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Mediterra Apartments TR 27131 - Geotechnical InvestigationGEOTECHNICAL INVESTIGATION PROPOSED BIG HOUSE APARTMENT COMPLEX PARCEL 3 OF TRACT 2713i NEC WASHINGTON STREET & DARBY ROAD LA QUINTA, CALIFORNIA -Prepared By- Sladden Engineering 39-725 Garand Lane, Suite G Palm Desert, California 92211 (760) 772-3893 . Sladden Engineering Sladden _Engineering 6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895 October 28, 2003 White Company Residential c/o Saxon Engineering Services 1030 Calle Sombra, Suite A2 San Clemente, California 92673 Attention: Mr. Kurt Saxon Project: Proposed Big House Apartments NEC Washington Street and Darby Road La Quinta, California Subject: Geotechnical Investigation Project No. 544-3432 03-10-695 Presented herewith is the report of our Geotechnical Investigation conducted at the site of the proposed Big House Apartment Complex to be located on the northeast corner of Washington Street and Darby Road in the City of La Quinta, California. The investigation was- performed in order to provide recommendations for site preparation and to assist in foundation design for the proposed residential structures. This report presents the results of our field investigation and laboratory testing along with conclusions and recommendations for foundation design and site preparation. This report completes our original scope of services as understood in our proposal dated September 11, 2003. 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 Brett L. Anderson Principal Engineer SERIpc Copies: 6/Saxon Engineering Services Sladden Engineering GEOTECHNICAL INVESTIGATION PROPOSED BIG HOUSE APARTMENT COMPLEX PARCEL 3 OF TRACT 27131 NEC WASHINGTON STREET & DARBY ROAD LA QUINTA, CALIFORNIA October 28, 2003 TABLE OF CONTENTS INTRODUCTION....................................................................................................................... 1 SCOPEOF WORK..................................................................................................................... 1 PROJECT DESCRIPTION...................................:.................................................................... 1 SUBSURFACE CONDITIONS................................................................................................. 2 CONCLUSIONS AND RECOMMENDATIONS...................................................................... 2 FoundationDesign.............................................................................................................. 3 Settlements.......................................................................................................................... 3 LateralDesign..................................................................................................................... 3 RetainingWalls................................................................................................................... 4 ExpansiveSoils...................................................................................:................................ 4 Concrete Slabs-on-Grade..................................................................................................... 4 SolubleSulfates................................................................................................................... 4 Shrinkage and Subsidence.......................................................... :.................... .................... 4 GeneralSite Grading............................................:..........................................:................... 5 1. Clearing and Grubbing............................................................................................. 5 2. Preparation of Building Areas................................................................................. 5 3. Preparation of Surfaces to Receive Compacted Fill ................................................. 5 4. Placement of Compacted Fill .................................................................................... 5 5. Preparation of Slab and Pavement Areas..............................................:................. 6 6. Testing and Inspection.............................................................................................. 6 GENERAL............... :................................................................................................................... APPENDIX A - Site Plan and Boring Logs Field Exploration APPENDIX B - Laboratory Testing Laboratory Test Results APPENDIX C - 1997 UBC Seismic Design Criteria Sladden Engineering October 28, 2003 -1- Project No. 544-3432 03-10-695 INTRODUCTION This report presents the results of our Geotechnical Investigation performed in order to provide recommendations for the design and construction of the foundations for the proposed apartment complex. The project site is located on the northeast corner of Washington Street and Darby Road in the City of La Quinta, California. The preliminary plans indicate that the proposed development will consist of 18 apartment buildings and various related site improvements. The associated site improvements will include paved roadways, concrete driveways, concrete walkways, various underground! utilities, and landscape areas. f SCOPE OF WORK The purpose i of our investigation was to determine certain engineering characteristics of the near surface soils on the site in order to develop recommendations for foundation design and site preparation. j Our investigation included field exploration, laboratory testing, engineering analysis and the preparation of this report. Evaluation of environmental issues or hazardous wastes was not within the scope of services provided. Our investigation was performed in accordance with contemporary geotechnical engineering principles and practice. We make no other warranty, either express or implied. I PROJECT DESCRIPTION The project site is located on the northeast corner of the future alignment of Palm Royale Drive and Washington Street in the City of La Quinta, California. The preliminary plans indicate that the project will include 18 multi -unit apartment buildings. It is our understanding that the proposed apartment buildings 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 willinclude concrete walkways and driveways, landscape areas and various underground utilities. The project site is presently vacant and the ground surface is covered with scattered desert brush, short grass, weeds and minor debris. The site is relatively level throughout but distinct agricultural levels provide topographical relief of up to 13 feet between the western and eastern portions of the site. The majority .of the properties surrounding the site are presently vacant. There are underground, and overhead utilities along the existing streets and may transect the site. Based upon I our understanding of the proposed construction and our previous experience with lightweight wood -frame structures, we expect that isolated column loads will be less than 30 kips and wall loading will be less than 