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BRES2016-0190 Geotechnical Investigation 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 800 E. Florida Avenue, Hemet, CA 92543 (951) 766-8777 Fax (951) 766-8778 June 6, 2016 Project No. 544-16139 16-06-224 Mr. Bob Safai c/o Hayer Architecture, Inc. 445 Marine View Avenue, Suite 280 Del Mar, California 92014 Project: Proposed Custom Residence Ross Avenue, Lot 5A The Madison Club — La Quinta, California Subject: Soluble Sulfate Content Ref: Geotechnical Investigation Report prepared by Sladden Engineering dated January 28, 2005; .Project No. 544-4810, Report No. 05-01-101 Report of Testing and Observation During Rough Grading prepared by Sladden Engineering dated March 2, 2006; Project .No. 522-4810; Report No. 06-02-120 As requested, we have reviewed the geotechnical update report prepared for the subject property located at Ross Avenue, Lot 5A located within the Madison Club residential development with respect to soluble sulfate content as it relates to selecting appropriate concrete mix designs. Laboratory testing indicated soluble sulfate content of 3100 ppm (0.31 percent) that corresponds with the "severe" exposure category in accordance with Table 3 of ACl 318-08 Chapter 9 .ln accordance with ACI 318-08, special sulfate resistant concrete mix designs will be required for structural concrete on this project. Structural concrete in contact with soil should have a minimum compressive strength of. 4500 psi and maximum water/cement content of 0.45. A copy of the laboratory test results is attached. If you have ques undersigned. Respectfully su -rqi. SLA DEN r Yl Brett i,;-q Soli, Principal EngT6 er Letter/clb =,S-r ,g--ir {ing this ,d ,4 r Copies: 4 / Mr. Bob Safai _ letter or the referenced report, please contact the Sladden Engineering 6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 45090 Golf Center Pkvry, Suite F, Indio, CA 92201 (760) 863-0713 Fax (760) 863-0847 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Date: June 6, 2016 Account No.: 544-16139 Customer: Mr. Bob Safai c/o Hayer Architecture, Inc Location: Ross Avenue, Lot 5A, La Quinta Sulfate Series Analytical Report Soluble Sulfates per CA 417 pprn 3100 Soluble Chloride per CA 422 ppm FIZi7 Sulfate 544-16139 060616 'TABLE 19=A-2—REQUIREMENTS FOR SPECIAL EXPOSURE CONDMONS' ' 1•Wx11.iU},t .. i�'dFt A0,EIGii7' • • WATER-tEI.IENif1�U5 ,• = -.U(; 1`jYJVGLiT MATERIAL19- RA. &,, AGGFIEGA7E�•ORC' • EY.P45URECl7Ht3rf]OH •VIQGhM??IbRPIAL;WEIGHT. k- = =G EGATE COHCp. w"•psl:,; . COgCCCLC intended IO 1rdVe lowperme(Bl]ility When x ➢.00084-f¢e 1[Pn _ rxposed to water Concre4e txpo4cd Iq'frecxipg y1 0S0 d th2LWing in 400J a moist condition or to deicing nc�m{cats 0.45 For corrosion protection for refnfarccd 4,500 concrete exposed Lo Chlorides from dcidng r-harnicals, salts or braait5.s'h +.vatcr, orsprayfrarn lj)tSc'sQUMex • 0•`� • 5,000 TABLET 19-A-3—R,EQUIREPAEwsT FOR CONCRETE EXPOSED TO SU4�1i7E=CQNTAIIJ{NSOL=U�T4iiS ' NORMAL -WEIGHT - :AGGREGATE _ AGt}REG.ATE - CONCRETE �; �11.Iar- • MTEP, soE.UALE CemanUaous - r� •HARriBfr - - - •V a'Icht a d SULFATE - WtnrlalraRPetlnrby'. _•Whhve h!- St�,j.G! Sf3UL htr.y SULFATE A�RC� Mj[" EBY SULFA E(SO4)IN fh*MII-WI;0*- EXPOSURE 4Y>~]GlfF A➢➢tsyata -A4➢ta�jala, . Canerctq:pafe . - WATcR, PPr^ CEMEF4TTYPE Co+)rrctar NegIigibin x D.005B9'iarl.iPa _ O.DO 0.10 0-150 ModeLatcz, 0.10-020 L50-1,500 II, IP(MS). JS 030 4,000 (MS) Scvcrc 0,20-2570 L S40 i'4,000 y 0.45 4,500 irerx SCYCCG OYV plus tr2.00 Over • P . • •0.45 • poarolzns 4,500 I� fawcr�wrxtcrcrraantitiaus mstcrials ratio gchigjtirrsitcrrgth may b, LQr low crcrn7cabiFity of forprntrxtiaa ' ugxins[ carrasion of crrbuldccl;toms or frr�ing and tt�awiizg[Iahk L9- L 2)_ Scawarc� • Poaa[sn that has t xa detetrryirud by trS[ tar strvirc trrard improve L-drUn g "i ypc: V cement to sui Frtc r� u[asxec when used ire concrete con- 2-264 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 800 E. Florida Avenue, Hemet, CA. 92543 (951) 766-8777 Fax (951) 766-8778 May 31, 2016 Project No. 544-16139 16-05-217 Mr. Bob Safai c/o Hayer Architecture 445 Marine View Avenue, Suite 280 Del Mar, California 92014 Subject: Geotechnical Update Project: Proposed Custom Residence Ross Avenue, Lot 5A The Madison Club La Quinta, California Ref: Geotechnical Investigation Report prepared by Sladden Engineering dated January 28, 2005; Project No. 544-4810, Report No. 05-01-101 Report of Testing and Observation During Rough Grading prepared by Sladden Engineering dated March 2, 2006; Project No. 522-4810; Report No. 06-02-120 As requested, we have reviewed the above referenced geotechnical reports as they relate to the design and construction of the proposed custom residence to be to be constructed at Ross Avenue, Lot 5A within the Madison Club development in the City of La Quinta, California, It is our understanding that the proposed residential structure will be of relatively lightweight wood - frame construction and will be supported by conventional shallow spread footings and concrete slabs on grade. The subject lot was previously graded during the rough grading of the Madison Club project site. The rough grading included recompaction of the native surface soil along with the placement of engineered fill material to construct the building pads. The site grading is summarized in the referenced report of Testing and Observation During Rough Grading along with the compaction test results. Because the Iot has been previously rough graded, the remedial grading required at this time should be minimal provided that the building area that falls within the previously assumed building envelope. The building 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 prior to fill placement. The previously removed soil and any fill material should be placed in thin lifts at near optimum moisture content and compacted to at least 90 percent relative compaction. Sladden Engineering May 31, 2016 -2- Project No. 544-16139 16-05-217 The referenced reports include recommendations pertaining to the construction of residential structure foundations. The previous reports also address the potential for liquefaction, subsidence and differential settlement. Based upon our review of the referenced reports, it is our opinion that the structural values included in these reports remain applicable for the design and construction of the proposed residential structure foundations. The allowable bearing pressures recommended in the referenced Geotechnical Investigation report remain applicable. Conventional shallow spread footings should be bottomed into properly compacted fill material a minimum of 12 inches below lowest adjacent grade. Continuous footings should be at least 12 inches wide and isolated pad footings should be at least 2 feet wide. Continuous footings and isolated pad footings should be designed utilizing allowable bearing pressures of 1500 psf and 2000 psf, respectively. Allowable increases of 300 psf for each additional 1 foot of width and 300 psf for each additional 6 inches of depth may be utilized, if desired. The maximum allowable bearing pressure should be 3000 psf. The recommended allowable bearing pressures may be increased by one-third for wind and seismic loading. Lateral forces may be resisted by friction along the base of the foundations and passive resistance along the sides of the footings. A friction coefficient of 0.48 times the normal dead load forces is recommended for use in design. Passive resistance may be estimated using 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 0.33 times the normal dead load forces. The bearing soil is generally non -expansive and falls within the "very low" expansion category in accordance with the 2013 (CBC) classification criteria. 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 structure. The 2013 CBC Seismic Design Parameters are summarized below. Risk Category (Table 1.5-1):1/I1/I11 Site Class (Table 1613.3.2): D Ss (Figure 1613.3.1):1.515g SI (Figure 1613.3.1): 0.713g Fa (Table 1613.3.3(1)):1.0 Fv (Table 1613.5.3(2)): 1.5 Sms (Equation 16-37 {Fa X Ssl):1.515g Sm1 (Equation 16-38 (Fv X Sil):1.069g SDS (Equation 16-39 12/3 X Sms)):1.010g SDI (Equation 16-40 (2/3 X Smil): 0.713g Seismic Design Category: D Sladden Engrneerrng May 31, 2016 -3- Project No. 544-16139 16-05-217 We appreciate the opportunity to provide service to you on this project. If you have any questions regarding this letter or the referenced reports, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING Brett L. Anderson Principal Engineer SER/CLB BRETT L. ANDLERSGN Exp. °I.s 116 s LAVIL .n ENGINEERING � 'ti �2p CAL' Copies: 4/ Hayer Architecture, Inc Sladden Engineering May 31, 2016 -2- Project No. 544-16139 16-05-217 The referenced reports include recommendations pertaining to the construction of residential structure foundations. The previous reports also address the potential for liquefaction, subsidence and differential settlement. Based upon our review of the referenced reports, it is our opinion that the structural values included in these reports remain applicable for the design and construction of the proposed residential structure foundations. The allowable bearing pressures recommended in the referenced Geotechnical Investigation report remain applicable. Conventional shallow spread footings should be bottomed into properly compacted fill material a minimum of 12 inches below lowest adjacent grade. Continuous footings should be at least 12 inches wide and isolated pad footings should be at Ieast 2 feet wide. Continuous footings and isolated pad footings should be designed utilizing allowable bearing pressures of 1500 psf and 2000 psf, respectively. Allowable increases of 300 psf for each additional 1 foot of width and 300 psf for each additional 6 inches of depth may be utilized, if desired. The maximum allowable bearing pressure should be 3000 psf. The recommended allowable bearing pressures may be increased by one-third for wind and seismic loading. Lateral forces may be resisted by friction along the base of the foundations and passive resistance along the sides of the footings. A friction coefficient of 0.48 times the normal dead load forces is recommended for use in design. Passive resistance may be estimated using 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 0.33 times the normal dead load forces. The bearing soil is generally non -expansive and falls within the "very low" expansion category in accordance with the 2013 (CBC) classification criteria. 