1932 through 2007 and'data for 1812 to 1931' compiled by Richter and the U.S. National Oceanic Atmospheric Administration (NOAA). The search for earthquakes that occurred within 100 kilometers of the site indicates that 752.earthquakes. of Richter magnitude 4.0 and greater occurred. from 1932 through 2007; 3 earthquakes of magnitude 6.0 or greater occurred between 1906 and 1931; and one earthquake of magnitude 7.0or greater occurred between 1812 and .1905. A list of these ` earthquakes is -presented as Table 3. The information for each earthquake includes date and time, in Greenwich Civil Time (GCf), location of the epicenter in latitude and longitude, quality of ' a epicentral` determination (Q), depth in kilometers, distance from the site in kilometers; . and magnitude. Where a depth of 0.0 is given, the solution was, based on an assumed 16-kilometei focal depth. The explanation of the letter code for the quality factor of the data is presented on the first page of the table. Epicenters of moderate and major earthquakes (greater than magnitude 6.0) are shown in Figure 4.. Za Quinta Country Club —Report of Geotechnical Investigation . October 10, 2007 MACTEC Engineering and Consulting, Inc, Project 4953-07-0961 Historic Earthquakes A number of earthquakes of moderate to major magnitude have occurred in the Southern California area within the last 150 years. A partial list of these earthquakes is included in the following table. List of Historic Earthquakes Earthquake Distance to Direction to (Oldest to Youngest) Date of Earthquake Magnitude Epicenter (kilometers) Epicenter Ft. Tajeon . January 9, 1857 . &0 145 NW San Jacinto -Hemet December 25, 1899 7.0 65 WNW Near San Bernardino September 20,, 1907 6.0- 93 NW Lake Elsinore May 15, 1910 6.0 100" W ' San Jacinto -Hemet April 21, 1918 6'8 65 W Near Redlands July 23,' 1923 6.3 ' 116 NW San Diego County March 25, 1937 6.0 31 SW Desert Hot Springs December 4,-1948 6.0 28 . NNW Pinto Mountain May 2, 1949 5.8 68 NE Arroyo Salada March 19, 1954 6.4 46 SSE Borrego Mountain April 9, 1968 6.5 58 SSE Borrego Springs April 28; 1969 ' 5.8 38 SSW Imperial valley October 15, 1979 6.5 16*0 SE North Palm Springs July 8, 1986 5.6 44 NW Westmorland November 24, 1987 6.2 82 -SE Palm Springs April 23, 1992 6.1 30 N . Landers June 28, 1992 7.3 58 NNW Big Bear June. 28, 1992 6.4 75 NW' The site could be subjected to strong ground shaking in the event of an earthquake. However, this hazard is common in Southern California and the effects of ground shaking can be mitigated by proper engineering design and construction in conformance with current. building codes and engineering .practices. Slope Stability The relatively flat -lying to gently sloping topography at the site precludes both stability problems and the potential for lurching (earth movement at right angles to a cliff or steep slope during ground shaking). There are no known landslides near the site, nor is the site in the path of any known or potential landslides. 12 La Quinta Country Club —Report of Geotechnical Investigation MACTEC Engineering and Consulting, Inc., Project 4953-07-0961 Liquefaction and Seismically Induced Settlement October 10, 2007 Liquefaction potential is greatest where the ground water level is shallow, and submerged loose, fine sands occur within a depth of about 50 feet, or less. Liquefaction potential decreases as grain' size and clay and gravel content increase. As ground acceleration and shaking duration increase during an earthquake, liquefaction potential increases. The site is within an area not yet mapped by the State .of California for liquefaction potential. However, the site is within an area, designated by the Riverside County Seismic Safety Element as having a "high" to "very high" susceptibility to, liquefaction due to the presence of liquefaction - susceptible sediments ' and shallow ground water. Although ground -water was not encountered in our borings or CPTs; near -saturated conditions were encountered between depths of approximately 20 and 80 feet below the existing grade. Therefore, we have analyzed the liquefaction..potential within this zone. As part of our site -specific liquefaction evaluation for the project site, we. performed a Probabilistic Seismic. Hazard Analysis (PSHA) using the computer program EZ-FRISK, Version 7.23 (Risk Engineering, 2007), to estimate the Magnitude-T.S-adjusted peak ground acceleration (PGA) for the. ground motion. with a 10% probabilityof being exceeded in 50 years (designated as the Design Basis Earthquake, DBE). The nearby faults`are summarized in Tables 1 and 2, along with the maximum magnitude and the slip rate assigned to each fault. Background seismicity was also included in, the PSHA. The PGA was estimated using the attenuation relationships of Abrahamson & Silva (1997), Sadigh et al..(1997); and Boore et al. (1997) with equal. weight.. For the Abrahamson and Silva (1997) and Sadigh et al. (1997) attenuation relationships, a deep soil site classification was used. For the Boore et al. (1997) attenuation relationship, we have used an average shear wave velocity equal to 26.0 meters per second in the upper 30 meters based upon the shear wave velocities measured at the site: To account for the uncertainty in the ground motion, attenuation relationships, each relationship was integrated to three standard deviations beyond the median. The Magnitude 7.5 adjusted DBE PGA calculated as described above is 0.45g. 13 La Quinta Country Club —,Report ofGeotechnical Investigation October 10, 2007 MACTEC Engineering and Consulting, Inc., Project 4953-07-0961 We have evaluated the liquefaction potential of the granular soils underlying the site using .the Magnitude 7.5-compatible DBE PGA and the results of the CPTs and SPTs performed at the site. The liquefaction potential was computed as described in Youd et al., 2001 summary report from 1996,NCEER and 1998 NCEER/NSF workshop on' evaluation of liquefaction resistance of soils, the consensus publication on liquefaction evaluation. The results of our analyses indicate that the loose io -medium dense sand and silty sand layers within the near -saturated zone may liquefy during a Design Basis Earthquake (DBE) at the project site. Based on the results of our SPTs, we estimate that the liquefaction -induced settlement could be between.6 and 22 inches. However, our CPT results indicate that the liquefaction -induced settlement could be between 1 and 61/ incfies: In , our opinion, because of the difficulty in accurately identifying thin soil layers using hollow stem i auger drilling techniques in highly stratified soil deposits, such as those that underlie the site, the thicknesses of liquefiable soils could be- greatly overestimated and result in the significantly greater settlement estimates given for the SPTs above. Conversely, the CPT provides continuous data on the subsurface soil conditions and, therefore, the results are much more representative of the actual soil conditions and should be relied upon for design. - Seismically -induced settlement is often caused by loose to medium -dense granular soils densified during ground shaking. Uniform settlement beneath a given structure would cause minimal damage; however, because of variations in distribution, density, and confining conditions of the soils, seismic -induced settlement is generally non -uniform and can cause serious structural damage. Dry and partially saturated soils as well as saturated granular soils are subject to seismic - induced settlement. Generally, differential settlements induced by ground failures such -as liquefaction, flow slides, and surface ruptures would- be much more severe than those caused. by densification alone. The soils at the site above a depth of approximately 90 feet below the existing grade are loose to medium dense and therefore would be susceptible to seismically -induced settlement. We estimate that between 11/z and 21/4 inches of seismically -induced settlement could occur outside of the near -saturated zones. " The total seismic settlement is therefore estimated to be 2%z ,to 9 inches, with a differential settlement .up to about 6 inches; the differential settlement could occur over' a distance of about 100 feet. 14� La Quinia Country Club -Report of Geotechnical Investigation October 10, 2007 MACTEC Engineering and Consulting, Inc., Project 4953-07-0961 Tsunamis, Inundation, Seiches, and Flooding The site is not in a coastal area., Therefore, tsunamis (seismic sea waves) are not ,considered a significant hazard at the site. The site is not located downslope of.any large bodies of water that could adversely affect_ the site in the event of earthquake -induced dam failures or Seiches (wave oscillations in an enclosed or semi -enclosed body of water). According to the City'of La "Quinta (2006) the site is in Zone X of the Federal Emergency Management Agency flood insurance map. Subsidence The site is located in an area identified to be currently undergoing subsidence. According to the County of Riverside -General Plan,. the site is within" an area considered susceptible to subsidence associated with ground water" withdrawal. Ground fissuring, thought to have been -caused by subsidence, was observed" approximately 1 mile southeast of the site in 1948. In recent monitoring by the .United States. Geological Survey (USGS, Sneed, 2002), results of the interferometric, synthetic aperture radar (InSAR) measurements made between June 17, 1998, and October 4, 2000, indicate that land subsidence occurred in the La Quinta area. InSAR measurements taken approximately 1,000 feet north of the project site indicate a subsidence of approximately 50 millimeters (2.0 inches)" between June 17, 1998 and June 2, 1999 and a subsidence of approximately 35 millimeters (1.4 inches) between November 24; 1999 and October 4, 2000. These values represent the largest subsidence measured as part of the USGS study of the Coachella Valley. The subsiding areas coincide with or are near areas, where. ground -water levels declined between. 1998 and 2000 and, in some instances, were near, the lowest levels in their recorded histories. Therefore, the subsidence is thought to be a result of the declining ground -water levels. Ground -water levels measured in water wells in the vicinity of the site declined around 40 feet between 1977 and 1999 (Earth Systems Southwest,. 2000). Ground -water levels could continue to decline until regional ground water management measures are fully implemerited. Future subsidence could occur at the site. The magnitude and exact surface manifestation of future subsidence at the site is not known. However,, the magnitude of future subsidence will be 15 La Quinta Country Club —Report of Geotechnical Investigation October 10, 2007 MACTEC Engineering and Consulting, Inc., Project 4953-07-0961 almost entirely predicated on changes in ground -water levels due to pumping from ground- water wells both on -site, and in the surrounding area. 5.6 ESTIMATED PEAK GROUND ACCELERATION Ground motions were postulated corresponding to the Design Basis Earthquake (DBE), having a 10% probability of being exceeded during a 50-year time period and the Upper Bound Earthquake (UBE), having a 10% probability of being exceeded during a 100-year time period. The site -specific- peak ground accelerations (PGA) for the DBE and UBE were estimatedby a Probabilistic Seismic Hazard Analysis (PSHA) using the computer` program EZ-FRISK, Version 7.23: The nearby faults are summarized in Tables 1 and 2, along with the maximum magnitude and the slip rate assigned to each fault. Background seismicity was also included in the,PSHA. The PGAs were developed using the average of the ground motions obtained from the attenuation relationships of Abrahamson & Silva (1997), Sadigh et al. (1991).- and Boore et al. (1997). For the Boore et al. (1997) relationship, we have used a shear wave velocity of 260 meters per second as determined from measurements performed at the , site. -For the' attenuation relationships of Abrahamson & Silva and Sadigh et al., we have used the form of the equations developedfor deep soil site conditions. v To account for the uncertainty in the ground motion attenuation relationships; each relationship ` was integrated to' three standard deviations beyond .the median. EZ-FRISK uses the relationships . developed by Wells and Coppersmith (1994) .and others to obtain estimates of earthquake magnitude from rupture size. The estimated peak ground ' acceleration for. the DBE and the UBE are 0.48g and 0.60g, respectively. 5.7 GEOLOGIC CONCLUSIONS Based on the available .geologic data, active or potentially active faults with the potential for surface fault rupture are not known to be located beneath or projecting. toward the site. In. our opinion, the potential for surface rupture at the site'due to fault plane displacement -propagating to the ground surface during the design life of the project is considered'low. 16 . La Quinta Country Club= -Report ofGeotechnical Investigation October 10; 2007 MACTEC Engineering and Consulting, Inc, Project 4953-07-0961 ' Although the site could be subjected to strong ground shaking in the event of an earthquake, this hazard is common in Southern. California -and the effects of ground shaking on the building can be mitigated by proper engineering design and construction in conformance with current building codes and engineering practices.. The results of our analyses indicate that the loose to' medium dense sand and silty sand layers within the near -saturated zone may liquefy during a Design Basis Earthquake (DBE) at the project site_ In addition; seismically -induced settlement is anticipated to occur at the site in the unsaturated . materials. Recommendations are given in the following section.to.mitigate this condition. The site could experience subsidence due to changes in ground -water levels. The magnitude and, x exact surface manifestation of potential future subsidence at the site is not known. However, 'the magnitude of future subsidence will be almost entirely, predicated .on changes in . ground -water levels due to pumping from ground -water wells both on -site and in the surrounding area. The site is relatively level and the absence of nearby slopes precludes any slope stability hazards. r The potential for other geologic hazards such as tsunamis, inundation, seiches, and flooding affecting the site is considered low. La Quinta.Countr Club=Report of. Geotechnicatinvestigation October 10, 2007 MACTEC Engineering and Consulting, Inc., Project 4953-07-096/ 6.0 RECOMMENDATIONS 6.1 GENERAL While sufficient data is not ' available to determine the 'exact cause of the previously observed differential settlement and distress to the now -demolished clubhouse building, it was likely predominantly a result of subsidence due to ground -water withdrawal. Another cause was likely the hydroconsolidation of the upper soils. Additional data would be necessary, such as geophysical testing, to further investigate any' deep subsurface anomalies, such as a buried ridge theory postulated by Earth Systems Consultants, that may be present. The settlement was coincident with significant changes in the ground -water level. Further decreases in the ground -water 'level (which is very likely to occur) would result in continued settlement. However, as the ground -water level gets deeper, additional settlements would likely be more uniform over distance and result in less differential settlement and surficial distress_ Although the results of our borings and laboratory testing did 'not indicate the .presence of soils susceptible to hydroconsolidation, based on our knowledge of the area and the general. soil conditions, it is our opinion that hydroconsolidation may have contributed to the previously Observed distress. However, since hydroconsolidation, may have already occurred at the site, the potential for future hydroconsoliation will be reduced and the evidence of the potential is obscured. Given the available data at this time, recommendations are given below to reduce, but not eliminate, the potential for' distress to the proposed structure. In addition, recommendation are given to mitigate seismically -induced settlement. As stated previously, the -site could experience future subsidence due to changes in ground -water, � 4 levels. The magnitude and exact surface manifestation of potential future subsidence at the site is not known. However, site specific land subsidence due to ground -water level changes, and the settlement of any structure on -site, due to the great depth at which it occurs, is not preventable through any reasonably -practical means. Therefore, we recommend that, if at all possible, pumping La Quinta Country Club —Report of Geotechnical Investigation October 10, 2007 AMCTEC Engineering and Consulting, Inc., Project 4953-07-0961 from the remaining operational on -site ground -water well owned by the country club be discontinued in order to reduce localized subsidence. The options for foundation support are as follows, in order of least to , greatest' amount of mitigation provided: • Establish structures on reinforced concrete mat foundations. If no further mitigation is performed beneath the mat, then the structure can be, designed for life safety, but. would experience titling and differential settlement due to subsidence; and additional tilting and differential settlement.due to liquefaction and seismically -induced settlement in the event of the design basis earthquake. It would be possible to re -level the. building at a later time, but some structural distress is still -possible when the settlement occurs. • Establish structures on spread footings tied -together with grade beams, bearing on.a reinforced soil zone. extending 5 feet below the foundations, and further underlain by ` deep , ground improvement such as deep soil mixing or compaction grouting}. This option would also mitigate Mg - seismically induced settlement, and would reduce (but not eliminate) differential settlement beneath the foundation . experienced from subsidence. Some continued maintenance of the structure may be necessary due to tilting and differential settlement. • Establish structures on. reinforced concrete mat foundations over' an improved ground site, using deep soil mixing or compaction grouting.' This option would -mitigate seismically -induced settlements, but the structure could still experience significant distress due to subsidence. •, : Establish structureson a mat foundation established on a 5-foot thick reinforced, soil zone, .underlain by deep' :ground improvement. This option. would result in the least maintenance and distress, but some minor architectural distress could still occur due to tilting from subsidence. For the options with a mat foundation, we recommend that remedial grading be. performed to install at least 5 feet of properly compacted fill beneath. the mat foundations. The upper 7 feet of 'the existing site soils (or 5 feet below the bottom of foundations, whichever is deeper) should be removed and replaced with properly compacted fill. The lateral extent of removal. and replacement should equal the removal depth below the mat foundations. 19 La Quinta Country Club —Report of Geotechnical Investigation _ October 10, 2007 MACTEC Engineering and Consulting, Inc.; Project 4953-07-0961 . For the alternative with a reinforced soil zone, .the reinforced soil zone should consist of a 5-foot thick soil mass reinforced with up to five layers of geogrid (BX-1200 or equivalent) placed at a vertical, spacing of 'h- to I -foot. The soil used in the reinforced soil mat should meet the specifications for Class 2 Aggregate Base as defined in Section 26 of the latest edition of the State ' of California, Department of Transportation, Standard Specifications or the specifications for untreated base as defined in Section 200-2 of the latest edition of. the Standard Specifications for Public Works Construction. The spread footings and grade beams should be designed to resist the ' estimated differential settlements given in the following'section. For the deep soil improvement techniques, such as- deep soil mixing, all utilities should be designed with flexible connections capable of withstanding at least 24 inches of deformation at the. point at which they encroach on a zone of improved. soil. We also recommend that an impermeable membrane, such as visqueen, or equivalent, be placed beneath the mat foundations (or spread footings and grade beams) and extend a -lateral distance of 20 feet beyond the building to prevent the migration- of water beneath the building. The membrane should have a sufficient thickness of cover soil so that it will not interfere with utilities, tree wells, or other subsurface structures in the area surrounding the building. The membrane should be placed with a slope of approximately 2% extending downward from the center area of each building. Great.care should be taken to ensure the integrity of the membrane. In addition, we recommend that the building structures be placed up - gradient within the site and that. provisions for positive. surface drainage away from the foundations be incorporated into the site grading plans.. Impoundment of stormwater ruh-off within the building area should not be permitted. We also recommend avoiding the . placement of planters, or other sources of additional watento the subsurface soils in the immediate vicinity of the foundations. . Further details of the recommendations are given in the following sections. 6.2 FOUNDATIONS Mat Foundation General For mat foundations, we recommend that remedial grading be performed to install at least 5 feet of ' properly. compacted fill beneath the -mat foundations. The upper 7 feet of the existing site soils (or 20 La Quinta Country Club —Report of Geotechnical Investigation October IQ 2007 MACTEC Engineering and Consulting, Inc, Project 4953-07-0961 - 5 feet below the bottom of mat foundations, whichever is deeper) should be removed and replaced with properly compacted fill. The lateral extent of removal and replacement should, equal the removal depth below the.mat foundations. Bearing Value Mat foundations maybe designed to impose dead -plus -live soil pressures of up to,1,000 pounds per square foot if underlain by at least 5 feet of properly compacted fill'soils compacted to 95% of . the maximum dry density obtainable by the ASTM Designation D 1557, method of compaction. The mat foundations should extend at least 2 feet below. the lowest adjacent grade or top of the " adjacent slab, whichever is lower: A one-third 'increase may be used for wind or seismic loads. The recommended bearing value is a net value and the weight of concrete in the foundation can be taken as 50 pounds per cubic foot; the weight of soil. backfill, 'if.any,'may be neglected when determining the downward loads. Settlement . We estimate the total static settlement due to the dead -plus -live loading of the proposed buildings, supported on mat foundations in the manner recommended, to be on the order of I inch or less'. with `/z inch. of differential settlement across each building site. The total liquefaction and seismically -induced settlement is estimated to be on the order of I inch or less with a differential settlement of '/2 inch across .each building site provided that the ground improvement recommendations in the following section are implemented. If ground improvement is not implemented, the` total seismic settlement is estimated to be 2%z to 9 inches, with a differential settlement up to about 6 inches; the differential settlement could occur over a di"stance of about 100 feet. The total settlement (subsidence) due to ground -water withdrawal cannot be accurately estimated and could be on the order of several feet over the -design life of the proposed structures if .'the current ground -water withdrawal rates continue. We estimate that the differential settlement due to subsidence will be on the order of I inch over a distance of 10 feet. The mat ,foundation should be designed. to resist this differential settlement. 21 La. Quinta Country Club —Report of Geotechnical Investigation October 10, 2007 'MACTECEngineeringand Consulting Inc., Project 4953-07-0961 Lateral Resistance Lateraf loads may be resisted by soil friction and by the passive resistance of the soils. A. coefficient of friction of 0.4 may be used between the mat foundation and the supporting soils. The passive'resistaiice of the soils may be assumed to be equal to the pressure developed by a fluid with a density of 250.pounds per cubic foot: A one-third. increase in the passive value may be used for wind or seismic loads. The frictional resistance and the passive resistance of the soils may be combined without reduction in determning the total lateral resistance. Reinforced Soil Zone General If a reinforced soil zone is used beneath foundations, the proposed structures could be supported on conventional spread footings interconnected with grade beams or a' reinforced concrete mat foundation. The reinforced soil mat should consist of a soil mass reinforced with up to five layers of geogrid (BX-1200 or equivalent) placed at a vertical spacing of %z- to 1-foot. The soil used in the reinforced soil mat should meet the specifications for Class 2 Aggregate Base as defined in Section 26 of the latest edition of the State'of California, Department of Transportation, Standard Specifications or the specifications for untreated base as defined in Section 200-2 of the. latest edition of the Standard Specifications for Public Works Construction. The foundations should be ` designed to resist the estimated differential settlements given -below. Bearing Value Spread footings or a reinforced concrete mat , foundation carried at least 1 foot into the properly compacted fill/reinforced soil zone and at least 2 feet below the lowest adjacent grade or floor level may be designed to impose a net dead -plus -live load pressure of 3,500 pounds per square foot. The excavations.should be deepened as necessary to extend into satisfactory soils. A one-third increase may be used for wind or seismic loads. The recommended bearing value is a net value, and the weight of concrete in the footings can be taken as 50 pounds per cubic foot; the . ' , r , weight of soil backfill can be neglected when determining -the downward loads. 22 La Quinta Country Chub -Report of Geoteehnical Investigation October 10, 2007 MACTEC Engineering and Consulting', Inc., Project 4953-07-0961 Settlement `We estimate the total static settlement due to the dead -plus -live loading of the proposed buildings, supported on spread footings in the manner recommended, to be on the order of 1 inch or less with %z inch of differential settlement across each building site. The total liquefaction and seismically - induced settlement is estimated to be on the order of 1 inch or less with a differential settlement of %Z inch across each building site provided that the ground improvement recommendations in the following section are implemented. If ground improvement -is not implemented, the -total seismic - settlement is estimated to be 2%Z to 9 inches, with a differential settlementup to about 6 inches; the differential settlement could occur over a distance of about 100 feet. The total settlement. (subsidence) due to ground -water withdrawal cannot be accurately estimated :and could be on the. order, of several feet over the design life of the proposed structures if the current ground -water withdrawal rates continue. We estimate that the differential settlement of foundations established over a reinforced soil zone. due to subsidence will be on the.order of l inch over a distance of 20 feet. Lateral Resistance Lateral loads may be resisted by soil friction and by the passive resistance of the soils. A coefficient of friction of 0.4 may be used between the structure footings and the floor slab and the supporting. soils. The passive resistance of .natural soils or properly compacted fill soils may be assumed to be equal to the pressure developed by a fluid with a density of 250 pounds per cubic foot. A one-third increase in the passive value may be used for wind or seismic loads. The frictional resistance and the passive resistance of the soils may be combined without reduction in determining the total lateral resistance. 63 GROUND UvIPROVEMENT As mentioned above, we. recommend' that :ground .improvement be performed to mitigate the potential for liquefaction, liquefaction -induced settlement and seismically -induced settlement. If effective, soil improvement could limit liquefaction -induced settlements to less than 1 inch, with differential settlements of less than '/Z inch. We .recommend that ground improvement. be performed to a depth of 50 feet below the existing grade to achieve this criteria. Depending on the improvement type selected, the zone of improvement may also need to extend laterally beyond the 23 La Quinta Country Club —Report of Geotec6nical Investigation October 10, 2007 AMACTEC Engineering and Consulting, Inc.,. Project 4953-07-0961 edge of each structure. All utilities should be designed with flexible connections capable of withstanding at least 24 inches of deformation at the point at which they encroach on a zone of improved soil. Soil Mixing Soil mixing involves introducing a cement -based slurry into the soil and mixing it, using multiple augers, to create a stable 'soil -cement mass. Soil=cement unconfined compressive strengths ranging between' 10 pounds per square, inch and 500 pounds ,per square inch, are possible depending on the soil type and binder content.. Soil mixing can also treat a wide variety of soil types and it is safe to use adjacent to existing buildings without adverse effects, such as vibrations or soil heave. In addition, due to the fact that a large, relatively high -strength mass of soil is created, it would not be necessary to extend the area Of improvement beyond the footprint -of the building. However, because of the relatively high -cost of this method, it could be combined with a densification method to provide a more economical overall design. 