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Stone Creek Ranch TR 30834 BCPR2021-0017 - Geotechnical ReportSladden Engineering 45090 Golf Center Parkway, Suite F, Indio, CA 92201 (760) 863-0713 Fax (760) 863-0847 6782 Stanton Avenue, Suite C, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 www.Sladdcnengincering.com May 12, 2021 Project No. 544-13277 21-05-284 Toll Brothers 1299 Celadon Street Palm Springs, California 92262 Project: Stone Creek Ranch Remaining Lots Tract No. 30834 La Quinta, California Subject: Geotechnical Update BCPR2021-0017 CITY OF LA QUINTA BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE OM09/09/2021 p, 3 }: STONE CREEK RANCH / TRACT CONSTRUCTION MASTER PLANS FOR DWELLINGS FOR THE 2019 CODE CYCLE (SFDx5) Ref: Geotechnical Update prepared by Sladden Engineering dated October 30, 2013; Project No. 544-13277, Report No. 13-10-491 In accordance with your request, we have reviewed the above referenced geotechnical report as it relates to the design and construction of the new residences proposed for the remail.ing lot located within The Stone Creek Ranch residential development. The project site (identified. as Tract No. 30834) is located along Avenue 58 Between Jefferson Street and Madison Street in the City of La Quinta, California. It is our understanding that the proposed residential structures will be of relatively lightweight wood -frame construction supported upon conventional shallow spread footings and concrete slab on grade. The referenced report includes preliminary recommendations pertaining to the design and construction of residential structure foundations. Based upon our report review and our understanding of the proposed construction, it is our opinion that the structural values provided in the above referenced reports remain applicable. Because the lots have been previously rough graded including over -excavation of the surface soil and the placement of engineered fill material throughout the lot, the remedial grading required at this time should be minimal. The building area should be cleared of surface vegetation prior to precise grading. The exposed surface should be scarified to a depth of approximately 12 inches, watered so that near optimum moisture content is attained to a depth of at least two feet and the weathered surface soil should be compacted to a minimum of 90 percent relative compaction. Any fill material should be placed in thin lifts at near optimum moisture content and compacted to at least 90 percent relative compaction. Sladden Engineering May 12, 2021 -2- Project No. 544-21197 21-05-267 It is our opinion that the proposed residential structures may be supported upon conventional shallow spread footings. Load bearing walls may be supported on continuous spread footings and interior columns may be supported on isolated pad footings. All footings should be founded upon properly engineered fill and should have a minimum embedment depth of 12 inches measured from the lowest adjacent finished grade. Continuous and isolated footings should have a minimum width of 12 inches and 24 inches, respectively. Continuous and isolated footings placed on such materials may be designed using an allowable (net) bearing pressure of 1500 and 2000 pounds per square foot (psf), respectively. Allowable increases of 300 psf for each additional 1 foot of width and 300 psf for each additional 6 inches of depth may be utilized if desired. The maximum allowable bearing pressure should be 3000 psf. The allowable bearing pressures may be increased by one-third when considering transient live loads, including seismic and wind forces. All footings should be reinforced in accordance with the project structural engineer's recommendations. Static settlement resulting from the anticipated foundation loads should be tolerable provided that the recommendations included in this report are considered in foundation design and construction. The estimated ultimate static settlement is expected to be less than 1.0 inch when using the recommended allowable foundation bearing pressures. As a practical matter, differential static settlement between footings can be assumed as one-half of the total static settlement. Lateral load resistance for the spread footings will be developed by passive pressure against the sides of the footings below grade and by friction acting at the base of the footings. An allowable passive pressure of 300 psf per foot of depth may be used for design purposes. An allowable coefficient of friction 0.23 may be used for dead and sustained live loads to compute the frictional resistance of the footing placed directly on compacted fill. Under seismic and wind loading conditions, the passive pressure and frictional resistance may be increased by one-third. The bearing soil is non -expansive and falls within the "very low" expansion category in accordance with 2019 California Building Code (CBC) classification criteria. Slab thickness and reinforcement should be determined by the structural engineer. We recommend a minimum floor slab thickness of 4.0 inches and minimum reinforcement of #3 bars at 24 inches on center in both directions. All slab reinforcement should be supported on concrete chairs to ensure that reinforcement is placed at slab mid -height. Slabs with moisture sensitive surfaces should be underlain with a moisture vapor retarder consisting of a polyvinyl chloride membrane such as 10-mil Visqueen, or equivalent. All laps within the membrane should be sealed and at least 2 inches of clean sand should be placed over the membrane to promote uniform curing of the concrete. To reduce the potential for punctures, the membrane should be placed on a pad surface that has been graded smooth without any sharp protrusions. If a smooth surface cannot be achieved by grading, consideration should be given to placing a 1-inch thick leveling course of sand across the pad surface prior to placement of the membrane. Sladden Engineering May 12, 2021 -3- Project No. 544-21197 21-05-267 The seismic design category for a structure may be determined in accordance with Section 1613 of the 2019 CBC or ASCE7-16. According to the 2019 CBC, Site Class D may be used to estimate design seismic loading for the proposed structures. The 2019 CBC Site Specific Seismic Hazard Analyses are attached. The project Structural Engineer should verify that the design parameters provided are applicable for the proposed structures. If you have questions regarding this report, please contact the undersigned. Respectfully submitted, SLA' Brett Print Leth Copies: Q Toll Brothers ep�44�74�;- Matthew Co rat 2J Principal Geo gi'0CA Sladden Engineering 51-/Y-(3)..77 Please verify that soils reports contain all of the above information. In addition, to assure continuity between the investigation/reporting stage and the execution stage, please use tha following checklist to verify that the conclusions and recommendations in the report cover all the required elements. Only then can we be assured that the construction documents address all of the site soil conditions. La Quinta Geotechnical Report Checklist Does the "Conclusions and Recommendations" section of the report address each of the following criteria? "Address" means: (a) the criterion is considered significant and mitigation measure(s) noted, or; (b) the criterion is considered insignificant and explicitly so stated. S . No Criterion 1 ❑ Foundation criteria based upon bearing capacity of natural or compacted soil. IJ ❑ Foundation criteria to mitigate the effects of expansive soils. 0 . ❑ Foundation criteria based upon bearing capacity. of natural or compacted soil. 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N l7 y u W a v c .4 Q K O a O c 'u a y cc: C N C N {n' OCO W (7 a t}7 H o `a cc J F— LU ! ---�- —�— -- — i ui - � ' - -• -- --'--: --- ice- { � i i __ 0 0 8 0 0 0 0 O Uii C vOj S (� uolmala"r Sladden Engineering 45090 Golf Center Parkway, Suite F, Indio, CA 92201 (760) 863-0713 Fax (760) 863-0847 6782 Stanton Avenue, Suite C, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 www.Sladdenengincering.com July 29, 2021 Toll Brothers 1299 Celadon Street Palm Springs, California 92262 Project: Stone Creek Ranch Remaining Lots Tract No. 30834 La Quinta, California Subject: Foundation Plan Review Project No. 544-13277 21-07-485 Ref: Geotechnical Update prepared by Sladden Engineering dated May 12, 2021; Project No. 544-13277, Report No. 21-05-284 In accordance with your request, we have reviewed the Foundation Plans and Details prepared by ESI/FME, Inc. for the new residences to be constructed on the remaining lots within the Stone Creek Ranch development (Tract 30384) located in the City of La Quinta, California. The plans reviewed include; The Dalea Plans 1-SB, 1-TU and 1-DC along with the various options, The Larrea Plans 2-SB, 2-TU and 2-13C along with the various options, The Jubilee Plans 3-SB, 3-TU and 3-DC along with the various options, The Tecoma Plans 4-SB, 4-TU and 4-DC and The Tecoma-Elite Plans 4X-SB, 4X-DC and 4X-TU. Based on our review, it is our opinion that the recommendations provided in the above referenced Geotechnical Update as well as previous geotechnical reports have been properly incorporated into these plans. If you have questions regarding this memo or the referenced reports, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING w L. v N �% Brett L. Anderso AND R ON t;45389 _� Principal Engineer �t CMS ENGINEERING Letter/ra sTgTE �\� OF CAS-�F�� Copies: 2 / Toll Brothers Sladden Engineering www.Sladdeneiigineering.com (a Sladden Engineering g 45090 Golf Center Parkway, Suite F, Indio, CA 92201(760) 863-0713 Fax (760) 863-0847 6782 Stanton Avenue, Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 450 Egan Avenue, Beaumont, CA 92223 (951.) 845-7743 Fax (951) 845-8863 800 E. Florida Avenue, Hemet, CA 92543 (951) 766-8777 Fax (951) 766-8778 October 30, 2013 Project No. 544-13277 (Revised Jamiary 6, 2014) 1.4-01-004 Toll Brothers, Inc. 48 Via Noela Rancho Mirage, California 92270 Project: Stone Creek Ranch - .Remaining Lots Tract No. 30834 La Quinta, California Subject: Geotechnical Update Ref: Geotechnical Engineering Report prepared by Earth Systems Southwest dated April 26, 2002; File No. 08589-01., Report No. 02-04-792 lnterm Report of Testing and Observations Performed During Grading prepared by Earth Systems Southwest dated August 22, 2003; File No. 08589-05, Report No. 03-09- 701 Final Report of Testing Performed During Grading of Pads and Site Improvements prepared by Earth Systems Southwest dated December 27, 2005; File No,.08589-05, Report No. 05-12-823 As requested, we have reviewed the above referenced geotechnical reports as they relate to the design and construction of the remaining lots within the Stone Creek Ranch residential subdivision. The project site is located on Avenue 58 mid -way between Jefferson Street and Madison Street in the City of La Quinta, California. It is our understanding that the proposed residences will be a relatively lightweight wood -frame structure supported by conventional shallow spread footings and concrete slabs on grade. The rough grading included over -excavation of the native surface soil along with the placement of engineered fill soil to construct the building pads. The site grading is summarized in the referenced Reports of Testing and Observations Performed During Grading prepared by Earth Systems Southwest along with the compaction test results. The referenced reports include recommendations pertaining to the construction of residential structure foundations. Based upon our review of the referenced reports, it is our opinion that the structural values provided in the referenced Geotechnical Engineering Report prepared by Earth Systems Southwest remain applicable for the design and construction of the proposed residential structure foundations. October 30, 2013 -2- Project No. 544-13277 (Revised January 6, 2014) 14-01-004 Because the lots have been previously rough graded, the remedial grading required at this time should be minimal provided that the buildings fall within the previously established building envelopes. The building areas should be cleared of surface vegetation, scarified and moisture conditioned prior to precise grading. The exposed surface should be compacted to a minimum of 90 percent relative compaction is attained prior to fill placement. Any fill material should be placed in thin lifts at near optimum moisture content and compacted to at least 90 percent relative compaction. The allowable bearing pressures recommended in the referenced Geotechnical Engineering report prepared by Earth Systems Southwest remain applicable. Conventional shallow spread footings should be bottomed into properly compacted fill material a minimum of 12 inches below lowest adjacent grade for single -story structures and 18 inches below lowest adjacent grade for two-story structures. Continuous footings should be at least 1.2 inches wide and isolated pad footings should be at least 2 feet wide. Continuous footings and isolated pad footings should be designed utilizing allowable bearing pressures of 1500 psf and 2000 psf, respectively. Allowable increases of 300 psf for each additional 1 foot of width and 300 psf for each additional 6 inches of depth may be utilized if desired. The maximum allowable bearing pressure should be 3000 psf. The recommended allowable bearing pressures may be increased by one-third for wind and seismic loading. Lateral forces may be resisted by friction along the base of the foundations and passive resistance along the sides of the footings. A. friction coefficient of 0.35 times the normal dead load forces is recommended for use in design. Passive resistance may be estimated using an equivalent fluid weight of 300 pcf. if used in combination with the passive resistance, the frictional resistance should be reduced by one third to 0.23 times the normal dead load forces. The bearing soil is non -expansive and falls within the "very low" expansion category in accordance with 2013 California Building Code (CBC) classification criteria. Slab thickness and reinforcement should be determined by the structural engineer. We recommend a minimum floor slab thickness of 4.0 inches. All slab reinforcement should be supported on concrete chairs to ensure that reinforcement is placed at slab mid -height. Slabs with moisture sensitive surfaces should be underlain with a moisture vapor retarder consisting of a polyvinyl chloride membrane such as 10-mil Visqueen, or equivalent. All laps within the membrane should be sealed and at least 2 inches of clean sand should be placed over the membrane to promote uniform curing of the concrete. To reduce the potential for punctures, the membrane should be placed on a pad surface that has been graded smooth without any sharp protrusions. if a smooth surface can not be achieved by grading, consideration should be given to placing a 1-inch thick leveling course of sand across the pad surface prior to placement of the membrane. Based on our field observations and understanding of local geologic conditions, the soil profile type judged applicable to this site is SD, generally described as stiff soil. The following presents additional coefficients and factors relevant to seismic mitigation for new construction based upon the 2013 California Building Code (CBC). Sladden Engineering, October 30, 2013 -3- Project No. 544-13277 (`Revised Jaimary 6, 2014) 14-01-004 Sladden has reviewed the 2013 California Building Code (CBC) and summarized the current seismic design parameters for the proposed structure. The seismic design category for a structure may be determined in accordance with Section 1613 of the 2013 CBC or ASCE7. According to the 2013 CBC, Site Class D may be used to estimate design seismic loading for the proposed structures. The 2013 CBC Seismic Design Parameters are summarized below. Risk Category (Table 1.5-1): I/II/Ill Site Class (Table 1613.3.2): D Ss (Figure 1613.3.1): ]..500g Si (Figure 161.3.3.1): 0.629g Fa (Table 1.613.3.3(] )):1.0 Fv (Table 1613.5.3(2)): 1.5 Sms (Equation 16-37 {Fa X Ss)): 1.500g Smi (Equation 16-38 {Fv X Si)): 0944g SDS (Equation 16-39 12/3 X Sms)):1..000g SD1 (Equation 16-40 (2/3 X Smi}): 0.629g Seismic Design Category: D If you have questions regarding this letter or the referenced reports, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEEI 6RETTL. Brett L. Ander n ANDERSON --N_O, C45389 Principal Engineer � Exp 30/14-- CIVIL ENGINEERING SER/gvm �a Copies: 4/Toll Brothers, Inc. Sladden Engineering � ae f....i e s e �� M e Nam§ d 45090 Golf Center Parkway, Suite F, Indio, CA 92201 (760) 863-0713 Fax (760) 863-0847 6782 Stanton Avenue, Suite A, Buena Park, CA 90621(714) 523-0952 Fax (714) 523-1369 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 800 E. Florida Avenue, Hemet, CA 92543 (951) 766-8777 Fax (951) 766-8778 October 30, 2013 Project No. 544-13277 (Revised January 6, 2014) 14-01-004 Toll Brothers, Inc. 48 Via Noela Rancho Mirage, California 92270 Project: Stone Creels ranch - Remaining Lots Tract No. 30834 La Quinta, California Subject: Geoted-finical Update Ref: Geotechnical Engineering Report prepared by Earth Systems Southwest dated April 26, 2002; File No. 08589-01, Report No. 02-04-792 Interm Report of Testing and Observations Performed During Grading prepared by Earth Systems Southwest dated August 22, 2003; File No. 08589-05, Report No. 03-09- 701 Final Report of Testing Performed During Grading of Pads and Site Improvements prepared by Earth Systems Southwest dated December 27, 2005; File No,.08589-05, Report No. 05-12-823 As requested, we have reviewed the above referenced geotechnical reports as they relate to the design and construction of the remaining lots within the Stone Creek Ranch residential subdivision. The project site is located on Avenue 58 mid -way between Jefferson Street and Madison Street in the City of La Quinta, California. It is our understanding that the proposed residences will be a relatively lightweight wood -frame structure supported by conventional shallow spread footings and concrete slabs on grade. The rough grading included over -excavation of the native surface soil along with the placement of engineered fill soil to construct the building pads. The site grading is summarized in the referenced Reports of Testing and Observations Performed During Grading prepared by Earth Systems Southwest along with the compaction test results. The referenced reports include recommendations pertaining to the construction of residential structure foundations. Based upon our review of the referenced reports, it is our opinion that the structural values provided in the referenced Geotechnical Engineering Report prepared by Earth Systems Southwest remain applicable for the design and construction of the proposed residential structure foundations. October 30, 2013 -2- Project No. 544-13277 ("Revised JaMlary 6, 2014) 14-01-004 Because the lots have been previously rough graded, the remedial grading required at this time should be minimal provided that the buildings fall within the previously established building envelopes. The building areas should be cleared of surface vegetation, scarified and moisture conditioned prior to precise grading. The exposed surface should be compacted to a minimum of 90 percent relative compaction is attained prior to fill placement. Any fill material should be placed in thin lifts at near optimum moisture content and compacted to at least 90 percent relative compaction. The allowable bearing pressures