2:0 kips per linear foot. Grading is expected to include substantial cuts and fills to match the nearby elevations and to construct level building pads. This does not include removal and/or recompaction of the loose surface soils the primary foundation bearing soils 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. Sladden Engineering October 28, 2003 -2- Project No. 544-3432 03-10-695 SUBSURFACE CONDITIONS The site soils were determined to consist primarily of native fine-grained windblown sands. The native windblown sands were fairly uniform in composition throughout the site and the depth of our borings. The windblown sands were typically slightly silty and contained less than 15 percent fines (clay and silt sized particles). In general, the site soils appear somewhat loose near the surface but sampler penetration resistance (as measured by field blow counts) indicates that density within the native soils underlying the site generally increases with depth. The site soils were found to be dry throughout the depth of our . exploratory borings. Laboratory classification testing indicates that the near surface soils consist primarily of fine- grained windblown sands. Expansion testing indicates that the surface soils are non -expansive and fall within the "very low" expansion category in accordance with the Uniform Building Code classification system. The loose and dry conditions suggest that the near surface soils may be susceptible to detrimental settlements due to the anticipated foundation loading and the introduction of water. Groundwater was not encountered within our borings but is expected to be in excess of 100 feet . below the existing ground surface in the vicinity of the site. Groundwater should not be a factor in foundation design or construction. CONCLUSIONS AND RECOMMENDATIONS Based upon our field and laboratory investigation, it is our opinion that the proposed apartment complex is feasible from a soil mechanic's perspective provided that the recommendations included in this report are considered in building foundation design and site preparation. Due to the somewhat loose and potentially compressible condition of some of the near surface soils, remedial grading including overexcavation and/or watering and recompaction is recommended for the proposed building areas. We recommend that remedial grading within the proposed building areas include overexcavation and/or extensive site watering and recompaction of the primary foundation bearing soils in order to provide a uniform mat of compacted soils beneath the building foundations. Specific recommendations for site preparation are presented in the Site Grading section of this report. Groundwater was not encountered within our borings and groundwater is expected to be in excess of 100 feet below the existing ground surface in the vicinity of the site. Due to the depth to groundwater, specific liquefaction analyses. were not performed. Based upon the depth to groundwater, the potential for liquefaction and the related surficial affects of liquefaction impacting the site are considered negligible. The site is located within an active seismic area of Southern California within approximately 7.9 kilometers of the San Andreas fault system.. Strong ground motion resulting from earthquake activity along the nearby San Andreas or San Jacinto fault systems is likely to impact the site during the anticipated lifetime of the structures. Structures should be designed by professionals familiar with the site's geologic and seismic setting. As a minimum, structure design should conform with Uniform Building Code (UBC) requirements for Seismic Zone 4. Pertinent seismic design parameters as included within the 1997 UBC are summarized in Appendix C. Sladden Engineering October 28, 2003 -3- Project No. 544-3432 03-10-695 Caving did occur within each of our exploratory borings and the surface soils will be susceptible to caving 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 that the. subsoils will conform to those described by CalOSHA as Type C. Soil conditions should be verified during construction by a "Competent person" employed by the Contractor. The surface soils encountered during our investigation were found to be non -expansive. Laboratory testing indicated an Expansion Index of 0 that corresponds with the "very low" expansion category in accordance with UBC Standard 18-2. If imported soils are to be used during grading, they should have an Expansion Index of less than 20. The following recommendations present more detailed design criteria that have been developed on the basis of our field and laboratory investigation. Foundation Design: The results of our investigation indicate that either conventional shallow continuous footings or isolated pad footings that are supported upon properly recompacted soils may be expected to provide satisfactory support for the proposed structures. Recompaction should be performed as described in the Site Grading Section of this report. Footings should extend at least 12 inches beneath lowest adjacent grade. Isolated square or rectangular footings at least 2 feet square may be designed using an allowable bearing value of 1800 pounds per square foot. Continuous footings at least 12 inches wide may be designed using an allowable bearing value of 1500 pounds per square foot. Allowable increases of 200 psf for each additional 1 foot of width and 250 psf for each additional 6 inches of depth may be utilized if desired. The maximum allowable bearing pressure should be 2500 psf. The allowable bearing pressures are for dead and frequently applied live loads and may be increased by 1/3 to resist wind, seismic or other transient loading. The recommendations made in the preceding paragraphs are based on the assumption that all footings will be supported by properly compacted soil. All grading shall be performed under the testing and inspection of the Soils 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. Settlements: Settlements may result from the anticipated foundation loads. These estimated ultimate settlements are calculated to be a maximum of 1 inch when using the recommended bearing values. As a practical matter, differential settlements between footings can be assumed as one-half of the total settlement. 