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07-1028 (SFD) Geotechnical InvestigationAPR 2007 "z,UL-J'3,XG 24 SA"ETY 1 =�r� �~ J t 0 SIRDDEN ENGINEERING Soil Engineers and Geologists 1 Buena Park • Palm Desert • Beaumont • Victorville • Hemet '�C,(� GEOTECHNICAL INVESTIGATION CORBIN RESIDENCE 53-283 VIA MALLORCA THE HIDEAWAY CLUB LA QUINTA, CALIFORNIA -Prepared By- Sladden Engineering 77-725 Enfield Lane, Suite 100 Palm Desert, California 92211 (760) 772-3893 1 RECeiveo FEB - 6 208? 1 Sladden Engineering BY 1 77-725 Enfield Lane, Suite 100, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895 6782 Stanton Ave., 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 15438 Cholame Road, Suite A, Victorville, CA 92392 (760)962-1868 Fax (760) 9e12-1878 1 January 31, 2007 Proj-ct No. 544-06773 07-01-096 i Richard & Janice Corbin c/o Steven Jones Design & Construction, Inc. Post Office Drawer 4656 Palm Desert, California 92261 Project: Corbin Residence 53-283 Via Mallorca The Hideaway Club La Quinta, California Subject: Geotechnical Investigation Presented herewith is the report of our Geotechnical Investigation conducted for the construction of the proposed single-family residence to be located at 53-283 Via Mallorca within The. Hideaway Club in the City of La Quinta, California. The investigation was performed to provide recommendations for site preparation and to assist in foundation design for the proposed residential structure and the related site improvements. This report presents the results of our field investigation and laboratory tests along wth conclusions and recommendations for foundation design and site preparation. This report completes our original scope of services as outlined within our proposal dated December 19, 2006. We appreciate the opportunity to provide service to you on this project. If you have any questions regarding this report, please contact the undersigned Respectfully submitted, SLADDEN ENGINEERING Nicholas S. Devlin Project Engineer SER/nd Copies: 6/Steven Jones Design & Construction, Inc. GEOTECHNICAL INVESTIGATION CORBIN RESIDENCE 53-283 VIA MALLORCA THE HIDEAWAY CLUB LA QUINTA, CALIFORNIA January 31, 2007 TABLE OF CONTENTS INTRODUCTION................................................................................................................................... 1 SCOPEOF WORK.................................................................................................................................. 1 PROJECTDESCRIPTION....................................................................................................................... 1 GEOLOGYAND SEISMICITY............................................................................................................. 2 SUBSURFACECONDITIONS.................................................................................................._.......... 3 LIQUEFACTION.................................................................................................................................... 3 CONCLUSIONS AND RECOMMENDATIONS............................................................................... 4 FoundationDesign.......................................................................................................................... 5 Settlement........................................................................................................................................ 5 LateralDesign................................................................................................................................. 5 RetainingWalls............................................................................................................................... 6 ExpansiveSoil................................................................................................................................. 6 ConcreteSlabs-on-Grade.........................................................:..................................................... 6 SolubleSulfates............................................................................................................................... 6 Shrinkage and Subsidence..........................:.............................. .......................................... 6 GeneralSite Grading....................................................................................................................... 6 1. Site Clearing.......................................................................................................................... 7 2. Preparation of Building and Foundation Areas................................................................ 7. 3. Placement of Compacted Fill................................................................................._........... 7 4. Preparation of Slab and Pavement Areas.......................................................................... 7 5. Tests and Inspection.................................................................................................._........... 8 GENERAL................................................................................................................................... _........... 8 REFERENCES.......................................................................................................................................... 9 APPENDIX A - Site Plan and Bore Logs Field Exploration Regional Geologic Map APPENDIX B -_ Laboratory Tests Laboratory Test Results APPENDIX C - 2001 California Building Code with 1997 UBC Seismic Design Criteria FRISKSP Attenuation Plots APPENDIX D - Liquefaction Analyses LIQUEFYPRO Output Data ' January 31, 2007 -1- Project No. 544-06773 07-01-096 INTRODUCTION This report presents the results of our Geotechnical Investigation performed tc• provide specific recommendations for site preparation and to assist in the design and construction of the foundations for the proposed residential structure. The project site is located at 53-283 Via Mallorca within The Hideaway Club development in the City of La Quinta, California. The preliminary plans indicate that the proposed project will include approximately a single-family residence along with various associated site improvements. The associated site improvements are expected to include a swimming pool, concrete walkways, patios, driveways, and pool decking, underground utilities, and landscape- areas. This report is intended to supplement the geotechnical reports previously prepared for the Hideaway Golf Club development. SCOPE OF WORK The purpose of our investigation was to determine certain engineering characteristics of the near surface soil on the site to develop recommendations for foundation design and site preparation. Our investigation included previous report review, field exploration, laboratory tests, literature review, engineering analysis and the preparation of this report. Evaluation of hazardous materials or other environmental concerns was not within the scope of services provided. Our investigation was performed in accordance with contemporary geotechnical engineering principles and practice. We do not make other warranty, either express or implied. PROJECT DESCRIPTION The project site is located at 53-283 Via Mallorca within The Hideaway Club development in the City of La Quinta, California.. It is our understanding that the project will consist of a singe -family residence along with various associated site improvements. It is our understanding that the p_oposed 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 associated improvements will include a swimming pool, concrete walkways, driveways, pool