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12-0588 (RPL)P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: 12-00000588 Property Address: 53165 HUMBOLDT BLVD APN: 767-700-009- - - Application description: POOL - RESIDENTIAL Property Zoning: LOW DENSITY RESIDENTIAL Application valuation: 50000 Tiht 4 -4 Q" Applicant: Architect or Engineer: PC LICENSED CONTRACTOR'S DECLARATION DEPARTMENT BRMIT I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License Clas , B C27 C53 License No.: 810111 /ate: �- Contractor: O NER-BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: (_ 1 I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_) 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.)- (_) I am exempt under Sec. , B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: n Lender's Address: f` �LQPERMIT VOICE (760) 777-7012- .FAX 77-7012.FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: - 5/24/12 ----------------------------------------------- WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. YI have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: ,4" Carrier STATE FOND Policy Number 1960476-2012 I certify that, in the performance of the work for which this permit is issued, I shall not employ any . person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section n 3700 of the Labor Code, I all forth omply with those provisions. /at 2 pplicant: WARNING: FAILURE TO SECURE OR RS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000)• IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and cou ty ordinances and state laws relating to building construction, and hereby authorize representatives of t is coun y to enter u on the above-mentioned property for i specljpo.pu oses. ate: ignature (Applicant or Agent l: (\' Owner: } EVERTSON BRUCE F TRUST N �++ �M AV '-z Contractor: PICASSO POOLS INC QZ 42335 WASHINGTON ST STE F13 PALM DESERT, CA 92211 (760)345-4600 Lic. No.: 810111 I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License Clas , B C27 C53 License No.: 810111 /ate: �- Contractor: O NER-BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: (_ 1 I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_) 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.)- (_) I am exempt under Sec. , B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: n Lender's Address: f` �LQPERMIT VOICE (760) 777-7012- .FAX 77-7012.FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: - 5/24/12 ----------------------------------------------- WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. YI have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: ,4" Carrier STATE FOND Policy Number 1960476-2012 I certify that, in the performance of the work for which this permit is issued, I shall not employ any . person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section n 3700 of the Labor Code, I all forth omply with those provisions. /at 2 pplicant: WARNING: FAILURE TO SECURE OR RS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000)• IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and cou ty ordinances and state laws relating to building construction, and hereby authorize representatives of t is coun y to enter u on the above-mentioned property for i specljpo.pu oses. ate: ignature (Applicant or Agent l: (\' Application Number . . . 12-00000588 Permit BLDG POOL PERMIT Additional desc . Permit Fee . . . . 414.50 Plan Check Fe_e 269.43 Issue Date . . . . Valuation . . . . 50.000 Expiration Date 11/20/12 Qty Unit Charge Per Extension BASE FEE. 252.0.0 25.00 6.5000 --`------------------------------------------------------------------------- THOU BLDG 25,001-50,000 162.50 Permit . . . MECH POOL Additional desc . Permit Fee . . . . 26.00 Plan Check Fee 6.50 Issue Date . . . . Valuation 0 Expiration Date 11/20/12 Qty. Unit Charge Per Extension BASE FEE 15.00 1.00 11.0000 ---------------------------------------------------------------------------- EA MECH FURNACE >100K 11.00 Permit . . . ELEC POOL PERMIT -RES Additional desc . Permit Fee . . . . 45.00 Plan Check Fee 11.25 Issue Date Valuation 0 Expiration Date 11/20/1-2 Qty Unit Charge Per Extension BASE FEE 15.00 1.00 30.0000 ---------------------------------------= EA ELEC PRIVATE SWIMMING POOL ------------------------------------ 30.00 Permit PLUMBING Additional desc . Permit Fee . . . 33.00 Plan Check Fee 8.25 Issue Date Valuation . . . . 0 Expiration Date 11/20/12 Qty Unit Charge Per Extension - BASE FEE 15.00 2.00 -6.0000 EA PLB FIXTURE 12.00 1.00 3.0000 EA PLB WATER INST/ALT/REP 3.00 1.00 3.0000 EA PLB GAS PIPE 1-4 OUTLETS 3.00 ----_----------------------------------------------------------- Special Notes and Comments ------------- POOL/SPA,,FIREPIT. ALARMS/BARRIERS. SHALL ' LQPERMIT 1 I LQPERMIT Application Number . . . . . 12-00000588 n; ---------------------------------------------------------------------------- Special Notes and Comments BE IN PLACE AT PRE -PLASTER INSPECTION. EQUIPMENT ENCLOSURE NOT INCLUDED. 