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 0.45 between soil and concrete may be used with dead load forces only. A passive earth pressure of 300 pounds per square foot, per foot of depth, may be used for the sides of footings that are placed against properly compacted native soils. Passive earth pressure should be ignored within the upper 1 foot except where confined (such as beneath a floor slab). When used in combination, either the passive resistance or the coefficient of friction should be reduced by one-third. Sladden Engineering October 28, 2003 i ..! ' -4- Project No. 544-3432 03-10-695 Retaining Walls: 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 soils with level free -draining 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 soils with level free -draining backfill conditions. Expansive Soils: Due to the prominence of non -expansive soils on the site, special expansive soil design criteria should not be necessary for the design of foundations and concrete slabs - on -grade. Final foundation and slab design criteria should be established by the Structural Engineer. Concrete Slabs -on -Grade: All surfaces to receive concrete slabs -on -grade should be underlain by recompacted soils 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 an appropriate vapor barrier. Vapor barriers should be protected by sand in order to reduce the possibility of puncture and to aid in obtaining uniform concrete curing. Reinforcement of slabs -on -grade in order to resist expansive soil pressures may not be required however, reinforcement will have a beneficial effect in containing cracking due to concrete shrinkage. Temperature and 'shrinkage related cracking should be anticipated in all concrete slabs -on -grade. Slab reinforcement and the spacing of control joints should be determined by the Structural Engineer. Soluble Sulfates: The soluble sulfate concentrations of the surface soils was determined to be 74 parts per million (ppm). This is within the usual allowable limits for the use of Type II cement and the use of Type V cement or .special sulfate resistant concrete mixes should not be necessary. Shrinkage and Subsidence: Volumetric shrinkage of the material that is excavated and replaced as controlled compacted fill should be anticipated. We estimate that this shrinkage could vary from 15 to 20 percent. Subsidence of the surfaces that are scarified and compacted should be between. 0.1 and 0.2 tenths of a foot. Shrinkage and subsidence 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., These values for shrinkage and subsidence are exclusive of losses that will occur due to the stripping of the organic material from the site, the removal of deleterious materials and the removal of debris, trees and other subsurface obstructions. Sladden Engineering October 28, 2003 -5' Project No. 544-3432 03-10-695 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 testing: Clearing and Grubbing: Proper clearing of any existing vegetation, associated root systems, foundations or slabs, and ,debris willbe very important. All surfaces to receive compacted fill should be cleared of roots, vegetation, debris, and other unsuitable materials that should be removed from the site. Soils that are disturbed due to the removal of the surface vegetation and debris should be replaced as controlled compacted fill under the direction of the Soils Engineer., 2. Preparation of Building Area: In order to provide firm and uniform bearing conditions, we recommend thorough site watering and recompaction of the near surface native soils throughout the building and foundation areas. The building areas should be watered so that near 'optimum moisture content is attained to a depth of at least 3 feet below existing grade or 3 feet below the bottom of the footings, whichever is deeper. The exposed surface should then be compacted with heavy equipment so that a� minimum of 90 percent relative compaction is attained to a depth of at least 2 feet below existing grade or 2 feet below the bottom of the footings, whichever is deeper. Fill material may then be placed as recommended in Item 4 below. If the recommended depth of compaction cannot be attained in this manner, overexcavation may be necessary. . 3. Preparation of Surfaces to Receive Compacted Fill: Other areas to receive compacted fill should be brought to near optimum moisture content and compacted to a minimum of 90 percent relative compaction. 4. Placement of Compacted Fill: Fill materials consisting of on -site soils or approved imported granular soils, should be spread in thin lifts, and compacted at near optimum moisture content to a minimum of 90 percent relative compaction. Imported material shall have an Expansion Index not exceeding 20. The contractor shall notify the Soils Engineer at least 48 hours in advance of importing soils in order to provide sufficient time for the evaluation of proposed import materials. The contractor shall be responsible for delivering material to the site that complies With the project specifications. Approval by the Soils Engineer will be based upon material delivered to the site .and not the preliminary evaluation of import sources. Our observations of the material encountered. during our investigation indicate that compaction will be most readily obtained by means of heavy rubber -wheeled equipment and/or vibratory compactors. At the time of our investigation, the subsoils were found to be very dry. A more uniform and near optimum moisture content should be maintained during recompaction and fill placement. Sladden Engineering. October 28,-2003 6 Project No. 544-3432 03-10-695 5. Preparation of .Slab and Paving Areas: _ All surfaces to receive asphalt concrete paving or concrete slabs -on -grade should be underlain by a minimum compacted fill thickness of 12 inches: This may be accomplished by a combination of scarification and recompaction of the surface soils and placement of the fill material as controlled compacted fill. Compaction of the slab and pavement areas should be to a minimum of 90 percent relative compaction. . 6. Testing and Inspection: During grading tests and observations should be performed by the Soils Engineer or his representative in order to verify that the grading is being performed in accordance with the project specifications. Field density testing shall be performed in, accordance with acceptable ASTM test methods. The minimum acceptable degree of compaction should be 90 percent of the maximum dry density as obtained by the ASTM D1557-91 test method. Where testing indicates insufficient density, additional compactive effort shall be applieduntil retesting indicates satisfactory compaction. The findings and recommendations presented in this report are based upon an interpolation of the `soil conditions between the exploratory boring locations and extrapolation of these 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 White Company Residential 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 operation by a representative of Sladden Engineering. All recommendations are considered to be tentative pending our review of the grading operation and additional testing, if. indicated. If others are employed to perform any soil testing, this office should be notified prior to such testing in order to coordinate any required site visits by our representative and to assure indemnification of Sladden Engineering. Our investigation was conducted prior to the completion of plans for the project. We recommend that a pre -job 'conference be held on. the site prior to the initiation of site 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. Sladden Engineering APPENDIX A Site Plan Boring Logs Sadden Engineering APPENDIX A FIELD EXPLORATION For our field investigation 9 exploratory borings were excavated on September 23, 2003, using a truck mounted Mobile B-61 drilling rig and hollow -stem augers. The approximate exploratory boring locations are indicated on the site plan included in this appendix. Boring logs are included in this appendix. Representative undisturbed samples were obtained within our borings by driving a thin -walled steel penetration sampler (California split spoon sampler) or a Standard Penetration Test (SPT) sampler with a 140 pound hammer dropping approximately 30 inches (ASTM D1586). The number of blows required to drive the samplers 18 inches was recorded in 6-inch increments and blowcounts are indicated on the boring logs. 