recommended in the referenced Geotechnical Engineering report prepared by Earth Systems Southwest remain applicable. Conventional shallow spread footings should be bottomed into properly compacted fill material a minimum of 12 inches below lowest adjacent grade for single -story structures and 18 inches below lowest adjacent grade for two-story structures. Continuous footings should be at least 12 inches wide and isolated pad footings should be at least 2 feet wide. Continuous footings and isolated pad footings should be designed utilizing allowable bearing pressures of 1500 psf and 2000 psf, respectively. Allowable increases of 300 psf for each additional 1 foot of width and 300 psf for each additional 6 inches of depth may be utilized if desired. The maximum allowable bearing pressure should be 3000 psf. The recommended allowable bearing pressures may be increased by one-third for wind and seismic loading. Lateral forces may be resisted by friction along the base of the foundations and passive resistance along the sides of the footings. A friction coefficient of 0.35 times the normal dead load forces is recommended for use in design. Passive resistance may be estimated using an equivalent fluid weight of 300 pcf. If used in combination with the passive resistance, the frictional resistance should be reduced by one third to 0.23 times the normal dead load forces. The bearing soil is non -expansive and falls within the "very low" expansion category in accordance with 2013 California Building Code (CBC) classification criteria. Slab thickness and reinforcement should be determined by the structural engineer. We recommend a minimum floor slab thickness of 4.0 inches. All slab reinforcement should be supported on concrete chairs to ensure that reinforcement is placed at slab mid -height. Slabs with moisture sensitive surfaces should be underlain with a moisture vapor retarder consisting of a polyvinyl chloride membrane such as 10-mil Visqueen, or equivalent. All laps within the membrane should be sealed and at least 2 inches of clean sand should be placed over the membrane to promote uniform curing of the concrete. To reduce the potential for punctures, the membrane should be placed on a pad surface that has been graded smooth without any sharp protrusions. If a smooth surface can not be achieved by grading, consideration should be given to placing a 1-inch thick leveling course of sand across the pad surface prior to placement of the membrane. Based on our field observations and understanding of local geologic conditions, the soil profile type judged applicable to this site is So, generally described as stiff soil. The following presents additional coefficients and factors relevant to seismic mitigation for new construction based upon the 2013 California Building Code (CBC). Ql--loss Fives /worhfo October 30, 201.3 -3- Project No. 544-1.3277 (Revised .January 6, 2014) 14-01-004 Sladden has reviewed the 2013 California Building Code (CBC) and summarized the current seismic design parameters for the proposed structure. The seismic design category for a structure may be determined in accordance with Section 1613 of the 2013 CBC or ASCE7. According to the 2013 CBC, Site Class D may be used to estimate design seismic loading for the proposed structures. The 2013 CBC Seismic Design Parameters are summarized below. Risk Category (Table 1.5-1): I/I1/III Site Class (Table 1613.3.2): D Ss (Figure 1613.3.1):1.500g S1 (Figure 1613.3.1): 0.629g Fa (Table 1613.3.3(1)): 1.0 Fv (Table 1613.5.3(2)): ]..5 Sms (Equation 16-37 (Fa X Ss)): 1.500g Smi (Equation 16-38 (Fv X Si(): 0944g SDS (Equation 16-39 (2/3 X Sms)):1.000g SD1 (Equation 16-40 (2/3 X Sm1)): 0.629g Seismic Design Category: D If you have questions regarding this letter or the referenced reports, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING Brett L. Anderson AWDE Principal Engineer "' No. C:5389 FopLO . g130r��` SER/gvm i tv Ncl=Rtiv�:; Copies: 4/Toll Brothers, Inc. C-/-,1,4... Fi'r�nivonriun � ae f....i e s e �� M e Nam§ d 45090 Golf Center Parkway, Suite F, Indio, CA 92201 (760) 863-0713 Fax (760) 863-0847 6782 Stanton Avenue, Suite A, Buena Park, CA 90621(714) 523-0952 Fax (714) 523-1369 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 800 E. Florida Avenue, Hemet, CA 92543 (951) 766-8777 Fax (951) 766-8778 October 30, 2013 Project No. 544-13277 (Revised January 6, 2014) 14-01-004 Toll Brothers, Inc. 48 Via Noela Rancho Mirage, California 92270 Project: Stone Creels ranch - Remaining Lots Tract No. 30834 La Quinta, California Subject: Geoted-finical Update Ref: Geotechnical Engineering Report prepared by Earth Systems Southwest dated April 26, 2002; File No. 08589-01, Report No. 02-04-792 Interm Report of Testing and Observations Performed During Grading prepared by Earth Systems Southwest dated August 22, 2003; File No. 08589-05, Report No. 03-09- 701 Final Report of Testing Performed During Grading of Pads and Site Improvements prepared by Earth Systems Southwest dated December 27, 2005; File No,.08589-05, Report No. 05-12-823 As requested, we have reviewed the above referenced geotechnical reports as they relate to the design and construction of the remaining lots within the Stone Creek Ranch residential subdivision. The project site is located on Avenue 58 mid -way between Jefferson Street and Madison Street in the City of La Quinta, California. It is our understanding that the proposed residences will be a relatively lightweight wood -frame structure supported by conventional shallow spread footings and concrete slabs on grade. The rough grading included over -excavation of the native surface soil along with the placement of engineered fill soil to construct the building pads. The site grading is summarized in the referenced Reports of Testing and Observations Performed During Grading prepared by Earth Systems Southwest along with the compaction test results. The referenced reports include recommendations pertaining to the construction of residential structure foundations. Based upon our review of the referenced reports, it is our opinion that the structural values provided in the referenced Geotechnical Engineering Report prepared by Earth Systems Southwest remain applicable for the design and construction of the proposed residential structure foundations. October 30, 2013 -2- Project No. 544-13277 ("Revised JaMlary 6, 2014) 14-01-004 Because the lots have been previously rough graded, the remedial grading required at this time should be minimal provided that the buildings fall within the previously established building envelopes. The building areas should be cleared of surface vegetation, scarified and moisture conditioned prior to precise grading. The exposed surface should be compacted to a minimum of 90 percent relative compaction is attained prior to fill placement. Any fill material should be placed in thin lifts at near optimum moisture content and compacted to at least 90 percent relative compaction. The allowable bearing pressures recommended in the referenced Geotechnical Engineering report prepared by Earth Systems Southwest remain applicable. Conventional shallow spread footings should be bottomed into properly compacted fill material a minimum of 12 inches below lowest adjacent grade for single -story structures and 18 inches below lowest adjacent grade for two-story structures. Continuous footings should be at least 12 inches wide and isolated pad footings should be at least 2 feet wide. Continuous footings and isolated pad footings should be designed utilizing allowable bearing pressures of 1500 psf and 2000 psf, respectively. Allowable increases of 300 psf for each additional 1 foot of width and 300 psf for each additional 6 inches of depth may be utilized if desired. The maximum allowable bearing pressure should be 3000 psf. The recommended allowable bearing pressures may be increased by one-third for wind and seismic loading. Lateral forces may be resisted by friction along the base of the foundations and passive resistance along the sides of the footings. A friction coefficient of 0.35 times the normal dead load forces is recommended for use in design. Passive resistance may be estimated using an equivalent fluid weight of 300 pcf. If used in combination with the passive resistance, the frictional resistance should be reduced by one third to 0.23 times the normal dead load forces. The bearing soil is non -expansive and falls within the "very low" expansion category in accordance with 2013 California Building Code (CBC) classification criteria. Slab thickness and reinforcement should be determined by the structural engineer. We recommend a minimum floor slab thickness of 4.0 inches. All slab reinforcement should be supported on concrete chairs to ensure that reinforcement is placed at slab mid -height. Slabs with moisture sensitive surfaces should be underlain with a moisture vapor retarder consisting of a polyvinyl chloride membrane such as 10-mil Visqueen, or equivalent. All laps within the membrane should be sealed and at least 2 inches of clean sand should be placed over the membrane to promote uniform curing of the concrete. To reduce the potential for punctures, the membrane should be placed on a pad surface that has been graded smooth without any sharp protrusions. If a smooth surface can not be achieved by grading, consideration should be given to placing a 1-inch thick leveling course of sand across the pad surface prior to placement of the membrane. Based on our field observations and understanding of local geologic conditions, the soil profile type judged applicable to this site is So, generally described as stiff soil. The following presents additional coefficients and factors relevant to seismic mitigation for new construction based upon the 2013 California Building Code (CBC). Ql--loss Fives /worhfo October 30, 201.3 -3- Project No. 544-1.3277 (Revised .January 6, 2014) 14-01-004 Sladden has reviewed the 2013 California Building Code (CBC) and summarized the current seismic design parameters for the proposed structure. The seismic design category for a structure may be determined in accordance with Section 1613 of the 2013 CBC or ASCE7. According to the 2013 CBC, Site Class D may be used to estimate design seismic loading for the proposed structures. The 2013 CBC Seismic Design Parameters are summarized below. Risk Category (Table 1.5-1): I/I1/III Site Class (Table 1613.3.2): D Ss (Figure 1613.3.1):1.500g S1 (Figure 1613.3.1): 0.629g Fa (Table 1613.3.3(1)): 1.0 Fv (Table 1613.5.3(2)): ]..5 Sms (Equation 16-37 (Fa X Ss)): 1.500g Smi (Equation 16-38 (Fv X Si(): 0944g SDS (Equation 16-39 (2/3 X Sms)):1.000g SD1 (Equation 16-40 (2/3 X Sm1)): 0.629g Seismic Design Category: D If you have questions regarding this letter or the referenced reports, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING Brett L. Anderson AWDE Principal Engineer "' No. C:5389 FopLO . g130r��` SER/gvm i tv Ncl=Rtiv�:; Copies: 4/Toll Brothers, Inc. C-/-,1,4... Fi'r�nivonriun SANTA ROSA DEVELOPMENT 40-847 SANDPIPER COURT PALM DESERT, CALIFORNIA 92260 GEOTECHNICAL ENGINEERING REPORT PROPOSED 19.2-ACRE, RESIDENTIAL DEVELOPMENT AVENUE 58,1/2 WEST OF MADISON STREET LA QUINTA, CALIFORNIA O 2002 Earth Systems Southwest Unauthorized use or copying of this document is strictly prohibited without the express written consent of Earth Systems Southwest. File No.: 08589-01 �• 02-04-792 Earth Systems - Southwest 79-8I1B Country Club Drive Bermuda Dunes, CA 92201 (760) 345-1588 (800)924-7015 FAX (760) 345-7315 April 26, 2002 File No.: 08589-01 02-04-792 ..................................................................................................................................................................................................................... . Santa Rosa Development -------------------------------------- -------.-..-._._._-.-..----_-_--_.-_.-._.--......_._.._........--...--........_--..............._............... ----- ------------------ -------------- ._------- -- . 40-847 Sandpiper Court ...... . ................. ... . ............... . .............. .......................................................... . ...... .................................................. . ....................... ....... . .......................... . ........................ ....................... . ......... .. . Palm Desert, California 92260 Attention: Mr. Dave Brudvick Subject: Geotechnical Engineering Report Project: Proposed 19.2-Acre Residential Development Avenue 58 La Quinta, California We take pleasure to present this Geotechnical Engineering Report prepared for the subject property zoned for residential development, located north of Avenue 58, approximately 1/2 mile west of Madison Street, in the City of La Quinta, California. This report presents our findings and recommendations for site development and foundation design, incorporating the tentative information supplied to our office. The site is suitable for the proposed development provided the recommendations in this report are followed in design and construction. This report should stand as a whole, and no part of the report should be excerpted or used to the exclusion of any other part. This report completes our scope of services in accordance with our agreement, dated February 21, 2002 and authorized on March 5, 2002. Other services that may be required, such as plan review, materials testing, and grading observation are additional services and will be billed according to the Fee Schedule in effect at the time services are provided. Unless requested in writing, the client is responsible to distribute this report to the appropriate governing agency or other members of the design team. We appreciate the opportunity to provide our professional services. Please contact our office if there are any questions or comments concerning this report or its recommendations. Respectfully submitted, EARTH SYSTEMS SOUTHWEST fEssr �D G�C� Reviewed b QPa oy -raAf4. i- CE 38234 m Karl A. Harmon CEG 2243 Craig S. w EXP. 03/31IDS CEG 2243 Vol CE 38234 ��TF CMS. Distribution: 6/Santa Rosa Development OF CALIF I/RC File 1BD File TABLE OF CONTENTS Page Section 1 INTRODUCTION...................................................................................................I 1.1 Project Description....................................................................................................1 1.2 Site Description.........................................................................................................1 1.3 Purpose and Scope of Work........ .............: ................................................................2 Section 2 METHODS OF INVESTIGATION................................:..........................3 2.1 Field Exploration.......................................................................................................3 2.2 Laboratory Testing....................................................................................................3 Section3 DISCUSSION...........................................................................................................4 3.1 Soil Conditions..........................................................................................................4 3.2 Groundwater........................................................................ ............4 3.3 Geologic Setting.......................................................................................................4 3.4 Geologic Hazards.......................................................................................................5 3.4.1 Seismic Hazards............................................................................................5 3.4.2 Secondary Hazards........................................................................................6 3.4.3 Site Acceleration and UBC Seismic Coefficients.........................................7 Section4 CONCLUSIONS......................................................................................................9 Section 5 RECOMMENDATIONS......................................................................................11 'l SITE DEVELOPMENT AND GRADING .........................................................................11 5.1 Site Development - Grading....................................................................................11 5.2 Excavations and Utility Trenches............................................................................12 5.3 Slope Stability of Graded Slopes.............................................................................12 STRUCTURES...................................................................................................................13 5.4 Foundations..............................................................................................................13 5.5 Slabs-on-Grade........................................................................................................14 5.6 Mitigation of Soil Corrosivity on Concrete.............................................................15 5.7 Seismic Design Criteria...........................................................................................15 5.8 Pavements................................................................................................................16 Section 6 LIMITATIONS AND ADDITIONAL SERVICES............................................17 6.1 Uniformity of Conditions and Limitations..............................................................17 6.2 Additional Services..................................................................................................18 REFERENCES.................................................................................................................19 APPENDIX A Location Map Boring Location Map Table 1 — Fault Parameters 2000 UBC Seismic Parameters Logs of Borings APPENDIX B Laboratory Test Results EARTH SYSTEMS SOUTHWEST Apri126, 2002 -1- File No.: 08589-01 02-04-792 Section 1 INTRODUCTION 1.1 Project Description This Geo technical Engineering Report has been prepared for the subject property that is currently zoned for residential development. The property is a 19.2-acre parcel located north of Avenue 58, approximately 1/2 mile west of Madison Street in the City of La Quinta, California. Specific details regarding the proposed development were not provided to our office as of the writing of this report. We assume that the proposed residential development will include single - story structures constructed of wood -frame with stucco exteriors and will probably be supported by conventional shallow continuous or pad footings. Site development is asstuned to include site grading, building pad preparation, underground utility installation, roadway construction, concrete driveway and sidewalk placement and landscaping. We assumed maximum column loads of 20 kips and a maximum wall loading of 1.5 kips per linear foot as a basis for the foundation recommendations. Loading is assumed to be dead plus actual live load. If actual structural loading is to exceed these assumed values, we will need to reevaluate the given recommendations. Additionally, depending upon the actual proposed construction type, loading requirements, and proposed grading, supplemental field borings and/or analysis may be necessary to evaluate total and differential settlement, and to provide refined values for potential shrinkage. 