2010 CODES. -------------------_-- Other Fees . --------------------------- . . . . . . BLDG STDS ADMIN (SB1473) 2.00 Fee summary ----------------- Charged Paid -------------------- Credited -------------------- Due Permit Fee Total 518.50 .00 .00 518.50 Plan Check Total. 295.43 .00 .00 295.43 Other Fee Total 2.00 .00 .00 2.00 Grand Total 815.93 .00 .00 815.93 n; Ilia # Oty Of, is Qu1Ctta Butldtag 8r Safety Division P.O. Box 1504,"78-495 Calle Tampico 4.Qulnta, CA 92233 -:(760) 777-7012 Building Permit Application and Tracking Sheet Permit # //��,,,, %Uv Project Address: 53' i lo$ th Owner's Name:. Al Fyev A. P. Number. 77 (p-7 .— 30 Address: S v Legal Description: City, ST, Zip: tj cA ct Z Contractor. SCR$ S Telephone: Project Description -$ Z WA, Rre Address:Sac� 5 City, ST, Zip: pS+K C A- L2\ Telephon ,,j S) ty Lic. #t 30 3 State Lic. # : Arch, Engr., Designer. n S Add=: City., ST. Zip: Telephone: State Lia #: Lf Name of Contact Person: gre*) Construction Type:. Occupancy: Project type (circle one): New Add' epau Demo Sq. Ft:torics: # Unit$: Telephone # of Contact Person: (p © 3 C) t7 Estimated Value of Project; APPLICANT: DO NOT WRITE BELOW THIS UNE # Submittal Req'd Recd TRACING PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Cake. Reviewed, ready for corrections Plan Check Deposit • . Truss Cales. Called Contact Person Plan Check Balance • Title 24 Cales. Plans picked up Construction Flood plain plan Plans resubmitted.. Mechanical Grading plan 2" Review, readyfor correctionsrissue Electrical Subeontactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.L H.O.A- Approval Plans resubmitted Grading IN MUSE:. '^c Review; ready for correcdonsAssue Developer Impact Fee Planning Approval Called Contact Person A.LP.P. Pub. Wks. Appr Date of permit issue School Fees Total Permit Fees Sladden Engineering 45W.Golf Center Parkway, Suite F, Indio, CA. 92201(760)8&W13 Fax (760) 8(3„0847 6782 Stanton Avcnuc;.Suiib A. 13uenn Ptak. CA 90621 (714) 523-0952 Fax (714) 52,3-1369 450.Egan Avcnuz, t3et►umont, CA 9222 (951) 845-7743 Fax (95 1) 845.8863 ' 800`E Flc►iida AvenUe,-I lenwL CA 92543 (951) 766-8777 Fax (951) 766-8778 Apr116,2012 : Project No. 544-11172 12-04-084 ' Bradshaw Construction 46.248 `ltoudcl::Lanc +La Quinta, California 922,53 . - Project: Proposed Custom Residence 53-165 Humboldt Avenue Madison Club La Quinta, California ' Subject: Solubl&Sulfate Content As- .reque ted,:we have sampled the surface soil on the subject lot to determine the soluble sulfate ' content as it relates to. selecting appropriate concrete mix designs. Testing indicates that the site soil is corrosive With respect to Concrete. The testing indicated a soluble sulfate content of 3600 ppm;(0:360)'percent .that corresponds with "severe" exposure category in accordance with Table ' '3of ACI 318.08 Chapter 9 In;acco.rdance with ACI 318.08, special sulfate resistant concrete mix designs: will be required Structural concrete in contact with the soil should include Type V cOment; a.mWmum compressive trength of 4500 psi and a maximum water cement ratio of 0.4.5. ' if you have questions regarding this otter; please contact the undersigned. Respectfully submitted, ' SILADDEN ENGINEERING Q4aFiSSlO ., Brett L. Anderson �y o Principal Engineer c N&C450 ' 1483a2012 � Lcttcr/gl . 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NOt110NOa:junsOdX3 1 SlAdden Engineeno: im 8782 Stanton Ave„ Suite Ar t3uetta Palk, CA 9=1 (714} 5?.3.09Q Fax (714)52 130 ' 39.725 Garand Ln4iSuM G, Palen l7esert: CA 92211 (7t30} 772-3893 Fax (780) 772 896 ' )anuar)r 28, 2005 ' Project N% 514-4810 05`01-101 East of Madison, LLC 81-100 Avenue 53 La Quinta,California.' 92253. Attention: Mr. John Gamlin ' Project, Madison Club Tentative Tract Map 33076 . ' N EC Avenue,54 and Madison Street La (Minta, California ' Subject: Geotechnical Investigation Presented herewith is the report of our Geoh dutical ht . v+ort aondtrdgd..toe the coeon of tbs proposed golf club and residential development to be located on .the nord*st coma of Avenue 54 artd Madison Street in the City of La Quinta, California. The Investigatiort Wn OedommWI.-in wdw bu wide recommendations for site preparation and to assist in foundation design (w the pulmsed resideaU structures and the related site improvements.. i This report presents the results of our field inveogatkm,and-dory and recommendations for foundation design and site:pteparation. loisreporE:aogm deals our edgbW scope of services as outlined within our proposal dated<Decernber 13,:2WC i ' We appredate the opportunity to provide service to you on this project.' If you haw air Worts regarding this report, please contact the uutdersigned 11 1 Respectfully submitted, SLADD ENGINEERING Brett -L. Anderson principal Engineer SER/pc Copies: 6/East of Madison; LLC r 2433 GEOTECHNICAL TNVWnGA'nON PROPOSEDUADISON CLUB NEC AVENUE 54 &MADISON STREET LA QUIZ rA, CAUFORMA ' January 28, 2005 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 TALE OF CONTENTS INTRODUCIION-, ............................................................................»