decking, and patios, landscape areas and various underground utilities. The majority of the subject site is presently vacant and the lot has been previously graded during construction of the surrounding Hideaway Club residential development and golf course. The ground surface is covered with short grass and weeds. There are existing residences occupying the adjacent lots east and west of the site. The property is level throughout and is near the elevation of the adjacent properties and roadways. Via Mallorca forms the northern site boundary and the existing golf course forms the southern site boundary. There are underground utilities along the existing roadways and servicing the adjacent lots. SEadden Engineering January 31, 2007 -2- Project No. 544-06773 07-01-096 Based upon our previous experience with lightweight structures, we expect that isolated column loads will be less than 30 kips and wall loading will be less than to 2.0 kips per linear foot. Crading is expected to include minor cuts and fills. to match the nearby elevations and to construct slightl} elevated building pads to accommodate site drainage. This does not include removal and recompaction of the bearing soil within the building areas. If the anticipated foundation loading or site grading varies substantially from that assumed the recommendations included in this report should be reevaluated. . GEOLOGY AND SEISMICITY ' The project site is located within the central Coachella Valley that is part of the broader Salton Trough geomorphic province. The Salton Trough is a northwest trending depression that extends from the Gulf of California to the Banning Pass. Structurally the Salton Trough is dominated by several northwest trending faults, most notable of that is the San Andreas system. . A relatively thick sequence of sedimentary rocks have been deposited in the Coachella Valley portion of ' the Salton Trough from Miocene to present times. The sediments are predominately terrestrial in nature with some lacustrian and minor marine deposits. The mountains surrounding the Coachella Valley are composed primarily of Precambrian metamorphic and Mesozoic granitic rock. The Coachella Valley is situated in one of the more seismically active areas of California. The San Andreas Fault zone is considered capable of generating a maximum credible earthquake of magnitude 8.0 and because of its proximity to the project site it should be considered in design fault for the project. Based on our review of published and unpublished geotechnical maps and literature pertaining to site, the San Andreas (Southern) Fault (approximately 10.4 kilometers or 6.5 miles to the northeast of the site) ' would probably generate the most severe site ground motions with an anticipated maximum moment magnitude (MW) of 7.4. In addition to the San Andreas (Southern) Fault, the San Jzcinto (Anza) Fault presents a ground rupture hazard and is located approximately 31.3 kilometers o- 19.4 miles to the ' southwest of the site with an anticipated maximum moment magnitude (MW) of 7.2. ' A probabilistic seismic hazard analysis (PSHA) was performed to evaluate the likelihood of future earthquake ground motions at the site. The computer program FRISKSP Version 4 was used to perform the analysis (Blake, 2026). Based upon the results of subsurface characterization at .he project site, the ' attenuation relationships by Abrahamson and Silva (1997), Sadigh, et al. (1997), Boore, et. al. (1997), and Campbell and Bozorgnia (1997) that is pertinent to shallow crustal earthquakes was used in the PSHA. We used magnitude weighting to derive the peak ground acceleration as recommended by Martin and Lew of SCEC (1999) and consistent with the recommendations by NCEER (Youd and Idriss, 1997) for ' liquefaction analysis. According to our PSHA, the site could be subjected to peak ground acceleration on the order of 0.56g for an earthquake having a 10 percent probability of exceeded in 50 years (475 -year return period). ' The site is not located in any Earthquake Fault zones as designated by the State but is mapped in the 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 Cesert Hot Springs - 1948 (6.5 Magnitude), Palm Springs - 1986 (5.9 Magnitude), Desert Hot Springs - 1992 (6.1 Magnitude), Landers - 1992 (7.5 Magnitude) and Big Bear - 1992 (6.6 Magnitude). Shdden Engineering January 31, 2007 -3- Project No. 544-06773 07-01-096 SUBSURFACE CONDITIONS The soil underlying the site consists primarily of engineered fill soil overlying native fine-grained silty sand with scattered thin interbedded sandy silt and silty clay layers. The surface soil consists of engineered fills placed during the previous rough grading. Silty sand was the most prominent soil within our exploratory bores but several relatively thin sandy silt layers were also encountered. The engineered fill encountered near the existing ground surface appeared dense but underlying native silty sand and sandy silt layers appeared somewhat loose. Relatively undisturbed samples indicated dry density varying from 83 to 112 pcf. Sampler penetration resistance (as measured by field blowcounts) indicates that density generally increases with depth. The site soil was dry on the surface and moist ' below a depth of approximately 5 feet and the silty layers were typically moist. Laboratory testing indicated moisture content varying from 1 to 18 percent. ' Laboratory testing indicates that the surface soil consists primarily of silty sand. Expansion tests indicate that the surface silty sand is generally non -expansive and is classified as "very low" expansion category soil in accordance with Table 18 -I -B of the 1997 Uniform Building Code. ' Groundwater was not encountered within our bores that extended to depths of approximately 51 feet below the existing ground surface. Groundwater should not be a factor in design and --onstruction. ' LIQUEFACTION ' Liquefaction occurs with sudden loss of soil strength because of rapid increases in pore pressures within cohesionless soil as a result of repeated cyclic loading during seismic events. Several conditions must be present for liquefaction to occur including; the presence of relatively shallow groundwater, generally loose soil conditions, the susceptibility of soil to liquefaction based upon grain -size characteristics and the ' generation of significant and repeated seismically induced ground accelerations. --iquefaction affects primarily loose, uniform grained cohesionless sand with low relative densities. ' In the case of this project site, several of the factors required for liquefaction to occur are present. As previously indicated, groundwater was not encountered with our bores that extended to depths of ' approximately 51 feet below the existing ground surface on the site. Based on a historic groundwater level of approximately 40 feet liquefaction potential at the site was further evaluates. Several relatively uniform grained sand and silty sand layers were encountered within our bores. The site is located near ' several active fault systems. The potential consequence of liquefaction of the granular layers is ground surface sett:ement. Excess pore ' pressure generated by ground shaking and leading to liquefaction is associated with the tendency for loosely compacted, saturated soil to rearrange into a denser configuration during sha=ping. Dissipation of that excess pore pressure will produce volume decreases (termed consolidation or compaction) within the ' soil that may be manifested at the ground surface as settlement. Spatial variations in material characteristics and thickness may cause such settlement to occur differentially. Differential