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13-0546 (SFD) Geotechnical ReportsSladden Engineering 45090 Golf Center Parkway, Suite F, Indio, CA 92201 (760) 863-0713 Fax (760) 863-0727 6782 Stanton Avenue, Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 800 E. Florida Avenue, Hemet, CA 92543 (951).76678777 Fax (951) 766-8778 August 9, 2013 Discovery Builders California 80955 Avenue 52 La Quinta, California 92253 Attention: Mr. Rick Miller Project: Lippman Residence Project No. 522-13109 13-08-388 81-663 Baffin Way Lots 101B & 102B Madison Club La Quinta, California Subject: Compaction Testing — Building Pad Ref: Geotechnical Update prepared by Sladden Engineering dated May 10, 2013; Project No. 544-13109, Report No. 13-05-168 Summarized in this report are the results of in-place density testing performed at the subject site as requested. Testing was performed subsequent to the fine grading of the previously rough graded building pad. The project site is located at 81-663 Baffin Way within the Madison Club development in the City of La Quinta, California. Compaction testing was performed on July 30, 2013. Testing indicates that a minimum of 90 percent relative compaction was attained in the areas tested. The passing test results indicate compliance with the compaction requirements of the California Building Code (CBC) and the City of La Quinta at the tested locations and depths but are no guarantee or warranty of the contractors work. Field Tests: In-place moisture/density testing was performed using a nuclear density gauge in accordance with ASTM Test Method D6938-08. A total of 7 density tests were performed. The test results are summarized on the attached data sheet. Laboratory Tests: The moisture -density relationships for the soil were determined in the laboratory in accordance with ASTM -D Test Method 1557-91. August 9, 2013 -2- Project No. 522-13109 13-08-388 If there are any questions regarding this report or the testing summarized herein, please contact the undersigned. Respectfully submitted SLADDEN ENGINEERING h� REIT L. Uj AND Brett L. Anderson c� No. 045389 Principal Engineer Ui r Exp. tv1���� _ ENGNEERING Compaction/gvm Copies. 4 / Discovery Builders California Gladden Fnoineerina TEST RESULTS Project Name: Lippman Residence Location: 81633 Baffin Way, La Quinta, Ca. PROJECT NO: 522-13109 REPORT NO: 13-08-388 Test No. Date Tested Location Elevation Dry Density in place % Moisture in place Relative Compaction Maximum Density House Pad 1 07/30/13 Lot 1018 PG 106.9 8.4 93 115.0 2 07/30/13 Lot 101B PG 108.5 7.5 94 115.0 3 07/30/13 Lot 1018 PG 107.9 9.0 94 115.0 4 07/30/13 Lot 102B PG 105.8 10.1 92 115.0 5 07/30/13 Lot 102B PG 107.1 8.5 93 115.0 6 07/30/13 Lot 1028 PG 107.5 8.2 93 115.0 7 07/30/13 Lot 102B PG 109.1 9.3 95 115.0 PG = Pad Grade August 9, 2013 Sodden Engineering Sladden Engineering 45090 Golf Center Parkway, Suite F, Indio, CA 92201 (760) 863-0713 Fax (760) 863-0847 6782 Stanton Avenue, Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 800 E. Florida Avenue, Hemet, CA. 92543 (951) 766-8777 Fax (951) 766-8778 May 10, 2013 Project No. 544-13109 13-05-168 tt Discovery Land Company 80955 Avenue 52 CITY O F LA Q U I NTA La Quinta, California 92253 BUILDING & SAFETY DEPT. Attn; Mr. Scott Birdwell APPROVED FOR CONSTRUCTION Subject: Geotechnical Update DA By,,_4 Project: Custom Residence 1?�/�5'" Lots 101B & 102B 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 custom residence proposed for Lots 101B & 102B 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 lots were previously graded during the rough grading of the Madis .rough grading included over -excavation and recompaction of the native RIV)W 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 RQ1 Wft along with the compaction test results. Because the lots have been previously rough graded, the remedial grading i r QUr�� should be minimal provided that the building area that falls within the previously assume building envelopes. The building areas should be cleared of surface vegetation, scarified and moisture conditioned prior to precise grading. The exposed surface should be compacted to a minimum of 90 percent relative compaction 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. May 10, 2013 -2- Project No. 544-13109 13-05-168 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 2010 (CBC) classification criteria. Pertinent 2010 CBC Seismic Design parameters are summarized on the following page. Based on our field observations and understanding of local geologic conditions, the soil profile type judged applicable to this site is SD, generally described as stiff soil. The site is located within UBC Seismic Zone 4. The additional coefficients and factors relevant to seismic mitigation for new construction in accordance with the 2010 California Building Code (CBC) are provided in this report. Sladden Engineering May 10, 2013 -3- Project No. 544-13109 13-05-168 The seismic design category for a structure may be determined in accordance with Section 1613 of the 2010 CBC or ASCE7. According to the 2010 CBC, Site Class D may be used to estimate design seismic loading for the proposed structures. The period of the structures should be less than I/2 second. This assumption should be verified by the project structural engineer. The 2010 CBC Seismic Design Parameters are summarized below. Occupancy Category (Table 1604.5): II Site Class (Table 1613.5.2): D Ss (Figure 1613.5.1): 1.5008 S1 (Figure 1613.5.1): 0.600g Fa (Table 1613.5.3(1)):1.0 Fv (Table 1613.5.3(2)):1.5 Sms (Equation 16-36 (Fa X Ss)): 1.5008 Sm1 (Equation 16-37 {Fv X Si)): 1.9008 SDS (Equation 16-38 (2/3 X Sms)): 1.000g SDI (Equation 16-39 {2/3 X Sm1}): 0.600g Seismic Design Category: D We appreciate the opportunity to provide service to you on this project, if you have any questions regarding this letter or the referenced reports please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING SRETT L. ANDERSON Brett L. Anderson E'pA97,T07r4- CIVIL Principal Engineer ENGINEERING ��TFOF P SER/gvm CAi Copies: 4/ Discovery Land Company Sladden Engineering oqq--l3Jay )3-DS-1Lo9 LA QUINTA Please verify that soils reports contain all of the above information. In addition, to assure continuity between the investigation/reporting stage and the execution stage, please use 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 Quinta Geotechnical Report'Checklist Does the "Conclusions and Recommendations" section of the report address each of the following criteria? "Address" means: (a) the criterion is considered significant and mitigation measure(s) noted, or, (b) the criterion is considered insignificant and explicitly so stated. Yes No Criterion ❑ Foundation criteria based upon bearing capacity of natural or compacted soil. ❑ 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 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 corrections. BRETT L. ANDERSON No. 045389 Exp_ 9/30/14