1.2 Site Description The approximately 19.2-acre project site is a rectangular shaped parcel located north of Avenue 58, approximately 1/2 mile west of Madison Street in the City of La Quinta, California. The site location and vicinity are shown on Figure 1 in Appendix A. Currently the site consists of vacant land. The northern portion of the site is covered with a very dense growth of native brush, weeds and trees. A moderate growth of desert brush covers the southern portion of the project site. The site topography is generally uneven, consisting of relatively low vegetation -induced sand dunes and shallow drainage courses. Based upon our review of aerial photographs and the density and location of the vegetation, it appears that an ancient drainage course pre-existed. The ancient drainage course is inferred to have traversed the site in a northwest -southeast direction. The subject property is generally level with adjacent properties. Site elevation is approximately 20 to 25 feet below mean sea level. A soil bern7, up to 6 feet high, has been placed along the southern boundary of the site along Avenue 58 apparently to limit vehicular access to the property. The western portion of the site has been subject to some dumping of miscellaneous trash and debris including green waste. A portion of the site located in the southeast quadrant (vicinity of Boring B-3, see Figure 2), is elevated approximately 2 feet above the remainder of the site, apparently the result of artificial fill. The area has been leveled off and is void of surface vegetation. EARTH SYSTEMS SOUTHWEST April 2002 -2 File No.: 08589-01 02-04-792 The project site is bounded to the north and west by the existing PGA West Country Club, to the west by vacant land and to the south by Avenue 58. An existing block wall defines the property line along the north boundary and the northern portion of the west boundary. 1.3 Purpose and Scope of Work The purpose for our services was to evaluate the site soil conditions and to provide professional opinions and preliminary recommendations regarding the feasibility of the development of the subject site. The scope of work included the following: ➢ A general reconnaissance of the site. ➢ Shallow subsurface exploration by drilling 8 exploratory borings to depths ranging from 16.5 to 51.5 feet. ➢ Laboratory testing of selected soil samples obtained from the exploratory borings. ➢ Review of selected published technical literature pertaining to the site. ➢ Engineering analysis and evaluation of the acquired data from the exploration and testing programs. ➢ A summary of our findings and recommendations in this written report. This report contains the following: ➢ Discussions on subsurface soil and groundwater conditions. ➢ Discussions on regional and local geologic conditions. ➢ Discussions on geologic and seismic hazards. ➢ Graphic and tabulated results of laboratory tests and field studies. ➢ Recommendations regarding: Site development and grading criteria, Excavation conditions and buried utility installations, Structure foundation type and design, Allowable foundation bearing capacity and expected total and differential settlements, Concrete slabs -on -grade, ® Mitigation of the potential corrosivity of site soils to concrete and steel reinforcement, Seismic design parameters, Preliminary pavement structural sections. Not Contained In This Report: Although available through Earth Systems Southwest, the current scope of our services does not include: ➢ A corrosive study to determine cathodic protection of concrete or buried pipes. ➢ An environmental assessment. ➢ Investigation for the presence or absence of wetlands, hazardous or toxic materials in the soil, surface water, groundwater, or air on, below, or adjacent to the subject property. EARTH SYSTEMS SOUTHWEST April 25, 2002 -3- File No.: 08589-01 02-04-792 Section 2 METHODS OF EWE, STIGATION 2.1 Field Exploration Eight exploratory borings were drilled to depths ranging from 15.5 to 51.5 feet below the existing ground surface to -observe the soil profile and to obtain samples for laboratory -testing. The borings were drilled on March 12, 2002 using 8-inch outside diameter hollow -stem augers, and powered by a CME 45 truck -mounted drilling rig. The approximate boring locations are shown on the Boring Location Map, Figure 2, in Appendix A. The locations shown are approximate, established by pacing and sighting from existing topographic features. Samples were obtained within the test borings using a Standard Penetration (SPT) sampler (ASTM D 1586) and a Modified California (MC) ring sampler (ASTM D 3550 with shoe similar to ASTM D 1586). The SPT sampler has a 2-inch outside diameter and a 1.38-inch inside diameter. The MC sampler has a 3-inch outside diameter and a 2.37-inch inside diameter. The samples were obtained by driving the sampler with a 140-pound rope & cathead activated manual hammer dropping 30 inches in general accordance with ASTM D 1586. Recovered soil samples were sealed in containers and returned to the laboratory. Bulk samples were also obtained from auger cuttings, representing a mixture of soils encountered at the depths noted. The final Logs of the borings represent our interpretation of the contents of the field logs and the results of laboratory testing performed on the samples obtained during the subsurface investigation. The final logs are included in Appendix A of this report. The stratification lines represent the approximate boundaries between soil types although the transitions, however, may be gradational. 2.2 Laboratory Testing Samples were reviewed along with field logs to select those that would be analyzed further. Those selected for laboratory testing include soils that would be exposed and used during grading, and those deemed to be within the influence of the proposed structure. Test results are presented in graphic and tabular form in Appendix B of this report. The tests were conducted in general accordance with the procedures of the American Society for Testing and Materials (ASTM) or other standardized methods as referenced below. Our laboratory -testing program consisted of the following tests: In -situ Moisture Content and Unit Dry Weight for the ring samples (ASTM D 2937)_ Maximum density tests were performed to evaluate the moisture -density relationship of typical soils encountered (ASTM D 1557-91). > Particle Size Analysis (ASTM D 422) to classify and evaluate soil composition. The gradation characteristics of selected samples were made by hydrometer and sieve analysis procedures. Consolidation (ASTM D 2435) to evaluate the compressibility and the hydroconsolidation (collapse) potential of the soil. > Chemical Analyses (Soluble Sulfates & Chlorides, pH, and Electrical Resistivity) to evaluate the potential adverse effects of the soil on concrete and steel. EARTH SYSTEMS SOUTHWEST April 26, 2002 -4- File No.: 08589-01 02-04-792 Section 3 DISCUSSION 3.1. Soil Conditions The field exploration indicates that site soils consist generally of interbedded Sands and Silty Sands (SP-SM and SM) with occasional Silt layers (ML). The sandy soils encountered were generally medium dense and dry to damp. The fine grained soils were generally soft to slightly stiff and were near or above the optimum moisture content. Surficial soils are visually classified to be in the low expansion category in accordance with Table 18A-I-B of the Uniform Building Code. The boring logs provided in Appendix A include more detailed descriptions of the soils encountered. In and climatic regions, granular soils may have a potential to collapse upon wetting. Collapse (hydroconsolidation) may occur when the soluble cements (carbonates) in the soil matrix dissolve, causing the soil to densify from its loose configuration from deposition. Consolidation tests indicate approximately 1 to 4 % collapse upon inundation and is considered a moderate to severe site risk. The hydroconsolidation potential is commonly mitigated by recompaction of a zone beneath building pads. 3.2 Groundwater Free groundwater was not encountered in the borings during our exploration. Groundwater is believed to exist at depths just greater than 50 feet. The absence of groundwater levels detected may not represent an accurate or permanent condition. Groundwater should not be a factor in design or construction at this site. 3.3 Geologic Setting Regional Geol_gy: The site lies within the Coachella Valley, a part of the Colorado Desert geomorphic province. A significant feature within the Colorado Desert geomorplc province is the Salton Trough. The Salton Trough is a large northwest -trending structural depression that extends from San Gorgonio Pass, approximately 180 miles to the Gulf of California. Much of this depression in the area of the Salton Sea is below sea level. The Coachella Valley forms the northerly portion of the Salton Trough. The Coachella Valley contains a thick sequence of sedimentary deposits that are Miocene to recent in age. Mountains surrounding the Coachella Valley include the Little San Bernardino Mountains on the northeast, foothills of the San Bernardino Mountains on the northwest, and the San Jacinto and Santa Rosa Mountains on the southwest. These mountains expose primarily Precambrian metamorphic and Mesozoic granitic rocks. The San Andreas Fault zone within the Coachella Valley consists of the Garnet Hill Fault, the Banning Fault, and the Mission Creek Fault that traverse along the northeast margin of the valley. Local Geology: The project site is located in the southern portion of the Coachella Valley near the eastern flanks of the Santa Rosa Mountains. The project is located in an area that was once covered by the ancient Lake Cahuilla. The sediments in this area of the valley consist generally of EARTH SYSTEMS SOUTHWEST April 26, 2002 -5- File No.: 08589-01 02-04-792 fine-grained sands with interbedded clays and silts of aeolian (wind-blown), Iacustrine (lake bed) and alluvial (water -laid) origin. 3.4 Geologic Hazards Geologic hazards that may affect the region include seismic hazards (surface fault rupture, ground shaking, soil liquefaction, and other secondary earthquake -related hazards), slope instability, flooding, ground subsidence, and erosion. A discussion follows on the specific hazards to this site. 3.4.1 Seismic Hazards Seismic Sources: Our research of regional faulting indicates that several active faults or seismic zones lie within 62 miles (100 kilometers) of the project site as shown on Table 1 in Appendix A. The primary seismic hazard to the site is strong groundshaking from earthquakes along the San Andreas and San Jacinto Faults. The Maximum Magnitude Earthquake (Mrn,,) listed is from published geologic information available for each fault (CDMG, 1996). The M., corresponds to the maximum earthquake believed to be tectonically possible. Surface Fault Rupture: The project site does not lie within a currently delineated State of California, Alquist Priolo Earthquake Fault Zone (Hart, 1994). Well -delineated fault lines cross through this region as shown on California Division of Mines and Geology (CDMG) maps (Jennings, 1994). Therefore, active fault rupture is unlikely to occur at the project site. While fault rupture would most likely occur along previously established fault traces, future fault rupture could occur at other locations. Historic Seismicity: Six historic seismic events (5.9 M or greater) have significantly affected the Coachella Valley in the last 100 years. They are as follows: ® Desert Hot Springs Earthquake - On December 4, 1948, a magnitude 6.5 ML (6.OMw) earthquake occurred east of Desert Hot Springs. This event was strongly felt in the Palm Springs area. • Pahn Springs Earthquake - A magnitude 5.9 ML (6.2Mw) earthquake occurred on July 8, 1986 in the Painted Hills causing minor surface creep of the Banning segment of the San Andreas Fault. This event was strongly felt in the Palm Springs area and caused structural damage, as well as injuries. ® Desert Hot Springs Earthquake - On April 22, 1992, a magnitude 6.1 ML (6.1Mw) earthquake occurred in the mountains 9 miles east of Desert Hot Springs. Structural damage and minor injuries occurred in the Palm Springs area as a result of this earthquake. ® Landers & Big Bear Earthquakes - Early on June 28, 1992, a magnitude 7.5 Ms (7.3MNv) earthquake occurred near Landers, the largest seismic event in Southern California for 40 years. Surface rupture occurred just south of the town of Yucca Valley and extended some 43 miles toward Barstow, About three hours later, a magnitude 6.6 Ms (6.4MW) earthquake occurred near Big Bear Lake. No significant structural damage from these earthquakes was reported in the Palm Springs area. Hector Mine Earthquake - On October 16, 1999, a magnitude 7.1Mw earthquake occurred on the Lavic Lake and Bullion Mountain Faults north of 29 Palms. This event while widely felt, no significant structural damage has been reported in the Coachella Valley. Seismic Risk: While accurate earthquake predictions are not possible, various agencies have conducted statistical risk analyses. In 1996, the California Division of Mines and Geology EARTH SYSTEMS SOUTHWEST Apri126, 2002 -6- File No.: 08589-01 02-04-792 (CDMG) and the United States Geological Survey (USGS) completed the latest generation of probabilistic seismic hazard maps for use in the 1997 UBC. We, have used these maps in our evaluation of the seismic risk at the site. The Working Group of California Earthquake Probabilities (WGCEP, 1995) estimated a 22% conditional probability that a magnitude 7 or greater earthquake may occur between 1994 to 2024 along the Coachella segment of the San Andreas Fault. The primary seismic risk at the site is a potential earthquake along the San Andreas Fault_ Geologists believe that the San Andreas Fault has characteristic earthquakes that result from rupture of each fault segment. The estimated characteristic earthquake is magnitude 7.4 for the Southern Segment of the fault. This segment has the longest elapsed time since rupture than any other portion of the San Andreas Fault. The last rupture occurred about 1690 AD, based on dating by the USGS near Indio (WGCEP, 1995). This segment has also ruptured on about 1020, 1300, and 1450 AD, with an average recurrence interval of about 220 years. The San Andreas Fault may rupture in multiple segments producing a higher magnitude earthquake. Recent paleoseismic studies suggest that the San Bernardino Mountain Segment to the north and the Coachella Segment may have both ruptured together in 1450 and 1690 AD (WGCEP, 1995). 3.4.2 Secondary Hazards Secondary seismic hazards related to ground shaking include soil liquefaction, ground deformation, areal subsidence, tsunamis, and seiches. The site is far inland so the hazard from tsunamis is non-existent. Seiches: Seiches are oscillating waves generated in an enclosed body of water such as a bay or lake, generally triggered by seismic events. Seiches pose a potential hazard of flooding in areas located in close proximity to water storage facilities. Possible flooding of the project site as a result of an earthquake triggered seiche on the man-made Lake Cahuilla located less than one mule west of the site should be considered as a site risk. Soil Liquefaction: Liquefaction is the loss of soil strength from sudden shock (usually earthquake shaking), causing the soil to become a fluid mass. In general, for the effects of liquefaction to be manifested at the surface, groundwater levels must be within 50 feet of the ground surface and the soils within the saturated zone must also be susceptible to liquefaction. The potential for liquefaction to occur at this site is considered very low because the depth of groundwater beneath the site exceeds 50 feet. No free groundwater was encountered in our exploratory borings. In addition, the project does not lie within the Riverside County liquefaction study zone. Ground Deformation and Subsidence: Non -tectonic ground deformation consists of cracking of the ground with little to no displacement. This type of deformation is generally associated with differential shaking of two or more geologic units with differing engineering characteristics. Ground deformation may also be caused by liquefaction. As the site is flat with consistent geologic material, and has a low potential for liquefaction, the potential for ground deformation is also considered to be low. EARTH SYSTEMS SOUTHWEST April 26, 2002 -7- File No.: 08589-01 02-04-792 The potential for seismically induced ground subsidence is considered to below to moderate at the site. _Dry sands tend to settle and densify when subjected to earthquake shaking. The amount of subsidence is dependent on relative density of the soil, groundshaking (cyclic shear strain), and earthquake duration (number of strain cycles). Fill areas may be susceptible to seismically induced settlement. Slope Instability: The site area is relatively flat. Therefore, potential hazards from slope instability, landslides or debris flows are considered negligible. Flooding: The project site does not lie within a designated FEMA 100-year flood plain. However, the project site may be in an area where minor sheet flooding could occur and is highly susceptible to erosion. If significant changes are proposed for the site, appropriate project design, construction, and maintenance can minimize the site sheet flooding potential. 