ground settlement may also occur near sand boil manifestations, because of liquefied mate-ials being removed from the depths of liquefaction and brought to the ground surface. gadden Engineering January 31, 2007 -4- Project No. 544-06773 07-01-096 The computer program LiquefyPro Version 4 was used for our liquefaction and settlement analysis. Several silty sand layers encountered near and below the present groundwater surface. appear susceptible to liquefaction based upon grain -size characteristics. Liquefaction potential within the silty sand layers was evaluated. Our analyses suggest that the majority of the silty sand layers encountered within our bores are generally considered too dense to be susceptible to liquefaction, but isolated silty sand layers appear potentially liquefiable. In order to estimate the amount of post -earthquake settlement, methods proposed by Tokimatsu and Seed (1987), Ishihara and Yoshimine (1992) were used for the settlement calculations that are included in Appendix D of this report. Based on our analysis and considering the estimated historic groundwater level of 40 feet, we estimate that the maximum total liquefaction -induced ground settlement at the site could be up to 1 inch during the postulated earthquake. Differential settlement resulting from liquefaction should be less than 0.5 inch. CONCLUSIONS AND RECOMMENDATIONS Based upon our field investigation and laboratory tests, it is our opinion that the proposed single-family residence is feasible from a soil mechanic's standpoint provided that the recommendations included in this report are considered in building foundation design and site preparation. Because the lot has been previously rough graded, the remedial grading recommended at this time is limited. We recommend that remedial grading within the proposed building areas include the recompaction of the weathered surface soil. Specific recommendations for site preparation are presented in the Site Grading section of this report. Based upon the generally dense condition of silty sand layers underlying the site, our analyses indicate that the potential for liquefaction impacting the .site during a major seismic event on the nearby San Andreas Fault system is minimal. The potential seismically induced settlement were estimated using methods presented by Tokimatsu and Seed and suggested within Special Publication 117. The seismic settlement estimates are presented on the liquefaction potential data sheets included -within Appendix C. Our analyses indicate total liquefaction related settlement up to 1 inch. The potential differential seismic settlement should be less than 0.5 inch. The site is located in one of the more seismically active areas in California. Design professionals should ' be aware of the site setting and the potential for earthquake activity during the articipated life of the structure should be acknowledged. The accelerations that may be experienced on th- site (as previously discussed) should be considered in design. The seismic provisions included in th? Uniform Building Code for Seismic Zone 4 should be considered the minimum design criteria. Pertinent 1997 UBC Seismic Design Criteria is summarized in Appendix C. ' Caving did occur within our bores and the potential for caving should be expected within deeper excavations. All excavations should be constructed in accordance with the normal CalOSHA excavation criteria. On the basis of our observations of the materials encountered, we anticipate _hat the near surface ' silty sands will be classified by CalOSHA as Type C. Soil conditions should be verified in the field by a "Competent person" employed by the Contractor. S`fadden Engineering ' January 31, 2007 -5- Project No. 544-06773 07-01-096 The near surface soil encountered during our investigation was found to be non-expa:-isive. Laboratory tests indicated an Expansion Index of 1 for the surface silty sand that corresponds with the "very low' expansion category in accordance with UBC Table 18 -I -B. The following recommendations present more detailed design criteria that have been developed on the basis of our. field and laboratory investigation. The recommendations are based upon non -expansive soil criteria. Foundation Design: The results of our investigation indicate that either conventional shallow continuous footings or isolated pad footings that are supported upon properly compacted soil, may be expected to provide adequate support for the proposed residential structure foundations. 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 foundations. Footings should extend at least 12 inches beneath lowest adjacent grade. Isolated square or rectangular footings should be at least two feet square and continuous footings should be at least 12 inches wide. Continuous footings may be designed using an allowable bearing value of 1500 pounds per square foot (psf) and isolated pad footings may be designed using an allowable bearing pressure of 1800 psf. 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 allowable bearing pressures are applicable to dead and frequently applied live loads. The allowable bearing pressures may -:)e increased by 1/3 to resist wind and seismic loading. Care should be taken to see that bearing or subgrade soil is not allowed to. become saturated from the ponding of rainwater or irrigation. Drainage from the building area should be rapid and complete. The recommendations provided in the preceding paragraph are based on the .assumption that all footings will be supported upon properly compacted engineered fill soil. AIL grading should be performed under the tests and inspection of the Soil Engineer 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. Settlement: Settlement resulting from the anticipated foundation loads should be minimal provided that the recommendations included in this report are considered in foundation design ' and construction. The estimated ultimate settlement is calculated to be ap _proximately 1 inch when using the recommended bearing values. As a practical matter, differential settlement between footings can be assumed as one-half of the total settlement. 1 Lateral Design: Resistance to lateral loads can be provided by a combination of friction acting at the base of the slabs or foundations and passive earth pressure along the sides -of the foundations. ' A coefficient of friction of 0.40 between soil and concrete may be used with consideration to dead load forces only. A passive earth pressure of 250 pounds per square foot, per foot of depth, may be used for the sides of footings that are poured against properly compacted native 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). Sudden Engineering January 31, 2007 -6- Project No. 544-06773 ' 07-01-096 ' Retaining Walls: Retaining walls may be necessary to accomplish the proposed construction. Lateral pressures for use in retaining wall design can be estimated using an equivalent fluid ' weight of 35 pcf for level free -draining native backfill conditions. For walls that are to be restrained at the top, the equivalent fluid weight should be increased to 55' pcf for level free - draining native backfill conditions. Backdrains should be provided for the full height of the ' walls. Expansive Soil: Because of the prominence of "very low" expansion category soil near the surface, the expansion potential of the foundation bearing soil should not be a controlling factor in foundation or floor slab design. Expansion potential should be reevaluated subsequent to grading. Concrete Slabs -on -Grade: All surfaces to receive concrete slabs -on -grade should be underlain by a minimum compacted non -expansive fill thickness of 24 inches, placed as described in the Site Grading Section of this report. Where slabs are to receive moisture sensitive floor coverings or where dampness of the floor slab is not desired, we recommend the use of ar appropriate vapor barrier or an adequate capillary break. Vapor barriers should be protected by sand in order to reduce the possibility of puncture and to aid in obtaining uniform concrete cumng. Reinforcement of slabs -on -grade in order to resist expansive soil pressures should not be necessary. However, reinforcement will have a beneficial effect in containing tracking because of concrete shrinkage. Temperature and shrinkage related cracking should be anticipated in all concrete slabs -on -grade. Slab reinforcement and the spacing of contro_ joints should be determined by the Structural Engineer. Soluble Sulfates: The soluble sulfate concentrations of the surface soil have been determined to be approximately. 