..............»......:..»...............» 1 SCOPEOF WORK.....................................................»....»..... ..... »...... 1 ' PROJECT DESCRIP'ITON .........................:.................................»...».......»:.. Z GEOLOGY AND SEISMICITY ..................................»:......»»...... ...... 2 SUBSURFACECONDITIONS ...........................................................:...............................» 3 . t LIQVEFACTION ..............................................................».....».....»........................----»................... 3 CONCLUSIONS AND RECOMMENDATIONS ....... ......... :..... ........ FoundationDesign ...................................»................: .................».»» 4 ' Settlements ...............:.......................................:............................_........ g LateralDesign...................................».............................................».....:....... 5 Retaining Walls .. ..... ......................................»»......»..,....»..,.....�........ 5 ' Expansive Soil ..................................,:.:........................... ....... ........ 5 Concrete Slabs -on -Trade ................. ............................ .. S SolubleSulfates ...............................::..............................................». Tentative Pavement Design..................I..............» 6 6 Shrinkage and Subsidence ............................._,,,,,,». General Site'Grading..........................::...............................»------- 6 ' 1. Site Clearing ........................... ...................... ,................»............._..... 6 2. Preparation of Building and Foundation A,,,,,,,,,,,,,,, 3. Placement of Compacted Fill............... ............:....................... 7 4. Preparation of Slab and Pavement Areas..,--_ 7 5. Testing and Inspection.................»»,......»....�.......... 7 GENERAL.................................... ......................................... 8 . REFERENCES ............................. 9 APPENDIX A - 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 2s 33 ' January 28, 2005 -1- Project Na 544481 Ob -01-101 MWODUCTION ' 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 1.3 ' Quinta, California. The preliminary plans indicate that the proposed project wiitinclude an 184w)e golf course, clubhouse, and approximately 200 .single 4amily residences along with various associated site ' improvements:. The associated site improvements are expected to include paved roadways m c , Cele driveways and patios, underground utilities, and landscape arca*. ' SCOPE OF WORK The purpose of our investigation was to determine certain engineering dsaracberistics of the near seufaoe soil on the site in order to develop recommendations for foundation design and site pzepasftL Our investigation included field exploration; laboratory testing, titerahue review, erqnoerbV analysis and the preparation of this report. Evaluation of hazardous materials'or other cavircomental aoaoee m was not within the scope of services provided. Our investigationwas pedoemed in aoeoadanoe whir ' contemporary geotechnical engineering principles and practice. We do. not make od w wwwmty, rarer express or implied. ' PROJECT DESCRIPUON The project site is located on the northeast corner of Avenue 54 and Madison Street in Ore City of La ' Quinta, California. it is our understanding that the project will consist of as 184mle gdf a wft clubhouse, and approximately 200' single4amilp residences along with various amodated site improvements, Yt. is our understanding that the proposed residences and clubhouse -will be of reWWdy t lightweight wood -frame construction and will be supported by conventional d anow gulad footings and concrete slabs on grade. The associated improvements will include paved road aym, c u cr ere walkway& patios, driveways, -landscape areas and various underground utilities. ' The majority. of the subject site is presently vacant. The site Includes several 7 P Y agricultural parcels as well as undeveloped desert land. Large tamarisk trees exist along the majority of One pcopftV Ibbs within the ' southeastern portion of the site. The majority of the eastern portiow of the prvpmty hnv boon previously used for agricultural purposes. the property is level throughout and.is near the elevation of the adjacent properties and roadways. -A horse ranch occupies the southeast corner of the site. the rands ' contains several residential structures and various outbuildings, Fenced F061r+es OCCUPY most of the ranch: Several other residences and structures exist at locations $noughout the