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Home My WebLink About35 MOON SHELL - SOILSQ Qom\ SOILS ENGINEERING, INC. Consulting Geotechnical Engineers Standard Pacific Homes 15326 Alton Parkway Irvine, California 92618 k C �� -C i� , - � s 2860 WALNUT AVE. HILL, CALIF. 90755 - PHONE 562/426-7990 - FAX 562/426-1842 .0 VS Ott 0"�—l\�\p \V\yIt Do PpQ�\ c�pS�.O r1 vQpa N-e-X,1 Attention: Mr. Sean Doyle Subject: Geotechnical Review of Pro osed Tides Project, County of Orang , References: See Attached List Ladies and Gentlemen: June 18, 2008 Project No. 06-15175 /New Pool, Lot 23, Tract 15918, The lifornia This report presents a review of the proposed new rear yard pool on Lot 23, Tract 15918 by Associated Soils Engineering, Inc. (ASE). The Landscape Improvement Plans for the site were prepared by Summers/Murphy & Partners, Inc., dated May 29, 2008 and enclosed herein as Plate 1. POOL DESIGN AND CONSTRUCTION Associated Soils Engineering, Inc. (ASE) has reviewed the Landscape Improvement Plans for the subject proposed site with respect to design parameters for the proposed pool. In previous conversations with the client as well as the structural engineer, it has been brought to the attention of ASE that the proposed pool can accept differential settlement no greater than 3/8 inches over a distance of 40 feet. Based on a review of the Rough Grading Report by Goffman, McCormick & Urban, Inc, (GMU), the proposed pool is underlain by between roughly 30 to 45 feet of compacted fill below pad grade. The estimated approximate depth to bedrock for selected portions of the pool is shown on Plate 1, The proposed plan is considered suitable for the intended use from a geotechnical viewpoint. Based upon the test results from the previous reports, materials exhibiting "Medium" to "High" expansion potential per 2007 CBC are present at the proposed foundation locations. Sulfate resistant concrete is required as the test results indicate "Severe" sulfate exposure per ACI 318. The following recommendations specific to the pool construction should be incorporated in the design. Updated Seismic Design Criteria The 2007 CBC seismic design criteria for the site were determined utilizing the Java Ground Motion Parameter Calculator -- Version 5.0.8 available from the Seismic Design Values for Buildings webpage on the website of Earthquake Hazard Program of U.S. Geological Survey (http://earthguake.usgs._qov/research/hazmaps/design). A summary of the seismic coefficients is presented in the following table, as well as the design response spectra attached as Figure 1: 2007 CBC SEISMIC DESIGN PARAMETERS Site Latitude: N 33.5769° Site Longitude: W 117.83330 Seismic Parameter Recommended Value Site Class a D Soil Profile Name b stiff soil profile Site Coefficient, Fa ° 1.0 Site Coefficient, F„ d 1.5 0. Second Spectral Response Acceleration, 1.723 g 11.0-Second Spectral Response Acceleration,. 0.629 g Adjusted 0.2-Second Spectral Response Acceleration, Sens s 1.723 g Adjusted 1.0-Second Spectral Response Acceleration, Sm, b 0,944 g Design 0.2-Second Spectral Response Acceleration, Sos 1.149 g Design 1.0-Second Spectral Response Acceleration, Soy 0.629 g (ccupancji Category _. I or 11 III IV Seismic Design Category based on Sos k D D D Seismic Design Category based on SoII I D D D a Per 2007 CBC Table 1613.5.2 b Per 2007 CBC Table 1613.5,2 c Per Java Ground Motion Parameter Calculator from USGS website. Also shown on 2007 CBC Table 1613.5.3 (1). d Per Java Ground Motion Parameter Calculator - from USGS website. Also shown on 2007 CBC Table 1613.5.3 (2). e Per Java Ground Motion Parameter Calculator from USGS website. Also shown on 2007 CBC Figure 1613.5 (1). ` f Per Java Ground Motion Parameter Calculator from USGS website. Also shown on 2007 CBC JFigure 1613.5 (2). v� Standard Pacific Homes Project No. 06-15175 :l SOILS ENGINEERING, INC. g SMs=FaxSs h SMI = Fv x SI i SDS = 2/3 x SMs 1 SDI = 2/3 x SMI k Per 2007 CBC Table 1613.5.6 (1). Also refer to 2007 CBC Section 1613.5.6 for special conditions. Per 2007 CBC Table 1613.5.6 (2). Also refer to 2007 CBC Section 1613.5.6 for special conditions. June 18, 2008 Page 2 Recommendations 1. Due -to the low tolerance for differential settlement as described by the structural engineer, all of the pools should be supported by end -bearing caissons founded a minimum of five fe t into undistur ed bedrock. The caissons should be tied together with grade beams to entirely support the pool shell. 2. End -bearing caissons should be designed with an allowable bearing value of 3000 pounds per square foot per foot of embedment into bedrock, to a maximum of 15,000 psf. Based on the generally "Medium" to "High" expansion potential of the site soils, potential slope creep should be anticipated within the outer approximately 10 feet of the slope face (measured horizontally). The portion of the caissons within the creep zone should be designed to resist active earth pressures of 40 pcf with no consideration of passive lateral resistance in front for the portion of the caisson within the creep zone. All end -bearing caissons should be spaced no closer than four (4) caisson diameters on centers to alleviate potential group effect. Utilizing a 2'-0" diameter caisson belled out to a T-0" diameter at the base is suitable from a geotechnical viewpoint. 