1,200 ppm that is considered to be corrosive with respect to concrete. The use of Type V cement and specialized sulfate resistant concrete mix designs will be necessary for concrete in contact with the native soil. Ficial mix design should be based upon sulfate tests after subsequent grading. Shrinkage and Subsidence: Volumetric shrinkage of the material that is excGvated and replaced as controlled compacted fill should be anticipated. Because the surface soil consists of compact engineered fill, we expect that shrinkage should be less than 5 percent. Subsidence of the surfaces that are scarified and compacted should be less than 1 tenth of a foot. This will vary depending upon the type of equipment used, the moisture content of the soil at the time of grading and the actual degree of compaction attained. The values for shrinkage and subsidence are exclusive of losses that will occur because of the stripping of the organic material'from the surface and the removal of unsuitable material. General Site Grading: All grading should be performed in accordance with the grading ordinance of the City of La Quinta, California. The following recommendations have been developed on the basis of our field and laboratory tests and are intended to provide a .uniform compacted mat of soil beneath the building slabs and foundations. Padden Engineering ' January 31, 2007 -7- Project No. 544-06773 07-01-096 ' 1. Site Clearing: Proper site clearing will be very important. The existing vegetation abandoned irrigation lines should be removed from the proposed bui_ding areas and the resulting excavations should be properly backfilled. Soil that is diEturbed during site ' clearing should be removed and replaced as controlled compacted fill under the direction of the Soil Engineer. ' 2. Preparation of Building and Foundation Areas: The weathered surface soil should be scarified to a depth of at least 1 -foot, moisture conditioned and recompacted to at least 90 percent relative compaction. The excavated material may then be replaced as engineered tfill material as recommended below. 3. Placement of Compacted Fill: Within the building pad areas, an -.7 new fill material ' should be spread in thin lifts, at near optimum moisture content azd compacted to a minimum of 90 percent relative compaction. Imported fill material shall have an Expansion Index not exceeding 20. ' The contractor shall notify the Soil Engineer at least 48 hours in advance of importing soil in order to provide sufficient time for the evaluation of proposed import materials. The contractor shall be responsible for delivering material to the site tha- complies with the '. project specifications. Approval by the Soil Engineer will be based upon material delivered to the site and not the preliminary evaluation of import sources. ' Our observations of the materials encountered during our investigation indicate that compaction within the native soil will be most readily obtained by means of heavy rubber tired equipment and/or sheepsfoot compactors. The moisture content of the near fsurface soils was somewhat inconsistent within our bores. In general, the sandy soil is dry and well below optimum moisture content but some of the deeper silt layers were wet. It is likely that wet silt/clay layers will be encountered during grading particularly in irrigated areas where deep cuts are planned. A uniform and near optimum moisture content should be maintained during fill placement and compaction. ' 4. Preparation of Slab and Paving Areas: All surfaces to receive asphalt concrete paving or exterior concrete slabs -on -grade, should be underlain by a miniir_um compacted fill thickness of 12 inches. This maybe accomplished by a combination_ of overexcavation, scarification and recompaciion of the surface, and replacement of thE excavated material as controlled compacted fill. Compaction of the slab and pavement areas should be to a minimum of 90 percent relative compaction. Kadden Engineering January 31, 2007 -8- Project No. 544-06773 07-01-096 ' 5. Tests and Inspection: During grading tests and observations shoull be performed by the Soil Engineer or his representative in order to verify that the grading is being ' performed in accordance with the project specifications. Field density tests shall be performed in accordance with applicable ASTM test standards. The minimum acceptable degree of compaction shall be 90 percent of the maximum dry density as obtained by the ASTM D1557-02 test method. Where tests indicate insufficient density, additional compactive effort shall be applied until retests indicate satisfactory compaction. GENERAL The findings and recommendations presented in this report are based upon an interpolation of the soil conditions between bore locations and extrapolation of the conditions throughout the proposed building area. Should conditions encountered during grading appear different than those indicated in this report, this office should be notified. This report is considered to be applicable for use by Steven Jones Design and Construction, Inc. and Mr. Richard and Janice Corbin for the specific site and project described herein. The use of this report by other parties or for other projects is not authorized. The recommendations of this report are contingent upon monitoring of the grading operations by a representative of Sladden Engineering. All recommendations are considered to be tentative pending our review of the grading operations and additional tests, if indicated. If others are employed. to perform any soil tests, this office should be notified prior to such tests in order to coordinate any required site visits by our representative and to assure indemnification of Sladden Engineering. We recommend that a pre -job conference be held on the site prior to the initiation of si-e grading. The ' purpose of this meeting will be to assure a complete understanding of the recommendations presented in this report as they apply to the actual grading performed. Shdden Engineering ' January 31; 2007 -9- Project No. 544-06773 07-01-096 ' REFERENCES ASCE Journal of Geotechnical Engineering Division, April 1974. Boore, Joyner and Fumal (1994) Estimation of Response Spectra and Peak Accelerations from North American Earthquakes, U. S. Geological Survey, Open File Reports 94-127 and 93-509. Finn, W. E. Liam, (1996) Evaluation of Liquefaction Potential for Different Earthquake Magnieudes and Site Conditions, National Center for Earthquake Engineering Research Committee. ' Joyner and Boore, (1988) Measurements, Characterization and Prediction of Strong Ground Motion, ASCE Journal of Geotechnical Engineering, Special Publication No. 20. Lee & Albaisa (1974) "Earthquake Induced Settlement in Saturated Sands". t Seed and Idriss (1982) Ground Motions and Soil Liquefaction During Earthquakes, Earthquake Engineering Research Institute Monograph. ' Seed, Tokimatsu, Harder and Chung, (1985), Influence of SPT Procedures in Soil Liquefactbn Resistance Evaluations, ASCE Journal of Geotechnical Engineering, Volume 111, No. 12, December. Rogers, Thomas H., Geologic Map of California, Santa Ana Map Sheet. Riverside County, 1984, Seismic Safety Element of the Riverside County General Plan Sadden Engineering APPENDIX A Site Plan Bore Logs Regional Geologic Map APPENDIX A FIELD EXPLORATION For our field investigation, 3 exploratory bores were excavated on December 28, 2006 using a truck mounted hollow stem auger rig (Mobile B-61) in the approximate locations indicated on the site plan included in this appendix. Continuous log of the materials encountered were prepared on the site by a representative of Sladden Engineering. Bore logs are included in this appendix. Representative undisturbed samples were obtained within our bore by driving a thin-walled steel penetration sampler (California split spoon sampler) or a Standard Penetration Test (EPT) sampler with a 140 pound hammer dropping approximately 30 inches (ASTM D1586). The number cf blows required to drive the samplers 18 inches was recorded (generally in 6 inch increments). Blowcounts are indicated on the bore log: ' The California samplers are 3.0 inches in diameter, carrying brass sample rings having inner diameters of 2.5 inches. The standard penetration samplers are 2.0 inches in diameter with an inner diameter of 1.5 inches. Undisturbed samples were removed from the sampler and placed in moisture sealed containers in order to preserve the natural soil moisture content. Bulk samples were obtained from the excavation spoils and samples were then transported to our laboratory for further observations and tests. ]-a kluulrA, t-mlorElla 610- AWO-�Y ALL 77=' XS, AR— LIZ -Tl--- ------ N ODUMI'MDE AUTO COURT DRTV13WAY vi POOLDYMK I\ - B-1 .00LOO i I I ..` I I i I I `\ mn� ..o `� / !I i `� ' i mwm mamoz (�V �B-2 0 C-) SCALE 0 20' LEGEND SLADDEN ENGINEERING PRPMWAY PLAN SOURCE: Steven Jones Design & Construction IM Proposed Single -Family Residence 53-283 Via Mallorca, The Hideaway Club, La Quinta Date: 12/28/2006 Bore No. 1 Job Number. 544-06773 0 0 � a o 3 aO o Q rn U pq Description �, ] o Remarks 0 Graded Soil •`"'`` 9/17/18 Silty Sand: Fine Grained SM 83 7 32 Brown in color 5 !"''`" 9/10/10 Silty Sand: Fine Grained SM 103 3 35 Grey in color ]0 � 3/4/4 Silty Sand: Fine Grained SM 4 24 Grey in color 15 5/7/14 Silty Sand: Fine Grained SM 97 5 27 Grey in color 2011 j1;,ii;;;; 3/3/3 Silty Sand: Fine Grained SM 4 35 Grey in color 25 r[jes 5/7/8 Silty Sand: Fine Grained SM 90 7 34 Greyish Brown in color 30 iIIIIII ii !I 4/5/6 Silty Sand: Fine Grained with Silt Interbedded SM 13 45 Greyish Brown in color 35 H! 6/8/11 Silty Sand: Fine Grained with Silt Interbedded SM 89 17 41 Greyish Brown in color 40 111;;;1 1 4/6/6 Silty Sand: Fine Grained SM 4 33 Grey in color -Note: The stratification lines represent the approximate 45 `' 11/23/26 Silty Sand: Fine Grained SM 103 1 35 boundaries between the soil (Grey in color) types; the transition may be gradual. . .. i 'Total Depth = 51 Feet 50 3/5/6 Silty Sand: Fine Grained with Silt Interbedded SM 18 41 Groundwater not encountered - `'ii`("l (Brown in color) Bedrock not encountered Proposed Single -Family Residence 5-8 Via Mallorca, The Hideaway Club, Lagmna Date: 12/28/2006 Bore No. 2 . ' Job Number: 544-06773 + 4 & ¢ � 5 2 + Q \ § U ƒ = Description« . \ a Q 0 2 / Remarks . o \ . . Graded Soil \ \ 10221/2 Silty Sand: FineGrained with Silt Interbedded SN Ho 12 42 Brown in color § ' » 112124 Silty Sand: m_ owned with Silt Interbedded SN # q k m« & Light Brown in color \ \ 6lz m4 Silty Sand: FineGmned \ Se g 2 g m9 \c \ » _meq © . : \ 4823 Si sa»ee�aed . SN 92 l 2 Grey me « \ 152/4/6 � a!@sae 5_ Grained Se 7 £ Greyish Brown mcolor m \ §9Z@ Silty Sand: Fine Grained with Silt Interbedded SN « 11 k m9 & Orange in color 3 / 452/7 Sand: Fine Grained g 3 10 IlGreyish Grey in r k ) eH@ s!@ Sand: Fine Grained Se # 7 a Brown in coa - Californias_p! ' olDepth =30Feet a | Groundwater not encountered - Unrecovered s_p! | . Bedrock not encountered _ - Standard Penetration Test s_p! . . m . - ¥ The stratification lines represent the approximate _ boundaries between the soil types; tS transition _ybe 45 gradual. §O . ■ Proposed Single -Family Residence 53-283 Via Mallorca, The Hideaway Club, La Quinta Date: 12/28/2006 Bore No. 3 Job Nunber:. 544-06773 6/10/15 3/4/5 Silty Sand: Fine Grained with Silt Interbedded Silty Sand: Fine Grained SM SM 95 7 4 35 15 Greyish Brown in color Grey in color 0 0 A rn U a pq Description o Remarks 0 Graded Soil 10/19/33 Silty Sand: Fine Grained with Silt Interbedded SM 112 5 34 Brown in color 5 8/14/15 Silty Sand: Fine Grained SM 103 3 20 Grey in color 10 r; 4/7/7 Silty Sand: Fine Grained 15 li 5 3/4/5 Silty Sand: Fine Grained SM 11 93 1 3 1 16 IlGreyish Brown in color SM II 1 6 1 21 IlGrevish Brown in color 20 25 6/10/15 3/4/5 Silty Sand: Fine Grained with Silt Interbedded Silty Sand: Fine Grained SM SM 95 7 4 35 15 Greyish Brown in color Grey in color 30 'r, ii ii 3/7/9 Silty Sand: Fine Grained California Split -spoon Sample 35 -Unrecovered Sample - Standard Penetration Test Sample 40 45 50 Note: The stratification lines represent the approximate boundaries between the soil types; the transition may be SM 11 96 1 5 1 24 IlGreyish Brown in color otal Depth = 30 Feet roundwater not encountered edrock not encountered ,err v 16� • } j _ v l f oli Qat .rim W4 \4 1V� ,a �� " �- � ��. t yr 'V a �I - •- v � ,� .. . � , � ' �, � tr �n x SITE. �'�. qf 9a ", �?' a(5}iXk,+' 'e^k7 v1rR`.• � �. �:t � - `' r'� �i �$d' ` � 1 i �,� �t, � oq e 1 v'� T l �C:a .''° ��-_ 1 'lit ♦+ '� t 9 f az. F 1 T�RCrT*i �r�j �� • `^'�a ��Fti ��`� off'>� "S t r r i• t • '� r „jj,. a Out. :r Oq OW VeI ,�"rr^.ia..�.a,rrA _ f r R R'Z1�E gcoi� rt i.; y- 1 •r—=; .� — �. � - r y 'A7r rc t i Pt 10A.. rye br, CA t uu w i r �, a r "* I i C » i:s rJ _xx �ll� ht9 ..r ilf 9 _ rj —1t°t+, .1. Out - i .Y �. Gnr i i L�,` +� v. 0 t- r •-� �� Miles REGIONAL GEOLOGIC MAP Scale: As Shown Project Number: 544-06773 Drafted: NSD Report Number: 07-01-096-06773 Source: Ro ers,1965 Date: January 31, 2007 APPENDIX B Laboratory Tests Laboratory Test Results iAPPENDIX B ' LABORATORY TESTS Representative bulk and relatively undisturbed soil samples were obtained in the field and returned to our laboratory for additional observations and tests. Laboratory tests were generally performed in two phases. The first phase consisted of tests to determine the compaction of the existing natural soil and the general engineering classifications of the soil underlying the site. These tests were performed to estimate the engineering characteristics ' of the soil and to serve as a basis for selecting samples for the second phase of tests. The seconc phase consisted of soil mechanics tests. These tests include consolidation, shear strength and expansion tests that were performed to provide a means to develop specific design recommendations based on the mechanical properties of the soil. ' CLASSIFICATION AND COMPACTION TESTS Unit Weight and Moisture Content Determinations: Each undisturbed sample was' weighed and measured to ' determine its unit weight. A small portion of each sample was then subjected to tests to determine its moisture content. This was used to determine the dry density of the soil in its natural condition. The results of this test are shown on the Bore