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14-0789 (SFD) Geotechnical Update and Foundation & Grading Plan ReviewCpRcmr Cay Sladde'n '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 April 18, 2014 Michael E. Jeha Construction 53731 Via Malloria La Quinta, California 92253 Subject: Geotechnical Update Project No. 544-14094 14-04-164 ,lliN 06-20 Project: Proposed Custom ResidenceCp ����'®T 53-605 Freemont Way® QddB�T� Lot 95B -The Madison Club dGp6y,��, 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 53-605 Freemont Way 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 plat t_ ThP nr vioucly removed soil and any fill material should be placed in thin lifts at 1eab� z u�i �CILArlQ " compacted to at Ieast 90 percent relative compaction. BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATLEYVIM BY f� ` Slafideit Engl�reering April 18, 2014 -2- Project No. 54414094 14-04-164 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. Pertinent 2013 CBC Seismic Design parameters are summarized on the following page. Sladden has reviewed the 2013 California Building Code (CBC) and summarized the current seismic design parameters for the proposed structure. The seismic design category for a structure may be determined in accordance with Section 1613 of the 2013 CBC or ASCE7. According to the 2013 CBC, Site Class D may be used to estimate design seismic loading for the proposed structures. The 2013 CBC Seismic Design Parameters are summarized below. Risk Category (Table 1.5-1): I/II/VI Site Class (Table 1613.32): D Ss (Figure 1613.3.1):1.5138 Si (Figure 1613.3.1): 0.712g Fa (Table 1613.3.3(1)):1.0 Fv (Table 1613.5.3(2)):1.5 Sins (Equation 16-37 (Fe X Ss)): 1.513g Sint (Equation 16-38 (Fv X Si)): 1.068g SDs (Equation 16-39 12/3 X Sms)):1.009g SDI (Equation 16-40 (2/3 X Sm1)): 0.712g Seismic Design Category: D Madden Engineering April 18, 2014 -3- Project No. 544-14094 14-04-164 In addition, 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 generally considered non- corrosive with respect to concrete. The testing indicated soluble sulfate content of 200 ppm (0.020 percent) that corresponds with the "negligible" exposure category in accordance with ACI 318-08, Table 3. Based upon this, the use of sulfate resistance concrete mixes is not required. 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 SSI0 0. DERSD 9 Ln 913p 14 Brett L. Anderson Gvlt tN Principal Engineer10 ,���� SER/gvm Copies: 4/ Michael E. Jeha Construction Sladden Engineering 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 er--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 eff. ects of varying soil strength. 1. ❑ Foundation criteria to mitigate expected total and differential settlement. Any "No" answers to the -above checklist should be noted as specific required cotTections. s E` Stadden 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: April 9, 2014 Account No.: 544-14094 Customer: Jeha Construction Location: Madison Club, 53605 Freemont Way, Lot 9513, La Quinta Sulfate Series Analytical Report Soluble Sulfates per CA 417 PPM 200 Soluble Chloride per CA 422 ppm :e Sulfate 544-14094 040914 r 'TABLE 1VA-2—REQUIREMENTS FOR SPECIAL EXPOSURE CQNDMONS TABLE 19-A-3-RE(kUIREMENTS-.FOI}CONCRETE EXPOSED TO SULFITE-CONTAINING•SOLU110NS t • J��!INIMUM I' NORFAAU-W,EIM MAX1MUhI WNTER�EMENTTTlOUS : AN0 . ..UGH'* MATERIAL' RA110; BY. ;' AGGREGATE CORCAStE, EXPOSURE CONDITION -4Ih 1`. NORAA0-WEIGHT• AGGREGATE CONCRETE CONCRETE ; ' x 0.0009 -lot MPA Concrete intended to have low permeability whgn ' WATER-SOLUBLE exposed to water 0.50 4000 Concrete exposed to'frceaing and thawing In a moist condition or to deicing chemicals 0.45 4,500 For Corrosion protection for reinforced concrete SULFAfa (SO,t) In WATER, ppm CEMENT exposed to chlorides from deicingnccmieals, salts or .Conereie,.palt x D.00698'tor MPs brackish water, orsprayfrom these'sources 0.40 TYPE Coturote .51000 TABLE 19-A-3-RE(kUIREMENTS-.FOI}CONCRETE EXPOSED TO SULFITE-CONTAINING•SOLU110NS t NORMAL-VMGHi UGh EWE1GHT tAGGREGAM AGGREGATE CONCRETE Maxlmuin'YVater- CementlllouA N' •NormAl- elOtd•and ' WATER-SOLUBLE SULFATE SULFATE 50! PERa ttdterleGaRotto;by:. WeT' ht, i HO 1�ol0til htwelppht' -A00?btTote EXPOSURE HTAGE 9Y WEIGHT SULFAfa (SO,t) In WATER, ppm CEMENT Ad0m0at� .Conereie,.palt x D.00698'tor MPs . TYPE Coturote Negligible 0.00-0.10 0-150 Moderate2, 0.10-0.20 150-1,500 II, IP(MS), i, '010• 4,000 (MS) ' Severn 0.20-2.00 1400-ID,000 V 0.45 4,500 Very seven: Over2.00 Over 10,000 V plus 0.45 4,400 poaoi-,' IA lower waCertcTormidous matena s rauo ortugher strength may bescquired for low permeitbiiltyor forprotection.' against cormsion'of embedded Items or frcesing and thawing ('labia 19-A-2). Seawater- ?pouolan that has been determined by test or service record to improve sulfa WlAtr%9 7j pa V ccmenC to rtsistanee when used in concrete ton - 2• -264 i • SIA den Engineering 45090 Golf Center Parkway, Suite F, Indio, CA 92201 (760) 86341713 Fox (760) 863.0847 6782 Stanton Avenue, Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 450 Egan Avenue, Hcaumont, CA 922-13 (951) 845-7743 Fax (951) 845-8863 800 E. Florida Avenue, Hemet, CA 92543 (951) 766-8777 Fax (951) 766-8778 July 7, 2014 Project No. 544-1094 14-07-265 Ochoa Design Associates 73-626 Highway 111 Palm Desert, California 92260 Project: Proposed Dudum Residence 53-605 Fremont Way The Madison Club — Lot 95B La Quinta, California Subject: Foundation and Grading Plan Review Ref: Geoteclinical Update prepared by Sladden Engineering dated April 8, 2014; Project No. 544-14094, Report No. 14-04-164. As requested, we have reviewed the Precise Grading Plans prepared by Essi Engineering along with the Foundation Plans and Details prepared by SDE Engineering, Inc. The plans reviewed were prepared for the custom residence proposed for 53-605 Fremont Way within the Madison Club development in the City of La Quinta, California. Based on our review, it is our opinion that the recommendations provided in the above 'referenced Geotechnical Update and the previous geotechnical reports have been properly incorporated into these plans. If you have questions regarding this memo or the above referenced report; please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING 13RE17 L. Brett L. Anders n9 `^ .. yn.91 g - Principal Engineer a Ctvll =`r UONEERING Letter/gvm Copies: 4 / Ochoa Design Associates REOSIVRED JUL 14 2094 C17'Y OF LA QYINTA COMMUNITY DEVELOPMENT