'As with other ' soil improvement methods, the soil improvement. contractor will. design the mix . proportions, depth; spacing, and size of the zone of treatment based on.the target foundation design parameters and their design requirements. For soil mixing, the improved soil zone would not .need to extend outside of the limits of the structure. Compaction Grouting Compaction grouting is perhaps the most cost-effective method of mitigating liquefaction V potential., The method involves the injection of a high-pressure, low'slurn grout into .the soil at depth. The resulting grout bulb displaces and• densi ies the surrounding soil. The process of compaction grouting starts with the insertion of grout pipes to the design depth. The low -slump grout is then injected into the surrounding soil at a pre-deternuned pressure., The 24 La Quinta Country Club —Report ojGeotechnical Investigation October 10, 2007 MACTECEngine'eringand Consulting, Inc, Project 4953-07-0961 grout pipes are then withdrawn incrementally. Unlike. replacement -type methods of ground improvement, because the grout bulbs displace the surrounding soil, the zone of improvement is larger than the grout bulb itself. Therefore, a much larger mass of soil can be improved via this. method (with the same volume of grout) than with other grouting methods, such as soil 'mixing and. ;jet grouting. One major limitation of this method is that the in -situ vertical stress must be sufficient to limit ground heave and induce lateral displacement and densification of the surrounding soil. This limitation effectively: prevents the use of this method. within 10 to, 15 feet of the ground surface, buf this is above the zone of liquefaction. Compaction grouting can be effective in a variety of soil conditions and generally requires less installation time than other methods of soil 'improvement. -If compaction grouting is selected, the soil improvement contractor will design the width and spacing of the compaction grout columns based on the target foundation design parameters and their design requirements. For compaction grouting, the improved soil zone would need to extend beyond the edge of the structure a distance of at least %2 of the depth of improved soil. Jet'Grouting Jet grouting can replace potentially liquefiable soils with cylinders of hardened soils, or soilcrete, by injecting a cement slurry at depth and mixing it with the surrounding soils. Soilcrete columns of more than 5 feet in diameter can be achieved in loose soils. Use of this method would be ideal in confined spaces or next to sensitive structures due to the lack of harmful vibrations, the limited space required,. and the, ability to maneuver safely around'buried utilities. For these reasons, in part, this method has been used in the past to underpin and rehabilitate existing structures. In addition, jei,grouting is much faster than other methods of soil improvement. However, the cost.is generally greater for jet grouting than for.other forms of soil improvement., La. Quinta Country Club —Repot of Geotechnical Investigation October 10,.2007 MACTEC Engineering and Consulting, Inc., Project .4953-07 0961 Jet grouting uses high-pressure water to cut the soils, mix in the cement slurry; and lift the soil cuttings to the surface. Treatment , of most soil types is achievable by controlling the rate of rotation and withdrawal of the nozzle. Thesoilcrete column can be interconnected with adjacent columns to create a high -strength soilcrete mass. Because of the relatively high -cost of 'this method, it could be combined with a densification method to provide a more economical overall i design. As•.with other soil improvement methods, the soil improvement contractor will design the mix proportions, depth, spacing, and size of the zone of treatment based on the target foundation design parameters and their design requirements. For jet grouting, the improved soil zone would not need to extend ' outside of the limits of the structure. 6.4 MINOR STRUCTURES 'Footings for minor structures (loading dock walls, minor retaining walls, and free-standing walls) that are structurally separate from the structures' may be designed to impose a net dead -plus -live load pressure of 1,000 pounds per square foot at a depth of Wi feet below the lowest adjacent grade. Such footings should be underlain by at least 2 feet of properly compacted fill. To reduce the potential for distress, the recommendations provided above for the primary structures should be implemented for minor structures as well. However, if the increased risk of distress to minor structures is deemed acceptable, these measures need not be implemented. . 65 SITE COEFFICIENT AND SEISMIC ZONATION The site coefficient, S, may be determined as established. in the Earthquake Regulations under Section 1629 of the California Building Code (CBC), 2001 edition, for seismic design of the -proposed country club facilities. Based on the results of our shear wave velocity measurements and a. review of the local.soil and geologic conditions, the site may be classified as'Soil Profile Type SD, as specified in the. 2001 code. The site.is located within CBC Seismic Zone 4. ' 26 La Quinta Country Club —Report ofGeotechnical Investigation. MACTEC Engineering and Consulting, Inc., Project 4953-07-0961 October 10, 2007 i The site is near the San Andreas Fault, which has been determined to be a Type A seismic source by the California Division of Mines and Geology. According to Map Q-34 in the 1998 publication from .the International Conference of Building Officials entitled "Maps of Known Active Fault Near -Source Zones in California and Adjacent Portions of Nevada," the proposed country club facilities are located at a distance of 12 kilometers from the San Andreas Fault. At this distance for a seismic source type A, the near source factors,, Na and N,,, are .to be. taken. as 1.0 and 1.12,. respectively, based on Tables 16-S and 16-T'of the 2001 CBC. 6.6 FLOOR SLAB SUPPORT The building floor slabs maybe. supported on a layer -of fill above the top of the.mat (to allow, utilities to be placed in the fill layer). Alternatively, the top of the 'mat could be used as the floor slab. The recommendations, below apply to either building floor slabs supported on a layer of fill above the top of the mat, or to floor slabs supported on grade over a reinforced soil mat. Construction activities and exposure to the environment can cause .deterioration of the prepared subgrade. Therefore, we recommend that our field representative observe the condition of the final subgrade soils immediately prior to slabon-grade construction, and, if necessary, perform further density and moisture,content'tests to determine the suitability of the final prepared subgrade: If vinyl or. other moisture -sensitive floor covering is planned, we recommend that the floor slab in those: areas be underlain by a capillary break consisting of a vapor -retarding membrane over a flinch -thick layer of gravel. A 2=inch-thick layer of sand should be placed between the gravel and the membrane to decrease the possibility of damage to. the membrane. We suggest the following gradation for the gravel_ \ Sieve Size Percent Passing 3/4" - 90-100. No. 4 0-10. No. 100 0-3 A low -slump concrete should be used to minimize possible curling of the slab. A 2-inch-thick layer of coarse sand should be placed over the vapor retarding membrane to reduce slab curling. If this sand bedding is used, care .should be taken during the placement of the concrete to .prevent 27 La Quinta Country Club —Report ofGeotechnical Investigation October 10, 2007 MACTEC Engineering and Consulting, Inc., Project 4953-07-0961 displacement of the sand.. The concrete slab should be allowed to cure property before placing vinyl or other moisture -sensitive floor covering. 6.7 RETAINING WALLS AND WALLS BELOW GRADE Lateral Earth Pressure For design of cantilevered retaining 'walls, where the .surface of the back ill is level, it can be assumed that drained soils will exert a lateral pressure equal to that developed by a fluid with a density of .35. pounds per cubic foot. In addition to the recommended earth pressure, the walls should be designed to resist any applicable surcharges due to foundation, storage, or traffic loads. For the design of braced basement walls, a trapezoidal distribution of lateral earth pressure plus. any surcharge loadings occurring as a result of traffic and adjacent foundations should be .used. The .recommended pressure distribution for the case where the, grade is level behind the walls, is illustrated in the following• diagram, where the maximum lateral pressure will be 24H in pounds per square foot, where H is the height of the basement wall in feet: x 02H . y H--HEIGHT 0.6H WALL IN FT. 02H 10-24H -11 . (PS.F.) . In addition to.the recommended earth. pressures, walls adjacent to areas subject to vehicular traffic r should be designed to resist a uniform lateral pressure of 100 pounds per square foot, acting as a result of an assumed 300 pounds per square foot surcharge behind the walls due to normal 28 La Quinta Country Club —Report of Geotechnical Investigation October 10, 2007 MA CTEC Engineering and Consulting, Inc, Project 4953-07-0961 vehicular -traffic. If the traffic is kept back at least 10 feet from the walls, the,traffic surcharge can be neglected. -Seismic Lateral Earth Pressure In addition tothe the above -mentioned lateral earth pressures, retaining walls and walls below grade with more than 6 feet of unbalanced earth (where the difference in height of retained soil from one side of the building to. the other is greater than 6 feet) should be designed to 'support a seismic active earth pressure in addition to the lateral earth pressure given above. The recommended seismic active pressure distribution on the wall is illustrated in the following diagram with the maximum pressure equal to 20H'pounds per square foot, where H is the wall height in feet. H ' e DIFFERENCE IN HEIGHT OF RETAINED SOIL. IN FEET I 20H (P.S.F.) Drainage Retaining walls and building walls should be designed to .resist hydrostatic pressures. or be provided with a. drain pipe or weepholes. The drain could, consist of a 4-inch-diameter perforated pipe placed with perforations .down at the base of the wall. The pipe should be. sloped at least 2 inches in 100 feet and surrounded by filter gravel. The filtef gravel should meet the requirements of Class 2 Permeable Material as defined in the current State of California, Department of. Transportation, Standard Specifications. 29 La Quinta Country Club —Report of Geotechnical Investigation October 10, 2007 MACTEC Engineering and Consulting, Inc , Project 4953-07-0961 If Class 2 Permeable Material is not available, %-inch crushed rock or•gravel separated from the on -site soils by an appropriate filter fabric can be used. The crushed rock or gravel should have less than 5% passing a No. 200 sieve. 6.8 PAVING To" provide support for paving, the subgrade soils should be prepared as recommended in the following section on grading. Compaction of the .subgrade, including trench backfills, to at least 90%, and achieving a firm, hard, and unyielding surface -will be important for paving support. The preparation of the paving area subgrade should be performed immediately prior to placement of the base course. Proper drainage of the paved areas should.be provided since this will reduce moisture infiltration into the subgrade and increase the life of the "paving. To provide data for design of paving, the R-value of a sample of the upper soils was determined. . The test results, which indicate an R-value of 65, are presented in the Appendix. Asphalt Concrete Paving The required paving and base thicknesses will, depend on the expected wheel loads and volume, of traffic' (Traffic Index or TI), Assuming that the paving subgrade will consist of the, on -site or . comparable. soils compacted to at least 90% as recommended, the minimum recommended paving thicknesses are presented in the following table. Traffic Asphalt Concrete" Base Course Index (inches) (inches) 4 3 4 5 3 4 _.6 4 5 " 7 4 7 The asphalt paving sections were determined using the Caltrans design method. We can determine the recommended paving and base course thicknesses for other Traffic Indices if required. Careful inspection .is recommended .to verify that the recommended thicknesses" or greater are achieved, and that proper construction procedures are followed. 30 La Quinta Country Club —Report of Geotechnical Investigation October 10,.2007 ' AMCTEC Engineering and Consulting, Inc_, Project 4953-07-0961 Portland Cement Concrete Paving Portland cement concrete paving sections were determined ',in accordance with procedures developed by the Portland Cement Association. Concrete paving sections for a range of Traffic Indices are presented in the following table. We have assumed. that the Portland cement concrete. ' will have a compressive strength of at least 3,000 pounds per square inch: Traffic Concrete Paving Base Course Index : .(inches) (inches) 4 6yz 4. , 5 7 4 6 7'/Z 4 7 7'/z 4 The,paving should be provided with expansion joints'at regular intervals no more than 15 feet in, each direction. Load transfer. devices, such as dowels or, keys, are recommended at joints in the paving to reduce possible offsets. The paving sections: in -the above table, have been developed based on the strength of unreinforced concrete. Steel reinforcing may be added to the paving to, . reduce cracking and to prolong the life of the paving. Base Course . The base course for both asphaltic and .concrete,paving should meet the specifications for Class 2 Aggregate Base as defined in Section 26 of the latest edition of the State of California, Department of Transportation, Standard' Specifications. Altematively, the base course could meet the. specifications -for untreated base as defined in Section 200-2 of the latest edition of the Standard -Specifications for. Public Works Construction.` The base course should be compacted to at least 95%: 6.9 GRADING , The existing fill soils are not uniformly well compacted and are not considered suitable for support of structures, paving, or floor. slabs 'on grade. The existing , fill soils should be excavated and replaced as properly compacted ' fill. All required fill should be, uniformly well compacted and observed and tested during placement. The on -site soils may be used in any required fill. 31 0 La Quinta Country Club —Report ofGeotechnical Investigation October 10, 2007 MACTEC Engineering and Consulting, Inc., Project 4953-07-0961 We recommend that remedial grading be performed to install at least 5 feet of properly compacted ~ fill beneath the mat foundations. The upper 7 feet of the existing site soils (or. 5 feet below the bottom of mat foundations, whichever.is deeper) should be removed and replaced with properly compacted fill. The lateral extent of removal and replacement should equal the removal depth i below the mat foundations. For the reinforced soil zone alternative, the foundations. and floor slab should be established over a reinforced soil mat consisting of a soil mass reinforced with up to ,five layers of geogrid (BX-1200 or equivalent) placed at a vertical spacing of %z- to 1-foot. The soil used in the reinforced soil mat should meet the specifications for Class 2 Aggregate Base as defined in Section 26 of the latest edition of the State of California, Department of Transportation, Standard Specifications or the specifications for.untreated base. as defined in: Section 200-2 of.the latest edition of the Standard Specifications for Public Works Construction. The spread footings and grade beams should be designed to resist the estimated differential. settlements given in the following sections. In either case, we recommend that. soil improvement techniques, such as deep soil mixing, be employed to .mitigate the potential for liquefaction -and liquefaction -induced settlement., All utilities should be designed with flexible connections capable of withstanding at least 24 inches of deformation at the point they encroach on a zone of improved soil. We also recommend that an impermeable membrane, such as visqueen or equivalent, -be placed beneath the mat foundations {or spread, footings and grade beams) and extend a lateral distance of 20 feet beyond the building.. to. prevent the migration of water beneath the building. The membrane should have a sufficient thickness of cover soil so that it will not interfere with utilities, tree wells, or other subsurface structures in the area surrounding the building. The membrane should be placed with a slope of approximately 2% extending downward from the center area of each building. Great care should be taken to ensure the integrity of the membrane. In addition, we recommend that the building structures be placed up -gradient within, the site and that provisions for positive surface drainage away from the foundations be incorporated into the site grading plans. Impoundment of stormwater run-off within the building area should not be permitted. We also recommend avoiding the placement of planters, or, other sources of additional water to the subsurface soils in the -immediate vicinity of the foundations. 1 32 La Quinta Country Club —Report of Geotechnical Investigation October 10, 2007 tLfACTEC Engineering and: Consulting Inc., Project 4953-07-0961 Site Preparation After the site is cleared and any existing fill soils are excavated as recommended, the exposed natural soils should. be carefully observed for the removal -of all unsuitable deposits.: Next, the, exposed soils should be scarified to a depth of 6 inches;' brought to near -optimum moisture content, and rolled with heavy compaction equipment. At.least the upper 6 inches of the exposed soils should be compacted to at least' 90% of the maximum dry density obtainable by the ASTM Designation D1557 method of compaction. Excavations and Temporary Slopes Where excavations are deeper than about 4 feet, the sides. of the excavations should be sloped back at 1'/z:1 (horizontal to vertical) or shored for safety. Unshored excavations should not extend below a plane drawn at 1'h:l (horizontal to vertical) extending downward from adjacent existing footings. We understand that sufficient space will be available for temporary built-up slopes and fill placed behind walls; however, we would be pleased to. present data for design of shoring if required. Excavations should be observed by personnel of .our firm sothat any necessary. modifications based on variations in the soil conditions can be made. All applicable safety requirements and regulations;,including OSHA regulations, should be met. Compaction Any required fill should be placed in loose lifts not more than 8-inches-thick and compacted. The fill should be compacted to at least. 90% of the maximum density obtainable by the ASTM Designation D1557 method of compaction. The moisture content of the on -site soils at the time of - compaction should'dary no more than 2% below or above optimum moisture content. Backfill All required backfill, should be mechanicallycompacted in layers; flooding should not be permitted. Proper compaction of backfill will be necessary to minimize settlement of the backfill and to reduce settlement of overlying slabs and paving. Backfill should be compacted to at least. 33 La Quinta Country Club —Report ofGeotechnical Investigation October 10, 2007 MACTECEngineering and Consulting, Inc., Project 4953-07-0961 90% of the maximum dry density obtainable by the ASTM Designation D1557 method of compaction. The on -site soils can be used in the compacted backfill. The exterior grades should be sloped to `drain away from the foundations to prevent ponding of water. Some settlement of the backfill "should be expected, and any utilities supported therein should be designed to accept differential settlement, particularly at the points of entry to the building. Also, provisions should be made for some settlement of concrete walks supported on backfill. Material for Fill The on -site soils, less any debris or organic matter, may be used in required fills. Cobbles larger than 4 inches in diameter should not be .used in the fill. Any required .import material should consist of relatively non -'expansive soils with an expansion index of less than 35. The imported materials should contain sufficient fines (binder material) so as to be relatively impermeable and result in a stable subgrade when compacted. All proposed import materials should be approved by our personnel prior to being placed at the site., 6.10 ' GEOTECBMCAL OBSERVATION The reworking of the upper soils and the compaction of all required fill should be observed and tested during placement by a representative of our firm. This representative should perform at least the following duties: - • Observe the clearing and grubbing operations. for proper removal of all unsuitable materials. • Observe the exposed subgrade . in areas to receive fill and in areas where excavation has resulted in the desired finished subgrade. The representative should also observe .proofrolling and delineation of areas requiring overexcavation. •. Evaluate the suitability of on -site and'import soils for fill placement; collect and submit soil samples for required or recommended laboratory testing where necessary. • Observe the fill and backfill for uniformity during placement. . • Test, backfill for field density and compaction to determine the percentage of compaction achieved duringbackfill placement. 34 La Quinta Country Club —Report ofGeotechnical Investigation October 10, 2007 MACTEC Engineering and Consulting, Inc., Project 4953-07-0961 • Observe and probe foundation materials to confirm that suitable bearing materials are present at the design foundation depths. The 'governmental agencies having jurisdiction over the -project should be: notified prior to commencement of grading so that the .necessary grading permits can be obtained and arrangements can be made for required irispection(s). The contractor should be. familiar, with the inspection requirements of the reviewing agencies. � JJ La Quinta Country Club —Report of Geolechnical Investigation October 10, 2007 MACTEC Engineering and Consulting, Inc., Project 4953-07-0961 7.0. BASIS FOR RECOMMENDATIONS The recommendations provided in this report are. based upon our understanding of the described project information • and on our interpretation of the data collected during . our subsurface explorations. We have made our recommendations base& upon experience with.similar subsurface ` conditions under similar loading conditions. The recommendations apply to the specific project., discussed in this report; therefore, any change .in the structure configuration, loads, location, or the site grades should be provided to us so that we can review our conclusions and recommendations and make any necessary modifications. The- recommendations provided 'in- this report. are also , based upon the assumption that the, necessary geotechnical . observations and: testing' during construction will be _performed by representatives of our firm. The field observation services are considered a continuation of the geotechnical investigation and essential,to verify. that the actual soil conditions are as expected.. This also provides for the procedure. whereby 'the client can be advised of unexpected or changed conditions that would require modifications of our original recommendations. In addition, the ' presence .of our representative at the site provides the client with an independent professional opinion regarding the.geotechnically related construction procedures. If another firm is retained for the geotechnical observation services, our professional responsibility and liability would be limited to the extent that- we would not be the geotechnical engineer of record. 36 La Quinta Country Club —Report of Geotechnical Investigation October 10, 2007 MACTEC Engineering and Consulting, Inc., Project 4953-07-0961 8.0 BIBLIOGRAPHY Abrahamson and Silva,1997, "Empirical Response Spectra Attentuation Relationships for Shallow Crustal Earthquakes," Seismological Research Letters, Vol. 68, No. '1, p. 94-127. Anderson, J. G., 1984, "Synthesis of Seismicity and Geologic Data in California," U.S. Geological Survey Open File Report 84-424. 'Anderson, J. G., and Luco, J. E., 1983, ."Consequences of Slip Rate' Constraints on Earthquake., Occurrence Relations," Bulletin of the Seismological Society of America, Vol_ 73, No. 2, p.. 471-496. Boore, D. M., Joyner, W_ B., and Fumal, T. E.,..1997; "Equations for Estimating Horizontal Response Spectra and Peak Acceleration from Western North American Earthquakes: A Summary of Recent Work," Seismological Research Letters, Vol. 68, No. 1.. Bryant, W.A., 1986, "Pinto Mountain, Mesquite Lake, Copper Mountain, and related faults, northern San Bernardino County, California,"'Department of Conservation; 'Division of Mines and Geology Fault Evaluation Report 181. California Department of Water Resources, 2007, "Groundwater Level Data" http://well.water.ca.gov. California Department of Water Resources, 1964, "Coachella Valley Investigation;" Bulletin No. 108. California Geological Survey, 2003, "The Revised 2002 California Probabilistic Seismic Hazard Maps, June 2003" Appendix A — 2002 California Fault Parameters. . California Division of Mines and Geology, 1997, "Guidelines for Evaluating and Mitigating.Seismic 'Hazards in California," Special Publication 117. California Division of Mines and Geology, 1996, "Probabilistic Seismic Hazard:Assessment forrthe State of California" Open File Report 96-08. ' California Division of Mines and Geology, 1965, "Geologic Map of California; Santa Ana :Sheet," Scale 1:250,000. Coachella Valley Water District, 2007, Personal Communication. Coachella Valley Water District; 2002, "Coachella Valley Water Management Plan." 'Cramer; C. H. and Petersen, M. D., 1996, "Predominant Seismic Source Distance and Magnitude Maps for Los Angeles, Orange, 'and Ventura Counties, California;" Bulletin of Seismological Society ofAmerica, Vol. 86, No. 5, pp. 1645-1649. . 37 La Quinta Country Club —Report of Geotechnical Investigation October 10, 2007 MACTEC Engineering and Consulting Inc., Project 4953-07-0961 Davis, J.F., Bennett, J.H., Borchardt, G.A., Kahle, J.E., Rice, S.J., Silva, M.A:, 1982, "Earthquake Planning Scenario for a Magnitude 8.3 Earthquake on the San Andreas Fault in Southern California," California Division of Mines and Geology Special Publication 60. Dibblee, T., 1982, "Geologic Map of the Palm Springs (15-Minute) Quadrangle, California," South Coast Geological Society, Map No_ 3. Earth Systems Southwest, 2000, "Geotechnical Evaluation Report of Distress To Clubhouse Facility, La. Quinta Country Club, La Quinta, California," File No. 07457-01,' W-01-728, dated January 24, 2000. Engineering Design Group, 2005, "Preliminary Limited Geotechnical Investigation, Existing La Quinta Country' Club Building, 77-750 Avenue 50, La Quinta, California," Project No. 053682-1, dated September 23, 2005. Fife, D. L., Rodger, D. A., Chase, G. W., Chapman, R. H., and -Sprotte, E. C., 1976, "Geologic Hazards in Southwestern San Bernardino County, California," California Division of Mines and Geology Special Report 113. Freed, A.M., Lin, J., 2002, "Accelerated Stress Buildup on the Southern San Andreas Fault and Surrounding Regions Caused by ' Mojave Desert Earthquakes," Geological Society of America, Vol. 30, No..6. Fumal, T.E., Rymer, M.J., and Seitz, G.G., 2002, "Timing of Large Earthquakes since A.D. 800 on the Mission Creek Strand of the San Andreas Fault Zone at Thousand Palms Oasis near Palm Springs, California," Bulletin of the Seismological Society of America, Vol. 92, No: 7, pp. 2841-2860. Hart, E. W., 1973, revised 1999, "Fault -Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zone Maps,". California Division of Mines and Geology Special Publication 42. . Hart, E.-W.; Bryant, W. A.; Kahle, J. E.; Manson, M. W.; and Bortugno, E. J., 1987, "Summary ReportFault Evaluation Program, 1986-1981,, Mojave Desert Region and Other Areas," California Division of Mines and Geology, Open File Report 88-1 L.A. Jackson, D. D. et al., 1995, "Seismic Hazards in Southern California: Probable Earthquakes, 1994 to 2024," Bulletin of the Seismological Society ojAmerica, Vol. 85, No. 2. Jennings, C: W., 199.4, "Fault Activity Map of California and Adjacent Areas with Locations and Ages of Recent Volcanic Eruptions," California Division of Mines and Geology Map No. 6. Kramer, S. L., 1996, "Geotechnical Earthquake Engineering," Prentice Hall. Mark, R. K., 1977, "Application of Linear Statistical Models of Earthquake Magnitude Versus Fault Length in Estimating Maximum Expectable Earthquakes," Geology, Vol. 5, pp. 464-466. 38 La Quinta Country Club —Report of Geotechnical Investigation October 10, 2007 MACTEC Engineering and Consulting Inc., Project 4953-07-0961 Petersen, M: D., Bryant, W. A., Cramer, C. H., Cao, T., Reichle, M. S., Frankel, A. D., Lienkaemper, J. J., McCrory; P. A., and Schwatz; D. P., 1996, "Probabilistic Seismic Hazard Assessment for the State of California," California Division of Mines and Geology,Open File Report 96- 08. Petersen, .M. D. and Wesnousky, S.G., 1994, "Fault Slip Rate and Earthquake Histories for Active Faults in Southern California," Bulletin of the Seismological Society of America, Vol. 84, pp. 1608-1649. RCIP, . 2003, Riverside County Integrated Project, Safety Element, . www.retlma.org/genemlplan/gp/chapter06.html#toc-6. Risk Engineering, Inc.; 2001, EZ-FRISK version 7.23. Riverside, County of, 2003, "Safety Element of the General Plan." Sadigh, K., Chang, C. Y., Egan, J. A., Makdisi, F., and Youngs, R' R., 1997, "Attenuation Relationships for Shallow Crustal Earthquakes Based on California Strong Motion Data," Seismological Research Letters, Vol. 68, No. 1: Shaw, J. H. and others, 2002, "Puente Hills Blind-Tluust System Los Angeles, California," Bulletin of the Seismological Society of America, Vol. 92, No. 8, pp. 2946-2960. ShifJlett, H., Gray, M.G., Grannell, R., and -Ingram, B.L., 2002, ."New Evidence on the Slip Rate, Renewal Time, and Late Holocene Surface Displacement, Southernmost San Andreas Fault, Mecca Hills, California," Bulletin of the Seismological Society of America, Vol. 92, No. 7., Sieh, K. E., 1984, "Lateral Offsets and Revised Dates of Large Pre -historic Earthquakes at Pallett Creek, California," Journal of Geophysical Research, Vol. 9, pp. 7461-7670. Slemmons, D. B., 1979, , "Evaluation of . Geomorphic Features of Active Faults For Engineering Design and Siting Studies," Association of Engineering Geologists Short Course. Sneed, M., Stork, S. V., and Ikehara, M. E., 2002, `.`Detection and Measurement of Land Subsidence Using Global Positioning_ System and Interferometric Synthetic Aperture Radar, Coachella' Valley, California, 1998 — 2000,",U. S. Geological Survey Water Resources Investigations Report 024239, Southern California Seismographic Network; 2007, "Southern California Earthquake Catalog," httpJ/www.seecdc.scec.org/ftp/catalogs/S� CSN1. Treirru* J.A., 1992, "Eureka Peak and Burnt Mountain Faults, Two "New" Faults in Yucca Valley,. San Bernardino County, California," in Ebersold; D.B., editor, Landers Earthquake of June 28, 1992,`San Bernardino County, California, Field Trip Guidebook. U.S. Geological Survey, 1959, "La Quinta 7.5-Minute Quadrangle Map," photorevised 1980. `39 La Quinta Country Club —Report of Geotechnical Investigation October. 