3.4.3 Site Acceleration and UBC Seismic Coefficients Site Acceleration: To assess the potential intensity of ground motion, we have estimated the horizontal peak ground acceleration (PGA). Included in Table 1 are deterministic estimates of site acceleration from possible earthquakes at nearby faults. Ground motions are dependent primarily on the earthquake magnitude and distance to the seismogenic (rupture) zone. Accelerations also are dependent upon attenuation by rock and soil deposits, direction of rupture, and type of fault. For these reasons, ground motions may vary considerably in the same general area. This variability can be expressed statistically by a standard deviation about a mean relationship. The PGA is an inconsistent scaling factor to compare to the UBC Z factor and is generally a poor indicator of potential structural damage during an earthquake. Important factors influencing the structural performance are the duration and frequency of strong ground motion, local subsurface conditions, soil -structure interaction, and structural details. Because of these factors, an effective peak acceleration (EPA) is used in structural design. The following table provides the probabilistic estimate of the PGA and EPA taken from the 1996 CDMG/ JSGS seismic hazard maps. EARTH SYSTEMS SOUTHWEST April 26, 2002 -8- Estimate of PGA and EPA from 1996 CDMGIUSGS Probabilistic Seismic 1F1fnzgrd M tnc File No.: 08589-01 02-04-792 Risk Equivalent Return Period (years) PGA (g) (1) Approximate EPA g) (2) 10% exceedance in 50 years 475 0.44 0.42 Notes: 1. Based on soft rock site, Site Class Sarc 2. Spectral acceleration (S,) at period of 0.3 seconds divided by 2.5 for 5% damping, as defined by the Structural Engineers Association of California (SEAOC, 1996). UBC Seismic Coefficients: The Uniform Building Code (UBC) seismic design are based on a Design Basis Earthquake (DBE) that has an earthquake ground motion with a 10% probability of occurrence in 50 years. The PGA and EPA estimates given above are provided for information on the seismic risk inherent in the UBC design. The following lists the seismic and site coefficients given in Chapter 16 of the 1997 Uniform Building Code (UBC). UBC Seismic Coefficients for Chapter 16 Seismic Provisions Reference Seismic Zone: 4 Figure 16-2 Seismic Zone Factor, Z: 0.4 Table 16-1 Soil Profile Type: SD Table 16-J Seismic Source Type: A Table 16-U Closest Distance to Known Seismic Source: 13.6 km = 8.5 miles (San Andreas Fault) Near Source Factor, Na: 1.00 Table 16-S Near Source Factor, Nv: 1.06 Table 16-T Seismic Coefficient, Ca: 0.44 = 0.44Na Table 16-Q Seismic Coefficient, Cv: 0.68 = 0.64Nv Table 16-R Seismic Zoning: The Seismic Safety Element of the 1984 Riverside County General Plan establishes groundshaking hazard zones. The project area is mapped in Ground Shaking Zone M. Ground Shaking Zones are based on distance from causative faults and underlying soil types. These ground shaking hazard zones are used in deciding suitability of land use. EARTH SYSTEMS SOUTHWEST Apri126, 2002 -9- File No.: 08589-01 02-04-792 Section 4 CONCLUSIONS The following is a summary of our conclusions and professional opinions based on the data obtained from a review of selected technical literature and the site evaluation. General: ➢ From a geotechiical perspective, the site is suitable for the proposed development provided the recommendations in this report are followed in the design and construction of this project. Geotechnical Constraints and Mitigation: ➢ The primary geologic hazard relative to site development is severe ground shaking from earthquakes originating on nearby faults. In our opinion, a major seismic event originating on the local segment of the San Andreas Fault zone would be the most likely cause of significant earthquake activity at the site within the estimated design life of the proposed development. ➢ The project site is in seismic Zone 4 as defined in the Uniform Building Code. A qualified professional who is aware of the site seismic setting should design any permanent structure constructed on the site. ➢ ' Ground subsidence from seismic events or hydroconsolidation is a potential hazard in the Coachella Valley area. Adherence to the following grading and structural recommendations should reduce the potential of settlement problems from seismic forces, heavy rainfall or izTigation, flooding, and the weight of structures within the limits as discussed previously. ➢ The soils are susceptible to wind and water erosion. Preventative measures to minimize seasonal flooding and erosion should be incorporated into site grading plans. Dust control should also be implemented during construction. ➢ Other geologic hazards including ground rupture, liquefaction, seismically induced flooding, and landslides are considered low on this site. ➢ Most of the near surface soils were found to be loose or soft in the upper 5 feet. In our opinion, the soils within building areas will require over -excavation and recompaction to improve bearing capacity and reduce settlement from static loading. Soils should be readily cut by normal grading equipment. The actual depth of over -excavation is dependent upon the location and depths of cuts and fills and structural loads. Supplemental evaluation and recommendations may be necessary once a final grading plan, building locations, and construction type have been determined. ➢ Earth Systems Southwest (ESSW) should provide geotecluical engineering services during proj ect design, site development, excavation, grading, and foundation construction EARTH SYSTEMS SOUTHWEST April 26, 2002 -10- File No.: 08599-01 02-04-792 phases of the work. This is to observe compliance with the design concepts, specifications, and recommendations, and to allow design changes in the event that subsurface conditions differ from those anticipated prior to the start of construction. Plans and specifications should be provided to ESSW prior to grading. Plans should include the grading plans, foundation plans, and foundation details. Preferably, structural loads should be shown on the foundation plans_ EARTH SYSTEMS SOUTHWEST Apri126, 2002 -11- File No.: 08589-01 02-04-792 Section 5 _ RECOMMENDATIONS SITE DEVELOPMENT AND GRADING 5.1 Site Development - Grading A representative of ESSW should observe site grading and the bottom of excavations prior to placing fill. Local variations in soil conditions (particularly old fill, root laden soil, and dry silt layers) may warrant increasing the depth ofrecompaction and over -excavation. Clearing and Grubbing: Prior to site grading existing vegetation, trees, large roots, pavements, foundations, non -engineered fill, construction debris, trash and abandoned underground utilities should be removed from the proposed building and pavement areas. The surface should be stripped of organic growth and removed from the construction area. Areas disturbed during demolition and clearing should be properly backfilled and compacted as described below. Site Grading: Grading plans, building locations, and structural loads were not available as of the writing of this report. Therefore, general grading criteria are being provided herein to enable the owner to make an informed decision with regards to site development. In general the upper 5 feet of native soil is loose/soft and should be compacted to reduce the potential for settlement. The depth of proposed cuts and fills, type of construction will influence the actual depth of over - excavation, and effectiveness of the pre -moistening program. Once building locations have been determined, supplemental recommendations should be provided. Subgrade Preparation Outside Building Locations: Iri general, areas to receive fills for pavements or hardscape, the ground surface should be scarified; moisture conditioned, and compacted to at least 90% relative compaction (ASTM D1557) for a depth of 12 inches below finished subgrades. Compaction should be verified by testing. Engineered Fill Soils: The native soil is suitable for use as engineered fill and utility trench backfill. The native soil should be placed in maximum 8-inch lifts (loose) and compacted to at least 90% relative compaction (ASTM D1557) near its optimum moisture content. Compaction should be verifled by testing. All rocks larger than 6 inches in greatest dimension should be removed from fill or backfZll material. Imported fill soils (if required) should be non -expansive, granular soils meeting the USCS classifications of SM, SP-SM, or SW-SM with a maximum rock size of 3 inches and 5 to 35% passing the No. 200 sieve. The geotechnical engineer should evaluate the import fill soils before hauling to the site. However, because of the potential variations within the borrow source, import soil will not prequalified by ESSW. The imported fill should be placed in lifts no greater than 8 inches in loose thickness and compacted to at least 90% relative compaction (ASTM D1557) near optimum moisture content. Shrinkage: The shrinkage factor for earthwork is expected to range from 10 to 20 percent for the upper excavated or scarified site soils. This estimate is based on compactive effort to acl-ieve an average relative compaction of about 92% and may vary with contractor methods. Subsidence is EARTH SYSTEMS SOUTH WEST Apri126, 2002 --12- File No.: 08589-01 02-04-792 estimated to be less than 0.2 feet. Losses from site clearing and removal of existing site _improvements may affect earthwork quantity calculations and should be considered. Site Drainage: Positive drainage should be maintained away from the structures (5% for 5 feet minimum.) to prevent ponding and subsequent saturation of the foundation soils. Gutters and downspouts should be considered as a means to convey water away from foundations if adequate drainage is not provided. • Drainage should be maintained for paved areas. Water should not pond on or near pawed areas. 5.2 Excavations and Utility Trenches Excavations should be made in accordance with CalOSHA requirements. Our site exploration and knowledge of the general area indicates there is a potential for caving of site excavations (utilities, footings, etc.). Excavations within sandy soil should be kept moist, but not saturated, to reduce the potential of caving or sloughing. Where deep excavations over 4 feet deep are planned, lateral bracing or appropriate cut slopes of 1.5:1 (horizontal:vertical) should be provided. No surcharge loads from stockpiled soils or construction materials should be allowed within a horizontal distance measured from the top of the excavation slope, equal to the depth of the excavation. Utility Trenches: BaCkfill of utilities within road or public right-of-ways should be placed in conformance with the requirements of the governing agency (water district, road department, etc.) Utility trench backfill within private property should be placed in conformance with the provisions of this report. In general, service lines extending inside of property may be backfilled with native soils compacted to a minimum of 90% relative compaction. BackfilI operations should be observed and tested by ESSW to monitor compliance with these recommendations. 5.3 Slope Stability of Graded Slopes Unprotected permanent graded slopes should not be steeper than 3:1 (horizontal:vertical) to reduce wind and rain erosion. Protected slopes with ground cover may be as steep as 2:1. However, maintenance with motorized equipment may not be possible at this inclination. Fill slopes should be overfilled and trimmed back to competent material. Slope stability calculations were not performed because of the expected minimal slope height (less than 5 feet). If slopes heights exceed 5 feet, engineering calculations should be performed to evaluate the stability of 2:1, horizontal to vertical, slopes. EARTH SYSTEMS SOUTHWEST Apri126, 2002 -13- File No.: 08589-01 02-04-792 STRUCTURES In our professional opinion, the structure foundation can be supported on shallow foundations bearing on a zone of properly prepared and compacted soils placed as recommended in Section 5.1. The recommendations that follow are based on very low expansion category soils. 5.4 Foundations Footing design of widths, depths, and reinforcing are the responsibility of the Structural Engineer, considering the structural loading and the geotechnical parameters given in this report. A minimum footing depth of 12 inches below lowest adjacent grade should be maintained for single -story structures and 18 inches below lowest adjacent grade for two-story structures. A representative of ESSW should observe foundation excavations prior to placement of reinforcing steel or concrete. Loose soil or construction debris should be removed from footing excavations prior to placement of concrete. An allowable bearing capacity of 1500 psf to 2000 psf may be used for preliminary calculations. The actual bearing value used is dependent upon the allowable total and differential settlement, type of construction, foundation loads, and depth of compacted supporting soil. A one-third (1/3) increase in the bearing pressure may be used when calculating resistance to wind or seismic loads. The allowable bearing values indicated are based on the anticipated maximum loads stated in Section 1.1 of this report. If the anticipated loads exceed these values, the geotechnical engineer must reevaluate the allowable bearing values and the grading requirements. Minimum reinforcement for continuous wall footings should be two, No. 4 steel reinforcing bars, placed near the top and the bottom of the footing. This reinforcing is not intended to supersede any structural requirements provided by the structural engineer. Expected Settlement: Estimated total static settlement will be dependent upon the depth of re - compacted supporting soil and structural loads. Differential settlement between exterior and interior bearing. members is generally 1/2 to 2/3 of the total settlement. To better evaluate the flatness of the slab/foundation system, the owner should consider having ESSW perform a liquid level survey of the concrete slab after the slab has cured and prior to applying any loads. Frictional and Lateral Coefficients: Lateral loads may be resisted by soil friction on the base of foundations and by passive resistance of the soils acting on foundation walls. An allowable coefficient of friction of 0.35 of dead load may be used. An allowable passive equivalent fluid pressure of 300 pcf may also be used. These values include a factor of safety of 1.5. Passive resistance and frictional resistance may be used in combination if the friction coefficient is reduced to 0.23 of dead load forces_ A one-third (1/3) increase in the passive pressure may be used when calculating resistance to wind or seismic loads. Lateral passive resistance is based on the assumption that any required backfill adjacent to foundations is properly compacted. EARTH SYSTEMS SOUTHWEST April 26, 2002 -14- File No.: 08589-01 02-04-792 5.5 Slabs -on -Grade Subgrade: Concrete slabs -on -grade and flatwork used for normal loads should be supported by compacted soil placed in accordance with Section 5.1 of this report. Areas subjected to heavy loads or high point loads (such as associated with merchandise storage racks or fork-lift type loads) will require special consideration. Vapor Barrier: In areas of moisture sensitive floor coverings, an appropriate vapor barrier should be installed to reduce moisture transmission from the subgrade soil to the slab. For these areas, an impermeable membrane (6-mil visqueen) should underlie the floor slabs. The membrane should be covered with 2 inches of sand to help protect it during construction and to aide in concrete curing. The sand should be lightly moistened just prior to placing the concrete. Low - slump concrete should be used to help reduce the potential for concrete shrinkage. The effectiveness of the moisture barrier is dependent upon its quality, method of overlapping, its protection during construction, and the successful sealing of the barrier around utility lines. Slab thickness and reinforcement: Slab thickness and reinforcement of slab -on -grade are contingent on the recommendations of the structural engineer or architect and the expansion index of the supporting soil. Based upon our findings, a modulus of subgrade reaction of approximately 250 pounds per cubic inch can be used in concrete slab design for the expected very low expansion subgrade. Concrete slabs and flatwork should be a minimum of 4 inches thick (actual, not nominal). We suggest that the concrete slabs be reinforced with a minimum of No. 3 rebars at 18-inch centers, both horizontal directions, placed at slab mid -height to resist post construction cracking. Concrete floor slabs may either be monolithically placed with the foundations or doweled after footing placement. The thickness and reinforcing given are not intended to supersede any structural requirements provided by the structural engineer. The project architect or geotechnical engineer should continually observe all reinforcing steel in slabs during placement of concrete to check for proper location within the slab. Control Joints: Control joints should be provided in all concrete slabs -on -grade at a maximum spacing of 36 times the slab thickness (12 feet maximum on -center, each way) as recommended by American Concrete Institute (ACl) guidelines. All joints should form approximately square patterns to reduce the potential for randomly oriented, contraction cracks. Contraction joints in the slabs should be tooled at the time of the pour or saw cut (1/4 of slab depth) within 8 hours of concrete placement. Construction (cold) joints should either be thickened butt joints with one- half inch dowels at 18-inches on center or a thickened keyed joint to resist vertical deflection at the joint. All construction joints in exterior flatwork should be sealed to reduce the potential of moisture or foreign material intrusion. These procedures will reduce the potential for randomly oriented cracks, but may not prevent them from occurring. Curing and Quality Control: The contractor should take precautions to reduce the potential of curling of slabs in this and desert region using proper batching, placement, and curing methods. Curing is highly effected by temperature, wind, and humidity. Quality control procedures should be used and may include trial batch mix designs, batch plant inspection, and on -site special inspection and testing. Typically, for this type of construction and using 2500-psi concrete, many of these quality control procedures are not required. EARTH SYSTEMS SOUTHWEST April 26, 2002 -15- File No.: 08589-01 02-04-792 5.6 Mitigation of Soil Corrosivity on Concrete Selected chemical analyses for corrosivity were conducted on samples at the project site. The native soils were found to have low to severe sulfate ion concentrations and very severe chloride ion concentrations. Sulfate ions can attack the eementitious material in concrete, causing weakening of the cement matrix and eventual deterioration by raveling. Chloride ions can cause corrosion of reinforcing steel. The Uniform Building Code requires for severe sulfate conditions that Type V Portland Cement be used with a maximum water cement ratio of 0.45 using a 4500 psi concrete mix (UBC Table 19-A-4). Alternately, Type H Portland Cement with 15-20% Type F Flyash replacement may be used instead of Type V. A minimum concrete cover of three (3) inches should be provided around steel reinforcing or embedded components exposed to native soil or landscape water (to 18 inches above grade). Additionally, the concrete should be thoroughly vibrated during placement. Electrical resistivity testing of the soil suggests that the site soils may present a very severe potential for metal loss from electrochemical corrosion processes. Corrosion protection of steel can be achieved by using epoxy corrosion inhibitors; asphalt coatings, cathodic protection, or encapsulating with densely consolidated concrete. A qualified corrosion engineer should be consulted regarding mitigation of the corrosive effects of site soils on metals. 5.7 Seismic Design Criteria This site is subject to strong ground shaking due to potential fault movements along the San Andreas and San Jacinto Faults. Engineered design and earthquake -resistant construction increase safety and allow development of seismic areas. The minimum seismic design should comply with the latest edition of the Uniform Building Code for Seismic Zone 4 using the seismic coefficients given in Section 3.4.3 of this report. The 1997 UBC seismic provisions are more stringent for sites lying close to major faults. The UBC seismic coefficients are based on scientific knowledge, engineering judgment, and compromise. Factors that play an important role in dynamic structural performance are: (1) Effective peak acceleration (EPA), (2) Duration and predominant frequency of strong ground motion, (3) Period of motion of the structure, (4) Soil -structure interaction, (5) Total resistance capacity of the system, (6) Redundancies, (7) Inelastic load -deformation behavior, and (8) Modification of damping and effective period as structures behave inelastically. Factors 5 to 8 are included in the structural ductility factor (R) that is used in deriving a reduced value for design base shear. If further information on seismic design is needed, a site -specific probabilistic seismic analysis should be conducted. The intent of the UBC lateral force requirements is to provide a structural design that will resist collapse to provide reasonable life safety from a major earthquake, but may experience some EARTH SYSTEMS SOUTHWEST April 26, 2002 -16- File No.: 08589-01 02-04-792 structural and nonstructural damage. A fundamental tenet of seismic design is that inelastic yielding is allowed to adapt to the seismic demand on the structure. In other words, damage is allowed. The UDC lateral force requirements should be considered a minimum design. The owner and the designer should evaluate the level of risk and performance that is acceptable. Performance based criteria could be set in the design. The design engineer has the responsibility to interpret and adapt the principles of seismic behavior and design to each structure using experience and sound judgment. The design engineer should exercise special care so that all components of the design are all fully met with attention to providing a continuous load path. An adequate quality assurance and control program is urged during project construction to verify that the design plans and good construction practices are followed. This is especially important for sites lying close to the major seismic sources. 