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 ASCET According to the 2013 CBC, Site Class D may be used to estimate design seismic loading for the proposed structure. The 2013 CBC Seismic Design Parameters are summarized below. Risk Category (Table 1.5-1): 1/II/I11 Site Class (Table 1613.3.2): D Ss (Figure 1613.3.1):1.515g S1 (Figure 1613.3.1): 0.713g Fa (Table 1613.3.3(1)): 1.0 Fv (Table 1613.5.3(2)): 1.5 Sms (Equation 16-37 (Fa X Ssl):1.515g Sml (Equation 16-38 (Fv X Si]):1.069g SDS (Equation 16-39 12/3 X Sms)):1.010g SDI (Equation 16-40 {2/3 X Sm])): 0.713g Seismic Design Category: D Sladden Engineering May 31, 2016 -3- Project No. 544-16139 16-05-217 We appreciate the opportunity to provide service to you on this project. If you have any questions regarding this letter or the referenced reports, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING BrETr L.- ANDEr;ON 6� Brett L. Anderson 'a. C45,Mg Principal Engineer PCIVIL� 6 � V1L ENGINEERING *2 tp SER/CLB OF CALW Copies: 4/ Hayer Architecture, Inc�P� Sladden Engineering Please verify that soils reports contain all of the above information. in addition, to as continuity between the Investigation/reporting stage and the execution stage, please use the 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 Qulnta 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) no -or, (b) the criterion is considered insignificant and explicitly so stated, Y N GrIteriion ❑ Foundation criteria based upon bearing capacity of natural or compacted soil. d Foundation criteria to mitigate the effects of expansive soils. El Foundation criteria based upon bearing capacity of natural or compacted soil. ❑ Foundation criteria to mitigate the effects of liquefaction. 0 Foundation criteria to mitigate the effects of seismically Induced differential settlement. ❑ Foundation criteria to mitigate the effects of long-term differential settlement. ❑ Foundation criteria to mitigate the effects of varying soil strength_ ❑ Foundation criteria to mitigate expected total and differential settlement. Any "No" answers to the -above checklist should be noted as specific required =rectlons. ti 7 L. <sorl � � • a 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 800 E. Florida Avenue, Hemet, CA. 92543 (951) 766-8777 Fax (951) 766-8778 May 31, 2016 Project No. 544-16139 16-05-217 Mr. Bob Safai c/o Hayer Architecture 445 Marine View Avenue, Suite 280 Del Mar, California 92014 CCITT' ®F IA QJ]D� Subject: GeotechnicaIUpdate BUILDING & SAFE_ r� Y Project: Proposed Custom Residence P P R �-fERoss Avenue, Lot 5A FOR CONSTRUCT The Madison Club La Quinta, California DA f E— _ BY _ Ref: Geotechnical Investigation Report prepared by Sladden Engineering dated January 28, 2005; Project No. 544-4810, Report No. 05-01-101 Report of Testing and Observation During Rough Grading prepared by Sladden Engineering dated March 2, 2006; Project No. 52-24810; Report No. 06-02-120 As requested, we have reviewed the above referenced geotechnical reports as they relate to the design and construction of the proposed custom residence to be to be constructed at Ross Avenue, Lot 5A within the Madison Club development in the City of La Quinta, California. It is our understanding that the proposed residential structure will be of relatively lightweight wood - frame construction and will be supported by conventional shallow spread footings and concrete slabs on grade. The subject lot was previously graded during the rough grading of the Madison Club project site. The rough grading included recompaction of the native surface soil along with the placement of engineered fill material to construct the building pads. The site grading is summarized in the referenced report of Testing and Observation During Rough Grading along with the compaction test results. Because the lot has been previously rough graded, the remedial grading required at this time should be minimal provided that the building area that falls within the previously assumed building envelope. The building 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 prior to fill placement. The previousIy removed soil E and any Fill material should be placed in thin lifts at near optimum moisture content anc1� compacted to at least 90 percent relative compaction. JUL 0 3 2010 Cliff OF LA. C%UtiVTA Sladd E*Aei*kRfr)PEVCL OPi,-IL�•j-- I Sr e May 31, 2016 -2- Project No. 544-16139 16-05-217 The referenced reports include recommendations pertaining to the construction of residential structure foundations. The previous reports also address the potential for liquefaction, subsidence and differential settlement. Based upon our review of the referenced reports, it is our opinion that the structural values included in these reports remain applicable for the design and construction of the proposed residential structure foundations. The allowable bearing pressures recommended in the referenced Geotechnical Investigation report remain applicable. Conventional shallow spread footings should be bottomed into properly compacted fill material a minimum of 12 inches below lowest adjacent grade. Continuous footings should be at least 12 inches wide and isolated pad footings should be at least 2 feet wide. Continuous footings and isolated pad footings should be designed utilizing allowable bearing pressures of 1500 psf and 2000 psf, respectively. Allowable increases of 300 psf for each additional 1 foot of width and 300 psf for each additional 6 inches of depth may be utilized, if desired. The maximum allowable bearing pressure should be 3000 psf. The recommended allowable bearing pressures may be increased by one-third for wind and seismic loading. Lateral forces may be resisted by friction along the base of the foundations and passive resistance along the sides of the footings. A friction coefficient of 0.48 times the normal dead load forces is recommended for use in design. Passive resistance may be estimated using 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 0.33 times the normal dead load forces. The bearing soil is generally non -expansive and falls within the "very low" expansion category in accordance with the 2013 (CBC) classification criteria. 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 structure. The 2013 CBC Seismic Design Parameters are summarized below. Risk Category (Table 1.5-1): I/11/IIl Site Class (Table 1613.3.2): D Ss (Figure 1613.3.1):1.515g Sl (Figure 1613.3.1): 0.713g Fa (Table 1613.3.3(1)):1.0 Fv (Table 1613.5.3(2)):1.5 Sms (Equation 16-37 {Fa X Ssl):1.515g Smi (Equation 16-38 {Fv X Si)):1.069g SDs (Equation 16-39 12/3 X Sms)):1.010g SDi (Equation 16-40 (2/3 X Smi)): 0.713g Seismic Design Category: D Sladden Engineering May 31, 2016 -3- Project No. 544-16139 16-05-217 We appreciate the opportunity to provide service to you on this project. If you have any questions regarding this letter or the referenced reports, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING Brett L. Anderson Principal Engineer SER/CLB Copies: 4/ Hayer Architecture, Inc BRETT L. �? 1 AidLlcF;SQN G� '15389 s P. °Is 176 CIVIL ENGINEERING k) Pfi Sladden Engineering May 31, 2016 -2- Project No. 544-16139 16-05-217 The referenced reports include recommendations pertaining to the construction of residential structure foundations. The previous reports also address the potential for liquefaction, subsidence and differential settlement. Based upon our review of the referenced reports, it is our opinion that the structural values included in these reports remain applicable for the design and construction of the proposed residential structure foundations. The allowable bearing pressures recommended in the referenced Geotechnical Investigation report remain applicable. Conventional shallow spread footings should be bottomed into properly compacted fill material a minimum of 12 inches below lowest adjacent grade. Continuous footings should be at least 12 inches wide and isolated pad footings should be at least 2 feet wide. Continuous footings and isolated pad footings should be designed utilizing allowable bearing pressures of 1500 psf and 2000 psf, respectively. Allowable increases of 300 psf for each additional 1 foot of width and 300 psf for each additional 6 inches of depth may be utilized, if desired. The maximum allowable bearing pressure should be 3000 psf. The recommended allowable bearing pressures may be increased by one-third for wind and seismic loading. Lateral forces may be resisted by friction along the base of the foundations and passive resistance along the sides of the footings. A friction coefficient of 0.48 times the normal dead load forces is recommended for use in design. Passive resistance may be estimated using 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 0.33 times the normal dead load forces. The bearing soil is generally non -expansive and falls within the "very low" expansion category in accordance with the 2013 (CBC) classification criteria. 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 structure. The 2013 CBC Seismic Design Parameters are summarized below. Risk Category (Table 1.5-1): I/11/III Site Class (Table 1613.3.2): D Ss (Figure 1613.3.1):1.515g SI (Figure 1613.3.1): 0.713g Fa (Table 1613.3.3(1)):1.0 Fv (Table 1613.5.3(2)): 1.5 Sms (Equation 16-371Fa X Ss)):1.515g Sm7 (Equation 16-38 1Fv X 51)):1.069g SD5 (Equation 16-39 12/3 X Sms)):1.010g SDI (Equation 16-4012/3 X Smi)): 0.713g Seismic Design Category: D Sladden Engineering May 31, 2016 -3- Project No. 544-16139 16-05-217 We appreciate the opportunity to provide service to you on this project. if you have any questions regarding this letter or the referenced reports, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING Brett L. Anderson5 Principal Engineer SER/CLB Bl;> T7 L. s%I- AN-1 RSON 'o. C4�•389 u Ea .I 30/1fi y C1V1L ENGIPJEERING ?F CAL' Copies: 4/ Hayer Architecture, Inc Sladden Engineering 1y-9 ��-OS-zi-7 Please verify that soils reports contain all of the above information. In addition, to assure continuity between the InvestigatianlreporUng stage and the execution stage, please use the following checklist to verify that the conclusions acid 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 Quanta Geotechnical Report Checidist 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. FY No Gr�kerion ❑ Foundation criteria based upon bearing capacity of natural or compacted soil. Q Foundation criteria to mitigate the effects of expansive soils. ! ❑ Foundation criteria based upon bearing capacity. of natural or compacted soil. ❑ Foundation criteria to mitigate the effects of liquefaction. ❑ Foundation criteria to mitigate the effects of selsmically Induced differential settlement, ❑ Foundation criteria to mitigate the effects of long-term differential settlement. ❑ Foundation criteria to mitigate the effects of varying soil strength_ ❑ Foundation criteria to mitigate expected total and differential settlement. Any "No" answers to the -above checklist should be noted as specific required cotrections. pp RETT L. F- ANDERSahi No. C45389 C7 F'' l EY.p.9130116 <:j� 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 800 E. Florida Avenue, Hemet, CA 92543 (951) 766-8777 Fax (951) 766-8778 June 6, 2016 