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BRES2016-0062 Geotechnical Update
(W 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 February 1, 2016 (Revised February 10, 2016) Mr. Robert Summers c/o South Coast Architect 13 Corporate Plaza, Suite New Port Beach, Californ CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION >, I c E5 2« 21 DATBY� 'EI7 A -. Subject: Geotechnical Update eVVE X--e rco- &61VZ. Project: Proposed Custom Residence 81-600 Shackleton Way, Lot 44B The Madison Club La Quinta, California I Sr Project No. 544-16024 16-02-052 ,, COMMUrNHTY 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 geotechrucal reports as they relate to the design and construction of the proposed custom residence to be to be constructed at 81-600 Shackleton Way, (identified as Lot 44B) 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. Because the lot has been previously rough graded, the remedial grading required at this time should be minimal provided that the building falls with the previously graded building envelope. The building areas should be cleared of surface vegetation, scarified and moisture conditioned prior to precise grading. The weathered and disturbed surface soil should be compacted to a minimum of 90 percent relative compaction prior to fill placement. All fill material should be placed in thin lifts at near optimum moisture content and compacted to at least 90 percent relative compaction. The referenced report includes 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. Sladden Engineering www.Sladdenengineering.com February 1, 2016 (Revised February 10, 2016) Project No. 544-16024 16-02-052 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. Retaining walls may be required to accomplish the proposed construction. Cantilever retaining walls may be designed using "active" pressures. Active pressures may be estimated using an equivalent fluid weight of 35 pcf for native backfill soil with level drained backfill conditions. For walls that are restrained, "at rest" pressures should be utilized in design. At rest pressures may be estimated using an equivalent fluid weight of 55 pcf for native backfill soil with level drained backfill conditions. Retaining walls should be provided with adequate drainage. 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/II/II1 Site Class (Table 1613.3.2): D Ss (Figure 1613.3.1): 1.522g S1 (Figure 1613.3.1): 0.716g Fa (Table 1613.3.3(1)):1.0 Fv (Table 1613.5.3(2)): 1.5 Sms (Equation 16-37 {Fa X Ssi): 1.522g Sm1 (Equation 16-38 {Fv X Si)): 1.074g SDS (Equation 16-39 {2/3 X Smsl):1.015g SM (Equation 16-40 12/3 X Sm1l): 0.716g Seismic Design Category: D Sladden Engineering www.Sladdenengineering.com February 1, 2016 Project No. 544-16024 (Revised February 10, 2016) 16-02-052 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 0RErT L. No, C45389 Exp.9/W16 n * NEE EIVGlL c1 A R!NG 9�aF CALIF Copies: 4/Mr. Robert Summers c/o South Coast Architects, Inc Sladden Engineering www.Sladdenengineering.com HYDROGRAPH PARAMETERS Job No. 272S-005 Job Name Summers Tributary Area Area Description Area 1 Total Area 2831 Impervious Area 2831 % Impervious Area 100.0 Point Rainfall 1-Hour Storm 1.6 3-Hour Storm 2.5 6-Hour Storm 2.8 24-Hour Storm 4.5 Soil Type Soil Type GbA Soil Name Gilman Hydrologic Group B Soil Loss Rate Runoff Index Number 56 Pervious Loss Rate 0.51 HYDROGRAPH SUMMARY 1-Hour Storm: 3-Hour Storm: 6-Hour Storm: 24-Hour Storm: CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE "! 1� �I� BY [ Sq. Ft. ] 0.065 [ Ac. ] [ Sq. Ft. ] 0.065 [ Ac. ] [%] [ In ] View Man [ In ] View Man [ In ] View Map [ In ] View Map View Soil Maps ?R0FE � . d [ In/Hr ] View C62260�y}{� or OAS 1F Volume = 365 [ CIF ] Qmax = 0.15 [ CFS ] Volume = 554 [ CIF ] Qmax = 0.16 [ CFS ] Volume = 577 [ CF ] Qmax = 0.12 [ CFS ] Volume = 793 [ CF ] Qmax = 0.04 [ CFS ] V — j R:Wu1oCAD\Projects\272S-005 Summers\Hydrology\272S-005 Summers Hydrology Workbook -As C0MMUM''.i l'Y DE E- OPMEI` 1 0 .•��. `r ro w m LO LO LL a w a a J O W O a ' co c) p ' Q LU N> w d M 07 N M 0 0 0 0 W W M V' O V 0 0 0 0 a Q Ln r- N LO 0 0 0 0 w O O O O O O _ a N 0 0 0 0 0 0 0 0 c V = H �cy Z Z LL Z W Z * p o N 0 (O O O O O O O O Z N v r o 0 0 o N O 6 '- 00 f. 0 0 0 0 O Q O�C-4 Z W * Q CC LL a sl7 �YiY•+IA]+n � a�0- o .-'� Z Z LL N o o C� o 0 CDc7 0. — _ V Q NkeD O O 0 0 0 0 O- N ?tit `� t+ .f „ '•��4.,ti�i f C0 CD CD 1-rn o o o N o 0 o o 0 CD ti- 0 LO M rL 00 N O V 0 0 0 0 C to O LO (D d Cb U.) a 0 0 04 CD 00 e- O p r p CV M N ►n I I CC 4-O� M v Z cV �� L) w z C d ca—�• W W (.0ao r 0) CD 0 0 cU N �' 0 0 Q y Cp M m N M 0 0 0 0 E a... 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