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 testing. J Sladden Engineering v qK DARBY ROAD PA M 3 Z 3 FRED WARING DR/ VE EMERALD PAWAT SIM IjVThTCITY OFL.44?(1MT4 COUNTY OjPRfVZRSfDZ.ST.4Tropc,4LIFoRKl,4 PR�LI�LIINARY SITS' PZ-4yV. PARCEL 3 OF TRACT -97131 8 4L ell all ----------- ------ .. ......... ...... . . North Approximate Boring Locations Doi Proposed Big House Apartments / Parcel 3.of Tract 27131 NEC Washington Street & Darby Road / La Quinta, California Date: 9-23-03 orine No. 1 Job No.: 544-3432. P. o y DESCRIPTION q o a REMARKS o _ - Sand: Grey, -fine grained SP 5 6/8/1,2 " " " 102 0.5 --- 4% passing #200 10 10/16/24 --- 0:5 - - 5% passing #200 . 15 _ 17/22/32 102 0.5 --- 6% passing #200 20 13/21/30 Sand: Brown, SP/SM ___ 0 .5 _ o 11 /o passing #200 _ slightly silty, fine grained 25 12/12/13 Sand: Grey, fine grained SP --- 0•5 --- 7% passing #200 30 _ 12/16/23 Sand: Brown, SP/SM --- 0 --- 10% passing #200 " slightly silty; fine grained 35 18/25/30 " " --- 0.5 --- 10% passing #200 40 19/19/27 Sand: Grey, fine grained SP --- 0.58 --- 5% passing #200 as 14/17/21 Sand: Brown, SP/SM -- -0.5 --- 9% passing #200 _ slightly silty, fine grained so 14/22/35 Sand: Grey, fine grained SP --- 0.5 --- 5% passing #200 -Recovered Sample Total Depth = 51.5' _ Disturbed Sam le ® p Note: The stratification lines No Bedrock No Groundwater ss represent the approximate mStandard Penetration boundaries between the soil types; Sample the transitions may be gradual. Proposed Big House Apartments / Parcel 3 of Tract 27131 - NEC Washington Street & Darby Road / La Quinta, California Date: 9-23-03 Borine No. 2 Job No.: 544-3432 y y DESCRIPTION F A o a REMARKS ,mow it A� rn U Q"1 U _ Sand: Grey, fine grained SP . s 5/7/9 " --- 0.5 - 5% passing #200 10 _ " 7/14/19 Sand: Brown, SP/SM --- 0.5 - 10% passing.#200 slightly silty, fine grained 15 - 10/12/21 100 1.0 --- 14% passing #200 20 Silty Sand: Grey brown, SM 8/12/17 fine grained 105 0.5 --- 2 1 % passing #200 - Total Depth'= 21.5' -. - Recovered Sample No Bedrock ® Disturbed Sample No Groundwater 25 30 35 40 i 45 50' Note: The stratification lines represent the approximate 55 boundaries between the soil types; the transitions may be gradual. Proposed Big House Apartments / Parcel 3 of Tract 27131 NEC Washington Street & Darby Road / La Quinta, California Date: 9-23-03 Borin No. 3 Job No.: 544-3432 y A DESCRIPTION q c REMARKS A� ri U W ri a 0 - Sand: Brown, SP/SM - slightly silty, fine grained - s - 4/5/7 " " " --- 0.5 , --- 8% passing #200 10 _ " 7/8/14 " --- 0.5 --- 8% passing #200 15 8/16/20 103 0.5 , --- 10% passing #200 20 9/12/20 --- 0.5 --- 8% passing #200 - Recovered Sample P Total Depth = 21.5' No Bedrock - ® Disturbed Sample No. Groundwater 25 30 35 40 ` 45 50 Note: The stratification lines represent the approximate 55 boundaries between the soil types; the transitions may be gradual Proposed Big House Apartments / Parce13 of Tract 27131 NEC Washington Street &.Darby Road / La Quinta, California. Date: 9-23-03 BorinE, No. 4 Job No.: 544-3432 DESCRIPTION- A o �, REMARKS ° Sand: Brown, SP/S , slightly silty, fine grained s 7/11/16 " 108 0:5 --- 12% passing #200 10 -X 6/8/12 " " " - ' --- --- Unrecovered sample due to tree root 15 10/16/19 Sand: Grey, fine grained SP 104 0.5 --- 5% passing #200 - - 7/12/15 " " --- 0.5 --- 6%o passing #200 P g Recovered Sample Total Depth = 21.5' - p No Bedrock - D;;�j Disturbed Sample No Groundwater 25 30 35 v 40 45 50 Note: The stratification lines represent the approximate 55 boundaries between the soil types; the transitions may be gradual. 20 Proposed Big House Apartments / Parcel 3' of Tract 21131 NEC Washington Street,& Darby Road / La Quinta, California Date: 9-23-03 . Borin2 No. 6 Job No.: 544-3432 o ° DESCRIPTION q o REMARKS •� U C4 rig �D a' c o U ° Sand: Brown, SP/SM - slightly silty, fine grained 5 10/10/13 " 100 0.5 --- 12% passing #200 10 - 6/10/16 " 99 0.5 9% passing #200 15 - 6/7/11 --- 1.0 --- 15% passing #200 20 11/16/28 " . " 108 0.5 --- 7% passing #200 - Sample Recovered S Total Depth = 21.5' " p No Bedrock = C5� Disturbed Sample No Groundwater 25 30. - 35 40 45 50 Note: The stratification lines represent the approximate , 55 boundaries between the soil types; the transitions may be gradual. Proposed Big House Apartments / Parcel 3 of Tract 27131 NEC Washington Street & Darby Road / La Quinta, California Date: 9-23-03 Borin No. 7 Job No.: 544-3432 y DESCRIPTION q o REMARKS ca ° v Sand: Brown, slightly silty, fine grained SP/SM 5 11/16/18 105 0.5 --- 12% passing #200 10 7/14/141 102 1 0.5 1 11%passing #200 - - - �5 - Recovered Sample Total Depth = 11.5' No Bedrock No Groundwater 20 25 30 35 .40 45 50 Note: The stratification lines represent the approximate 55 boundaries between the soil types; the transitions may be gradual. Proposed Big House Apartments / Parcel 3 of Tract.27131 , NEC Washington Street & Darby Road / La Quinta, California Dater 9-23-03 Born No. 8 Job No.: 544-3432 i a+ 0 y DESCRIPTION. •o REMARKS, d A •�, rn V PQ r° � 3 0 o U , 0 - Sand: Brown, SP/SM - slightly silty, fine grained s 8/16/20 103 0.5 --- 9% passing #200 10 _ 14/18/28 ° " " 106 0.5 10% passing #200 s 15/18/29 110 0.5 --- 11 % passing #200 20 :16/19/20 " 101 0.5 --- 12% passing #200 - Total Depth = 21.5' - - Recovered Sample No Bedrock - No Groundwater 25 i 30 35 40 45 50 Note:4 The stratification lines represent the approximate 55 boundaries between the soil typpes; the transitions may be gradual. Sladden Engineering APPENDIX B LABORATORY TESTING Representative bulk and relatively undisturbed soil samples were obtained in the field and returned to our laboratory for additional observations and testing. Laboratory testing was generally performed in two phases. The first phase consisted of testing in order to.determine the compaction of the existing natural soil and the general engineering classifications of the soils underlying the site. This testing was performed in order to estimate the engineering characteristics of the soil and to serve as -a basis for selecting samples for the second phase of testing. The second phase consisted of soil mechanics testing. This testing including consolidation, shear strength and expansion testing was performed in order to provide a means of.developing specific design recommendations based on the mechanical properties of the soil. CLASSIFICATION AND COMPACTION TESTING Unit Weight and Moisture Content Determinations: Each undisturbed sample was weighed and measured in order to determine its