Mr. Bob Safai c/o Hayer Architecture, Inc. 445 Marine View Avenue, Suite 280 Del Mar, California 92014 Project: Proposed Custom Residence Ross Avenue, Lot 5A The Madison Club — La Quinta, California Subject: Soluble Sulfate Content Project No. 544-16139 16-06-224 Ref: Geotechnical Investigation Report prepared by Sladden Engineering dated January 28, 2005; Project No. 544-4810, Report No. 05-01-101 Report of Testing and Observation During Rough Grading prepared by Sladden Engineering dated March 2, 2006; Project No. 522-4810; Report No. 06-02-120 As requested, we have reviewed the geotechnical update report prepared for the subject property located at Ross Avenue, Lot 5A located within the Madison Club residential development with respect to soluble sulfate content as it relates to selecting appropriate concrete mix designs. Laboratory testing indicated soluble sulfate content of 3100 ppm (0.31 percent) that corresponds with the "severe" exposure category in accordance with Table 3 of ACI 318-08 Chapter 9 In accordance with ACI 318-08, special sulfate resistant concrete mix designs will be required for structural concrete on this project. Structural concrete in contact with soil should have a minimum compressive strength of 4500 psi and maximum water/cement content of 0.45. A copy of the laboratory test results is attached. If you have questions- rep -ding this letter or undersigned. Respectfully su ri]1 edR• �r : SLA N i G f Brett rso Principal Engineer ' Letter/clb Copies: 4 / Mr. Bob Safai .1-dI G & S.t-`,FEpTY 'fDaEPT. c'JIlb 1-� Gr�aN AA (W Sladden Engineering 6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 45090 Golf Center Pkwy, Suite F, Indio, CA 92201 (760) 863-0713 Fax (760) 863-0847 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Date: June 6, 2016 Account No.: 544-16139 Customer: Mr. Bob Safai c/o Hayer Architecture, Inc Location: Ross Avenue, Lot 5A, La Quinta Sulfate Series Analytical Report Soluble Sulfates per CA 417 ppm 3100 Soluble Chloride per CA 422 ppm 700 Sulfate 544-16139 060616 'TABLE 19:A-2—REQUIREMERTS FOR SPECIAL EXPOSURE CORDI IONS MA]C?MUP¢ 4YATERFSIEFiTTT�pUS AND. �GIaGFii - MATERIkLS� AA716 tiY. ,- AGGREGAi -p>aCRE7� EXPOSURECONDMON WEIGtff�Na Itt:VIEiGliT- ACGMATE COJICRETr . -. "Aai:,; = intended to have low permeability when x O.t5pa89-far MP.Con4retc exposed to water Concrete exposed to'freesin end thawing4,000 in a moist OSO eondirion or to deicing chcraiods For comosinn pralr-ction for reinforced 0.45 4,500 wncmte "x O-d to chlorides from deicing Fhernicals, rafts or brackish i4atcr, orsQray.m incsc'saunccs • - 0.40 5,000 TABLE 19-A-3--REQUIREMEI•LT5_FOF! CONCRETE . EXPOSED TO SULFATE CONTA1NiNG-SC4UTiONS NORi.4AL YGAT]G]-ii AGGFIEGA7E . _ AGGREE -• ppNCRETE - ' WATEH-SOLUOL.E MaxJmuin'Vdaltrr- - Ccrmfltftloua I' 'HMMMj- 01-and SSUL.FATE SUL-F P trta-tarlalcsRaOn; bj'. .--.bghtwfth[ ' - - x - GG��c�]]l{{�r Fi AC3EBY S[JiFAT'E 5C3 IH EXPOSURE WE1Gtti WATERt �++ma!-W Eft CE]NEHTTYPE :Cpriczete,:Pst[ . uxitbr PRm Negligible 0.00-0.10 Corr -mare Cnr�cratal x 6.pOGa9'iarl.SPa. _ 0-150 Modetate2_ 0.10-020 150-1,500 II. TP(MS), LS 0.50• — 4,000 W) Scvcrc 0.20 200 i 500 I'0,000 V 0-45 Very severe Over 2.00 Over 10.000 Y Ws P A.45 4 500 ' paxtnlan3 - - 4�00 lA lower watcsttra=dtiovs rna[eriala ratio orhighersrC---ng[h yarforp rrLiybercgvircdioriaw gcrn}eahilitratcc[inrl ' $w �corrasion ofcanbrdtfrd items or Fre�i4wii2g(Tab[c ,ng and 3Po 1�n—r�t has brcn dr-mrmUncd by trot orSu-vicc rcc to impmvc satiate resistance when us4d in ooncnc[e can- 2 264 GEOTECHNICAL INVESTIGATION PROPOSED MADISON CLUB GOLF CLUB AND RESIDENTIAL DEVELOPMENT NEC AVENUE 54 AND MADISON STREET LA QUINTA, CALIFORNIA -Prepared By- Sladden Engineering 39-725 Garand Lane, Suite G Palm Desert, California 92211 (760) 772-3893 CITY OF LA QUINTA BUILDING & SAFETY DEPT APPRO ED FOR CONSTF T ION QN7E BY (9 Sladden Engineering 6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895 January 28, 2005 East of Madison, LLC 81-100 Avenue 53 La Quinta, California 92253 Attention: Mr. John Gamlin Project: Madison Club Tentative Tract Map 33076 NEC Avenue 54 and Madison Street La Quinta, California Subject: Geotechnical Investigation Project No. 544-4810 05-01-101 Presented herewith is the report of our Geotechnical Investigation conducted for the construction of the proposed golf club and residential development to be located on the northeast corner of Avenue 54 and Madison Street in the City of La Quinta, California. The investigation was performed in order to provide recommendations for site preparation and to assist in foundation design for die proposed residential structures and the related site improvements. This report presents the results of our field investigation and laboratory testing along with conclusions and recommendations for foundation design and site preparation. This report completes our original scope of services as outlined within our proposal dated December 13, 2004. We appreciate the opportunity to provide service to you on this project. If you have any questions regarding this report, please contact the undersigned Respectfully submitted, SLADDEN ENGINEERING Brett L. Anderson Principal Engineer SER/pc Copies: 6/East of Madison, LLC LU Ida. C:�S�& 4 U1 gyp. s130p� r GEOTECHNICAL INVESTIGATION PROPOSED MADISON CLUB NEC AVENUE 54 & MADISON STREET LA QUINTA, CALIFORNIA January 28, 2005 TABLE OF CONTENTS INTRODUCTION................................................................................................................................. 1 SCOPEOF WORK................................................................................................................................... 1 PROJECTDESCRIPTION....................................................................................................................... 1 GEOLOGYAND SEISMICITY.............................................................................................................. 2 SUBSURFACECONDITIONS............................................................................................................... 3 LIQUEFACTION..................................................................................................................................... 3 CONCLUSIONS AND RECOMMENDATIONS................................................................................ 3 FoundationDesign........................................................................................................................... 4 Settlements........................................................................................................................................ 5 LateralDesign................................................................................................................................... 5 RetainingWalls................................................................................................................................. 5 ExpansiveSoil ................................................................................................................................... 5 ConcreteSlabs-on-Grade................................................................................................................. 5 SolubleSulfates................................................................................................................................. 6 TentativePavement Design............................................................................................................ 6 Shrinkageand Subsidence.............................................................................................................. 6 GeneralSite Grading........................................................................................................................ 6 1. Site Clearing.......................................................................................................................... 6 2. Preparation of Building and Foundation Areas................................................................ 7 3. Placement of Compacted FiIl............................................................................................... 7 4. Preparation of Slab and Pavement Areas............................................................................ 7 5. Testing and Inspection.......................................................................................................... 7 GENERAL............................................................................................................................................. 8 REFERENCES.................................................................................................................. ..................... 9 APPENDIX A - Site Plan and Boring Logs Field Exploration APPENDIX B - Laboratory Testing Laboratory Test Results APPENDIX C - 2001 California Building Code with 1997 UBC Seismic Design Criteria January 28, 2005 -1- Project No. 544-4810 05-01-101 INTRODUCTION This report presents the results of our Geotechnical Investigation performed in order to provide recommendations for site preparation and to assist in the design and construction of the foundations for the single-family residences proposed for the Madison Club golf course and residential development. The project site is located on the northeast comer of Avenue 54 and Madison Street in the City of La Quinta, California. The preliminary plans indicate that the proposed project will include an 18-hole golf course, clubhouse, and approximately 200 single-family residences along with various associated site improvements. The associated site improvements are expected to include paved roadways, concrete driveways and patios, underground utilities, and landscape areas. SCOPE OF WORK The purpose of our investigation was to determine certain engineering characteristics of the near surface soil on the site in order to develop recommendations for foundation design and site preparation. Our investigation included field exploration, laboratory testing, literature review, engineering analysis and the preparation of this report. Evaluation of hazardous materials or other environmental concerns was not within the scope of services provided. Our investigation was performed in accordance with contemporary geotechnical engineering principles and practice. We do not make other warranty, either express or implied. PROJECT DESCRIPTION The project site is located on the northeast corner of Avenue 54 and Madison Street in the City of La Quinta, California. It is our understanding that the project will consist of an 18-hole golf course, clubhouse, and approximately 200 single-family residences along with various associated site improvements. It is our understanding that the proposed residences and clubhouse will be of relatively lightweight wood -frame construction and will be supported by conventional shallow