5.8 Pavements Since no traffic loading was provided by the design engineer or owner, we have assumed traffic loading for comparative evaluation. The design engineer or owner should decide the appropriate traffic conditions for the pavements. Maintenance of proper drainage is necessary to prolong the service life of the pavements. The following table provides our recommendations for pavement sections. RECOMMENDED PAVEMENTS SECTIONS R-Value Subgrade Soils = 30 (assumed) Design Method - CALTRANS 1995 Flexible Pavements Rigid Pavements Asphaltic Aggregate Portland Aggregate Traffic Concrete Base Cement Base Index Pavement Use Thickness Thickness Concrete Thickness assumed in.) {in. (in.) in.) 4.0 Auto Parking Areas 2.5 4.0 4.0- 4.0 5.0 Residential Streets 3.0 4.0 5.0 4.0 Notes: 1. Asphaltic concrete should be Caltrans, Type B, 1/2-in. or 3/4-in, maximum -medium grading, compacted to a minimum of 95% of the 75-blow Marshall density (ASTM D1559) or equivalent. 2. Aggregate base should be Caltrans Class 2 (3/4 in. maximum), compacted to a minimum of 95% of ASTM D1557 maximum dry density. 3. All pavements should be placed on 12 inches of moisture -conditioned subgrade, compacted to a minimum of 90% of ASTM D 1557 maximum dry density. 4. Portland cement concrete should have a minimum of 3250 psi compressive strength @ 28 days. 5. Equivalent Standard Specifications for Public Works Construction (Greenbook) may be used instead of Caltrans specifications for asphaltic concrete and aggregate base. EARTH SYSTEMS SOUTHWEST April 26, 2002 -17- File No.: 08589-01 02-04-792 Section 6 LIMITATIONS AND ADDITIONAL SERVICES 6.1 Uniformity of Conditions and Limitations Our findings and recommendations in this report are based on selected points of field exploration, laboratory testing, and our understanding of the proposed project. Furthermore, our findings and recommendations are based on the assumption that soil conditions do not vary significantly from those found at specific exploratory locations. Variations in soil or groundwater conditions could exist between and beyond the exploration points. The nature and extent of these variations may not become evident until construction. Variations in soil or groundwater may require additional studies, consultation, and possible revisions to our recommendations. Findings of this report are valid as of the issued date of the report. However, changes in conditions of a property can occur with passage of time whether they are from natural processes or works of man on this or adjoining properties. In addition, changes in applicable or appropriate standards occur whether they result from legislation or broadening of knowledge. Accordingly, findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of one year. In the event that any changes in the nature, design, or location of the building are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of this report are modified or verified in writing. This report is issued with the understanding that the owner, or the owner's representative, has the responsibility to bring the information and recommendations contained herein to the attention of the architect and engineers for the project so that they are incorporated into the plans and specifications for the project. The owner, or the owner's representative, also has. the responsibility to take the necessary steps to see that the general contractor and all subcontractors carry out such recommendations in the field. It is further understood that the owner or the owner's representative is responsible for submittal of this report to the appropriate governing agencies. As the Geotechnical Engineer of Record for this project, Earth Systems Southwest has striven to provide our services in accordance with generally accepted geotechnical engineering practices in this locality at this time. No warranty or guarantee is express or implied. This report was prepared for the exclusive use of the Client and the Client's authorized agents. ESSW should be proNrided the opportunity for a general review of final design and specifications in order that earthwork and foundation recommendations may be properly interpreted and implemented in the design and specifications. If ESSW is not accorded the privilege of making this recommended review, we can assume no responsibility for misinterpretation of our recommendations. EARTH SYSTEMS SOUTHWEST April 26, 2002 -18- File No.: 08589-01 02-04-792 Although available through Earth Systems Southwest, the current scope of our services does not include an environmental assessment or investigation for the presence or absence of wetlands, hazardous or toxic materials in the soil, surface water, groundwater or air on, below, or adjacent to the subject property. 6.2 Additional Services This report is based on the assumption that an adequate program of client consultation, construction monitoring, and testing will be performed during the final design and construction phases to check compliance with these recommendations. Maintaining ESSW as the geotechnical consultant from beginning to end of the project will provide continuity of services. The geotechnical engineering firm providing tests and observations shall assume the responsibility of Geotechnical Engineer of Record. Construction monitoring and testing would be additional services provided by our firm. The costs of these services are not included in our present fee arrangements, but can be obtained from our office. The recommended review, tests, and observations include, but are not necessarily limited to the following: Consultation during the final design stages of the project. Review of the building and grading plans to observe that recommendations of our report have been properly implemented into the design. Observation and testing during site preparation, grading and placement of engineered fill as required by UBC Sections 1701 and 3317 or local grading ordinances. ° Consultation as required during construction �1• Appendices as cited are attached and complete this report EARTH SYSTEMS SOUTHWEST April 26, 2002 -19- File No.: 08589-01 02-04-792 REFERENCES Blake, B.F., 1998a, FRISKSP v. 3.01b, A ComputerPrograxn for the Probabilistic Estimation of Peal, Acceleration and Uniform Hazard Spectra Using 3-D Faults as Earthquake Sources, Users Manual, 191 p. Blake, B.F., 1998b, Preliminary Fault -Data for EQFAULT and FRISKSP, 71 p. Boore, D.M., Joyner, W.B., and Fumal, T.E., 1993, Estimation of Response Spectra and Peal, Accelerations from Western North American Earthquakes: An Interim Report; U.S. Geological Survey Open -File Report 93-509, 15 p. Boore, D.M., Joyner, W.B., and Fumal, T.E., 1994, Estimation of Response Spectra and Peal, Acceleration from Western North American Earthquakes: An Interim Report, Part 2, U.S. Geological Survey Open -File Report 94-127. California Department of Conservation, Division of Mines and Geology: Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117, WWW Version. Envicom, Riverside County, 1976, Seismic Safety Element. Ellsworth, W.L., 1990, 'Earthquake History, 1769-1989" in: The San Andreas Fault System, California: U.S. Geological Survey Professional Paper 1515, 283 p. Hart, E.W. 1994 rev., Fault -Rupture Hazard Zones in California: California Division of Mines and Geology Special Publication 42, 34 p. International Conference of Building Officials, 1997, Uniform Building Code, 1997 Edition. Jennings, C.W, 1994, Fault Activity Map of California and Adjacent Areas: California Division of Mines and Geology, Geological Data Map No. 6, scale 1:750,000. Joyner, W.B., and Boore, D.M., 1994, Prediction of Ground Motion in North America, in Proceedings of ATC-35 Seminar on New Developments in Earthquake Ground Motion Estimation and Implications for Engineering Design Practice, Applied Technology Council, 1994. Petersen, M.D., Bryant, W.A., Cramer, C.H., Cao, T., Reichle, M.S., Frankel, A.D., Leinkaemper, J.J., McCrory, P.A., and Schwarz, D.P., 1996, Probabilistic Seismic Hazard Assessment for the State of California: California Division of Mines and Geology Open - File Report 96-08, 59 p. Pyke, R., Seed, H.B., and Chan, C. K. (1975). Settlement of Sands Under Multidirectional Shaking, ASCE, Journal of Geotechnical Engineering, Vol. 101, No. 4, April 1975. Riverside County (1984), Seismic Safety Element of the Riverside County General Plan, Amended EARTH SYSTEMS SOUTHWEST April 26, 2002 -20- File No.: 08589-01 02-04-792 Rogers, T.H., 1966, Geologic Map of California - Santa Ana Sheet; California Division of Mazes and Geology Regional Map Series, scale 1:250,000. Seed, H.B. and Idriss, I.M., 1982, Ground Motions and Soil Liquefaction During Earthquakes. Seed, H.B., and Silver, M.L. (1972). Settlement of Dry Sands During Earthquakes, ASCE, Journal of Geotechnical Engineering, Vol. 98, No.4, April 1972. Sieh, K., Shover, M., and Brillinger, D., 1989, A More Precise Chronology of Earthquakes Produced by the San Andreas Fault in Southern California: Journal of Geophysical Research, Vol. 94, No. B1, January 10, 1989, pp. 603-623. Sieh, Kerry, 1985, Earthquake Potentials Along The San Andreas Fault, Minutes of The National Earthquake Prediction Evaluation Council, March 29-30, 1985, USGS Open File Report 85-507. Structural Engineers Association of California (SEAOC), 1996, Recommended Lateral Force Requirements and Commentary. Tolcimatsu, K, and Seed, H.B., 1987, Evaluation of Settlements in Sands Due To Earthquake Shaking, ASCE, Journal of Geotechnieal Engineering, Vol. 113, No. 8, August 1987. Van de Kamp, P.C., 1973, Holocene Continental Sedimentation in the Salton Basin, California: A Reconnaissance, Geological Society of America, Vol 84, March 1973. Working Group on California Earthquake Probabilities, 1995, Seismic Hazards in Southern California: Probable Earthquakes, 1994-2024: Bulletin of the Seismological Society of America, vol. 85, no. 2, pp. 379-439. Wallace, R. E., 1990, The San Andreas Fault System, California: U.S. Geological Survey Professional Paper 1515, 283 p. EARTH SYSTEMS SOU IIWEST ....... . APPENDIX A Location Map Boring Location Map Table l —Fault Parameters 2000 UBC Seismic Parameters Logs of Borings EARTH SYSTENIS SOUTMVEST 19.2 Acres 08589-01 Fable X Fault Parameters & - ----- - h'r iDetPrminicfir V..ctimnfnc of Mnnn PonIr 12-..nA AMf" A - --- ---- Fault Name or Seismic Zone Distance from Site (rab (km) Fault Type UBC Maximum Magnitude Mmax (Mw) Avg Slip Rate (mm/yr) Avg Return Period (yrs) Fault Length (cm) Date of Last Rupture (year) Largest historic Event Mcan Site PGA, g (g) Reference Notes: 1 (2) 3 (4) 2 2 2 5 6) San Andreas - Southern (C V +S B M) 8.5 13.6 SS A 7.4 24 220 203 c. 1690 0.34 San Andreas- Banning Branch 10.6 17.0 SS A 7.1 10 220 98 6.2 1986 0.25 San Andreas - Mission Crk. Branch 10.6 17.0 SS A 7.1 25 220 95 6.5 1949 0.25 San Jacinto (Hot Spgs - Buck Ridge) 13.6 22.0 SS C 6.5 2 354 70 6.3 1937 0.14 San Jacinto-Anza 17.6 28.3 SS A 7.2 12 250 91 5.5 1928 0.17 San Jacinto -Coyote Creek 18.8 30.3 SS B 6.8 4 175 41 1968 6.5 1968 0.13 Blue Cut 19.2 30.9 SS C 6.8 1 760 30 -- 0.12 Burnt Mtn. 22.6 36.4 SS B 6.4 0.6 5000 20 1992 6.1 1992 0.08 Eureka Peak 23.6 38.0 SS B 6.4 0.6 5000 19 1992 6.1 1992 0.08 San Jacinto - Borrego 30.0 48.3 SS B 6.6 4 175 29 6.5 1942 0.07 Morongo 33.7 54.2 SS C 6.5 0.6 1170 23 5.5 1947 0.06 Pinto Mountain 35.3 56.8 SS B 7.0 2.5 499 73 0.07 Earthquake Valley 36.1 58.1 SS B 6.5 2 351 20 0.05 Emerson So. - Copper Mtn. 36.6 58.9 SS B 6.9 0.6 5000 54 0.07 Brawley Seismic Zone 37.5 60.4 SS B 6.4 25 24 42 5.9 1981 0.05 Landers 37.8 60.8 SS B 7.3 0.6 5000 83 1992 7.3 1992 0.08 Pisgah -Bullion Mtn. -Mesquite Lk 37S 61.0 SS B 7.1 0.6 5000 88 1999 7.1 1999 0.07 San Jacinto -San Jacinto Valley 38.4 61.8 SS B 6.9 12 83 43 6.8 1918 0.06 Elsinore-Ju[ian 40.7 65.5 SS A 7.1 5 340 76 0.07 North Frontal Fault Zone (East) 43.9 70.4 DS B 6.7 0.5 1727 27 0.06 Elmore Ranch 45.3 72.8 SS B 6.6 1 225 29 1987 5.9 1987 0.04 Elsinore -Coyote Mountain 46.4 74.6 SS B 6.8 4 625 39 0.05 Elsinore -Temecula 46.7 75.1 SS B 6.8 5 240 43 0.05 Superstition Mtn. (San Jacinto) 48.2 77.6 SS B 6.6 5 500 24 c. 1440 -- 0.04 Johnson Valley (Northern) 48.6 78.1 SS B 6.7 0.6 5000 36 1992 7.3 1992 0.04 Superstition Hills (San Jacinto) 49.2 79.2 SS B 6.6 4 250 23 1987 6.5 1987 0.04 Calico - Hidalgo 50.2 80.7 SS B 7.1 0.6 5000 95 0.05 Lenwood-Lockhart-Old Woman Sprgs 54.3 87.3 SS B 7.3 0.6 5000 145 0.06 North Frontal Fault Zone (West) 55.7 89.7 DS B 7.0 1 1314 50 0.05 Weinert (Superstition Hills) 61.4 98.9 SS C 6.6 4 250 22 1987 6.5 1987 0.03 Helendale - S. Lockhardt 61.8 99.5 SS B 7.1 0.6 5000 97 0.04 San Jacinto -San Bernardino 62.0 100.0 SS B 6.7 12 100 36 6.7 1899 0.03 iy utca. 1. Jennings (1994) and CDMG (1996) 2. CDMG & USGS (1996), SS = Strike -Slip, DS = Dip Slip 3. ICBO (1997), where Type A faults: Mmax > 7 and slip rate>5 mmlyr &Type C faults: Mmax <6.5 and slip rate < 2 mm/yr 4. CDMG (1996) based on Wells & Coppersmith (1994), Mw = moment magnitude i. Modified from Ellsworth Catalog (1990) in USGS Professional Paper 1515 6. The estimates of the mean Site PGA are based on the following attenuation relationships: Average of: (1)1997 Boore, Joyner & Fumal; (2) 1997 Sadigh et al; (3)1997 Campbell (mean plus sigma values are about 1.6 times higher) Based on Site Coordinates: 33.631 N Latitude, 116.262 W Longtude and Site Soil Type D EARTH SYSTEMS SOUTHWEST 19.2 Acres `able 2 2000 International Building Code (IBC) Seismic Parameters 08589-01 Seismic Category D Table 1613.3(1) Site Class D Table 1615.1.1 Latitude: 33.631 N Longitude: -116.262 W Maximum Considered Earthquake NCE) Ground Motion Short Period Spectral Reponse Ss 1.50 g Figure1615(3) 1 second Spectral Response SI 0.60 g Figure1615(4) Site Coefficient Fa 1.00 Table 1615.1.2(1) Site Coefficient FV 1.50 Table 1615.1.2(2) SMs 1.50 g = Fa*Ss SM, 0.90 g = F,,*Si Design Earthquake Ground Motion Short Period Spectral Reponse SDs 1.00 g = 2/3*SMs 1 second Spectral Response SDI 0.60 g =2/3*Sm, To 0.12 see = 0.2*SDI/SDS Ts 0.60 see = SDI/SDS 1.2 1.0 rn c 0.8 0 0.6 0.4 m n. U) 0.2 2000 IBC Equivalent Elastic Static Response Spectrum 0.5 1.0 1.5 2.0 Period (sec) EARTH SYSTEMS SOUTHWEST T 0.05 0.65 0.12 1.00 0.20 1.00 0.30 1.00 0.60 1.00 0.70 0.86 0.80 0.75 0.90 0.67 1.00 0.60 1.10 0.55 1.20 0.50 1.30 0.46 1.40 0.43 1.50 0.40 1.60 0.38 1.70 0.35 1.80 0.33 1.90 0.32 2.00 0.30 2.20 0.27 Ina Earth Systems Southwest 79-91 lB Country Club Drive, Bctntuda Duna, CA 92201 Phone 760 345.1568 FAX 60 345-7315 Boring No: B-1 Drilling Date: March 12, 2002 Project Name: 19.2 Acres Avenue 58, 1/2 West of Madison, La Quinta, CA Drilling Method: 9-inch Hollow Stem Auger File Number. 08599-01 Drill Type: CME 45 with rope and cathead Boning Location: See Figure 2 Logged By: Karl Harmon Sample w Type, Penetration � � Description of Units Page 1 of I oEU 23 Resistance �A " .o YNote: The stratification lines shown represent the>oapproximate boundary between soil and/or rock types Graphic Trend (Blows/6) rsV and the transition may be gradational. Blow Count Dry Density y- It 5 10 15 20 25 30 35 40 45 50 55 60 ML SANDY SILT. light olive gray; loose to medium dense; dry; fine grained 9,1622 tl}tS 1 gM SILTY SAND: olive gray; medium dense; dry to damp; fine grained, some [SP-SM] 8,18,22 99 2 9,12,17 5,6,8 3,5,8 CL CLAY: olive; stiff; wet; some clayey silt and sandy silt lenses sM SILTY SAND: olive; medium dense; damp to 5,7,13 moist; some silty clay and clayey silt ML SANDY CLAYEY SILT: Olive; stiff; moist to wet 7,11,17 Total Depth 51.5 feet No Bedrock or Groundwater Encountered µEarth Systems 79-81 iB Country Club Drive, Bermuda Dunes, CA 922( Yhona (76U) 395-1588 FAX (760 345.7315 Boric No: B-2 Drilling Date: March 12, 2002 Project lame. 19.2 Acres Avenue 58, 1/2 West of Madison, La Quinta, CA Drilling Method: 8-inch Hollow Stem Auger File Number: 08589-01 Drill Type: CME 45 with rope and cathead Boring Location: See Figure 2 __ Logged By: Karl Hammon , Sample o ,j � TYPePenetration o � 'G � Description of Units Page t of 1 v Resistance U On q o Note: The stratification lines shown represent the Q la. o lows/6" rn a 't''� r- approximate boundary between soil and/or rock types Graphic Trend {B ) Q U and the transition may gradational. Blow Count Dry Density 5 10 15 20 25 30 35 40 45 50 - 55 - G0 9,19,26 7,21,35 ML 108 92 1 4 SANDY SILT: light olive gray; medium stiff to stiff; dry; fine grained srrl SILTY SAND: olive gray; medium dense to dense; dry to damp; fine grained, some [SP-SM] 7,10,10 7,10,17 Total Depth 20 feet No Bedrock or Groundwater Encountered ® %, Earth Systems 79-811 B Country Club Drive, Bertnuda Dunes, CA 92201 YRORC 70U)S�S-iStSS FAX 76U 345-7315 Boring No: B-3 Drilling Date: March 12, 2002 Project Name: 19.2 Acres Avenue 58, 112 West of Madison, La Quinta, CA Drilling Method: 8-inch Hollow Stem Auger File Number. 08589-01 Drill Type: CME 45 with rope and cathead Boring Location: See Figure 2 Logged By: _ Karl Harmon ti Sample Type Penetration .. E Description of Units0 Page 1 of 1 a c� Resistance CIO Note: Tlie stratification lines shown represent the q °o {13lows/6") cn o approximate boundary between soil and/or rock types Graphic Trend aF � {� V and the transition maybe gradational. Blow Count Dry Density 5 10 15 20 25 30 35 40 45 SO 55 60 ML SILT: light olive gray; soft to slightly stiff; dry to 3,5,11 67 6 damp I7,21,27 104 1 Sp_gM SILTY SAND: olive gray; medium dense; dry to damp; fine grained, some [SP-SM] 5,7,9 SM SILTY SAND: olive gray; medium dense; dry to damp; frne grained 5,7,9 4,8,12 SM/ML SILTY SAND: olive gray; medium dense; dry to damp; Interbedded silts and sands total Depth 25 feet No Bedrock or Groundwater Encountered (Q Earth Systems Southwest 79-811H Country Club Drive, Dennuda Dunes, CA 92201 YaOnC tlOV ?4?-1585 VAX 76U 345-7315 BoringNo: B-4 Drilling Date: March 12, 2002 Project ame: 19.2- Acres Avenue 58, 1/2 West of Madison, La Quinta, CA Drilling Method: 8-inch Hollow Stem Auger File Number: 08589-01 Drill Type: CME 45 with rope and cathead Boring Location: See Figure 2 Logged By: _ Karl Harmon Sample g � Type Penetration y °' Description of Units Pa e 1 of I U Resistance q U o y Note: The stratification lines shown represent the w o (BEows/6") ri Z g o° approximate boundary between soil and/or rock types Graphic Trend q U and the transition may be gradational. pq on Count Dry Density 5 10 15 20 25 30 35 40 45 150 - 55 - 60 ML SILT: light olive gray; soft to slightly stiff; dry to damp 13,18,29 100 2 Sp_SM SILTY SAND: olive gray; dense; dry to damp; fine grained, some [SP-SM] 17,19,29 107 1 SM SILTY SAND: olive gray; dense; dry to damp; fine grained 8,10,17 Sp-SM SILTY SAND: olive gray; medium dense; dry to damp; Interbedded silts and sands Total Depth 16.5 feet No Bedrock or Groundwater Encountered Earth Systems >> 79.81 lB Country Club Drive, Bermuda Dunes, CA 97201 1'nanc k lbu 345-1385 1•AX t76U 345-7315 Boris No: B-5 Drilling Date: March 12, 2002 Project Marne: 19.2 Acres Avenue 58, 1/2 West of Madison, La Quinta, CA Drilling Method: 8-inch Hollow Stem Auger File Number: 08589-01 Brill Type: CME 45 with rope and eathead Boring Location: See Figure 2_ Logged By; Karl Harmon Sample e � �—�--� Type,., Penetration •� �.