10, 2007 MACTECEngineering and Consulting, Inc-, Project 4953-07-0961 U. S. Geological. Survey, 1982, "The ,Imperial Valley, California Earthquake of October 15, 1'979," Professional Paper 1254. Wallace, R. E.; 1968, "Notes of Stream Channel Offset by San Andreas Fault, Southern Coast. Ranges, California," in Dickinson, U.. R., and Grantz, A., eds., Proceedings of Conference of Geologic Problems on San Andreas Fault System, Stanford University Publications, - Geological Sciences, Vol. IX, p. 6-21. Williams, P., Seitz, G., 2004, "Development of Earthquake Slip and Age. Constraints Southernmost San Andreas. Fault, California," USGS: Earthquake Hazards: External Reports,. Vol. 46, Award No. 04HOGR0012' Wells, D. L., and Coppersmith, K. J., 1994, "New Empirical Relationships Amoung Magnitude, Rupture Length; Rupture Width, Rupture Area, and Surface Displacement, " Bulletin of the Seismological Society ofAmerica, Vol.. 84, No. 4, pp. 974-1002. "Wesnousky, S. G., 1986, "Earthquakes, Quaternary" Faults and Seismic Hazard in California," Journal of Geophysical Research, Vol: 91, No. B12; pp. 12,587-12,6131. Working Group. on California Earthquake Probabilities, 1995, "Seismic Hazards in Southern California: Probable Earthquakes, 19.94 to 2024," Bulletin. of the Seismological Society of America; Vol. 85; No. 2, April 1995. Ziony; J. I., ed., 1985, "Evaluating Earthquake Hazards in the Los Angeles Region —An Earth Science Perspective," U.S. Geological Survey Professional Paper 1360. Ziony, J.- I., and Jones, L. M., 1989, "Map Showing Late Quaternary Faults and 1978-1984 Seismicity of the Los Angeles Region, California," U.S. Geological Survey Miscellaneous Field Studies Map MY-1964. La Quinta Country Club -Report of Geotecknical Investigation October 10, 2007' MACTECEngineering and Consulting, Inc, Project 4953-07-0961 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site .(CAL TECH DATA 1932-2007) DATE TIME LATITUDE LONGITUDE Q DIST' DEPTH MAGNITUDE 10-16-1999 10:02:39 .34.58 N• 116.26 W A 100 ..0 4.5 10-16-1999 10:20:52, 34.36 N 116.15 W A 76 .0 4.8 10-16-1999 10:21:20 34.54 N 116.27 W B 95 .9 4.4 10-16-1999 10:49:50 33.26 N .115.67 W. A 76 2.3 4.0 10-16-1999 11:06:38 34.58 N 116.28 .W A. 99 .0 4.2 10-16-1999 12:55:09 34.51 N 116.26 W A 91 .0 4.5 10-16-1999 12:57:20 34.44 N 116.25. W' A 84 1.9 5.7 10-16-1999 13:51:17 34.45 N 116.23 W A 85 .0 4.3 10-16=1999 17:38:48• 34.43 N 116.25 W A 83. .0 4.9 10-17-1999 '16:32:53 34.36 N 116.14 W D 76 .0 4.2 10-18-1999 06:35:47 34.36 N 116.1.5 W A 76 .1 4.6 10-22-1999 12':40:52 34.34 N 116.21 W A 73 9.5 4.2 02-21-2000 13:49:43 34.05 N 117.26 W A 97 15.0 4.5 12-02-2000 08:28:07 34.27 N 116.77 W A 78 3.3 4.1 02-10-2001 21:05.05. 34.29 N 116.95 W A 89 9:1 5.1 02=11-2001 00:39:15 34.29 N 11-6.94 W A 89 8.1 4.2 10-31-2001 07:56:16 33.51 N 116.51 W A 28 15.2 5.1 ' 11-13-2001 20:43:14 33.32 N 115.70 W A .70 5.5 4.1 01-02-2002 12:11:28 33.38 N 116.43' W A 36 12.6 4".2 04-05-2002 08:02:56 34.52 N 116.29 W C 93 5.6 4.4 09=21-2002 21:26:16 33.22 N. 116.11 W A 54 14.6 4.3 02-22-2003 12:19:10 34.31 N 116.85 W A 85 1.2 5.4 02-22=2003 12:20:15 34.31 N 116.85 W A 85 4.4 4.0 02-22-2003 12:21:33 34.31 N 116.85 W A 86 4.4 4.3 02-22-2003 12:25.:13 34.33 N 116.86 W C 87 9.3 4.0 02-22-2003 14:16:08 34.32 N 116.8.6 W A 87 4.2 4.1 02-22-2003 19:33:45 34.31 N. 116.85 W A 85 .3.0 4.5 02-25-2003 04:03:04 34.32 N 116.84 W A 86 2.7 4.6 02-27-2003 05:00:21 34.30 N 116.84 W A 85 4.6 4.6 03-11-2003 19:28:17 34.36 N 116.13 W A 76 3.9 4_ 6 07-14-2004 00:53:52 33.71 N 116.0.6 W A. 23 12.9 4.0 11-13-2004 17:39:16 .34.35 N 116.84 W A 89 9.6 4.2 01-12-2005 08:10:46 33.95 N 116..40 W. .A 31 .7.6 9.3 05-21-2005 00:39:32 33.22 N 116.20 W A 52 15.1 4.1 06-12-2005 15:41:46 33.53 N 116.57 W A 30 14.2 5.2 NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION A = +- 1 Ian horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 Tan depth C = +- 5 km horizontal distance; no depth restriction. D = >+- 5 km horizontal distance Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information.according to Caltech. T-23 La Quinta Country Club -Report ofGeoteebnical Investigation October 10, 2007 AM CTEC Engineering and Consulting, Inc-, Project 4953-07-0961 0 Table List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Kra Of The Site (CAL TECH DATA 1932-2007). DATE TIME LATITUDE LONGITUDE Q DIST DEPTH. MAGNITUDE 06-16-2005 20:53:26, •34.06 N 117.01 W A. 77 11.6 4.9' 06-27-2005 22:17:33 34.05 N 117.03 W A 78, 12.1 4.0 08-31-2005 22:47:45 33.16 N. 115_64 W C 85 4.0 4.6 .08 31-2005 22:50.:24 33.17 N 115.61 W A 86 2.0 4•.5 , 08-31-2005 23:07:16 33.18 N 115.62 W A 85, 4.6 4.1 08-31-20,05 23:27:32 33.20 N 115.59 W A 86 2.8 4.3 08-31-2005 23:32:11 33.19 N 115.60 W A 85 4.2 4.5 ..08-31-2005 23:33:38 33.20 N 115.61 W A 84 3.7 4.0 09=01-2005 13:50:20 33.18 N 115.63 W A 84 .0 4.4 09-02-2005 01:27:18 33.17 N 115.63 W A 8.5 4.9 4.5 09-02-2005 01:27:19 33.16 N 115.64 W A 85 9.8 5.1 10-18-2005 04:08:41 34.01 N 116.78 W A 57 16.7 4.1 10-18-2005 07:31:03 34.01 N 116.78 W A 56 18.6 4.4 12-03-2005 07:49:34 34.33 N '116.83 W A, 86 5.1 4.1 06-3.0-2006 00:28:06 33:.24 N 116.04 W A 56 3.6 4.3 12-24-2006 03:43:38 33.71 N 116.05 W A 24. 13.2 4.0 02-09-2007 03:33:44 33.21 N 116.15 W A 55 12.0 4.2 NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION A = +- 1 km horizontal distance; +- 2 km'depth B = +- 2 )an horizontal distance; +- 5 km depth C +- 5 km horizontal distance;, no depth restriction D.= >+- 5 km horizontal distance Event qualities are highly suspect prior to 1990. .Many of•these event qualities are based on incomplete information according td'Calteeh. T-24 La Quinta Country Club —Report of Geotechnical Investigation October 10, 2007 MACTEC Engineering and Consulting, Inc., Project 4953-07-0961 Table 3 . List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site (CAL TECH DATA 1932-2007) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE S E A R C H O F E A R T H Q U A K E D A T A F I L E 1 SITE* La Quinta COORDINATES OF -SITE 33.6871 N 116.3069 W DISTANCE PER DEGREE 110.9 KM-N 92.7 KM-W MAGNITUDE LIMITS ...................... 4.0 - 8.5 TEMPORAL LIMITS .................... 1932 - 2007 SEARCH RADIUS'(KM) ........................ 100 NUMBER OF YEARS OF DATA .................. 76.00 NUMBER OF EARTHQUAKES.IN FILE ............. 4269 NUMBER OF EARTHQUAKES IN AREA ............ 752 MACTEC Engineering and Consulting i T-25 e. La Quinta Country.Club—Report ofGeotechnical Investigation October 10, 2007 MACTEC Engineering and Consulting, Inc., Project 4953-07-0961 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within-100 Km Of The Site'' (RICHTER DATA 1906-1931) DATE, TIME LATITUDE LONGITUDE Q DIST ,DEPTH MAGNITUDE 09-20-1907 01:54:00 34.20 N 117.10 W D 93, 0. 6.0 04-21-1918 22:32:25 33.75 N 117.00 W D 6.5 .0 6.8 07-23-1923 07:30:26 34.00 N 117:.25 W D- '94 .0 6.3 S: E AR C H O" F • E A R "T H Q` U A K E D A T A F I L E. 2 SITE: La Quinta COORDINATES OF SITE ......" 33.6871 N 116.3069 W DISTANCE PER DEGREE, ..... 110.9 KM-N 92.7 KM-W MAGNITUDE LIMITS . ..................... 6.0 - 8.5 TEMPORAL LIMITS .................-... 1906 - 1931, SEARCH RADIUS (KM) ....- ... 100. NUMBER OF YEARS OF DATA ................... 26.,00 NUMBER OF EARTHQUAKES IN FILE ............. 35 NUMBER.OF EARTHQUAKES IN AREA ............ 3 MACTEC Engineering'and Consulting ,t T-26 . La Quinta Country Club —Report ofGeotechnical Investigation i October 10, 2007 MACTEC Engineering and Consulting, Inc.. Project 4953-07-0961 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or ` Greater Within 100 Km Of The Site (NOAA/CDMG DATA 1812-1905) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 12-25-1899 04:25:00 33.50 N 116.50 W D' 27 .0 7.0 S E A R C H O F E A R T H Q.0 A K E D.A T A. F I L E 3 SITE: La Quinta COORDINATES)OF SITE 33.6871 N 116.3069-W DISTANCE PER DEGREE ..... 110..9 KM-N 92.7 KM-W. J MAGNITUDE:LIMITS ..................... 7.0 = 8.5 TEMPORAL LIMITS .................... .1812 - 19.05 SEARCH RADIUS (KM) ....................... 100 NUMBER OF YEARS OF DATA .................. 94.00 " NUMBER OF EARTHQUAKES IN FILE ............ 9 NUMBER OF EARTHQUAKES IN AREA ............ 1 MACTEC Engineering and Consulting s • . T-27 i La Quinta Country Club —Report of Geotechnical Investigation MACTEC Engineering and Consulting Inc., Project 4953-07-0961 Table 3 List Of -Historic Earthquakes Of Magnitude 4.0 Or , Greater Within 10.0 Km Of The Site S U•M M A R Y O F E A R T H'Q U A K E S E A R C H NUMBER OF HISTORIC EARTHQUAKES WITHIN 100 KM RADIUS OF SITE MAGNITUDE RANGE NUMBER 4.0 - 4.5 496 4.5 - 5.0 178 5.0 - 5.5 52 5.5 - 6.0 16 6.0 6.5 8 6:5 - 7.0 4 7.0 - 7.5 2 7.5 - 8:0 0 8.0 - 8.5 0 MACTEC Engineering and Consulting October 10, 2007 T-28 La Quinta Country Club Report of Geotechnical Investigation October 10, 2007 AMCTEC Engineering and Consulting, Inc., Project 4953-07-0061 _ Table 3 List Of Historic Earthquakes Of Magnitude 4:0 Or Greater Within 100 Km Of The Site C O M P U T A T I 0"N O F R E C U R R E N C E C U R.V E L O G N' = A - B M, S BIN MAGNITUDE RANGE ',NO/YR (N) 1 4.00 4,.00'- 8'.50 9.76 2 4.50 4.50 - 8.50 3 32 3 5.00 5:00 -.8.50 1.01 4 5.50 5.50 - 8.50 .334 5 6.00 6..00 - 8.50 .127 6 6.50 6.50 - .8.50 .490E-01 7 7;00 7.00 - 8.50 .102E=01 8 7.50 7.50 - 8:50 .000 9 8.00 '8.00.•- 8.50 , .000 'A = 1.127 B _ .5061• (NORMALIZED) . A = 4.857 B = .9652 SIGMA = .679E-'01 .""MACTEC Engineering and Consulting T-29. La Quinta Country Club -Report. ofGeotechnical Investigation October 10, 2007 MACTEC Engineering and Consulting, Inc., Project 4953-07-0961 1 , Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site C O M P U T A T I O N O F, D E S I G N M A G N.I T'U D E, C 0`N S T A N T A R E A" TABLE OF DESIGN MAGNITUDES RISK RETURN. PERIOD (YEARS) DESIGN MAGNITUDE DESIGN LIFE (YEARS) 25 50 75 100 25 50 75- 100 .01 2487 4974 7462 9949 8.22 8.34 8.39 8.42 .05 487 974 1462 1949 7.74 7.9,8 8.09 8..17 .10 237 474 J 711 94.9 7.46 7.73 7.87 7.97 .20 1.12 224 336 448 7.14 7.43 7.60 7.71 .30 70 140 210 280 6.94 7.24 7.41 7.52 .50 36 72 108 144 6.65 6.95 7.13. 7.25 .70 20 41 62 83 6.40 6.71 6.89 7.01 -.90 10 21 32 43 6.11 6.42 6.60 6.73 MMIN = 4.00 MMAX = 8.50 MU = 9.91 BETA- 2.223 MACTEC Engineering and Consulting" T-30 ' La Quinta Country Club -Report ofGeotechnical Investigation October 10, 2007 MACTEC Engineering and Consulting, Inc., Project 4953-07-0961 Table 1 Major Named Faults Considered to be Active in Southern California Fault Maximum Shp Rate Distance From Site Direction ' (in increasing distance) Magnitude (mm/yr.) (miles) From Site . San Andreas (Coachella Segment) 7.2 (a) SS 25.0 . 7.5 NE San Jacinto (Anza Segment) 7.2 (a) SS 12.0 18 SW Eureka Peak 6.4 (a) SS 0.6 19 N Burnt Mountain 6:5 (a) SS 0.6 26 NNW Pinto Mountain 7.2 (a) SS 2.5 31 N , South Emerson -Copper Mountain 7.0 (a) SS 0.6 33' N Johnson Valley (Northern Segment) 6.7 (a) SS 0.6 .34 N Pisgah -Bullion Mtn. -Mesquite Lake 7.3 (a) ' SS 0.6 35 N Calico -Hidalgo 7.3 (a) SS 0.6 36 N .Landers 7.3 (a) SS 0.6 36 N Elsinore (Julian Segment) 7.1 (a) SS 5.0 41 ' SW Helendale . 7.3 (a) SS 0.6 43 NW North Frontal Zone (Eastern Segment) 6.7 (a) RO 0.5 - 50 NNW Lenwood-Lockhart-Old Woman Springs 7.5 (a) SS 0.6 50 NNW Superstition Hills 6.6 (a) SS. 4.0 51 SE ; Superstition Mountain 6.6 (a) SS 5.0 51 .. SE Imperial 7.0 . (a) SS 20.0 69 SE Laguna Salada 7.0 (a) SS 3.5 70 SE t (a) California Geological Survey, 2003 SS Strike Slip NO Normal Oblique RO Reverse Oblique BT Blind Thrust 4 La Quinta Country Club —Report of Geotechnical Investigation October 10, 2007 AMC= Engineering and Consulting, Inc., Project 4933-07-0961 Table 2 Major -Named Faults Considered to be Potentially Active in.Southern California Fault Maximum Slip Rate Distance From Site 'Direction (in increasing distance) Magnitude (mm/yr.) (miles) From Site Garnet Hill 7.0 (b) SS 0.1 14 NE B1ue.Cut 6.9 (c) SS 1.8 16 N (a) California Geologic Survey, 2003 (b) Sieh et al., 1996 (c) Anderson, 1984 SS Strike Slip NO Normal Oblique RO Reverse Oblique BT Blind Thrust T-2 La Quinta Country Club -Report ofGeotechnical Investigation October 10, 2007 AMCTEC Engineering and Consulting, Inc, Project 4953-07-0961 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site - (CAL TECH DATA 193.2-2007) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 02-,11-1932 23:11:20 34.42 N 116.85 W B 95 .0 4.0 06-23-1932 02:25:52 33.17 N 116.50 W B 60 .0 4.0 06-23-1932 02:30:37 33.17 N 116.50 W B 60 .0 4.0 11-01-1932 04:45:00 34`.00 N 117.25 W E 94 .0 4.0 01-25-1933 14:44:00 33.92 N 116.75 W E 48 .0 4.0 05-19-1933 16:26:38 33.50 N 115.50 W D 78 .0 4.3 08-05-1933 23:31:0,0 33.33 N 116.30 W C 39 .0. 4.4 08-06-1933 03:32:00 33.33 N 116.30 .W C 39 .0 4.7 01-26-1934 18:44:00 34'.08 N 116.47 W C 46 .0 4.0 02-20-1934 10:35:00 33.47 N. 116.63 W B 39 .0 4.0 03-'02-1934 21:30:00 33.08 N 115.98 W B 73 .0 4.5 06-07-1935 16:33:00 33.27 N 117.02 W B 81 .0 4.0 10-14-1935 15:50:00 33.17 N 116.42 W B 59 .0 4.0 10-24-1935 14:48:07 34.10 N 116.80 W A 65. .0 5.1' 10-24-1935 14:51:00 34.10 N 116.88 W C 70 .0 4.5 10-24-1935 14:52:00 34.10.N 116.88 W C 70 .0 4.5 10-24-1935 15:27:00 34.10 N 116.88 W C 70 .0 4.0 11-04-1935 03:55:00 33.50 N 116.92 W B 60 .0 4.5 12-02-1935 03:19:00 33.15 N 116.58 W C 65 .0 4.0 12-20-1935 07:45:00 33.17 N 115.50 W C 94 .0 5.2 .01-02-1936 03:54:00 33.33 N 115.50 W C 84 .0 4.0 05-07-1936 11:47:00 33.13 N 116.08 W C 65 .0 4.5 07-29-1936 14:22:52 33.45 N 116.90 W C 61 10.0 4.0 03-04-1937 16:04:00 33.78 N 116.28 W B 11 .0 4.0 03-25-1937 16:49:,01. 33.41 N 116.26 W C 31 10.0 6.0 03-25-1937 20:04:08 33.43 N 116.42 W B 31 10.0 4.0 03-25-1937 23:20:26 33.37 N 116.44 W C 38 10.0 4..0 03-26-1937 21:24:00 33.47 N 116.58 W C 35 .0 4.0 03-27-1937 05:28:00 33.47 N 116.58 W C 35 .0 4.0 03-27-1937 '07:42:00 33.47 N 116.58 W C 35 0 4.5 03-29-1937 17:03:16. 33.42 N 116.49 W C 34 10.0 4.0 11-16-1937 10:57:00 33.17 N 116.17 W C 59 .0 4.0 12-15-1937 09:58:00 33.08 N. 115.98 W C 73 .0 4.0 01-04-1938 00:29:00 •33.47 N 116.58 W C 35 .0 4.5 02-08-1938 07:39:00 34.05 N 116.43 W B 42 .0 4.0 NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION A +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal.distance; no depth restriction D = >+-•5 km horizontal distance Event qualities are highly suspect prior to 1990. Many of these event qualities are based;on incomplete information according to Caltech. T-3 La Quinta Country Club -Report of Geotechnical Investigation October 10, 2007 MACTEC Engineering and Consulting, Inc., Project 4953-07-0961 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site (CAL TECH DATA 1932-2007) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 02-15-1938 07:45:39 34.17 N 116.26 .W C 54 10.0 4.5 06-10-1938 14:40:00 34.13 N 116.95 W B 77 .0 4.0 06-16-1938 05:59:16 33.46 N 116.90 w B 60 10.0 4.0 06-29-1938 10:40:00 33.38 N 115.60 W C 74 .0 4.0 07-10-1938 18:06:00 33.17 N 116.42 W B 59 .0 4.0 08-06-1938 02:28:00 33.93 N 116.75 W B 49 .0 4.0 12-10-1938 03:12:00 33.08 N 115.98 W C 73 0 4.0 04-03-1939 02:50:44 34.04 N 117.23• W. A 94 10.0 4.0 05-12-1939 19:25:02 33.47 N 116.43 W A 27 .0 4.5' 11-07-1939 18:52:08 34.00 N 117.28 W A 97 .0 4.7 12-05-1939 17:33:52 . 33.17 N 116.42 W B 59 .0 4.0 12-31-1939 15:12:43 33.38 N 115.60 W B 74 .0 4.0 01-04-1940 08:07:11 33.30 N 116.30' W C 43 .0 4.0 02-19-1940 12:06:55 34.02 N 117.05 W A '78 .0 4.6 02-28-194.0 17:28:07 33.13 N 116.08 W B 65 .0 4.5 05-18-1940 05:03:58 34.08 N 116:30 W A 44 .0 5.3 05-18-1940 05:51:20 '34.07 N 116.33 w' A 42 .0, 5.2 05-18-1940 06:04:30 34.07 N 116.32 W A 42 .0 4-6 05-18-1940 07:21:32 34.07 N 116.33 W A 42 .0 5.0 05-18-1940 13:47.19 34.05 N 116.28 W C 40 .0 4.5 05-19-1940 02:26:02 34.05 N. 116.28 W C 40 .0 4.5 05-19-1940 02:27:30 34.05 N 116*28 W C 40 _0 4.5 .05-19-1940 03:51:45 34.05 N 116.28 W C 40 .0 4.0 05-19-1940 19:39:41 34.05 N 116.28 W C 40 .0 4.0 05-22-1940 '06:31:37 34.05 N 116.28 W C 40 .0 4.0 05-22-1940. 14:10:05 34.05 N 116.28 W C 40 .0 4.0 05-27-1940 03:27:27 34.05 'N 116.28 W C 40 .0 4.0 06-01-1940 05:27:01 34.08 N '116.33 yW . A 44 .0 4.7 06-01-1940 05:56:.46 34.05 N 116.28 W C 40 .0 4.0 06-01-1940 06:54:.28 34.10 N 116.33 W A 46 .0 4.3 06702-1940 06:13:10 34.08 N 116.33 w A 44 0 4.5 06-04-1940 10:35:08 33.00 N 116.43 W A 77 .0 4.9 06-04-1940 10:36:56 33.12 N 116.42 W C 64 .0 4.0 06-06-1940 22:21:15 34.00 N 116.32 W A 35 .0 4.3 06-06-1940 23:21:04 33.27 N 116.40 W B 47 .0 4.0 NOTE: Q IS A FACTOR.RELATING THE QUALITY OF EPICENTRAL DETERMINATION A = +- 1 )an horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction' D = >+- 5 km horizontal distance Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech. T-4 La Quinta Country Club -Report of Geotechnical Investigation AMCTEC Engineering and Consulting, Inc., Project 4953-07-0961 ; Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site (CAL TECH DATA 1932-2007) October 10, 2007 DATE TIME LATITUDE. LONGITUDE Q DIST :DEPTH MAGNITUDE 06-06-1940 .23:48:49 34.05 N 116.28 W C 40 .0 4.0 06706-1940 23:56:37 34:02 N 116.37 W A 37 .0 4.4 06=08-1.940 17:10:32 34.05 N 116.28 W C 40 .0 4.0 06-11-1940 19:51:18 34.03 N 116.32 W A 38 .0 4.4 06-14-1940 21:58:50 34.05 N '116.28 W C 40 .0 4.0 06-24-1940 16:39:36 34.05 N 116.28 W C 40 .0 4.0 07-13-1940 16:39:23 33.08 N 115.98 W C 73 .0 4.0 07-14-1940 00:01:44 33.08 N 115.98 W C 73 _0 4.0 07-21-1940 08:36:03 33.17 N 115.98 W A 65 .6 4.4 08-01-194.0 19:31:40 34.05 N 116.28 W C 40 .0 4.0 08-04-1940 18:15:20 34.05 N 116.28 W B 40 .0 4.0 10-06-1940 -18:19:53 33..13 N 116.08 W B 65 .0 4.0 10-16=1940 17:52:13 33.13 N 116.08 W C 65 .0 4.0 10-21-1940 06:49:33 33.12 N 116.42 W B 64 .0 4'.5 02-23-1941 18:36:14 33.50 N 116.48 W C 26 .0 4.5 01-25-1942 21:51:33 34.40 N 116.92 W B 97 0 4..0 02-01-1942 15:15:55 34.40 N 116.92 W B 97 .0 4:0 02-01-1942 15:18:28 34.40 N 116.92 W B 97 .0 4.5 02-01-1942 16:03:34 34.40 N 116.92 W B 97 .0 4.5 02-27-1942 01:08:53 34.33 N 117.00 W B 96 .0 4.0 03-01-1942 10:46:31 34.08 N 116.47 W C 46 .0 4.0 03-03-1942 01:03:24 34.00 N 115.75 W C 62 .0 5.0 . 03-04-1942 11:02:12 34.00 N,.115.75 W C 62 0 4.0 04-05-1942 09:20:39 33.20 N 116.23 W B 54 .0 4.0 04-26-1942 15:10:23 33.95 N 116.73 W C 49 .0 4.0 05-22-1942 15:18:29 34.45 N 116.78' •W C 95 .0 4.0 05-23-1942 15:47:29 32.98 N 115.98 W C 84.. .0 5.1 06-09-1942 05:06:33 33.33 N 116.23 W C 40. .0 4.0 06-14-1942 21:3,6:23 33.23 N 115.83 W C 67 .0 4.0 06-14-1942 22:25:49 33.23 N 115.83 -W C 67 .0 4.0 06-24-1942 23:52:40 33.23 N 115.83 W C 67 .0 4.0 08-07-1942 01:15:33 34.30 N 116.42 W C. 69 .0 4.5 08-07-1942 01:23:58 34.30 N 116.42 W C 69 .0 4.0 08-07-19.42 01:53:14 34.30 N 116.42 W C 69 .0 4.0 08-22-1942 12:59:13 34.12 N 116.75 W C 63 .0 4.0 NOTE: Q IS A FACTOR'RELATING THE QUALITY OF EPICENTRAL DETERMINATION A = +- 1 km horizontal distance; +- 2 )an depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal -distance Event qualities are highly suspect prior to 1990_ Many of these event qualities are based on incomplete information according to Caltech. i T-5 La Quinta Country Club -Report of Geotechnical Investigation October 10, 2007 MACTECEngineeringand Consulting, Inc., Project 4953-07-0961 Table -3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site (CAI. TECH DATA 1932-2607) DATE TIME LATITUDE LONGITUDE Q 'DIST DEPTH MAGNITUDE 09-20-1942 16:14:14 34.35 N 116.28 W. C 74 .0 4.0 0.9-21-1942 07:07:54 33.53 N 116.63 W C 35 .0 4.0 .10-21-1942 16:22:13 32.97 N. 116.00 W B 85 .0 6.6 10=21-1942 16:25:1.9 32.97 N 116.00. W C 85 .0 5.0 10=21-1942 16:26:54 32.97 N 116.00 W C 85 .0 5.0 10-21-1942 16:34:39 32.97 N 116.00 W C 85 .0 4.5 10-21-1942 16:38:06 32.97 N 116.00 W C 85 _0 4.5 10-21-1942 19:10:28 32.97 N 116.00 W C. 85 .0 4.5 10-21-1942 21:49:28 -32.97 N 116.00 W C 85 .0 4.5 10-21-1942 22:50:31 32.97 N 116.00 W C 85 .0 4.0 10-22-1942 01:50:38 33.23 N 115.72 W C 74 A 5.5 10-22-1942 11:39:51 32.97 N 116.00 W 'C 85 .0 4..0 10-22-1942 12:55:53 32.97 N 116.00 W C 85 .0 4.0. 10-22-1942 18:13:26 32.97 N .116.00 W C 85 .0 5.0 10-25-1942 18:59:39 32.95 N 116.15 W C '83 .0 4.0 10-26-1942 03:02:15 33.23 N 115.72 W C 74 .0 4.5 1.0-26-1942 03:43:16 33.23 N 115.72 W C 74 .0 4.0 10-26-1942 04:34:04 32.97 N 116:00 W C 85 .0 4'.0 10-26-1942 06:15:04 33.23 N 115.72 W C 74 .0. 4.5 10-29-1942 15:56:00 32.97 N 116.00 W C 85 .0 4.5 10-29-1942 '16:21:57 32.97 N 116.00 W C. 85 .0 4.5 10-129-1942 17:.35:52 32.97 N '116.00 W C 85 .0 4.0 10-30-1942. 05:35:45 32.97 N 116.00 W C 85 0 4.5 10-31-1942 15:07:58 32.97 N 116.38 W C 80 .0 4.0 11-02-1942 12:59:42 32.91 N 116.00 W C 85 0 4.5 11-03-1942 05:06:29 32.97 N 116.00 W C 85 .0 4.5 11-0371942 10:18:34 32.97 N 116.00 "W C 85 .0 4.0 11-07-1942 04:39:06 -32.97 N 116.00 W C 85. .0 4.0 11-12-1942 00:07:37 32.97 N 116.00 W C 85 .0 4.0 11-12-1942. 17:56:12 33.20 N 115.60 W D 85 .0 4.0 11-22-1942 06:39:51 32.97 'N 116.00 W C 85 .0 4.0 01-02-1943 14:11:18 33.42 N 116.42 W C 32 .0 4.5 01-08-19.43 00:24:03- 32.97 N 116.00 W C 85 .0 4.0( 02-24-1943 01:58:31 32.97 N 116.00 W C 85 .0 4.0 03-07-1943 20:56:31 32.97 N 116.00 W C 85 .0 4.0 NOTE: Q IS A FACTOR RELATING THE QUALITY'OF EPICENTRAL DETERMINATION A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance Event qualities are highly suspect prior to 1990- Many of these event qualities are based on incomplete information according to Caltech. 0 T-6 La Quinta Country Club -Report ofGeotechnical Investigation October 10, 2007 . . MACTEC Engineering and Consulting, Inc., Project 4953-07-0961 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site - (CAL TECH DATA 1932-2007)' DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE' 03-26-1943 06:29:57 32.97 N 116.00 W C 85 .0 4.0 04-07-1943 03:46:14 32.97 N 116.00 W C 85 .0 4.0, 04-27-1943 03:28:33 32.97 N 116.00 W C. 85 .0 4.0 04-30-1943' 15:52:56 32.97 N 116:00 W C 85 .0 4.0 06-12-1943 19:21:41. 33.33 N 116.10 W C 44 .0 4.0 06-18-1943 16:15:46' 33.12 N 11,6.12 W C 66 .0 4.5 08-17-1943 15:50:58 32.97 N 116.00 W C 85 .0 4.0 08-29-1943 03:45:13 34.27 N 116.97 W C 89 .0 5.3 08-29-1943 03:57:54 34.27 N 116.97 W C 89 _0 4.0 08-29-1943 '05:16:30 34.27 N 116.97. W C 89 .0 4.0 10-14=1943 14:28:44 *34.33 N 116.88 .W C 89 .0 4.5 10-15-1943 16:50:01 34.35 N 116.87' W C 90 .0 4.5 10-31-1943 13:12:10 33.78 N 116.20 W C 15 `.0 4.5 11-02-1943 16:47:59 32.97 N 116.00 W C 85 .0 4.5 11-02-1943 16:57:16 32.97 N 116.00 •W C 85 .0 4.0 11-02-1943 17:50:41 32.97 N 116.00 W C 85 .0 4.5 11-02-1943 .17:53:05 32.97•N 116.0.0 W C 85 .0 4-0 11-02-1.943 18:01:34 32.97 N 116.00 W C 85 .0 4.0 11-16-1943 18:09:09 32.97 N 116.00 W C 85 0 4.0 11=17-1943 11:28:41 -33.92 N 116.70 W C 44 .0 4.5 12-22-1943 15:50:28 34.33 N 115.80 W B 86 .0 5.3 05=05-1944 13:4.7:15 34.00 N 116.38 W C 35 .0 4.0 06=10-1944 11:11:50 34.01 N 116.77 W A 56 10.0 4.5 06-10-1944 11:15:31 33.97 N 116.77 W B 53 10.0 4.0 06-12-1944 10:45:34 33.98 N 116.12 W A 50 10.0 5.0 06-12-1944 11:16:35 33.99 N 116.71 W A 51 10.0 5.2 06-12-1944 22:21:19 33.98 N 116.70 W A 49 1Q.0 4.2 08-20-1944 11:33:10 32.97 N 116.00 W C 85 .0 4.0 08-25-1944 07:30:25 34.00 N 116.70 W C 50 .0 4.2 09-04-1944 12:55:28 33.32 N 116.07 W C 47 .0 4.1 10-26-1944 22':.54:10 33.28 N 116.18 W C 46 .0 4.2 ` 10-28-1944 18:30:16 33.93.N 116.75 W B 49 .0 4.4 03-26-1945 21:55:07 34.25 N 116.17 W C 64 .0 4.9 03-29-1945 04:04:17 34.28 N 116.18 W B 67 .0 4.2 08-15-1945 17:56:24 33.22 N 116.13 W B 55 .0 .5.7 NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION A = +- l km horizontal distance; +- 2 km depth B = +- 2 km hori.zontal.distance; +- 5 kni depth C = +-,5 km horizontal distance; no depth restriction D = >+- 5 )an horizontal distance Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech.. T-7 l La Quints Country Club -Report of Geotechnical Investigation October 10, 2007 MACTEC Engineering and Consulting Inc., Project 4953-07-0961 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site " (CAL TECH DATA 1932-2007)" DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 08-27-1945 11-25-20 33.03 N 115.48, W C 82 _0 4.0 .. 09-07-1945 15:34:24 33.97 N 116.80 W B 55 .0 4.3 01-08-1946 18:54:18 33.00 N 115.83 W C 88 ..0 5�.4 04-28-1946 17:31:23 33.87 N 115.70 W C"60 .0 •4.4 06-04-1946 12:05:24 33.92 N 115.70 W C 62 .0 4.7 07-18-1946 1"4:27.:58 34.53 N 115.98 W B 99 .0 •5".5 08-15-1946 '19:01:08 33.92 N 116.25 W C 26 .0 4.0 08-30-1946 11:16:45 33.23 N 115.70 W C 75 .0 4_.6 09-28-1946 07:19:09 33.95 N 116.85 W' B 58 _0 4.8 . 05-11-1.947 05:06:20 34.23. N 116..33 V B 61 _0 4.6 07-24-1947 22:10:46 34.0'2 N 116.50" W A 41 .0. 5.3 07-24-1947 22c53:41 34.02 N 116.50 W C 41 .0: 4.3 07-24-1947 22:54:26 34..02 N 116.50 W C. 41 ,0, 4.7 07-25-194"7 00:46:31 34.02 N 116.50 W ".0 41 0 4.8 07-25-1947 01:56-:47 34.02'N 116.50 W C 41 .0 4.6 07-25-19.47 65:17:52 34.02 N 116.50 •W C Al .0 4.3 07-25-1947 06:19:49 3.4.02•N 116.50 W• C 41 A 5.2 07-25-1947. 07:57:30 34.02 N 116.50 W C 41 .0 4.2 07-25-1947 16:14:53 34.02 .N 116.50 W C 41 .0 4.5 07-26-1947 01:.24:15 34.02 N •116.50 W C 41 ..0 4.2 07-26-1947 02:49:41 34.02 N 116.50 W C 41 .0, 4.9 07-26-1947 23:04:25 34_"02 N 116.50 W C" 41 .0 4.5 07-26-1947 23:13:51 34.02 N 116.50 W C 41 .0 4.1 07-29-1947 16:36:15 34.02 N 116.50 W C 41 .0 4.2 07-30-1947 05.:22:17 34.02 N 116.50 W C 41 .0 4.2' 08-01-1947, 17:01:37 34.02 N 116.50 W C 41 .0 4.1 08-08-1947 06:47:45 34.02 N 116.50 W C 41- .0 4.0 11=10-1947 02:22:55 34.40 N 116.42 W B" 80 .0 4.5 12-04-1948 23:43:17 33.93 N 116.38 W A 28 .0 6.0 12-05-1948 00.:07:21 33.93 N 116.37 W A 28 .0 4.9 12-05-1948 00:40:32 33.93 N 116.35 W A 28 .0 4.4 12-05-1948 00:42:35 33.97 N 116.43 W A 33 .0 4.6 •12-05-1948 00:50:57 34.00 N 116.47 W A 38 .0, 4.4 12-06=1948 02:46:08 34.00 N 116:47 W A 38 A 4.3 12-10-1948 20:42:57 33.93 N. 116.40 W A 29 .0 4.4 NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION A +-,l km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 )an -depth C = +- 5 km horizontal distance; no depth restriction D >+- 5 km horizontal distance - Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech,. T-8 La Quinta Country Club -Report of Geotechnical Investigation October 10, 2007 MACTEC Engineering and Consulting Inc., Project 4953-07-0961 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Kin Of The Site (CAL TECH DATA 1932-2007) DATE TIME LATITUDE LONGITUDE Q 'DIST DEPTH MAGNITUDE 12-11-1948 16:12:20 33.97 N 116.45 W A 34 .0 4.5 12-27-1948 11:19:04 34.00 N 116.05 W C 42 .0 4.0 12-28-1948 12:53:41 33.48 N 116.70 W B 43 ..0 4.0 03-16-1949 18:00:27 33.28 N 116.03 W B 51 .0 4.0 04-13-1949 07:53:36 33.28 N 116.35" W C 45 1.0 4.1 05-02-1949 11:24:58 34.02 N 115.77 W C 62 .0 4.6 05-02-1949 ll:.25:47 34.02 N 115.68 W C 68 .0 5.8 05-02-1949 14:35:21 34.02 N 115.68 W C 68 .0 4.2. 05-02-1949 18:41:03 34.02 N` 115.68 W C 68 .0 4.2 05-06-1949 03:26:06 34.02 N 115.68 W C 68 .0 4.1 . 05-10-1949 04:06:33 34.02 N 115.68 W C 68 .0 4.7 05-22-1949. 23:21:27 34.02 N 115.68 W C 68 .0 4.0 05-25-1949 17:31:46 34.02 N 115.68 W C 68 .0 4.5-' 09-23-1949 21:44:40 33.96 N 116.65 -W A 44 12.2 4.0 10-13-1949 04:20:40 33.85 N 115.85 "W B 46 .0 4.0 10-14-1949 00:29:25 33.18 N 116.38 W C 56 .0 4.1• 01-13,1950 05:07:19 33.96 N 116.43 W A 33 5.9 4.1 07-27-1950 09:54:00 33.12 N 115.57 W C 93 A 4.1 07-27-1950 11:29:26 33.12 N 115.57 W C 93 .0 4.8 07-27-1950 12:02:00 33.12 N 115.57 W C 93 .0 4.2 07-27-1950 22:51:00 33.12 N 115.57 W C 93 .0 4.5 07-28-1950 03:25:00 33..12 N 115.57 W C 93 .0 4.7 07-28-1950 16:24:00 33.12 N 11-5.57 W C •93 .0 4.0 07-28-1950 17:27:00 33.12 N 115.57 W C 93 .0 4.7 07-28-1950 17:30:00 33.12 N 115.57 W C 93 .0 4.1 07-28-1950 17:50:48 33.12 N 115.57 W C 93 .0 5.4 07-28-1950 17:58:12- 33.12 N 115.57 W C 93 .0 4.8 07-28-1950 18:17:00 33.12 N 115.57 W C. 93 .0 4.2 07-28-1950 18:40:00 33.12 N 115.57 W C 93 .0 4.0" •07-28-1950 19:49:00 33.12 N 115.57 W C 93 .0 442 07-28-1950 21:13:00 33.12 N 115.57 W C 93 .0 4.1 07-29-1950 00:17:00 33.12 N 115.57 W C 93 .0 4.5 •.. .07-29-1950' 14:36:32 33.12 N 115.57 W C 93 .0 5.5 07-29-1950 15:09:00 33.12 N 115.57 W C 93 .0 4.5 07-29-1950 17:14:00 33.12 N 115.57 W C 93 :0 4.3 NOTE:Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION A = +- 1 km horizontal distance; +- 2 km depth\ B = +- 2 km horizontal distance; +- 5 km depth . C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance Event qualities are highly suspect prior'to 1990. Many of these event qualities are based on incomplete information according to Caltech. T-9 La Quinta Country Club -Report of Geotechnical Investigation October 10,.2007 MACTEC Engineering and Consulting, Inc, Project 4953-07-0961 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site (CAL TECH DATA 1932-2007) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 07-29-1950 18:43:00 33.12 N 115.57 W C 93 .0 4.7 08-.01-1950 08:37:20 33.12 N 115.57 W C 93 .0 4.7 08-12-1950 02:17:17 34.32 N 116:80 W B 83, .0 4.3 08-14-1950 19:16:00 33..12 N 115.57 W C 93 .0 4.7 •08-28-1950 19:45:26 34.31 N 116.84` W A 84 11.7 4.2 09-05-1950 19:19:56 33.65 N •116.75 W B 41 .0 4.7 12-22-1950 02:05:36 33.42 N 116.57 W B 38 .0 4.0 12-2871950 05:22:11 33.20 N 116.12 W C 57 _0 4.2 01-24-1951 07:17:02 32.98 N 115.73 W B 94 .0 5.8 01-24-1951 07:33':07 32.98 N 115.73 W C 94 .0 4.0 02-15-1951 10:47:59 33.48 N 116.50 W B 29 .0 4.8 02-15-1951 10:49:•57 33.48 N 116-50 W B 29 .0 4.6 03-29-1951 23:39:29 33.28 N 116.03 W. B 51 :0 4.4 08-10-1951 11:30:08 33.27 N 1.15.67 W C 75 .0 4.4 08=15-1951 12:27:09 33.20 N 116.00 W B 61 _0 4.0 10-16-1951 12:41:05 34.17 N 116.98 W B 82 .0 4.0 11-14-1951 23:55:03 32.95 N 116.25 W C 82 .0 4.1 01-08-1952 06:34:27 33.96 N, 116.35 W B 30 11.4 4.4 02-08-1952' 17:40:28 33.10 N 116.63 W C. 72 .0 4.0 02-17-1952 12:36:58 34.00 N 117.27 W A 96 16.0 4.5 03-28-1952 01-16:22 33.28 N 115.92 W. B 58 _0 4.2 02-04-1953 04:36:16 33.40 N 116.57 W C 40 .0. 4.3 . 06-14-1953, 04:17:29 32.95 N 115.-72 W B 98 .0 5.5 06-14-1953 04:29:58 32.95 N 115.72 W C 98 .0 4.8 09-11-1953 20:50:46 34.05 N 115.63 W B 74 .0 4.2 11-22-1953 08:11:38 32.82 N 116.20 .W C 97 .0 4.1 11-23-1953. 13:39:07 33.10 N 116.45 W B 66 .0 4.3 01-04-1954 23:31:52 33.27 N 116.10 W B 50 .0 4.2 02-12-1954 09:44:28 33.33 N 116.43 W B 41 .0 4.5 03=19-1954 09:54:26 33.28 N 116.18 W C 46 .0 6.4 03-19-1954 09:55:56 33.28 N 116.18 ,W C 46 .0 5.0. 03-19-1954 09:57:07 33.28 N 116.18. W C 46 .0 4.6 03-19-1954 09:57:48 33- 28 N 116.18 W C 46 .0 44.0. 03-19-1954 10:01:39 33.28 N 116.18 W C 4'6 .0 4.2 03-19-1954 10:15:22 33.28 N 116.18 W C 46 .0 4.5 i NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION A = +- 1 )an horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; += 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance Event qualities are highly _suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech. La Quinta Country Club -Report ofGeotechnical Investigation October 10, 2007 MACTEC Engineering and Consulting, Inc, Project 4953-07-0961 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site (CAL TECH DATA 1932-2007) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 03-19-1954 10:19:57 33.28'N 116.18 W C 46 .0 4.5 03-19-1954 10:21:17 33.28 N 116.18• W C 46 .0 5.5 03-19-1954 10:26:10 33.28 N 116.18 W C 46 .0 4.0 03-19-1954 13:08:04 33.28 N 116.18 W C 46 .0 4.3 03-19-1954 14:00:57 33.28 N 116.18 W C 46 .0 4.1 03-19-1954 14:37:50 33.28 N 116.18 W C 46 .0 4.0 03-20-1954 04:19:19 33.28 N 116.18 W C 46. .0 4.9 . 