spread footings and concrete slabs on grade. The associated improvements will include paved roadways, concrete walkways, patios, driveways, landscape areas and various underground utilities. The majority of the subject site is presently vacant. The site includes several agricultural parcels as well as undeveloped desert land. Large tamarisk trees exist along the majority of the property lines within the southeastern portion of the site. The majority of the eastern portions of the property have been previously used for agricultural purposes. The property is level throughout and is near the elevation of the adjacent properties and roadways. A horse ranch occupies the southeast comer of the site. The ranch contains several residential structures and various outbuildings. Fenced pastures occupy most of the ranch. Several other residences and structures exist at locations throughout the site. Avenue 54 forms the southern site boundary, Monroe Street forms the eastern site boundary, and Madison Street forms the western site boundary. The Hideaway development is located just west of the site. Sladde►1 Engineering January 28, 2005 -2- Project No. 544-4810 05-01-101 Based upon our previous experience with lightweight residential structures, we expect that isolated column loads will be less than 30 kips and wall loading will be less than to 2.0 kips per linear foot. Grading is expected to include minor cuts and fills to match the nearby elevations and to construct slightly elevated building pads to accommodate site drainage. Extensive cuts are proposed for several of the golf holes with the preliminary plans indicating cuts in excess of 40 feet within some of the golf holes. This does not include removal and recompaction of the bearing soil within the building areas. If the anticipated foundation loading or site grading varies substantially from that assumed the recommendations included in this report should be reevaluated. GEOLOGY AND SEISMICITY The project site is located within the central Coachella Valley that is part of the broader Salton Trough geomorphic province. The Salton Trough is a northwest trending depression that extends from the Gulf of California to the Banning Pass. Structurally the Salton Trough is dominated by several northwest trending faults, most notable of that is the San Andreas system. A relatively thick sequence of sedimentary rocks have been deposited in the Coachella Valley portion of the Salton Trough from Miocene to present times. These sediments are predominately terrestrial in nature with some lacustrian and minor marine deposits. The mountains surrounding the Coachella Valley are composed primarily of Precambrian metamorphic and Mesozoic granitic rock. The Coachella Valley is situated in one of the more seismically active areas of California. The San Andreas fault zone is considered capable of generating a maximum credible earthquake of magnitude 8.0 and because of its proximity to the project site the distance of approximately 9.2 kilometers should be considered in design fault for the project. Seismic activity along the nearby faults continues to affect the area and the Coachella Valley is considered one of the more seismically active regions in California. A computer program and pertinent geologic literature were utilized to compile data related to earthquake fault zones in the region and previous seismic activity that may have affected the site. E.Q. Fault Version 3.00 (Blake) provides a compilation of data related to earthquake faults in the region. The program searches available databases and provides both distances to causitive faults and the corresponding accelerations that may be experienced on the site because of earthquake activity along these faults. The attenuation relationship utilized for this project was based upon Joyner & Boore (2001) attenuation curves. The information generated was utilized in our Iiquefaction evaluation The site is not Iocated in any Earthquake Fault zones as designated by the State but is mapped in the County's Liquefaction and Ground Shaking Hazard Zone V. Several significant seismic events have occurred within the Coachella Valley during the past 50 years. The events include Desert Hot Springs - 1948 (6.5 Magnitude), Palm Springs - 1986 (5.9 Magnitude), Desert Hot Springs - 1992 (6.1 Magnitude), Landers -1992 (7.5 Magnitude) and Big Bear -1992 (6.6 Magnitude). Sladden Engineering January 28, 2005 -3- Project No. 544-4810 05-01-101 SUBSURFACE CONDITIONS The soil underlying the site consists primarily of fine-grained silty sands with scattered prominent sandy clay and sandy silt layers. As is typical for the area, the silty sand and sandy silt layers are inconsistently interbedded and vary in thickness. Silty sands were the most prominent soil within our exploratory borings but several prominent sandy silt and clayey silt layers were also encountered. The silty sands encountered near the existing ground surface appeared somewhat loose but the deeper silty sand and sandy silt layers appeared relatively firm. Relatively undisturbed samples indicated dry density varying from 84 to 121 pcf. Sampler penetration resistance (as measured by field blowcounts) indicates that density generally increases with depth. The site soil was dry on the surface and moist below a depth of approximately 5 feet but some silty layers were typically wet. Laboratory testing indicated moisture content varying from 1 to 33 percent. Laboratory testing indicates that the surface soil within the upper 5 feet consist primarily of silty sands. Expansion testing indicates that the surface silty sands are generally non -expansive and are classified as "very low" expansion category soil in accordance with Table 18-I-B of the 1997 Uniform Building Code. Groundwater was encountered within our borings at depths of approximately 51 to 79 feet below the existing ground surface. Groundwater should be considered in design and construction. LIQUEFACTION Liquefaction occurs with sudden loss of soil strength because of rapid increases in pore pressures within cohesionless soil as a result of repeated cyclic loading during seismic events. Several conditions must be present for liquefaction to occur including; the presence of relatively shallow groundwater, generally loose soil conditions, the susceptibility of soil to liquefaction based upon grain -size characteristics and the generation of significant and repeated seismically induced ground accelerations. Liquefaction affects primarily loose, uniform grained cohesionless sands with low relative densities. In the case of this project site, several of the factors required for liquefaction to occur are not present. As previously indicated, groundwater was encountered within our borings at depths of approximately 51 to 79 feet below the existing ground surface on the site. Because of the depth to groundwater, the potential for liquefaction affecting the site is considered negligible. CONCLUSIONS AND RECOMMENDATIONS Based upon our field investigation and Iboratory testing, it is our opinion that the proposed golf course, clubhouse, and residential development is feasible from a soil mechanic's standpoint provided that the recommendations included in this report are considered in building foundation design and site preparation. Because of the somewhat loose condition of the near surface soil, remedial grading is recommended for the building areas. We recommend that remedial grading within the proposed building areas include the overexcavation and recompaction of the primary foundation bearing soil. Specific recommendations for site preparation are presented in the Site Grading section of this report. Sladden Engineering January 28, 2005 -4- Project No. 544-4810 05-01-101 Based upon the depth to groundwater and the generally firm condition of the deeper sand layers, it is our opinion that the potential for liquefaction affecting the site is negligible. The remedial grading recommended for building areas will result in the construction of a uniform compacted soil mat beneath all footings. In our opinion, liquefaction related mitigation measures in addition to the site grading and foundation design recommendations included in this report should not be necessary. The site is located in one of the more seismically active areas in California. Design professionals should be aware of the site setting and the potential for earthquake activity during the anticipated life of the structure should be acknowledged. The accelerations that may be experienced on the site (as previously discussed) should be considered in design. The seismic provisions included in the Uniform Building Code for Seismic Zone 4 should be considered the minimum design criteria. Pertinent 1997 UBC Seismic Design Criteria is summarized in Appendix C. Caving did occur within our borings and die potential for caving should be expected within deeper excavations. All excavations should be constructed in accordance with the normal CalOSHA excavation criteria. On the basis of our observations of the materials encountered, we anticipate that the near surface silty sands will be classified by CaIOSHA as Type C. Soil conditions should be verified in the field by a "Competent person" employed by the Contractor. The near surface soil encountered during our investigation was found to be non -expansive. Laboratory testing indicated an Expansion Index of 0 for the surface silty sands that corresponds with the "very low" expansion category in accordance with UBC Table 18-I-B. The following recommendations present more detailed design criteria which have been developed on the basis of our field and laboratory investigation. The recommendations are based upon non -expansive soil criteria. Foundation Design: The results of our investigation indicate that either conventional shallow continuous footings or isolated pad footings that are supported upon properly compacted soil, may be expected to provide adequate support for the proposed structure foundations. Building pad grading should be performed as described in the Site Grading Section of this report to provide for uniform and firm bearing conditions for the structure foundations. Footings should extend at least 12 inches beneath lowest adjacent grade. Isolated square or rectangular footings should be at least two feet square and continuous footings should be at least 12 inches wide. Continuous footings may be designed using an allowable bearing value of 1500 pounds per square foot (psf) and isolated pad footings may be designed using an allowable bearing pressure of 1800 psf. Allowable increases of 250 psf for each additional 1 foot of width and 250 psf for each additional 6 inches of depth may be utilized if desired. The maximum allowable bearing pressure should be 2500 psf. The allowable bearing pressures are applicable to dead and frequently applied live