��.., Description of Units Pa e 1 of 1 a Resistance q c Note: The stratification lines shown represent the q approximate boundary bettivccn soil and/or rock types Graphic Trend �1 9 a (Blows/6") v�>, and the transition may be gradational. pa v1 Y Bm Blow Count Dry Density 5 10 15 20 25 30 35 4D 45 50 - 55 - 60 SM SILTY SAND: olive gray; medium dense; dry to 7,10,13 97 2 damp- fine grained 11,16,28 it 110 1 SW-SM SILTY SAND: olive gray; medium dense to dense; dry to damp; fine grained, some [SM] 5,11,20 99 2 6,11,12 ML SILT: light olive $ gray; soft to slightly stiff; moist 7'4'14 SM SILTY SAND: olive gray; medium dense; dry to damp; fine grained Total Depth 25 feet No Bedrock or Groundwater Encountered Earth systems Southwest 19.811D County Club Drive, Bermuda Dunes, CA 92201 Phone 60 345-1599 FAX (760) 345-7315 BoringNo: B-6 Drilling Date: March 12, 2002 Project ame: 19.2 Acres Avenue 58, 1/2 West of Madison, La Quinta, CA Drilling Method: 8-inch Hollow Stem Auger File Number: 08589-01 brill Type: CME 45 with rope and cathead Boring Location: See Figure 2 Logged By. Karl Harmon Sample Type, Penetration �, y a �.�� Description of Units page 1 of 1 o. a � Resistance A � U � °' R Q, -o u Note: The stratification lines shown represent the P U f s A a w o (Blows/6") >, rn �— a approximate boundary between soil and/or rock types Graphic Trend pa rn .� q U and the transition may be gradational- y � Blow Count Dry Density 5 10 15 20 25 30 35 40 45 50 55 60 SM SILTY SAND: olive gray; medium dense to dense; dry to damp, some [SP-SM] 11,17.19 98 3 8,12,14 12,18,19 ML SILT: light olive gray; stiff; dry to damp, interbedded sandy silts Total Depth 16.5 feet No Bedrock or Groundwater Encountered 0 Earth SystemsSouthwest 79-81ID Country Club Drive, Buda Dunes, CA 5 Mane 7UU 345-135b FAX 76U 345-7315 Boring NO: B-7 Drilling Date: March 12, 2002 ProjectName: 19.2 Acres Avenue 58, 1/2 West of Madison, La Quinta, CA Drilling Method: 8-inch Hollow Stem Auger File Number: 08589-01 Drill Type: CME 45 with rope and cathead Baring Location: See Figure 2 Logged By: Karl Marmon w Sample Type Penetration a Description ofUnits Page 1 of 1 v c !ti Resistance O CIO q a .o Note: The stratification lines shown represent the m C] 44 a (Blows/6") >, `� o approximate boundary between soil and/or rock types Graphic Trend q U and the transition may be gradational. ©low Count Dry Density F -5 - to -15 - 20 - 25 - 30 - 35 - 40 - 45 - 50 55 6D ML SILT: gray, medium stiff, dry to damp 7,14,16 SM SILTY SAND: olive gray; medium dense; dry to damp, some [SP-SM] 27,50/511 106 1 3,9,14 7,9,18 ML SILT: olive, medium stiff, damp, some very fine [SK 14,16,21 Total Depth 26.5 feet No Bedrock or Groundwater Encountered �. Southwest % Earth Systems 79-811B Country Club Drive, Bermuda Dunes, CA 92201 rnonc iou sas•USS rlvc !bU sas=lJls BoringNo: B-8 Drilling Date: March 12, 2002 Project ame: 19.2 Acres Avenue 58, 1/2 West of Madison, La Quinta, CA Drilling Method: 8-inch Hollow Stem Auger File Number: 08589-01 Drill Type: CME 45 with rope and cathead Boring Location: See Figure 2_ _ _ ..... Logged By. Karl Harmon Sample w TypePenetration 2 Description of Units Page 1 of 1 Resistancev3q a o w Note: The stratification tines shown represent the �,� approximate boundary between sail and/or rock types Graphic Trend q m {Blows/6") va A 0 and the transition may be gradational. Blow Count Dry Density 5 10 15 20 25 30 35 40 45 50 - 55 - 60 ML SILT: light olive gray; soft to slightly stiff; moist 4,5,7 76 15 t t,t7,20 1111 98 z SM SILTY SAND: olive gray; medium dense; dry to damp, ime grained, some [SP-SM] € 9,10,13 SN-sM SILTY SAND: light olive gray; medium dense; moist 6,5,7 ML SILT: light olive gray-, loose to medium dense; moist Total Depth 20 feet No Bedrock or Groundwater Encountered File No_: 08589-01 April 26, 2002 UNIT DENSITIES AND MOISTURE CONTENT ASTM D2937 & D2216 Job Name: 19.2 Acre, Ave 58 1/2 Mile West of Madison Unit Moisture USCS Sample Depth Diy Content Group Location (feet) Density (pcfl N Symbol B 1 5 106 1 SM B 1 10 99 2 SM B2 2.5 108 1 ML B2 7.5 92 4 SM 133 2.5 67 6 ML B3 7.5 104 1 SP-SM B4 5 100 2 SP-SM B4 1.0 107 1 SM B5 2.5 97 2 SM B5 7.5 110 1 SW-SM B5 12.5 99 2 SW-SM B6 5 98 3 SM B7 10 106 1 SM B8 2.5 76 15 MI, B8 7.5 98 2 SM EARTH SYSTEMS SOUTHWEST File No.: 08589-01 April 26, 2002 PARTICLE SIZE ANALYSIS ASTM D-422 Job Name_ 19.2 Acre, Ave 58 1/2 Mile West of Madison Sample ID: B1. @ 1-4' Feet Description: Sandy Silt: F (1V L) 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: 0 930 99 % Sand: 64 950 76 % Silt: 26 #100 46 % Clay (3 micron): 10 #200 36 (Clay content by short hydrometer method) 100 90 80 70 = 60 C* ' 50 U 40 30 IRE EARTH SYSTEMS SOUTHWEST File No.: 08589-01 April 26, 2002 PARTICLE SIZE ANALYSIS ASTM D-422 -- -Job Name: -19.2 Acre, Ave 58 1/2 Mile West of Madison Sample ID: B8 @ 0-2' Feet Description: Sandy Silt (ML) Sieve Percent Size Passing 1-1/2" 100 1" 100 3/4" 100 1/211 100 3/8" 100 #4 I00 #8 100 #16 99 % Gravel: 0 #30 99 % Sand: 21 #50 98 % Silt: 71 #100 94 % Clay (3 micron): 8 #200 79 (Clay content by short hydrometer method) 100 90 80 70 c 60 N ct so 5 U 40 30 20 1 1 1 1► 10 t I { 0 100 10 1 0.1 0.01 PaMcle Size (mm) EARTH SYSTEMS SOUTHWEST File No.: 08589-01 April 26, 2002 CONSOLUDATIONXEST ASTM D 2435 & D 5333 19.2 Acre, Ave 58 112 Mile West of Madison Initial Dry Density: 66.6 pcf B3 @ 2.5' Feet Initial Moisture, %: 6.0% Silt (ML) Specific Gravity (assumed): 2.67 Rung Sample Initial Void Ratio: 1.501 Hydrocollapse: 4.2% @ 2.0 ksf % Change in Height vs Normal Presssure Diagram —Before Saturation Hydrocollapse 11 After Saturation -- W— Rebound 0 -1 -2 -3 -4 L .� .5 -6 0 -7 U w -$ c -9 a -10 -I1 -12 -I3 -14 0.1 1.0 10.0 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST File No.: 08589-01 April 26, 2002 L YDATION TEST ASTM D 2435 & D 5333 19.2 Acre, Ave 58 1/2 Mile West of Madison Initial Dty Density: 74.7 pcf B8 @ 2.5' Feet Initial Moisture, %: 15.4% Sandy Silt (ML) Specific Gravity (assumed): 2.67 Ring Sample Initial Void Ratio: 1.231 Hydrocollapse: 1.0% @ 2.0 ksf % Change in Height vs Normal Presssure Diagram Before Saturation Hydrocollapse 11 After Saturation Rebound 2 1 0 • —1 -2 —3 x G -5 U -6 Ci u s., v —7 _g —9 —10 -11 —12 0.1 1.0 10.0 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST File No.: 08589-01 April 26, 2002 - . MAXIMUM DENSITY / OPTIMUM MOISTURE ASTM D 1557-91 (Modified) --Job Name: 19.2 Acre, Ave 58 1/2 Mile West of Madison Procedure Used: A Sample ID: Bl @ 1-4' Feet Preparation Method: Moist Location: Native Rammer Type: Mechanical Description: Gray Brown: Sandy Silt: F to M (ML) Sieve Size % Retained Maximum Density: 123 pef 3/4" 0.0 Optimum Moisture: 11 % 3/8" 0.0 #4 0.0 140 135 130 125 w u 120 a A A 115 110 105 100 <----- Zero Air Voids Lines, sg =2.65, 2,70, 2,75 0 5 10 15 20 25 Moisture Content, percent EARTH SYSTEMS SOUTHWEST File No.: 08589-01 April 26, 2002 SOIL, CHEAUCAL ANALYSES Job Name: 19.2 Acre, Ave 58 1/2 Mile West of Madison Job No.: 08589-01 Sample ID: B-1 B-8 Sample Depth, feet: 1-4' 0-2' pH: 7.95 7.05 Resistivity (olun-cm): 92 16 Chloride (Cl), ppm: 4,870 63,545 Sulfate (SO4), ppm: 775 3,750 Note: Tests performed by Subcontract Laboratory: Soil & Plant Laboratory and Consultants, Inc. 79-607 Country Club Drive. Bermuda Dunes, CA 92201 Tel: (760) 772-7995 General Guidelines for Snil C".nrrncivity Chemical Agent Amount in Soil Degree of Corrosivity Soluble 0 -1000 ppm Low Sulfates 1000 - 2000 ppm Moderate 2000 - 5000 ppm Severe > 5000 m Very Severe Resistivity 1-1000 ohm -cm Very Severe 1000-2000 ohm -cm Severe 2000-10,000 ohm -cm Moderate 10,000+ ohm -cm Low EARTH SYSTEMS SOUT WEST MADISON ESTATES, LLC t' 74-020 ALESSANDRO, SUITE F PALM DESERT, CALIFORNIA 92260 INTERIM REFORT OF 'TESTING AND OBSERVATION DURING GRADING STONE CREEK RANCH, 'TRACT 30834 LA QUINTA, CALIFORNIA August 22, 2003 0 2003 Earth Systems Southwest Unauthorized use or copying of this document is strictly prohibited without the express written consent of Earth Systems Southwest. File No.: 08589-05 03-09-70I 0Earth Systems Southwest 79-61 l B Country Club Drive Bermuda Dunes, CA 92201 (760) 345-1588 (800)924-7015 FAX (760) 345-7315 August 22, 2003 Madison Estates- LLC 74-020 Alessandro, Suite F Palm Desert, California 92260 Attention: Mr. Tom Beatty Project: Stone Creek Ranch Tract 30834 La Quinta, California Subject: Interim Report of Testing and Observations Performed During Grading File No.: 08589-05 03-09-701 Reference: 1. Earth Systems Southwest, Geotechnical Engineering Report Update with Revised Grading Recommendations for Tract 30834, La Quinta, California, Report No.: 03-03-756, dated March 21, 2003. 2. Earth Systems Southwest, Geotechnical Engineering Report for 19.2 Acre Residential Development, La Quinta, California, Report No.: 02-04-792, dated April 26, 2002. Submitted herewith is a report of testing and intermittent observations performed during the grading on the above referenced project. Grading operations were performed by F & F Grading using conventional heavy equipment. Testing was performed as per authorization of Mr. Tom Beatty. Test results are presented on the attached test report sheet with their estimated locations plotted on the accompanying plan. Compaction tests were performed in accordance with ASTM D 2922-81, Method A or B; and ASTM D 3017-88 Nuclear Density Test Procedures, Maximum Density -Optimum Moisture were determined in the laboratory in accordance with ASTM D 1557-91, Method A or C. Test results are as follows: Soil Description USCS Maximum Density Optimum Moisture Brown silty Sand, fine grained SM 112.5 pef 12.5% August 22, 2003 -2- File No.: 08589-05 03-09-701 DISCUSSION: 1. Tlie project is Iocated on the north side of Avenue 58, 'h mile west of Madison Street, in the City of La Quinta, California. 2. This interim report only includes work completed through August 15, 2003. Grading has temporarily stopped due to a need for additional fill, specifically for Lots 10 through 19 and 54 through 56 3. Prior to grading, the site consisted of undeveloped land with desert vegetation. 4. The proposed development will consist of 76 one-story family residences with the accompanying street and utility improvements. 5. The scope of our work was based on plans and staking by Nolte. 6. The site was cleared of any pre-existing vegetation prior to grading operations. 7. The building pads were generally over -excavated to a minimum depth of 3 feet below pad or pre-existing grade, whichever was deeper. Building pads which received more than 3 feet of fill were over -excavated 2 feet prior to placing any fill. The bottom of the excavations were moisture conditioned and compacted in such a manner as to obtain a minimum of 90% relative compaction. 8. Lots 10 through 19 and 54 through 56 were over -excavated, but still remain approximately 3 to 5 feet below the proposed pad grade. 9. Fill materials consisting of on -site soils were placed in relatively thin lifts and compacted into place. 10. A total of 234 compaction tests were performed. 11. Test results indicate that a minimum of 90% of maximum dry density has been obtained in the areas tested. 12. The test locations are approximate and were determined by pacing and sighting from prominent field features. In our work, we have relied on topographic and survey information provided by others. 13. Based upon intermittent observations and testing during the grading operations from July 21 through August 15, 2003, it is our opinion that the grading has met the intent of the recommendations of the referenced Geotechnical Engineering Report Update, as well as the grading ordinances of the City of La Quinta. 14. As used herein, the term "observation" implies only that we observed the progress of work with which we agreed to be involved, and performed tests on which together we based our opinion as to whether the work essentially complies with job requirements. EARTH SYSTEMS SOUTHWEST August 22, 2003 - 3 - File No.: 08589-05 03-09-701 15. With any manufactured product, there are statistical variations in its uniformity and in the accuracy of tests used to measure its quality. As compared with other manufactured products, field construction usually presents large statistical variations in its uniformity and in the accuracy of test results used to measure its quality. Thus, even with very careful observation and testing, it cannot be said that all parts of the product comply with the job requirements and the degree of certainty is greater with full-time observation than it is with intermittent observations and testing. Therefore, our opinion based on observing and testing the work means that there is only a statistically -based, reasonable certainty that the work essentially complies with the job requirements. 16. We make no warranty, express or implied, except that our services were performed in accordance with engineering principles generally accepted at this time and location. 17. It is recommended that Earth Systems Southwest (ESSW) be provided the opportunity for a general review of any changes to the final design and/or location of the proposed structures in order that earthwork and foundation recommendations may be properly interpreted. If ESSW is not accorded the privilege of making this recommended review, we can assume no responsibility for misinterpretation of our recommendations. 18. This interim report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are called to the attention of the architect and engineers for the project and are incorporated into the plans and specifications for the project. It is also the owner's responsibility, or that of his representative, to ensure that the necessary steps are taken to see that the general contractor and all subcontractors carry out such recommendations in the field. It is further understood that the owner or his representative is responsible for submittal of this report to the appropriate governing agencies. If there are any questions concerning this report, please do not hesitate to contact this office Respectfully submitted, oFFss� EARTH SYSTEMS SOUTHWEST Reviewed b �aeP G 5. oHq� 0 CE 38234 m ! ¢ EXP.03/31/05 Karl Hewes Craig S. Hil Field Technician CE 38234 'If C aOFpP� Grading/kh/csh/nrm Distribution: 4/Madison Estates, LLC 1/RC File 2/BD File EARTH SYSTEMS SOUTHWEST JOB NAME: Tract 30834, Stone Creek Ranch LOCATION: La Quinta, California JOB NO.: 08589-05 REPORT NO.: 03-09-701 Test No Date Tested Description Elevation %Moi-sturc Dry Density au Relative ci wif i Maximum In Place In Place Compaction Density Gradin 1 07/21/03 Per Plan Lot 29 462.0 14.7 102.9 91 112.5 2 07/21/03 Per Plan Lot 30 462.0 13.3 102.4 91 112.5 3 07/21/03 Per Plan Lot 31 462.0 13.8 102.1 90 112.5 4 07/21/03 Per Plan Lot 32 463.0 13.2 103.0 91 112.5 5 07/21/03 Per Plan Lot 33 463.0 16.4 101.7 90 112.5 6 07/21/03 Per Plan Lot 34 463.0 15.8 102.0 90 112.5 7 07/21/03 Per Plan Lot 35 463.0 13.6 101.8 90 112.5 8 07/21/03 Per Plan Lot 36 463.0 15.3 103.8 92 112.5 9 07/22/03 Per Plan Lot 37 462.0 13.8 101.7 90 112.5 10 07/22/03 Per Plan Lot 38 462.0 15.5 102.4 91 112.5 11 07/22/03 Per Plan Lot 39 462.0 15.0 101.9 90 112.5 12 07/22/03 Per Plan Lot 29 463.5 12.9 104.7 93 112.5 13 07/22/03 Per Plan Lot 30 463.5 13.2 104.1 92 112.5 14 07/22/03 Per Plan Lot 31 463.5 17.6 106.6 94 112.5 15 07/22/03 Per Plan Lot 32 464.5 15.4 103.7 92 112.5 16 07/22/03 Per Plan Lot 33 464.5 12.4 I04.3 92 112.5 17 07/22/03 Per Plan Lot 34 464.5 13.9 102.8 91 112.5 18 07/22/03 Per Plan Lot 35 464.5 15.6 107.5 95 112.5 19 07/22/03 Per Plan Lot 36 464.5 10.8 103.9 92 112.5 20 07/22/03 Per Plan Lot 37 463.5 13.6 104.4 92 112.5 21 07/22/03 Per Plan Lot 38 463.5 13.9 105.8 94 112.5 22 07/22/03 Per Plan Lot 39 463.5 14.6 102.7 91 112.5 23 07/23/03 Per Plan Lot 29 464.5 7.9 109.3 97 112.5 24 07/23/03 Per Plan Lot 30 464.5 10.4 104.7 93 112.5 25 07/23/03 Per Plan Lot 31 464.5 15.6 103.7 92 112.5 26 07/23/03 Per Plan Lot 32 465.5 14.1 104.0 92 112.5 27 07/23/03 Per Plan Lot 33 465.5 14.0 104.2 92 112.5 28 07/23/03 Per Plan Lot 34 465.5 12.6 106.1 94 112.5 29 07/23/03 Per Plan Lot 35 465.5 10.8 103.9 92 112.5 30 07/23/03 Per Plan Lot 36 465.5 15.6 107.4 95 112.5 31 07/23/03 Per Plan Lot 37 465.0 13.9 103.9 92 112.5 32 07/23/03 Per Plan Lot 38 464.5 13.6 105.5 93 112.5 33 07/23/03 Per Plan Lot 39 464.5 10.1 106.4 94 112.5 34 07/23/03 Per Plan Lot 29 4655 10.9 105.0 93 112.5 35 07/23/03 Per Plan Lot 30 465.5 1 15.6 103.6 92 112.5 August 22, 2003 EARTH SYSTEMS SOUTHWEST Ghl�rn' JOB NAME- Tract 30834, Stone Creek Ranch LOCATION: La Quinta, California REPORT NO.: 03-09-701 Test No Date Tested Description Elevation %Moistur. ry Density Relative Maximum In PIace In Place Compaction Density 36 07/23/03 Per Plan Lot 31 466.0 13.2 103.8 92 112.5 37 07/23/03 Per Plan Lot 32 466.5 I7.0 104.7 93 112.5 38 07/23/03 Per Plan Lot 33 466.5 10.4 103.5 92 112.5 39 07/23/03 Per Plan Lot 34 467.0 12.9 105.5 93 112.5 40 07/23/03 Per Plan Lot 35 467.0 13.6 106.1 94 112.5 41 07/23/03 Per Plan Lot 36 467.0 12.2 104.7 93 112.5 42 07/23/03 Per Plan Lot 37 467.0 14.6 108.1 96 112.5 43 07/23/03 Per Plan Lot 38 466.0 10.6 104.6 93 112.5 44 07/23/03 Per Plan Lot 39 466.0 11.5 106.8 95 112.5 45 07/23/03 Per Plan Lot 66 462.0 14.2 105.1 93 112.5 46 07/23/03 Per Plan Lot 67 462.0 12.3 105.7 94 112.5 47 07/23/03 Per Plan Lot 68 462.0 9.1 104.0 92 112.5 48 07/23/03 Per Plan Lot 69 462.0 13.6 103.7 92 112.5 49 07/23/03 Per Plan Lot 70 462.0 10.4 103.8 92 112.5 50 07/24/03 Per Plan Lot 66 463.5 12.9 105.3 93 112.5 51 07/24/03 Per Plan Lot 68 463.5 14.1 106.0 94 112.5 52 07/24/03 Per Plan Lot 70 463.5 13.5 106.6 94 112.5 53 07/24/03 Per Plan Lot 67 465.0 11.8 105.8 94 112.5 54 07/24/03 Per Plan Lot 69 465.0 10.7 107.3 95 112.5 55 07/24/03 Per Plan Lot 67 466.0 11.3 107.9 96 112.5 56 07/24/03 Per Plan Lot 68 466.0 12.5 105.9 94 112.5 57 07/24/03 Per Plan Lot 70 466.0 10.9 106.7 94 112.5 58 07/24/03 Per Plan Lot 76 461.5 11.6 107.5 95 112.5 59 07/24/03 Per Plan Lot 74 461.5 12.1 106.9 95 112.5 60 07/24/03 Per Plan Lot 72 461.5 13.9 107.3 95 112.5 61 07/24/03 Per Plan Lot 75 463.0 14.0 107.8 95 112.5 62 07/24/03 Per Plan Lot 73 463.0 12.6 105.9 94 112.5 63 07/25/03 Per Plan Lot 75 464.0 9.7 105.9 94 112.5 64 07/25/03 Per Plan Lot 73 464.0 10.2 109.0 97 112.5 65 07/25/03 Per Plan Lot 72 464.0 12.4 107.9 95 112.5 66 07/25/03 Per Plan Lot 76 465.0 7.7 101.9 90 112.5 67 07/25/03 Per Plan Lot 74 465.0 7.8 106.7 94 112.5 68 07/25/03 Per Plan Lot 73 465.0 8.9 107.8 95 112.5 69 07/28/03 Per Plan Lot 21 462.0 13.4 104.5 93 112.5 70 07/28/03 Per Plan Lot 22 462.0 11.5 105.9 93 1 112.5 August 22, 2003 EARTH SYSTEMS SOUTHWEST JOB NAME: Tract 30834, Stone Creek Ranch LOCATION: La Quinta, California REPORT NO.: 03-09-701 Pnfvn l of 7 Test No Date Tested Description Elevation %Moisture Dry Density Relative Maximum In Place In Place Compaction Density 71 07/28/03 Per Plan Lot 23 462.0 8.9 104.3 92 112.5 72 07/28/03 Per Plan Lot 24 462.0 9.7 104.0 92 112.5 73 07/29/03 Per Plan Lot 4 469.0 12.5 109.0 97 112.5 74 07/29/03 Per Plan Lot 6 469.0 