sine. Avaure 54 form tithe southern site boundary, Monroe Street forms the eastern site boundary, and.Madison Street forms Ole ' western site boundary. The Hideaway development is located just west of the site. Seismic activity along the nearby faults continues to affect-the:.wea and the Coachella Valis=ddered ' one of the more seismically active regions in Califon& A computer progtam,aYd , eeIi e t guoiog�C literature were utilized to compile data related to earthquake fault zoned in the region and p�e4i¢ = seismic activity that may have affected.the site. L.Q. Fault Version 3M-Make).p ovides a aoonp;llafion of ' data related to earthquake faults in the region. The program searches available daub&= =4 panyidm both distances to causitive faults and the corresponding aw0eaatim s that may be eupereieno id on dw she because of earthquake activity along these faults, 'Ilse attenuation relatkwahlp utified for dit Poripm was based upon Joyner & Boore (2001) attenuation curves, The lnfowm ien gohotatod was etillaed in our ;liquefaction evaluation The site is not located in any Earthquake Fault zone; as the State but is in tine by . 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 Dewrt Ha Spmp - ' _ 1945 (6.5 Magnitude), Palm Springs - 1986 (5.9 Magnitude), Desert Hot Springs -1992 (61 Magnitswel Landers -1992 (7.5 -Magnitude) and Big Bear -1992 (6.6 Magnitude). Slay"liaespiir606W � ?fit - • 2� ' 33 - January 28, 2005 -2- Project Na 5H-181 OS -01-101 Based upon our previous experience with lightweight:. residential ..struchnW, we expect that isolated column loads will be less than 30 kips and wall toading.will be less than to 2A kipa per tJow foot, Grading is expected to include minor cuts and fills: to. nuft h the reerby. deviations and to construct ' slightly elevated building pads to accommodate site d $�Exterive.cuts•are-propa�sed #arseveral of the golf holes with he preliminary plans indicatittg'cuta inexcess of feet widtin.some of the golf holed` This does -not include removal and recompaction of the beating soiI.within .the building areas If thhe ' anticipated foundation loading or site grading varies substantially fMm -dW assumed the recommendations included in this report should be reevaluated. ' GEOLOGY AND SESMCTTY The project site is located within the central Coachella .Valley that is-part,9U.ft-=bwadee-Salm,n Troagtt ' geomorphic province. The Salton Trough is a northwesttrmd' dtats0dends-hem die Gulf of California to the Banning Pass- Structurally the:Salton Trough is dvnni3taWe by sural .rhos ' trending faults, most notable of that is the San Andreas system. A relativelythick sequence equ ence of sedimentary rocks have been deposited in the.Covi� VaDay poctaorh of ' the Salton Trough from Miocene to present times. 'these its are IRM I'm ani tdy tectes&W in nature with some lacustrian and minor marine deposits. The mou ntaku stmmunding the CoKbella Valley are composed primarily of Prcmftian metammpl6c.snd Mesozoic gcaniEtic rock The -Coachella Valley is situated in one of the more seis nkWly active areas of CaliifomhL Ilse San Andreas fault zone is considered capable of generating a maximum.0v6Ne:cuthquabeeaf and because of its proximtty to the project site the distance of approodnuly 92 be ' considered in design fault for the project. Seismic activity along the nearby faults continues to affect-the:.wea and the Coachella Valis=ddered ' one of the more seismically active regions in Califon& A computer progtam,aYd , eeIi e t guoiog�C literature were utilized to compile data related to earthquake fault zoned in the region and p�e4i¢ = seismic activity that may have affected.the site. L.Q. Fault Version 3M-Make).p ovides a aoonp;llafion of ' data related to earthquake faults in the region. The program searches available daub&= =4 panyidm both distances to causitive faults and the corresponding aw0eaatim s that may be eupereieno id on dw she because of earthquake activity along these faults, 'Ilse attenuation relatkwahlp utified for dit Poripm was based upon Joyner & Boore (2001) attenuation curves, The lnfowm ien gohotatod was etillaed in our ;liquefaction evaluation The site is not located in any Earthquake Fault zone; as the State but is in tine by . 