loads. The allowable bearing pressures may be increased by 1/3 to resist wind and seismic loading. Care should be taken to see that bearing or subgrade soil is not allowed to become saturated from the ponding of rainwater or irrigation. Drainage from the building area should be rapid and complete. Sladden Engineering January 28, 2005 -5- Project No. 544-4810 05-01-101 The recommendations provided in the preceding paragraph are based on the assumption that all footings will be supported upon properly compacted engineered fill soil. All grading should be performed under the testing and inspection of the Soil Engineer or his representative. Prior to the placement of concrete, we recommend that the footing excavations be inspected in order to verify that they extend into compacted soil and are free of loose and disturbed materials. Settlements: Settlements resulting from the anticipated foundation loads should be minimal provided that the recommendations included in this report are considered in foundation design and construction. The estimated ultimate settlements are calculated to be approximately one inch when using the recommended bearing values. As a practical matter, differential settlements between footings can be assumed as one-half of the total settlement. Lateral Design: Resistance to lateral loads can be provided by a combination of friction acting at the base of the slabs or foundations and passive earth pressure along the sides of the foundations. A coefficient of friction of 0.40 between soil and concrete may be used with consideration to dead load forces only. A passive earth pressure of 250 pounds per square foot, per foot of depth, may be used for the sides of footings that are poured against properly compacted native or approved non -expansive import soil. Passive earth pressure should be ignored within the upper 1 foot except where confined (such as beneath a floor slab). Retaining Walls: Retaining walls may be necessary to accomplish the proposed construction. Lateral pressures for use in retaining wall design can be estimated using an equivalent fluid weight of 35 pcf for level free -draining native backfill conditions. For walls that are to be restrained at the top, the equivalent fluid weight should be increased to 55 pcf for level free - draining native backfill conditions. Backdrains should be provided for the full height of the walls. Expansive Soil: Because of the prominence of "very low" expansion category soil near the surface, the expansion potential of the foundation bearing soil should not be a controlling factor in foundation or floor slab design. Expansion potential should be reevaluated subsequent to grading. Concrete Slabs -on -Grade: All surfaces to receive concrete slabs -on -grade should be underlain by a minimum compacted non -expansive fill thickness of 24 inches, placed as described in the Site Grading Section of this report. Where slabs are to receive moisture sensitive floor coverings or where dampness of the floor slab is not desired, we recommend the use of an appropriate vapor barrier or an adequate capillary break. Vapor barriers should be protected by sand in order to reduce the possibility of puncture and to aid in obtaining uniform concrete curing. Reinforcement of slabs -on -grade in order to resist expansive soil pressures should not be necessary. However, reinforcement will have a beneficial effect in containing cracking because of concrete shrinkage. Temperature and shrinkage related cracking should be anticipated in all concrete slabs -on -grade. Slab reinforcement and the spacing of control joints should be determined by the Structural Engineer. Sladden Engineering January 28, 2005 -6- Project No. 544-4810 05-01-101 Soluble Sulfates: The soluble sulfate concentrations of the surface soil have not yet been determined but native soil in the area has been known to be potentially corrosive with respect to concrete. The use of Type V cement and specialized sulfate resistant concrete mix designs may be necessary for concrete in contact with the native soil. Tentative Pavement Design: All paving should be underlain by a minimum compacted fill thickness of 12 inches (excluding aggregate base). This may be performed as described in the Site Grading Section of this report. R-Value testing was not conducted during our investigation but based upon the sandy nature of the surface soil, an R-Value of approximately 50 appears appropriate for preliminary pavement design. The following preliminary onsite pavement section is based upon a design R-Value of 50. Onsite Pavement (Traffic Index = 5.0) Use 3.0 inches of asphalt on 4.5 inches of Class 2 base material Aggregate base should conform to the requirements for Class 2 Aggregate base in Section 26 of CalTrans Standard Specifications, January 1992. Asphaltic concrete should conform to Section 39 of the CalTrans Standard Specifications. The recommended sections should be provided with a uniformly compacted subgrade and precise control of thickness and elevations during placement. Pavement and slab designs are tentative and should be confirmed at the completion of site grading when the subgrade soil is in -place. This will include sampling and testing of the actual subgrade soil and an analysis based upon the specific traffic information Shrinkage and Subsidence: Volumetric shrinkage of the material that is excavated and replaced as controlled compacted fill should be anticipated. We estimate that this shrinkage could vary from 20 to 25 percent. Subsidence of the surfaces that are scarified and compacted should be between 1 and 3 tenths of a foot. This will vary depending upon the type of equipment used, the moisture content of the soil at the time of grading and the actual degree of compaction attained. These values for shrinkage and subsidence are exclusive of losses that will occur because of the stripping of the organic material from the site and the removal of oversize material. The shrinkage losses are suspected to be somewhat less within areas where deeper cuts (more than 20 feet in depth) are planned. General Site Grading: All grading should be performed in accordance with the grading ordinance of the City of La Quinta, California. The following recommendations have been developed on the basis of our field and laboratory testing and are intended to provide a uniform compacted mat of soil beneath the building slabs and foundations. 1. Site Clearing: Proper site clearing will be very important. Any existing vegetation, slabs, foundations, abandoned underground utilities or irrigation lines should be removed from the proposed building areas and the resulting excavations should be properly backfilled. Soil that is disturbed during site clearing should be removed and replaced as controlled compacted fill under the direction of the Soil Engineer. Sladden Engineering January 28, 2005 -7- Project No. 544-4810 05-01-101 2. Preparation of Building and Foundation Areas: In order to provide adequate and uniform bearing conditions, we recommend overexcavation throughout the proposed residential building areas. The building areas should be overexcavated to a depth of at least 3 feet below existing grade or 3 feet below the bottom of the footings, whichever is deeper. The exposed soil should then be scarified to a depth of 1-foot, moisture conditioned and recompacted to at least 90 percent relative compaction. The excavated material may then be replaced as engineered fill material as recommended below. 3. PIacement of Compacted Fill: Within the building pad areas, fill materials should be spread in thin lifts, and compacted at near optimum moisture content to a minimum of 90 percent relative compaction. Imported fill material shall have an Expansion Index not exceeding 20. The contractor shall notify the Soil Engineer at least 48 hours in advance of importing soil in order to provide sufficient time for the evaluation of proposed import materials. The contractor shall be responsible for delivering material to the site that complies with the project specifications. Approval by the Soil Engineer will be based upon material delivered to the site and not the preliminary evaluation of import sources. Our observations of the materials encountered during our investigation indicate that compaction within the native soil will be most readily obtained by means of heavy rubber tired equipment and/or sheepsfoot compactors. The moisture content of the near surface soils was somewhat inconsistent within our borings. In general, the sandy soils are dry and well below optimum moisture content but some of the deeper silt layers were wet. It is likely that wet silt/clay layers will be encountered during grading particularly in irrigated areas where deep cuts are planned. A uniform and near optimum moisture content should be maintained during fill placement and compaction. 4. Preparation of Slab and Paving Areas: All surfaces to receive asphalt concrete paving or exterior concrete slabs -on -grade, should be underlain by a minimum compacted fill thickness of 12 inches. This may be accomplished by a combination of overexcavation, scarification and recompaction of the surface, and replacement of the excavated material as controlled compacted fill. Compaction of the slab and pavement areas should be to a minimum of 90 percent relative compaction. 