unit weight. A small portion of each sample was then subjected to testing in order to determine its moisture content. This was used in order to determine the dry density of the soil in its natural condition. The results of this testing are shown on the Boring Logs. Maximum Density -Optimum Moisture Determinations: Representative soil types were selected for maximum density determinations. This- testing was performed in accordance with the ASTM Standard D1557-91, Test Method A. The results of this testing are presented graphically in this appendix. The maximum densities are compared to the field densities of the soil in order to determine the existing relative compaction to the soil. This is shown on the Boring Logs, and is. useful in estimating the strength and compressibility of the soil. ClassificationTesting: Soil samples were selected for classification testing. This testing consists of mechanical grain size analyses and Atterberg Limits determinations. These provide information for developing classifications for the soil in accordance with the Unified Classification System. This classification system categorizes the soil into groups having similar engineering characteristics. The results of this testing are very. useful in detecting variations in the soils and in selecting samples for further testing. SOIL MECHANIC'S TESTING Direct Shear Testing: One bulk sample:* was selected for Direct Shear Testing. This testing measures the shear strength of the soil under various normal pressures and is used in developing parameters for foundation design and lateral design. Testing was performed using recompacted test specimens, which were saturated prior to testing.' Testing was performed using a strain controlled test apparatus with normal pressures ranging from 800 to 2300 pounds per square foot. Expansion Testing: One bulk sample was selected for Expansion testing. Expansion testing was performed in accordance with the UBC Standard 1812. This testing consists of remolding, 4-inch diameter by 1-inch thick test 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. Sladden Engineering Proposed Big House Apa-rtcnents / Parcel 3 of Tract 27131 ' NEC Washington Street & Darby Road / La Quinta, California , Date: 9-23-03 BorinLy No. 9 Job No.: 544-3432 P. DESCRIPTION °a�' q o REMARKS 42 Cj ° Sand: Brown, SP/S - slightly silty, fine grained 5 6/8/14 " 101 0.5 14% passing #200 10 9/14/17 " 98 0:5 --- 7% passing #200 - Total Depth = 11.5' - - Recovered Sample No Bedrock - No Groundwater 1s ; 20 , 25 s 30 35 , 40 ; 45 ,50 Note: The stratification lines ' represent the approximate 55 boundaries between the soil types; the transitions may be gradual. r Maximum Density/Optimum Moisture ASTM D698/D1557 Project Number: 544-3432 . Project Name: Darby Rd. Lab ID Number: Sample Location: Bulk l @ 0-5' Description: Sand Maximum -Density: 111 pcf Optimum Moisture 10.5% Sieve Size % Retained . 145 140 135 130 w u a' 125 a as A 120 L A 115 110 105 100 3/4 3/8" #4 0 5 10 15 Moisture Content, % October 24, 2003 ASTM D-1557 A Rammer Type: Machine 20 25 Max Density Sladden Engineering Revised 12/03/02 1.8 1.6 1.4 O O 1.2 1.0 ram. .8 H 6 .4 .2 DIRECT SHEAR.TEST i 2 .4 ..6 .8 1.0 1.2 1.4 1.6 1.8 NORMAL LOAD (KIPS / FOOI2 ) 0=320 c = '120 psf Where 0 = Shear Angle c = Cohesion Gradation ASTM C117 & C136 i Project Number: 544-3432 October 24, 2003 Project Name: Darby Rd. Sample ID: Bulk 1 @ 0-5' -. Sieve Sieve Percent Size, in Size, mm Passing 1 " 25.4 100 3/4" 19:1 100 1/2" 12.7 100 3/8" 9.53 .100 #4 4.75 100 #8 2:36 100 , #16 1.18 100 #30 0.60 94 450 0.30 63 #100 0.15 36 #200 0.074 11 " 11111�■I��n11111■�I�Iliill�■■■IIIII�■■■IIIII�■■■ IIIII�■■■11111�■■■Illi►i�■■■IIIII�■■■11111�■■■ �' 11111�■■■IIIII�■■■11111\■■■IIIII�■■■IIIII�■■■ IIIII�■■■11111�■■■IIIII►1■■■11111�■■■11111�■■■ '' IIIII�■■■11111�■■■11111\\■■IIIII�■■■IIIII�■■■ , IIIIIi■■■11111�■■■11111�1\■®IIIII�■■■IIIII�■■■ 11111�■■■11111�■■■IIIII�\1■■IIIIIS■■■IIIII�■■■ IIIII�■■■IIIII�■■■IIIII�Li■11111�■■■11111�■■■ . 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Sample ID: Boring 3 @ 20' Sieve Sieve Percent Size, in Size, mm Passing ' 1" 25A 100 3/4" 19.1 100 1 /2" 12.7 100 3/8" 9.53 100 , #4 4.75 100 #8 2.36 100 #16 1.18 160 #30 0.60 96 #50 0.30 76 #100 0.15 36 , #200 U74 8 " I1111■■1■�r111111■■I�Illi'!■■■■IIIII■■■■IIIII■■■■ • IIIII■■■■IIIII■■■■IIIII\■■■IIIII■■■■IIIII■■■■ IIIII■■■■IIIII■■■■IIIII►\■■IIIII■■■■IIIII■■■■ IIIII■■■■IIIII■■■■IIIII■1\■■IIIII■■■■IIIII■■■■ '' IIIII■■■■IIIII■■■■IIIII■!`�■IIIII■■■■IIIII■■■■ , IIIII■■■■IIIII■■■■IIIII■■1�■IIIII■■■■IIIII■■■■ IIIII■■■■IIIII■■■■IIIII■■\\■IIIII■■■■IIIII■■■■ IIIII■■■■IIIII■■■■IIIII■■\1■IIIII■■■■IIIII■■■■ . • � IIIII■■■■IIIII■■■■IIIII■■�1■IIIII■■■■IIIII■■■■ IIIII■■■■IIIII■■■■IIIII■■��IIIII■■■■IIIII■■■■ IIIII■■■■IIIII■■■■IIIII■■■1�11111■■■■IIIII■■■■ �- , , IIIII■■■■IIIII■■■■IIIII■■■1�11111■■■■IIIII■■■® IIIII■■■■IIIII■■■■IIIII■■■l�IIIII■■■■IIIII■■■■ , IIIII■■■■IIIII■■■■IIIII■■■��IIIII■■■■IIIII■■■■ IIIII■■■■IIIII■■■■IIIII■■■®\IIIII■■■■IIIII■■■■ , IIIII■■■■IIIII■■■■IIIII■■■�111111■■■■IIIII■■■■ IIIII■■■■IIIII■■■■IIIII■■■■�1111■■■■IIIII■■■■ , IIIII■■■■IIIII■■■■IIIII■■■■1►111■■■■IIIII■■■■ IIIII■■■■IIIII■■■■IIIII■■■■II�i1■■■■IIIII■■■■ , IIIII■■■■IIIII■■■■IIIII■■■■IIIII■■■■IIIII■■■■ Gradation Sladden Engineering Revised 11/20/02 Gradation ' ASTM C117 & C136 Project Number: 544-3432 Project Name: ' Darby Rd. Sample ID: goring 5 @ 10" Sieve Sieve . Percent Size, in Size, mm Passing 1" 25.4 100 3/4" 19.1 100 .1/2" 12.7 100 3/8" 9.53 100 -#4 4.75 100 #8 2.36 100 #16 1.18 100 #30 0.60 98 #50 0.30 68 #100 0.15 33 #200 0.074 10 " IIIIII■I mill111■mm111c-]1■■■111111■■■1111 IIIIl1■■■\\IIII■■■IIII\\■■■IIIIl1■■■IIII ' Illlll■■■111111■■■11111►1■■■IIIIII■■■IIII 111111■■■Illlll■■■IIIll \\■■IIIIII■■■IIII IIII11■■■111111■■■1111111\■■111111■■■IIII IIII11■■®IIIIII■■■\\IIII\1■■IIIIII■■■IIII 111111■■■111111■■■IIII Ilai■II Illl■■■IIII 111111■■■111111■■■111111■1\■Illlll■■■IIII . •'IIII11■■■111111MINIMUM ■\\■111111■■■IIII IIIIII■■■IIIIII■■■IIIIII■\1■\\IIII■■■IIII ' \\IIII■■■\\IIII■■■11111111 Milli EMIR \\IIII■■■\\IIII■■■11111e■■►®Nil 1l■■■IlI 111111■■■11111111 Hills 111111■■■111 IIIIII■■■HIM ■■■111111■■L77Mllllll■■■Ill 111111■■■llllll■■■III1l1■■NL\111111■■■111 ill 1INN ■■111111■■=Illlll■■M1llllll■■■Ill ' 111111■■■111111■■■ill 111■■■`►11111■■■111 111111■■®III111■■■IllIll ■■■IIVIII■■■111 llilmmili llll mmiiiill ■■m■iiiili■■■miii 00.0 10.0 1.0 0.1 Sieve Size, mm October 24, 2003 0.0 0.0 Gradation Sladden Engineering Revised 11/20/02 Gradation ASTM C117 & C136 Project Number: 544-3432 October 24, 2003 Project Name: Darby Rd. Sample ID: Boring 7 @ 10' 3 Sieve Sieve Percent Size, in Size, mm Passing 1" 25.4 100 3/4" 19.1 100 1/2" 12.7 100 3/8" 9.53 100. #4 4.75 100 #8 2.36 100 1 #16 1.18 100 #30 0.60 92 #50 0.30 51 #100 0.15 31 ' ' #200 0.074 t 11 " IIIII■■■Ir�111111■lI�IiC�11■■■■IIIII■■■■IIIII■■■■ . , IIIII■■■■IIIII■■■■III��■■■■IIIII■■■■IIIII■■■■ IIIII■■■■IIIII■■■■111111■■■■IIIII■■■■IIIII■■■■ , IIIII■■■■IIIII■■■■IIIII\■■■IIIII■■■■IIIII■■■■ IIIII■■■■IIIII■■■■IIIII►1■■■IIIII■■■■IIIII■■■■ IIIII■■■■IIIII■■■■1111111■■■IIIII■■■■IIIII■■■■ IIIII■■■■IIIII■■■■IIIII\■■IIIII■■■■IIIII■■■■ IIIII■■■■IIIII■■■■IIIII■►'■®IIIII■■■■IIIII■■■■ . •' IIIII■■■■IIIII■■■■IIIII■11■■IIIII■■■■IIIII■■■® IIIII■■■■IIIII■■■■IIIII■!'