13.3 108.7 96 112.5 75 07/29/03 Per Plan Lot 8 469.0 12.3 106.7 95 112.5 76 07/29/03 Per Plan Lot 5 470.0 11.9 105.8 94 112.5 77 07/29/03 Per Plan Lot 7 470.0 11.3 107.7 95 112.5 78 07/29/03 Per Plan Lot 9 470.0 12.3 109.9 97 112.5 79 07/29/03 Per Plan Lot 5 471.0 10.8 105.0 93 112.5 80 07/29/03 Per Plan Lot 7 471.0 9.9 106.7 95 112.5 81 07/29/03 Per Plan Lot 9 471.0 11.7 104.9 93 112.5 82 07/29/03 Per Plan Lot 4 472.0 12.3 106.5 95 112.5 83 07/29/03 Per Plan Lot 6 472.0 13.3 108.0 96 112.5 84 07/29/03 Per Plan Lot 8 472.0 14.0 109.3 97 112.5 85 07/29/03 Per Plan Lot 1 466.5 12.0 106.5 94 112.5 86 07/29/03 Per Plan Lot 2 468.0 11.5 104.7 93 112.5 87 07/29/03 Per Plan Lot 3 469.5 9.9 107.5 95 112.5 88 07/29/03 Per Plan Lot 1 471.5 10.7 105.8 94 112.5 89 07/29/03 Per Plan Lot 2 472.0 11.3 109.4 97 112.5 90 07/29/03 Per Plan Lot 62 463.0 10.2 105.0 93 112.5 91 07/30/03 Per Plan Lot 65 462.0 12.1 106.1 94 112.5 92 07/30/03 Per Plan Lot 63 462.0 11.8 103.9 92 112.5 93 07/30/03 Per Plan Lot 61 462.0 10.9 105.5 93 112.5 94 07/30/03 Per Plan Lot 64 463.5 11.3 108.2 96 112.5 95 07/30/03 Per Plan Lot 62 463.5 12.5 107.8 95 112.5 96 07/30/03 Per Plan Lot 60 463.5 10.7 106.2 94 112.5 97 07/30/03 Per Plan Lot 64 465.0 9.9 107.9 95 112.5 98 07/30/03 Per Plan Lot 61 465.0 8.9 105.8 93 112.5 99 07/30/03 Per Plan Lot 63 466.5 10.3 105.6 93 112.5 100 07/30/03 Per Plan Lot 60 466.5 11.1 1063 94 112.5 101 07/31/03 Per PIan Lot 39 466.5 3.8 108.8 97 112.5 102 07/31/03 Per Plan Lot 38 466.8 3.0 112.0 99 112.5 103 07/31/03 Per Plan Lot 37 467.9 9.1 110.3 98 112.5 104 07/31/03 Per Plan Lot 36 468.3 6.2 110.8 98 112.5 105 07/31/03 Per Plan Lot 35 468.3 10.3 1059 94 112.5 August 22, 2003 EARTH SYSTEMS SOUTHWEST REPORT OF RE, LATIVE COMPACTIONS JOB NAME: Tract 30834, Stone Creek Ranch LOCATION: La Quinta, California JOB NO.: 08589-05 RE' PORT NO.: 03-09-701 Test No Date Tested Description Elevation %Moisture Dry Density a Relative K ^T V, / Maximum In Place In Place Compaction Density 106 07/31/03 Per Plan Lot 34 468.0 11.2 103.7 92 112.5 I07 07/31/03 Per Plan Lot 33 467.3 10.8 108.6 97 112.5 108 07/31/03 Per Plan Lot 32 467.1 8.2 106.9 95 112.5 109 07/31/03 Per Plan Lot 31 467.2 7.4 111.9 99 112.5 110 07/31/03 Per Plan Lot30 466.9 8.6 110.5 98 112.5 111 07/31/03 Per Plan Lot 29 466.4 8.1 106.4 95 112.5 112 07/31/03 Per Plan Lot 44 3.5 BPG 7.9 107.9 95 112.5 113 07/31/03 Per Plan Lot 43 3.5 BPG 9.5 108.3 96 112.5 114 07/31/03 Per Plan Lot 42 3.5 BPG 8.2 110.3 98 112.5 115 07/31/03 Per Plan Lot 41 3.5 BPG 10.6 108.9 96 112.5 116 07/31/03 Per Plan Lot 40 3.5 BPG 10.0 108.1 96 112.5 117 • 07/31/03 Per Plan Lot 44 2.0 BPG 7.6 107.4 95 112.5 118 07/31/03 Per flan Lot 43 2.0 BPG 9.5 109.6 97 112.5 119 07/31/03 Per Plan Lot 42 2.0 BPG 10.1 105.9 94 112.5 120 07/31/03 Per Plan Lot 41 2.0 BPG 8.0 106.2 94 112.5 121 07/31/03 Per Plan Lot 40 2.0 BPG 8.9 108.3 96 112.5 122 08/01/03 Per Plan Lot 40 1.0 BPG 15.8 105.6 94 112.5 123 08/01/03 Per Plan Lot 40 FPG 7.7 111.5 99 112.5 124 08/01/03 Per Plan Lot 41 1.0 BPG 8.9 103.0 92 112.5 125 08/01/03 Per PIan Lot 41 FPG 9.0 110.8 99 112.5 126 08/01/03 Per Plan Lot 42 1.5 BPG 12.1 103.6 92 112.5 127 08/01/03 Per Plan Lot 42 FPG 10.5 104.2 93 112.5 128 08/01/03 Per Plan Lot 43 1.0 BPG 7.5 102.5 91 112.5 129 08/01/03 Per Plan Lot 43 FPG 10.1 104.1 93 112.5 130 08/01/03 Per Plan Lot 44 0.5 BPG 8.3 105.8 94 112.5 131 08/01/03 Per Plan Lot 44 1.0 BPG 7.5 103.0 92 112.5 132 08/04/03 Per Plan Lot 46 3.5 BPG 12.2 101.3 90 112.5 133 08/04/03 Per Plan Lot 46 2.0 BPG 8.4 100.8 90 112.5 134 08/04/03 Per Plan Lot 46 FPG 10.6 103.2 92 112.5 135 08/04/03 Per Plan Lot 47 2.5 BPG 16.0 106.6 95 112.5 136 08/04/03 Per Plan Lot 47 1.0 BPG 10.1 105.6 94 112.5 137 08/04/03 Per Plan Lot 48 3.0 BPG 9.3 108.1 96 112.5 138 08/04/03 Per Plan Lot 48 1.5 BPG 8.8 106.9 95 112.5 139 08/05/03 Per Plan Lot 57 463.0 8.2 105.8 94 112.5 140 08/05/03 Per PIan Lot 58 463.0 7.0 108.4 1 96 112.5 August 22, 2003 EARTH SYSTEMS SOUTHWEST JOB NAME: Tract 30834, Stone Creels Ranch JOB NO.: 08589-05 LOCATION: La Quinta, California REPORT NO.: 03-09-701 Pa e5of7 Test No Date Tested Description Elevation %Moisturc6iy-Density Relative Maximum In Place In Place Compaction Density 141 08/05/03 Per Plan Lot 59 463.0 10.1 103.6 92 112.5 142 08/05/03 Per Plan Lot 71 461.0 7.9 106.1 94 112.5 143 09/05/03 Per Plan Lot 71 462.5 5.9 103.1 91 112.5 144 08/05/03 Per Plan Lot 71 464.0 8.2 103.0 91 112.5 145 08/06/03 Per Plan. Lot 20 464.0 7.9 103.5 92 112.5 146 08/06/03 Per Plan Lot 22 464.0 10.6 109.0 96 112.5 147 08/06/03 Per Plan Lot 24 464.0 10.5 106.I 94 112.5 148 08/06/03 Per Plan Lot 26 463.0 9.2 108.4 96 112.5 149 08/06/03 Per Plan Lot 28 462.0 10.5 107.6 95 112.5 150 08/06/03 Per Plan Lot 59 464.5 8.4 103.0 91 112.5 151 08/06/03 Per Plan Lot 58 464.5 9.7 109.6 97 112.5 152 08/06/03 Per Plan Lot 57 464.5 8.2 106.9 95 112.5 153 08/06/03 Per Plan Lot 21 465.5 8.6 106.2 94 112.5 154 08/06/03 Per Plan Lot 23 465.5 10.1 106.5 94 112.5 155 08/06/03 Per Plan Lot 25 465.5 8.0 108.0 96 112.5 156 08/06J03 Per Plan Lot 27 464.0 9.4 106.3 94 112.5 157 08/06/03 Per Plan Lot 59 466.0 10.2 105.8 94 112.5 158 08/06/03 Per Plan Lot 58 466.0 8.7 106.2 94 112.5 159 08/06/03 Per Plan Lot 57 466.0 6.9 102.6 91 112.5 160 08/07/03 Per Plan Lot 53 467.5 10.1 104.7 93 112.5 161 08/07/03 Per PIan Lot 53 469.0 11.4 108.8 96 112.5 162 08/07/03 Per PIan Lot 52 468.5 7.5 104.3 92 112.5 163 08/07/03 Per Plan Lot 52 470.0 8.3 106.7 94 112.5 164 08/07/03 Per Plan Lot 51 468.5 8.6 105.9 94 112.5 165 08/07/03 Per Plan Lot 51 470.0 9.0 106.7 94 112.5 166 08/07/03 Per Plan Lot 50 467.5 9.7 102.4 91 112.5 167 08/07/03 Per Plan Lot 50 469.0 8.7 108.6 96 112.5 168 08/07/03 Per Plan Lot 60 467.0 6.1 109.2 97 112.5 169 08/07/03 Per Plan Lot 61 466.5 8.0 107.1 95 112.5 170 08/07/03 Per Plan Lot 62 466.7 10.9 104.5 92 112.5 171 08/07/03 Per Plan Lot 49 466.5 12.4 106.5 94 112.5 172 08/07/03 Per Plan Lot 49 468.0 8.0 102.5 91 112.5 173 08/07/03 Per Plan Lot 53 471.0 9.2 104.7 93 112.5 174 08/07/03 Per Plan Lot 52 471.0 8.3 108.3 96 112.5 175 08/07/03 Per Plan Lot 51 471.0 9.5 105.3 93 112.5 August 22, 2003 EARTH SYSTEMS SOUTHWEST -C6-)k' REPORT OF RE' LATIVE COMPACTIONS JOB NAME: Tract 30834, Stone Creels Ranch LOCATION: La Quinta, California JOB NO.: 08589-05 REPORT NO.: 03-09-701 Pa e6of7 Test No Date Tested Description Elevation %Moisture Dry Densit Relative Maximum In Place In Place Compaction Density 176 08/07/03 Per Plan Lot 50 470.0 10.1 107.6 95 112.5 177 08/07/03 Per Plan Lot 49 469.0 8.7 107.0 95 112.5 178 08/08/03 Per Plan Lot 66 466.2 11.0 105.2 93 112.5 179 08/08/03 Per Plan Lot 67 466.8 9.3 103.6 92 112.5 180 08/08/03 Per Plan Lot 68 466.9 8.6 104.9 93 112.5 181 08/08/03 Per Plan Lot 69 466.8 9.7 105.1 93 112.5 182 08/08/03 Per Plan Lot 70 466.1 7.4 105.5 93 112.5 183 08/08/03 Per Plan Lot 71 464.8 10.6 107.1 95 112.5 184 08/08/03 Per Plan Lot 72 465.4 8.2 110.3 98 112.5 185 08/08/03 Per Plan Lot 73 466.7 8.7 107.9 95 112.5 186 08/08/03 Per Plan Lot 74 466.7 8.2 105.1 93 112.5 187 08/08/03 Per Plan Lot 75 466.2 10.1 103.8 92 112.5 188 08/08/03 Per Plan Lot 76 465.9 8.2 108.6 96 112.5 189 08/08/03 Per Plan Lot 20 467.0 8.4 106.1 94 112.5 190 08/08/03 Per Plan Lot 22 467.0 9.4 104.4 92 112.5 191 08/08/03 Per Plan Lot 24 467.0 6.8 105.6 93 112.5 192 08/08/03 Per Plan Lot 26 466.0 10.5 103.2 91 112.5 193 08/08/03 Per Plan Lot 28 464.5 9.1 102.6 91 112.5 194 08/08/03 Per Plan Lot 45 468.5 8.1 I04.0 92 112.5 195 08/08/03 Per Plan Lot 45 470.0 8.0 108.3 96 112.5 196 08/08/03 Per Plan Lot 45 471.0 8.7 107.5 95 112.5 197 08/11/03 Per Plan Lot 65 466.0 6.8 105.0 93 112.5 198 08/11/03 Per Plan Lot 64 465.0 6.3 104.4 92 112.5 199 08/11/03 Per Plan Lot 63 465.0 7.0 102.6 91 112.5 200 08/11/03 Per Plan Lot 1 469.0 8.2 105.8 94 112.5 201 08/11/03 Per Plan Lot 2 472.0 10.4 108.1 96 112.5 202 08/11/03 Per Plan Lot 3 473.0 5.8 106.3 94 112.5 203 08/11/03 Per Plan Lot 4 473.3 8.2 103.6 92 112.5 204 08/11/03 Per Plan Lot 5 473.5 6.5 103.9 92 112.5 205 08/11/03 Per Plan Lot 6 474.0 7.2 107.2 95 112.5 206 08/11/03 Per Plan Lot 7 475.0 7.0 108.7 96 112.5 207 08/11/03 Per Plan Lot 8 475.0 5.9 105.9 94 112.5 208 08/11/03 Per Plan Lot 40 472.5 6.5 104.9 93 112.5 209 08/11/03 Per Plan Lot 41 473.0 7.1 105.1 93 112.5 210 08/11/03 Per Plan Lot 42 473.2 7.2 105.0 93 112.5 August 22, 2003 EARTH SYSTEMS SOUTHWEST REPORT OF RELATIVE COMPACTIONS JOB NAME: Tract 30834, Stone Creek Ranch LOCATION: La Quinta, California JOB NO.: 08589-05 REPORT NO.: 03-09-701 'Pnnn I of 7 Test No Date Tested Description EIevation %Moister Dry DensityRelative i Maximum In Place In Place Compaction Density 211 08/11/03 Per Plan Lot 43 473.0 7.0 108.2 96 112.5 212 08/11/03 Per Plan Lot 44 472.5 5.1 106.4 94 112.5 213 08/14/03 Per PIan Lot 45 472.0 7.7 104.3 92 112.5 214 08/14/03 Per Plan Lot 50 471.0 7.3 106.0 94 112.5 215 08/14/03 Per Plan Lot 51 472.0 7.9 106.2 94 112.5 216 08/14/03 Per Plan Lot 52 472.0 6.1 109.7 97 112.5 217 08/14/03 Per Plan Lot 53 471.4 5.4 107.3 95 112.5 218 08/14/03 Per Plan Lot 59 467.0 5.1 108.4 96 112.5 219 08/14/03 Per Plan Lot 58 466.8 4.9 109.0 96 112.5 220 08/14/03 Per Plan Lot 57 466.6 5.2 106.9 95 112.5 221 08/14/03 Per Plan Lot 9 474.4 6.0 108.7 96 112.5 222 08/15/03 Per Plan Lot 46 470.0 7.6 108.5 96 112.5 223 08/15/03 Per Plan Lot 47 469.0 9.2 103.5 92 112.5 224 08/15/03 Per Plan Lot 48 469.0 8.4 106.7 94 112.5 225 08/15/03 Per Plan Lot 49 470.0 8.2 107.1 95 112.5 226 08/15/03 Per Plan Lot 20 468.0 9.0 107.6 95 112.5 227 08/15/03 Per Plan Lot 21 468.2 7.8 106.4 94 112.5 228 08/15/03 Per Plan Lot 22 468.3 7.1 103.5 92 112.5 229 08/15/03 Per Plan Lot 23 468.2 6.2 109.4 97 112.5 230 08/15/03 Per Plan Lot 24 468.2 6.5 107.0 95 112.5 231 08/15/03 Per Plan Lot 25 467.9 6.9 106.2 94 112.5 232 08/15/03 Per Plan Lot 26 467.3 6.3 104.7 93 112.5 233 08/15/03 Per Plan Lot 27 466.3 7.5 107.1 95 112.5 234 08/15/03 Per Plan Lot 28 465.6 7.8 107.6 95 112.5 BPG = Below Pad Grade FPG = Finish Pad Grade August 22, 2003 EARTH SYSTEMS SOUTHWEST C6 /dIffi 12 13 14 15 16 17 11 18 165 75 1663 161 19 f� b! f / 67 f 57&i 173 �. �j� � 14 Q 5 15 66 74 17 60 5.4 � 76 ? 7 U' PARCEL 1 \ D-6 48 55 r 72 J 22S 137 4 ?ARGCn OF NO, 6377 56 Les 136 x 134 132 ¢7 151W3� PA,4G,EL, Y 15a 135 157 i .. 13-3 4 9 19 152 f (1189'f031� 30I0?) 222 ?y13 $� ! /7EtY175'E 30f.88' g4 �5 9$ 1&; 1547C 9 221 \ fps ,�, I Il 16a 24 21�- 78 B' 84 207 ��1Jso T .Maw' JCS Th( � HE )!89 41'Sf ,' (MZ OF A NRff'tl'tlY Adjacent subdivision 75 v 4 61 ® D2 rtinc.rt prBv�a•�?�) NE4'fl'16'E Sao' (1159 a-16?-) NM'4770Z .Moo 9T 147 92 25 Q�,� �zs 4a 60 223 _ 72 ` 149 28 � I ,93 A 143 42 rtt 12 34 0 nn...nmssr.:sssarnsarr�sr:+in an ssn.-. 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O [M.fSncowl N ' ! ^ . \ h ^� 4 Nt lh r• -- ,6*199 -M,9f,9uvN CC rn f GO � �1 U. M,9l,S� N foo99 Avos{a0w] Q. c� LO C) a Rf co 4) o O C ca °O O �cZE N Kf E ._ N O vow � �Ja tLLJ O O O V � � N O Q GO OC MADISON ESTATES, LLC 437 SOUTH HIGHWAY 101 SOLANA BEACH, CALIFORNIA 92075 FINAL REPORT OF TESTING PERFORMED DURING GRADING OF PADS AND SITE IMPROVEMENTS STONE CREEK RANCH, TRACT 30834 LA QUINTA, CALIFORNIA December 27, 2005 © 2005 Earth Systems Southwest Unauthorized use or copying of this document is strictly prohibited without the express written consent of Earth Systems Southwest. File No.: 08589-05 05-12-823 Earth Systems Southwest 79-8 t 1B Country Club Drive Bermuda Dunes, CA 92203 (760) 345-1588 (800) 924-7015 FAX (760) 345-7315 December 27, 2005 Madison Estates, LLC 437 South Highway 101 Solana Beach, California 92075 Attention: Mr. Steve Cameron Subject: Final Report of Testing Performed during Grading of Pads and Site Improvements Project: Stone Creek Ranch, Tract 30834 La Quinta, California File No.: 08589-05 05-12-823 Submitted herewith is a report of testing performed during the grading of the lake bottoms; wall footings; street subgrade, base, and asphalt; curb and sidewalk subgrade; spandrel and cross gutter subgrade and base; storm drain and utility crossings; and pads on the above referenced project. Results from R-Value testing are also included. Testing was performed as per authorization of Mr. Tom Beatty. Test results are presented on the attached test report sheets with their estimated locations presented by street name and station number and/or plotted on the accompanying plans. Compaction tests were performed in accordance with ASTM D 2922-81, Method A or B; and ASTM D 3017-88 Nuclear Density Test Procedures. The maximum density and optimum moisture were determined in the laboratory in accordance with ASTM D I557-91, Method A or C. Test results are as follows: Soil Description USCS Maximum Density Ontimum Moisture Brown silty Sand, fine grained SM 112.5 pcf 12.5% Gray brown sandy Silt, fine to ML 120.0 pcf 11.0% medium grained Brown silty Sand, fine grained SM 110.0 pcf 13.5% Base -_- 139.0 pcf 6.5% Base --- 134.0 pcf 6.5% Base --- 138.0 pcf 6.0% December 27, 2005 -2- File No.: 08589-05 05-12-823 Soil Description USCS Maximum Densi Optimum Moisture Base --- 130.0 pcf 7.5% Base --- 136.0 pcf 6.0% Gray brown sandy Silt, fine to ML 123.5 pcf 11.0% medium grained Asphalt Base Course --- 143.6 pcf N/A DISCUSSION: 1. The project is located on the north side of Avenue 58, '/2 mile west of Madison Street, in the City of La Quinta, California. 2. Prior to our arrival on August 27, 2003, the bottoms of the lakes had reportedly been prepared for testing (see Figure 1). 3. Prior to our arrivals from August 27 through December 9, 2003, the footings for the perimeter wall had reportedly been excavated and prepared for testing (see Figure 1). 4. Prior to our arrivals from January 28 through November 4, 2004, the street subgrade had reportedly been prepared for testing (see Figure 1). 5. Prior to our arrivals from January 30 through September 11, 2004, the base materials had reportedly been placed and readied for testing (see Figure 2), 6. Prior to our arrival on February 19, 2004, the curb subgrade on Avenue 58 had reportedly been readied for testing (tests presented by station number). 7. Prior to our arrival on February 25, 2004, the storm drain crossings had reportedly been backfilled and readied for testing (see Figure 2). 8. Prior to our arrival on February 27, 2004, the sidewalk subgrade along Avenue 58 had reportedly been readied for testing (see Figure 2). 9. Prior to our arrivals from March 25 through 29, 2004, the cross gutter and spandrel subgrade had reportedly been readied for testing. After testing showed that the subgrade met the minimum required densities, the base materials were placed and readied for testing (see Figure 3). 10. Prior to our arrivals from July 7, 2004 through November 17, 2005, the pads had reportedly been reworked with import fill to bring to finish pad grade and were ready for testing (see Figure 3). 11. Prior to our arrival on August 25, 2004, the utility crossings had reportedly been readied for testing (see Figure 4). EARTH SYSTEMS SOUTHWEST December 27, 2005 - 3 - File No.: 08589-05 05-12-823 12. Prior to our arrival on October 28, 2004, the street subgrade on Avenue 58 had reportedly been readied for testing. Prior to our arrival on October 30, 2004, the base materials had reportedly been placed and readied for testing (locations presented by description). 13. In August 2005, the existing asphalt pavement within the project was removed. The base materials were moisture conditioned and readied for testing. The testing was performed from August 5 through October 19, 2005 (see Figure 4). 14. New asphalt was placed on October 6 and 7, 2005, during which time a representative of ESSW was present to sample the asphalt and take temperatures and random density tests (see Figure 4). 15. As requested, two samples of the bearing soils adjacent to manholes were obtained and tested for R-Value. The testing resulting in R-Values of 56 and 50. 16. A total of 280 compaction tests were performed. 17. After reworking and retesting the areas of low density, test results indicate that a minimum of 90% relative compaction has been obtained within the areas tested in the street and sidewalk subgrade, storm drain and utility crossings, pads, and wall footings; and a minimum of 95% relative compaction has been obtained within the areas tested in the street base, spandrel and cross gutter subgrade and base, and asphalt. 18. The test locations are approximate and were determined by pacing and sighting from prominent field features. In our work, we have relied on topographic and survey information provided by others. 19. Based upon testing from August 27, 2003 through November 17, 2005, it is our opinion that the work performed has met the intent of the ordinances of the City of La Quinta. 20. As used herein, the term "observation" implies only that we observed the progress of work with which we agreed to be involved, and performed tests on which together we based our opinion as to whether the work essentially complies with job requirements. 21. With any manufactured product, there are statistical variations in its uniformity and in the accuracy of tests used to measure its quality. As compared with other manufactured products, field construction usually presents large statistical variations in its uniformity and in the accuracy of test results used to measure its quality. Thus, even with very careful observation and testing, it cannot be said that all parts of the product comply with the job requirements, and the degree of certainty is greater with full-time observation than it is with intermittent observations and testing. Therefore, our opinion based on observing and testing the work means that there is only a statistically -based, reasonable certainty that the work essentially complies with the job requirements. 22. We make no warranty, express or implied, except that our services were performed in accordance with engineering principles generally accepted at this time and location. EARTH SYSTEMS SOUTHWEST December 27, 2005 - 4 - File No.: 08589-05 05-12-823 23. It is recommended that Earth Systems Southwest (ESSW) be provided the opportunity for a general review of any changes to the final design and/or location of the proposed structures in order that earthwork and foundation recommendations may be properly interpreted. If ESSW is not accorded the privilege of making this recommended review, we can assume no responsibility for misinterpretation of our recommendations. 