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 Dewrt Ha Spmp - ' _ 1945 (6.5 Magnitude), Palm Springs - 1986 (5.9 Magnitude), Desert Hot Springs -1992 (61 Magnitswel Landers -1992 (7.5 -Magnitude) and Big Bear -1992 (6.6 Magnitude). Slay"liaespiir606W 11 SUSSU1EtIiACg-CONDITIONS ' The soil underlying the site consists primarilyof•fine-grained ashy sands -.with scatteeied;proa dneidsandy clay and sandy silt layers:: As is typical for the area, the.siilty-sand.and sandy.silt-.layew-are i wonsistently interbedded and vary in thickness. Silty sands ,were the most promb=t von 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 hurt tate deeper silty sand and sandy silt layers appeared relatively firm. Relatively undisturbed samples indimfed dry density varying from 84 to 121 pcf. Sampler penetration.rhe (as meastwed by field bkwnotmts) indicates that density generally increases with depth. The site soil was dry on the and.moist ' below a depth of approximately 5 feet but some silty tayets were typically wet, Laboratotp tear'g indicated moisture content varying from 1 to 33 percent. ' Laboratory testing indicates that the surface soil within. the upper 5 feet consist prbaacily of sihy sands Expansion testing indicates that the surface silty sands are-gewralty nan w ansfve are dasdfiW as "very low`expansion category soil in accordance with Table 184-6:of the.1997 Q%iiaftv: C & Groundwater was encountered within our borings at depths of appraodam! y 51 to 79 fleet below due existing ground surface. Groundwater should be considered in design and corstrueftL ' LIQUEFAMON Liquefaction occurs with sudden loss of soil strength because of zapid hxrceses -in pots p ea widdu ' cohesionless soil as a result of repeated. cyclic loading during.scenic events. Sevens conditions mum t be present for liquefaction to occur including; the presence of relatively shallow groundwater, garetaBy loose soil conditions, the susceptibility of soil to liquefaction based -upon .grain-size,%&Nam and the ' 'gerieration of significant and repeated seismkally .induced ground aoo c►s. L�bd�ion of aft 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 oacu.rm.e not preawL As previously indicated, groundwater was encountered within our borings at depths of 51 to 79 feet below the existing ground surface on the site. Because of the depth to gramdwatatr ow potentbi ' .4& liquefaction affecting the site is considered negligible. CONCLUSIONS AND RECONMEMNIDATIONS, Iia ed upon our field investigationi s p and laboratory testing, tis our opbuon that the pr+nposed groiE court clubhouse, and residential development is feasible from a sod medtardds statulpohd provided dw the ' recommendations included in this report are considered in buildit foundation. design and site ..,preparation, (tecause of the somewhat loose condition of the near surface soil, remedial graft is proposed rcco Amended for the building areas. We recommend that remedial grading within due; t building areas include the overexcavation and reeompaction of the primary fvundad . soli. S ;ecific recommendations for site reparation are presented in the Site Grading section of this report. P 1' ' January 28, 2005 -3- Project No. SH -4810 05-01-101 11 SUSSU1EtIiACg-CONDITIONS ' The soil underlying the site consists primarilyof•fine-grained ashy sands -.with scatteeied;proa dneidsandy clay and sandy silt layers:: As is typical for the area, the.siilty-sand.and sandy.silt-.layew-are i wonsistently interbedded and vary in thickness. Silty sands ,were the most promb=t von 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 hurt tate deeper silty sand and sandy silt layers appeared relatively firm. Relatively undisturbed samples indimfed dry density varying from 84 to 121 pcf. Sampler penetration.rhe (as meastwed by field bkwnotmts) indicates that density generally increases with depth. The site soil was dry on the and.moist ' below a depth of approximately 5 feet but some silty tayets were typically wet, Laboratotp tear'g indicated moisture content varying from 1 to 33 percent. ' Laboratory testing indicates that the surface soil within. the upper 5 feet consist prbaacily of sihy sands Expansion testing indicates that the surface silty sands are-gewralty nan w ansfve are dasdfiW as "very low`expansion category soil in accordance with Table 184-6:of the.1997 Q%iiaftv: C & Groundwater was encountered within our borings at depths of appraodam! y 51 to 79 fleet below due existing ground surface. Groundwater should be considered in design and corstrueftL ' LIQUEFAMON Liquefaction occurs with sudden loss of soil strength because of zapid hxrceses -in pots p ea widdu ' cohesionless soil as a result of repeated. cyclic loading during.scenic events. Sevens conditions mum t be present for liquefaction to occur including; the presence of relatively shallow groundwater, garetaBy loose soil conditions, the susceptibility of soil to liquefaction based -upon .grain-size,%&Nam and the ' 'gerieration of significant and repeated seismkally .induced ground aoo c►s. L�bd�ion of aft 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 oacu.rm.e not preawL As previously indicated, groundwater was encountered within our borings at depths of 51 to 79 feet below the existing ground surface on the site. Because of the depth to gramdwatatr ow potentbi ' .4& liquefaction affecting the site is considered negligible. CONCLUSIONS AND RECONMEMNIDATIONS, Iia ed upon our field investigationi s p and laboratory testing, tis our opbuon that the pr+nposed groiE court clubhouse, and residential development is feasible