3. Due to the generally "Medium" to "High" expansion potential of the site soils, pool and spa walls should be designed to resist an equivalent fluid pressure of 90 pcf and should be designed to be capable of supporting water without lateral soil support. 4. Hydrostatic relief valves should be incorporated into the pool and spa design. 5. All fittings and pipe joints, particularly those in the side of the pool or spa, should be properly sealed to prevent water from leaking into the underlying soils. A poorly designed, installed or maintained waterproofing system could lead to excessive soil expansion/movement upon occurrence of leakage. 6. An elastic waterproof expansion joint should be installed to prevent water from seeping into the soil at all deck joints. 7. The caisson excavations should be observed by the geotechnical consultant to ensure that the minimum depth of bedrock penetration has been achieved suitable for support of the pool. All foundation excavations should be observed by the Geotechnical Consultant's representative to verify minimum embedment depths and competency of bearing soils prior to placement of forms and reinforcement. 8. All other pertinent recommendations regarding site grading and foundation design and construction stipulated in the referenced report remain applicable. (J �o Standard Pacific Homes Project No. 06-15175 SOILS ENGINEERING, INC. June 18, 2008 Page 3 Pool Plans & Structural Calculations The plans and calculations should be provided to ASE to ensure that the structural design engineer utilizes the soil parameters presented herein and in the referenced reports for the design of the caisson foundations. This opportunity to be of service is sincerely appreciated. If you have any questions regarding the information in this report or other geotechnical aspects of the project, please contact Associated Soils Engineering, Inc. Respectfully submitted, ASSOCIATED SOILS Edward .(Ted) ifl Engineering Geolo ECR/LC/tr �� IVG, INC. 0 J. RiDCELL No.1775 T1 CER-fIFIED e�NOINEr-.FIINCa E-0L0cl�r � N177 Lawrence J.D. Char Civil Engineer, RCE Enclosure: Figure 1 — Design Response Spectra Plate 1 — Pool Plan Distribution: (5) Addressee 4a Standard Pacific Homes Project No. 06-15175 SOILS ENGINEERING, INC. e�pFESS/off � by y 4 LU 67987 G) m P. 6 o%v 1 M OF CA1-�Fo� June 18, 2008 Page 4 LIST OF REFERENCES 1. Associated Soils Engineering, Inc., 2006, Response to the County of Orange Planning and Development Services Department (OCPDSD) - Grading Section Geotechnical Report Review Sheet dated TSeptember es Mode115ite,0County of Orange, Revision 1, Tract 15918, Lots 1 through , California 2. Associated Soils Engineering, Inc., 2006, Review of Model Site Precise Grading Plan, Latest Revision 1, Lots 1 through 5, Tract 15918, "The Tides" Project, Crystal Cove, County of Orange, California, Project No. 04-5712, dated August 9. 3. Associated Soils Engineering, Inc., 2006, Review of Pool Plans and Structural Calculations for the Proposed Model Site on Lots 1 through 3, Tract 15918, "The Tides" Project, Crystal Cove, County of Orange, California, Project No. 06-15175, dated October 23. 4, Associated Soils Engineering, Inc., 2006, Supplemental Review of Precise Grading Plan Lots 1 through 5, Tract 15918, "The Tides" Project, Crystal Cove, County of Orange, California, Project No. 06-15175, dated September 25. 5. Associated Soils Engineering, Inc., 2005, Precise Grading Plan Review, Lots 6 through 30, Tract 15918, "The Tides" Production, Crystal Cove Area, County, of Orange, California, Project No. 05-5712, dated November 7. 6. Associated Soils Engineering, Inc., 2005, Response to the County Orange on Planning and Development Services Department (OCPDSD) - Grading Geotechnical Report Review Sheet dated February 3, 2006, Lots 1 through 5, Tract 15918, Crystal Cove III, County of Orange, California, Project No. 05-5712, dated February 23. 7. Goffman, McCormick & Urban, Inc., 2003, Response to County of Orange Geotechnical Report Review Sheet, Report of Geotechnical Observation and Testing of Rough Grading, Lower Merchant Site - Lots 1 through 59, and the Recreation Site, Tract 15918, Tentative Tract 15613, Crystal Cove, Newport Beach, Orange County, California, Project No. 01-27-20, dated November 14. 8. Goffman, McCormick & Urban, Inc., 2003, Report of Geotechnical Observation and Testing of Rough Grading, Lower Merchant Site - Lots 1 through 59, and the Recreation Site, Tract 15918, Tentative Tract Map 115613, Crystal Cove, Newport Beach, Orange County, California, Project No. 01-27-20, dated September 11. _J �a . Standard Pacific Homes �o3 Project No. 06-15175 SOILS ENGINEERING, INC. June 18, 2008 Page 5 . - k . ZERO EDGE COPING SA9EMENT LEVEL PAVING SCALE: tf8' • 1'A1 APPROXIMATE DEPTH OF FILL (FT) w J Thev I I oro i Sumi bc, a q' duN' I � proy Detr Mur I .1 IIL ` APERTY TNmr4G WALL RECIROXATING TROUCN ASSOCIATED SOILS ENGINEERING, LaN INC.2860 WALNUTAVENUE SIGNAL HILL, CA 90756 Ph: (562) 426.7090 PLAN REVIEW I5175 Date; g_7$_0$ Plate; 1 NORT 1 0 S 16 24 32 J1.UARM! tPlMOtj Ir1C �T1 gf�NAT. aurtfaa Tiw� fN NBPl1�M}'If11 �alC�AAF Y 1p 9T OFCAItf� dMIM91 ontl/or the nponylnq sped kaltons k evctwWl Dropedy of H Murphy & arinerk. d lase a+d DuNf- Mall bf bP tl Ihk to lay al ells for whkh they Dn 'I" celkn *"'- >d, In whole or pal. is btlad ocot 4y wrlllen Eselon from S�mmerf/ shy & Poa—s, Inc. OF