Logs. ' Maximum Density -Optimum Moisture Determinations: Representative soil types were selected for maximum density determinations. This test was performed in accordance with the ASTM Standard D1557--91, Test Method A. The results of this test are presented graphically in this appendix. The maximum densities are canpared to the field densities of the soil to determine the existing relative compaction to the soil. This is shown on &-e Bore Logs, and is useful in estimating the strength and compressibility of the soil. Classification Tests: Soil samples were selected for classification tests. These tests consist of nLchanical grain size Analyses and Atterberg Limits determinations. These provide information for developing classi-ications for the soil in accordance with the. Unified Classification System. This classification system categorizes tze soil into groups having similar engineering characteristics. The results of this test are very useful for detecting variations in the soil and for selecting samples for further tests. SOIL MECHANIC'S TESTS ■ Direct Shear Tests: One bulk.sample was selected for Direct Shear Tests. This test measures the :hear strength of the soil under various normal pressures and is used in developing parameters for foundation design and lateral design. Tests were performed using recompacted specimens that were saturated prior to tests. Tests were performed using a strain controlled apparatus with normal pressures ranging from 800 to 2300 pounds per square foot. ' Expansion Tests: One bulk sample was selected for Expansion tests. Expansion tests were performed in accordance with the UBC Standard 18-2. This test consists of remolding 4 -inch diameter by 1 -inch thick specimens to a.moisture content and dry density corresponding to approximately 50 percent saturation. The samples are subjected to a surcharge of 144 pounds per square foot and allowed to reach equilibrium. At that point the specimens are ' inundated with distilled water. The linear expansion is then measured until complete. Consolidation Tests: Four relatively undisturbed samples were selected for consolidation tests For this tests one - inch thick test specimens are subjected to vertical loads varying from 575 psf to 11520 psf applied progressively. The consolidation at each load increment was recorded prior to placement of each subsequent load. "he specimens were saturated at the 575 psf or 720 psf load increment. Maximum Density/Optimum Moisture ASTM D698/D1557 Project Number: 544-06773 Project Name: Corbin Residence Lab ID Number: Sample Location: B-1 S-1 @ 0-5' Description: Silty Sand Maximum Density: 113.5 pcf Optimum Moisture: 12.5% 145 140 135 130 Sieve Size % Retained 3/4" 3/8" #4 0.0 ASTM D-1557 Rammer Type: Machine W 115 110 105 100 0 5 10 15 20 25 Moisture Content, % Gradation ASTM C117 & C136 Project Number: 544-06773 Project Name: Corbin Residence Sample ID: B-1 S-1 @ 0-5' Sieve Sieve Percent Size, in Size, mm Passing 1" 25.4 100.0 3/4" 19.1 100.0 1/2" 12.7 100.0 3/8" 9.53 100.0 #4 4.75 100.0 #8 2.36 100.0 #16 1.18 99.7 #30 0.60 99.4 #50 0.30 92.6 #100 0.15 65.1 #200 0.074 32.0 Expansion Index ASTM D 4829/UBC 29-2 Job Number: 544-06773 Date: Job Name: Corbin Residence Tech: Eric Lab ID: Sample ID: B-1 S-1 @ 0-5' Soil Description: Silty sand Wt of Soil + Ring: 551.5 Weight of Ring: 192.1 Wt of Wet Soil: 359.4 Percent Moisture: 12% Wet Density, pc£ 1/29/2007 108.9 Dry Denstiy, pcf 0.000 97.4 0.001 Saturation: 43.6 Expansion Rack # Date/Time- 1/29/2007 8:00 AM Initial Reading 0.000 Final Reading 0.001 Expansion Index (Final - Initial) x 1000 1 El Sladden Engineering Revised 12/10/02 Direct Shear ASTM D 3080-90 (modified for unconsolidated, undrained conditions) Job Number 544-06773 Job Name Corbin Residence Lab ID No. Sample ID B-1 S-1 @ 0-5' Classification Silty sand Sample Type Remolded @ 90% of Maximum Density January 16, 2007 Initial Dry Density: 101.9 pcf Initial Mosture Content: 11.8 % Peak Friction Angle (0): 33° Cohesion (c): 0 psf Test Results 1 2 3 4 Average Moisture Content, % 21.8 21.8 21.8 21.3 21.8 Saturation, % 89.9' 89.9 89.9 89.9 89.9 Normal Stress, psf 701 1 1,401 1 2,803 1 5,605 Peak Stress, psf 482 855 1 1,689 1 3,547 Peak Stress Linear (Peak Stress) 6000- 5500 5000 4500 4000 w a 3500 Gory 3000 c� 2500 2000 1500- 1000- 500 5001000500 0 0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 Normal Stress, psf Sladden Engineering 6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 77-725 Enfield Lane Suite 100, Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax ;760) 772-3895 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Date: January 31, 2007 Account No.: 544-06773 Customer: Stephen Jones Design & Construction, Inc. Location: 53-283 Via Mallorca Lot 41, La Quinta The Hideaway Corrosion Series pH per CA 643 131 @ Surface 8.2. Analytical Report Soluble Sulfates Soluble Chloride Min. Resistivity per CA 417 per CA 422. pe CA 643 ppm ppm cdhm-cm 1,200 54 725 C Rpt 544-06773 011107 APPENDIX C ' 2001 California Building Code with 1997 UBC Seismic Design Criteria FRISKSP Attenuation Plots ' January 31, 2007 -15 Prosect No. 544-06773 07-01-096 2001 CALIFORNIA BUILDING CODE SEISMIC DESIGN INFORMATION ' The California Code of Regulations, Title 24 (2001 California Building Code) ar_d 1997 Uniform Building Code, Chapter 16 of this code, contain substantial revisions and additions to earthquake ' engineering design criteria. Concepts contained in the code that will be relevant to construction of the proposed structures are summarized below. Ground shaking is expected to be the primary hazard most likely to affect the Bite, based upon proximity to significant faults capable of generating large earthquakes.. Major.fault zones considered to be most likely to create strong ground shaking at the site are listed below. Fault Zone Approximate Distance From Site Fault Type (1997 UBC) San Andreas 10.4 km A San Jacinto 31.3 km A Based on our field observations and understanding of local geologic conditions, the soil profile type ' judged applicable to this site is So, generally described as stiff or dense soil. The site is located within UBC Seismic Zone 4. The following table presents additional coefficients and factors relevant to seismic mitigation for new construction upon adoption of the 1997 code. SlaGden Engineering Near -Source Near -Source Seismic Seismic Seismic Acceleration Velocity . Coefficient Coefficient Source Factor, Na Factor, NY Ca Cv San Andreas 1.0 1.2 0.44Na O.E4N� San Jacinto 1.0 1.0 0.44Na O.E4N� SlaGden Engineering 11i 1000 s :6A 700 .e, 500 400 300 200 100 D CALIFORNIA FAULT MAP 53-283 Via Mallorca -100 -400 -300 -200 -100 0 100 200 300 400 500 600 RETURN PERIOD vs. ACCELERATION ABR.AHAMSON & SILVA (1997) SOIL 1 100000 10000 0 L a 1000 c L y^-+' W 100 0.00 0.25 0.50 0.75 1.00 1.25 1.50 Acceleration (g) PROBABILITY OF EXCEEDANCE ABRAHAMSON 8z SILVA (1997) SOIL 1 25 yrs 50 yrs 0 0 100 80 0 70 -0 60 Cu ^L 50 40. U C Cu 30 a� a� x 20 w 10 X 0.00 0.25 0.50 0.75 1.00 1.25 1.50 Acceleration (g) RETURN PERIOD vs. ACCELERATION BOORS ET AL. (1997) SOIL (3 10)1 10000 L O 1000 O L 4-j N 100 0.00 0.25 0.50 0.75 1.00 1.25 1.50 Acceleration (q) PROBABILITY OF EXCEEDANCE BOORS ET AL. (1997) SOIL (3 10)1 0 0 25 yrs 50 yrs 0 100 all 80 0 `J 70 a -� 60 c� "0 50 ^ A 40 Cu 30 a� a� x20 w 10 U 0.00 0.25 0.50 0.75 1.00 1.25 1.50 Acceleration (q) RETURN PERIOD vs. ACCELERATION CAMP. & BOZ. (1997 Rev.) AL 1 100000 cn L 10000 0 .L 1000 L N 100. 0.00. 0.25 0.50. 