5. Testing and Inspection: During grading tests and observations should be performed by the Soil Engineer or his representative in order to verify that the grading is being performed in accordance with the project specifications. Field density testing shall be performed in accordance with applicable ASTM test standards. The minimum acceptable degree of compaction shall be 90 percent of the maximum dry density as obtained by the ASTM D1557-91 test method. Where testing indicates insufficient density, additional compactive effort shall be applied until retesting indicates satisfactory compaction. Sladden Engineering January 28, 2005 -8- Project No. 544-4810 05-01-101 GENERAL The findings and recommendations presented in this report are based upon an interpolation of the soil conditions between boring locations and extrapolation of these conditions throughout the proposed building area. Should conditions encountered during grading appear different than those indicated in this report, this office should be notified. This report is considered to be applicable for use by East of Madison, LLC, for the specific site and project described herein. The use of this report by other parties or for other projects is not authorized. The recommendations of this report are contingent upon monitoring of the grading operations by a representative of Sladden Engineering. All recommendations are considered to be tentative pending our review of the grading operations and additional testing, if indicated. If others are employed to perform any soil testing, this office should be notified prior to such testing in order to coordinate any required site visits by our representative and to assure indemnification of Sladden Engineering. We recommend that a pre -job conference be held on the site prior to the initiation of site grading. The purpose of this meeting will be to assure a complete understanding of the recommendations presented in this report as they apply to the actual grading performed. Sladden Engineering January 28, 2005 -9- Project No. 544-4810 05-01-101 REFERENCES ASCE Journal of Geotechnical Engineering Division, April 1974. Boore, Joyner and Fumal (1994) Estimation of Response Spectra and Peak Accelerations from North American Eartliquakes, U. S. Geological Survey, Open File Reports 94-127 and 93-509. Finn, W. E. Liam, (1996) Evaluation of Liquefaction Potential for Different Earthquake Magnihides and Site Conditions, National Center for Earthquake Engineering Research Committee. Joyner and Boore, (1988) Measurements, Cliaradetizatioiz mil Prediction of Strong Ground Motion, ASCE Journal of Geotechnical Engineering, Special Publication No. 20. Lee & Albaisa (1974) "Earthquake Induced Settlements in Saturated Sands". Seed and Idriss (1982) Ground Motions and Soil Liquefaction During Earthquakes, Earthquake Engineering Research Institute Monograph. Seed, Tokimatsu, Harder and Chung, (1985), Influence of SPT Procedures in Soil Liquefaction Resistance Evaluations, ASCE Journal of Geotechnical Engineering, Volume 111, No.12, December. Rogers, Thomas H., Geologic Map of California, Santa Ana Map Sheet. Riverside County, 1984, Seismic Safehj Element of the Riverside Count) General Plan Sladden Engineering APPENDIX A Site Plan Boring Logs APPENDIX A FIELD EXPLORATION For our field investigation, 29 exploratory borings were excavated between December 13 and December 23, 2004 using a truck mounted hollow stem auger rig (Mobile 8-61) in the approximate Iocations indicated on the site plan included in this appendix. Continuous log of the materials encountered were prepared on the site by a representative of Sladden Engineering. Boring logs are included in this appendix. Representative undisturbed samples were obtained within our boring by driving a thin -walled steel penetration sampler (California spiit spoon sampler) or a Standard Penetration Test (SPT) sampler with a 140 pound hammer dropping approximately 30 incites (ASTM D1586). The number of blows required to drive the samplers 18 inches was recorded (generally in 6 inch increments). Blowcounts are indicated on the boring log. The California samplers are 3.0 inches in diameter, carrying brass sample rings having inner diameters of 2.5 inches. The standard penetration samplers are 2.0 inches in diameter with an inner diameter of 1.5 inches. Undisturbed samples were removed from the sampler and placed in moisture sealed containers in order to preserve the natural soil moisture content. Bulk samples were obtained from the excavation spoils and samples were then transported to our laboratory for further observations and testing. Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/13/2004 Boring No. 1 Job Number: 5444810 c d: �W+ d) Y .` � ❑ a a C3 to Description r° ] v Remarks 0 _ - Dative Soil 5 15 20 = 25 - 6/416 Sand: Fine to Medium Grained and Sandy Silt Layer — 2" SP 11 — Grey in color 30 5/6n Cluyey Silt ML 6 64 Grey in color 35 9/13/10 Sand: Fine to Medium Grained Layer - 9" and Sandy Silt SP 2 10 Grey in color 40 a°I .� ; 10/10/8 Silty Sand: Fine Grained SM 2 14 Grey rey in color IF 45 8/I0/8 Silt and Clay: Interbedded Thin Lenses ML 6 — Grey in color 50 := ° = = 11/16/21 Sand: Fine to Medium Grained SP IF-7-9 8 Grey in color Sladden Engineering 55 8/9/11 Sand: Fine to Medium Grained and Sandy Silt Layer-- 2" SP 4 6 Brownish Grey in color 60 3/3/4 Clayey Silt ML 27 77 Grey in color 65 •` 10/7/8 Sand: Fine to Medium Grained Layer-9" and Sandy Silt SP 23 — Grey in color 70 f:;, 1 I/13/16 Silty Sand: Fine Grained SM 26 22 Dark Grey in color 75 7/9/12 Silt and Clay: Interbedded Thin Lenses ML 33 72 Dark Grey in color +Groundwater @ — 78 Feet 80 5/7/8 Clayey Silt ML 32 70 Brownish Grey in color 85 6/10/10 Sample Not Recovered 90 Note: The stratification lines - represent the approximate 95 boundaries between the soil - types; the transition may be - gradual. " Total Depth = 90 Feet 100 Groundwater encountered Bedrock not encountered Sladden Engineering Madison Club -Tine Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/18/2004 Boring No. 2 Job Number: 5444810 W e O d 3 � � 0 o o A rn q Description U, Remarks 0 Native Soil _ r 5 A; 3/313 Silty Sand: Fine Grained SM 2 --- Light Grey in color _ yl; eI I0 .' 5/6/7 Silly Sand: Fine Grained SM I --- Light Brown in color i t 15 3/4/6 Silt ML 9 97 Tan in color 20 4/5/7 Sandy Silt and Silt Layers ML I 1 81 Tan in color 25'.`. r =il4 5/6/7 Silly Sand: Fine Grained SM 2 24 Greyish Brown in color S r h r, .T, 30 3/5/9 Sandy Silt and Silt Layers ML 5 64 U g h I Brown in color 35 4/5/7 Sandy Sill ML 6 56 Greyish Brown in color 40 6/8/13 Sifly Sand: Fine Grained 5M 2 — Brot��iislf Grey in color 45 5n17 Sandy Silt ML 10 51 Brownish Grey in color 50 8/10/11 Silty Sand: Fine Grained and Silt La er—]" Y SM 3 18 Sro�vnish G in color rey Sladden Engineering SSJL 4/6/8 Clayey Silt ML 22 77 Brown in color 60 4/7/8 Sandy Silt with Traces of Clay ML 17 67 Brown in color 65 5/8/9 Sandy Silt ML 22 77 Brown in color 70 7/8/18 Sand and Silt Layers SM 12 34 Brown in color asG�, 21 75 3/3/6 Clayey Silt _ ML 31 83 Brown in color - Groundwater @ — 79 Feet 80 4/6/7 Clayey Silt ML 27 88 Brown in color 85 6/14/17 Clayey Silt ML 26 63 Brown in color 90 11315 'Silty Sand: Fine Grained SM 28 10 Brown in color - Note: The stratification lines represent the approximate 95 ': 1/7/16 Silty Sand: Fine Grained SM 28 16 boundaries between the soil - types; the transition may be gradual. - rotal Depth = 10 1. 5 Feet ItlO : 5/6/12 Clayey Sand SM 19 47 Groundwater encountered Bedrock not encountered Sladden Engineering Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/18/2004 Boring No. 3 Job Number: 544-4810 a 4 b A 3 J3 A © U Description r° j a Remarks 0 y` iVative Soil oT UN 5 k ; 10 .wr• i.)' t a� 15 r. t^ 20 w t tiY _ h4 1 P,� a ` y�Af lj py k r 25 4'; 'I• 5/9/12 Silty Sand: Fine Grained and Silt Layer—Y SM 5 20 Grevish Brown in color - OR"I 301 41618 Silty Sand: Fine Grained and Silt Layer --1" SM 3 21 Greyish Brown in color i 35 .. 8/11/16 Silty Sand: Fine Grained SM 2 14 Brownish Grey in color Iµsy,� IS 40 '''''S: _ 6/9/14 Silty Sand: Fine Grained SM 3 16 Riownish Grey in color I-�I3 45 5/5/7 Sandy Silt ML, 25 84 13roirva in color 50 3/4/8 Silt ML V 1[ 22 56 Brown in color Sladden Engineering 55AL47Sand: Fine to Medium Grained SP 26 9 Brownish Grey in color Groundwater @ 56 Feet 60 4/6/7 Silt ML 27 66 Brown in color 65 '`y%LIL tE ..;: 6/13/I0 Silty Sand: Fine Grained SM 24 14 Brownish Grey in color 70 2/5114 Sandy Silt ML 24 52 Brown in color 75 'try; 5/12/22 Silty Sand: Fine Grained 27 30 Brown Brnn in color -3 - o 80 '1Jrfi'j �[ 6/21/34 Clayey Sand SM 16 26 Brown in color 85 11/20/26 Sand: Fine to Medium Grained SP 1 18 5 Brawn in color 90 10/16/31 Sand: Coarse Grained and Sandy Silt SP 28 - Brown in color Note: Thestratification lines ti represent the approximate 95 ^•' p 7/15f21 Silty Sand: Fine Grained SM 19 __ boundaries behveen ilre soil types; the transition may be c ti,t} gradual. 100 `: 5/8/17 Sand: Coarse Grained SP Total Depth = 101.5 Feel 17 --- Groundwater encountered Bedrock not encountered Sladden Engineering Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/20/2004 Boring No. 4 Job Nuimber: 544-4810 a CI � a -0 iu a P_ a [� rn U Description 42 Remarks a.' Native Soil � 'fir h j" Silty Sand: Fine to Medium Grained - 0V, �' 5 5;�I n5i$1'I� 10 € !kkiril f xa N. 20 , ?r � .YlLir 25 214/6 Clayey Silt ML 1 I 78 Grey in color 30 I;�;S': . 51819 Sil Sand: Fine Grained and Clay Layer �S Silty Y Y SM 6 — G to color - �a{ n8/12 Sand: Fine Grained Grey in color 40 5/8/13 Sand; Fine Grained SP 2 9 Grcy in color 45 2/3/6 Ciayey Silt Layer— 8" and Silty Clay Layer— 8" ML 31 87 Grey in color 50 'i i 5/6/11 Silty Sand: Fine Grained SM 22 19 Grnundwutcr @ -5! Icet .e Sladden Engineering �rL�,ll 55 9/18/31 Sand: Fine Grained SP 22 11 Dark Grey in color 60 6/8/16 Sandy Silt ML 24 61 Dark Grey in color 65 3/4/7 Clay CL 23 91 Brownish Grey in color 70 9113/16 Sand: Fine to Coarse Grained SP 25 10 Grcy in color 75 9/15/17 Sand: Fine to Coarse Grained SP 23 11 Grey in color 80 €- 12/16/23 Sand: Fine to Coarse Grained and Gravel SP 23 8 Grey in color 85 6/9/13 Sand: Fine to Coarse Grained and Silty Clay Layer -- 4" SP 23 Grey in color 90 s€: 6/10/15 Sand: Fine to Coarse Grained SP 28 11 Grey in color ` Note. The stratification lines represent the approximate 95 '=;'- 17/26/29 Sand: Fine to Coarse Grained SP 77 7 boundaries between the soil types; the transition may be gradual. ' Total Depdf = 101.5 Feet 100 -. 8/17/29 Sand: Fine to Coarse Grained SP 30 8 Groundwater encountered ' Bedrock not encountered Sladden Engineering Sledden Engineering Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/20/2004 €ioHnti No. 6 Job Number: 944-4810 a 0 4 xt 4~ o r in riI U M Description o F Remarks 0 '' Native Soil 5 5/9/11 Sand: Fine Grained and Clayey Silt SP 114 2 — Grey in color 10 -_ 9/10/10 Sand: Fine Grained and Silty Sand: Fine Grained SP 107 2 11 Circy in color 15 4/6/10 Sand: Fine Grained and Sandy Silt SP 10I 23 -- Grcy in color 20 :' _:' 5/10117 Sand: Fine Grained SP 91 20 7 Grey in color 25 30 California Split -spoon Sample Total Depth —21' I Bedrock not encountered - Unrecovered Sample Groundwater not encountered - Standard Penetration Test Sample 35 40 Note; The stratification lines represent the approximate - boundaries behveen the soil types; the transition may be _ gradual. 45 50 Sladden Engineering l2/20/2004 Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Soria No. 7 Job Number: a U C O a D=ri lion 'a a 4/5/8 Silty Sand: Fine Grained 4/4/8 Iclay and Silty Sand: Fine Grained 4/6/11 JSand: Fine to Coarse Grained and Sandy Silt 5/9/13 ISandySilt JU California Split -spoon Sample Unrecovered Sample Standard Penetration Test Sample 35 40 45 50 The stratification lines represent the approximate aries between the soil types; the transition may be Sladden Engineering SM N 102 j 3 f 21 Soil Grey in color SM II 84 I 22 I 16 1113rownisli Grey in color SP !I 103 j 5 I 10 Grey in color ML II 110 1 6 77 in color Depth =-2 v ck not encountered idwater not encountered Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quirita Date: 12/20/2004 Boring No. 8 Job Number: 544-4810 CL E iz V1 U Description =1 d Remarks 0 Native Soil 5 4/7/11 Sandy Silt and Silty Clay ML 104 2 67 Grey in color 10 7/9/9 Silty Clay and Silty Sand: Fine Grained ML 107 8 80 Grey in color 10/16/24 Sand: Fine Grained SP 118 6 9 Grey in color 20 - jIM-1 8/12/18 Silty Sand: Fine Grained and Sandy Silt Sm 111 7 15 Grey in color 25 30 California Si Sample Total Depth =2 V Bedrock not encountered Unrecovered. Sample Groundwater not encountered - Standard Penetration Test Sample 35 40 Note: The stratification lines represent the approximate - boundaries between the soil types; the transition may be gradual. 