03-20-1954 06:03:53 33.28 N 116.18 W C 46 .0 4.3 03-23-1954 04:14:50 33.28 N 116.18 W C 46 .0 5.1.. 04-04-1954 04:29:20 33.28 N 116.18 W B 46 .0 4.1 04-30-1954 00:36:23 34.03 N 116.79 W A 58 11.1 4.2 10-30-1954 02:02:43 34.03 N 115.55 W C 80 .0 4.6 01-28-1955 12:10:20 33.82 N 115.47 W C 79 .0 4.3 04-25-1955 02:55:15 .33..'45 N 116.68 W B 44 .0 4.0 05-10-1955 04:38:40 33.17 N. 115.77 W D 76 .0 4.3 07-02-1955' 16:29:38 34.41 N 116.67 W A. 86 10.0 4.2 08-26-1955 05:23:22 33.05 N 116..02 W C 76 .0 4.3. 03-16-1956 20:29:33 34.31 N '116'.76 W A 80 1.3 4.8 03-16-1956 20:33:44 34.26 N 116.77 W A 76 .8 4.0 03-16=1956 20:36:13 34.26 N 116.76 W A 76 3.3 4.0 03-16-1956 23:34:56 34.34 N 116.74 W A 83 1.7 4.4 03-18-1956 02:42:17 34.30 N 116*.78 W A 81 6.3 4.0 05-11-1956. 16:30:50 34.23 N 116.80 W B 75 13.3 4.7 09-01-1956 05:57:52 33.74 N 116.00 W A 29 15.1 4.0 09-02-1956 02:46:37 33.77 N 116.05 W A 26 14.11 4.2 09-23-1956 11:24:41 33.53 N 116.56 W A 29 12.2 4.3 01-24-1957 20:54:49 33.11 N 116.52 W A 67 3:9 4.6 02-01-1957 07:52:15 33.98 N 116.34 W B 33 11.0 4.6 02-26-1957 21:16:52 .33.04 N. 116.36 W A 72 -.1 4.1 04-02-1957 04.22:47 33.74 N 115.95 W A 34 4.5 4.1 04-25-1957 21:57:38 33.22 N 115.81 .W B 70 -.3. 5.2 04-25-1957 22:05:00 33.10 N 115.90 W C 75 .0 4.-2 04-25-1957 22:21:48 33.18 N 115..85 W C 70 0 4.2 04-25-1957 22:24:12 33.18 N 115.85 W C 70 .0 5.1 04-25-1957 22:48:00 33.10 N 115.90 W C. 75 .0 4.1 NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION A =-+- 1 km horizontal distance;.+- 2 Ian depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance Event qualities are highly suspect prior to 1990. Many of these event qualities are.based on incomplete information according to Caltech. T-11 La Quinta Country Club: -Report of Geotechnical Investigation October 10, 2007 MACTEC Engineering and Consulting, Inc., Project 4953-07-0961 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site '(CAL TECH DATA 1932-2007) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 04-25-1957 22:49:01 33.10 N 115.90 W C 75 .0 4.2 05-26-1957 15:59:33 33.23 N' 116.00 W A 58 15.1 5.0 07-02-1957 06:56:38 33.00 N 116.44 W C 77 12.8 4.1 12-04-1957 02:51:44 34.07 N 116.43 W B 44 3.7 4.3 12-12-1957 08:00:07 34.18 N 116.19 W A 56 16.0 4.4 11-08-1958 13:20:44 32.99'N 116.27 W A 77 '2.4 4.1 04-17-1959 16:19:00 33.88 N 116.44 W A 25 22.2 4.2 06-12-1959 11:03:12 33.49 N 116.78 W A 49 5.3 4.0 06-27-1959 16:22:11 33.97 N 116.88 W A 62. 13.8 4.0 .08-04-1959 18:25:22 33.95 N 115.67 W C 66 .0 4.1 08-18-1959 21:52:21 33.10 N 116.44 W B 67 17.3 4.3 08-26-1959 05:32:50, 34.07 N 116.57 W .'A 49 16_7 4.3 08-01-1960 19:39:30 33.17 N 116.47 W C 60 .0 4.2 12-30-1960 21:40:25. 33.27 N 115.93 W B 58 .0 4.0 •04-28-1961 06:30:21 33.24 N 116.04 W. A 56 -1.2 4.2 05-28-1961 12:59:46 33.81 N 116.03 W B 29 18.5 4.4 08-22-1961 23:19':33 33.04 N 116.26 W B 72 12.1 4.4 08-23-1961 01:00:47' 33.05 N 1.16.24 W C 71 11:9 4.7 09-16-1961 19:.49c39 32.89 N 116.12 W C _90 18.5 4.4 09-2.0-1961' 05:04:10 33.03 N 116.23 W C 73 .0 4.0 04=27-1962 09:12:32 33.74 N 117.19 W B. 82 5.7 4.1 10-05-1962 15:29:02 33.33'N 116.24 W B 40. 13.-9 4.1 10-29-1962 02:42:53 34.33 N 116.86 W B 88 8:6, 5.0 11-30-1962 23:51:05 34.34 N 116.91 W B 91 7.0' 4.3 12-01-1962 00:35:48 34.32 N 116.88 W B 89 9.6 4-3 12-02-1962 00:41:38 34.33.N 116.88 W B 88 6.7' 4.4 01-13-1963 02:39:38 33-02 N 116.22 W B 74 1-3.0 4.2 05-23-1963 15:53:01 33.03 N 115.68 W B. 93 .4 4.8 07-30-1963 06:34:57 �34.15 N 116.21 W B 53 12.9 4.7 08-22-1963 04:33:55 34.16 N 116.19 W B 53 5.8 4.4 09-23-1963 14:41:52 33.71'N 116.93 W B 57 16.5 5.1 10-27-1963 14:50:23 33.28 N 115.74 W C 69 -2.0 4.0 10-27`-1963 14.52:45 33.20 N 115.63 W C 83 -2..0 4.1 10-27-1963 14:56:54 33.36 N 115.39 W C 93 .7.6 4.1 10-27-1963 14:58:22 32.89 N 115.87 W C. 98 -2.0 4.4 NOTE: Q IS A FACTOR"RELATING. THE QUALITY OF EPICENTRAL DETERMINATION A = +-."1 )an horizontal distance; +- 2 )an depth B = +- 2 km horizontal distance; +- 5,km depth C = +- 5 km horizontal distance; no'depth restriction D = >+= 5. km horizontal distance Event qualities are highly suspect prior -to 1990. ,Many of these event qualities are based on incomplete information according to Caltech. T-12 La Quinta Country Club -Report of Geotecbnical Investigation October 10, 2007 MACTEC Engineering and Consulting, Inc.,.Project 4953-07-0961 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The -Site (CAL TECH DATA 1932-2007) DATE TIME LATITUDE LONGITUDE Q DIST.•DEPTH MAGNITUDE 10-27-1963 18:12:50 33.13.N 115.61 W C 89 7.8 4.2 10-28-1963 08:14:17 33.17 N 115.76 W C 76• .9 -4.0 01-06-1964. 23:47:12 34.38 N 116.47 W B 78 12.3 4.5 10-05-1964 01:21:09 33.04 N 115.90 W B 81 -2.0 4..1 10-05-1964 01:24:55 33.05 N 115.86 W B 82 .0 4.4 11-17-1964 14:52:28 33.90 N 116.57 W B 34 10.3 4.0 11-21-1964 17:25:59 33.00 N 116.09 W B 79, 4.1 4.2 11-29-1964 14:25:26 32.99 N 115.68 W B 97` 13.8 4.2 04-11-1965 00:46:46 33.01 N 115.59 W C 100 -2.0 4.1 0.6-16-1965 02:42:0.6 33.06 N 115.62 W* C 95 -.5 4.4 06-17-1965 07:30:20 '33.04 N 115.58 W C 98 -1.3 4.3 06-17-1965 07:40:13 33.01 N 115.66 W C 96 8.8 4.1 07-27-1965 14:04:41 33.29 N 116.02 W C 52 .6 4.3 08-26-1965 12:53:50 .33.28 N 116.08 W B 50- 1.0 4.2 08-26-1965 13:38:14 33.23 N 116.09 W B 54 -2.0 4.5 10-17-1965 0.9:45:18 33.98 N 116.77 W B 54 17.0 4.9 01-07-1966 19:10:23 33.28 N 116.25 W B 46 -1.7- 4.0 03-19-1966 14:21:56 33.29 N 116.32 W. C 44 10.9 4.0 04-02-1967 20:15:38 33.05 N 116.31 W B 70 1.0 4.3 04-1.0-1967 60:47:17 32.96 N 115.91 W B 89 4.4 .4.0 05-21-1967 14:42:34 33:51 N 116.58 W. B 33 19.4 4.7 08-1171967 00:57:11 33.51 N 116.63 W B 36 10.7 4.1 03-28-1968 21:21:33 34.05 N 116.12 W B 44 10.2 4.0 04-09-19'68 02:28:59 33.19 N 116.13 W B 58 11.1 6:5 04.-09-1968 02:33:09 33.17 N 116.12 W D 60 .0 4.3 04-09-1968 .02:39:30 33.17 N 116:12 W D 60 .0 4.4 04-09-1968 03:03:53 33.11 N 116.04 W C 68 5.0 5.2 04-09-1968 .03:48:10 33.10 N *116.04 W C 69 4.8 4.7 04-09-1968 03:58:35 33.06 N 115.99 W C 76 7.9 4.3 64-09-1968 08:00:38 33.11-N 116'.01 W B 70 4.0 4.0 % 04-09-1968 09:38:33 33.24 N 116.27 W C 50 5.2 4.0 04-09-1968 11:17:54 33.10 N 116.06 W B 69 4.8 4.0 04-09-1968 18:31:03 33.31 N 116.31 W B 41 12.6 4.7 04-14-1968 12:55:58,. 33.24 N 116.19 W A 51 10.8 4.3 04-16-1968 03:30:29 33.05 N 115.99 W A 77 8.3 4.8 NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance Event qualities are highly suspect prior to'1990. Many of these event qualities are based on incomplete information according to Caltech. T-13 La Quinta Country Club -Report ofGeotechnical Investigation October 10, 2007 MACTEC Engineering and Consulting, Inc. Project 4953-07-0961 • Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site (CAL TECH DATA 1932-2007) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 0.4-18-1968 17:42:13 34.32 N 116.93 W B 91 4.7 4.0 05-06-1968 17:31:47 33.04 N 115.95 W A 79 6.7 4.0 05-11-1968 08:10:04 33.04 N 11-6.00 W A 77 8.8 4.2 .05-22-1968 13:26:55 33.31 N 116.22 W A 42 7.5 4.4 12-17-1968 22:53:51 33.04 N 115.86 W B 82 8.0 4.7 01-23-1969 23:01:00 33.89 N 116.04 W B 33 17.7 5.0 01-25-1969 03:00:04 33.83 N 115.99 W B 34 13.6 4.1 04-28-1969 23:20:42 33.34 N 116.35 W B 38 20.0 5-8 05-19-1969 14:40:33 33.35 N 116.19 W B 39 8.6 4.5 .08-20-1969 15:29:57 31.02 N 116.22 W B 74 .6 4.0 10-14-1969 13:18:42 32.92 N 116:27 W B 85 10.0 4.5 12-14-197.0 19:14:19 34.32 N 115.73 W 'C 88 8.0 4.0 02-23-1971 00:07:39 33.50 N 116.43 W B 24 8.0 4.2 05-25-1971 10:02:52 33.12 N 116.35 W C '63 8.0 4.1 08-25-1971 23:00:32 32.96 N 116.29 W B 81 8.0 4.0 09-30-19.71 22:46:11 33.03 N 115.82 W B 85 8.0 5.0 01-1271972 12:31:09 32.93 N 115.80 W C 96 .0 4..0 01-31-1972 01:55:04, 34.31 N 116.88 W. B 87 8.0 4.0 07-14-1973 08:00:20 34.44 N 116.83 W A 96 8.0 4.6 09-13-1973 '17:30:39 32.90 N 116.26 W C 87 11.0 4.4 04-05-1974 10:42:50 34.52 N 116.45 W B 93 .4.8 4.1 02-10-1975 12:51:17 34.40 N 116.64 W A 85 8.0 4.4 06-01-1975 01:38:49 34.52 N 116.50 W A 94 4.5, 5.0 08-02-1975 '00:14:07 33.52 N 116.56 W A 30 13.4 4.7 08-14-1975 08:08:49 3.4.02 N 116.43 W B 39 10.9 4-0 11-15-1975 06:13:27 34.30 N 116.34 W B 68 5.8 4.6 12-14-1975 18:i6':20 34.29 N 116.32 W _ A 67 1.8 4.7 12-25-1975 07:18:52 32.90 N 116.26, W B 87 3.6 4.0 04-26-1976 06:4.6:37 .33.12 N 115..61 W A 90 14.8 4.0 08-11-1976 15:24:55 33.48 N 116.51 W P 30 15.4 4.3 11-04-1976 05:48:20 33.12 N 115.60 W A 91 5.0 4.2 11-04-1976 06:21:10 33.12 N 115.60 W A 91 5.0 4.1 11-04-1976 06:35:03 33.12 N 115.59 W A 92 4.5 4.1 11-04-1976 10:41:37 33.12 N. 115.59 W A 91 4.3 5.1 11-04-1976 11:39:08 33.10 N 115.62 W A 91 .9 4..l NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL"DETERMINATION A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 'km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech. T-14 La Quinta Country Club -Report ofGeotechnical Investigation October 10, 2007 MACTECEngineeringand Consulting, Inc., Project 4953-07-0961 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site (CAL TECH DATA 1932-2007) DATE TIME LATITUDE 'LONGITUDE Q DIST DEPTH MAGNITUDE 11-04-1976 11:49:40 11-04-1976 13:31:27 11-04-1976 14:12:50 04-01-1978 10:52:27 06-05-1978 16:03:03 11-20-1978 06:55:09 02-12-1979 04:48.:42 03-15-1979 20:17:49 03-15-1979 21:07:16 -63-15-1979. 21:34:25 03-15-1979 23:07:58 03-16-1979 17:36:59 03-18-1979 22:53:02 03-31-1979 00:16:08 06-13-1979 19:4'6:45 06-29-1979 05:53:20 06-30-1979 00:34:11 06-30-1979 07:03:52 07-13-1979 02:26:03 08-22=1979 02:01:36 02-25-1980 10:47:38 04-25-1981 02:11:54 04-26-1981 12:09:28 04-26-1981 12:40:41 05-18-1981 21:32:04 02-09-1982 23:41:17 03-22-1982 08:53':28 03-22-1982 09:00:40 06-15-1982 23:49:21 06-16-1982 00:03:01 09-05.-1982 05:21:26 .11-10-1982 il:21:25 07-13-1983 21:16:48 02-29-1984 02:07:31 06-11-1984 22:21:10 33.11 N 115.62 W A 90' 2.2 4.1. 33.10 N 115.62 W 'A 91 3.7 4.2 33.12 N 115.60 W A 91 5.0 4.4 34.20 N 116.96 W A 83 8.0 4.0 33.42 N 116.70 W A. 47 11.9 9.4 34.15 N 116.97 W A 80 6.1 4.3 33.46 N 116.43 W B 28 3.9 4.2 34.31 N 116.44 W A 70 2.0 4.9 34.33 N 116.44 W A 72 2.5 5.3 .34.35 N 116.45 W A 75 1.5 4.5 34.33 N 116.44 W A 72 2.•8 4.8 34.33 N 116.40 .W C 72 5.0 4.0 34.23 N 116.36 W A 60 3.4 4.2 34.30 N 116.50. W B 71 .1 4.2 33.09 N 115.65 W P 89 6..0 4.1 34.25 N 116.90 W B 83 5.7 -4.6 34.24 N 116.90 W B 82 5.8 4.7 34.25 N 116.90 W B 83 5.6 4.5 34.26 N 116.44 W C '64 5.0 4.0 33:70 N 116.84 W B 49 5.0 4.1 33.50 N 116.51 W A 28 13.6 5.5 33.11 N 115.63 W A 90 12.9 4.0 .33.11 N 115.63 W. A 90 15.7 5.7 32.96 N 115.72 W C 97 6.0 4.2 33.15 N 115.63 W D 87 10.4 .4.6 33.85 N 116.96 W D 64 6.0' 4..1 33.05 N 116.20 W A 71 12.3 4.5 33.24 N 116.17 W 'D 51 12.9 4.1 33.55 N 116.68 W A 38 13.1 4.8 33.57 N 116.66 W C 35 9.0 4.2 32.94 N 115.85 W A 93 10.6 4.2' 34.06.N 116.67 W A 53 11.4 4.1 33.20 N 115.54 W C 90 1.1 4.0 33.14 N 116.07 W A 65 6.6 4.3 34.38 N 116.61 ,W A 82 1.8 4.0 NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION A = +- l km horizontal distance; +- 2 )an depth B =+- 2 km horizontal distance; +- 5 km depth C = +- 5 ]an -horizontal distance; no depth restriction D = >+- 5 km horizontal distance Event qualities are highly suspect prior to 1990: Many of these event qualities are based on incomplete information according to Caltech. T-15 La Quinta Country Club -Report of Geotechnical Investigation MACTECEngineenngand Consulting, Inc.,.Project 4953-07-0961 . October 10, 2007 Table 3 List Of Historic Earthquakes Of Magnitude 4.'0 Or Greater Within 100 Km Of The Site (CAL TECH DATA 1932-2007) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 08-06-1984 08:14:36 33.98 N 116.7.1 W A 49 14.2 4.3 ' 09-07-1984 17:57:30 33.46 N 116.37 W C 26 15.2 4.1 10-10-1984 21:22:58 33.14 N 116.50' W A 64 11.6 4.5 02-15-1985 23:26:26 33.98 N 116.40 W A 34 2.3 4.0 07-18-1985 14:05:25 34.42 N 116.54 W C 84 6.0. 4.2 08-29-1985 .07:59:08 34.32 N 116.82 W A. 85 6.1 4.1 10-02-1985 23:44:12 34.02 N 117.25 W A 95 •15.2 4.8 02-17-1986 02:12:33 34.12 N 116.03 W A 54 11.3 4.0 07-08-1986 09:20:44 34.00 N 116.61• W A 44 10.4 5.6 07=08-1986 09:24:12 34.03 N 116.65 W C 50 9.1 4.4 07-08-1986 09:28:13 33.95 N 116.53 W C 36 17.8 4.0' 07-08-1986 10:09:02 33.98 N 116.58 W A 41 8.1 4.4 07-08-1986 10.:11:00 34.02 N 116.67 W A 50 3-9 4.1 07-08-1986 10:22:39 34.03 N 116.63 W A 48 10.9 4.4 07-08=1986 19:36:20 34.02 N 116.61 W A 46 11.7 4.0 07-09-1986 00:12:32 .33.98 N 116.57 W A 40 8.7 4.2 07-12-1986 05:45:27 33.99 N 116.65 W A 46 6.6 4.0 07-17-1986 20:35:14 33.99 N 116.65 W A 46 6.7 4.6 07-17-1986 21:54:45 33.99 N 116.65 W A 46 7.3 4.4 08-29-1986 07:46:54 33.95 N 116.60 W A 40. 5.3 .4.0 10-15-1986 02:28:47 33.95 N 116.58 W A 38 6.6 4.1 05-11-1987 15:10:10 •34.31 N 116.92 W. A 89 5.3 4.1 11-24-1987 01:32:48 33.07-N 115.78 W A 84 4.0 4.2 11-24-1987 01:53:03 33.07 N 115.78 W A 84 4.3 4.1 11-24-1987 01:54:14 33..09 N 115.79 W A 82 10.8 6.2 11-24-1987. 02:14:35 33.04 N 115.82 W A 85 4.7 4.6 11-24-1987 02:15:23 '33.05 N 115.80 W A 85 5.0 4.8 ' 11-24-1987 02:16:47 33.05 N. 115.80 W D 85 6.0 4.2 11-24-1987 02:21:59 33.03 N 115.81 W A 86 4.0 4.0 11-24-1987 02:53:00 33.04 N 115.81 W A 85 3.5' 4.7 11-24-1987 06:23:23 33.02 N 115.81 :W A 87 3.4 4.0 11-24-1987 13:15:56 33.01 N 115:85 W A 86 11.2 6.6 1.1-24-1987 13:18:48 33.01 N 115.82 W C 87 6.0 4:1 11-24-1987 13:20:44 33.02 N 115.84 W C 86 6.0 4.2 11-24-1987 13:21:00 33.01 N 115.79 W C 89 6.0 4.1 NOTE: Q IS A FACTOR RELATING THE QUALITY'OF EPICENTRAL DETERMINATION A = +- flan horizontal distance; +- 2 km depth . B = t- 2 km horizontal 'distance; +- 5 km depth . C = +- 5 km horizontal distance;.no depth restriction D = >+- 5 km horizontal distance Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech. T-16 La Quinta Country Club -Report of Geotechnical Investigation MACFEC Engineering and Consulting, Inc., Project. 4953-07-0961 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater• Within 100 Km Of The Site (CAL TECH DATA 1932-2007) October 10, 2007 DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE , 11-24-1987 13r33:00 33.00 N 115.88 W C 86 6_0 4.5 11-24-1987 13:33:65 33.13 N 115.87 W C 74. 1.0 4.4 11-24-1987 13:34:39 32.94 N 115.76 W B 97 14.1 4.7 11-24-1987 13:53:41 32.99 N 115.83 W A 89 1.3 4.3- -11-24-1987 14:36:29 33.04 N 115.80 W C 85 1.0 4.3 ll'-24-1987 18:r50:40 33.02 N. 115.88 W A 84 .0 4.3 11-25-1987 13:54:10 32.98 N 115.82 W A 91 .6 4.1 11-26-1987 01:56:27 32.99 N 115.82!1 W A 90 .9 4.0. 11726-1987 1-7-39:01 33.03 N 115.89' W A 83 1.8 .4.6 11-27-1987 01:10:10 33.00 N 115.82 W B 89. 6.1' 4.5 11-28-1987 00:39:10 32.98 N 115.81 W A 91 1.1 4.3 12-02-1987 04:03:06 32.99 N 115.81 W A 89 1.7 4.5 12-03-1987 19:04:36 '33.01 N 115.87 W A 86 1_7 4.0 05-17-1988 19:38:37 33.24 N 116.25 W A 50 8.3 4.2 07=02-1988 00:26:58 33.48 N 116.44 W A 26 12.6 4.3 10-19-1988 22:47:54 33.18.N 115.60 W A 86 .4 .4.1 12-16-1988 05:53:05 33.98 N 116.68 W A 47 8.1 4.9 03-06-1989 22:16:47 33.18 N 115.60 W A 86 1.0 4.5 03-07-198.9 07:43:44 33.18 N 115.59 W A .87 .5 4.0 12-02-1989 23:16:47 33.65'N 116.74 W A 41 14.5 4.2 12-18-1989 06:27:04 33.73 N 116.02 W A 27 9.9 4.2 02-18-1990 15:52:59' 33..51 N 116.45 W. A 24 9.2 4'.2 04-07-1990 01:07:05 33.87 N 116..16 W A. .25 4.7 4.2 04-18-1990 14:32:49 33.88 N 116.17 W A 25 4.7 4.0 08-05-1990 21:27:03 33.32 N. 116.41 W 'A 41 5.2 4.0 08-31-1990 03:38:00 33.25 N 116.05 W A 54 8.1 4.4 07-19-1991 02:41:36 33.21 N 115.97 W A 61 3.1 4.0 10-12-1991 14:39:32 33.89 N 116.16 W A 26 2.9 4.0 12-04-1991 07:10:57 33.07 N 116.80 W' A. 83 14.9 4.2 12-04-1991 08:17:03 34.18 N 117.02 W A 86 10.7 4.0 04-23-1992 02:25:29 33.96 N 116,.32 W A 30 11.5 4.6 04-23-1992 04:50:23 33.96 N 116.32 W A 30 12.4. 6.1 04-23=1992 05:10:10 34.01 N 116.32 W 'A 36 3.0 4.3 04-23-1992 05:10:28 33.96 N 116.33 W A 30 3.2 4.4. 04-23-1992 11:32:33 33.97 N 116.32 W B 32 .8 4.0 NOTE: Q IS A FACTOR RELATING THE QUALITY OFEPICENTRALDETERMINATION A = +- 1 lan horizontal distance; +- 2 ]an depth B = +- 2 )an horizontal distance; +- 5 lan depth C +- 5 )an horizontal distance;"no depth restriction D = >+- 5 ]an horizontal distance Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech. i T-17 La Quinta Country Club -Report of.Geotechnical Investigation October. 10, 2007 AMCTEC Engineering and Consulting, Inc.; Project 4953-07-0961 Table 3 ' List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site - (CAL TECH.DATA 1932-2007)' DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 05-02-1992 12:46:41 33.99 N 116.29 -W A 39 4.0 4.1 05-04-1992 01:16:02 33.94 N 116.34 W A 28 5.8 4.1 05104-1992 16:19:49 33.94 N 116.30 W A 28 12.4 4.8 05-06-1992 02:38:43 33.94 N 116..31 W A 28 6.8 4.7 05-12-1992 02:31:11 33.98 N 116.26 W A 33 6.7 4.5• 05=12=1992 02:31:27 33.98'N 116.26 W A '33 .2 4.4 05-12-1992." 02:32:52 33.98 N 116.26 W A 33 4_9 4.0 05-18-1992 15:44:17 .33.95 N 116.34 W A 29 6.6 5:0 05-24-1992 12:22:25 32.82 N 116.17. W A 97 11.9 .4.0 06=11-1992 00:24:19 34.17 N 116.35 W A 54 .8 4.4 06-28-1992 11:57:34 34.20'N .116.44 W., A 58 1A 7:3 06-28-1992 •12:00:45 34.13 N 116.41 W B 5.0, .0 5.6 06-28-1992 12:01:16 34.12 N 116.32 W C 48 6.0 5.4 06-28-1992 12:17:49 34.51 N 116.63 W C 96 5..5 4.6 06-28-1992 12:18:51 34.17 N 116.79 W A 70 .0 4.3 06-28-1992 12:36:40 34.13 N 116.43 w C 51 - 7.4 5.3 06-28-1992 12:40:53 34.33 N 116.55 W D 75 6.0 5.4 06-28-1992 12:43:58. 34.11 N 116.43 W A 49 3.0 4.4 06-28-1992 12:56:09 34.48 N 116.52 W D 90 6.0 4.3 06-28-1992 13:10:50 34.42 N 116.45 W' C 83 6.0 4.7 06-28-1992 13:17-47 34.14 N .116.41 W C 51 6.0 4.1 06-28-1992 13:18:15 34.09 N 116.39 W A' 46 .0 4.4` 06-28-1992 13:26:05 34.16 N 116.41 W C 53 6.0 4.8 06-28-1992 13:35:38 33.97-N' 116.51 W D 37 6.0 4.0 06728-1992 13:4.0:55 34.19 N '116.43 W C 57 6.0 4.2 06-28-1992. 13:50:16 34.07 N 116.39 W C 43 6.0 _ 4'.1 06-28-1992 13:50:46 34.11 N 116.40 W C 48 6.0 4.9 06-2871992 14:09:28 34.11 N 116.65 W C 57 6.0 4.1 06-28-1.992 14:39:06 34.09 N 116.43 W' A 46 .2 .4.3 06-28-1992 14:43:21 34.16 N 116.85 W B 73 11.1 5.5 0.6-28-1992. 15:04:51 34.16 N 116.83 W A 71 12.2 4.4 06-28-1992 15:05:30 34.20 N 116.83 w C 75. 5.2 6.4 . 06-28=1992 15:17:00 34.13 N 116.86 W B 71 17.9 4.;0 06-28-1992 15:17:13 34.10 N 116.87 W B 10 2.9 4.6 06-28-1992. 15:18:33 34.20 N -116.76 W B 71 2.2 4.6 NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION A = +- 1 km horizontal distance; +- 2 km depth B +- 2 km horizontal distance;' +- 5 km depth C +- 5 km horizontal distance; no depth restriction D = >+-.5 km horizontal distance Event qualities are highly suspect prior'to 1990. Many of these event qualities'are based on incomplete information according to Caltech. 0 0 T-18 La Quinta Country Club -Report of Geoiechnical Investigation October 10, 2007 MACTECEngineeringand Consulting,'Inc., Project 4953-07-0961 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site (.CAL TECH DATA 1932-2007). DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 06728-1992 15:24:29 34.21 N 116.76 W C , 72 6.0 4.7 06-28-1992,•15:25:20 34.21 N 116.80 W C 74 6.0 4.2 06-28-1992 15:45:54 34 08 N 116.40 W A 44 2.6 4.2 06-28-1992 15:53:14 34.22 N 116.13 W B 71 .8 4.1 06-28-1992 15:56:11 34.22 N 116.75 W A 72 1.4 4.0 06-28-1992' 16:01:15 34.03 N 116.38 W• C 39 1.7 4.3 06-28-1992 16:08:37 34.22 N .116.75 W A 72 4.9 4.1 06728-1992 1.6:09:53 34.06 N. 116.37 W A 41 3.8 4.1 06-28-1992 .16:17:19 34.21'N 116.76 W C 71 6.0 4.2 06-28-1992 17:01:31 34.18 N 116.92 W A 79 13.7 5.1 06-28-1992 17:05.57 34.26 N 116.91 W A 84 7.7 5.0 06728-1992 17:18:29 34.19 N 116.81 W A 72 9.1 4.1 06-28-1992 17:18:42 34.25 N 116.78 W C 77 .0 4.0 06-28-1992 17:21:27 34.22 N 116.86 W A 79 1.4 4.2 06-28-1992 17:31:21 34.29.N 116.45 W B 69 6.8 4.1 06-28-1992 17:32:30 34.20 N 116.82 W A 74 2.2 4.0 06-28=1992 17:39:51 34.38 N 116.47 W C 78 6.0 4.0 06-28.1992 17:42:32 34.24 N 116.90 W B 82 6.5 4.0 . 06-28-1992 17:44:30 34.16 N 116.85 W A 73 5.3 4.1 06-28-1992 17:48:32 34.22 N 116.75 W A 72 .1.2 4.4 06-28=1992 19:26:37 34.18 N 11'6.80 W A 72 1.0 4.2 06-28-1992 20:51-31 34.21 N 116.78 W A 72 11.1 4.1 06-28-1992 21:13:16 34.10 N 116.43 W A 47 3.8 4.6 06-28-1992 22:13:12 34.06 N 116.36 W B 41 7.0 4.0 06-28-1992 22:48:22 34.15 N 116.47 W A 54 11.0 4.1 , 06-29-1992 03:0.1:56 34.24 N 116.44 ,W A 62 7.5 4.4 06-29-1992 11:07:06 34.50 N 116.53- W C 93 6.0 4.2 06-29-1992 11:13:18 34.24 N 116.74 W A 73 3.0 4.1 06-29-1992 11:44:47 34.20 N 116.79 W. A 72 .8 4.3 06-29-1992 14:08:37 34.10 N 116.40. W A 47 10.4 5.5 06-29-1992 14:12:06 34.10 N 116.40 W B 47 7.1 4.0 06-29-1992 14:13:38 34.11 N 116.40 W A 48 9.9 5.0 06-29-1992 14:31:30 34.08 N 116.39 W A 44 4.9 4.6 06-2971992 14:41:26 34.12 N 117.00 W A 80 4.7 4.6 . 06-29=1992 14:54:06 34.10 N 116.42 W A 47 3.7 4.2 NOTE: .Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION A = +- 1 )an horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance Event qualities are highly suspect prior to 1990. Many of these event qualities are based -on incomplete information according to Caltech. T-19 La Quinta Country Club -Report of Geotechnical Investigation October 10, 2007 MACTEC Engineering and Consulting, Inc., Project 4953-07-0961 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or . Greater Within.100 Km Of The Site .(CAL TECH DATA 193272007) DATE TIME LATITUDE LONGITUDE Q. DIST DEPTH MAGNITUDE 06-29-1992 16:01:42 33.88 N 116.27 W A 21 • 1.8 4.8 06-29-1992 16:25:29 34.09 N 1.16.42 W A 46 3.0 4.2 06-29-1992 16:41:41 34.25 N 116.72 W A, 73 1.6 4.5 06-29-1992 19:23:20 34.17 N 116.77 W A .68 8.0 4.0 06-29-1992 20:07:35 33.89 N 116.29 W A 22 2.5 4.1 06-30-1992 00:06:08. 34.13 N 116.40 W A 49 3.2 4.4 06-30-1992 11:30:29 34.09 N 116.42 W A 46 11.6 4.4 06-30-1992 12:14:49 34.09 N 116.42 W A 46 11.9 4.2 06-30=1992 12:34:54 34.32 N 116.45 W A 72 4.6 4.2 06-30-1992 14:38:11- ' 34.00 N 116.36 W A 35 9 4.9 06-30-1992 15:19:05 34.17 N 116.41 W A 54 .4 4.1 06-30-1992 15:20:08 34.26 N 116.74 W C 75 6.0 4.2 06-30-1992 .17:14:21 34.06 N 116.37 w. A 42 .0 4.1 06-30-1992 20:05:06 33.99 N 116.36 W A 34 .6 4.1 06-30-1992 21:22:37 34.00 N 116.35 W A 35 1.4 4.7 06-30-1992 21:22:54 34.13 N 116.73 -W A 63 11.9 4.8 06-30-1992 21:49:60 34.08 N 116,._99 w A 77 3.6 4.4 '07-01-1992 07:01:49 34.10 N 116.38 W A 46 .0 4.4 07-01-1992 07:40:29 -34.33 N 116.46 w C 73 6.0 5.3 07-01-1992 17:0.7:15 34.27 N 116.69 w A 74 4.7 4.2 07-01-1992 17:45:46 34.28 N 116.69 w B 75 5.9 4.4 07-01-1992 20:46:17 34.28 N 116.73 W A 76 .7 4.2 07-01-1992 20:53:56 34.28 N 116.73. w A '77 1.3 4.0 07-02-1992 00:16:22 34:31 N 116.44 W A 71 6.0 4.0 07-03-1992 04:15:50 34.21 N 116.77. W A 72 10.6 4.1 07-03-1992 17:17:06 34.26 N 116.90 W A 84 7:6 4.1 07-05-1992 05:49:38 33.95 N 116.40 W A 30 3.2 4.1 07-05-1992 20:03:03 34.30 N 116.80 W A 82 3.1 4.1 07-05-1992 21:18:21 34.58 N 116.32 w C 99 6.0 5.4 07-05-1992 22:33:46 34.59 N .116.30 w C 100 6.0 4.4 07-06-1992 12:00:59. 34.09 N 116.37 W A 45 1.7 4.4 07-06-1992 .18:06:36 34.46 N 116.48 W A 87 .4 4.3 07-06-1992 19:41:37 34.08 N 116.38 W A 44 3.2 4.4 07-07-1992 08:21:03 34.07 N 116.38 W A 43 3.2 4.1 07-07-1992 22:09:28 34.34 N 116.47 W A '74 2.5 4.4 NOTE: Q IS A FACTOR RELATING THE QUALITY.OF EPICENTRAL DETERMINATION A = +- 1 km horizontal distance; +- 2 kin depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction- D = >+- 5 km horizontal distance Event qualities are highly suspect prior to 1990: Many of these event qualities are based on incomplete information according to Caltech. T-20 La Quinta Country Club -Report ofGeotechnical Investigation October 10, 2007 MACTECEngineeringand Consulting, Inc., Project 4953-07-0961 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site (CAL TECH DATA 1932-2007) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 07-08-1992 02:23:11 07-09-1992 01:43:57 07-09-1992 02:34:35 07-09-1992 12:23:17 07-10-1992 01:29:40 07710-1992. 02:41:14 07-15-1992 00:18:56 07-18-1992 00:06:11 07-20-1992 04:08:23 07-21-1992 21:10:29 07-21-1992 23:22:10 07-24-1992 07:23:56 07-24-1992 18:14:36 07-24-1992 18:15:27 '07=25-1992 04:31:59 07-28-1992 18:27:03 07-31-1992 18:03:52 08-04=1992 19:06:12 08-07-1992 00:43:28 08-08-1992 15:37:43 08-11-1992 06:11:17 08-15-1992 08:24:14 08-17-1992 20:41:52 08-18-1992 09:46:40 08-20-1992 12:36.:46 08-24-1992 13:51:46 08-31-1992 09:25:40 09-09-1992 12:50:45 09-15-1992 08:47:11 09-16-1992 19:23:54 09-18-1992 16:59:51 10-05-1992 11:18:40 11-27-1992, 1.6:00:57 11-27-1992 18:32:24 11-29-1992 14:2.1:20 34.58 N •116.34 W 34.24 N 116.84 W 34.22 N 116.84 W 34.22 N 116.81 W' 34:23 N 116.85 W 34.12 N 116.39 W 34.33 N 116.46 W 34.10' N 116.42 W 34.20 N 116.43' W 34.22 N 116.77 W 34.13 N 116.60 W 34.49 N 116.48 W 33.90 N 116.28 W 33.89 N 116.29 W 33.94 N 116.31 W 34.11 N 116.42 W 34.10 N 116.42 W 34.10 N 116.38 W 34.27 N 116.77 W 34.38 N 116.46 W 34.06 N 116.37 W 34.09.N 116.40 W 34.19 N 116.86 W 34:20 N 116.86 W 34.57 N 116.31 W 34.27 N 116.77 W 34.45 N 116.47 W. 33.95 N 116.33'' W 34.06 N 116.36 W 34.33 N 116.39 W 34.5'6 N 116.55 W 34.29 N 116.45 W 34.34 N 116.90 W 34.36 N 116.90 W 34.37 N 116.88 W C 99 6.0 4.9 A 79 .0 4.9 A 78 .5 4.2 A 75 1.2• 4:2 A 78 .4 4.2 A 49 3.4 4.0 A 73 .0 4.0 A 46 2.6 4.0 C 58 6.0 4.1 A 73 1.7 4.0 A 57 1.6 4.1 A 90 8.5 4.0 A 24 8.2 5.0 A 23 3.3 4.0 A 28 4.7 4.8 A 48 .0 4.6 A 47 .0 4.0 A 47 .0 4.0 A 78 1.7 4.0 A 78 2.8 4.5 A 42 .7 4.2 A 45 .4 4.8 A 76' 11.3 5.0 A76 '12.2 4.2 A 98 .0 4.2 A 78 .1.8 4.3 A 86 11.0 4.3 A 29 5.3 4.3 A 42 8.3 5.1 B 72 10.9 4.0 A 99 3:7 4.10 B. 69 10.3 4.6 A 91 1.4 5.4 A 93 1.1 4.1 A 93 3.4 4.0 NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION A +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech.. C T-21 La Quinta Country Club -Report of Geotechnical Investigation October 10, 2007 MACTEC Engineering and Consulting Inc., Project 4953-07-0961 Table 3 List Of Historic Earthquakes Of Magnitude 4.0 Or Greater Within 100 Km Of The Site (CAL TECH DATA 1932-2007) DATE TIME LATITUDE. LONGITUDE' Q DIST DEPTH MAGNITUDE 12-.04-1992 02:68:57 34.37 N 116.90 W A 93 3.0 5.2 12-04-1992 05:25:11 34.38 N. 116.92 W A 95 2.7 4:7 12-04-1992 12:59':42 34.36 N 116.91 W A 94 .7 4.3 12-07-1992 03:33:31 34.36 N 116.92 W A 94. 1.1 4.0 12-11-1992 01:38:34 34.27 N 116.40 `W A 65 2.7 4.1 12-21-1992 11:44:02 34.09 N 116.41 W A '46 3.6 4.0 02-15-1993 07:59:33 34.40 N 116.46 W C 81 6.0 4.2 05-31-1993 08:55:29 34.12 N 117.00 W A 80 5.7 4.1 07-08-1993 22:57:44 34.25 N 116.43 W. A 63 2.4 4.0 08-21-1993 01:46:38 34.03 N 116.32 W A 38 9.1 5.0 04-06-1994 19:01:04 .34.19 N 117.10 W A 92 7.3 4.8 06-16-1994 16:24:27 34.27 N 116.40 W A 65 3.4 5.0 08-07-1994 15:A0:25 33.99 N 116.27 W A 34 7.0 4.0 11-20-1994 04:31:43 34.01 N 116.3,2 W A 36 6.3 4.2 05-07-1995 11:03:33 33.90 N 116.29 W A 24 10.7 4.8. 09-05-1995 20:21:18 .34.20 N 116.44 W A 58 .0 4.4 11-27-1996 01:42:43 33.95 N 116.31 W A 29 6..0. 4.1 07-26-1997 03:14:55 33.40 N 116.35 W A 32 11.9 4.9 09-19-1997 22:37:14 34.14 N 116.86 W A 72 ' 10.3 4.1 09-28-1997 15:57:22 34.30 N 116.45 W A 69 7.7 4.4 12-05-1997 17:04:38 .34.10 N 117.00 W A. 78 4.5 4.1 12-21-1997. 00:20:58 33.67 N' 117.01 W A 65 .0 4.0 12-31-1997 12:22:45 33.19 N 115.61 W A 85 10.2 4.1 03-11-1998 12:18:51 34.02 N 117.23 W A 93 14.9 4.5 07-10-1998 21:29:13 33.22 N 116.09 W A' 55 12.3 4.1 08-16-1998' 13:34:40 34.12 N 116.93 W A 75 6.2 4.7 .10-01-1998 18:18:15 34.11 N 116.92 W A 74- 4.4. 4.7 _ 10-27-1998 01:08:40 34.32 N 116.84 W A 86 5.9 4.9 10-27-1998 15:40:17 34.32 N 116.85 W A 86 4.3 4.1 05-14-1999 07:54:03 34.06 N 116.37 W A 42 1:9 4.9 05-14-1999 10:52:35 34.03 N 116.36 W A 39 ,' 1.7 4.2 07-19-1999 22:09:27 33.63 N 116.72 W A 39 14.0 4.2 09-20-1999 .07:02:49 34.32 N 116.85 W A 86 2.8 4.2 10-16-1999 09:51:48 34.44 N 116.26 W A 83' .0 ..4.9 10-16-1999 09:52:53 34.50 N 116.20 W C 91 6.0 4.7 NOTE: Q'IS A FACTOR RELATING THE QUALITY OF EPICENTRAL. DETERMINATION A = +- 1 )an horizontal distance; +- 2 km depth B = +- 2 km horizontal. distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance Event qualities•are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech. T-22 4 Quinta Country Club —Report of Geotechnical Investigation MACTEC Engineering and Consulting, Inc., Project 4953-07-0961 October 10, 2007 FIGURES 4 L 1 1 1 ➢ a 1'' Zm 1 a -ti i��"'lnt "'t - ^�� r Gs ) G - (- �`. � 1 •` \<o\ - r 9t `c�� CnI��gS `\.'� r� f- �c,:t t } %. v\ J) ��•mSJ� �. ,_ - < EG�i � y, tpp ' _-.i if1 C� ^_, �S � \ •� `•'[ 0.1 a• _ - •.\lU�,C��� �,�i✓� 'J7 (�.-3 ..5.) j NCt.OGP- �Ga-,"'\�'y/((•fit, j Gal 9�i NAYS(ACK�YOU4ilul'(._ _ �� • �... .� -'P-T� '�' .�.:c �..- 1F -,6A.00G'Yix_ - ale - Oc. X,�aFa t nie �GI-G�lCoathell }. -��.✓� �o. QJ. [v-E) O? `� ��. 9r 'MS t _\ r ,jam .Fii tj ��3 vP •.. 5^'� G r, ;r• ` ,f`-Ar f��l.- gES 9f ..,r; .... �1._ �•.._. -p. 1'... c DOE 'Oo O! \- Q, •. ' Icy !� /'a Qal 1, �`AHE{O tiS U A pEPO TS .�, , + A4TE�7.5 14QU � S a tat "�� yr' w � G �-a C � � 'j' r1P , V• 4 t tlA Y'-SirrryJ ��. 'fll'— 'H 1( iHO�L- _ AY NTAn EjCOAH LA 9L -1 I GIs r y9 , V ItV.. I d+Q� ?n- hq�n�. :HF.n FnR.r<.�ua �.• r ! ' i n 1, �. A P.E US ii-'> Eh) 1'� 8 O^I•r ft(}A `Q 1 54 t 'FC`.E. St I:ttL IA may` r.1 9 a, e d 23 UF1 r1 .� `fir 1 _ _ .+ `[• 4\ 4 p`C�_ {' 00 s _ ,TM sY 3 91 Q. Flf,,tm 734 'eel h ! EXPLANATION COORDINATES Qs Dune Sand i N 33.6871 N Qal Al uviLm Longitude : W-116.3069 QC Pleistocene Nonmarine QP PI o-Pleistocene Nonmarine 0 5 10 Qt Qaate-nary Nonmarine Terraca Deposits mile gr Mesozoic Granitic Rock: gr' - granite and adamellite, Contour Interval 200 feet gr' - granodiorite, gr - tonalite and diorite m Pre -Cretaceous Metamorphic Rocks m, Pre -Cretaceous Metasedimentary Rocks Contact - dashed approximately located, gradational or inferred Fault - dashed approximately located; dotted where concealed REFERENCES California Division of Mines and Geology, 1965, Geologic Map of California, Olaf P. Jerkins Edition, Santa Ana Sheet, compilation by Thomas H. Rogers Figure 3. LOCAL GEOLOGY La Quinta Country Club JOB NO. 4953-07-0461 REVISIONS: DATE: July 27, 2007 SCALE! 1:288,000 DRAWN BY: PVVK CHECKED BY: i) > .. 1999 Hector F;. N� :1 857 Fort Tejon t�oh _ Sie ra Madre cult F Zone © 1- 1992 Big Bear M 5.8 ; ®' 07 Near San Bernardino =� . __ hA 6 3 ---- 01vy1 sierra Mad 1923 Near Redta s d ;aymond Fault .., Cur,among17 M = 5.9 ------ a 19$7 Whittier�tarr s '�'� _ �' z � �^ � � � .thy t �► -70 M = 5.8 J 1948 Desert Hot Springs �. M=6.1 1949.i? 04 .,1992 Palm Springs m.. a f a M = 6.6 �' 1899 met -San Jacinto ;<• Site �' �• i 1 Art 1 S M = 6.0 1918 San Ja to -Hemet , t �'/� � 1910 Lake Elsinore Region 9 M= 6.4 ? 