!■IIIII■■■■IIIII■■■■ IIIII■■■■IIIII■■■■IIIII■■1\■IIIII■■■■IIIII■■■■ '- , , IIIII■■■■IIIII■■■■IIIII■■��■IIIII■■■■IIIII■■■■ IIIII■■■■IIIII■■■■IIIII■■■IIIII■■■■IIIII■■■■ IIIII■■■■IIIII■■■■IIIII■■■!`IIIII■■■■IIIII■■■■ IIIII■■■■IIIII■■■■IIIII■■■�\IIIII■■■■IIIII■■■■ IIIII■■■■IIIII■■■■IIIII■■■��IIIII■■■■IIIII■■■■ ' IIIII■■■■IIIII■■■■IIIII■■■■►1111■■■■IIIII■■■■ IIIII■■■■IIIII■■■■IIIII■■■■II�l1■■■■IIIII■■■■ IIIII■■■■IIIII■■■®IIIII■■■■11�11■■■■IIIII■■■■ IIIII■■■■IIIII■■■■IIIII■■■■IIIII■■■■IIIII■■■■ off of of Gradation Sladden Engineering Revised 11/20/62 F Expansion Index ASTM D 4829/UBC 29-2 Job Number: 544-3432 Date: 10/24/03 Job Name: Darby Rd. Tech: Jake Lab ID: Sample ID: Bulk 1 @ 0-5' Soil Description: Sand Wt of Soil + Ring: 585.0 Weight of Ring: 179.0, Wt of Wet Soil: 406.0 Percent Moisture: 9% Wet Density, pcf: 123.0 Dry Denstiy, pcf: 112.9 Saturation: 49.3 Expansion Rack # Date/Time 10/27/03 7:00 a.m. Initial Reading 0.500 Final Reading 0.500 . Expansion Index 0 (Final -Initial) x 1000 EI Sladden Engineering Revised 12/10/02 ANAHEIM TEST LABORATORY 3008 S. ORANGE AVENUE SANTA ANA, CALIFORMA 92707 PHONE (714.) 549-7267 O: SLADDEN ENGINEERING: 6782 STANTON AVE. SUITE A DATE: 10/02/03 BUENA PARK, CA. 90621 RO. No. Chain of Custody Sh!pper No, ATTN : ' BRETT / DAVE lab. No. A- 3 8 8 5 Specification: Material: SOIL PROJECT: #544-3432 BULK 1 @ 0-5' ANALYTICAL REPORT CORROSION SERIES SUMMARY OF DATA pH SOLUBLE SULFATES SOLUBLE CHLORIDES '.MIN. RESISTIVITY per CA. 417 per CA. 422 per CA. 643 ppm ppm ohm -cm 6.9 74 1,126 600 max FORM N2 a c . ' t Sladden Engineering October 28, 2003 -12- Project No. 544-3432 03-10-695 1997 UNIFORM BUILDING CODE SEISMIC DESIGN INFORMATION The International Conference of Building Officials 1997 Uniform Building Code contains substantial revisions and additions to the earthquake engineering section in Chapter 16. 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 site, 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 7.9 km A. San Jacinto 35.7 km A , Based on our field'observations and understanding of local geologic conditions, the soil profile type judged applicable to this site is SD, generally described as stiff 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. Near -Source Near -Source Seismic Seismic Seismic Acceleration Velocity Coefficient Coefficient. Source Factor, N. Factor, No Ca C... San Andreas 1.1 1.4 0:44Na 0.64Nv San Jacinto 1.0 1.0 0.44Na ' 0.64Nv Sladden Engineering *********************** * * * E Q F A U L T * * * Version 3.00 * * DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS JOB NUMBER: 544-3432 DATE: 10-20-2003 JOB NAME: Darby Road & Washington Street La Quinta, California CALCULATION NAME: Test Run Analysis FAULT -DATA -FILE NAME:' CDMGFLTE.DAT SITE COORDINATES:. SITE LATITUDE: 33.7333 SITE LONGITUDE: 116.3008 SEARCH RADIUS: 100 mi ATTENUATION RELATION: 5) Boore et al. (1997) Horiz. - SOIL (310) UNCERTAINTY (M=Median, S=Sigma): M Number of Sigmas: 0:0 DISTANCE MEASURE: cd_2drp SCOND: 0 Basement Depth: 5.00 km .Campbell SSR: Campbell SHR: COMPUTE PEAK HORIZONTAL ACCELERATION FAULT -DATA FILE USED: CDMGFLTE.DAT MINIMUM DEPTH VALUE (km): 0.0 EQFAULT SUMMARY ----------------------------- DETERMINISTIC SITE PARAMETERS ----------------------------- Page ------=------------------------------------------------------------------------ (ESTIMATED MAX. EARTHQUAKE EVENT 1 APPROXIMATE I -------------------------------- ABBREVIATED I DISTANCE I.MAXIMUM I PEAK JEST. SITE FAULT NAME I mi (km) (EARTHQUAKE( SITE JINTENSITY 1 _ I MAG.(Mw) I ACCEL. g IMOD.MERC. ---------- --------- ____________1=====____=====1==========I==========1=====____ SAN ANDREAS - Coachella 1 4.9( 7.9)1 7.1 1 0.391 1 X SAN ANDREAS - Southern, I 4.9( 7.9)1 7.4 1 0,.458 1 X BURNT MTN. 1 15.3( 24.,6)1 6,4 1 0.128: 1 VIII EUREKA PEAK I 16.3( 26.2)1 6.4 1 0.122 1 .VII SAN ANDREAS - San Bernardino 1 16.6( 26.7)1 7.3 1 0.194 1 VIII SAN JACINTO-ANZA 1 22.2( 35.7)1 7.2 1 0.148 1 VIII SAN JACINTO-COYOTE CREEK 1 22.5( 36.2)1 6,.8 1 0.118 1 VII PINTO MOUNTAIN 1 28.0( 45.0)1 7.0 1 0.111 1 VII EMERSON So. - COPPER MTN. 1 30.1( 48.4)1 6.9 1 0.100 1 VII LANDERS I 30.4( 49.0)1 .7.3 1 0.122 1 VII PISGAH-BULLION MTN.-MESQUITE LK 1 32.7( 52.6)1 7.1 1 0.104 1 VII NORTH FRONTAL FAULT 'ZONE (East) 1 35.2( 56.7)1 6.•7 1 0.097 1 VII SAN JACINTO-SAN JACINTO VALLEY 1 35.4( 57.0)1 6.9 1 0.088 1 VII SAN JACINTO - BORREGO 1 37.3( 60.1)1 6.6 1 0.072 1 VI JOHNSON VALLEY (Northern) 1 41.3( 66.4)1 6.7 1 0.070 1 VI EARTHQUAKE VALLEY 1 41.4( 66.6)1 6.5 1 0.063 1 VI CALICO - HIDALGO 1 43.2,( 69.5)1 7.1 1 0.084 1 VII BRAWLEY SEISMIC ZONE 1 43.3( 69.7)1 6.4 1 0.058 1 VI, ELSINORE-JULIAN 1 44.4( 71.4)1 7.1 1 0.082 1 VII LENWOOD-LOCKHART-OLD WOMAN SPRGSI 4.7.0( 75.6)1 7.3 1 0.087 1 VII NORTH FRONTAL FAULT ZONE (West) 1 47.3( 76.2)1 7.0 1 0.090 1 VII ELSINORE-TEMECULA I 47.8( 76:9)I 6.8 1 0.066 1 VI ELMORE RANCH I 50.8( 81.7)1 6.6 1 0.057 1 VI ELSINORE-COYOTE MOUNTAIN 1 53.2( 85.6)1 6.8 1 0.061 1 VI HELENDALE - S. LOCKHARDT 1 54.9( 88.3)1 7.1 1 .0.070 .1 VI SUPERSTITION MTN. (San Jacinto) 1 55.6( 89.5)1 6.6 1 0.053 1 VI SUPERSTITION HILLS (San Jacinto)( 56.4( 90.8)1 6.6 1 0.052 1 VI SAN JACINTO-SAN BERNARDINO 1 57.2( 92.1)1 6.7 1 0.055 1 VI ELSINORE-GLEN IVY 1. 60.5( 97.4)1 6.8 1 0..055 1 VI CLEGHORN J 64.3( 103.5)1 6.5 1 0.045 1 VI IMPERIAL 1 70.6( 113.6)1 7.0 1 0.054 I VI CUCAMONGA' 1 72.2( 116.2)1 7.0 1 0.065 1 VI CHINO -CENTRAL AVE. (Elsinore) 1 73.1( 117.7)1 6.7 1 0.055 1 VI LAGUNA SALADA 1 73.7( 118.6)1 7.0 1 0.053 1 VI NEWPORT-INGLEWOOD (Offshore) 1 76.1( 122.5)1 6.9 I .0.049 1 VI ROSE CANYON. 1 76.3:( 122.8)1 6.9 1 0.049 1 VI WHITTIER 1 77.2( 124.3)1 6.8 1" 0.046 1 VI SAN ANDREAS - Mojave 1 81.1( 130.5)1 7•.1 1 0.052 .1 VI SAN ANDREAS - 1857 Rupture 1 81.1( 130.5)1 7.8 1 0.075 1 VII SAN JOSE 1 84.1( 135.•3)1 6.5, 1 0.044 1 VI ----------------------------- DETERMINISTIC ----------------------------- SITE PARAMETERS Page 2 ' ------------------------------------------------------------------------------- I (ESTIMATED MAX. EARTHQUAKE EVENT APPROXIMATE 1----------------------------=--. ABBREVIATED I •DISTANCE I MAXIMUM I PEAK JEST. SITE FAULT NAME I , mi (km) , JEARTHQUAKEI SITE JINTENSITY I I.MAG.