0.75 1.00 1.25 1.50 Arralarafiinn (n\ m m m m m .m m m m m m m M. M m PROBABILITY OF EXCEEDANCE CAMP. & BOZ.. (1997 Rev.) AL 1 0 0 25 yrs 50 yrs 0 0 100 .E 80 OR 0 70 60 ^L 50 L.L 40 U a� 30 a� x20 w 10 W 0.00 0.25 0.50 0.75 1.00 1.25 1.50 Acceleration (g) RETURN PERIOD vs. ACCELERATION SADIGH ET AL. (1997) DEEP SOIL 1 100000 100 0.00 0.25 0.50 0.75 1.00 1.25 1.50 Acceleration (q) PROBABILITY OF EXCEEDANCE SADIGH ET AL. (1997) DEEP SOIL J 0 0 25 yrs 50 yrs m 0 100 m 80 0 70 c� 60 0" 50 CL 40 c -v 30 a� a� x 20 w MI, 1C 0.00 0.25 0.50 0.75 .1.00 1.25 1.50 Acceleration (g) APPENDIX D Liquefaction Analyses LIQUEFYPRO Output Data 0 ■ LIQUEFACTION ANALYSIS ' 53-283 Via Mallorca ' Hole No.=B-1 Water Depth=40 ft ' Shear Stress Ratio o 0 ' 10 ' 20 30 1 40 fs=1 50 CRR — CSR — g Shaded Zone has Liquefaction Potential t 60 u 0 N 70 ITech Cnrnnra+inn r,AA_Ar,774 Magnitude=7.4 Acceleration=0.56g Factor of Safety Settlement 2 0 1 5 0 (in.) 1 Wet— 0. S = 0.97 in. I uac r%- I 544-06773-1 ddddd4dddd4eQeQQQQQeeeQe9eeeee eeeeee49eeQd4e44QQQQQd4Rdd49QQ440QQQAdA44AAdd04dd3944QQ4 ee LIQUEFACTIONANALYSISCALCULATION SHEET copyrightby CivilTech software www.civiltech.com (425) 453-6488Fax (425) 453-5848 AdA4ARQ4A4Q444000AAA4A4A44444444dQ4Q4QQ9d4444R4R444A49RRR Q Q QR44......QQQ 9444RQ..RC44RR.Q3494A Q44R44Re.. Licensed to 2/1/2007 10:38:47 Am Input File Name: H:\ndevlin\sladden\544-06773-1.liq Title: 53-283 via Mallorca subtitle: 544-06773 surface Elev.= Hole No -B-1 Depth of Hole= 50.0 ft water Table during Earthquake= 40.0 ft water Table during in -Situ Testing= 50.0 ft max. Acceleration= 0.56 g Earthquake magnitude= 7.4 Input Data• surface Elev.= Hole NO.=8-1 Depth of Hole=50.0 ft water Table during Earthquake= 40.0 ft water Table during In -Situ Testing= 50.0 ft max. Acceleration=0.56 g Earthquake magnitude=7.4 Earthquake magnitude=7.4 2. settlement Analysis method: Tokimatsu / seed 3. Fines Correction for Liquefaction: Stark/olson et al.* 4. Fine correction for Settlement: During Liquefaction" 5. settlement calculation in: All zones* 6. Hammer Energy Ratio, ce=1.25 7. Borehole Diameter, cb=1.15 8. sampeling method, cs=1.2 fs=1, Plot one CSR (fs=1) 8. use Curve Smoothing: Yes" 4 Recommended options In-situ Test Data: De SPT gamma Fines ftpth P 0.0 0.0 83.0 32.0 2.5 23.3 83.0 32.0 5.0 13.3 103.0 35.0 10.0 8.0 103.0 24.0 15.0 14.0 97.0 27.0 20.0 6.0 97.0 35.0 25.0 10.0 90.0 34.0 30.0 11.0 90.0 45.0 35.0 12.7 89.0 NoLiq 40.0 12.0 89.0 33.0 45.0 32.7 103.0 35.0 50.0 11.0 103.0 41.0 Output Results: Settlement of saturated sands=0.33 in. settlement of dry sands=0.64 in. Total settlement of saturated and dry sands=0.97 in. Differential settlement=0.487 to 0.642 in. Depth CRRm CSRfS F.S. S_sat. s_dry Sall ft w/fs in. in. in. 0.00 0.08 0.36 5.00 0.33 0.64 0.97 0.05 0.09 0.36 5.00 0.33 0.64 0.97 0.10 0.10 0.36 5.00 0.33 0.64 0.97 0.15 0.11 0.36 5.00 0.33 0.64 0.97 0.20 0.12 0.36 5.00 0.33 0.64 0.97 0.25 0.13 0.36 5.00 0.33 0.64 0.97 0.30 0.14 0.36 5.00 0.33 0.64 0.97 0.35 0.15 0.36 5.00 0.33 0.64 0.97 0.40 0.16 0.36 5.00 0.33 0.64 0.97 0.45 0.18 0.36 5.00 0.33 0.64 0.97 0.50 0.19 0.36 5.00 0.33 0.64 0.97 0.55 0.20 0.36 5.00 0.33 0.64 0.97 0.60 0.21 0.36 5.00 0.33 0.64 0.97 0.65 0.22 0.36 5.00 0.33 ' 0.64 0.97 0.70 0.23 0.36 5.00 0.33 0.64 0.97 0.75 0.25 0.36 5.00 0.33 0.64 0.97 0.80 0.26 0.36 5.00 0.33 0.64 0.97 0.85 0.28 0.36 5.00 0.33 0.64 0.97 0.90 0.29 0.36 5.00 0.33 0.64 0.97 0.95 0.31 0.36 5.00 0.33 0.64 0.97 1.00 0.33 0.36 5.00 0.33 0.64 0:97 1.05 0.36 0.36 5.00 0.33 0.64 0.97 1.10 0.39 0.36 5.00 0.33 0.64 0.97 1.15 0.50 0.36 5.00 0.33 0.64 0.97 1.20 2.07 0.36 5.00 0.33 0.64 0.97 1.25 2.07 0.36 5.00 0.33 0.64 0.97 1.30 2.07 0.36 5.00 0.33 0.64 .0.97 1.35 2.07' 0.36 5.00 0.33 0.64 0.97 1.40 2.07 0.36 5.00 0.33 0.64 0.97 1.45 2.07 0.36 5.00 0.33 0.64 0.97 1.50 2.07 0.36 5.00 0.33 0.64 0.97 1.55 2.07 0.36 5.00 0.33 0.64 0.97 1.60 2.07 0.36 5.00 0.33 0.64 0.97 1.65 2.07 0.36 5.00 0.33 0.64 0.97 1.70 2.07 0.36 5.00 0.33 0.64 0.97 1.75 2.07 0.36 5.00 0.33 0.64 0.97 1.80 2.07 0.36 5.00 0.33 0.64 0.97 1.85 2.07 0.36 5.00 0.33 0.64 0.97 Page 1 1.90 2.07 0.36 5.00 0.33 0.64 0.97 1.95 2.07 0.36 5.00 0.33 0.64 0.97 2.00 2.07 0.36 5.00 0.33 0.64 0.97 2.05 2.07 0.36 5.00 0.33 0.64 0.97 2.10 2.07 0.36 5.00 0.33 0.64 0.97 2.15 2.07 0.36 5.00 0.33 0.64 0.97 2.20 2.07 0.36 5.00 0.33 0.64 0.97 2.25 2.07 0.36 5.00 0.33 0.64 0.97 2.30 2.07 0.36 5.00 0.33 0.64 0.97 2.35 2.07 0.36 5.00 0.33 0.64 0.97 2.40 2.07 0.36 5.00 0.33 0.64 0.97 2.45 2.07 0.36 5.00 0.33 0.64 0.97 2.50 2.07 0.36 5.00 0.33 0.64 0.97 2.55 2.07 0.36 5.00 0.33 0.64 0.97 2.60 2.07 0.36 5.00 0.33 0.64 0.97 2.65 2.07 0.36 5.00 0.33 0.64 0.97 2.70 2.07 0.36 5.00 0.33 0.64 0.97 2.75 2.07 0.36 5.00 0.33 0.64 0.97 2.80 2.07 0.36 5.00 0.33 0.64 0.97 2.85 2.07 0.36 5.00 0.33 0.64 0.97 2.90 2.07 0.36 5.00 0.33 0.64 0.97 2.95 2.07 0.36 5.00 0.33 0.64 0.97 3.00 2.07 0.36 5.00 0.33 0.64 0.97 3.05 2.07 0.36' 5.00 0.33 0.64 0.97 3.10 2.07 0.36 5.00 0.33 0.64 0.97 3.15 2.07 0.36 5.00 0.33 0.64 0.97 3.20 2.07 0.36 5.00 0.33 0.64 0.97 3.25 2.07 0.36 5.00 0.33 0.64 0.97 3.30 2.07 0.36. 5.00 0.33 0.64 0.97 3.35 2.07 0.36 5.00 0.33 0.64 0.97 3.40 2.07 0.36 5.00 0.33 0.64 0.97 3.45 2.07 0.36 5.00 0.33 0.64 0.97 3.50 2.07 0.36 5.00 0.33 0.64 0.97 3.55 2.07 0.36 5.00 0.33 0.64 0.97 3.60 2.07 0.36 5.00 0.33 0.64 0.97 3.65 2.07 0.36 5.00 0.33 0.64 0.97 3.70 2.07 0.36 5.00 0.33 0.64 0.97 3.75 2.07 0.36 5.00 0.33 0.64 0.97 3.80 2.07 0.36 5.00 0.33 0.64 0.97 3.85 2.07 0.36 5.00 0.33 0.64 0.97 3.90 2.07 0.36 5.00 0.33 0.64 0.97 3.95 2.07 0.36 5.00 0.33 0.64 0.97 4.00 2.07 0.36 5.00 0.33 0.64 0.97 4.05 2.07 0.36 5.00 0.33 0.64 0.97 4.10 2.07 0.36 5.00 0.33 0.64 0.97 4.15 2.07 0.36 5.00 0.33 0.64 0.97 4.20 2.07 0.36 5.00 0.33 0.64 0.97 4.25 2.07 0.36 5.00 0.33 0.64 0.97 4.30 2.07 0.36 5.00 0.33 0.64 0.97 4.35 2.07 0.36 5.00 0.33 0.64 0.97 4.40 2.07 0.36 5.00 0.33 0.64 0.97 4.45 2.07 0:36 5.00 0.33 0.64 0.97 4.50 2.07 0.36 5.00 0.33 0.64 0.97 4.55 2.07. 0.36 5.00 0.33 0.64 0.97 4.60 2.07 0.36 5.00 0.33 0.64 0.97 4.65 2.07 0.36 5.00 0.33 0.64 0.97 4.70 2.07 0.36 5.00 0.33 0.64 097 4.75 2.07 0.36 5.00 0.33 0.64 0.97 4.80 2.07. 0.36 5.00 0.33 0.64 0.96 4.85 2.07 0.36 5.00 0.33 0.64 0.96 4.90 2.07 0.36 5.00 0.33 0.64 0.96 4.95 2.07 0.36 5.00 0.33 0.64 0.96 5.00 2.07 0.36 5.00 0.33 0.64 0.96 5.05 2.07 0.36 5.00 0.33 0.64 0.96 5.10 2.07 0.36 5.00 0.33 0.64 0.96 5.15 2.07 0.36 5.00 0.33 0.64 0.96 5.20 2.07 0.36 5.00 0.33 0.63 0.96 5.25 2.07 0.36 5.00 0.33 0:63 0.96 5.30 2.07 0.36' 5.00 0.33 0.63 0.96 5.35 2.07 0.36 5.00 0.33 0.63 0.96 5.40 2.07 0.36 5.00 0.33 0.63 0.96 5.45 2.07 0.36 5.00 0.33 0.63 0.96 5.50 2.07 0.36 5.00 0.33 0.63 0.96 5.55 2.07 0.36 5.00 0.33 0.63 0.96 5.60 2.07 0.36 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5.00 0.33 0:00 0.33 38.85 2.00 0.31 5.00 0.33 0.00 0.33 38.90 2.00 0.31 5.00 0.33 0.00 0.33 38.95 2.00 0.31 5.00 0.33 0.00 0.33 544-06773-1 Page 8 39.00 2.00 0.31 5.00 0.33 0.00 0.33 39.05 2.00 0.31 5.00 0.33 0.00 0.33 39.10 2.00 0.31 5.00 0.33 0.00 0.33 39.15 2.00 0.31 5.00 0.33 0.00 0.33 39.20 2.00 0.31 5.00 0.33 0.00 0.33 39.25 2.00 0.31 5.00 0.33 0.00 0.33 39.30 2.00 0.31 5.00 0.33 0.00 0.33 39.35 2.00 0.31 5.00 0.33 0.00 0.33 39.40 2.00 0.31 5.00 0.33 0.00 0.33 39.45 2.00 0.31 5.00 0.33 0.00 0.33 39.50 2.00 0.31 5.00 0.33, 0.00 0.33 39.55 2.00 0.31 5.00 0.33 0.00 0.33 39.60 2.00 0.31 5.00 0.33 0.00 0.33 39.65 2.00 0.31 5.00 0.33 0.00 0.33 39.70 2.00 0.31 5.00 0.33 0.00 0.33 39.75 2.00 0.31 5.00 0.33 0.00 0.33 39.80 2.00 0.31 5.00 0.33 0.00 0.33 39.85 2.00 0.31 5.00 0.33 0.00 0.33 39.90 2.00 0.31 5.00 0.33 0.00 0.33 39.95 2.00 0.31 5.00 0.33 0.00 0.33 40.00 2.00 0.31 5.00 0.33 0.00 0.33 40.05 0.24 0.31 0.79" 0.33 0.00 0.33 40.10 0.25 0.31 0.80° 0.32 0.00 0.32 40.15 0.25 0.31 0.81' 0.31 0.00 0.31 40.20 0.25 0.31 0.82' 0.31 0.00 0.31 40.25 0.26 0.31 0.83° 0.30 0.00 0.30 40.30 0.26 0.31 0.84* 0.29 0.00 0.29 40.35 0.26 0.31 0.85* 0.29 0.00 0.29 40.40 0.27 0.31 0.86* 0.28 0.00 0.28, 40.45 0.27 0.31 0.87* 0.27 0.00 0.27 40.50 0.27 0.31 0.88* 0.27 0:00 0.27 40.55 0.28 0.31 0.90* 0.26 0.00 0.26 40.60 0.28 0.31 0.91* 0.25 0.00 0.25 40.65 0.29 0.31 0.92* 0.25 0.00 0.25 40.70 0.29 0.31 0.94* 0.24 0.00 0.24 40.75 0.29 0.31 0.95* 0.24 0.00 0.24 40.80 0.30 0.31 0.96* 0.23 0.00 0.23 40.85 0.30 0.31 0.98* 0.23 0.00 0.23 40.90 0.31 0.31 0.99* 0.23 0.00 0.23 40.95 0.31 0.31 1.01 0.22 0.00 0.22 41.00 0.32 0.31 1.02 0.22 0.00 0.22 41.05 0.32 0.31 1.04 0.22 0.00 0.22 41.10 0.33 0.31 1.06 0.22 0.00 0.22 41.15 0.33 0.31 1.08 0.22 0.00 0.22 41.20 0.34 0.31 1.09 0.22 0.00 0.22 41.25 0.35 0.31 1.12 0.21 0.00 0.21 41.30 0.35 0.31 1.14 0.21 0.00 0.21 41.35 0.36 0.31 1.16 0.21 0.00 0.21 41.40 0.37 0.31 1.19 0.21 0.00 0.21 41.45 0.38 0.31 1.22 0.21 0.00 0.21 41.50 0.39 0.31 1.26 0.21 0.00 0.21 41.55 0.41 0.31 1.31 0.21 0.00 0.21 41.60 0.44 0.31 1.40 0.21 0.00 0.21 41.65 0.50 0.31 1.59 0.21 0.00 0.21 41.70 2.00 0.31 5.00 0.21 0.00 0.21 41.75 2.00 0.31 5.00 0.21. 