00 �� " c 1933 Long Beach Q' �O� ✓d �` x 7jj off_ ; Epicenter data from SCEC Catalog 1932-2006 and NOAA/CDMG Data 1812-1931.0 '+ • • 4 Faults locations from California Geological Survey 4 GIS Quaternar)�Fault Database digitized from °< ` Jennings, 1994 1 . , f -t•7 .YMACTEC ENGINE RING AND CONSULTING, INC. 1 t ..25 Miles ,. • z _ 2 2�� -• • and Historic Earthquakes DRAWN BY: PWK La Quinta Country Club P La Quinta Country Club —Report of Geotechnical Investigation October 10, 2007 M4CTEC Engineering and Consulting, Inc., Project 4953-07-0961 i APPENDIX A FIELD EXPLORATIONS AND LABORATORY TEST RESULTS FIELD EXPLORATIONS The soil conditions beneath the site were explored by drilling ten borings at the locations shown on Figures 2:1 and 2.2. Six of the borings were drilled to a depth of approximately 100 feet below the ' existing grade using 8-inch-diameter hollow stem auger -type drilling equipment. The remaining ' four borings were drilled to a depth of approximately 6 feet below. the existing grade using 4-inch- diameter hand auger -type drilling equipment. The soils encountered were logged by our field technician,'and undisturbed and bulk samples were . obtained for laboratory inspection and testing. The logs of the borings are presented on Figures A-1.1 through A-1.10; the depths at which undisturbed sampleswere obtained are indicated to the left of the boring logs. The number of blows required to drive the Crandall sampler using the . hammer weight and drop height indicated is shown on the logs. In addition to obtaining undisturbed samples, standard penetration tests (SPT) were performed in six of the borings; the results of the tests are indicated on the logs. The soils are classified in the. accordance with the Unified Soil Classification System described on Figure A-2. CONE PENETRATION TESTING Four Cone Penetration Test soundings were advanced to a depth of approximately 10.0 feet below 'the existing grade. Shear wave velocity measurements were performed during one of the CPTs.. The locations of the CPTs are presented on Figures 2.1 and 2.2. Results of the CPTs are presented in Appendix C. LABORATORY TEST RESULTS Laboratory tests were performed on selected samples obtained. from the borings to aid in the classification of the soils and to evaluate their engineering properties. A-1 La Quinta Country Club —Report of Geotechnical Investigation AMCTEC Engineering and Consulting, Inc., Project 4953-07-0961 ' October 10, 2007 The field moisture content and dry density of the soils encountered were determined by performing tests on the undisturbed samples. The results of the tests are presented to the left of the boring logs; To aid in the classification of the soils, tests to determine the percentage of fines (material passing through a -200 sieve) in selected samples were performed. The results of these tests are presented on the boring logs. Direct shear tests were performed on selected undisturbed -samples to determine the strength of the soils. The tests were performed at field . moisture content and after soaking to near -saturated - moisture content and at various surcharge pressures. The yield -point values determined from the direct shear tests are presented on Figure A-3; Direct Shear Test Data. Confined consolidation tests were performed on three: undisturbed samples to determine the compressibility of the soils. Water was added to the samples during the tests to illustrate the effect of moisture on the compressibility. The results. of the tests are presented in Figures A4.1 and A-4.2, Consolidation Test Data. In addition to the normal consolidation tests, "quick" consolidation tests were performed on selected undisturbed samples to determine the hydroconsolidation potential of the soils. The tests were performed by confining the sample under a normal surcharge pressure, allowing the sample to consolidate at its field moisture content," and then saturating the sample and measuring the consolidation resulting from the addition of water. The test results (percent hydroconsolidation) of these tests are presented. on Figures A-5.1 and A-5.2, Hydroconsolidation Test Data. The optimum moisture content and maximum dry density of the upper soils were determined by performing a compaction test on two samples of the upper soils. The tests were performed -in accordance with' the ASTM Designation D155.7 method of compaction. The results of the tests are presented on Figure A-6, Compaction Test Data. La Quinta Country Club —Report of Geotechnical Investigation October 10, 2007 MACTEC Engineering and Consulting, Inc., Project 4953-07-0961 To provide information for paving design, a stabilometer test C'V value test). was performed on a sample of the upper soils. The test was performed for us by LaBelle- Marv, in Professional Pavement Engineering. The results of the test are presented on Figure A-7. Soil corrosivity studies were performed on samples of the on -site soils. The results of the study and recommendations for mitigating procedures are presented in Appendix B. Zw. En 3 F.. 0 x C) U w m�Q Q W a Q >a Zq �vw Q¢ o .� �¢ o00 N wnCm � q 00� rn w FA¢ z0 OUH w 97 7 z21.0 < Waz LU Qj3 35 �zm s o r„ 0Q0 . z U 0E- 23.3 83 12 1 z zz 30 00W 10 3 32.2 �¢¢ :E. 0 0 w w 0Uj - � 25 25.7 78 .10 15 20 z0W 8 9.5 UZUj <a� ¢Fm 20 ' jaU 20. coo¢ Cn W M W OuW.H 5.3 010 Wd H¢U. IS �X° �0¢ 25 35.3 83 9 wV F. W ¢ _j V 0oxz 10 3 38.7 rn _ ¢a0 j 0 ¢ 30 ¢ O 0 ¢ 0Nz 34.5 89 10 UZ2 sr-¢ 7 En¢U ROOO s t r E O-j 3537.8 0 40 32.9 I 87 I 7 BORING I DATE DRILLED: 'June 18, 2007 EQUIPMENT USED: Hollow Stem Auger HOLE DIAMETER (in.): 8 ELEVATION: 39** u SM FILL - SILTY SAND - moist, light brown and gray, Silt SM SILTY SAND - loose, moist, light brown and gray Sp- POORLY GRADED SAND with SILT -. loose, moist, light gray SM (7% passing No. 200 sieve) Thin layers of silty sand ML SILT with SAND - soft, moist, brown and gray, thin layers of Sandy Silt, some Clay �(84% passing No. 200 sieve) SM SILTY SAND - loose, moist, thin layers of Sandy Silt Becomes slightly moist (19% passing No. 200 sieve) ML SANDY SILT - medium stiff, moist, brown and gray, some Clay SM SILTY SAND loose, slightly moist, brown and gray ML SILT with SAND - medium stiff, moist, brown and gray Becomes soft (84% passing No. 200 sieve) Becomes medium stiff Thin layers of Sandy Silt it Field Tech: AR. Prepared By: HP (CONTINUED ON FOLLOWING FIGURE) Checked By: 114 La Quinta Country Club MACTEC LOG OF BORING La Quinta, California Project: 4953-07-0961 Figure: A.1.1a BORING I (Continued) cam Z ^ W �D W 3 cn O z � o p o a W W Q o .Wt DATE DRILLED: June 18, 2007 .in¢ � W - A 00 3 p EQUIPMENT USED: Hollow Stem Auger o c� W M z A rx A 0 `" HOLE DIAMETER (in.): 8. 'zWD o m W M ELEVATION: 39** Z),E- SM SILTY SAND - very loose,' wet, brownish -gray z o 3 44.4 ML' AUj a SILT - stiff, moist, brown and gray, thin layers of sandy silt, some Clay z¢F a Q? 3 5 28.8 90 l 4 ,.. <zm 45 o ¢ FEE 20 17.8 SILTY SAND - medium dense, moist, gray SM viz 01 10 0 0. F 50 Becomes slightly moist ¢ ¢ U' :E Thin layers of Sandy Silt 00— w F FAT CLAY - medium stiff, moist, brown CH [¢y FUa -I5 z H 55 (96% passing No. 200 sieve; LL=53, PI=25) 00¢ (-�F C] K N zoz w ow w m -20 Thin layers of Sandy Fat Clay ce Z)ov 60Cn 10 ! m0¢ w Naw O uw .F z� 0 G; FF¢- ¢ w 25 �X� 0LU .65 0¢ F. A., �an ¢w. . < 'SM ¢ SILTY SAND -loose, moist, brownandgray, thin layers of Sandy Silt w z0 F -30 < --) 0 z0 Q 70 n N z o¢ oInz ML U o SILT with SAND - stiff, moist, brown U -35 F o 75 11 1 25 1 (72% passing No. 200 sieve) , .a -40 80 Field Tech: AR Prepared By: HP (CONTINUED ON FOLLOWING FIGURE) Checked By:IftM La Quinta Country Club MACTEC LOG OF BORING La Quinta, California Project: 4953-07-0961 Figure: A.l.lb J 4~ E-• �" U �F� W� 0, W. °°o m¢� ¢ a: >pW �w A V o a °"'C7 > W W A z� Q o ° rx ' 3� O" Q o0m W q DP FQ¢ i OU°F- LLI 0Uy Q ¢ V) j Qr3 -45- <zm ss o o¢o F U Z O " z z -50 0 0 [•w- 90 OOX XWa w a w ¢ F- U -55 F- 95 00� 0 00�w W U ,J ¢Fm -60 `dO'n N a.0 100 00. U. 0UU.F z t� o a w <w -65 �XO 00¢ 105 LLj t-. a a v, �¢w U E- o < ,n o 0 0 x CE- -70 ,. 110 z `d 0° ¢zz =3 3 p¢ V)i z 0 UZ2 a< 75 G o =00 F_ 0 115 -80 120 BORING 1 (Continued) DATE DRILLED: June 18, 2007 EQUIPMENT USED: Hollow Stem Auger 'HOLE DIAMETER (in.): 8 ELEVATION: 39** SM SILTY SAND - medium dense, moist, biownish-gray (42% passing No. 200 sieve) 2" thick layer of Sandy Silt SP. POORLY GRADED SAND -dense, slightly moist light gay, fine to medium grained (4% passing No. 200 sieve) Becomes medium dense, thin layer of Silty Sand END OF BORING AT 100 FEET NOTES: Water not encountered. Boring backfilled with soil cuttings and tamped. * Number of blows required to drive Crandall Sampler - 12 inches using a 140 pound hammer falling 30 inches. ** Elevation determined from Aerial Topographic Survey , prepared by MDS Consulting based on aerial photography and mapping performed in December, 2006. Field Tech- AR Prepared By: HP Checked By: La Quinta Country Clubf/MACTEC LOG OF BORING La Quinta, California Project: 4953-07-0961 Figure: A.1.1c ZO $ O 0w� a� z� 0� w ono Q a >W `i'w° p U ° 0N�v w Q zA0 o� mom w v Q S V) D1=�. FQ¢ O uU ¢ UF 6.2 94 12 l� ¢¢� Uj �j3 35. �zm s oCn oao u 0 z 6.7 88 10 zz 30 OOw oo— 10 5 29.3 ` aa.a00 cu W F 4 1 BORING 2 DATE DRILLED: June 18, 2007 EQUIPMENT USED: Hollow Stem Auger HOLE DIAMETER (in.): 8 ELEVATION: 39** SM Lawn SILTY SAND _ loose, slightly moist, brownish -gray ML SANDY SILT - medium stiff, moist, brownish -gray, some Clay Q :: SM SILTY SAND - loose, moist, brownish -gray F U ` 25 21.6 83 11 . zE Is oo� z p z 13 2.8 Becomes medium dense and slightly moist U z w Thin layers of Poorly Graded Sand W¢3 ajUj CO 20 v70 Becomes loose Fo Thin layers of brown and gray Sandy Silt, maw ouu'� O `� 7 5.0' Thin layers of Poorly Graded Sand H a Becomes slightly moist . F,¢u 15 Wx ° 25 FAT CLAY - medium stiff, wet, brown' CH C4 40.3 77 7 F. a. 1 F Q ¢ Q L z 0 Oo 0 m l0 4 34.8 [- . t- ¢ -j 0 30 �O¢ ¢zz U o �¢ 36.5 83 7 3 oNz Uzo a2¢ 5 LD c/)¢U o Fes- O 35 26.5 1 90 1 17 0 Becomes soft and mosit Thin layers of Silty Sand `Becomes medium stiff (LL=76; Pi=48) SM I SILTY SAND - medium dense, moist, brownish -gray . �I 40 Field Tech: AR Prepared By: HP (CONTINUED ON FOLLOWING FIGURE) Checked By: %hM La Quinta Country Club MACTEC LOG OF BORING La Quinta, California Project: 4953-07-0961 Figure: A.1.2a ZO v� 3 O LU W o �' W m�A Q a �pw �� o A¢ U 3� ¢a oN� > w w A zQo 0�. Q ozm w A FA¢ z 0 4 44.3 ou< o¢� za F N w z w oN 5 35.9 82 14 Fa3 azm 45 ON Oa0 25 22.5 BORING 2 (Continued) DATE DRILLED: June 18, 2007 EQUIPMENT USED: Hollow Stem Auger HOLE DIAMETER (in.): 8 ELEVATION: 39** ML I SILT - stiff, wet, brownish -gray Becomes moist r F- :: SM SILTY SAND - medium dense, moist, light gray Uoz 03 zzF ¢O250 OOX aw0 w a ML SANDY SILT - medium stiff, moist, light brown and gray, some Clay w ¢ x FU� _15 z u� 55 Thin layer of Silty Sand . O 0 F zOLU z UzW ¢Fm -20 oU 60 moa Cn Lu a w o z z o �wUj ¢ 25 a,X° W O ¢ 65 � Q. w a P F 0 4L"w O 0O(x. 30 ¢ -1 0 70 j OQ z<Z0.. � 0 1 :l 3 0Nz ;Uzg of z F`..0 35 t T xU0 7518.3 CFO-1 Thm layer of Silty Sand ML SILT - medium stiff, moist, brown, some Clay i Thin layers of Sandy Silt Becomes stiff SM SILTY SAND - medium dense, slightly moist, light brown SP POORLY GRADED SAND - medium dense, moist, light gray, fine to medium grained Thin layers of Silty Sand ML SANDY SILT - stiff, moist,. brownish -gray , SM SILTY SAND - medium dense, moist, brownish -gray Thin layer of Silt Field Tech: AR Prepared By: HP (CONTINUED ON FOLLOWING FIGURE) Checked By: i'KM La Quinta Country. Club MACTEC LOG OF BORING La Quinta, California o Project: 4953-07-0961 Figure: A.1.2b H BORING 2 (Continued) �' H z :.. Ir.aFx-¢ Cn �_ O O A ¢ x w QZ > W F� n Cn w W Q cy O. U 3 W DATE DRILLED: June 18, 2007 m ¢ > W - a p o `� 3 EQUIPMENT USED: Hollow Stem Auger o z W A Z A Q 0 " Q HOLE DIAMETER (in.): 8 A g W � ' M ELEVATION: 39** z z Becomes light brownish -gray Q z A a 3 -45 Thin layer of brownish -.gray Sandy Silt; some Clay 85 a zo m Becomes brown o¢o U w SP POORLY GRADED SAND -medium dense, slightly moist, brown, fine z z 50 to medium grained O O uj ¢¢¢ U g 90 OOOw Wx 0. a ¢ .' ML SANDY SILT - stiff, moist, brown, some Clay [�—U ¢¢¢ -55 ZaF- 95 SM SILTY SAND -medium dense, moist, light brown, thin layers of Sandy Silt zoz w w W< ¢ F m 60 SP POORLY GRADED SAND - very dense, slightly moist, gray, fine to o W 100 medium grained m o ¢ END OF BORING AT 100 FEET OF a W NOTES: Water not encountered. Boring backfilled with soil cuttings and o z z tamped. o a FF¢- ¢ w -65 X� 105 0O¢ F OcO, ¢ W ' o Z a' o ON O Ex- -70 o oFO 110 z ¢zca ` 3 oxZ Uz0 OH ¢< 75 C F p0 I(5 .� n v 0 80 z • 120 o• z La Quinta Country Club . La Quinta, California 1 Field Tech: AR Prepared By: HP. Checked By: MACTEC LOG OF BORING Project: 4953-07-0961 Figure: A.1.2c BORING 3 a z W W�yW cs: 3 F p 0w oFo o O a > W Enw z�w qU O o DATE DRILLED: June 20, 2007 + p° ¢¢ U > W W A - a Z p o � 3 .a p `� 04 EQUIPMENT USED: Hollow Stem Auger o �' A �' A rn HOLE. DIAMETER (in.): 8 m o m W`n M ELEVATION: 47** z o 2 SM FILL - SILTY SAND - slightly moist, light gray U' F 0 uU ra� 45 1.9 101 23 p uzi w Fa3 " a z m 5 , o SP POORLY GRADED SAND - loose, slightly moist, light gray, fine to o ¢ p medium grained F-" 40 <Uoz 4.8 99. 12' , 0; � .z Z H U 2 to 6.9 95 11 Thin layers of Silt; brownish -gray, some clay, slightly porous, some roots 0 0— w 0 F' wa 35 , ¢ x .' ML SILT with SAND - soft, moist, brownish=gray, thin layers of Sandy Silt F U 4 28. l (76% passing No. 200 sieve) ¢µ¢�¢ 'n � < 15 0 Thin layers of Sandy Silt z o z 30 23.3 . 86 12 Becomes medium stiff UU� 3 SM SILTY SAND - loose, moist, brownish -gray ¢0.Uj i F � 20 (17% passing No. 200 sieve) oLW ¢ wo w H 25 Alternating layers of Sandy Silt and Silty Sand . zo m a 34.6 81 6 w FQw �?A 25 a 5 16.3 (50% passing No. 200 sieve) ` w� 20 Z �x 17.7 98 8 a oH o U ,¢ zo 0 30 CL LEAN CLAY - soft, moist, gray ¢ A = En FA z I5 3, 37.8 (96% passing No. 200 sieve; LL=49; PI=22) 0 Uzo a m°¢ � �¢U O F_ p -1 35 37.8SM Thin layers of Silty Sand SILTY SAND I b h - oose, moist, rowms -gray 10 9 15.6 Thin layer of gray Sandy Silt with some Clay 40 Field Tech: AR Prepared By: HP (CONTINUED ON FOLLOWING FIGURE) Checked By: La Quinta Country Club MACTEC LOG OF BORING La Quinta, California Project: 4953 07 0961 Figure:. A1.3a 1 z0F" H FF o zq. p w 0o a >w� Qa. V0Q o a N ow A o o C 750-0m W E- 0 < z 0 < 9.9 94 25 .] s .zap ¢� n :D W Lo 4 38.5 �a3 LU azm as o o � 0 0 22.2 96 21 U z 01 zzF 00� 15j �¢Q U� soto 00 X 00 S wQa w tx0w U w, ¢¢Q z F- ss 00� 0 0 z -to w W< Qaw F- oU 0.�0¢ 60 Cn ouwF- 15 z 0 < Q k a�XQ 65 OK¢ LQ -20 " M f- o_ z to W a, 0ax o N O t... voOF 70 Z Ln z u .< 3 -25 0Nz j U z 0 a Q U rn¢(i o � 0 75 o J -30 BORING 3 (Continued) DATE DRILLED: June 20, 2007 EQUIPMENT USED: Hollow Stem Auger HOLE DIAMETER (in.): 8 ELEVATION: 47** Becomes medium dense and slightly moist ML SILT - soft, moist, brownish=gray, thin layers of Sandy Silt, some Clay (93% passing No. 200 sieve) SM SILTY SAND - medium dense,.moist, brownish -gray, thin layers of Sandy Silt Becomes loose 3" thick Silt layer with some Clay Thin layer of Sandy Silt Becomes medium dense ML SANDY SILT - medium stiff, moist, brown, some Clay Thin layer of Silty Sand SM SILTY SAND - medium dense, moist, brown (22% passing No. 200 sieve) Thin layers of Sandy Silt Becomes loose Alternating 4" to 6" thick layers of Sandy Silt and Silty Sand z 80 i Field Tech: AR Q .. n Prepared By: �H,,�PA� (CONTINUED ON FOLLOWING FIGURE) Checked By: /r ;l La Quinta Country Club A MACTEC LOG OF BORING La Quinta, California Project: 4953-07-0961 Figure: A.1.3b BORING 3. (Continued) H �_ H w Z � wv� � u� a 3 H � o O v p ca O Ex- H Q W � •b w 0 � : , 3 �••� a DATE DRILLED: June 20, 2007 . j W a' z 00 �A `� 3 EQUIPMENT USED: Hollow Stem Auger O w W Ca A .. C4 ' A 0 `� Q HOLE DIAMETER (in.): 8 p o m M ELEVATION: 47** oz ; Becomes medium dense o o< :.`.. w -35 , z¢f_ 0 F3 Becomes light brownish -gray azw O� 85 O¢O U 0O z z E'er., Thin layers of Poorly Graded Sand O O ui 90 31 Becomes dense U (13% passing No. 200 sieve) OOX w Ew- p w < U Q 2 Q F 95 Becomes very dense o'o .•..• SW WELL GRADED SAND. with GRAVEL - dense, slightly moist, light F � t':t; brownish -gray z o z -50 '• I O u w w 3 ci:•: •:C4: Q 0.W •• iJ oav 100 w o < END OF BORING AT 100'/z FEET p [w- ' -55 'NOTES: Water not encountered. Boring backfilled with soil cuttings and tamped. z c� w ¢;w F- pXA °7ao< 105 Q -60 ¢Nx o z w a 0o a Cn o0 110 z ¢�z 0 < 3 En -65 CNz UZO 0. � O Q Q O Up .a 115 a a -70 Q .0 L Field Tech: AR Prepared By: HP z ' Checked By: AINk J La Quinta Country Club MACTEC LOG OF BORING n • La Quinta, California Project: 4953-07-0961 Figure: A.1.3c K i F U aF< H H �Z F b Z(Zl O' W m°o ¢ a >a _'_ q n U o oN� w Q _Zq � O� A -m W q Pq E- L] ¢ 0z:g z0¢ 45 5.9 95 22 K ¢¢ Q CA w F03 <zm 5 O a0 �' 40 O `n U0P 19.6 75 9. ! OF zzH OOF 10 a U :5 35 4 9.0 00 w �Q p w ¢ F U 17.1 85 10 Q ¢ ¢ 15 00� z 0 Z 5 , 15.6 3 Waw Qaw m jE_ -av 20 Im aP� 25' Uxw O 0 5 25.2 . < XA 220 25 13.5 85 7 pja 20 a rn ¢w a � � m F- o ¢max ZOW 3 32.1 o Oox 30 U Z z ¢A t5 p ¢ 3 0Cnz 32.5 .85 5 UZO a P¢ C7 Cn ¢ U o FOOD 35 9 4 l0 6.8 1 90 1 19 BORING 4 DATE DRILLED:, June 19, 2007 EQUIPMENT USED: Hollow Stem Auger HOLE DIAMETER (in.): 8 ELEVATION: 46** SM I FILL - SILTY SAND - slightly moist, gray SM SILTY SAND -loose, moist, gray Thin layers of Sandy Silt Becomes very loose, V to 2" thick layers of Sandy Silt Becomes loose Thin layers of Silt with some Clay 3" thick Silt layer with some Clay Becomes slightly moist Becomes moist Thin layer of Sandy Silt, brownish -gray, slight seepage encountered Becomes very loose Alternating layers of Sandy Silt and Silty Sand SP- POORLY GRADED SAND with SILT -medium dense, slightly moist, SM gray 40 �Xw a V Field Tech: AR z Z Prepared By: HP z (CONTINUED ON FOLLOWING FIGURE) Checked By:/V/n a , u La Quinta Country Club MACTEC LOG OF BORING La Quinta, California Project: 4953-07-0961 Figure: A.1.4a t BORING 4 (Continued) oxa Zp WH aH 3 ran OW m 0 0 ¢ a h a w A �, � . U. o ,� DATE DRILLED: June 19, 2007 • W p o 3 p" EQUIPMENT USED: Hollow Stem Auger wo �' W q Z A o J A O Q HOLE DIAMETER (in.): 8 D o m W MCn ELEVATION: 46** DL:>, FC]¢ o o ¢ 5 8, 16.9 WIT :. SM SILTY SAND- loose moist, brownish -gray z ¢ k- 4d z .' ML SANDY SILT - medium stiff, moist, brownish -gray 37.0 82 - 9 Is •0 3 : SP POORLY GRADED SAND - loose, moist, light brownish -gray F. a z LU 45 O rn z F z 0 r . o ¢ F 10 31.2 Thin layer of Sandy Silt r UU. z O' zzF oow <¢ so 0OX 5 a 0 xFC4 , w�a. x O ¢ ML SANDY SILT - medium stiff, moist, brownish -gray, some clay, thin . layers of Silty Sand H .. 55,. 2 0 lU z 0 z Alternating layers of Silty Sand 04-w '• w w < Q y.w F m tjOwv 60a. z coo¢ 15 O U. F z g� O d F ¢ LU 65 Uja� -20 LU SP POORLY GRADED SAND - medium dense, slightly moist, light ¢ brown, fine to medium grained r FF o z�w a vx , o < z 00 70 v °=0¢ z� Nzz 25 0 z 00 ML SANDY SILT - stiff, moist, brownish -gray, some Clay J Cn¢U , Fx0� 75 . ' a -30 - Alternaiing layers of Silty Sand ; j • 80 t 1 20.9 195 I 2U I��I/ Field Tech: AR Prepared By:, HP (CONTINUED ON FOLLOWING FIGURE),. Checked By: MA La Quinta Country Club MACTEc LOG OF BORING. La Quinta, California Project: 4953-07-0961' Figure: A.1.4b H BORING 4 (Continued) a z aH 3 Cn p , F< > WM w WA o pa0 o W DATE DRILLED: June 19, 2007 m U. ¢ > W p o �, 3 EQUIPMENT USED: Hollow Stem Auger N 0 W Q = A � o .. � p" HOLE DIAMETER (in.): 8 A o m• W A `" ELEVATION: 46** FAQ o u F¢- 35 -•� w [za � Q�F a W 0 W " F�3 85 SP POORLY GRADED SAND - medium dense, moist, light brown, fine to ¢a z0 rn medium grained 40 p¢O O W wzz 0�q zzaaF 0 0 H 90 Becomes slightly moist U 00 -45 w F- w a w a, ¢ , F O E.0 z � .F 95 SW WELL -GRADED SAND - medium dense, slightly moist; some gravel 00 �^ �F 50 aN zzoz w w L LJ < w F IM O¢ 100 END OF BORING AT 100 FEET � F � -55 �' a w NOTES: Water not encountered. Boring backfilled with soil cuttings and .0 tamped. z� w a X� 105 �a0¢ 60 wt¢�.� ' aa0¢E' o ¢mow o 00F U z O_ 110 �zz 65 U 0 3 0CAz UZO a°-¢ C7 ¢ U H 0, 115 . J r -70 7 Z 120 ' Field Tech: AR z Prepared By: HP Checked By: La Quinta Country Club La Quinta, California AMACTEC LOG OF BORING. n Project: 4953-07-'0961 Figure: A.1.4c. a z_w Y 3 a Ma F) 0 x ¢z �~b z� w V 0 W Q a >W �w q U o .a oN� w A zA� rx 0� Q wzw A0 W W `' A W CG rn O F_ �f]Q i o°F 45 caU, S.7 97 21 '¢ A�W Him3 az� 5 ° " 40 o¢0 H ' < 0 2.7 99 10 0� z z 00F U 10 18.3 75 9 OOX 35 o w0 w¢a • w H U 3 27.6 ¢¢¢ < 15 00� 2 F- F 30 19.4 89 12 19. 00W w Qaaw u,Fim 70U 20 mO4 DF� 25 Lo 0U.F z�z 29.3 87 6 0 F¢� XA 5 15.7 Uj 25 C 20 w¢ < F pa Z�x 7.8 88 10 o 00F 30 v 0� ¢zQ �3z IS 2 36.7 oEn xCn z Uzo v �¢U MOO a F'o O 35 q 0 10 BORING 5 DATE DRILLED: June 19, 2007 EQUIPMENT USED: Hollow Stem Auger HOLE DIAMETER (in.): 8 ELEVATION: 46** SM I FILL - SILTY SAND - slightly moist, SP POORLY GRADED SAND - loose, slightly moist, light gray, fine grained ML SANDY SILT - soft, moist, grayish -brown, some Clay Thin layer of light gray Silty Sand Becomes medium stiff and light brownish -gray SM SILTY SAND - loose, moist, light brownish -gray Thin layer of soft Sandy Silt with some Clay Becomes very loose Thin layer of Sandy Silt Becomes loose Thin layers of Sandy Silt .' ML SANDY SILT- soft, moist, brownish -gray, some Clay J. Thin layers of Silty Sand Becomes medium stiff Thin layer of gray Silty Sand 8 20.8 40 Field Tech: AR Prepared By: HP (CONTINUED ON FOLLOWING FIGURE) Checked By: La Quin Country Club MACTEC LOG OF BORING La uita, California Project: 4953-07-0961 Figure: A.1.5a ` WV) H F o 0 V w 00A Q w w �W �w 0 O¢ o a ON P ZA o 0 FAQ 5 4.5 94 �14 ou< aW z¢ ca W 3 38.3 �a3 �W 45 O `n 0 o ¢ g F 5.4 103 19 0 u, .11 zzF' Q�¢ U2 50 OOX 5 cu W�a FU� ¢ ¢ ¢ 55 OF 0RF� -to-- 0 a cn 0 LW UZ L¢3 ¢° W F� En _1U 60 co0O¢ IS Cn o w <4w XA 65 Woff. -20 Uj F- o ¢Nx ova o yOF °v z 70 Nzz 25 x p Z tUi O J rn¢U F_ 0 75 .a -30 ' zl — 80 BORING 5 (Continued) .DATE DRILLED: June 19, 2007 -EQUIPMENT USED: Hollow Stem Auger HOLE DIAMETER (in.): 8 ELEVATION: 46** SM I SILTY SAND - loose, slightly moist, brownish -gray ML SANDY SILT - soft, moist, brownish -gray, some Clay SM SILTY SAND, medium dense, slightly moist, brownish -gray, thin layers of Sandy Silt ML SANDY SILT - medium stiff, moist, brown, thin layers of Silty Sand r Thin layers of Silt with some Clay Thin layers of Silty Sand SM SILTY SAND - medium dense, moist, brownish -gray Thin layers of Sandy Silt and Poorly Graded Sand SP POORLY GRADED SAND - medium dense, slightly moist, light gray, fine to medium grained SM SILTY SAND - medium dense, moist, brownish -gray ML I SANDY SILT - soft, moist, brownish -gray, some Clay i Field Tech: AR zPrepared By: HP (CONTINUED ON FOLLOWING FIGURE) Checked By: MM La Quinta Country Club MACTEC LOG OF BORING a La Quinta, California Project: 4953-01-0961 Figure: A.1.5b r v . H BORING 5 (Continued) x z ^ tz w �D� 3 4 oFO A O > W � W U O o DATE DRILLED: June 19, 2007 ¢ > W 00 3 EQUIPMENT USED: ' Hollow Stem Auger o W W A Z A o ax A Q `n HOLE DIAMETER (in.): 8 0 OW ELEVATION: 46** p E- A ¢ 0 z SM SILTY SAND - medium dense, moist, brownish -gray ODU¢ 35 ¢N wOz Arnw . W FIm3 a z M 85 11.0Some gravel O z F z -40 POORLY GRADED SAND - dense, slightly moist, brown and gray, SP o ¢ o fine to medium grained, some gravel UOz O�� z z E' OOw v 90 OOX -45 XF0 W�a w A ¢ Fx- O z¢ H¢ 95 Becomes medium dense O O n _50 Q p; cn w0 , t Ozz w w w¢ 3 Q° W j100 Becomes dense n o � -55 END OF BORING AT 100%2 FEET p H � NOTES: Water not encountered. Boring backfilled with soil cuttings and tamped. z ui �¢� XA 105 ` F a. -60 pq ¢ F c ¢NW a 0ox o .OE. O0 110 z ¢ z A -65 ,. 4 E-_ 3 0Cnz a V ¢ U o �0 IIS a 4 -70i I F 0 a z I� 120 a Field Tech: AR Prepared By: HP Checked By: /411M :l La Quinta Country Club / La Quinta, California MACTEc LOG OF BORING n Project: 4953-07-096I Figure: A.1.5c 0- 0 10 0D a A U a ¢ a ?W �b 0 a AOm W al F=- A Q 0z ou< ca a9.3 90 26 ' F w` z Llvaiw ao w z m 5 o¢o t F N o 0 35 18.3 77 8 j zzF OOF 10 3 30.3 OOX �FC4 w ¢ 30 F- U 18.1 84 10 ¢¢¢ IS ZOOF¢ z0z 4 6.7 w 25 ¢0. w E- m 20 9 aU m0¢ 0E-� � W w 0-7 0 20 8 6.0 wUj Uj Q F— P 25 LQ�z 7.8 99 7 w¢i H Uj 15 T zCn 4 30.4 Cn rcyu x0¢ 30 ¢z p z 36.8 J 85• 9 R=rn 3 OCnz Uzo i O Q to D vn¢U E= 0 35 5 14.5 I 85 I 14 z1 40 " BORING 6 DATE DRILLED: June 20, 2007 EQUIPMENT USED: `Hollow Stem Auger HOLE DIAMETER (in.): 8 ELEVATION: 43** SM 4" Thick Concrete SM FILL FILL - SILTY SAND - slightly moist, light brown SP- POORLY GRADED SAND with SILT - loose, moist, light gray, fine SM grained ML SILT —soft, moist, brownish -gray (93% passing No. 200 sieve) Thin layers of Sandy Silt Becomes medium stiff SM SILTY SAND - very loose, slightly moist, brownish -gray (17% passing No. 200 sieve) Thin layer of Sandy Silt SP- POORLY GRADED SAND with SILT - loose, slightly moist, SM brownish -gray (I I % passing No. 200 sieve) Thin layer of medium stiff and moist Sandy Silt ML I SILT - soft, moist, brownish -gray, some clay Becomes medium stiff (LL=43; PI=1.7) Thin layers of Sandy Silt Becomes soft d(89.P/o passing No. 200 sieve), SM SILTY SAND - loose, moist, brownish -gray, thin layers of Sandy Silt Field Tech: AR Prepared By: HP (CONTINUED ON FOLLOWING FIGURE) Checked By: 11AA J La Quinta Country Club 11 La Quinta; California MACTEC LOG OF BORING o . Project: 4953-07-0961 Figure: A.1.6a 1 � zw 3.. o F-< o x ¢z z o V w 0 ¢ w a q >w ZA �� P A o 0— a o� W - q v) o0m V) D E_ F O Q 3 30.2 z 0 Q ou ,�ryF 0 U z¢F Uj Z o co W o 20.0 95 11 � ?zm 45 0 V, 0 ¢ 0 10 6.4 U<01.z 0 i� 5 zzF ' 0 0 j �U2 2. 50 OOX w F a¢¢ ...-10 xj¢ F U ss. 00� F�F O � N O�W W¢3 15 ate, uFi F a0 � U 60 CQoQ DF 'U.aw O cU.z z O zo wa LU F¢U Xo 65 0< E w¢L ¢<a 25 = zNw a0 ,00 cwyz j n O Q 70 Q =�z 0 .Q 3 0Nz UZO . 30. z E_a D <U T F0� 75 a -35 80 BORING 6 (Continued) DATE DRILLED: June 20, 2007 EQUIPMENT USED: Hollow Stem Auger HOLE DIAMETER (in.): 8 ELEVATION:.43** Becomes very loose ML SANDY SILT -medium stiff, moist, brownish -gray, some Clay, thin layers of Silty Sand SP- POORLY GRADED SAND with SILT - loose, moist, brownish -gray, SM thin layers of sandy silt (10% passing No. 200 sieve) ML SILT - medium stiff, moist, brown, some Clay Thin layers of Sandy Silt Alternating 4" to 6" thick layers of grayish -brown Silty Sand CH FAT CLAY - medium stiff, moist, brown (LL=61; PI=31) SM SILTY SAND , medium dense, moist, brownish -gray Thin layer of gray fine to medium grained'Poorly Graded Sand layer, some gravel Becomes light brown (70% passing No. 200 sieve) ML 3" thick layer of fine to medium grained Sand, light gray t SANDY SILT - moist, brown SM SILTY, SAND -medium dense, moist, gray Field Tech: AR z Prepared By: HP (CONTINUED ON FOLLOWING FIGURE) Checked By: MM La Quinta Country .Club MACTEC LOG OF BORING La Quinta, California Project: 4953-07-0961 Figure: A.1.6b v H BORING 6 (Continued) z 'r- w y p ° 0— H W b W U 3 W1' DATE DRILLED: June 20, 2007 m ¢ W - p p o 3 EQUIPMENT USED: Hollow Stem Auger 0 W 1-4C/' Az o v x 0— Q HOLE DIAMETER (in.): S D o m La M ELEVATION: 43** DE-y 0 z � SP POORLY GRADED SAND - dense, moist, light brown, fine to medium zz 0 ¢ grained -�w< O U � z¢F • w z -a0 Z)M m 85 6" thick layer of Gravel � 0 0Cn 2 E- , O7O ¢z¢ 0 C oC -45 0 o w' ' 90 Becomes medium dense :: SM aU ¢ SILTY. SAND - medium dense, moist, gray, fine to medium grained OOX XF00' w a ¢ -50 F� U Q Q ¢ z F 9533 7.3 (12% passing No. 200 sieve) 0 0 Becomes dense and light brown q C4 V) zoz O�w w 55 ¢ w ov 100 Becomes medium dense and moist Cn m 0 ¢ END OF BORING AT 100 FEET o w �. NOTES: Water not encountered. Boring backfilled with soil cuttings and tamped. 0 -60 LU F ¢.pu 0 ¢ 105 LU Fyn a rn �¢w w � � ¢¢� 65 T zc7w s�0 LQ00 110 7 > oo< q J 0 ¢ N N 0 z z o -70 r L � O ¢ J vn ¢U Fx 0 115 120 Field Tech: AR Prepared By: HP Checked By: iPA� La Quinta Country Club La Quinta, California MACTEC LOG F BORING c Project: 4953-07-0961 Figure: A.1.6c ; BORING 7 �_ .. z U 0 v 0 Z H Fx � W a A 0 3 DATE DRILLED: June 20, 2007 m ¢ d U. . > W 0 0 " 3 a' EQUIPMENT USED: Hand Auger 0 Gn 0 W A o R; HOLE DIAMETER (in.): 4 D o m W A W `" ELEVATION: 40** U z 2 SP- Lawn o H `l L6 96 20 SM POORLY GRADED SAND with SILT- moist, brown, so a roots w z w z 8.0 102 20 7 w 3" thick layer of Sandy Silt , Fa3 35 5 o N END OF BORING AT 5%: FEET o¢oP ¢0� NOTES: Water not encountered. Boring baokfilled with soil cuttings and tamped. 0 * Number of blows required to drive Crandall Sampler' 4 12. inches using a 50 pound hammer falling 12 inches. z z • 30 10 ¢OOF wa¢ U- OOX t— a. W Q xU ¢Qa Z- E¢< 25 15 oo� zOz W W O�� + a O U 20 20 a.mo< Uj 00.4 z oW < ¢ u. �wx °yy00¢ 15 25 w<W a E, rx z�x . \ 000 10 30 o o¢ ¢Zq � 0 ozo z Q U � ' » fix. 0 S 35 a 3 ' i y 40 Field Tech: GMC/AR z Prepared By: iHP n Checked By: /MA TT La Quinta Country Club MACTEC LOG �F B�R11V G n La Quinta, California e Project: 4953-07-0961 Figure: A.1.7 Via OOq w ¢ a 0" w w A0m FA¢ z0 OWF ¢� uta,, F A:DW w H�F azm o o¢o F- <0z o49 zzF oow ¢ 0 U Q¢ x- 0Xw w�a U Q ¢ ¢ F 00� F � F O " W w W¢3 a 0... W F m �aCwJ O a 0W z r� 0 a ¢mow F- �w0a Hai � < ¢w a � � F ¢qua 0OV? Gn ¢8C Oa ¢Zz� �3z 0 0 a V. A UZ9 z ¢ca xUC F0� ZO - : H .. U O z 0 0 J DATE > W O ° - 3 EQU[E Q v pG 0 HOLE W A R1 ELEV SP- 40 9.5 86 9 SM 14.4 92 25 5 35 ti 10 ' 30 15 -25 20 20 25 15 30 10 35 5- -AA BORING 8 DRILLED: June 21, 2007 MENT USED: Hand Auger DIAMETER (in.): 4. \TION: 41 ** Lawn POORLY GRADED SAND with SILT - moist, light brown, some roots Thin layers of Sandy Silt END OF BORING AT 5%2 FEET NOTES: Water not encountered. Boring backfilled with soil cuttings and tamped.. Field Tech: GMC/AR o Prepared By: HP z Checked By: i�IM La Quinta Country Club i � LLaQuinta California ..�MACTEC LOG OF.BORING . m Project:'4953-07-0961 Figure: A.1.8 0 BORING 9 H a Z z rx 3 U 0 0 a O H E -o W a A" OU 3. DATE DRILLED: June 20, 2007 m¢ A W 00 , 3 —�° EQUIPMENT USED: Hollow Stem Auger o W A - v R' `� Q HOLE DIAMETER (in.): 8 Q.Cn -0 W A pSq ELEVATION: 44** O z ¢ 4" thick Asphalt Concrete o Uo ¢ 4.9 97 l8 SM FILL - SILTY SAND - slightly moist, brownish -gray SwF¢ A U pL F- WA POORLY GRADED SAND -,loose, slightly moist, gray, fine grained : SP w H 3 40 14.6 92 g SILTY SAND - loose; moist, brownish -gray SM < 5 '0N 15.7 99 10 zo ¢ z END OF BORING AT 6 FEET N 0 NOTES: Water not encountered. Boring backfilled with soil cuttings and tamped. U4. * Number of blows required to drive Crandall Sampler z z OOw' 35 12 inches using a 140 pound hammer falling 30 inches. Q Q U ' 10 OOX w • W � 4 W 30 15 O 0 0 � W , .3 W ¢w ¢FW 25. DOW a 20 000¢ w E. zz 0 w F- ¢ w 20 a�XA 25 Ox Q z W - 06F 15 c<y .a z a 30 Q A b 0 cn z _ �zo v 0 10 J E� 35 5 40 La Quinta Country Club La Quinta, California Field Tech: AR Prepared By: HP Checked By: /14A MACTEC LOG OF BORING Project: 4953-07-0961 Figure: A.1.9 BORING 10 �_ �. U a 0 O v W OU 3 a DATE DRILLED: June 21, 2007 m¢ U. W O o 3 EQUIPMENT USED: Hand Auger 0 z c� a A R: Q 0" HOLE DIAMETER (in.): 4 0 0 W. W ELEVATION: 42** O z 2 Sp- POORLY GRADED SAND with SILT - moist, light brown, some roots O U < 11.0 89 15 SM ZU¢(�- 40 w z 14.9 98 25 �Nw ca 515.0 , 90 24 g � END OF BORING AT 5'-A FEET o¢o F. ¢O� 35 NOTES: Water not encountered. Boring backfilled with soil cuttings and tamped. p �* Number of blows re4uired to drive Crandall Sampler E 12 inches using a 50 pound hammer falling 12 inches. F- FF 10 0 C) Xw0 30 u.