from a sod medtardds statulpohd provided dw the ' recommendations included in this report are considered in buildit foundation. design and site ..,preparation, (tecause of the somewhat loose condition of the near surface soil, remedial graft is proposed rcco Amended for the building areas. We recommend that remedial grading within due; t building areas include the overexcavation and reeompaction of the primary fvundad . soli. S ;ecific recommendations for site reparation are presented in the Site Grading section of this report. P 1' r ' January 28, 2005 -4- Project No. 544.4$1 �3 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 f6ebuilding areas will result in the construction of a uniform compacted soil mat beneath ' all footings, fn our opinion, liquefaction related mitigation measures in addition to -the site grading and foundation deslgn'reconunendations included In this report should not be necessary. ' The site is located in erre of the more seismically active areas in California. Uesign•:praiMiocub should be aware of the.site setting and the potential for earthquake activity during -the anticipated life of the structure should be acknowledged. The aeoeletations that may be experienced:.on<thesite (as prcviou dy ' discussed) should be considered in design. the seismic provisions Included ,In. the Unif+m Building Code for Seismic Zone 4 should be considered the minimum design criteria, ftonentmW UBCSebmic Design Criteria is summarized In Appendix C. ' Cavi did occur within our and ng borings the potential for caving shoiild be aWeeNd witltiirt deeper excavations. All excavations should be constructed In a000rdance�with-the•nornW C'iOOSH 1 amvation ' criteria. On the basis of our observations of the materials we anticipate that the wefaot silty sands will be classified by Ca1QSHA as Type C, Soil eonditimm should be vedAW in the geld by a "Competent person" employed by the Contractor. ' = The near surface soil encountered duringinvests tion was (band -to be our ga noet-�� hb°raiar testing indicated an Expansion index of for the surface silty sands that oorr+espoeds wi@t the'very bwr' ' expansion category In accordance with UBC Table 1.8-1.5, The following recommendations present more detailed design criteria which have been developed on the ' basis of our field and laboratory investigation The recommendations are baW upon-nonve soil criteria. ' Foundation;Design: The results of our mvestigatim indicate that either owveffliavai *Allow continuous footings or isolated pad footings that are supported upoin properly oo V*md soil may be expected to provide adequate support for the proposer! stzutture.6aadadam 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 foundadom u -Footings should extend at least 12 inches beneath bwest adjacent grade: Isolated sgoaoe ar rectangular footings should be at least two feet square and contintwas footings should be at kast 12 inches wide. Continuous footings may be designed using an allowabte bearing value of 1500 :pounds per square foot (psf) and isolated pad footings may be designed acing an aliow*e 'bearing pressure of 1800 psf. Allowable increases of 250 psf for each addhimW 1 foot of width and 250 psf for each additional 6 inches of depth may be utilized if desired. The mwdsm, allowable bearing pressure should be 2500 psf. The allowable bearing pmmpjm are apphc@W to dead and frequently applied live loads. The allowable beacuctg pressures may be wed by W to resist wind and seismic loading. Care should be taken to see that bearing at; subgrade sol Is not allowed to become saturated from the ponding of rainwater or irrigation. Uramage from the building area should be rapid and complete. $Wdex 546WAV - 2q/33 ' - January 28, 2005 5- Project No. 5H-010 05-%-101 ' The recommendations provided in the preceding paragraph are based on the mon 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 Fjglneer 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, ' SeWe"n ents:. Settlements resulting from the anticipated . foundation loads should be minimal provided ihaf the recommendations Included In this report arc considered in foundation design and construction. The estimated ultimate settlements are calculated to be. approocimatdy one inch ' when using the recommended bearing values. As a practical matter, dlffm!rd sl settlex-anb 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 fiction aemtg at the base of the slabs or foundations and passive earth.pressure along the sides of the fioumdatlons„ A coefficient of friction of 0.40 between soli and concrete may be used with aonsidec tson to dead ' load forces only. A passive earth press<,re of 250 pounds per square f mk per fioot of depth, may be used for the sides of footings that are poured against properly compacted uadw 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 neoessary to acaxnplish the prvpaaed constivation. ' Lateral pressures for