24. This report is issued with the understanding that it is the responsibility of the owner or his representative to ensure that the information and recommendations contained herein are called to the attention of the architect and engineers for the project and are incorporated into the plans and specifications for the project. It is also the responsibility of the owner or his representative to ensure that the necessary steps are taken to see that the general contractor and all subcontractors carry out such recommendations in the field. It is further understood that the owner or his representative is responsible for submittal of this report to the appropriate governing agencies. If there are any questions concerning this report, please do not hesitate to contact this office. Respectfully submitted, EARTH SYSTEMS SOUTHWEST Reviewed by, 60.S(/' —4&&-4ko, Phillip D. Clanton Shelton L. Stringer Supervisory Technician GE 2266 Grading/pdc/sls/reh Q�pf ESS1pN Distribution: 4/Madison Estates, LLC ,� z 1/RC File c, z U) No. 2266 x 2BD File Exp. 6-30-Ofp OTEc4iN�GP�`�P 9 — OF C AL14�P EARTH SYSTEMS SOUTHWEST REPORT OF RELATIVE COMPACTIONS JOB NAME: Tract 30834, Stone Creek Ranch LOCATION: La Quinta, California JOB NO: 08589-05 REPORT NO: 05-12-823 Test No Date Tested Description Elevation %Moisture ry Densi Relative Maximum Station No. In Place In Place Compaction Density Bottom of Lake 1 08/27/03 Per Plan Lake Bottom 3.1 99.3 88 112.5 2 08/27/03 Per Plan Lake Bottom 5.4 105.8 94 112.5 3 08/27/03 Per Plan Lake Bottom 5.1 101.3 90 112.5 4 08/27/03 Per Plan Lake Bottom 4.7 103.5 92 112.5 5 08/27/03 Per Plan Lake Bottom 3.9 105.9 94 112.5 6 08/27/03 Per Plan Lake Bottom 3.6 103.8 92 112.5 Wall Footings 1 08/27/03 Per Plan Lot 37 BOF 4.2 102.4 91 112.5 2 08/27/03 Per Plan Lot 36 BOF 3.1 101.6 90 112.5 3 08/27/03 Per Plan Lot 35 BOF 3.0 101.3 90 112.5 4 08/27/03 Per Plan Lot 34 BOF 4.4 103.7 92 112.5 5 08/27/03 Per Plan Lot 33 BOF 3.5 101.3 90 112.5 6 08/27/03 Per Plan Lot 32 BOF 3.7 101.5 90 112.5 7 08/27/03 Per PIan Lot 31 BOF 4.2 101.9 91 112.5 8 08/29/03 Per Plan Lot 31 BOF 4.6 104.9 93 112.5 9 08/29/03 Per Plan Lot 31 BOF 8.2 105.8 94 112.5 10 08/29/03 Per Plan Lot 30 BOF 5.0 105.9 94 112.5 11 09/04/03 Per Plan Lot 1 BOF 17.0 105.3 94 112.5 12 09/04/03 Per Plan Lot 2 BOF 16.5 106.9 95 112.5 13 09/04/03 Per Plan Lot 3 BOF 15.3 107.3 95 112.5 14 09/25/03 Per Plan BOF 9.6 101.3 90 112.5 15 09/25/03 Per Plan BOF 9.1 102.4 91 112.5 16 09/25/03 Per Plan BOF 11.4 105.8 94 112.5 17 12/09/03 Per Plan BOF 10.9 109.3 97 112.5 18 12/09/03 Per Plan BOF 11.3 107.8 96 112.5 19 12/09/03 Per Plan BOF 12.1 107.7 96 112.5 Street Subgrade 1 01/28/04 Ave. 58 WB 7+50 SG 8.7 114.9 96 120.0 2 01/28/04 Ave. 58 WB 4+50 SG 10.2 116.9 97 120.0 3 01/28/04 Ave. 58 WB 1+50 SG 10.6 117.5 98 120.0 4 01/28/04 Ave. 58 WB 72+50 SG 1 10.2 115.1 1 96 120.0 December 27, 2005 EARTH SYSTEMS SOUTHWEST REPORT OF RELATIVE COMPACTIONS JOB NAME: Tract 30834, Stone Creek Ranch JOB NO: 08589-05 LOCATION: La Quinta, California REPORT NO: 05-12-823 Page 2 of IO Test No Date Tested Description Elevation %Moisture ry Densi Relative Maximum Station No. In Place In Place Compaction Density 5 01/28/04 Ave. 58 WB 75+50 SG 9.7 116.3 97 120.0 6 01/28/04 Ave. 58 WB 78+00 SG 10.8 I15.0 96 120.0 7 04/01/04 Old Ranch Tr. SG 7.4 108.9 97 112.5 8 04/01/04 Old Ranch Tr. SG 7.0 110.7 98 112.5 9 04/01/04 Old Ranch Tr. SG 6.7 109.8 98 112.5 10 04/01/04 Old Ranch Tr. SG 8.1 111.0 99 112.5 11 04/01/04 Old Ranch Tr. SG 6.5 110.5 98 112.5 12 04/02/04 Stone Creek East SG 8.2 108.7 97 112.5 13 04/02/04 Stone Creek East SG 8.3 111.2 99 112.5 14 04/02/04 Stone Creek East SG 9.1 109.8 98 112.5 15 04/02/04 Stone Creek East SG 7.0 109.2 97 112.5 16 04/02/04 Stone Creek East SG 6.4 109.4 97 112.5 17 04/02/04 Stone Creek East SG 7.7 110.6 98 112.5 18 04/05/04 Stone Creek West SG 8.5 108.7 97 112.5 19 04/05/04 Stone Creek West SG 6.6 110.0 98 112.5 20 04/05/04 Stone Creek West SG 8.1 109.2 97 112.5 21 04/05/04 Stone Creek West SG 6.6 107.4 95 112.5 22 04/05/04 Stone Creek West SG 7.2 109.3 97 112.5 23 04/05/04 Avenue 58 Entry SG 6.7 107.1 95 112.5 24 04/05/04 Avenue 58 Entry SG 5.9 106.9 95 112.5 25 06/18/04 Per Plan SG 11.5 106.2 97 110.0 26 06/18/04 Per Plan SG 9.6 105.0 95 110.0 27 06/18/04 Per PIan SG 8.1 104.6 95 110.0 28 06/18/04 Per Plan SG 10.1 105.5 96 110.0 29 06/18/04 Per Plan SG 13.1 106.7 97 110.0 30 06/18/04 Per Plan SG 8.7 105.4 96 110.0 31 06/18/04 Per Plan SG 9.9 104.5 95 110.0 32 07/14/04 Per Plan SG 6.9 107.4 98 110.0 33 07/14/04 Per Plan SG 7.1 108.5 99 110.0 34 07/14/04 Per Plan SG 6.8 109.1 99 110.0 35 07/14/04 Per Plan SG 5.9 106.3 97 110.0 36 07/14/04 Per Plan SG 7.2 106.5 97 110.0 37 07/14/04 Per Plan SGI 8.1 107.2 97 110. I December 27, 2005 EARTH SYSTEMS SOUTHWEST REPORT OF RELATIVE COMPACTIONS JOB NAME: Tract 30834, Stone Creek Ranch JOB NO: 08589-05 LOCATION: La Quinta, California REPORT NO: 05-12-823 Page 3 of 10 Test No Date Tested Description Elevation %Moisture ry Density Relative Maximum Station No. In Place In Place Compaction Density 38 09/09/04 Per Plan 1.0 BSG 5.8 105.0 93 112.5 39 09/09/04 Per Plan 1.0 BSG 10.1 108.8 97 112.5 40 09/10/04 Ave. 58 North Side SG 12.2 102.2 91 112.5 41 09/10/04 Ave. 58 North Side SG 10.6 103.8 92 112.5 42 09/10/04 Ave. 58 North Side SG 8.9 102.5 91 112.5 43 09/10/04 Ave. 58 North Side SG 10.5 101.3 90 112.5 44 11/15/04 Per Plan SG 7.7 106.3 94 112.5 45- 11/15/04 Per Plan SG 7.2 104.7 93 112.5 46 11/15/04 Per Plan SG 8.5 107.2 95 112.5 47 11/15/04 Per Plan 2.0 BSG 6.4 103.3 92 112.5 48 11/15/04 Per Plan 2.0 BSG 8.2 105.1 93 112.5 49 11/15/04 Per Plan 2.0 BSG 7.1 102.7 91 112.5 50 11/15/04 Per Plan 2.0 BSG 7.3 105.3 94 112.5 Street Base 1 01/30/04 Ave. 58 7+00 Base 3.2 134.6 97 139.0 2 01/30/04 Ave. 58 4+00 Base 4.5 132.6 95 139.0 3 01/30/04 Ave. 58 1+00 Base 4.8 133.4 96 139.0 4 01/30/04 Ave. 58 73+50 Base 5.0 136.8 98 139.0 5 01/30/04 Ave, 58 76+50 Base 3.8 134.3 97 139.0 6 01/30/04 Ave. 58 78+50 Base 4.1 133.8 96 139.0 7 02/27/04 Per Plan Base 2.5 131.6 98 134.0 8 02/27/04 Per Plan Base 2.5 133.4 99 134.0 9 02/27/04 Per Plan Base 1.8 127.7 95 134.0 10 04/06/04 Per Plan Base 3.9 132.2 95 139.0 11 04/06/04 Per Plan Base 4.3 132.6 95 139.0 12 04/06/04 Per Plan Base 5.1 132.8 96 139.0 13 04/06/04 Per Plan Base 4.3 133.5 96 139.0 14 04/07/04 Per Plan Base 3.9 133.8 96 139.0 15 04/07/04 Per Plan Base 4.2 133.3 96 139.0 16 04/07/04 Per Plan Base 5.1 136.0 98 139.0 17 04/07/04 Per Plan Base 4.0 135.7 98 139.0 18 04/07/04 Per Plan Base 4.9 134.1 1 96 139.0 December 27, 2005 EARTH SYSTEMS SOUTHWEST REPORT OF RELATIVE COMPACTIONS JOB NAME: Tract 30834, Stone Creek Ranch LOCATION: La Quinta, California JOB NO: 08589-05 REPORT NO: 05-12-823 V- A -f I th Test No Date Tested Description Elevation /oMoisture Dry Densiq s N V � Vl AV Relative Maximum Station No. In Place In Place Compaction Density 19 04/07/04 Per Plan Base 4.4 133.7 96 139.0 20 04/07/04 Per Plan Base 4.3 132.5 95 139.0 21 04/07/04 Per Plan Base 3.9 136.5 98 139.0 22 04/07/04 Per Plan Base 5.0 135.8 98 139.0 23 04/07/04 Per Plan Base 3.7 133.1 96 139.0 24 07/16/04 Per Plan Base 3.4 127.4 95 134.0 25 07/16/04 Per Plan Base 5.2 130.1 97 134.0 26 07/16/04 Per Plan Base 4.3 128.7 96 134.0 27 07/16/04 Per Plan Base 4.9 127.9 95 134.0 28 08/04/04 Per Plan Base 6.2 132.3 96 138.0 29 08/04/04 Per Plan Base 5.9 132.7 96 138.0 30 08/04/04 Per Plan Base 6.6 133.1 96 138.0 31 08/17/04 Per Plan Base 6.6 123.9 95 130.0 32 08/17/04 Per Plan Base 3.9 127.0 98 130.0 33 08/17/04 Per Plan Base 3.6 124.8 96 130.0 34 08/17/04 Per Plan Base 3.8 125.9 97 130.0 35 08/17/04 Per Plan Base 3.0 124.8 96 130.0 36 08/17/04 Per Plan Base 4.5 125.1 96 130.0 37 08/17/04 Per Plan Base 3.8 126.0 97 130.0 38 08/17/04 Per Plan Base 3.0 125.8 97 130.0 39 08/17/04 Per Plan Base 4.2 124.3 96 130.0 40 08/25/04 Per Plan Base 7.4 127.3 95 134.0 41 08/25/04 Per Plan Base 8.6 127.8 95 134.0 42 08/25/04 Per Plan Base 7.1 128.4 96 134.0 43 08/27/04 Per Plan Base 4.7 129.4 97 134.0 44 08/27/04 Per Plan Base 4.4 130.2 97 134.0 45 08/27/04 Per Plan Base 5.0 128.0 96 134.0 46 08/27/04 Per Plan Base 5.3 130.3 97 134.0 47 08/27/04 Per Plan Base 3.8 127.3 95 134.0 48 08/27/04 Per Plan Base 4.2 127.6 95 134.0 49 08/27/04 Per Plan Base 3.9 127.3 95 134.0 December 27, 2005 EARTH SYSTEMS SOUTHWEST REPORT OF RELATIVE COMPACTIONS JOB NAME: Tract 30834, Stone Creek Ranch LOCATION: La Quinta, California JOB NO: 08589-05 REPORT NO: 05-12-823 pnoPSnfIa Test No Date Tested Description Elevation /oMoisture ry Densiq Relative ^Maximun Station No. In Place In Place Compaction Density 50 08/30/04 East Entry Base 4.3 134.2 97 138.0 51 08/30/04 East Entry Base 5.0 133.9 97 138.0 52 09/10/04 Avenue 58 Base 6.0 129.7 95 136.0 53 09/10/04 Avenue 58 Base 5.1 132.4 97 136.0 54 09/11/04 Avenue 58 Base 8.9 129.1 96 134.0 55 09/11/04 Avenue 58 Base 10.7 127.6 95 134.0 56 09/11/04 Avenue 58 Base 5.4 130.2 97 134.0 57 09/11/04 Avenue 58 Base 10.2 127.8 95 134.0 _Curb Subgrade 1 02/19/04 Avenue 58 49+00 SG 13.4 101.7 90 112.5 2 02/19/04 Avenue 58 52+00 SG 7.2 102.3 91 112.5 3 02/19/04 Avenue 58 54+00 SG 12.6 101.3 90 112.5 4 02/19/04 Avenue 58 56+00 SG 13.2 101.4 90 112.5 5 02/19/04 Avenue 58 59+50 SG 12.4 101.3 90 112.5 Storm Drain Crossings 1 02/25/04 Stone Creek Tr. E Lot 63/64 0.5 BSG 8.7 105.1 93 112.5 2 02/25/04 Stone Creek Tr. E Lot 66 0.5 BSG 8.3 106.9 95 112.5 3 02/25/04 Stone Creek Tr. E Lot 56/57 0.5 BSG 10.5 103.5 92 112.5 Sidewalk Subgrade 1 02/27/04 Per Plan SG 2.7 103.0 92 112.5 2 02/27/04 Per Plan SG 4.6 104.6 93 112.5 3 02/27/04 Per Plan SG 8.9 105.9 94 112.5 4 02/27/04 Per Plan SG 10.3 102.0 91 112.5 5 02/27/04 Per Plan SG 9.4 111.5 99 112.5 6 02/27/04 Per Plan SG 8.2 97.1 86* 112.5 7 02/27/04 Retest #6 6.6 103.0 92*** 112.5 8 02/27/04 Per Plan SG 7.6 108.6 97 112.5 9 02/27/04 Per Plan SG 7.7 103.1 92 112.5 Spandrel & Cross Gutter Subgrade 1 03/25/04 Per Plan SG 7.9 106.8 95 112.5 2 03/25/04 Per Plan SG 7.0 107.9 96 112.5 3 03/25/04 Per Plan SG 8.1 107.0 95 112.5 December 27, 2005 EARTH SYSTEMS SOUTHWEST REPORT OF RELATIVE COMPACTIONS JOB NAME: Tract 30834, Stone Creek Ranch JOB NO: 08589-05 LOCATION: La Quinta, California REPORT NO: 05-12-823 Pa e6of10 Test No Date Tested Description Elevation %Moisture Dry Densi Relative Maximum Station No. In Place In Place Compaction Density 4 03/25/04 Per Plan SG 9.4 96.5 86* 112.5 5 03/25/04 Per Plan SG 8.9 95.3 85* 112.5 6 03/26/04 Retest #4 8.2 107.0 95*** 112.5 7 03/26/04 Retest #5 9.4 106.8 95*** 112.5 8 03/26/04 Per Plan SG 6.0 107.8 96 112.5 9 03/26/04 Per Plan SG 5.5 106.4 95 112.5 10 03/26/04 Per Plan Base 6.8 129.6 95 136.0 11 03/26/04 Per Plan Base 7.1 129.9 96 136.0 12 03/26/04 Per Plan Base 6.0 129.8 95 136.0 13 03/26/04 Per Plan Base 5.8 130.1 96 136.0 14 03/26/04 Per Plan Base 7.1 128.3 94 136.0 15 03/29/04 Per PIan SG 7.0 108.5 96 112.5 16 03/29/04 Per Plan SG 7.1 106.9 95 112.5 17 03/29/04 Per Plan Base 6.8 128.6 95 136.0 18 03/29/04 Per Plan Base 7.2 128.3 94 136.0 Pads 1 07/07/04 Per Plan Lot 11 464.5 6.2 101.3 90 112.5 2 07/07/04 Per Plan Lot 13 466.0 6.9 103.5 92 112.5 3 07/07/04 Per Plan Lot 15 466.0 7.5 102.9 91 112.5 4 07/07/04 Per Plan Lot 17 466.0 7.1 105.6 94 112.5 5 07/07/04 Per Plan Lot 19 466.0 6.8 103.3 92 112.5 6 07/07/04 Per Plan Lot 18 467.0 9.9 105.1 93 112.5 7 07/07/04 Per Plan Lot 16 467.0 8.2 101.5 90 112.5 8 07/07/04 Per Plan Lot 14 467.0 8.9 106.0 94 112.5 9 07/07/04 Per Plan Lot 12 466.0 10.1 104.4 93 112.5 10 07/07/04 Per Plan Lot 10 464.5 9.3 103.7 92 112.5 11 07/08/04 Per Plan Lot 11 465.0 6.9 101.3 90 112.5 12 07/08/04 Per Plan Lot 13 467.0 9.4 102.5 91 112.5 13 07/08/04 Per Plan Lot 15 467.0 7.6 101.8 90 112.5 14 07/08/04 Per PIan Lot 17 467.0 7.6 105.9 94 112.5 15 07/08/04 Per Plan Lot 19 467.0 8.3 101.6 90 112.5 16 07/09/04 Per Plan 7.5 95.8 87* 110.0 17 07/09/04 Per PIan 6.5 96.8 1 88* 110.0 December 27, 2005 EARTH SYSTEMS SOUTHWEST REPORT OF RELATIVE COMPACTIONS JOB NAME: Tract 30834, Stone Creek Ranch JOB NO: 08589-05 LOCATION: La Quinta, California REPORT NO: 05-12-823 Pa e 7 of 10 Test No Date Tested Description Elevation %Moisture Dry Density Relative Maximum Station No. In Place In Place Compaction Density 18 07/09/04 Per Plan 10.2 99.6 91 110.0 19 07/09/04 Per Plan 9.0 100.2 91 110.0 20 07/09/04 Per Plan 7.8 99.0 90 110.0 21 07/09/04 Per Plan 8.3 99.3 90 110.0 22 07/09/04 Per Plan 10.0 99.5 90 110.0 23 07/09/04 Per Plan 9.6 100.5 91 110.0 24 07/09/04 Retest # 16 10.4 99.2 90*** 110.0 25 07/09/04 Retest # 17 11.1 99.8 9l * * * 110.0 26 08/13/04 Per Plan Lot 56 FPG 6.9 103.6 94 110.0 27 08/13/04 Per Plan Lot 55 FPG 10.8 109.6 100 110.0 28 08/13/04 Per Plan Lot 54 FPG 11.8 100.0 91 110.0 29 09/13/05 Per Plan Lot 10 PG 6.1 103.6 92 112.5 30 09/13/05 Per Plan Lot 11 PG 3.8 105.2 94 112.5 31 09/13/05 Per Plan Lot 11 PG 5.6 101.1 90 112.5 32 09/13/05 Per Plan Lot 12 PG 4.3 102.8 91 112.5 33 09/13/05 Per Plan Lot 13 PG 7.8 105.8 94 112.5 34 09/13/05 Per Plan Lot 14 PG 6.8 103.4 92 112.5 35 09/13/05 Per Plan Lot 14 PG 5.2 101.5 90 112.5 36 09/13/05 Per Plan Lot 15 PG 4.6 107.1 95 112.5 37 09/13/05 Per Plan Lot I6 PG 7.5 106.7 95 112.5 38 09/13/05 Per Plan Lot 17 PG 8.2 101.4 90 112.5 39 09/13/05 Per Plan Lot 17 PG 6.4 104.2 93 112.5 40 09/13/05 Per Plan Lot 18 PG 5.1 105.9 94 112.5 41 11/17/05 Per Plan Lot 19 FPG 7.1 112.1 93 120.0 42 11/17/05 Per Plan Lot 19 FPG 8.4 109.6 91 120.0 43 11/17/05 Per Plan Lot 19 FPG 7.9 115.2 96 120.0 44 11/17/05 Per Plan Lot 19 FPG 6.3 112.5 94 120.0 45 11/17/05 Per Plan Lot 19 FPG 7.5 116.4 97 120.0 Utility Crossing 1 08/25/04 Per Plan SG 8.9 108.4 96 112.5 2 08/25/04 Per Plan SG 10.3 107.3 95 112.5 3 08/25/04 Per Plan SG 12.1 107.9 96 112.5 4 08/25/04 Per Plan Base 6.9 127.3 95 134.0 December 27, 2005 EARTH SYSTEMS SOUTHWEST REPORT OF RELATIVE COMPACTIONS JOB NAME: Tract 30834, Stone Creek Ranch JOB NO: 08589-05 LOCATION: La Quinta, California REPORT NO: 05-12-823 Page 8 of 10 Test No Date Tested Description Elevation %Moisture Dry Density Relative Maximum Station No. In Place In Place Compaction Density Street Subgrade 1 10/28/04 Avenue 58 SG 7.8 104.1 95 110.0 2 10/28/04 Avenue 58 SG 4.8 123.2 100 123.5 3 10/30/04 Avenue 58 FPG 6.7 133.6 96 139.0 4 10/30/04 Avenue 58 FPG 4.7 135.1 97 139.0 5 10/30/04 Avenue 58 FPG 5.8 132.8 96 139.0 Street Base 1 08/05/05 Stone Creek Tr. Base 2.4 124.3 93* 134.0 2 08/05/05 Stone Creek Tr. W Base 3.1 123.1 92* 134.0 3 08/05/05 Stone Creek Tr. W Base 3.3 127.6 95 134.0 4 08/05/05 Stone Creek Tr. W Base 2.9 124.8 93* 134.0 5 08/05/05 Stone Creek Tr. E Base 2.6 127.4 95 134.0 6 08/05/05 Palo Verde Place Base 1.8 124.8 93* 134.0 7 08/05/05 Old Ranch Tr. N Base 3.6 130.6 97 134.0 8 08/05/05 OId Ranch Tr. S Base 2.8 127.8 95 134.0 9 08/05/05 Old Ranch Tr. S Base 2.6 122.8 92* 134.0 10 08/05/05 Stone Creek Tr. E Base 2.1 127.0 95 134.0 11 08/29/05 Retest #1 3.2 128.6 96*** 134.0 12 08/29/05 Retest #2 3.6 127.3 95*** 134.0 13 08/29/05 Retest #4 4.3 127.5 95*** 134.0 14 08/29/05 Retest #6 4.4 122.8 92** 134.0 15 08/29/05 Retest #9 3.5 129.1 96*** 134.0 16 08/29/05 Stone Creek Ct. Base 3.8 127.3 95 134.0 17 08/29/05 Stone Creek Tr. N Base 3.1 126.9 95 134.0 18 08/29/05 Stone Creek Tr. N Base 3.7 128.2 96 134.0 19 08/29/05 Stone Creek Tr. N Base 4.2 127.7 95 134.0 20 09/ 13/05 Retest # 14 2.8 127.3 95*** 134.0 21 09/13/05 Per Plan Base 3.6 128.5 96 134.0 22 09/28/05 Per Plan Base 4.0 124.0 95 130.0 23 09/28/05 Per Plan Base 4.5 126.0 97 130.0 24 09/28/05 Per Plan Base 3.6 126.0 97 130.0 25 09/28/05 Per Plan Base 4.1 125.0 96 130.0 26 09/28/05 Per Plan Base 4.3 124.0 95 130.0 December 27, 2005 EARTH SYSTEMS SOUTHWEST REPORT OF RELATIVE COMPACTIONS JOB NAME: Tract 30834, Stone Creek Ranch LOCATION: La Quinta, California JOB NO: 08589-05 REPORT NO: 05-12-823 Pomp () '"f M Test No Date Tested I Description Elevation %Moisture Dry Density Relative Maximum Station No. In Place In Place Compaction Density 27 09/28/05 Per Plan Base 6.1 124.0 95 130.0 28 09/28/05 Per Plan Base 4.1 127.0 98 130.0 29 09/28/05 Per Plan Base 5.2 125.0 96 130.0 30 10/05/05 Stone Creek Tr. Base 4.5 124.0 95 130.0 31 10/05/05 Stone Creek Tr. Base 4.1 128.0 98 130.0 32 10/05/05 Stone Creek Tr. Base 3.8 125.0 96 130.0 33 10/05/05 Stone Creek Tr. Base 5.2 125.0 96 130.0 34 10/05/05 Stone Creek Tr. Base 3.5 127.0 98 130.0 35 10/05/05 Stone Creek Tr. Base 1.9 125.0 96 130.0 36 10/05/05 Stone Creek Tr. Base 6.1 126.0 97 130.0 37 10/05/05 Stone Creek Tr. Base 5.0 124.0 95 130.0 38 10/05/05 Stone Creek Tr. Base 4.6 124.0 95 130.0 39 10/05/05 Stone Creek Tr. Base 5.2 127.0 98 130.0 40 10/05/05 Stone Creek Tr. Base 3.1 126.0 97 130.0 41 10/05/05 Stone Creek Tr. Base 3.6 126.0 97 130.0 42 10/19/05 Per Plan Base 4.8 130.0 97 134.0 43 10/19/05 Per Plan Base 7.6 131.0 98 134.0 44 10/19/05 Per Plan Base 7.1 130.0 97 134.0 45 10/19/05 Per Plan Base 5.9 133.0 99 134.0 46 10/19/05 Per Plan Base 6.2 129.0 96 134.0 47 10/19/05 Per Plan Base 6.0 129.0 96 134.0 Street Sub r ade 1 09/13/05 Stone Creek Tr. SG 7.2 108.7 97 112.5 2 09/13/05 Stone Creek Tr. SG 6.8 110.8 98 112.5 3 09/13/05 Stone Creek Tr. SG 5.3 109.8 98 112.5 4 09/13/05 Old Ranch Tr. SG 8.4 109.5 97 112.5 5 09/13/05 Old Ranch Tr. SG 8.6 108.5 96 112.5 6 09/13/05 Old Ranch Tr. SG 7.1 107.2 95 112.5 7 09/13/05 Old Ranch Tr. SG 6.6 107.4 95 112.5 Asphalt Base Course 1 10/07/05 Per Plan AC n/a 139.1 97 143.6 2 10/07/05 Per Plan AC n/a 142.3 99 143.6 3 10/07/05 Per Plan AC n/a 142.0 99 143.6 December 27, 2005 EARTH SYSTEMS SOUTHWEST REPORT OF RELATIVE COMPACTIONS JOB NAME: Tract 30834, Stone Creek Ranch LOCATION: La Quinta, California JOB NO: 08589-05 REPORT NO: 05-12-823 Test No Date Tested Description Elevation %Moisture 1 N v 1 V V l •. V Dry Density Relative Maximum Station No. In Place In Place Compaction Density 4 10/07/05 Per Plan AC n/a 142.6 99 143.6 5 10/07/05 Per Plan AC n/a 143.0 99 143.6 AC = Asphalt Cap BOF = Bottom of Footing BSG = Below Subgrade FPG = Finish Pad Grade PG = Pad Grade SG = Subgrade WB = Westbound * = Failing Test * * = Failing Retest *** = Passing Retest December 27, 2005 EARTH SYSTEMS SOUTHWEST �� /, A a Stonecreek File No.: 08589-05 RESISTANCE 'R' VALUE AND EXPANSION PRESSURE ASTM D 2844-0I December 5, 705 Manhole, Stonecreek Court / Stonecreek Trail Court Olive Brown Silty Sand (SM) Specified Traffic Index: 5.0 EXUDATION PRESSURE CHART 9 8 7 6 W 50 D a C4 40 30 20 10 0 $00 700 600 500 400 300 200 100 0 EXUDATION PRESSURE, psi Dry Density @ 300 psi Exudation Pressure: 114.6-pcf %Moisture @ 300 psi Exudation Pressure: 12.2% R-Value - Exudation Pressure: 60 R-Value - Expansion Pressure: 56 R-Value @ Equilibrium: 56 EXPANSION PRESSURE CHART COVER THICKNESS BY EXPANSION PRESSURE, ft Earth Systems Southwest Stonecreek File No.: 08589-05 RESISTANCE 'R'VALUE AND EXPANSION PRESSURE ASTM D 2844-01 December 5, 2005 Manhole, Palo Verde Place / Stonecreek Trail Court Olive Brown Silty Sand (SM) Specified Traffic Index: 5.0 EXUDATION PRESSURE i J 70- J, j 60 1-4-11. ZL I IJ so. If - I " il..T J 4 41 0- .- i A k1j. 30- 20. 41-kL 444 10 A k J JJ J J 0. &bDA'H0K4f&ESWREZ,0p%i 100 0 W-A Mr. U 0.4 0.2 (.0 Dry Density @ 300 psi Exudation Pressure: 115.9-pcf %Moisture @ 300 psi Exudation Pressure: 12.4% R-Value - Exudation Pressure: 64 R-Value - Expansion Pressure: 50 R-Value @ Equilibrium: 50 M. W:&A WW" 9 E I Laura 11IMEM MEN INESSEEMEN EMENEENNEW MWA Im MIWA MWA Now 0 E on H=IMEEI EWA MA no 0.0 M-VEWTHIU(NE&S BY IAPANSIONIFIRESWREM 2.0 Earth Systems Southwest t2 t3 t4 t5 t6 t7 t1 18 19 '° Jrt 52 19 18 3I 50 53 32 54 49 48 a 55 w STONE CREEK 56 N I 30 20 ";'COUR- 1❑2 x 47 g V 7 46 58 5� \ 59 O 33 29 34 45 2 PA VERD 9 OURT 'b 20 21 22 23 24 25 19 � 44 60 s OIL D RAN H TRA L NOR 26 61 62 43 _ I' ' El 74 73 27 H 42 El 76 75 x 72 28 6 4 3s Estimated Test Location 6 41 El El Zi ,� Q = Street Subgrade I 16 = Bottom of lake .5 � " 4Q 66 67 66 69 70 2 15 37 n 3 14 O = Wall Footings r, 4 19 10, 23 OL RANC TRAI SOUT 9 zs Figure 1 3 2 38 36 35 34 $3 32 3 3 COMPACTION MAP 13 An�-- 11 z4 8 1 2 3 6 7 Tract 30834 Stone Creek ow 43 42 47 O 48 q n O 46 _ 4 z 41 40 La Quinta, California OEarth Systes mSouthwest 12/27/05 1 File No.: 08589-05 167 68 69 70 N Estimated Test Location 0 = Street Base M1 = Storm Drain O= Sidewalk Subgrade Figure 2 0 Estimated Test Location O= Storm Drain 1 = Pads I = Spandrel & Cross Gutter Figure 3 11 18 t0 51 52 19 53 54 54 49 55 w 48 a I 47 STONE CREEK 56 R `'COWA x 47 V 46 58 5 a 46 59 45 9 PA VERD OURT 6 Z= � 20 21 ; 22a 23 24 25 37 45 44 0 60 O D. RAN - TRI L NOR 26 F"! 4 r 62 3 7{ 28 ti y 8 3 13 43 _ 27 , 74 73 7 H ` 44 .42 76 T5 7L 6 - x 28 R W 38 41 6 } / 6 -- 4 q9 ' 41 OL RANC TRA SOUT 3� 3 2 88 37 36 �35 34 $3 32 30 N _ 58 TH _ . _ - -AVENUE Estimated Test Location = Asphalt a = Utility Crossing Figure 4 COMPACTION MAP Tract 30834 Stone Creek La Quinta, California Earth Systems W Southwest 12/27/05 1 File No.: 08589-05