�Qaa, x a ¢ F � 2 Q ¢ - ¢- 15 0 0 OOw 25 <E ¢n.cU Fm . au 20 m0¢ :D E- O rw� 20 z ' 0 a w " ¢ U. �XA 25 00< wa. Ell ¢w 15 ¢V,1-4 z � C/) z0 Q 30 ¢ n Zzz ^ z E q0< a 10 O-Z F Uzo o W O ¢ z N¢U FUO 00 0 c '35 3 . p, 5. - v c 0 o a 40 - Field Tech: GMC/AR o Prepared By: HP. Checked By: /14/ o La Quinta Country Club MACTEC LOG OF BORING La Quinta, California Project: 4953-07-0961 Figure: A.1.10 m MAJOR DIVISIONS GROUP SYMBOL TYPICAL NAMES Undisturbed Sample Auger Cuttings CLEAN 14 • �' GW Well graded gravels, gravel -sand mixtures, little or no fines. Standard Penetration Test Bulk Sample p GRAVELS (More than 50% o GRAVELS (Little or no fines) ° 0° GP Poorly graded gravels or grave - sand mixtures, little or no fines. Rock Core Crandall -Sampler coarse fraction is GRAVELS ° GM Silty gravels, gravel -sand -silt mixtures. KN Dilatometer ^" Pressure Meter LARGER than the No. 4 sieve size) COARSE WITH FINES " GC Clayey gravels, gravel - sand - clay mixtures. Packer No Recovery GRAINED SOILS (Appreciable amount of fines) (More than 50% of material is CLEAN �' SW Well graded sands, gravelly sands, little or no fines. g y - Water Table at time of drillingt Water Table after drilling LARGER than No. 200 sieve size) SANDS SANDS ' '.'.' •:... (More than 50% o (Little or no fines) : •..::.:. SP Poorly graded sands or gravelly sands, coarse fraction is . little or no fines. SMALLER than the No. 4 Sieve SANDS SM Silty sands, sand - silt mixtures Size) WITH FINES SC Clayey sands, sand - clay mixtures. (Appreciable amount of fines) ML Inorganic silts and very fine sands, rock flour, silty of clayey fine sands or clayey Correlation of Penetration Resistance silts and with slight plasticity. with Relative Density and Consistency SILTS AND CLAYS Inorganic lays of low to medium plasticity, SAND & GRAVEL SILT & CLAY FINE (Liquid limit LESS than 50) CI -gravelly clays, sandy clays, silty clays, lean clays. No. of Blows Relative DeAi No. of Blows Consistency = OL Organic silts and organic silty clays of low 0-4 VeryLoose 0-1 VerySoft' GRAINED 5 - 10 Loose 2-4 Soft SOILS __ plasticity. (More than 50% o material is MH Inorganic silts, micaceous or diatomaceous 11 - 30 Medium Dense 5 - 8 Medium Stiff 31 -50 Dense 9 - 15 Stiff SMALLER than fine sandy or silty soils, elastic silts. No. 200 sieve size) SILTS AND CLAYS Over 50 VeryDense 16 - 30 VeryStiff (Liquid limit GREATER than 50) CH Inorganic clays of high plasticity, fat clays Over 30 Hard OH Organic clays of medium to high plasticity, organic silts. HIGHLY ORGANIC SOILS PT Peat and other, highly organic soils. BOUNDARY CLASSIFICATIONS: Soils possessing characteristics of two groups are designated by combinations of group symbols. SILT OR CLAY SAND GRAVEL Cobbles Boulder Fine Medium Coars Fine Coarse No.200 - No.40 No.10 NoA 3/4" U.S. STANDARD SIEVE SIZE Reference: The Unified Soil Classification System, Corps of En Memorandum No. 3-357, Vol. 1, March, 1953 (Revised April, 1 3" 12" , U.S. Army Technical KEY TO SYMBOLS AND DESCRIPTIONS �MACTEC Figure A-2 0 0 0 2000 O w' a. 4000 O a W 6000 wl a 8000 U 5 En 10000 12000 SHEAR STRENGTH in Pounds per Square Foot . 2000 4000 6000 8000 10000 12000 k1@7'% @7%:6@7%- ``�05@10' 2@13'/s6@13'/ 5@16%= 3@1 6@19%:� 01 %2 19% 5@22'% Boring Number and , t \ Sampl6.Depth (ft.) \ 2@31% \ 0 4@7% \ 2@13'/:05@1 %: \ O O 6@13 z 5# 6%: 3@16' 6@VY20 0.1@19'% 0 \ 5@22% '2@31 %z \4 6@79%2 •. Values Used in Analyses \ 1@89Y: • 3@84'/ \ • 5@84'% \ 2@99'/: KEY: • Samples tested at field moisture content o Samples tested after soaking to a moisture content near saturation ,r Prepared/Date: HP 07/2 /07 Checked/Date:`Checked/Date:AM, l oAI La Quinta Country Club DIRECT SHEAR TEST DATA La Quetta, California ArMACTEC Project No:•4953-07-0961 Figure A-3 0.00 0.02 f y 0.04 z W a to W V 0.06 z z z 0 0.08 Q c 0 z 0 0.10 U OR 0.14 LOAD IN KIPS PER SQUARE FOOT 0.4 0.5 0:6 0.7 0.8 09 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 r 4 Boring 4 at 13'/2' \ SILTY SAND \ 0 Boring 1 at 31'/2' SILT 11 NOTE: Water added to sample from Boring I after consolidation under a load of 3.6 kips 'per square foot and to sample from Boring after consolidation under a load of 1.8 kips per square foot. Prepared/Date: HP 07/ 1 /07 Checked/Date:p* ro/o7 La Quinta Country Club CONSOLIDATION TEST DATA La Quinta, California Project 4953-07-0961 NlACTEC Figure A-4.1 LOAD IN KIPS PER SQUARE FOOT 0.4 0.5 0.6 0.7 0.8 0.9 1.0 -2.0 3.0 4.0 -5.0 6.0 7.0 8.0 0.00 0.02 Boring 6 at 13'/z' SILT xs V 0.04 z a , w - a w x 0.06 ° 0 z z 0 0 0.08 Q . A a 0 zn z 0 0.10 U 0.12 0.14 NOTE: Water added to sample after consolidation under a load of 1.8 kips per square foot. Prepared/Date: HP 07/21 07 Checked/Date: A4A 10# 01 La Quinta Country Club' La Quinta, California ACTEC CONSOLIDATION TEST DATA Pro Project 4953-07-0961 Figure A-4.2 f BORING NUMBER AND SAMPLE DEPTH: 1 at 7'/z' 1 at 25%' 3 at 16'/z' 3 at.34'/z' SOIL TYPE: POORLY GRADED SANDY SILT SILT LEAN CLAY SAND with SILT with SAND SURCHARGE PRESSURE. 900, 3600 1800 3600 (lbs./sq;ft.) PERCENT HYDROCONSOLIDATION: 0.5 0.4 O.I 0.1 F s Prepared/Date: HP 07/ 1 /07 Checked/Date: AIM I I /� ' HYDROCONSOLIDATION La Quinta Country Club TEST DATA MACTEC.La Quinta, CaliforniaProject 4953-07=0961 Fi 're A-5.1 , r BORING NUMBER BORING NUMBER AND SAMPLE DEPTH: 5 at 16'/2' 6 at 13'h' 6 at 1.9'/z' . SOIL TYPE: SANDY SILT SILT SILTY SAND r SURCHARGE PRESSURE: 1800 .1800 1800 (lbs./sq.ft.) , PERCENT HYDROCONSOLIDATION: 0.6 1.8 0.1 Prepared/Date: HP 07/21 % 7 M Checked/Date: AL I o/8`/D'7 >r HYDROCONSOLIDATION La Quinta Country Club TEST DATA La Quinta, California TVil 1CTEC Project 4953-07-0961 F127ure A-5.2. m t Prepared/Date: HP 08/Q7/ 7 Checked/Date:PiU .ID S�o1 La Quints Country Club NIACTEC COMPACTION TEST DATA La'Quinta, California Project ure A 7-0961 Figure A-6 R - VALUE DATA SHEET 4953-07--0961 _ LaQuinta CC PROJECT NUMBER 3a724 BORING NUMBER:.B-8 @ 0-4' SAMPLE DESCRIPTION: Brown Poorly Graded Sand ..................................... ....----................... Item a SPECIMEN b c Mold Number 1 2 3 Water added, grams 50 70 90 Initial Test Water, % 14A 16.2 18.0, Compact Gage Pressure,psi 230 - 155 90 Exudation Pressure, psi 378 261 100 Height Sample, Inches 2.63 2.56 2.56 Gross Weight Mold, grams 2992 2993 2992 Tare Weight Mold, grams 1965 1969 1977 Sample Wet Weight, grams 1027 1024 1015 Expansion,' Inches x 10ex -4 0 0 0 Stability 2,000 Ibs 160 si 17 I 34 ' 18 / 35 19 / 40 . Turns Displacement 4.90 5.22 5.27 R-Value Uncorrected- 6.5' - 63 59 R-Value Corrected 68 64 60 Dry Densit , cf 103.5 104.3 101.8 DESIGN CALCULATION DATA Traffic Index Assumed: 4.0 4'0 4.0 G.E. by Stability '0.33 0.37 0.41 G. E. by Expansion '0.00 0.00 0.00 65 Examined & Checked, 6 /29/ 07 Equilibrium R-Value by - EXUDATION ir-J XP. 7/uE Partial Free Draining - REMARKS: ��ey �i�" -' E 30659 The data above is based upon processing and testing samples as received -from the field. Test procedures in accordance with latest revisions to Department of - Transportation, State of California; Materials & Research Test Method No- 301. h. I�:1���1`, 1��1t'�'U1 Figure A - 7a R-VALUE GRAPHICAL 'PRESENTAT-ION f UU PROJECT No 350 BORING NO. 300 LLI DATE J Z Wei I? Ln 200 TRAFFIC i-NDE '00 -VALVE BY EXUDATION n - =mmmllm mmmmmmummmmm mmmmas =I -911111 WREE OWN am torn m mam - Gmvm1mm9 m Ewalt I IN mmm Im No to 2 Z 0 R-VALUE BY EXPANSION M I OISTU.RE.*A,T FAPR11CAT10,N. 800 700 600 500 400 300 200. 100 100 IMAM g -lap EE HE imER WAF am im g1r. @own am 1,11mram ME591m9sm pm-LWOR50--a"ImS gm 9201129 MOW, go go -sqGmgW;;j BE* 9 a 0 i 0 ?-.-i P1. ESH& I k 51 Moo N go 80, 70 60 0 50 >e 40 W 30 .20, 19 n MENEM Emim mum FEE go momm m I ammommimmmlill Lm Immm,mom 1.0 '2. 0 3.0 4.0 1&� COVER THICKNESS BY EKPANSION, FT. I MOISTURE 41- -vALUE va ExuD. PREs. T by EXUDATION A EXUI). T Va. EXPAN. T A T by E:X?ANSION REMARKS PROFESSIONAL PAVEMENT ENGINEEFUNG Figure A - 7b La Quinta Country Club —Report of Geotechnical Investigation October 10, 2007 MA CTEC Engineering and Consulting, Inc., Project 4953-07-096/ 1 SCHIFF ASSOCIATES September 4, 2007 MACTEC 2658 East Slauson Avenue Los Angeles, CA 90040 Attention: Mr. Mark Murphy www.schiffdssociates.com Consulting Corrosion Engineers -Since 1959 via fax: 323.889.5398 Re: Soil Corrosiyity Study La Quinta Country Club La Quinta, California 4953-07-0961. #, SA #07-1130SCS INTRODUCTION Laboratory tests .have been completed on three soil samples provided for the referenced project. The purpose of these tests was to determine if the soils might have deleterious effects on underground utility piping and concrete structures. Schiff Associates assumes that the samples provided are representative of the most corrosive soils at the site. The proposed construction consists of new country club. The site is located at 77-750 Avenue 50 in La Quinta, California. The water table is reportedly greater than 100 feet deep. The scope of this study is limited to a determination of soil corrosivity and general corrosion control recommendations for materials likely to be used for construction. Our recommendations do not constitute, and are not meant as a substitute for, design documents for the purpose of construction. If the architects and/or engineers desire more specific information, designs, specifications, or review of design, Schiff Associates will be happy to work with them asa separate phase of this project. LABORATORY SOIL CORROSIVITY TESTS The electrical resistivity of each sample was measured in a soil box per ASTM G57 in its as - received condition and 4gain after saturation with distilled water. Resistivities are at about their lowest value when the soil is saturated. The pH of the saturated samples was measured. A 5:1 water -soil extract from each sample was chemically analyzed for the major soluble salts commonly found in soils and for ammonium and nitrate. Test results are shown in Table 1. 431 West Baseline Road Claremont, CA 91711 Phone:909.626.0967 Fax:909.626.3316 MACTEC SA #07-1130SCS September 4, 2007 Page 2 SOIL CORROSIVITY A major factor in determining soil corrosivity is electrical resistivity. The electrical resistivity of a soil is a measure of its resistance to the flow of electrical current. Corrosion of buried metal is an electrochemical process in which the amount of metal loss due to corrosion is -directly proportional to the flow of electrical current (DC) from the metal into the soil. Corrosion currents, 'following Ohm's Law, are inversely proportional to. soil resistivity." Lower electrical resistivities result from - higher moisture and soluble salt contents and indicate corrosive soil. A correlation between electrical resistivity and corrosivity toward ferrous metals is: Soil Resistivity in ohm -centimeters Corrosivity. Category over 10,000 mildly corrosive 2,000 to 10,000 moderately corrosive 1,000 to 2;000 corrosive below 1,000 severely corrosive. Other soil characteristics that may influence corrosivity towards metals are pH, soluble salt content, soil types, aeration, anaerobic conditions, and site drainage. Electrical resistivities were in ' the mildly corrosive category with as -received moisture. When saturated, the resistivities were in the moderately corrosive category. The resistivities dropped with added moisture because the samples were. dry as -received. Soil pH values varied from 8.3 to 8.5. This range is moderately to strongly. alkaline. The soluble salt content of the samples was low. . The nitrate concentration was high enough to be deleterious to copper. Tests were not made for sulfide and negative oxidation-reduction (redox) potential, because these samples did not exhibit characteristics typically associated with anaerobic conditions. This soil is classified as moderately corrosive to ferrous metals and aggressive to copper. MACTEC SA #07-1130SCS CORROSION CONTROL RECOMMENDATIONS September 4,' 2007 Page'3 The life of buried materials depends on thickness, strength, loads, construction details, soil moisture, etc., in addition to soil corrosivity; and is, therefore, difficult to predict. -Of more practical value are corrosion control methods that will increase the life of materials that would be subject to significant , corrosion. The following recommendations are based on the soil conditions discussed in the Soil Corrosivity section above. Unless otherwise indicated, these recommendations apply to the entire site or alignment. Steel Pipe 1. Bond underground steel pipe with rubber gasketed, mechanical, grooved end, or - other nonconductive type joints for electrical continuity. Electrical continuity.is necessary for corrosion monitoring and for future application of cathodic protection if needed. 2. Install corrosion monitoring test stations to facilitate corrosion monitoring and the application of cathodic protection if needed: a. At each end of the pipeline. b. At each end of any casings. c. Other locations as necessary so the interval between test stations does not exceed 1,200 feet: 3. To prevent dissimilar metal corrosion cells and to facilitate the application of cathodic protection, electrically isolate each buried steel pipeline per NACE Standard RP0286, from: a. Dissimilar metals. b. Dissimilar coatings (cement -mortar vs. dielectric). c. Above ground steel pipe. 4. Apply a suitable dielectric coating intended for underground use such as: a. Polyurethane per AWWA C222 or b. Extruded polyethylene per AWWA C215-or c. A tape coating system per AWWA,.C214 or d. Hot applied coal tar enamel per AWWA C203 or e. .Fusion bonded epoxy per AWWA C213. 5. Although it is customary to cathodically protect bonded dielectrically coated structures, , cathodic protection is not recommended at this time due to moderately corrosive soils. However, joint bonds, test stations, and insulated joints should be installed and will facilitate the application of cathodic protection in the future if needed to control leaks. In lieu of installing cathodic protection on these structures at this time, the installation of electrical resistance (ER) probes designed for steel,piping should be incorporated into the corrosion monitoring system to discern if/when cathodic protection will be warranted in the future. 6. As an alternative to dielectric coating and future cathodic protection if needed, apply a 3/4- inch cement mortar coating per AWWA. C205 or encase in concrete 3 inches thick, using any type of cement. Joint bonds, test stations, and insulated joints are still required for these' alternatives. 7. Some steel piping systems, such asfor oil, gas, and high-pressure piping systems, have special corrosion and cathodic protection requirements that must be evaluated for each specific application. MACTEC September 4, 2007 SA #07-1130SCS Page 4. Iron Pipe Implement all the following measures: L . To avoid creating corrosion. problems, cast and ductile iron piping should not be placed partially in:contact with both soil and concrete such as thrust blocks. Use a bonded dielectric coating, linear low -density polyethylene per AWWA Standard C105, or wax tape per AWWA C217. Note, the thin factory -applied asphaltic coating applied to ductile iron pipe for transportation and aesthetic purposes does not constitute a corrosion control coating. 2. Electrically insulate underground iron pipe from dissimilar metals and from above ground iron pipe with insulating joints per NACE Standard RP0286-2002. . 3. Bond all nonconductive type joints for electrical continuity. Electrical continuity is necessary for corrosion monitoring and cathodic protection. 4. Install electrical resistance (ER) probes designed for cast and ductile iron piping to discern if/when cathodic protection will be warranted in.,the future. Copper Tubing Protect buried copper tubing by one of the following measures: 1. Prevention of soil contact. Soil contact may be prevented by routing the tubing above ground. 2. Installation of a factory -coated copper pipe with a minimum 25-mil thickness such as Kamco's Aqua ShieldTM, Mueller's Streamline Protecrm, or similar products. Polyethylene coating protects against elements that corrode copper and prevents contamination between copper and sleeving. However, it must be continuous with no cuts or defects if installed underground. 3. Wrapping of copper with 12-mil polyethylene pipe wrapping tape with butyl rubber mastic over a suitable primer. Protect wrapped copper tubing by applying cathodic protection per NACE International Standard RP0169-2002. The amount of cathodic protection .current needed can be minimized by coating the tubing. Plastic and Vitrified Clay Pipe _ No special precautions are required for plastic, and vitrified clay piping placed underground from a corrosion viewpoint. Protect all metallic fittings and valves with wax tape per AWWA Standard C217-99 or epoxy. All Pipe On all pipes, appurtenances, and fittings not protected by cathodic protection, coat bare metal such as valves, bolts, flange joints, - joint harnesses, and flexible couplings with wax tape per AWWA Standard C217-99 after assembly. Where metallic pipelines penetrate concrete structures such as building floors, vault walls, and thrust blocks use plastic sleeves, rubber seals, .or other dielectric material to prevent pipe contact with the concrete and reinforcing steel. Concrete From a corrosion standpoint, any type of cement may be used for concrete structures and pipe because the sulfate concentration is negligible, 0 to 0:1 percent, per 1997 Uniform Building Code (UBC) Table 19-A-4 and American Concrete Institute (ACI-318) Table 4.3.1. MACTEC September 4, 2007 SA #07-1130SCS. Page 5. Standard concrete cover over reinforcing sfeel may be used for concrete structures and pipe in contact with these soils. CLOSURE Our services have been performed with the usual thoroughness and competence of the engineering- profession. No other warranty, or representation, either expressed or implied, is included or intended. Please call if you have any questions. Respectfully submitted,. Reviewed by,. SCHIFF'ASSOCIATES . 61W_ Leobardo Solis Eric P. Frechette, P.E. Q�°FESS/p Enc: Table 1 ,���� GQ'FREC`y� Fyn WWI �m C 10527 cAUF°`� • ry SCHIFF ASSOCIATES www.schiffassociates.com Consulting Corrosion Engineers— Since 1959 Table„ 1- Laboratory Tests on Soil Samples MACTEC La Quinta Country Club Your #4953=07-0961; SA #07-1130SCS 17-Aug-07 Sample ID B1 B4 B6 ; @ 1.5' @ 4.5' @ 1.5' SM /•ML SM SM. Resistivity Units as -received ohm -cm•, 14,400 34,000 112,000 saturated ohm -cm .. 5,200 ' 4,800 _ 5,200 pH 8.4 8.5 8.3 Electrical Conductivity mS/cm 0.13 0.13 0.13 Chemical Analyses Cations calcium' CaZ+ mg/kg 55 • 42 61 magnesium Mgt+ mg/lcg 4.6 5.3 4.7 sodium. Nat+ mg/kg 71 31 52 potassium KI+ mg/kg 11 49 22 Anions carbonate CO3? mg/kg ND ND ND bicarbonate 14C031 mg/kg 232 '` 183 265 flouride FI• mg/kg chloride' C11 mpg 16 8.3 7.6 sulfate SO4: mg/kg 37 24 40 phosphate ' P043- mg1g ND ND ND i Other Tests ammonium N1141+ mg/kg ND > ND, ND nitrate N031 mg/kg 13.7 123.0 54.5 - sulfide S2 qual na na na Redox my na na na Electrical conductivity in milli'siemens/cm and chemical analysis were made on a 1:5 soil -to -water extract. ing/kg = milligrams per kilogram (parts per million), of dry soil. - Redox = oxidation-reduction potential in millivolts ND = not detected 1" na = not analyzed 431 West Baseline Road Claremont, CA 91711 Phone: 909.626.0967 Fax:9109.626.331.6 Pagel. of 1 La Quinta Country Club —Report of Geotechnicdl•lnvestigation MACTEC Engineering and Consulting, Inc., Project 4953-07-0961 r October 10, 2007 t• 1 TABLE, OF CONTENTS SUMMARY OF CONE 'PENETRATION TEST DATA 1. . INTRODUCTION This re' port•presents•the=results of a Cone PenetrationTest,(CPT) program carved out for. the.• 'La.Quinta Country.Club project located at Avenue 50 & Eisenhower• Prive• in La Quinta, California. , The work was. performed -by Kehoe Testing &: Engineering (KTE). on June-13; 2007. The scope.of work was"performed' as;directed by MACTEC Engineering i Consulting;.Jnc. personnel.' _ 2.-.SUMMARY-OF 'FIELDWORK :,'The. : fieldwork consisted of performing CPT 'soundings at four locations to determine the soil lithology. The groundwater measurements were takem.in'the'.open- CPT.hole approximately 10 minutes after completion .of -CPT. The following TABLE 2.1 summarizes. the CPT soundings performed:.: : DEPTH�OF: LOCATION CPT ft COMMENTS/NOTES:.. :. CPTA . 100. Hole:open to.1.00`ft'(dry) ' CPT4... 100 ; , Hole open to 100` ft (dry) CPT4 400 Hole open.fo.10.0 ft {dry" GP_T=4 `100 ..: Hole open to 100 ft.(dry) TABLE 11 Summary of CPT Soundings 3. FIELD EQUIPMENT &PROCED'URES' . The' CPT soundings:were: camed`out; by,KTE; using -an integrated electronic cone system manufactured'by Vertek. lFhe CPT.soundings were'performed in accordance with ASTM '. standards (Q5778). The .cone: penetrorneters were pushed acing a 30.-ton CPT rig. The; .,used during the program 'was a 15•cm"2 cone and recorded thOollowing, parameters at aPProximately 2.5 cm depth, intervals: Cone: Resistance oc) Inclination • Sleeve. Faction (fs) Penetration'Speed • Dynamic Pore Pressure (u) • Pore `Pressure Dissipation '(at selected depths) . -Atlocations.CPT-1 &:CPT-2, sheaewavemeasurements.were �obtained�at approximately 5-foot. . intervals. The shear wave is generated using°an air -actuated hammer, which. is located inside the-front,jack of the CPT. rig.; The cone..F as,a triaxial°_geophone, which recorded the shear - wave signal generated bylthe air hammer. The above' parameters were recorded and:viewed in reattime using,a portable computer and stored on.b diskette. for future analysis and reference. A complete set,of baseline -readings , was taken prior to each sounding to determine temperature shifts and any zero load offsets. Monitoring'b. ase.line readings :ensures that the cone electronics are operating .properly. 4..: CONE, PENETRATION TEST DATA & INTERPRETATION The Cone Penetration Test data •ispresented in _graphical. form in th' attached .Appendix. : Penetration depths are referenced.to,ground surface.. The soil classification.on the CPT plots is derived from the CPT Classification Chart (Robertson.-1986) and presents major soil lithblogic changes. The stratigraphic interpretation:is based on relationships: between cone resistance_(gc)„sleeve fraction (fs.);.:and penetration -pore pressure (u).. The friction ratio (Rf), which i' 'sleeve friction. divided,by.cone resistance, is a calculated parameter that..isused to. - ihf6r,soil behavior type.. Generally, cohesive soils (clays) have high: -friction ratios, low cone resistance and generate. excess- pore:water.pressures:: Cohesionless.s6ils (sands).haveAower'.. ' friction ratios; high _cone bearinq. and -:generate little. (ot negative) excess pore water pressures.:. - Output from, the interpretation program 'CPTINT provides averaged. CPT data:over one -foot. intervalS. The CPTINT output includ'es-Soil.Classifiddtion Zones' SPT N Values and.Undrained Shear Strength; (Su)..A summary of the equations used for the tabulated parameters is-.. provided. -in -the CPTINT Correlation Table -in the Appendix:, The. interpretation of soils encountered.on.this project was carried out using correlations: developed by. Robertson et: al,.= 986.. 1t.should be :noted that it is not. always possible to clearly. :identify. a -soil type based on qc, fs and u. ln`these.situitions,- experience, judgment and an'*.'., assessment of the, porepressure data should be: used �to infer -the soil ,behavior type. If..you have any questions regarding this: information.,. please do not hesitate to call our office at (714) 901:-7270. .Sincerely, KEHo'E T.' st NG & ENGINEERING.. Steven-P. Kehoe : -President 06rmo7-ae-62-7420' Tip Stress COR. Sleeve'stress Pore'Pressure'. Ratio COR St3T t R n . flat) 8b0 O .. '. • (tst) 8 . .1. , .. :: (tsn 10 O :(°�) . .. 8 2 : • . (Rob. 19") :.12 �.'��Maxlmumdeptlf:100.97:(kj�. � � ' a�:21JU070tGEer. �, Tip Stress COR' Sleeve' Stress Pore Pressure ' Ratio COR SBT. FR O . (tsn 600 O: fist) 6 -1: (tsf) .10. 0, (%)., 8 2 (Rob 1986) '12 50 77 .Gey. SO. Ht Mbt' S11t.Mix Awp! Slfy.Sai+d. 7.0 : AM B{ttlt^Y• i5antlt�, tit � Sift Sand Sand �3 gp'. si sand 100 ....... .. . jAnximUn1 depth: 100.87 (ft) ' :. *ed CPT Pate 2 of 8... .. .. .. ' ID -1 . .'� �FOr.2t�UdfO1C.ECP. Tip Stress COR. Sleeve Stress Pore Pressure Ratio COR : SST FRR O' . (tsQ . ' .' ' • . 6� .. (fin.. 8 =1 : (ts17.: io O . ' .. '�%) . 8:. : 2 (Rob.. 1 6) .12 . . '.. ; Mmdmum depth: 100.16 '(1t) ...Pace 1 of 3: .. TM M. car .: �FCs:273UM05C.ECP Tlp Stress COR Sleeve, Stress Pore Pressure Ratio COR. SBT FR 0 (tsf) 600 O (tsf) 8 -1 (tsf) 10 0 (96) 8 2 (Rob. ISM). 12 T. 1nr 50 Sib dd ed ill. 60 70 so Maximum depth: 100.16 (ft) Pape 2 or 3 i sc Sand.Mix `. 2ft Saffdy Sot w Wm SHt MixAmw Sply AMY Sand �� A D 00 K Kehoe Testing & Engineering CPT Data Date: 13/Jun/2007 V Office:' (714) 901-7270 30 ton rig Test ID:.CPT-3 fax: (714) 901-7289 Project: LaQuinta skehoe@msn.com Client: MACTEC Job Site: to Quinta Country Club Tip Stress COR: Sleeve. Stress Pore Pressure Ratio COR SBT FR O (130 600 0 (tsf) 8 -1 (tsf) 10 0 (%) 8 2 . (Rob. 1986) 12 u sanak lit Silty Sand 10 — 81k MUc ' San �Sllt' .. �8ind-Mix. Silty Sand 20 s.ndysirc.. clay =� Silty Sand. 40 Silt Mlx Silty Sand . 50 Maximum depth:.100.35 Q0 page I of 3 . KKVehoe Testing & Engineering. CPT Data. Date: 13/Jun/2007 7 Office: (714) 901-7270 30 ton rig Test ID: CPT-3 L Fax: (714) 901-7289 skehoe@msn.com Project: LaQuinta Client: MACTEC Job Site: La Quinta Country Club Tip Stress COR Sleeve Stress Pore Pressure Ratio COR SBT FR 0 (tsf) Soo 0. (tsf) a -1 1 050 10 O M a. 2 (Rob.198S) 12 50 SO 70 C SO 90 100 Maximum depth: 100.3 5 (R) . Pape Z d 9 I . I iryN Sand ln;`: v+ 4 i "f. 100 - T► I Ip: CPT-3 . - Fwe mU 17 MECP Tip Stress COR Sleeve Stress Pore Pressure Ratio COR SBT FR 0 (tsf), 600 O (tsf) 8 -1 (tst) 10 O M 8 2 (Rob.1988) 12 O 10 20 v a � 30 40 .SaAdy SIBS . Silty Sand Silly Sand 91k BO Maximumdepin: 100. 16 (k) Page 1 of 3 : .. .. Ted* GP►-1 Tip. Stress COR Sleeve, Stress Pore Pressure Ratio COR SBT FR O (tsf) • ' ' 600 .. • .' 0 (tsn • . 8.' -1 (tsn 10 O (q6j 8 2' (Rob..1886) . ' 12 . M=ImumdePth'100.18-(R)•*.'. et3 .TestiD:CPr-a . . .. ' :FOa:21�U07WG.ECP INPUT FILE: C:\temp\CPT-I.CSV --------------------------------------- .------- Depth Qc(avg) Fs(avg) Rf Rf Zone Spt N Spt N1 Su (feet) (TSF) (TSP) M (zone C (blow/ft) (blow/ft) (TSF) 0.500 11.280 0.105 0.931 6 4 6 9E9 1.500 3.890 0.037 0.954 1 2 3 0.253 2.500, 6.070 0.068 1.120 1 3 5 0.3.96 3.500 12.580 0.116 0.922 6 S. 8 9E9 4.500 20.978 0.190 0.906 6 8 12 9E9 5.500 33.244 0.358 1.076 7 11 17 9E9 6.500 52.444 0.867 1.651 7 17 26 9E9 7.500 71.367 0.787 1.102 8 17 26 9E9 8.500 54.733 0.628 1.147 7 17 26 9E9 9.500 35.278 0.719 2.038 6 14 21 9B9 10.500 15.400 0.613 3.923 4 10 14 1.001 11.500 28.722 0.678 2.350 6 11 15 9E9 12.500 19.222 0.797 4.097 4 12 15 .1.247 13.500 50.533 0.952 1.884 7 16 19 9E9 14.500 72.022 1.202 1.669 7 23 26 9E9 15.500 133.300 1.983 1.488 8 32 34 9E9 16,500 77.500 1.316 1:698 7 25 25 9199 17.500 51.100 0.977 1.710 7 18 17 9B9 18.500 70.100 1.190 1.698 7 22 20 9E9 19.500 22.533 0.864 3.821 4 14 12` 1.430 20.500 46.333 0-.988 2.121 6 18 15 9B9 21.500 130.920 1.669 1.274 8 31 25 9E9 22.500 122.756 1.713 1.395 8 29 23 9E9 23.500 96.878 1.697 1.751 7 31 24 9E9 24.500 33.220 1.191 3.580 5 16 12 2.119 25.500 21.367 0.671 3.102 5 10 7 1.339. 26.500 31.689 0.972 3.065 5 15 10 2.008 27.500' 26.140 0:695 2.642 .6 10 7 9E9 28.500 19..350 0.721 3.703 4 12 8 1.183 29.500 16.356 0.619 3.723 .4 11 7 0.989 30.500 14.920 0.421 2.716 5 7 4 0.910 31.500 17.056 0.502 2.814 5 9 ... 5 1..062 32.500 23.689 0.794 3.240 5 12 7 1.504 33.500 39.567 1.493 3.759 5 19 11 2.513 34.500 24.556 0.871 3.519 5 12 7 1.511 35.5M 46.013 0.925 -2.002 6 18 10 9E9 36.500 34.845 1.029 2.948' 5 17 9' 2.179 37.500 19.644 0.622 3.132 5 10 5 .1.172' 38.500 32.989 1.187 3.589 5 16 8 2.048 39.500 20.140 0.662 3.240 5 10 5 1.202 40.500 22'.009 0.790 3.517 .5 11 6 1.333 41.499 .17.578 0.537 2.836 5 9 5 1.093 42.499 18,711 0.672 3.350 5 10 5 1.165 43.499 19.367 0.744. 3.661 4 13 7 1.179 44.499 30.950 0:971 3.083 5 15 8 1.920 45.499 57.113 1.429 2.503_ 6 22 11 9E9 46.490 50.320 1.368 2.707 6 19 10 9E9 47.499 110.030 2,213 2.009 7 35 18 9E9 48.499 130.355 2.276 1.747 7 42 21 9E9 49.499 118.770 2.587 2.178 .7 38 19 9E9 INPUT FILE: C:\temp\CPT-1.CSV �----------------------------------------------- Depth Qc(avg) Fs(avg) Rf Rf Zone Spt N Spt N1 Su . (feet) (TSF) (TSF) R) (zone• #) (blow/ft) (blow/ft) (TSF) 50.499 45.522 1.799 3.935 5 22 11 2.842 51.499 26.667 1.178 4.293 4' 18 9 1.620 52.499 26.078 1.248 4.640 3 26 13 1.579 53..499 24.711 1.008 3.909 4 16 8 1.501 54.499 25.978 1.067, 3.891 4 18 9 1:606 55.499 23.588 1.079 4.417 3 23 12 1.403 56.499 30.278 1.253 4.097 4 20 10 1.809 57.499 24.975 1.251. 4.931 .3 24 12 1.458 58.499 30.211 1.061 3.451' 5 15 8 1.811 59.499 31.250 1.149 3.603 5 15 8 1.883 60.499 28.600 0'.977 3.323 5 14 7 1.714 61.499 27.289 0.964 3.368 5 14 7 1.658 62.499 29.900, 0.977 3.080 5 15 8 1.859 63.499 28.238 0.863 2.824 6 12 6 9E9 64.499 24.222 0.720 2.702 6 .10 5 9E9 65.499 30.063 1.028 3.176 5 15 8 1.889 66.499 32.913 1.084 3.059 5 17 9 2.090 67.499 35.956 1.653 4.389 4 24 12 2.235 68.499 64.789 1.970 3.012 6 25 13 9E9 .69.499 129.400 1.616 1.249 8.1 31 16 9E9 70.499 222.320 2.824 1.270 91 43 22 9E9 71.499 154.560 3.091 1.999 7 .49 25 9E9 72.,499 110.264 2.833 2.568 7 35 18 9E9 73.,499 103.890, 3.357 3.230 6 40 20 9E9 74.499 25.422 0.914 3.483 5 13 7 1.446 75.499 41.580 2.232 *5.236 3. 41 21 2.533 76.499 114..062 3.515 3.075 6 44 22 9E9 77.499 171.200 3.014 1..761 8 41 21 9E9 78.499 85.750 2.709 3.156 6'` 33 17 9E9 79.499 55.511 2.293 4.122 5 27 14 3.383' 80.499 67.500. 2.743 4.058 5 32 16 4.177 81.499 92.850 3.026 3.258 6 36 18 9E9 82.499 98.611 4.040 4.068 5 48 24 6.283 83.499 134.440 2.721 2.023 7 43 22 9E9 84.499 64.175 2.916, 4.489 4 41 21 3.985" + 185.499 114.189 3.320 2.905 6 44 22 9E9 86.499 183.111 2.569 1.403 8 44 22 9E9 87.499 129.475 3.925 3.026 6 50 25 9E9 88.499 251.980 3.110 1.234 9.' 48 24 9E9 89.499 346.875 3.717 -1.071 •9 66 33 9E9 90.499 360.069 3,432 0.953 9 69 35 9E9. 91.499 306.342 3.058 0.998 9 59 30 9E9 92.499 236.942 3.888 1.640 8 57 29 9E9 93.499 386.200 4.060 1.051 9 74 37 9E9 94.499 318:133 3.082 0.969 9 - 61 31 9E9 95.499 342.900 3.471 1.012 9 66 .33 9E9 96.499 378.650 3.287 0.868 9 73 �37 '9E9 97.499 419.850 3.813. 0.908 9 80 40 9E9 98.499 431.242 4.497 1.043, 9 83 42 9E9 99.499 412.98-3 5.432 1.315 9 79 40 9E9 INPUT FILE: C:\temp\CPT-2.CSV j-------------------------.---------------------- Depth Qc (avg) ,Fs (avg) Rf Rf Zone Spt N Spt N1 Su (feet) (TSF) (TSF) M) (zone #) (blow/ft) (blow/ft) (TSF) ---0.500 - 3.523 0.064 1.812 - 1 - 2 �-----3 -- - 0.233 1.500 7.992 0.162 2.015 4, 5 8 0.529 2.500 10.100 _°0.203 2.009 5 5 8 0.665 3'.500 11.593 0.217 .1.872 5 6 9 0.760 4.500 24.357 0.309 1.267 6 9 14 9E9 5.500• 96.262 0.785 0.816 8 23 35 999' 6.500 112.050 1.277 1.140 8 27 41 9E9 7.500 73.393 1.062 1.446 7 23 35 9E9 8.500 39.836 0.672 1.686 7 13 20 999 .9.500 37.042 0.507 1.368 7 12 18 999 101.500 42.808 0.530 1.237 7 14 20 9E9 11.500 29.900 0.547 1.830 6 11 15 999 12.500 14.193 0.499 3.511 4 .9 11 0.898 13.500 16.654 0.503 3.012 5 8 9 1.059 14..