45 50 Sladden Engineering rL 0 0 5 10 15 u� 20 25 30 35 40 45 50 12/2U12OD4 Ti maclison Club -The Hideaway NEC Avenue 54 & Madison Street, La $wring No. 9 4/5/9 1Sand: Fine Grained 519115 f Sandy silt 4/9/15 'Silty Sand: FineGmined 8/16/20 (Sand: Fine Grained Uulilornia SI lit -spoon Sample Unrecovered Sample Standard Penetration Test Sample Note: The stratification lines represent the approximate boundaries between the soil types; the transition may be _A,._1 Sladden Engineering Job Nuinber: o 0. r SP Ij 101 + 3 1 7 Soil in color ML 11 90 I 72 75 Grey in color SM 11 102 1 14 15 Grey in color SP II 98 18 I 1 Crey in color 544-481 Depth = 2 P ck not encountered dwater not encountered Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/21/2004 Boring No.10 Job Number: 544-4810 o Ck � G CL a A rn a a7 Description ra ' Remarks 0 Native Soil 5 12/15/23 Sand: Fine Grained and Sandy Sill SP 100 2 9 Gray in color 10 - 23/35/31 SaTid: Fine Grained and CIayey Silt SP 108 3 9 Bruvvnish Grey in color 15 16/21 /38 Sand: Fine Grained SP 99 6 7 Brownish Grey in color 20 '' 23/50-5 Sand: Fine Grained SP 106 3 7 Greyish Brown in color 25 30 California Split -spoon Sample Total Depth = 21' IBedrock not encountered - _ Unrecovered Sample I Groundwater not encountered - Standard Penetration Test Sample 35 40 Note: The stratification lines represent the approximate - boundaries between the soil types; the transition may be gradual. 45 50 Sladden Engineering %. ,uu-i ue niaeaway NEC Avenue 54 & Madison Street, La Quinta Date; 1212112004 Boring No. 11 Job Number: 544 810 � e 4 � -q E 3 FR A o o CG DesCrrpttOn rn M 0 ; 5 10/14/19 Sand: Fine Grained SP 114 2 l2 Grey in color 10 8/I I/IS Sand: Fine Grained SP 115 3 11 Brownish Grey in color 15 9/13/16 Sandy Silt and Sand: Fine Grained ML 121 2 72 Greyish Brown in color 20 :=':'=: 8/11/15 Sand: Fine Grained SP 113 2 12 Cr[y in color 25 30 California Split -spoon Sample Total Depth = 2V - I Unrecovered Sample Bcdroek not encountered I Groundwater not encountered - Standard Penetration Test Sample 35 40 Note: The stratification lines represent the approximate - boundaries between the soil types; the transition may be - gradual. 45 50 Sladden Engineering Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date; 12/2112004 Boring No. 12 Job Number: 5444810 CL `o Q. V a C g C] ri o U Description 0 Remarks 0 Native Soil 5 8/1 1/13 Sand: Fine Grained SP 113 2 S Brownish Grey in color 10 ''• 6/9/13 Sand: Fine Grained SP 109 1 9 Grey in color 1S 9/12/14 Silty Sand: Fine Grained SM 114 2 17 Grey in color 20 �} 9/12/22 Silty Sand: Fine Grained SM 112 4 16 Grey in color 25 30 California Split -spoon Sample Total Depth = 2V IBedrock not encountered - Unrecovered Sample Groundwater not encountered - Standard Penetration Test Sample 35 40 Note: The stratification lines represent the approximate - boundaries between the soil types; the transition may be - gradual. 45 50 Sladden Engineering HI 0 5 10 15 20 25 30 35 40 45 50 12/21/2004 Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Boring No. 13 Job Number: 4. oCL 416/6 1 Sand: Fine Grained 6/7/11 1 Sand: Fine Grained 9/14/15 Silty Sand: Fine Grained California Split -spoon Sample Unrecovered Sample I Stan dord Penetration Test Sample Note: The stratification lines represent the approximate boundaries between the soil types; the transition may be Soil SP H 115 ' 1 1 10 IlGrey in color SP 11 103 J I 1 8 JIGrcy in color SM 1 110 1 I 1 18 Grey in color J Total Depth= 16' Bedrock not encountered Groundwater not encountered Sladden Engineering Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta I]nte: 12/21/Z004 1E3nrin Na.14 -MT Jab Number: Q 0 >1163L) in 17rCrr nlin. 0 5 10 15 20 25 30 35 40 45 50 7/10/14 +Clayey Silt and Silty Sand: Fine Grained 8/12/16 ISand7 Fine Grained 6/10/11 jClaycy Silt 518111 IClaycv Silt and Sandy Silt California SI lit -spoon Sample Unrecovered Sample I Standard Penetration 'Pest Sample The stratification lines represent the approximate apes between the soil types, the transition may be Soil ML II 104 I 11 1 77 jjGrey in color 544491 SP 11 99 I 6 I 8 arownisb Grey in color ML 11 93 24 838mwnis11 Grey in color iv1L 11 93 j 27 I 80 IIGrey in color Depth I ck not encountered Awnter not encountered Sladden Engineering Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/21/2004 Boring No.15 Job Number: 54448I0 � a o . 3 Z,VI R q E ri L U° G7 Description rn p Remarks 0 Native Soil 5 '` - _ 3/2/2 Sand: Fine Grained SP 3 10 Grey in color 10 _�V 2/2/3 Silty Sand: Fine Grained SM $ 13 Grey in color - n. �a V.., - f 15 3/5/7 Silty Sand: Fine Grained SM 3 15 Brown in color 14�4i. 20 `} 6/7/7 Silty Sand: Fine Grained and Clay Layer-3" SM 6 16 Brown in color ` 25D 3/3/4 Clay Layer and Clayey Silt Layer Brown in color 30 California Split -spoon Sample Total Depth —26' - I Bedrock not encountered - Unrecovered Sample Groundwater not encountered - Standard Penetration Test Sample 35 40 Note: The stratification lines represent the approximate - boundaries between the soil types; the transition may be _ gradual. 45 50 Sladden Engineering R: L ci CL 5 10 15 20 25 30 35 40 45 50 iviaaison club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta 12/Zl/2004 Soria No.16 Job Number: Q U e a m 3 j ° . Descri tian c°n 10/11/14 f Ssilty Sand: Fine Grained and Clayey Silt 6/9/13 Sand: Fine Grained 7/11/12 1 Sand: Fine Grained 7/13/20 [Sandy Silt and Silty Sand: Fine Grained California Split -spoon Sample Unrewvered Sample I itm:dard Penetration Test Sample ]Vote: The stratification lines represent the approximate boundaries behveen the soil types; the transition may be Sladden Engineering Soil SM J+ 103 I 6 ! 16 IlGrey in color SP 11 1 ] 0 j 2 I _7___jGrey in color SP li 119 j 2 j 6 IICney in color ML 11 99 J 7 1 60-]Grey in color Depth = 21, ck not encountered idwatm not encountered Madison Club -The. Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/21/2004 Boring No. 17 Job Number: 544-4810 U CD a -- o p E U 3+ pG Description U3 n Remarks 0 Nalive Soil 5 6110/16 Clayey Silt ML 109 1 76 Grey in color 10 12/14/22 Clayey Silt ML 108 8 71 Grey in color 15 6/9/12 Silty Sand: Fine Grained SM 107 2 16 Grey in color -• - California Split -spoon Sample Total Depth —16' - I Bedrock not encountered 20 Unrecovered Sample Groundwater not encountered - Standard Penetration Test Sample 25 . Note: The stratification lines represent the approximate _ boundaries between the soil types; the transition may be _ gradual. 30 35 40 45 50 SIadden Engineering Date; 12/21/2004 er M m v E o 0 © V U 0 5 10 15 20 25 30 35 40 45 50 i.iaua3vu %-IUV-iLie IIlueitway NEC Avenue 54 & Madison Street, La Sorinn No. 18 6/8/15 1Silty Sand: Fine Grained I2/14/19 1 Sand: Fine Grained 9/10/13 1Sand: Fine Grained California Si lit -spoon Sample Unrecovered Sample I Standard Penetration Test Sample The stratification lines represent die approximate arias between the soil types; the transition may be Slndden Engineering Job Number: a ~ H Soil SM 11 103 1 1 1 17 110rey in color SP 11 112 1 0 1 7 Grey in color Grey in color Depth =--16' ick not encountered idwater not encountered Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/21/2004 Boriug No. 19 Job Number: 544-4810, 0 un U M I Description 0 Remarks 0 Native Soil 5 10/14/18 Silty Sand: Fine Grained Sm 103 1 14 Grey in color V m to 417/9 Sand: Fine Grained SP 104 2 10 Grey in color 15 517/10 Silty Sand: Fine Grained Sm 111 4 18 Grey in color 20 7/11/20 Sand: Fine Grained SP 109 4 8 Grey in color 25 30 California Split -spoon Sample Total Depth =�)I' IBedrock not encountered Unrecovered Sample Groundwater not encountered - Standard Penetration Test Sample 35 40 Note: The stratification lines represent the approximate - boundaries between the soil types; the transition may be gradual. 45 50 Sladden Engineering Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quints Date: 12/21/2004 Raring No: 20 Job Number: 5444$10 G e C] Q ar as ❑ U Descri tian r+s •t:: a o Remarks 0 Native Soil 5 s = 8/9/12 Sand: Fine Grained SP 113 1 8 Grey in color 10 €, 9/13/14 Sand: Fine Grained SP 109 5 Grey in color 15 6/9/13 Sand: Fine Grained SP 109 1 8 Grey in color 20 9/14/27 Sand: Fine Grained SP [12 4 10 Grey in color 25 30 California Split -spoon Sample Total Depth —21 Bedrock not encountered - Unrecovered Sample Groundwater not encountered Standard Penetration Test Sample 35 40 Note: The stratification lines represent the approximate - boundaries between the soil types; the transition may be _ gradual. 45 50 Sladden Engineering Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quintet D.Ae: 12/23/2004 Baring No. 21 Job Number: 5444810 c a a _ _r 2 W ❑ v� U G4 Description rn � ° � .P, Ficmarks 0 [Native Soil 5 5/10/21 Sand: Fine Grained SP ! 9 Grey in color 10 ;'' 8/10/10 Sand: Fine Grained SP 5 10 Grey in color 15 3/4/8 Silty Clay and Clay Layer--3" ML 11 75 Brownisli Grey in color 20 3/6/11 Silt and Clay: Thin Interbedded Lenses CL 10 95 Brownish Grey in color 25 FDepthII 30 California Split -spoon Sample untered - Unrecoverr d Sample Groundwater not encountered - Standard Penetration Test Sample 35 40 [dote; The stratification lines represent the approximate - boundaries between the soil types; the transition may be grad ual. 45 50 Sladden Engineering Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/23/2004 Boring No. 22 Job Number: 3444810 � G ec'i Q rn `o o" U pq Description r° ] e Remarks 0 Native Soil 5 4/4/10 Clay and Sandy Silt Layer -6" ML 7 57 Brownish Grey in color 10 5/8/11 Silty Clay and Silty Sand: Fine Grained Layer•-2" CL 13 86 Grey in color 15 •� r.Sl 6/9/14 Silty Sand: Fine Grained and Silty Clay Layer -7" SM 18 — Grey in color 20 JIL5/8/! 1 Sand: Fine Grained SP ! 14 Brownish Grey in color 25 3/1110 IClaycySilt ivlL 3 81 Brownish Grey in color 30 California Si lit -spoon Sample Total Depth —25.5' Bedrock not encountered - Unreeovered Sample Groundwater not encountered - Standard Penetration Test Sample 35 40 Note: The stratification lines represent the approximate - boundaries between the soil types; the transition may be �duai, 45 50 Sladden Engineeting ivluuison it-iuu-i,ne Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/23/2004 Boring No. 23 Job Number: 54448 r a 1 m ,s tl1 ri U as Description � � � 0 Remarks 0 _ Grass Pasture 4/6/8 Sand: Fine Grained SP I 10 Grey in color 10 ''_• = 3/5/11 Sand: Fine Grained SP 7 10 Grey in color 15 3/6/8 1 Clayey Silt and Sandy Silt Layer —7" ML g _ 68 Brownish Grey in color 20 3/3/5 Clay and Sandy Silty Layer —6" ML 20 71 Brownish Grey in color 25 30 Califomia Split -spoon Sample Iota! Depth =--20.5' - Unrecovered Sample Bedrock not encountered I Groundwater not encountered - Standard Penetration Test Sample 35 40 Note: The stratification lines represent the approximate - boundaries between the soil types; the transition may be - gradual. 