use in retaining wall design can be estimated using to egaivak tt fluid weight of 35 pcf for level free•draWng native badM ootditiom For wWb that we to be restrained at the top, the equivalent fluid .weight should be inc used to 55 pd for kvd f draining native backfill conditions- Sackdrains should be provided for the full ite#ght of the walls. '. Expansive Soil: Because of, the prominence of "very low" expansion category soil newer the surface,. the expansion potential of the foundation bearing so7;:should not.,be. a conftau ft forme in foundation or floor slab design. Expansion potential should be reevaluated wbaegr %t to grading. Concrete Slabs -out -Grade: All surfaces to receive sb=M be mhdedaht by a minimum compacted non -expansive fill thickness of 24 inches, placed as d=nW in the Site Grading Section of this report. Where slabs are to receive moiskm awAdtive Boar cow or where dampness of the floor slab is not desired, we reo d unend the use of as vpropdate vapor barrier or anadequate capillary break. Vaporr bazziew dKRdd be protected by sand m aridw to ' reduce the possibility of puncture and to aid in obtsfiftvniform concrete Reinforcement of slabs -on -grade in order to resist expannsive sail pressumes should not be necessary. However, reinforcement will have a beneficial effect in eons =d ft berme of concrete shrinkage. Temperature and shrinkage related cra&Ing should be wWcipawd in all ' concrete slabs -on -grade. Slab reinforcement and the sparing of Coat joints dwuld be determined by the Structural Engineer, i SAW= Baefteaft janu 28, 2005 $ No. ��3 3 �'y Project 54i�,810 �-01-10i 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 necessaryfor 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..ntay.too..pft*aned,as...-desm9nd is the5iic ' Grading Section of this report. R-Value'testing. was, not conducted' during:our> w atigabon but based upon the sandy nature of the surface soil- an R Vahm of ap tly 90 appears appropriate for .preliminary pavement design. The following-prelizhhm y -ensile pavem nt ' section is based upon a design R -Value of 50. ' Onsite Pavement (Traffic Index a 5.0) Use 3.0 inches of asphalt on 4.5 incites of Class 2 -base matesiai ' Aggregate base should conform to the requirements for Class 2 Aggregate bow In-Secdon 26 of CalTrans standard Specifications, January'M. Asphaltic concrete Amid aonfoent to Section 39 of the CaiTrans Standard Specifications. The recommended sec tions.dwuld be -provided wilt a uniformly compacted subgrade and precise control of &tithes and elevations plioemernt Pavement and slab " designs are tentative and should be c *fumed at @te M a mg 1 Mt, 0 of site grading when'thc subgrade soil is in-place. This will bulude sampling and festiag of The aortal '. subgrade soil and an analysis based upon the specific traffic Infoanatiost Shrinkage and Subsidence: Volumetric shrinkage of the material -drat is ted and'rqA9oed as controlled compacted fill should be anticipated. We estimate that this duk&W scald vary from 20 to 25 percent. Subsidence of the surfaces that'are std MW con tpxt ed AWOM be between 1 and 3 tenths of a foot, This will vary depending upon the type. o€'eqttipment Used,, lite ' moisture content of the soil at the time of grading and the actual degree of eoa gmcdon attained. These values for shrinkage and subsidence are exclusive of losses that will oo= bem me of the stripping of the organic material .from the' site and The removal of ovecdze Wil. 'rhe ' shrinkage losses are suspected to be somewhat less within areae where deeper Ara (aloes &m 20 feet in depth] are planned. General Site Grading, All grading should be pedozmed in awndance vd& Ste Vamft ordinance of the City of La Quinta, CaMolmia. The - fb%re lug have been developed on the basis of our field and laboratory U"5 and are iuntesd+ed to provide a unliatm ' compacted. mat of soil beneath the building slabs and foundations. 1. Site Clearing: Proper site clearing will be very important Any edging vepe4sia 6 slabs, foundations, abandoned underground trt;llties or hd*Wm fines siionld be removed from the proposed budding areas and the resaiti% aamvall ns should be properly backfilled. Soil that is diswvW during site dearing ahoald be:'removed and ' replaced as controlled compacted fill under the threes m of the Soil &* nem ' .. :-� -,r:•':'::sc":">,;.-.