-500 30.950 0.413 1.332 7 10 11 999 15.500 44.213 0.584• -1.320 7 14 15 9E9 16.500 38.271 0.634 1.654 7 12 12 9E9 17.500 137.064 0:606 1.636" 7 12 12 9E9 18.500 34.236 0.468 1.366 7 11 10 9E9 19:500 53.900 0.527 0.978 7 17 15 9E9 20.500 63.793 0.712 1.116 7 20 17 9E9 21.500 -.1.9.886 0.570 2.863 5 10 8 1.241 22.500 15.953 0.413 2.583 5 8 6 0.975 23.500 40,186 0.412 1.025 7 13 10 9E9 24.500 49.708 0.529 1.064 7 16 12 9E9 25.506 39.460 0.683. 1.731 7 13 9 9E9 26.500 20.071 0.674 3.348 5 10 7 1.235 "27..500 17.357 0.367 2.109 5 8 5 1.050 28.500 39.329 0.672 1.706 7 13 9 9E9 29.500 47.543 0.893 1.876 7. 15 10 9E9 30.500 41.921 .0.870 2.072 6. 16 10 9E9 31.500 12.371 0.363 2..915 4 8 5 0.704 32.500 14.171 0.412 2.891 5 7 4 0.820 33.500 19.407 0.677 3.471 4 12 7 1.166 34.500 16.264 0.486 2'.972 51 8 5 0.951 35.500 95.014 0.9.46 0.995 8 23 13 9E9, 36.500 149.800 1.927 1.286 8 36 20 9E9 37.500 99.200 1.555 1.566 7 32 17 9E9 38.500 89.425 - 1.753 1.959 7 29 15 .9E9 379.500 85.962 1.335 1.550 7, 27 14 9E9 40.500 99.457 1.542 1.550 7 32 16 9E9 41.499 68.807 1.320 1.917 7 22 11 9E9. 42.499 38.421 0.890 2.313 6 15 8 9E9 43.499 15.554 0.442 2.804 5 8 4 0.875 44.499 16.553 .0.449 2.670 5 8 4 0.942 .45.499 68.046 1.038 1.523. 7 22 11 9E9 46.499 65.647 1.647 2.504 6 25 13 9E9 47.499 111.986 1.574 1.404 8 27 14 9E9 48.4.99 107.114 1.419 1.324 8 26 13 9E9 49.499 74.785 1.771 2.364 6 29 15 9E9 INPUT FILE: C:\temp\CPT-2.CSV I ----------------------------------------------- Depth Qc(avg) Fs(avg) Rf Rf. Zone Spt N Spt N1 . Su (feet) (TSF) (TSF) (%;) (zone #) (blow/ft) (blow/ft) (TSF) ------------------------------ 50.499 62.857 -------------------------------------------------- 1.661 2.637 6 24 12 9E9 51.499 112.157 2.384 2.124 7 36 18 9E9 52.499 61.929 2.152 3.466' 5 30 15 3.927 53.499 78.029 1.763 2.256 7 25 13 9E9 54.499 52.071 -1.932 3.701 5 25 13 3.260 55.499 24.614 0.869 3.490 5 12 6 1.436 56.499 28.800 1.032 3.535 5 14 7 1.719 57.499 39.607 1.484 3.724 5 19 10 2.425 58.499 50.185 1.664 3.307 5 24 12 3.117 59.499 38.007 1.419 3.715 5 18 9 2.306 60.499 73.269 1.616 2.198 7 23 12 9E9 61.499 83.214 1.916 2.299 7 27 14 9E9 62.499 32.986 0.482 1.452 7 ill 6 9E9. 63.499 29.871 0.559 1.861 6 12 6 9E9 64.499 47.493 1.582 3.319 5 23 12 2.917 65.499, 35.807 1.606 4.459 4 23 12 2.135 66.499 17..271 0.574 3.250 5 8• 4 0.909 67.499 33.000. 1.513 4.531 4 21 11 1.952 68.499 122.393 1.136 0.926 8 29 115 9E9 69.499 174.236 1.395 0.800 9 33 17 9E9 .70.499 187.846 1.634 0.869 9 36 18 9E9 71.499. 149.271 2.085 1.395 8 36 18 9E9 72.499 121.736 2.797 2.293 7 39 20 9E9 73:499 42.146 1.416 3.342 5 20 10 2.527 74.499 57.907 2.502 4.273 5 28 14 3.602 75.499 83.014 3.366 4.034 5 40 20 5.255 76.499 72.015 3.108 4.278 5 35 18 4.533 77.499 117.279 2.866 2.436 7 38 19 9E9 78.499 133.329 3.102 2.322 7 43 22 9E9 79.499 77..915 2.925 3.731 5 38 19 4.904 80.499 207.993 3.558 1.708 8 50 25 9E9, 81.499 158.920 2.345 1.474 18 38 19 9E9 82.499 116.'114 2.489 2.138 7 37 19 9E9 83.499 84.950 3.578 4.178 5 41 21 5..369 84.499 139.664 3.043 2.176 7 45 23 9E9 85.499 231.743 2.457 1.060 9 44 22 9E9 86.499 210.529 3.130 1.485 8 50 25 9E9 87.499 223.064 3.089 1.384 8 53 27 9E9 88.499 223.079 2'.744 1.229 9 43 22• 9E9 89.499 258.708 2.421 0..935 9 50 25 9E9 90.499 254.993 2.351 0.922 9 49 25 9E9 91.499 185.207 2.679 1.445 8 44 22 9E9 92.499 375.889 2.987 0.794. 10 60 30 9E9 93.499 331.644 2.078 0.626 10 53 27 9E9 94.499 336.960 2.146 0.637. 10 54 2.7 9E9 95.499 358.258 2`.183 0'609 10 57 29 9E9 96.499 346.067 2.381 0.688 10 55 28 9E9 97.499 323.423 2.171 0.671 10 52 26 9E9 .98.499 334.054 2.557 0.765 10 53 27 9E9 99.499 327.483 2.143 0.654 10 52 26 9E9 INPUT FILE: C:\temp\CPT-3.CSV I ------------------------------------------------ Delith Qc(avg) FS(avg). Rf Rf Zone Spt N Spt'Nl Su (feet) (TSF) (TSF) M (zone C (blow/ft) (blow/ft) (TSF) ----------------------------------- 84.027 0.907 1.080 8 20 30 9E9. •0.500 1.500 36.675 0.535 1.459 7 12 18 9E9 2.500 1.2.310 0.187 1.51.9 5 6 9 0.810 3.500 26.167 0.404 1.546 6 10 15 9E9 4.500 27.633 0.327 1.182 7 9 14 9E9 5.500 54.422 0.501 0.921 7 17 26 9E9 6..500 108.262 1.'045 0.965 8 26 39 9E9 7.500 93.629 0.894 0.955 8 22 33 9E9 8:500 70.711 1.009 1.425 7 23 35 9E9 9.500 68.770 1.001 1..455 7 22 33 9E9 10.500 110.914 1.371 1.236 8 '27 38., 9E9 11.500 82.010 1.298 1.583 7 26 34 9E9 12.500 31.836 1.161 3-.644 •5 15 18 .2.073 13.500 31.273 1.059 3.381 5 15 17 2.033 1.4.500 58.422 1.032 1.765 7 19 21 9E9 15.500 60.991 1.136 1.862 7 19 20 9E9 16.500 46.575 0.961 2.063 6 18 18 9E9 17.500. 34.429 1.019 2.955 5 17 16 2.226 18.500 74.800 1.064 1.423 7 24 22 9E9 -19.500 117.243 1.509 1.287 8 28 24 9E9 20.500 86.779 1.514 1.744 7 28 24 9E9 2.1.500 .23.886 0.875 3.653 4 15 12 1.509 22.500 33.529 0.899 2.678 6 13 10 9E9 23.500 56.686 0.947 1.670 7 18 14 9E9 24.500 56.160 1.1099 1.956 7 18 13 9E9 25.500 44.608 1.082 2.424 6 17 12 9E9 26.500 37.846 1.153 3.046 5 18 12 2.416 27.500 62.627 0.950 1:516 7 20 13 9E9 28.500 68.421 .1.231 1.799 7 22 14 9E9 29..500 63.285 1.192 1.882 7 20 13- 9E9 30.500 45.460 1.137 2.49.9 6 17 11 9E9 31.500 17.538. 0.753 4.273 3 17 10 1.046 32.500 14.357 0.588, 4.032 .3 14 8 0.839 33.500 27.346 0.924 3.348 5 13 7 1.703 34.500 36.657 1.231 3.341 5 18 10 2.316 35.506 47.145 1.261 2.662 .6 18 10 9E9 36.500 80.031 1.484 1.852 .7 26, 14 9E9 37.500 79.993 1.656 2.068 7 26 14 9E9 38.500 60.987 1..579. 2.586 6 23 12 9E9 39.500 148.964 2.363. 1..584 8 36 18 9E9 40.500 159.493 2.452 .1.536 8 38 19 9E9 41.499 93.980 1.608 1.709' 7 30 15, 9E9 42.499 61.157 1.365 2.229 6 23 12 9E9 43.499 �23.480 1.053 4.397 3 23 12 1.419 44.499 20.179 0.851 4.011 4 14 7 1.233 45.499 24.357. 0.969 3.826 4 16 8 1.501 46..499 48.707, 1.704 3.472 5 23 12. 3.080 47.499 111.736 1.670 1.492 .8 27 14 9E9 48.499 168.100 2.521 1.499 8 40 20 9E9 49.499 171.313 2..743 .1.599 8 41 21 9E9 INPUT FILE• C:\temp\CPT-3.CSV. ------------------------------- Depth Qc(avg) FS(avg) Rf Rf Zone C S N S t. N1 S u ,(feet) (TSF) (TSF) ( o) (zone #) (blow/ft) (blow/ft) (TSF) ---------------------------- 50.499 103.457 2.114 2.041 7 33 17 9E9 51.499, 74.629 2.004 2.681 6 29 15 9E9 52.499 57.836 2.237 3.853 5 28 14 3.655 53.499 46.247 2.084 4.481 4 30 15 2.881 54.499' 54.415 2.045 3.742 5 26 13 3.419 55.499 27.043 1.262 4.533 3, 27 14 1.628 56.499 57.640 2.277 3.926 5 28 14 3.634 57.499 76.777 2.175 2.828 6 29 15 '9E9 58.499 54.560. 2.239 4.086 5 26 13 3.412 59.499 51.127 1.721 3 A 57 5 25 13 3.172 60.499 55.857 1.447 2.571 6' 22 11 9E9 61.499 76.350 1.916 2.506 6 29 15 9E9 62.499 31.336 0.924 2.852 6 12 6 9E9 63.499 33.143 0.965 2.7.67 6 13 7 9E9 64.499 23.391 0.991 4.099 4 15 .8 1.346 65.499 38.167 1.740 4.523 4 25 13 2.295 66.499 18.046 0.672 3.557 4 12 6 0.986 67.499 24.515 .1.008 3.944 4 16 8 1.4.27 68.499 59.821 2.402 3.975 5. 29 15 3.747 69.499` 102.908 2.970 2.887 6 39 20 9E9 70.499 195.129 3.026 1.551 8 47 24 9E9 71.499 191.847 2:911 1.517 8 46 23 9E9 72:499 121.279 2.602 2.145 7 39 20 9E9 73.499 47:.762 1.602 3.348 5 23 12 2.888 74.499 52.043 2.434 4.565 4 34 17 3.248 75.499 96.664 2.975 3.074 6 37 19 9E9 76.499 81.036 3.151 3.885 5 39' 20 5'.092 77.499 91.527 2.925 3:182 6 35 18 9E9 78.459 161.057 3.688 2.288 7 51 26 9E9 79.499 79.000 2.524 3.193 6 30 15 9E9 80.499 128.373 3.075 2.385 7 41 21 9E9 81.499 221.013 3.269 1.478 8 53 27 9E9 82.499 295.692 -2.722 0.920 9 57 29 9E9 83.499 186.210 2'.276 1.222 8 45 23 9E9 84.499 73.425 2.634 3.563 5 35 18 4.579 85.499 138.300 3.359 2.429 7 44 22 9E9 86.499 206.200 2.399 1.163 9- 40 20 9E9 87.499 219.611 2.943 1.340 8 53 27 9E9 88.499. 198..760 3.159 1.589 8 48 24 9E9 89.499 144.033 3.394 2.349 7 46 23 9E9 90.499 233.944 2.382 1.018 9 45 23 9E9 91.499 202.278 2.012 0.995 9 39 20 9E9 92.499 109.256 2.406 2.201 7 35 18 9E9 93.499 138.463 3.963 2.860 6 53 27 9E9 94.499 219.178 2.991 1;364 8 53 27 9E9 95.499 202.425 3.891 1.921, 8 49. 25 9E9 96.499 224.289 2.988 1.332 8 54 27 9E9 97.499 233.363 3.132 1.342 8 56 28 9E9 98.499 304.000 3.448 .1.134 9 58 29 9E9 99.499 342.422 3.248 0.948 9 66 33 9E9 INPUT FILE: C:\temp\CPT-4.CSV ----------------------------------- Depth Qc(avg) Fs(avg) Rf Rf Zone Spt N Spt N1 , Su (feet) (TSF) (TSF) (o) (zone #) (blow/ft) (blow/ft) (TSF) ----------- 0.500 --------- 41.154 ---------- 0.212 --- 0.514 7 13 20 9E9 1.500 48.331 0.358 0.740 7 15 23 9E9 2.500 38.788 0.371 0.957 7 12 18 9E9 3.500 20.056 0.184 0.919 6 8 1.2 9E9 4.500 29.290 0.266 0.908 7 9 14 9E9 5.500 30.663 0.364 .1.186 7 10 15 9E9 6.500 38.986 0.444 1.140 7 12 18 9E9 7.500 36.762 0.655 1.780 6 14 21 9E9 8.500 24.223 0.865 3.566 5 .12 18 1.584 9.500 31.033 0.52.1 1.678 6 12 18 9E9, 10.500 40..215 0.454 1.129 7 13 18 9E9 11.500 40.000 0.538 1.345 7 13 17 9E9 12.500 36.371 0.498 1.369 7 12 15 9E9 13.500 29.207 0.530 1.816 6 11 13 9E9 14.500 41.486 0_444 1.071 7 13 14. 9A9 15.500 50..960 0.507 0.996 7 16 1.7 9E9 16.500 -31.657 0.731 2.309 6 12 12 9E9 17.500 30.400 0.684 2.251 6 12 11 9E9 18.500 30.260 0.687 2.270 6 12 11 9E9 19.500 42.479 0.604 1.423 7 14 12 9E9 20.500 41.893 0.578 1.379 7 13 11 9E9 21.500 40.121 0.633 1.578 7 13 11 9E9 22.500 37..879 1.030 2.718 6 15 12 9E9 23.500 49.621 0.666. 1.340 7 16 12 9E9 24.500' 69.071 0.816 .1.182, 8 17 12 9E9 25.500 65.367 0.911 1.393' 7 21 15 9E9 26.500 58.436 1.059 1.813. 7 19 13 9E9 2.7.500 37.936 1.075 2.832 6 15 10 9E9 28.500 30.820 1.060 3.429 5 15 10 lA45 29.500 29.238 1.128 3.851 4 19 12 1.832 30.500 27.086 0.989 3.626 5 13 8 1.693 31.500 24.287 0.919 3.769 4 16 .10 1.498 32.500. 54.246 0.856 1.578 7 17 10 9E9 33.500 59.921 1.020 1.702 7 19 11 9E9 34.500 51.127 1.058 2.069 6 2'0 11 9E9 35.500 50.454 '0.969 1.916 7 16 9 9E9 36.500 66.253 1.032 1.55 V 7 21 11 9E9 37.500 56.836 1.062 1.869 7 18 10 9E9 38.500 51.200 1.235 2.411 6 20 10 9E9 39.500 22.179 1.112 4.876 3 22 11 1.360 40.500 25.900 0.983 3.692 5 13 7 1.609 41.499 51.786 1.145 2.210 6 20 10 9E9 42.499 114.485 1.299 1.135 8 27 14 9E9 43.499 149.964 1.537 1.025 9 29 15 9E9 44.499 172.029 1.864 1.083 9 33 17 9E9 45.499 107.975 1.456 1.349 8 26 13 9E9 46.499 58.830 1.694 2.877 6. 23 12 9E9 47.499 58.308 1.549 2.656 6 22 11 9E9. 48.499 30.575 0.988 3.214 5 15 8.. 1.850 49.499 56.288 1.627 2.891 6 22 11 .9E9 INPUT FILE: C:\temp\CPT-4.CSV I ------------------------------------------------ Depth Qc(avg) Fs(avg) Rf Rf Zone (zone #) Spt N (blow/ft) Spt N1 (blow/ft) Su (TSF) (feet) (TSF) (TSF) M) ------------------------------------ 50.499 38.667 1.559 ----------- 4.017 5 19 10 2.381 51.499 43.538 1.729 3.950 5 21 11 2.707" 52.499 76.888 1.709 2.223 7 25 13 9E9 53.499 47.578 1.632 3.426 5 23 12 2.957. 54.499 64.389 1.573 2.443 6 25 13 9E9 55.499 80.843 1.519 1.879 7 26 13 9E9 56.499 93.311 1.953 2.093 7 30 15 9E9 57.499 47.738 1.571 3.279 5 23 12 2.960 58.499 29.067 0.732 2.493 6 11 6 9E9 59.499 47.756 1.409 2.941 6 18 9 9E9 60.499 64.000 1.963 3.063 6 25 13 9E9 61.499 22.825 1.028 4.356 4 15 8 1.320 62.499 48.633 1.173 2.407 6 19 10 9E9 63.499 .81.478 0.937 1.150 8 20 10 9E9 64.499 136.662 1.120 0.820 9 26 13 9E9 65.499 167.233. 1..721 1.029 9 32 16 9E9 66.499 183.450 .1.786 0.973 9 35 18 9E9 67.499 101.493 2.567 2.527 7 32 16 9E9 68.499 62.867. 2.360 3.740 5 30 15 3.926 69.499 83.930 1.859 2.212 7 27 14 9E9 70.499 102.930 2.130 2.069 7 33 17 9E9 71.499 75.240 2.731 3.626, 5 36 18 4.727 72.499 105-842 2.653 •2.499 7 34 17 9E9 73.499 151.267 3.294 2.177 7 48 24 9E9 74.499 127...544 3.203 2.511 7 41 21 9E9 75.499 112.512 2.230 1.974 7 36 18, 9E9 76.499 139.611 1.529 1.095 8 33 .17 9E9 77.499 79-013 2.832 3.572 5 38 19 4.969 78.499 58.137 2.544 4.262 5 29 15 3.657 79.499 114.550 2.297 2.000 7 37 19 9E9 80.499 238.625 1.654 0.693 9 46 23 9E9 81.499 .266.375 2.085 0.783 9 51 26 .9E9 82.499 235.587 1.753' 0.744 9 45 23 9E9 83.499 263.637 1.390 0.527 9 51. 26 9E9 84.499 155.637 1.707 1.096 9 30 15 9E9 85.499 257.850 1.721 0.667 9 49 25 9E9 86.499 228.244 1.711 0.750 9 44 22 9E9 87.499. 283.600 1.961 0.691 9 54 27 9E9. 88.499 371.025 2.481 0.668 10 59 30 9E9 89.499 502.900 2.350 0.467 10 80 40 9E9 90.499 375.008 1.776 0.473 10 60 30 9E9 91.499 337.500 1.509 0.447 10 54 27 9E9 92.499 334.160 1.628 0.487 10 53 27 9E9 93.499, 317.900 1.835 0.577 10 51 26 9E9 94.499 309.342 2.731 0.882 9 59 30 9E9 95.499 283.022 2.536 0.896 9 54 27 9E9 96.499 235.033 1.676 0.713 9' 4.5 23 9E9 97.499 306.300 1.743 0.569 10 49 25 9E9 98.499 279.250 1.987 0.712 9 54 27 9E9 99.499 255.067 1.538 0.603 9 49 25 9E9 La Quinta Country Club La Quinta, CA CPT Shear Wave Measurements CPT-1 S-Wave Interval Travel S-Wave Velocity, S-Wave Depth Distance Arrival from Surface Velocity (ft) 00 (msec) (ft/sec). - (ft/sec) &58 7.49 13.86 540.58 10.50 11.63 20.90 556.45 587.68 .15.82 ' 16.59 28.28 ' 586.68 672.31 ' 20.70 21.30 33.68 632.28 871.11 25.29 25.78 38.56 668.56 918.90 30.69 31.09 45.56 682.50 , 759.30 ' 36.18 36.52 52.19 699.82 818.89 40.42 40.73 57.06 •713.78 863.29 45.28 45.56 63.43 718.20 757.79 50.75 51.00 68.78 741.43 1016.91 55.11 55.34 73.07 757.31 1011.81 60.49 60.70 78.81 770.16 933.79 65.50 65.69, 84.01 781.94 960.44 70.57 70.75 87.94 804.49 , 1286.60 76.11 76.27 93.30 817.51 1031.19 80.41 80.57 97.35 827.58 1059.57 85.73' 85.88 101.99 842.00 1144.48 90.61. 90.75 106.69 850.58 1036.63 95.41 95.54 110.66 863.37. 1207.32 100.19 100.31 114.01 879.88 1425.00 Shear Wave Source Offset = 5 ft S-Wave Velocity from Surface = Travel Distance/S-Wave Arrival Interval S-Wave Velocity" (Travel Dist2-Travel Dist1)/(Time2-Time1) I , iL La Quinta Country Club La Quinta, CA, CPT Shear Wave Measurements CPT-2 S-Wave Interval Travel S-Wave Velocity S-Wave Depth Distance Arrival from Surface Velocity (ft) (ft) (msec) (ft/sec) (ft/sec) 5.84 . 7.69 15.58 '. 493.45 11.25 12.31 23.60. 521.6.6 576.44 - 15.57 16.35 28.73 569.20 787.93 20.89 21.48 36.37 590.60 ' 611.06 26.19 26.66 '44.17 603.65 664.48 * 30.16 30.57 49.38 619.11 750.22 36.14 36.48 58.33 625.48 660.62 ' 40.57 40.88 64.84 630.43 .674.76 ° 45.87 46.14 72.35 637.76 701.03 51.74 51.98 76.41 662.94 963.59 55.11 55.34 81.73 677.06 1010.64 61.16 61.36 88.17 695.97 935.98 �• 6627 ^ 66.46 93.91 707.68 887.51 70.57 70.75 98.10 721.17 1023.52 75.91 76.07 '102.28 743.79 1274.54 80.04 80.20 106.06 756.14 .1090.35 86.12 8627 112.60 766.12 927.98 90.73 90.87 116.86 777.58 1080.43 95.26 95.39 120.42 792.15 1270.64 , 100.31 100.43 124.97 803.67 1108.44 Shear Wave SourceOffset = 5 ft S-Wave Velocity from Surface = Travel Distance/S-Wave Arrival Interval S-Wave Velocity = (Travel Dist2-Travel Dist1)/(I ime2-Time1) i r CPTCP.TBL - CPTINT Correlation and Parameters Table File Page 1%10 -------------with NOTES & References at end -------.----=- Program: CPTINT - CPT Cone Interpretation Program Version: 5.2 Table File by: Dr. R. G. (DICK) Campanella, P.Eng. Rev-. Dated: April 3, 2002 ------------- ------------------------ ------ Parameter ; Methods. ;Refer. ; Valid Valid Zone Number;Soil Type; ---------------+----------------------------+-------+---------+-------------' Depth average ; Depth averaged over speci- ; ; All ; All see NOTE #1 ; fied range (see menu) ' +-----=---------+------------------------- ---+-------+---------+------------; Parameter Averaged over range ' Averaging ; specified for depth. If no ; All ; All ; values exist, your choice ; is zero's or no value +---------------+----------------------------+-------+------=--+----------_-' Qc, Tip Stress; measured tip force/area. ; #6.,#8'; All All ' , +---------------+----------------------------+=------+---------+------------' , Qt ; Qt— Qc + (1 - a) x U2-and #6,48 ; All All , ' corrtd for U2 a = tip area ratio ' Defaults to U2 if given or ' see NOTE #2 uses U1 or U3,times Const: [ Note: Input value from input file is used if. -defined, not calculated ] ----------------------------------------------- ------+--------- =-; Q 1 Qt - sv' , ;(Qt Normalized); Q =------- ;#9 & 13; All ; All ; sv' ; ---------------------------------- -------------------------------------------- Fs ; measured sleeve force/area ; 46,#8 ; All All +-=-------------+--------------------- =------+------------- ----+------------; Rf ; Fs , Friction Ratio.: Rf = -- x 100% ; #6,#8 ; All ; All ; ;(if Rf>8, Rf=8) ; Qt ' ---------=----=+----------------------------+-=-----+---------+----------- , F Fs , ;(Rf Normalized); F =--------- x 100% 49 & 13; All ; All (Qt - sv) ; --------------------- --------------- ------------------------ ---+------ , Gamma ; Based on Rf or Bq Classif. Zone ' Zone # Gamma = kN/m^3 ' Total ; 1 Qt<4bar 15.70 Unit Weight ; 1 Qt=4bar 17.3.0 ;(Soil + Water) ; 2 Rf<5% 13.36 2 Rf=5% 11.80 2 Bq Zone 12.58 see NOTE #3 3 Qt<10bar 18.86 ; All All ; 3 Qt=lobar 19.65 ; 4, 5 & 6 Qt<20bar 18.86 4, 5 &-6. Qt=20bar 19.65 7 18.86 ' 8 & 9 19.65 10 20.44 �. 11 & 12 21.22 ; +------------------------------=--------- ------------------------------ Page 2/10 ---------- ------------------------------- =-------------- --------------------+ Parameter ; Methods ;Reter. ; valid ; vatia zone ; Number;Soil Type; ; '------------------------------------------ -----+-------+---------+------------; U Ul,measured on Face of tip Penetration ; U2,measured Behind Tip at Pore Pressure shoulder (std location) ; All All ; U3,measured Behind Friction; see NOTE #4 ; Sleeve +---------------+----------------------------------- ---+---------+---------=--; Water Table ; Depth below ground surface to where pore pressure = 0 ; ; All ; All ; Make negative if water level is above ground ; ----------- -------------------------- --------+-------+-=-------------------- Uo ; Uo = water depth,Hw x unit Hydrostatic ; weight water, Gamma or I Pore Pressure Uo=Hw=depth-depth to water ; ; All ; All ; table see NOTE #4 ; if depth<water table,Uo.= 0; --------------------------- =------------------- ---=-+---------+-,-----------; dU ; dU = U2 - Uo Excess ; Defaults to U2 if given ; ; All ; All ; ;. Pore Pressure ; or uses Ul or U3 x coast. ;. ; ---------------------- ------------------------------- +---------+-=----------; DPPR. ; dU U - Uo (Differential ; DPPR = ------ ; #6,#8 Pore Pressure ; . Qt Qt ; All ; All Ratio) ; Defaults to U2 if -given 'or uses U1 or U3 x const. --------------- ----------------------------- ------------- -.-----+----------- { dU ; # 4 • ; ; ; Bq ; Bq =------- ; # 8 All ; All Qt-sv #13 ;. +---------------+------------------------------------------ ----+------------, OS (Overburden;'OS = sv = S (Gamma x,Depth);. ; All All ; Stress) +---------=-----+-------=--------------------------------------------- -------;. EOS (Effective; EOS sv' = OS --Uo ;Overburden Stress) = sv - Uo ;. ; All All +------------=--+----------------------------+-------+---------+------------' Rf Zone Classification chart for ; #6 Qc and Rf ' Soil ;Zone # Soil Behavior Type; #8,'. Behavior Type 1=sensitive fine grained. ; Fig4.3; ; 2=organic material see NOTE #5 ; 3=clay 4=silty clay 5=clayey silt ; All ;1<Qt<1OOObar; 6=sandy siltI ; ;0<Rf<8% ; 7=silty sand 8=fine sand 9=sand' ;10=gravelly.sand ;11=very stiff fine grained Y; ;12=sand to clayey sand Y Y overconsolidated or,cemented. +--------------------------=-=----------------------------------------------+ Page 3/10 +------------------------------------------------------------------------ Parameter ; Methods ;Refer. ; Valid ; Valid Zone •; Number;.Soil Type; ; ---------------+----=----------------- -----=+-------+---------+----------- Bq Zone Classification chart for ; ; ;0<Qt<1000b6r; Soil ; Qc and Bq #8 ; All-0.1<Bq<1.4; Behavior Type ;(same zone #'s as Rf above) ;Fig 4.3; ; -------------------- ----------------------------------- --------+------------; Spt N(60) ; Qt/N ratio per zone ; # 7 Standard ;Zone # Qt/N Zone # Qt/N; ; Penetration 'r 1 2 7 3 ; # 8 Test ; 2 1 8 4 ;Fig 4.2; All ; All (Blows/foot) 3 1 9 5 at 60% Energy ; 4 1.5 10 6 ;After R&C(1983); 5 2 11- 1 ; see NOTE #6 ; 6 2.5 12 2 %+---------------+------------------------=---+------=+---------+---•-=-------' Spt Nl(60) ; Spt N1-(60) = Cn x Spt N(60); Normalized for; where Cn = (sv')^(-0.77) ; # 8 1 All ; 0.5<Cn<1.5 Overburden str; +---------------+--------'-------=------------+--=----+---------+------------; Dr ; Specific Sands: ; #.8 Relative Density ; 100 + Qc + , ,Dr - --- * In ;-------- see NOTE #7 C2 ; Cl ; + CO sv' + where: ; All are NC & UNAGED .;Compressibility; Sand ; CO ;.,C1 ; C2 ----------+-----+----i----- .moderate ; Ticino ;17.37;.558;2.58 ; # 1 7 ; to 10 ' / , high ;Schmertmann;15.32;.520;2.75 ; # 1 Sand--; 0<Qt<500bar; \ ; 0<sv'<5bar ; --------=------------------ , all ; ALL SANDS: NC, OC, ALL TESTS ; #'5 + + Qc + +.; +Cl+ Dr=C3 + C4log ;-------- 10; + sv'+C2 ++CO+ +; ; where:, CO ; Cl :.C2 C3 C4 -----+------+----+----+--- ; ; Sand ; 7 to 10 0.100;0.0981; 0.51 -98; 66 ; ;(6 possible); ----------- ------------------------------ ----+-------+---------+------------ ; Phi ; Methods: 1)••Robertson & Campanella ;#6, #8 7 to 10 & 6; Friction Angle; 2) Durgunoglu & Mitchell ; # 2 ; / ; 0<Qt<500bar; 3) Janbu beta = +15 degree ;#6, #8 ; Sand--; 0<sv'<4bar ; 4) Janbu beta = 0 degree';#6, #8 \ 29<phi<49 5) Janbu beta =.-15 degree ;#6, #8 ; ; +---------------------------------------------------------------------------+ Page 4/10 ---------------- ------------------------------------------------------------+ Parameter ; Methods ;Refer. ; Valid ; Valid Zone ; Number;Soil Type; --- Gmax ; Clay: Maximum Shear ; # 8 Modulus at ; Gmax = alpha x'Qt ;Fig4.18; Clay ; 1 to 6. ; very small strains ; Sand: # 6 Digitized figure of Qc vs # 8 ;(6 possible); Gmax with interpolation ;Fig4.13-; Sand ; 7 to 10 ; ;between sv'curves,R&C method; ; .;.25<sv'<8bar; -------------------------------- =------- =-=---+-------+---------+-----=------; CSR(Qc), t/s ; Seed's CSR vs N1(60) graph ; #.11 LEVEL ground + for specified equake Magni-; # 12 ; Liquefaction ; tude.Can include silty sand; Sand ; 7 to.10 ; ;SAND Resistance; corr. for Zone 7. N1(60) ; ; - ;(6 possible)', see NOTE #8 ; from CPT correlations. ------------------------ ------------'---------+-------+---------+------------' CSR(Eq), t/s Amax sv Cyclic Stress ;CSR(Eq) = 0.65 ---- ---- rd ; # 12 ; ; Ratio applied ; g. svo' ; ; Sand ; 7_to 10 ; ;by design quake;Amax=max surface acceleratn #:3 ; ;(6 possible); ;including Amplification [ Note: Input.value from input file is used if.defined, & not calculated] ; +----=-------=--+------------------=---------+-------+---------+------------; rd ; Digitized graph to use ; ;(6 possible); Reduction ; for depth vs rd: ; 7 to 10 ;Factor to find ; 1) Seed's mean # 12 Sand ; 0<depth<30m; CSR(Eq) ; 2) Fraser Delta ; # 3 --------------------- ------------------ ------------- -+---------+------------; ;FL,Safety Factor FL = CSR(Qc)/CSR(Eq) ; # 3 ; Sand 1, 7 to 10 ; ";against Liquefaction ; ;(6 possible); +--------------=+----=-----------------------+-------+---------+------------; Qcr ; Qcr backcalculated from ;Critical Bearng; CSR(Eq) for a specified FL.; # 12 Sand ; 7.to 10 ; ;required to ;Qcr is only for the given ; ; ;(6 possible); ;resist Liquefctn GWT,EOS,OS,Amax/g & Eq.Mag +=--------------+------------=-=-----=-------+-------+---------+------------; Su, ; QC - st ; # 8 Undrained ; Nk: Su = ------ ; Clay 1 to 6 ; Shear ; Nk Strength of Qt - U2 CLAY ; Nke: - Su =------- ; ; Clay ; 1 to 6 ; Nke METHODS: Nkt: Su =------- Clay ; 1 to 6 ' Nkt ' Q t Nc: Su = - ; ; Clay ; 1 to 6 ; Nc dU2 (dUl or dU3); see NOTE #9 ; NdU: Su = --- ; ; Clay 1 to 6 ; NdU +---------------------------------------------------------------------------+ Page 5/10 +'--------------------------7 ---------- --------- -------------- .---------------+ Parameter. ; Methods ;Refer. ; Valid Valid.Zone ; Number,Soil Type; ; --------------------------------------------------------------------- Su Su/EOS ; Su/EOS = ---- ; # 8 ; Clay ; 1 to 6 ; ' sv' -------- ---- ----+----------------------------+-------+---------+----------- ' Ko (NC) Normally ; (Ko)NC.= 1 Sin( f )' ; # 8 ; Sand ; 7 to 10 Consolidated ; see NOTE #10 ; ; ;(6 possible); +---------------+-----------------------------+-------+---------+----------- Ko (PC) 0.42 Over ; (Ko)OC = (Ko)NC x OCR ; # 8 ; Sand ; 7 to 10 Consolidated ;(6 possible);_ +-----.------------------- --------------- ------+-------+---------+------------; E25 ; E25 = alpha.x Qt ; # 8, ; Sand .,.(6)'7 to 10 ;.Youngs Modulus; .where user input alpha 14.11&12; 0<Qt<500bar; +---------------+-------------------------=--+-------+---------+------------; i M ; CLAY.: # 8 ; Constrained ; M = alpha, x Qt ;Tabl4.3; Clay ; 1 to 6 ; Modulus ; where user input alpha ' SAND: Methods: ; ,.Qt: M = alpha x_Qt ; ; Sand ; 7 to 10 ; Baldi: ; # 8 ;(6 possible); M + sv' +C1 ;Fig4.10; --.= CO.x pa ; --- ; x ; ; .Sand 7 to 10 Qt + pa + C2 OCR x exp( C3 Dr +--=------------+----------------------------+-------+---------+------------; OCR (Clay) ; + Su +1.25 Over- # 6 Consolidation •; svo' Ratio ; OCR = ;---------- ; # 8. ; Clay ; 1 to 6 + Su + ; ;Fig4.19; see NOTE #11 + + svo' +NC + --------------- =+----------------------------------- --+---------+------=----- + ,+ +2 Ic Ic = ;3-log (Q(1-Bq)):., + + 10 + ; Material ; # 13 ; All ; All ; Index ; + +2+0.5 ; ;After J&D(1993); + ;1.5+1.3log F; ; ; # 17 ; see NOTE•418 ; + 10 + + ----------- -'----+------------------ -------.----+-------+---------+------------; Spt N(60) Standard ; Penetration ; Qc/N = 8.5(1-(Ic/4.75,))' Test ; ; # 13 ; All. ; All ; (Blows/foot) ; where Qc in bars - at,.60% Energy. ; After J&D(1993);, see NOTE #16 ------------- ----------------------------- ----------------------------------+ Page 6/10 ---------------------------------------------- ---------------------------+ Parameter ; Methods ;Refer. Valid ; Valid Zone Number;Soil Type; ; '------------ ------------- ------ :State Parameter; 13M + 8.5M/F; ;State,(e-units); ln;-----------; �. + Q(1-Bq) + ;Current Void ;State =--------------- ' Void Ratio ; 11.9 - 1.33F ; # 14 All ; All minus ;Critical ; 6 Sin fcv ' Void'Ratio ; M =------------- 3 - Sin fcv fcv '= const., vol. Phi angle; +---------------+------------------=--------- +-------+---------+------------; Fines Content ;FC(%) 42.4179(Ic) - 54.8574': FC($) ; FC(%) = 0% if Ic < 1.2933: # 15 ; All ; All ; ;Percent less than ; FC(%) = 100% if Ic > 3.65081 #200 Sieve; ;After Davies,99;' ---------- =------------------ =-------------=-+-------+----=----+------= OCR (Clay) ; OCR = 0.5 + 1.50(PPD) ;Overcons. Ratio; ;by Pore Press. ; PPD = (U1 - U2)/Uo or ;U1 & U2 ; PPD = (U1 - U3)/Uo ; # 16 ; Clay ; 1'to 6 ; or U1 & U3 ; see NOTE #17 ; and default 0.5 & 1.5 are settable +--------------------------------------------------------------------------+ t. i +++++++++++++ NOTES ++++++++++++++ Page 7/10 1. Depth averaging may be in 0.5, 1, 2.5 or 5-ft. intervals or 0.1, 0.25, 0'.5 or'1.0 m intervals, or no.depth averaging if zero is selected. -The average is the mean value of the readings in the interval. The depth value is the mid -depth of the averaged interval. It is convenient to start at half the depth - averaging interval. For example, if you want "even" depths and the depth.averaging,is set at 0.50 m then start at 0.25 to get values,of depth of 0.5, 1.0, 1.5, etc. 2. Basic input CPTU data columns are for Depth,.Qc, Fs, U1, U2, U3, INC and TEMP may be selected. In addition the following parameters may also be specified.as an INPUT data column: Qt, Gamma, Uo, Spt N, Rf Zone, Bq Zone and CSR(EQ). These values will be used where required to obtain other interpreted parameters. I,f they are not specified the program will estimate them when they are.required.' For example,. you can create an OUTPUT data file of any of the above parameters and then edit some or all of the values to suite your.measurements or your desires to specify their values. You can do that with "Gamma" values'to input your measurements of unit weight, or with "Uo" if you -want to input values of pore water, pressure other than hydrostatic, or with any of the other input parameters. You would use your edited file of adjusted data as your new INPUT data file. Thus; you can specify these parameters if you want to override the Program's values. You can also use the designated value of "9E9" to denote an unknown value. You can use the "OTHER" designation•to input other data that exists on your input file and identify its units. This allows you to output it, without operating on it, if you choose. It is best NOT'to use -depth averaging when using input data that is not continuous at regular depth intervals. Always use DEPTH AVERAGING with extreme caution since the program averages ALL INPUT parameters over the interval chosen irregardless of soil type.'Careful use of start and end depth choises can make depth averaging very effective. 3. Since there is,no data in the file within the initial depth interval, a default Gamma (unit weight) must be specified from the surface to the starting depth. This is .done in the "Param" Menu in units of kN/m^3 (lkN/m^3=6.36pcf). Also, you can specify the values of Gamma to be used by the program as in NOTE #2 above. 4. If pore pressures are not measured by the cone then the program will take Qc as being equal to Qt .for all interpretations .requiring Qt. Also, Uo may be specified in the input file -as a column -of Uo vs depth values, if the water pressures are not hydrostatic. See NOTE #2 for more info on customizing input data. Page 8/10 ,5. You can choose to use either the Rf classif. Zone or the Bq classif. Zone to divide soil into Undrained Parameters (Zones.l to 6) and Drained Parameters (Zones 7 to 10) in the "Param" Menu. (However, in order to use the Bq Zone you must have Pore Pressure, U2, data.) Also, you may choose to switch Zone 6 to A Drained Zone from its Undrained Zone status. This is done,if you feel that the soil identified as Zone 6,(sandy silt) is really coaser (using other sources of.information) and/or you. want it analyzed as a Drained rather than Undrained soil. Finally, the soil behavior names.in each zone were shortened in version 5.0 for simplicity. For example, Zone 6 was named "sandy silt to clayey silt" but was shortened to "sandy silt". 6. Spt N is the same as Spt N(60) for 60% transferred energy. This value is calculated from the Qt/N ratios given for each Soil Zone (you can specify either Rf or Bq Zone) and these values are used in the Level Ground Liquefaction analysis. Values of Spt N may be specified in the Input File, if indepedently measured values are to be used. We suggest that you not use depth averaging if you only have selected Spt N values at a few depths. You may use "9E9".for missing data. 7. If Dr values are negative then soil is very loose or likely more of an undrained soil like a silty sand rather than a drained soil for which.the Dr correlations were developed. Use Dr interpretations very cautiously since they also assume the soil is free draining, uncemented, unaged and has the same compressibility of grains as the soil used for the correlations in chamber calibration tests. 