0.00 0.21 41.80 2.00 0.31 5.00 0.21 0.00 0.21 41.85 2.00 0.31 5.00 0.21 0.00 0.21 41.90 2.00 0.31 5.00 0.21 0.00 0.21 41.95 1.99 0.31 5.00 0.21 0.00 0.21 42.00 1.99 0.31 5.00 0.21 0.00 0.21 42.05 1.99 0.31 5.00 0.21 0.00 0.21 42.10 1.99 0.31 5.00 0.21 0.00 0.21 42.15 1.99 0.31 5.00 0.21 0.00 0.21 42.20 1.99 0.31 5.00 0.21 0.00 0.21 42.25 1.99 0.31 5.00 0:21 0.00. 0.21 42.30 1.99 0.31 5.00 0.21 0.00 0.21 42.35 1.99 0.31 5.00 0.21 0.00 0.21 42.40 1.99 0.31 5.00 0.21 0.00 0.21 42.45 1.99 0.31 5.00 0.21 0.00 0.21 42.50 1.99 0.31 5.00 0.21 0.00 0.21 42.55 1.99 0.31 5.00 0.21 0.00 0.21 42.60 1.99 0.31 5.00 0.21 0.00 0.21 42.65 1.99 0.31 5.00 0.21 0.00 0.21 42.70 1.99 0.31 5.00 0.21 0.00 0.21 42.75 1.99 0.31 5.00 0.21 0.00 0.21 42.80 1.99 0.31 5.00 0.21 0.00 0.21 42.85 1.99 0.31 5.00 0.21 0.00 0.21 42.90 1.99 0.31 5.00 0.21 0.00 0.21 42.95 1.99 0.31 5.00 0.21 0.00 0.21 43.00 1.98 0.31 5.00 0.21 0.00 0.21 43.05 1.98 0.31 5.00 0.21 0.00 0.21 43.10 1.98 0.31 5.00 0.21 0.00 0.21 43.15 1.98 0.31 5.00 0.21 0.00 0.21 43.20 1.98 0.31 5.00 0.21 0.00 0.21 43.25 1.98 0.31 5.00 0.21 0.00 0.21 43.30 1.98 ' 0.31 5.00 0.21 0.00 0.21 43.35 1.98 0.31 5.00 0.21 0.00 0.21 43.40 1.98 0.31 5.00 0.21 0.00 0.21 43.45 1.98 0.32 5.00 0.21 0.00 0.21 43.50 1.98 0.32 5.00 0.21 0.00 0.21 43.55 1.98 0.32 5.00 0.21' 0.00 0.21 43.60 1.98 0.32 5.00 0.21 0.00 0.21 43.65 1.98 0.32 5.00 0.21 0.00 0.21 43.70 1.98 0.32 5.00 0.21 0.00 0.21 43.75 1.98 0.32 5.00 0.21 0.00 0.21 43.80 1.98 0.32 5.00 0.21 0.00 0.21 43.85 1.98 0.32 5.00 0.21 0.00 0.21 43.90 1.98 0.32 5.00 0.21 0.00 0.21 43.95 1.98 0.32 5.00 0.21 0.00 0.21 44.00 1.98 0.32 5.00 0.21 0.00 0.21 44.05 1.97 0.32 5.00 0.21 0.00 0.21 44.10 1.97 0.32 5.00 0.21 0.00 0.21 44.15 1.97 0.32 5.00 0.21 0.00 0.21 44.20 1.97 0.32 5.00 0.21 0.00 0.21 44.25 1.97 0.32 5.00 0.21 0.00 0.21 544-06773-1 Page 9 44.30 1:97 0.32 5.00 0.21 0.00 0.21 44.35 1.97 0.32 5.00 0.21 0.00 0.21 44.40 1.97 0.32 5.00 0.21 0.00 0.21 44.45 1.97 0.32 5.00 0.21 0.00 0.21 44.50 1.97 0.32 5.00 0.21 0.00 0.21 44.55 1.97 0.32 5.00 0.21 0.00 0.21 44.60 1.97 0.32 5.00 0.21 0.00 0.21 44.65 1.97 0.32 5.00 0.21 0.00 0.21 44.70 1.97 0.32 5.00 0.21 0.00 0.21 44.75 1.97 0.32 5.00 0.21 0.00 0.21 44.80 1.97 0.32 5.00 0.21 0.00 0.21 44.85 1.97 0.32 5.00 0.21 0.00 0.21 44.90 1.97 0.32 5.00 0.21 0.00 0.21 44.95 1.97 0.32 5.00 0.21 0.00 0.21 45.00 1.97 0.32 5.00 0.21 0.00 0.21 45.05 1.97 0.32 5.00. 0.21 0.00 0.21. 45.10 1.96 0.32 5.00 0.21 0.00 0.21 45.15 1.96 0.32 5.00 0.21' 0.00 0.21 45.20 1.96 0.32 5.00 0.21 0.00 0.21 45.25 1.96 0.32 5.00 0.21 0.00 0.21 45.30 1.96 0.32 5.00 0.21 0.00 0.21 45.35 1.96 0.32 5.00 0.21 0.00 0.21 45.40 1.96 0.32 5.00. 0.21 0.00 0.21 45.45 1.96 0.32 5.00 0.21 0.00 0.21 45.50 1.96 0.32 5.00 0.21 0.00 0.21 45.55 1.96 0.32 5.00 0.21 0.00 0.21 45.60 1.96 0.32 5.00 0.21 0.00 0.21 45.65 1.96 0.32 5.00 0.21 0.00 0.21 45.70 1.96 . 0.32 5.00 0.21 0.00 0.21 45.75 1.96 0.32 5.00 0.21 0.00 0.21 45.80 1.96 0.32 5.00 0.21 0.00 0.21 45.85 1.96 0.32 5.00 0.21 0.00 0.21 45.90 1.96 0.32 5.00 0.21 0.00 0.21 45.95 1.96 0.32 5.00 0.21 0.00 0.21 46.00 1.96 0.32 5.00 0.21 0.00 0.21 46.05 1.96 0.32 5.00 0.21 0.00 0.21 46.10 1.96 0.32 5.00 0.21 0.00 0.21 46.15 1.95 0.32 5.00 0.21 0.00 0.21 46.20 1.95 0.32 5.00 0.21 0.00 0.21 46.25 1.95 0.32 5.00 0.21 0.00 0.21 46.30 1.95 0.32 5.00 0.21 0.00 0.21 46.35 1.95 0.32 5.00 0.21 0.00 0.21 46.40 1.95 0.32 5.00 0.21 0.00 0.21 46.45 1.95 0.32' 5.00 0.21 0.00 0.21 46.50 1.95 0.32 5.00 .0.21 0.00 0.21 46.55 1.95 0.32 5.00 0.21 0.00 0.21 46.60 1.95 0.32 5.00 0.21 0.00 0.21 46.65 1.95 0.32 5.00 0.21 0.00 0.21 46.70 1.95 0.32 5.00 0.21 0.00 0.21 46.75 1.95 0.32 5.00 0.21 0.00 0.21 46.80 1.95 0.32 5.00 0.21 0.00 0.21 46.85 1.95 0.32 5.00 0.21 0.00 0.21 46.90 1.95 0.32 5.00 0.21 0.00 0.21 46.95 1.95 0.32 5.00 0.21 0.00 0.21 47.00 1.95 0.32 5.00 0.21 0.00 0.21 47.05 1.95 0.32 5.00 0.21 0.00 0.21 47.10 1.95 0.32 5.00 0.21 0.00 0.21 47.15 1.95 0.32 5.00 0.21 0.00 0.21 47.20 1.94 0.32 5.00 0.21 0.00 0.21 47.25 1.94 0.32 5.00 0.21 0.00 0.21 47.30 1.94 0.32 5.00 0.21 0.00 0.21 47.35 1.94 0.32 5.00 0.21 0.00 0.21 47.40 1.94 0.32 5.00 0.21 0.00 0.21 47.45 1.94 0.32 5.00 0.21 0.00 0.21 47.50 1.94 0.32 5.00 0.21 0.00 0.21 47.55 . 1.94 0.32 5.00 0.21 0.00 0.21 47.60 1.94 0.32 5.00 0.21 0.00 0.21 47.65 1.94 0.32 5.00 0.21 0.00 0.21 47.70 1.94 0..32 5.00 0.21 0.00 0.21 47.75 1.94 '0.32 5.00 0.21 0.00 0.21 47.80 1.94 0.32 5.00 0.21 0.00 0.21 47.85 1.94 0.32 5.00 0.21 0.00 0.21 '47.90 1.94 0.32 5.00 0.21 0.00 0.21 47.95 0.44 0.32 1.38 0.21 0.00 0.21 48.00 0.41 0.32 1.27 0.21 0.00 0.21 48.05 0.39 0.32 1.20 0.21 0.00 0.21 48.10 0.37 0.32 1.16 0.21 0.00 0.21 48.15 0.36 0.32 1.13 0.21 .0.00 0.21 48.20 0.35 0.32 1.10 0.21 0.00 0.21 48.25 0.34 0.32 1.07 0.20 '0.00 0.20 48.30 0.34 0.32 1.05 0.20 0.00 0.20 48.35 0.33 0.32 1.03 0.20 0.00 0.20 48.40 0.32 0.32 1.01 0.20 0.00 0.20 48.45 0.32 0.32 0.99" 0.20 0.00 0.20 48.50 0.31 0.32 0.97° 0.20 0.00 0.20 48.55 0.31 0.32 0.95" 0.19 0.00 0.19 48.60 0.30 0.32 0.94' 0.19 0.00 0.19 48.65 0.30 0.32 0.92" 0.19 0.00 0.19 48.70 0.29 0.32 0.91° 0.18 0.00 0.18 48.75 0.29 0.32 0.89° 0.18 0.00 0.18 48.80 0.28 0.32 0.88" 0.17 0.00 0.17 48.85 0.28 0.32 0.87° 0.17 0.00 0.17 ' 48.90 0.27 0.32 0.85' 0.16 0.00 0.16 48.95 0.27 0.32 0.84' 0.16 0.00 0.16 49.00 0.27 0.32 0.83" 0.15 0.00 0.15 49.05 0.26 0.32 0.82" 0.14 0.00 0.14 49.10 0.26 0.32 0.80° 0.14 0.00 0.14 49.15 0.25 0.32 0.79' 0.13 0.00 0.13 49.20 0.25 0.32 0.78" 0.12 0.00 0.12 49.25 0.25 0.32 0.77' 0.12 0.00 0.12 49.30 0.24 0.32 0.76" 0.11 0.00 0.11 49.35 0.24 0.32 0.75° 0.10 0.00 0.10 49.40 0.24 0.32 0.74- 0.10 0.00 0.10 49.45 0.23 0.32 0.73- 0.09 0.00 0.09 49.50 0.23 0.32 0.72- 0.08 0.00 0.08 49.55 0.23 0.32 0.71- 0.07 0.00 0.07 544-06773-1 Page 10 544-06773-1 49.60 0.23 0.32 0.70' 0.07 0.00 0.07 49.65 0.22 0.32 0.69' 0.06 0.00 0.06 49.70 0.22 0.32 0.68" 0.05 0.00 .0.05 ' 49.75 0.22 0.32 0.67" 0.04 0.00 0.04 49.80 0.21 0.32 0.66° 0.03 0.00 0.03 49.85 0.21 0.32 0.664 0.03 0.00 0.03 49.90 0.21 0.32 0.654 0.02 0.00 0.02 49.95 0.20 0.32 0.64" 0.01 0.00 0.01 50.00 0.20 0.32 0.634 0.00 0.00 0.00 4 F.S.<1, Liquefaction Potential zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units Depth = ft, stress or Pressure = tsf (atm), Unit weight = pcf, settlement = in. CRRm cyclic resistance ratio from soils ' CSRfs Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of safety against liquefaction, F.S.=CRRm/CSRfs s_sat settlement from saturated sands s_dry settlement from dry sands s_all Total settlement from saturated and dry sands NOLiq No -Liquefy soils Page 11 k�=3 s � — w r � 3 b_ 2 ��' z- t,� a r ,A � s � F � k � Rz y e � — w r 2 ��' z- t,� a ,A � s