-, eve 111 �+ January 28, 2005 -7- ProjectNO,.p /' a 05-01-107 • ' 2. Preparation of Building. and Foundation Areas In order to provide adequate and uniform bearing conditions, we recommend oven throughout the proposed residential building areas. The building areas should be averaocava'ed ' to a depth of at least 3 feet below existing grade or $ feet below the bottom of the footings, whichever is deeper. The exposed soil should then be scsdfled to a depth of 1 -foot, moisture ' conditioned and recompacted to at least 90 percent relative eompacdW. The excavated material may then be replaced as engineered fill material as remimmuk ed below. ' 3. Placement of Compacted Fill; Within the building pad areas, fill mababb d=M be spread in thin lifts, and compacted at near optimum moisture content to a m>sdounn of 90 percent relative compaction. Imported fill material shall have an baa bKkx not ' exceeding 20. The contractor shall notify the son Engineer at least 48 hours In advance of ' In order to provide sufficient time for the evaluation of proposed Import utak dak The contractor shall be responsWe for delivering material to the site dW vmnplies with the project specifications. Approval by the Soil Pmgineer will be based upon materW delivered to the site and not the preliminary evaluation of import solum Our observations of the materials encountered durfng our kwcodgadoct hdhate that compaction within the native soil will be most readily . obtained- -by means Of heanry ' rubber tired equipment and/or sheepsfnot compactaim The maim= content of lite Dear surface soils was somewhat inconsistent within our boring& in-genmL lbs sandy soak are dry and well below optimum moisture coniait but some of the deeper silt by= ' were wet. It Is likely that wet siloclay layers win be e+=unte ed during Vaft- particularly in irrigated area where deep acts are planned. A umfoam and near optimum moisture content should be maintained during fln plaoanettt sed eompaCawL ' 4. Preparation of Slab and Paving Areas: All surfaces to receive co+>cmte or vutg asplktalt paving exterior concrete slabs-on4rade, should be underlain by a mivhwm compacted im ' thickness of 12 laches. This may be accomplished by a combination of atrenaomvatioct, scarification and reeompactfon of the surface, and r+eplaceuvw t of Ste excavated aw*et al as controlled compacted fill. Compaction of the slabb and pavement a M should be to a 'minimum of 90 percent relative compaction, 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 b ft performed in accordance with the project sped&stions. Field dent ty testing sftali be performed in accordance with applicable ASTM test stamdards. The minimum acceptable degree of compoctim shall be 90 per*es of cite aftic dry density as obtained by the ASTM DIW--91 test method. Where test ng indite. insufficient density, additional compactive effort shalt be applied until retesting indicates satisfactory compaction. ' S`lae �Ggi�eeartines� 1 1 1 1 1 1 1 1 1 1 l 11 January 28, 2005 -s-MO p� No. 544. a5-M-im GENERAL The findings and recommendations presented in this report are based upon an int,erpoladm of the soul conditions between boring locations and extrapolation. of these conditions throughout the proposed building area. Should conditions encountered during grading -appear different.than *me indicaW in this report, this office should be notified. This report Is considered to be applicable for use by Fast of Madism Ur, for the speafiie site and project described herein. The use of this report by other parties or for other projects is not wXlw n& Mw recommendations of this report are contingent upon monitoring of the gmdi% opemdons by a representative of Sladden Engineering. All recommendations are considered io be tentative pending our review of the grading operations and additional testing, if indicated. If others are employed to perfunn Any soil testing, this office should be notified prior to'such testing in order to 000rdinate any required site visits by our representative and to assure indemnification of Sudden Engineerhig. We recommend that a pre -job conference be held -on the site pow to the initiation ofaitegWin& 7h. purpose of this ineeting will be to assure a complete understanding of the prewntedin this report as they Apply to the actual grading performed. I I I I I I I I I i jbniiary 28,12005 I ;I %I (41.q Project No. 544 -Mo 33 0541-101 .-Ak. t'na Our "'I of CcotecWcal Engineering Division, April 1974. Boore, Joyner and Fumal (1994) Estimation of Rapoxse•:Spectra and-AvOr AcmUmOonsfrom North Amwican Earthquakes, U. S. Geological Survey, Open File Reports .94-127 and 93-W. Finn,' W. E. Liam, (1996) Evaluation oft!44� Pvtcntialfir D&W Ew*udw M*dw,e Conditions, Mitional Center -for Earthquake Engineering Research Cmnndttee- qm nd Si to Joyner and Boore, (1988) Measurements, Qiar4Ckri7,a*?J and Prafttim JIS&=g:GrowdA6fibw, ASCE Journal of Geotechnical Engineerin& Special Publication No. 20. Lee & Albalsa (1974) "Eathqu44 Induced SdUMMU in Saftwda Sagdg-. :.:Seed and Tdriss (19132) Ground Motions and Soil Liquoction. During Ew*qualba, EwMqadceEvgbwwing Research Institute Monograph. Tokimatsul Harder and Chung, (1985), In f SPT Procnium in Soil L4ufadim Robftem Evaluations, ASCE Journal of Geotechnical .' Enowerins, votumein, No, 12.omamb= "Rogers, Thomas H., PC-olboc Map of California, Santa Ana Map Sheet, RiVerpide County, 1984, Seismic S*ty Elvnmt of the Riw.s County Genwd Pkn Sledden Eask""s