8.. The simplified sand liquefaction analysis for level ground according to Seed et al requires Spt.Nl(60) and earthquake magnitude to obtain the cyclic stress ratio to cause liquefaction, CSR(Qc). The design maximum ground acceleration, the depth -reduction factor, Rd, and overburden total and effective stresses are required to calculate the cyclic stress ratio applied by the design earthquake,CSR(EQ). The program estimates the N1(60) values from the cone stresses, the operator identifies the earthquake magnitude and Seed et al chart is used to get CSR(Qc). The program also calculates CSR(EQ) from the user specified maximum ground acceleration including any amplification factors, the calculated overburden stresses and either Seed's mean or the Fraser Delta Rd factor. The Fraser Delta is used only when amplification factors of the order of 2 or more' are used. See Reference Nos. 3, 6, 11 and 12 for more information. The user can INPUT'specific values for Spt N, CSR(EQ), Soil Zones, Gamma's, etc. in order - to customize,the analysis for the existing data base of information. It is recommended that you do not use depth averaging when using' specific input data but make calculations at specific depths where external input data exists. The calculated value of Qcr is the minimum value of cone bearing stress required at a given depth such that the factor of safety against liquefaction, or the ratio FL = CSR(Qc)/CSR(EQ) have -the specified value for a given earthquake magnitude, max. ground acceleration, depth reduction factor, and calculated overburden stresses. This value of Qcr is useful'to identify.the required minimum level of soil improvement for a given design condition. Page 9/10 9. The NdU method to calculate undrained shear strength has been extended to allow the.user to choose either dUl, or dU2 or dU3 provided such pore pressure measurements exist. 10. The Overconsolidation Ratio, OCR, for the sand must be estimated by the user in the "Param" menu if you want to estimate. Ko in the sand layers. For the typical normally consolidated sand, OCR =-1.0. 11. It is currently only possible to estimate the OCR for a clay, which makes use of the correlations obtained from extensive laboratory tests. 12. An improved calculation and print routine was added to version 5.0 which uses swap routines to reduce memory requirements, but slows down the calculations. 13. The classification charts for Rf has been extended at all boundaries such that values of Rf>8.and.values .of Qc<1.00 are possible. The Bq classification chart which requires dU2 and can now accept values of Bq>1.2 and Qt<l. Unfortunately, this feature does not work. 1.4. Version 5.lppd added several enhancements to the program. � You may input an average vertical flow gradient, which'is applied over,the entire profile depth to be -analysed so adjust the depth. of interest accordingly. Zero gives hydrostatic and no flow, a negative gradient is upward flow which increases pore pressure and reduces vertical effective stress. A positive gradient.gives downward flow. 15. A State Parameter or current void ratio minus critical void ratio is calculated according to the paper by -Ref. 14, Plewes, Davies and Jefferies, 1994. 16. An alternate method to estimate'SPT from CPT is provided according to Ref. 13, Jefferies and Davies, 1993 in ASTM. 17. An alternate method to estimate OCR in clays is provided which uses the measured pore pressure difference, ppd, so both U1 and U2 or Ui and U3 must be measured at the same time. (see -Ref. 16) 18. Version 5.2 added the value Ic (Material Index) according to Jefferies & Davies, 1993, 1991 (Ref.. 13 & 17),whi6h combines all Normalized parameters Q, F and Bq. (Note: QtN was changed to Q and RfN to F.) 18A. In Version•5.2, if at any depth the value of Bq>l (in very sensitive saturated soil)then Bq is made equal to 0.99. Also, if Rf>8 it is made 7.99. These changes have a negligable effect on the results. 19. FC(%) or percent of dry weight less than #200 sieve (.074mm) was also added according to Davies, 1999 Ref.#15) I Page 10/1,0 -.REFERENCES: 1) Bellotti, R., Crippa, V., Pedroni, S., Baldi, G., Fretti, C., Ostricati, D., Ghionna,. V., Jamiolkowski, M., Pasgalini, E., 1985,. "Laboratory Validation Of In -Situ Tests", Italian Geotechnical Society Jubilee Volume for the XI ICSMFE, S.F., Cal. 2) Durgunoglu, H.T. and Mitchell, J.K., 1975, "Static Penetration Resistance of Soils: I -Analysis",. Proceedings of the ASCE Specialty Conference on In -Situ Measurement of.Soil Properties, Raleigh, NC 3) "Earthquake Design in the Fraser Delta - Geotechnical Aspects" Task ..Force Report, May 1991 - Co-chair: Dr. P. M. Byrne, Univ. of British Columbia, Dept. of Civil Engineering, Vancouver, B.C., V6T 1Z4. . 4) Janbu, N. and Senneset, K.,i 1974,. "Effective Stress Interpretation of .In Situ Static Penetratuion Tests", Proceedings of the European Symposium on Penetration Testing,Stockholm Sweden, Vol. 2.2 5) Jamiolkowski, M., Ladd, C.C., Germaine, .J.T., Lancellotta,• R., 1985, "New Developments in Field and Laboratory Testing of Soils". State of the Art Address for XIth ICSMFE,' San Francisco. 6) Robertson, P.K. and Campanella, R.G., 1983, "Interpretation of Cone Penetration Tests -PART I(SAND) and PART II (CLAY)", Canadian Geotechnical Journal,, Vol. 20, No. 4. 7) Robertson, P.K., Campanella, R.G., and Wightman, A., 1983, "SPT - CPT Correlations", Journal of the Geotechnical Division, ASCE, Vol. 109, Nov. 8)•Robertson, P.K. and Campanella, R:G., 1989 "Guidelines for Geotechnical Design using CPT and CPTU", Soil Mechanics Series NO. 120.1 Civil Eng. Dept., Univ. of B.C., Vancouver, B.C., V6T 1Z4, Sept 1989. 9) Robertson, P.K., 1990, Soil Classification using the CPT, Canadian Geot. Journal, V.27,No.1, Feb, p151-158. 10) Schmertmann, J.H., 1976, "An..updated Correlation between Relative _Density, Dr and Fugro-type Electric Cone Bearing, qc" Department of .Civil Engineering Report, University of.Florida, July. 11) Seed, H.B.,. Idriss, I.M. and Arango, I., 1983, "Evaluation of Liquefaction Potential Using.Field Performance Data", Journal of Geot. Engrg. Div.,'ASCE, Vol. 109, No. 3, March 1983, pp. 458-482. 12) Seed, H.B. and Idriss, I.M., 1971, ."Simplified procedure for Evaluation Soil Liquefaction Potential", Journal of Soil Mechanics and Foundations, ASCE, SM9, Vol. 97, Sept. 13) Jefferies;,M.G. and Davies, M.P., 1993, "Use of CPTu to Estimate Equivalent SPT N60", ASTM, Geotechnical Testing Journal, V.16:4, 458-468. 14) Plewes, H.D., Davies, M.P. and Jefferies, M.G., 1994, "CPT based Screening Procedure for Evaluating"Liquefaction Susceptibility"., Proc. Canadian Geot. Conference, Halifax 15) Davies, M.P., 1999, "Piezocone Technology for. the Geoenvironmental Characterization of Mine Tailings", PhD Thesis,•Univ. of British Columbia, Civil Eng. Dept, Vancouver, BC, V6T 1Z4, Canada. 16) Sully, J.P., Campanella, R.G. and Robertson, P.K., 1988, "Overconsolidation Ratio of Clays from Penetration Pore Pressures", ASCE Journal. of Geotechnical Engineering, Vol. 114, No. 2,.February, pp. 209-216. 17) Jefferies, M.G. and Davies, M..P.,1991,"Soil Classification by the CPT":Discussion.Canadian Geot. Jour.,V28(1),173-6 cufffft-garth Systems Consultants10,20--l' A SOUttlwest 79-811 B Country Club Drive. Bermuda Dunes. CA 92201 Plume 17601 145-15RR FAX f7601 i45.711 S c-� Boring No: B-1, Drilling Date: December 9, 1999 Project Name: La Quinta Country Club Clubhouse Drilling Method: 8-in. Hollow Stem Auger Project Number .07457-01 Drill, Type: CME 45 Boring Location: See Figure 2 Logged By: Cliff Batten ^ Sample Type Penetration .N o ;? by Description of Units Page 1 of I P ._ Resistance JD U A c 'o. Note: The stratification linesshown represent the L v � .n 5 approximate boundary between soil and/or rock types Graphic Trend o p Blows/6" . ( ) Q � and the transition may be gradational.. Blow Count Dry Density 2 U 0 5 10 15 I" 20 25 30 35 40 C 45 — ❑ I- — 50 ❑ C 55 0 60 I I 5_Z❑ 65 r L _ 70 — i I I. 75 lI f f- 80 i• SM SILTY SAND: Dark brown; dense; damp to moist; fine grained. I 21,23.26 SANDY SILT: Dark brown; medium dense, wet, with (, ML 1 9.,11,12 1 �I � fine sand and some clay. 10,10.23 I ! II • IMUCL CLAYEY SILT to SANDY SILT: Dark brown; stiff to I I 7,10,10 1 7.9,13 • medium dense, wet, interbedded, low plasticity. 1 8.11.15 iI • 1 8,15,12 s I SILTY CLAY: Dark brown; very stiff, wet, low to I' j CL 1 7,11.14 I i medium plasticity. SM I SILTY SAND: Dark brown; dense; wet; fine'(yr. I 1 13,18,18 , 0 • CLAYEY SILT to SANDY SILT: Dark brown; stiff to I I MUCL 7,7,9 i medium dense, wet, interbedded, low plasticity. j • i I 5.5.7 CL CLAY: Dark brown; stiff to very Stiff, wet, low'to 5,8,15 medium plasticity. 3.3,9 i • \ 5.9.15 Total Depth: 65 feet Perched Groundwater encountered at 45 & 61 feet. i Earth Systems Consultants 10 20 30 00 CPT Sounding: CPT-1 Cone Penetrometer: HOLGUIN, FAHAN & ASSC. Project Name: La Quinta Country Club Truck Mounted Electric Cone Project No.: 07457-01 with 23-ton reaction weight Location: See Site Exploration Plan Date: 12/3/99 Interpreted Soil Stratigraphy .Friction Ratio N Tip Resistance, Qc (tsf) (Robertson & Campanella, 1989) Density/Consistency 10 8 6 4 2 ® 100 200 300 400 Silty Sand to.Sandy Silt Silty Sand to Sandy Silt Silty Sand to Sandy Silt Sandy Silt to Clayey Silt Silty Sand to Sandy Silt Sandy Silt to Clayey Silt Silty Sand to Sandy Silt Sandy Silt to Clayey Silt Clayey Silt to Silty Clay Sandy Silt to Clayey Silt Silty Sand to Sandy Silt Silty Sand to Sandy Silt Sandy Silt to Clayey Silt Clayey Silt to Silty Clay Clayey Silt to Silty Clay, Sandy Silt to Clayey Silt Silty Sand to Sandy Silt Sandy Silt to Clayey Silt Clayey Silt to Silty Clay Clayey Silt to Silty Clay Silty Sand to Sandy Silt Silty Sand to Sandy Silt Silty Sand to Sandy Silt Clayey Silt to Silty Clay Clayey Silt to Silty Clay Sandy Silt to Clayey Silt Clayey Silt to Silty Clay Sandy Silt to Clayey Silt Sandy Silt to Clayey Silt Clayey Silt to Silty Clay Clayey Silt to Silty Clay Silty Sand to Sandy Silt Sand to Silty Sand Silty Sand to Sandy Silt Clayey Silt to Silty Clay Sandy Silt to Clayey Silt Silty Sand to Sandy Silt Sandy Silt to Clayey Silt Silty Sand to Sandy Silt . Sandy Silt to Clayey Silt Sand to Silty Sand dense dense dense medium dense dense medium dense medium dense medium dense very stiff medium dense medium dense medium dense medium dense very stiff very stiff medium dense medium dense medium dense hard very stiff dense dense medium dense very stiff hard medium dense hard medium dense medium dense hard very stiff medium dense dense dense hard dense dense medium dense dense medium dense very dense Perched Groundwater measured @ 63 feet End of Sounding @ 85 feet Earth Systems Consultants M1 -Southwest 1= w CPT Sounding: CPT-2 Cone Penetrometer: HOLGUIN, FAHAN & ASSC. Project Name: La Quinta Country Club Truck Mounted Electric Cone Project No.: 07457-01 with 23-ton reaction weight Location: See Site Exploration Plan Date: 12/3/99. CL 111. Q Interpreted Soil Stratigraphy Friction Ratio (%) Tip Resistance, Qc (tsf) 10 8 6 4 2 0 100 200 300 400 (Robertson & Campanella, 1989) Density/Consistency Sand to Silty Sand very dense Silty Sand.to Sandy Silt very dense Silty Sand to Sandy Silt dense Silty Sand to Sandy Silt very dense Silty :Sand to Sandy Silt very dense Clayey Silt to Silty Clay very.stiff Sandy Silt to Clayey Silt medium dense Sandy Silt to Clayey Silt medium dense Silty Sand to Sandy Silt medium dense Sandy Silt to Clayey Silt medium.dense Silty Sand to Sandy Silt dense Sandy Silt to Clayey Silt medium dense Clayey Silt to Silty. Clay very stiff Sandy Silt.to Clayey Silt medium dense Clayey Silt to Silty Clay very stiff Silty Clay to Clay stiff Sandy Silt to Clayey Silt loose Sandy Silt to Clayey Silt medium dense Silty Sand to Sandy Silt dense Silty Sand to Sandy Silt medium dense Clayey Silt to Silty Clay very stiff Sandy Silt to Clayey Silt medium.dense Sandy Silt to Clayey Silt medium dense Sandy Silt to Clayey Silt medium dense Sandy Silt to Clayey Silt medium dense Clayey Silt to Silty Clay hard Silty Clay to Clay hard Silty Clay to Clay very stiff Clayey Silt to Silty Clay hard Sandy Silt to Clayey Silt medium dense Clayey Silt to Silty Clay very stiff Silty Clay to Clay very stiff Silty Clay to Clay very stiff Sandy Silt to Clayey Silt medium dense Silty Sand to Sandy Silt dense Silty Sand to Sandy Silt dense Clayey Silt to Silty Clay hard Clayey Silt to Silty Clay hard Sand to Clayey Sand dense Sandy Silt to Clayey Silt medium dense Sandy Silt to Clayey Silt dense Perched Groundwater measured @ 68 feet End of Sounding @ 85 feet 10 20 4� 30 i -40- I I -50- I -60- , I -70- I I i I I I -80_ L7 I I -9Q- I I i 100 I i f I UNITDENSITIES AND MOISTURE CONTENT Job Name: La Quinta Country Club Clubhouse Job Number: 07451-01 Date: 12/16/99 Unit 'Moisture USCS Sample Depth Dry.', Content . Group Location (feet) Density (pcf) (%) Symbol Bl 5 95.0 9.9 SM Bl� - 10 88.4 20.1 ML B1 15 85.9 18.8 M.' B1 20 87:2 35A P MUCL Bl 22 88.9 29.2' ML/CL :Bl 25 90.2 32.2 MLICL Bl 30 90:3 31.4 iVtL/CL B1 35 89.7 34.0 CL B1 40 92.6 24.1- SM 131 55 -7 29.4 CL 07457-01 Dec 16, 1999 PARTICLE SIZE ANALYSIS ' ' ASTM D-422 Job Name: La Quinta Country Club Clubhouse Sample. ID: B1 @ 5 feet Description: Silty F Sand (SM) Sieve Percent `- Size Passing 1-1 /2" 100 1" 100 3/4" 100 1/2" 100 3/8" 100 #4 100 #8 100 #16- 100, % Gravel: 0 #30 98 % Sand: 83 #50 83 % Silt:. 16 #100 51 % Clay (3 micron): 1 4200 17 (Clay content by short hydrometer method) 100 90 80 70 0 60 .y N 50 C ` a 40 30 20 10 0 1� 100 10 1 0.1 Particle Size ( mm) EARTH SYSTEMS CONSULTANTS SOUTHWEST 0.01 0.001 07457-01 Dec 16, 1999 PARTICLE SIZE ANALYSIS ASTM D-422 Job Name: La Quinta Country Club Clubhouse Sample ID:'.B1 @ 10 teet Description: Sandy Silt with Clay (ML) Sieve Size % Passing By Hydrometer Method: , 3" 1.00 Particle Size % Passing. . 2" 100 r 53' Micron . 48 100 121 Micron 35 1 " 100 13 Micron 24 3/4" 100 7 Micron 17 1/2" 100 5 Micron 14 3/8" 100 3.3 Micron 13 #4 -100 2.8 Micron 10 #8 100 1.4 Micron 9. #16 . 99 430 99 % Gravel: 0 #50 97 % Sand: 39 #100 88 % Silt: 51 #200 61 % Clay (3 micron): 10, 100 90 80 i 1 I 60 oco -r I L 50 CL i 1 i 40 I i I 30 j f 20 �i 10 7 0 100 10 ► 0.1 0.01 0.001 Particle Size (mm) EARTH SYSTEMS CONULTANTS SOUTHWEST Dec 16, 1999 07457-01 PARTICLE SIZE ANALYSIS ASTM °-422 Job Name: La Quinta Country Club Clubhouse Sample ID: BI @ 20 feet Description: Clayey Silt (ML/CL) Sieve Size % Passing By Hydrometer Method: 3" 100 Particle Size % Passing 2" 100 45 Micron ' 86 1-1 /2" 100 19 Micron 60 1 " 100 12 Micron 48 3/4" 100 6 Micron 31 1/2" 100 5 Micron 25 3/8" 100 3.3 Micron 261 - #4 , 100, 2.7 Micron 20 . #8' 100 ' 1.4 Micron 15 416 99 #30 98 %Gravel: 0 #50 98 % Sand: 6 '. #100 97 % Silt: 74 #200 94 % Clay (3 micron): 20 . .- 100 90 80 70 60 -` � on • c • 50 a. s 40 I. I 30 20 I� 10 0 100 A J 10 l 0.1 0.01 Particle Size (mm).` i .EARTH SYSTEMS CONULTANTS SOUTHWEST 0.001 i 07457-01 Dec. 16, 1999 PLASTICITY INDEX ASTM o-2418 Job Name: La Quinta Country Club Clubhouse Sample ID: B 1 @ '20 feet Soil Description: Clayey Silt (MUCL) t DATA SUMMARY TEST RESULTS. Number of Blows: 15 30 22 LIQUID LIMIT 36 Water Content, % 38.9 35.7 36.7 PLASTIC LIMIT .24 Plastic Limit: 23.6 23.6 PLASTICITY INDEX 12 Plasticity Chart 70 60 x 50 .� 40 i 30 i 20 10 0 CH I 0 10 20 30 40 50 60 70 80 90 .100 Liquid Limit EARTH SYSTEMS CONSULTANTS; SOUTHWEST 07457-01 Dec: 16, 1999 CONSOLIDATION TEST ASTM D 2435-90 & D5333 La Quinta Country Club Clubhouse Initial Dry Density: 83.6 pcf B 1 @ 10 feet Initial Moisture, %: 20.1 % Sandy Silt with Clay (ML) Specific Gravity: 2.67.(asstimed) Ring Sample Initial Void Ratio: 0.995 Hydrocollapse: 0.8% @ 10 ksf Change in Height vs Normal Presssure Diagram a —Before Saturation—Hydrocollopse ■ After Saturation --ME Rebound 2 . F I 0 -1 2 '3 . c 4 -5 w s U c -6 v L a Q _.7 -8 -9 -10 -i i 12 i i i f I I � I I i 1 I ; I i 0.1 ` i.0 Vertical Effective Stress, ksf EARTH SYSTEMS CONSULTANTS SQUTHWEST Dec. 16, 1999 07457-01 CONSOLIDATION TEST ASTM D 2435-90 4 La Quinta Country Club Clubhouse Initial Dry Density: 89.2 pcf B l @ 35 feet Initial Moisture, %: 34.0% Silty Clay (CL) Specific Gravity: 2.67 (assumed) k Ring Sample Initial Void Ratio: 0.869 % Change in Height vs Normal Presssure Diagram 2 1' 0 2 -� -3 T c -4 to c -5 m U -6 v c. a 7 -8 -9 -10 �11 + -12 0.1 1.0 10.0 Vertical Effective Stress, ksf f. EARTH SYSTEMS CONSULTANTS SOUTHWEST a La Quinta Country Club —Report of Geotechnical Investigation October 10, 2007 MACTEC Engineering and Consulting, Inc., Project 4953-07-0961 y , , Dec-14-2005 13.05 From -LA QUINTA COUNTRY.CLUB ' +760 564 6396 T-389 P.005 F-964 D#Lq'z JmvLn muunitu Klu - auto hommei SURFACE ELEVATION: APPROX,) EPiH' TO GROUNDWATER: BORfNG DIAMETER: g INCHES LOGGED BY. ER B-1 HAMMER TYPE AUTO TRIP PATE DRILLED: 6-25--05 DESCRIPIIQN AND CLASSIFICATION CATION zz � .-, w SYM- DEPTH a r i j 0 DESCRIPTION AND REMARKS BOL COLOR CONSIST. SOIL TYPE (FEET) of o N a �- �UJ ®0--5' SILTY SANDS AND SANDY SM- GREY TO Qom i-n� c SILTS; SLIGHTLY MOIST ML BROWN 05' SILTY SANDS, AND SANDY SM- GREY TO _ 13 SILTS; SLIGHTLY MOIST ML BROWN 010' SILTY SANDS AND SANDY SM- GREY TO 1.0 7 Td SILTS; SLIGHTLY MOIST ML BROWN I 015' SLIGHTLY MORE SILTY & MOIST SM- GREY TO g ML BROWN 020' SLIGHTLY MORE SILTY GROWN 20 9 MOIST ML _:...' 030' VERY MOIST TO .WEr SANDY TO SILTS; PERCHED. GW? 25=30-35, I GREY 25'-30'MMLL BROWN 19' SANDY SILTS TO SILTY SANDS SM- . GREY TO a�mY. MOIST ML BROWN 050' SILTS ® TIP M AND THE REST SILTY SANDS 060' SILTS; VERY MOIST ML- GREY TO SM BROWN ML IGREY To BROWN JI 30 ll.10 40 50 17 I. j � ;6 I 1111ims® 11111 ' la 070' COHESIONLESS FINE SANDS; GREY TO 70 20 SLIGHTLY MOIST SM BROWN SEE PAGE 2 ENGIlI MMG DR57GN GROUP 2121 Y011 MEL ROAD sell 3 =OS. CA 82oee (780) 839-790Z PAX (780) 480-7477 80 EXPLORATORY BORING LOG LA QUINTA COUNTRY CLUB AND RESORT. LA QUINTA, CA JOB No_ DATE 053682 9-26-05 BORING No, 1, PG_ 1, 2 r Dec-14-1005 13:05 From -LA QUINTA COUNTRY CLUB +760 564 6396 T-389 P:006 F=964 owu. M INUCK MWNILU RIG — auto hammeA SURFACE ELEVATION: (APPROk) DEPTIi TO GROUNDWATER: BORING DIAMETER: 8 INCHES LOGGED ER B-1 HAMMER TYPE: AUTO TRIP ILL DATE' DRILLED: 8-25-05 DESCRIPTION AND CLASSIFICATION. w z w --. 0 U ,..N ce IL DEPTH FEEIN L y _ �E DESCRIPTION AND REMARKS BL . COLOR CONSIST. L ( 0 3 Q wNa TYPE im QCCm o 080' INTERBEDDED S(LT5 & sm— GREY TO B0 COHESIONLESS SANDS; MOIST M� BROWN 27 j I @90' POCKET COHESIONLESS SANDS; TIP' SILTY; SILTY SANDS GREY TO 29 TO SLIGHTLY SANDY SILTS;. SLIGHTLY BROWN ' =� MOIST TO MOIST .: � ;�T:� I► T0=101.5' 100 60 BORING TERMINATED ENGINEERING DESIGN GROUP 2121 Mob'= ROAD . sett MAW= Q a2oee (7eo) eaO-7902 FAX (7e0) 480-7477 _F-110 120 -im 1 �140 4 I EXPLORATORY BORING LOG LA QUINTA COUNTRY CLUB AND RESORT LA QUINTA, CA JOB No. f EEDATE053682 6-05 BORING No. 1, PG. 2, 2 Dec-14-2005 13:05 From -LA QUINTA COUNTRY CLUB +760 564 6396 T-389 P.007 F-964 .,� ,vv. ►wvt� 'ivivvlYlLV RW ': PTH TO GROUNDWATER: NONE 3umrAVC tLtVAIIUN:. JAPPROX. LOGGED ER BORING DIAMETER; 8 INCHES U. DALE DRILLED: 8-25-05 2. 15' EAST OF LAUNDRY ROOM CORN HAMMER ' TYPE: AUTO TRIP z ,l, .. ,.� DESCRIPTION 'ANb CLASSIFlCATIQN DEPTH ,,, DESCRIPTION' AND REMARKS SYM - COLOR SOIL � % J ' ,� Ld En b 3 a SOL CON5IST. TYPE C �x ; Ir mJ. o 00-20' MOIST, SILTY SANDS TO' ML- GREY TO SANDY SILTS SM BROWN I 10 020 VERY WET ZONE: 20' - 30' . ML- GREY 70 20 4 SLIGHTLY SANDY SILTS SM BROWN 4 i 30 @35' TIP OF SAMPLE IS VERY MOIST, ML— GREY TO 16 FINE SAND WITH SANDY SILTS SM BROWN i, 40 I' ' 050' WET. VERY SILTY SAtdDS. ML GREY TO 50 15 i BROWN j. 60 f 065' MOIST, WEATHERED SILTS ML GREY TO BROWN 11 075 SANDY SILTS; SLIGHTLY MOIST ML GREY TO I 70 TO MOIST BROWN 21 80 SEEPAGE 2 Al ENGIN.RING EXPLORATORY ING LOG DESIGN GROUP Y> 2 LA QUINTA COUNTRY CLUB AND RESORT aim uoN= a0en sax•VARC03. CA 92089 LA QUINTA, CA (7e01 e39—?soz JOB No. DATE FAX 67e0l 4W-77477 , 1 053682 BORING No. 9-26--05 2, PG..1, 2 1 e i Dec-14-2005 13:05 From -LA QUINTA COUNTRY CLUB +760 564 6396 T-389 'P.008 F-964 . l Y Dec-14-2005 13:06 From -LA QUINTA COUNTRY CLUB +760 564 6396 T-399 ' P.009 F-964 v v' nv V1�tLV my .]V(\rMV.0 U-r VAI[VN: (APPROX.) DEPTH TO GROUNDWATER: NONE BORING DIAMETER: 8 INCHES LOGGED BY: , ER DATE DRILLED: 8-25-05 B--3, EAST SIDE, ALONG DRV-WAY HAMMER TYPE: AUTO TRIP' RIP z .r DESCRIPTION AND CLASSIFICAMON w DEPTH `� z 5- ��CD DESCRIPTION 'AND REMARKS BOL COLOR CONSIST. SOIL (FEET) -�„�' o ' N ti TYPE m coy cn m, o 00-10', SLIGHTLY MOIST SILTY SM GREY TO SANDS BROWN 010'-=20', MOIST, SANDY SILTS ML GREY TO BROWN i 020'-25', MOIST. SANDY ML ,GREY TO SILTS & SILTY SANDS BROWN 025'-35' VERY WET SANDY SILTS • ML GREY TO BROWN 035'-50'- MOIST TO VERY MOIST ML GREY TO SILTY SANDS BROWN 950' MOIST, SILTY .SANDS & SANDY SILTS SM_ I GREY TO ML BROWN 10 20 30 Ijfljf �� i 065' MOIST TO WET, SILTY SANDS ML GREY TO TO SANDY SILTS- BROWN 070' SLIGHTLY MOIST, COHESIONLESS gp GREY 70 SAND 19 ENGRYFK RiG DESIGN GROUP 2121 ][ONUM ROAD BiM HARMS. CA 92oeA (700) WG--7802 PAX (7BO) 480-7477 80 EXPLORATORY BORING LOG LA QUINTA COUNTRY. CLUB AND RESORT LA QUINTA, CA JOB No. DATE 053682 9-26-05 BORING No. 3. PG. 1. 2 Dec-.14-2005. 13:06 From -LA QUINTA COUNTRY CLUB +760 564 6396 T-389 P.010 F-964 �- .�: , nt v v J J L,v I Uv avnl n� C GLCYRI IU(V: AYPJK-vX. DEPTH TO GROUNDWATER: NONE BORING DIAMETER LOGGED BY: '- ER � B-3. EAST SIDE, ALONG DRW-WAY : 8 INCHES . HAMMER TYPE: AUTO TRIP DATE DRILLED: 8=25-OS DESCRIPTION AND CLASSIFICATION DEPTH z w '� 0 z v w c� • • z Cx SYM {) o DESCRIPTION AND REMARKS COLOR CONSIST. S0� BOL TYPE o `Y CO 0 cn o BO ®70'-100' CONESIONLM FINE Sp GREY TO SANDS WITH .SMALL GRAVEL WHITE 23 I IF 100 TD=101.5' ' 39 N BORING TERMINATED i ENGBYEEMG VESIGN GROUP 2121 YONTIM ROAD SAN YARC09, CA 92062 (700). 839-7302 PAX (780) 480-74?7 I . I - F 120 I I I EXPLORATORY BORING LOG LA QUINTA COUNTRY CLUB AND RESORT' LA QUINTA, CA L No. DATE682 9-26_ BORING No. 3, PG. 2, 2 Dec-14-2005 13:06 From -LA GUINTA COUNTRY CLUB +T60 564 6396 T-389 P.-011 F7964 . ., ��• �� w ��,•��� �.u.vni lulu: nrrrtun, LOGGED BY: ER DEPTH TO GROUNDWATER: NONE BORING DIAMETER: 8 INCHES DATE DRILLED: . 8 -26-05 B-4 HAMMER TYPE: AUTO TRIP z w w DESCRIF MN AND CLASSIFICATION DEPTH W 0 t `" � � z FEET � ��' �� �z�N ��v DESCRIPTION AND REMARKS 60L COLOR CONSIST. SOIL. ) w o �''' oCL TYPE a M W-10' MOIST, SILTY SANDS SM GREY TO i BROWN 010' MOIST, VERY FINE SANDS SM- GREY TO 10 W/ SOME INTERBEDDED SILTS. ML BROWN 4 :.::.: , SM- GREY TO I 20 I I 020'-40MOIST, SANDY SILTS ML BROWN ®40'-50' MOIST,SLIGHTLY G I 30 SILTY SM- OR TO • :. 5 SANDS TO SANDY SILTS ML BROWN 40 (050 MOIST. SILTY SANDS & SANDY SM GREY TO NXI, 50 SILTS ML.. BROWN = 34 60 070 VERY. MOIST, SM- j GREY TO 70 COHESIONLESS SANDS . ML I BROWN 45 I 80 I l 090' SANDY IN MIDDLE V/ SMALL 5P- GRY 90 GRAVEL; LARGE GRAIN ®TIP 2" - 3" SM ETO. 27 BROWN SILTY L 100 120 27 iC 130 140 . 0150. SEEPAGE, VERY LITTLE GP BROWN - 150 SAMPLE; SANDS & BLACK 13ROCKEN ROCK t60 TD=151.5' BORING TERMINATED 170 t80 HML* The. stratification .lines 190 the approximate boundary between material types and ( 200 i 1 the transition may be gradual. 1 ENGIN�E'RING EXPLORATORY BORING LOG DESIGN GROUP LA QUINTA COUNTRY CLUB AND RESORT t. .. 2121 YOMIUM RDAD m UMMS, CA 62oaq LA QUINTA, CA (700) WO-7302 JOB No. DATE PAX (780) 480-7t77 053682 9-26-05 BORING No. 4, PG i, 1 Dec-14-2005 13:06 From -LA QUINTA COUNTRY CLUB +T60 564 6396 T=369 P.012 F-964 Uwu mv. IvIvvIV I CU MI JUrtrNLC tLtVAIIUN: (Ah'F'KUX.) DEPTHTO GROUNDWATER: NONE LOGGED BY: ER BORING DIAMETER 8 INCHES DATE DRILLED: • 8-31-05 8-5 ALLEY HAMMER TYPE: AUTO TRIP Z j, � ,. w DESCRIPTION . AND CLASSIFICATION DEATH ' : 0 U � Y ; z M DESCRIPTION AND REMARKS SYM— SOIL COLOR CONSIST. (�) d � o V U.1 Y r" . BOL rn,E cn w w In a 0 c� �. m 03' SLIGHTLY MOIST SILTY SANDS SM GREY TO BROWN 06' SLIGHTLY MOIST SILTY SANDS W/ SM GREY' TO 5 5 TINY ROOTLETS IN SAMPLER BROWN 11 09' SL MOIST SILTY SANDS TO SM— GREY TO SUGHTLY SANDY SILTS ML BROWN 10 4 012' SLIGHTLY MOIST ML 'GREY TO. ' TO MOIST; SANDY SILTS BROWN I 4 015' SLIGHTLY MOIST SANDY SILTS j SM— GREY TO W/ VERY SMALL ROOTS ML BROWN 6 018' SILT, SLIGHTLY MOIST ML GREY 9 W/ VERY SMALL ROOTS I BROWNN 20 025' SIGHTLY SILTY 0 TIP;. SM— GREY'TO Tg I FINE SANDS ML BROWN 030' MOIST, SILTS ML I GREY TO , I . 30 7 I @35' MOIST, SILTS 0' MOIST, STIFF, SILTS 045' FINE SANDS, MED DENSE, .SLIGHTLY MOIST + 050' .SILTY, STIFF. -.MOIST, SUG14T OXIDATION STRINGERS 060' MOIST; SILTY, STIFF BROWN ML GREY TO BROWN ML GREY TO BROWN SM GREY ML I .GREY'TO i BROWN ML GREY TO BROWN 8 40 .5 10 I 50 B i .I 12 i 070' MOIST FINE SANDS WITH SILT SM BROWN TO 70 16 I GREY RM. The stroti•ficotion lines the approximate boundary between material types and �•, B0 the transition may be raduol. ENGIl'ITEE MG EXPLORATORY BORING LOG DESIGN GROUP LA QUINTA COUNTRY CLUB AND RESORT zizi lioN79EL xoen SM MARMS. CA e2009 LA QUINTA, CA (780) e3e-7M2 JOB No. DATE PAX (veo) 460-7477 053682 .9-26-05 BORING No. 5, PG. 1, 2 I Dec-14-2005 13:06 From -LA QUINTA COUNTRY CLUB +760 564 6396 T-389 P-1 13 F-964 DEPTH TO GROUNDWATER: NONE C4XvruiuN; BORING DIAMETER: kArrKux. 8 INCHES LOGGED BY- ER' 8-5 ,ALLEY HAMMER TYPE: AUTO TRIP DATE DRILLED: 8-31-05 DESCRIPTION AND CLASSIFICATION DEPTH ' F U tz {2W- ai - z Q C W Y = i DESCRIPTION AND 'REMARKS B L COLOR CONSIST, SOIL (�_ o `y N pc �, � TYPE � � m C-) o i 80 -� 90 1 OQ. , 0101. —101.5 COARSE'SANDS SP WHITE TO 33 TAN % TD=101.5' I BORING TERMINATED ,. I' 110- 120 130 •140 . I ' I i ' 150 w NM: The stratification lines the approximate boundary between material types and the transition may be gradual, ENGINEERING EXPLORATORY BORING LOG DESIGN GROUP LA QUINTA COU NTRY CLUB AND RESORT • '`'•" 2121 71021= xoen sex Wcos. cs SEND. LA QUINTA, CA (tiaoj ese-raoz JOB No. DATE Fex (700). 480-7477 BORING No. 5, ' PG- 2, 2 9-26-05. 053682 Dec-14-2005 13:06 From -LA QUINTA COUNTRY CLUB +160 564 6396 T-389 P.014 F-964 ,Mu .w,v nv� �.t..GVAIIV(V: _tfV'iKU1�. LOGGED BY: ER DEPTH TO GROUNDWATER: . NONE BORING DIAMETER: 8 INCHES ' DATE DRILLED; B-31=05 9-6 GOLF. CART BACK HAMMER TYPE: AUTO TRIP o w ^ w DESCRIPTION AND CLASSIFlCATION DEPTH cc %n3¢ "',gip5 DESCRIPTION AND. REMARKS �� COLOR CONSIST. SOIL 9 � in it R � 3 a: TYPE a 03' SILTY SAND. MED DENSE, COHESIONLESS 06' STIFFER SILTS; SLIGHTLY MOIST TO MOIST @9' COHESIONLESS SANDS TO . STIFF SILTS 012' -COHESiONLESS SANDS TO STIFF SILTS 015' SUGHTLY SILTY SANDS; MED 018 $ SANDY SILTS TO SILTY/FINE SANDS 025' SLIGHTLY MOIST SILTY SANDS TO SANDY SILTS 035' SLIGHTLY MOIST SILTY SANDS . TO STIFF SANDY SILTS -a 40' STIFF, . MOIST SILTS 045' COHESIONLESS SANDS, SLIGHTLY MOIST @50' STIFF, MOIST SILTS 060' STIFF, MOIST SILTS 070' VERY MOIST 0 TIP, TRACE OF LARGER GRAINED SAND, SMALL AMOUNT OF SEEPAGE TD=71.5' BORING TERMINATED RQ11R: The stratification lines the approximate boundary between material types and the tronsition may be gradual. PG ENGMEEMG DESIGN GROUP Z121 uoNTHL Roan SAN MARCOS, CA 0208H (780) 936-7302 RAX (780) 480-7477 1 SM I GREY TO BROWN SM— GREY TO ML BROWN �. SM—. ML BROWN SM— GREY TO ML BROWN , SM GREY SM— GREY ML SM— I GREY TO ML I BROWN SM— J GREY TO ML BROWN ML BROWN SM GREY TO BROWN ML GREY TO I BROWN I ML TO BROWN ML. I WHITE TO TAN 10 20 30 40 :;�.. 50 60 1 70 7 7 `I 18 7 6 6 6 10 9 6 12 11 . 15 10 I gp EXPLORATORY BORING LOG LA QUINTA COUNTRY CLUB ' AND RESORT LA QUINTA, CA JOB No. DATE 053682 9-26-05 BORING No. 6, PG, 1.`1 Dec-14-1005 13:06 From -LA QUINTA COUNTRY CLUB +760 564 6396 T7369 P.015 F-964 „..,.�.., ,.,.. .........,� .��.,,,...,.. �.� , ��.,,..� LOGGED BY. tK DEPTH TO GROUNDWATER: NONE BORING DIAMETER: 8 INCHES DATE DRILLED: 8-31=05 8-7 TERRACE BACK HAMMER TYPE: AUTO TRIP' Zo w DFSCRIP'f10N AND CLASSIFlCATION DEPTH a �= SYM- SOiL -�' 0 3 c=n > DESCRIPTION AND REMARKS BOL COLOR . CONSIST. TYPE w o r o a v m 03' SLIGHTLY SILTY SAND, MED SM GREY TO '12 DENSE. MOIST BROWN 06' SLIGHTLY SILTY SAND, MED SM GREY TO DENSE, MOIST BROWN 4 09' WET ®TIP, LOOSE SILTS SM- GREY TO ML BROWN •... �Ij i 0 ? 012' SANDY 0 TIP, SANDY SILTS SM- GREY TO .6 ML BROWN 615' VERY MOIST TO WET 0 TIP, SM- GREY TO SIL7TY. SANDS TO SANDY SILTS ML BROWN ~� `� ' 018' SLIGHTLY SANDIER; WITH , SM— GREY TO t 20 7 VERY FINE GRAINS OF SILTS, MOIST ML BROWN ,, 025' SILTY; SANDY SILTS; STIFF, GREY TO 8 MOIST ML BROWN 030' SILTY & VERY SATURATED 30 SILTY SANDS/SANDY SILTS; HIT ML- GREY TO 6 . SEEPAGE 0 AROUND 34' SM BROWN IML- 7 035 SILTY SANDS TO SANDY SILTS SM GREY TO BROWN �+ .40 ...��0' SILTY SANDS I$M GREY TO ,, 12 BROWN 045' SILTY SANDS TO SANDY SILTS ISlvl= GREY TO - 13 MIL 'BROWN 050' SILTY SANDS; SLIGHTLY MOIST SM GREY TO BROWN 50 10 TD=51.5' BORING TERMINATED 60 I 70 NM: The strotification lines the approximate boundary between material .types and the transition. may be gradual. 80 ENGWEERIIITG EXPLORATORY BORING LOG DESIGN .GROUP LA QUINTA COUNTRY- CLUB AND RESORT 7,,-,�,. eiai uoxr= ROAD SM uA=S. CA =99 LA QUINTA, CA (790) 639-7302 .JOB No. DATE FAX (7e0) 4e0-7477 BORING Na. 7, . PG. 1, 1 053682 9-26-05 J. ` r , Dec-14-2005 13:06 From -LA QUINTA COUNTRY CLUB +760 564 6396 T-389 P-016 F-964 1-10WtU BY: tK DEPTH TO GROUNDWATER:.NONE BORING . DIAMETER: 8 INCHES DATE DRILLED .8-3 1-05 B=8 RIGHT SIDE, BAM TERRACE EAST HAMMER TYPE: AUTO TRIP z Lu ^ - ; Lu DE9CRUMON AND CLASSIFICATION DEPTH F ^ Z �- SOIL t aN oCn ���uj � DESCRIPTION AND REMARKS L COLOR CONSIST. z TYPE • 4 (. 05' MOIST MED DEN SILTY SANDS SM— GREY TO N k:. 6 6 ' ML BROWN-:� 8 010 MOIST, MED DENSE TO SM— GREY TO i111T, - SLIGHTLY STIFF, SILTY SANDS ML BROWN10..S 4 12 S MOIST, MED DENSE ,TO SM GREY TO SLIGHTLY STIFF, SILTY SANDS ML BROWN ' S 6 � TD=16.5' .16 BORING TERMINATED ( 18 20 22 24 26 i II 28 . ( 30 f ( 32 34 I 36 MM: The stratification lines 38 the approximate boundary between material types and the transition may be gradual. , `t0 ENGL�G EXPLORATORY BORING LOG DESIGN GROUP LA QUINTA COUNTRY CLU B AND RESORT 21M YONUM ROAD . sear MAR=, CA 9208e LA QUINTA, CA (760) e9e-7902 JOB No. DATE FAX (7e0) -4a0-747v 053682 9-26-05 BORING No. 8, PG. 1, 1 Dec-14-2005 13:06 From -LA QU►NTA COUNTRY CLUB +760 564 6396 T-369 P.017 P-964 LUWLU OT; tM DEPTH TO GROUNDWATER: vNONE BORING DIAMETER: 8 INCHES DATE DRILLED: 8-31-05 8-9 FRONT CIRCLE MEDIAN EAST SIDE HAMMER TYPE: AUTO TRIP z �,; ^ w of 0 DESCRIPTION AND CLASSiF1COON DEPTH r- z z SYM- SOIL (FEET) � C� s w o _ U DESCRIPTION AND REMARKS w o v, R � �' w BOL COLOR CONSIST. TYPE v Lu -+ o ,, n ac.m o m o 2 r 4 ®S SANDY, MOIST, MED-DENSE SM GREY TO- BROWN- 6 12 8 010' MOIST, MED DENSE, SM GREY TO 10 SLIGHTLY SILTY SANDS BROWN S 10 12 14 , 015' MOIST. MED DENSE' TO SM— GREY TO SLIGHTLY . STIFF, SILTY SANDS ML BROWN ` 1B 8 ° 18 020' MOIST, MED DENSE To SM- GREY TO ( 20 I 'GHTLY STIFF, SILTY SANDS ML BROWN S I 9 III 22 025' MOIST, MED DENSE TO 24 - SLIGHTLY STIFF, SILTY SANDS ML- GREY TO (SILTY ®TIP) SM BROWN 26 1 ] 28 30 32 GREY I 34 (�35 MOIST, MED DENSE TO STIFF, ML TO I SILTY SANDS BROWN 36. 7 TD=36.5' BORING TERMINATED I NQM The stratification lines 3$• I the approximate _boundary between material types and 40 the transition may be gradual. ENGRUMING EXPLORATORY BORING LOG DESIGN GROUP LA QUINTA COUNTRY CLUB �.. �AND RESORT M21 110MM. aosn , LA QUINTA CA S" HAHCos, CA 02009 , Nq) ,eae-7302 JOB No. DATE FAX (7eo) 4so-7477053682 9-26-05 BORING No. 9, PG. 1, 1 , 1,