45 50 Sladden Engineering 1vluulson %—'uD-ine niaeaway - NEC Avenue 54 & Madison Street, La Quinta Date: 12/23/2004 Baring No. 24 Job Number: g44 ggi0 A \ A E o 3 >, p U W Descri tiara rn Z j o Rcrnarks 0 alive Soil 5 5/20/20 Clayey Silt ML 1 Light Grey 10 5/7/l0 Sand: Fine Grained SP 2 9 Grey in color •' � 5/6/10 Silly Sand: Fine Grained SM - ! : 12 Grey in color 20 5/7/8 Silty Sand: Fine Grained SM l 12 Grey in color 25 30 California Split -spoon Sample !'atal Depth=-20.5' - II Unrecovered Sample Bedrock not encountered Groundwater not encountered - Standard Penetration Test Sample 35 40 Note: The stratification lines represent the approximate - boundaries between the soil types; the transition may he gradual. 45 50 Sladden Engineering Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Date: 12/23/2004 Boring No. 25 Job Number: 5 44-4910 a CD tN cu 3 a G a A E cn U tq Description to Remarks 0 Native Soil 5 10/20/20 Sand; Fine Grained SP l 9 Grey in color 10 6/9/18 Sand: Fine Grained SP I I 1 Grey in color 15 6/10/15 Clayey Silt ML 3 77 1 Bmwn in color 20 8/10/14 Sandy Silt and Clayey Silt Layer —3" ML 3 72 Brown in color 25 30 Califamin Split -spoon Sample Total Depth = 20.5' II Bodmck not encountered - Unrecovered Sample Groundwater not encountered - Standard Penetration Test Sample 35 40 Note: The stratification lines represent the approximate - boundaries between the soil types; the transition may be gradual. 45 50 Sladden Engineering v= R. A 0 5 10 15 20 25 30 35 40 45 50 Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta 12/23/2004 Boring No. 26 Job Number: a 0 0 O D H r V 17 r*.er-ri nlsnn 0 3/6/10 ISilty Clay Layer--6" and Sand: Fine Grained 5/6/8 #Sand: Fine Grained 3/4/6 Sand: Fine Grained Layer--3" and Clayey Silt California Split -spoon Sample Unrecovered Sample Standard Penetration Test Sample Note: The stratification lines represent the approximate boundaries between the soil types; the transition may be Sladden Engineering Soil ML it 1 18 1 81 110rev in color SP 11 1 8 1 10 IiGrev in color 5P 8 Grey in color Total Depth = 15.5' 13edrock not encountered Groundtva[er not encountered Madison Club -The Hideaway NEC Avenue 54 & Madison Street, La Quinta Bate: 12/23/2004 Boring No. 27 Job Number: 54445.10 0 0 O CL `T ❑ rn U W Desrri tion rn �°- remarks 0 Native Soil 5 6n19 Sand: Fine Grained Sh 4 9 Grey in color 10 31415 Clayey Silt ML 2 84 Brownish Grey in color 15 4/515 Sandy Silt and Clayey Silt-3" ML 12 71 Brownish Grey in color 20 :';; €; 51518 Sand: Fine to Medium Grained SP 6 10 Brown in color 25 30 California Split -spoon Sample Total Depth =20.5' - I Bedrock not encountered - Unrecovered Sample I Groundwater not encountered - Standard Penetration Test Sample 35 40 Note: The stratification lines represent the approximate - boundaries between the soil types; the transition may be gradual. 45 50 Sladden Engineering 4+ a. A 0 5 10 15 20 25 30 35 40 45 50 12/23/2004 0 2 U M 4/7/9 1 Sandy Silt lvlaat!son l7ub-,i'be tluaeaway NEC Avenue 54 & Madison Street, La Quinta 13oring No. 28 Job Number: _c y Native Soil ML 1 3 61 lGrey in color 3/3/6 +Clay Layer-7" and Sandy Silt I ML II I 10 I 74 IlGrey in color 202/3 Clay CL 11 12 1 90 1=13mwnish�incolor California Split -spoon Sample Total Depth —15.5' IBedrock not en ountered lJarecovcrod Sample Groundwater not encountered Standard Penetration Test Sample The stratification lines represent the approximate orics between the soil types; the transition may be Sladden Engineering NEC Avenue 54 & Madison Street, La Quinta Date: t212312QQ4 Baring No. 29 Job Number: 544-481Q C b A ri U ❑ L*1 Descri lion rn Remarks _ `� ➢I� Native Soil 6/9/14 Silty Sand: Fine Grained SM i 17 rey in color 10 _';'•`•' 6/7/8 Sand: Fine Grained SP 2 11 Grey in color 15 ; _= 3/4/7 Sand: Fine Grnined SP 4 10 Grey in color California SI lit -spoon Sample alai Depth = 15.5' 20 lJnrecovere Sample Bedrock not encountered I Groundwater not encountered - Standard Penetration Test Sample 25 - Note: The stratification lines represent the approximate - boulidaries between the soil types; the transition may be - gradual. 30 35 40 45 50 Sladden Engineering APPENDIX B Laboratory Testing Laboratory Test Results APPENDIX B LABORATORY TESTING Representative bulk and relatively undisturbed soil samples were obtained in the field and returned to our laboratory for additional observations and testing. Laboratory testing was generally performed in two phases. The first phase consisted of testing in order to determine the compaction of the existing natural soil and the general engineering classifications of the sail underlying the site. This testing was performed in order to estimate the engineering characteristics of the soil and to serve as a basis for selecting samples for the second please of testing. The second phase consisted of soil mechanics testing. This testing f eluding consolidation, shear strength and expansion testing was performed in order to provide a means of developing specific design recommendations based on the mechanical properties of the soil. CLASSIFICATION AND COMPACTION TESTING Unit Weight and Moisture Content Determinations: Each undisturbed sample was weighed and measured in order to determine its unit weight. A small portion of each sample was then subjected to testing in order to determine its moisture content. This was used in order to determine the dry density of the soil in its natural condition. Tha results Of this tasting are shown on the Boring Log. Mwtmum Density -Optimum Moisture Determinations: Representative sol types were selected for maximum A. The results of this testing are i i density deter nations. This testing was performed n accordance with the A Presented graphically y$TM standard D1557-41, Test Method the field densities of the sail in order to date rmto Baring Log, and is ine theexisting relative compactionpendix. -f-he mara 1i. to the This is shown onthe useful in esiinyating the strength and compressibility of the soil. Classification Testing- Soil samples were selected for classification testing. This testing consists of mechanical grain size analyses and Atterberg Limits determinations. These provide information for developing classifications for the sail in accordance with the Unified Classification System. This classification system cat having similar engineering characteristics. The results of this test are very useful for detecting eectings the soil into groups and in selecting samples for further testing, variations in the soil SOIL MECHANIC'S TESTING Direct Shear Tesf7ng. One bulk sample was selected for Direct Shear Testing. strength of the soil under various normal pressures and is used in developirg paramTlus testing measures the shear eters For Foundation design and lateral design. Testing was performed using recompacted test specimem, which were saturated prior to testing. Testing was performed using a strain controlled test apparatus with normal pressures ranging, from Boo to pounds per square Foot. 2300 Expansion Testing. One bulk sample was selected for Expmgs on testing. Fxpansian testing was performed in accordance with the UBC Standard I8-2. This testing consists of remolding 4-inch diameter by 1-inch thick test specimens to a moisture content and dry density corresponding to approximately 50 percent saturation. The samples are subjected to a surcharge of 144 pounds per square Foot and allowed to reach equilibrium. At that point the specimens are inundated with distilled water. The linear expansion is then measured until complete. Consolidation Testing; F66F relatively undisturbed samples were selected for consolidation testing. For this testing one -inch thick test sperirn s are subjected to vertical loads varying from 575 psf to 11520 psf applied progressively. The consolidation at each oad increment was recorded prior to placement of each subsequent load. The specimens were saturated at the 57? sf or 720 psf load increment. APPENDIX C 2001 California Building Code with 1997 LTBC Seismic Design Criteria January 28, 2005 -15- Project No. 544-4810 05-01-101 2001 CALIFORNIA BUILDING CODE SEISMIC DESIGN INFORMATION The California Code of Regulations, Title 24 (2041 California Building Engineer Code, Cn criteria. 1G of Ibis cede, eontain substantial revisions and additions ogeart97 hquake engineering design criteiha. Concepts contained in the code that wiA be relevant to construction of the proposed structures are summarized below. Ground shaking is expected to be the primary hazard pmoat likely to affect the site, based upon r'a-- mity to significant faults capable of generating to be most likely to create strop g laxge earthquakes, Malar fault zones considered g ground shaking at the site are listed below. Approximate Distance Fault Zone Approximate Type From Site [1997 i ]BC] San Andreas 89km A San Jacinto 30.9 lvn A Based on our field observations and understanding ❑f local geologic conditions, the sail raffle judged applicable to this site is So, generally described as stiff or dense soil. The site is located within e iIBC Seismic Zone 4. The following table presents additions! coefficients and factors relevant to seisms mitigation for new construction upon adoption of the 1997 code, c Seismic Near -Source Acceleration Near -Source Seismic Seismic Source Factor, N, Velocity Factor, Nr Coefficient Coefficient C" Cv San Andreas 1.04 1.29 0.44Na 0.64N,. San Jacinto 1.0 1.0 0.44N" 0.64N, Sladden Enghteel i1rg r Ln O r LL — a *- a� m T 0) U. a V z; U C LU w U U Gl O L a Ln z W R. O LL a r C N N — m a — h8 �l'IQ T d (0 C 1 �I do, ? Nf1 N O CO 1 11 11 U 1 r N X C E N CO T Q co C 2 c 7 co Q LO m M J A 6 r c C E d O � y C6 Q O .L-• CA d o a) E QE M i O O y o 0 1L U :- (> 3 CL cis E O o C1 C t N `° a a) rn CD ca a) CA S a O W _ a) E a) m r a3 Eaa) o g a m a) C m O U O caE 3 O C > a 0 a C co C N Q co N CO N O fCf N m Ir� O O R O C O _ O O N fn W co m C C N N m e U O= m E i `o } °' o coc > ° Fes- vi :?cp' cc ° n a)a ca$ Mm a a m N N iv o m d u W N L 7 d= m 7 _cc as C +� ��c SS a"O N > O N N y W co a C 0 = O G W � O Q o H W C .. •C > O= �7+ W N C a, a O d 7� O r 7 W O.T 0y�0 x S p O C LL 0 cl V, C E E w- oW p M rp7p C O V� C Cp W t W t 0 �SQ $�>io�raC °'J E Ci S F- S F- a m . V. O S 0 . 0 Z Z 0 N W ui Z W 7 a3 c� .L• N C o N —21 a) ZT c a m mp rn� ID � c c W ca O) N •� O m c 6I D1 C N m 0 v cc A; a ac :a U) U r�U C O O N U a) O N Q � � N U U c -o f6 c a co E co O U U c c a E a3 W � Q. E t a c � a L 'a 7 7 � U co c N o C CL O N 0. 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