(Mw) I ACCEL. g IMOD.MERC'. GRAVEL HILLS - HARPER LAKE 1 86.3( 138.9)1 6.9 1 0.044 1 VI SIERRA MADRE 1 86.9( 139.9)1 7:0. I 0.056 1' VI ELYSIAN PARK THRUST 1 89.4( 143.8)1 - 6.7 1 0.047 1 VI CORONADO BANK 1 91.7( 147.5)1 7.4 1 0.055 1 VI NEWPORT-INGLEWOOD (L.A:Basin) 1 93.7( 150.8)1 6.9 1 0.041 1 V CLAMSHELL-SAWPIT 1 95.4( 153.6)1 6.5 1 0.040 1 V COMPTON THRUST 1 96.3( 154.9)1 6.8 1 0..047 1 VI BLACKWATER 1 98.2( 158.1)1 6.9 1 0.040 1 V PALOS VERDES 1 99.2(.159.6)I 7.1 I 0.044" 1 VI -END OF SEARCH- 49 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE SAN ANDREAS - Coachella FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 4.9 MILES (7.9 km) AWAY. LARGEST MAXIMUM -EARTHQUAKE SITE ACCELERATION: 0.4575 g CALIFORNIA FAULT MAP Darby Road & Washington Street / La Quinta 1100 1000 900 800 700 600 500 400 300 200 100 SITE 0 Q -100 -400 -300 -200 -100 0 100 200 300 400' 500 600 STRIKE -SLIP FAULTS 5) Boore et al. (1997) Horiz. -SOIL (310) M=5 M=6 M=7 M=8 1 n c� nL1 W rl �U � .01 .001 1 2 10 100 Distance [adist] (km) DIP -SLIP FAULTS 5) Boore et al. (1997) Horiz: - SOIL (310) s � M=5 M=6 - M=7, M=8 .001 1 10 100 Distance [adist] (km) MAXIMUM EARTHQUAKES Darby Road &. Washington' Street / La Quinta 1 -. C c .1 o c� L U U Q .01 1 10 100 Distance (mi) EARTHQUAKE MAGNITUDES & DISTANCES Darby Road & Washington Street / La Quinta 7.75 7.50 7.25 a� c 7.00 c� 6.75 6.50 A. 1 10 100 Distance (mi) l' 13ORMSTRUCTURAL ENGINEERS • u CITY OF lei QLJ September 18, 2006 { BUILDING &-SAFETY DEPT. PROVED M CONSTRUCTION Ms. Yvette Hightower Humphreys & Partners Architects, L.P. DATE BY 5350 Alpha Road Dallas, TX 75240 Re: Medittera Apartment Homes (Garages, Kiosk, Cabana) Subj: Structural Truss Shop Drawing Review Dear Ms: Hightower, Accompanying this letter, we are returning (2) sets of AC Houston Truss shop drawings - bearing the same imprint as at the base of this letter. The drawings were reviewed for general conformance with design concept of the project as indicated by the structural. documents prepared by our office. We have not reviewed quantities or dimensions. We have not reviewed fabrication processes, techniques of construction, or coordination of the work with that of any other trade. We have not reviewed the manner in which the work would be performed or if it may be performed in a safe and satisfactory manner. Should we have made any comments or corrections on the drawings, these comments or. corrections do not relieve the contractor from compliance with the structural documents. In as much as we have s reviewed the drawings only for general conformance with -the design concept, unless Costa Mesa, CA deviations from the design intent have been clearly indicated as such, we may not have made note of them and the contractor is not relieved from compliance with the structural documents. Modesto, CA Our review of these drawings is not an indication of their preparation under our supervision. These shop drawings are being returned with no objection to their use. Pleasanton, CA If you have any questions, please contact`our office. Roseville, CA Very truly yours, BORM ' BORM ASSOCIATES, INC. Las Vegas, I v SEP 18 2006 Brandon Winter Phoenix, Project Engineer 'Structural Shop Drawings Y BW:I/ 5545 091806 Truss Review Gar, Mail, Cab Reter.toletter bearing this imprint.tor intormallon Tucson, Az Distribution: (2) Addressee via overnight ��. Denver, CO (1) File 5545 (1) AC Houston via fax (760) 347-8515 Q Enclosure: (2) Truss Shop Drawings by AC Houston Truss 5545 - 0 8 Be'i'"9; PR dated "09/17/06". ` ACCEPTABLE FOR CONSTRUCTION GEOTECHNICAL INVESTIGATION PROPOSED BIG HOUSE APARTMENT COMPLEX PARCEL 3 OF TRACT 27131 NEC WASHINGTON STREET & DARBY ROAD LA QUINTA, CALIFORNIA CITY OF LAQUINTA f Y - BUILDING &SAFETY DEPT. APPROVED FOR CONSTRUCTION 8 06 BY #'' l061A144f �2 -Prepared By- Sladden Engineering 39-725 Garand Lane, Suite G Palm Desert, California 92211• (760) 772-3893 Sladden<Engineering " Sladden En - ineerin - g g 6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895 October 28, 2003 . " Project No. 544-3432 03-10-695 White Company Residential c/o Saxon Engineering Services 1030 Calle Sombra, Suite A2 San Clemente,, California 92673 Attention: Mr. Kurt Saxon Project: Proposed'Big House Apartments. NEC Washington Street and Darby Road La Quinta, California Subject: Geotechnical Investigation Presented herewith is the report of our Geotechnical .Investigation conducted 'at the site of the proposed Big House Apartment Complex to be located on the northeast corner of Washington Street and Darby Road in the City of La Quinta, California. The investigation was performed in order to provide recommendations for site preparation and to assist in foundation design for -the proposed residential structures. This report presents the results of our' field investigation and laboratory testing 'along with conclusions and recommendations for foundation design and site preparation. This report completes our original scope of services as understood in our proposal dated September 11, 2003. 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 ENGI RINGQ�oFESS/OOV co Brett L. And son �Xp. 9130106 X- ; Principal Engineer o� SER/ c S'T CIV1V`� . p OF CAS\k®� Copies: . 6/Saxon Engineering Services Sladden Engineering a GEOTECHNICAL INVESTIGATION PROPOSED BIG HOUSE APARTMENT COMPLEX . PARCEL 3 OF TRACT 27131 NEC WASHINGTON STREET & DARBY ROAD i LA QUINTA, CALIFORNIA October 28, 2003 F ! TABLE OF CONTENTS i INTRODUCTION...........................:................................................... SCOPEOF WORK..::....:.................................................................... PROJECT DESCRIPTION..................................:............................. SUBSURFACE CONDITIONS......................................................... CONCLUSIONS AND RECOMMENDATIONS ........... I ................... FoundationDesign...................................................................... Settlements.................................................................................. Lateral Design ............................... ............................................................. RetainingWalls ...................................... :................ ................................... ExpansinSoils.........................:................................................................. Concrete Slabs-on-Grade............................................................................ SolubleSulfates.....................:.................................:.................................. Shrinkage and Subsidence......................................................................... GeneraPSite Grading................................................................... 1. Clearing and Grubbing ...........................:......................... 2. Preparation of Building Areas ......................................... 3. Preparation of Surfaces to Receive Compacted Fill.....:.. 4. Placement of Compacted Fill...........:..................I............. 5. Preparation of Slab and Pavement Areas ....................... 6. Testing and Inspection .......................... ..................................... 1 ..................................... 1 ..................................... 1 ..................................... 2 ..................................... 2 ..................................... 3 .:................................... 3 ........................ 3 ........................ 4 ........................ 4 ........................ 4 ........................ 4 ........................ 4 ................ 5 5 . ..................................... 5 ..................................... 5 ..................................... 5 ..................................... 6 ......................................... 6 GENERAL! I ........................................................................................................ . APPENDIX A - Site Plan and Boring Logs j Field Exploration APPENDIX B - Laboratory Testing Laboratory Test Results APPENDIX C - 1997 UBC Seismic Design Criteria .................... 6 Sladden Engineering October 28, 2003 -1- INTRODUCTION Project No. 544-3432 03-10-695 This report presents the results of our Geotechnical Investigation performed in order to provide recommendations for the design and construction of the foundations for the proposed apartment complex. The project site is located. on the northeast corner of Washington Street and Darby Road in the City of La Quinta, California. The preliminary plans indicate that the proposed development will consist of 18 apartment buildings and various related site improvements. The associated site improvements will include paved roadways, concrete driveways, concrete walkways, various underground utilities, and landscape areas. SCOPE OF WORK The purpose of our investigation was to determine certain engineering characteristics of the near surface, soils on the site in order to develop recommendations for foundation design and site preparation. Our investigation included field exploration, laboratory testing, engineering analysis and the preparation of this report. Evaluation of environmental issues or hazardous wastes was not within the scope of services provided. Our investigation was performed in accordance- with contemporary geotechnical engineering principles and practice. We make no other warranty, either express or implied. PROJECT DESCRIPTION The project site is located on the northeast corner of the future alignment of Palm Royale Drive and Washington Street in the City of La Quinta, California. The preliminary plans indicate that the project will include 18 multi -unit apartment buildings. It is our understanding that the proposed apartment buildings 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 concrete walkways and driveways, landscape areas and various underground utilities. The project site is presently vacant and the ground surface is covered with scattered desert brush, short grass, weeds and minor debris. The site is relatively level throughout but distinct agricultural levels provide topographical relief of up to 13 feet between the western and eastern portions of.the site. The majority of the properties surrounding the site are presently vacant. There are underground and overhead utilities along the existing streets and may transect the site. Based upon our understanding of the proposed construction and our previous experience with lightweight wood -frame structures, we expect that isolated column loads will be less than 30 kips and wall loading will be less than 2.0 kips per linear foot. Grading is expected to include substantial cuts and. fills to match the. nearby elevations and to. construct .level building pads. This does not include removal and/or recompaction of the loose surface soils the primary foundation bearing soils 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. Sladden Engineering 't. October 28, 2003 -2- Project No. 544-3432 03-10-695 SUBSURFACE CONDITIONS The site soils were determined to consist primarily of native fine-grained windblown sands. The native windblown sands were fairly uniform in composition throughout the site and the depth of our borings. The windblown sands were typically slightly silty and contained less than 15 percent fines (clay and silt sized particles). In general, the site soils appear somewhat loose near the surface but sampler penetration resistance (as measured by field blow counts) indicates that density within the native soils underlying the site generally increases with depth. The site soils were found to be dry throughout the depth of our exploratory borings. Laboratory classification testing indicates that the near surface soils consist primarily of fine- grained windblown sands. Expansion testing indicates that the surface soils are non -expansive and fall within the "very low" expansion category in accordance with the Uniform Building Code classification system. The loose and dry conditions suggest that the near surface soils may be susceptible to detrimental settlements due to the anticipated foundation loading and the introduction of water., Groundwater was not encountered within our borings but is expected to be in excess of 100 feet below the existing ground surface in the vicinity of the site. Groundwater should not be a factor in foundation design or construction. CONCLUSIONS AND RECOMMENDATIONS Based upon our field and laboratory investigation, it is our, opinion that the proposed apartment complex is feasible from a soil mechanic's perspective provided that the recommendations included in this report are considered in building foundation design and site preparation. Due to the somewhat loose and potentially compressible condition of some of the near surface soils, remedial grading including overexcavation and/or watering and recompaction is recommended for the proposed building. areas. We recommend that remedial grading within the proposed building areas include overexcavation and/or extensive site watering and recompaction of the primary foundation bearing. soils in order to provide a uniform mat of compacted soils beneath the building foundations. Specific recommendations for site preparation are presented.in the Site Grading section of this report. Groundwater was not encountered within our borings and groundwater is expected to be in excess of 100 feet below the existing ground surface in the vicinity of the site. Due to the depth to. groundwater, specific liquefaction analyses were not performed. Based upon the depth to groundwater, the potential for liquefaction and the related surficial affects of liquefaction impacting the site are considered negligible. The site is located within an active seismic area of Southern California within approximately 7.9 kilometers of the San Andreas fault system. Strong ground motion resulting from earthquake activity along the nearby San Andreas or San Jacinto fault systems is likely to impact the site during the anticipated lifetime of the structures. Structures should be designed by professionals familiar with the site's geologic and seismic setting. As a minimum, structure design should conform with Uniform Building Code (UBC) requirements for Seismic Zone 4. Pertinent seismic design parameters as included within the 1997 UBC are summarized in Appendix C. Sladden Engineering October 28, 2003 -3- Project No. 544-3432 03-10-695 Caving did occur within each of our exploratory borings and the surface soils will be susceptible to caving 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 that the subsoils will conform to those described by CalOSHA as Type C. Soil conditions should be verified during construction by a "Competent person" employed by the Contractor. The surface soils encountered during our investigation were found to be non -expansive. Laboratory testing indicated an Expansion Index of 0 that corresponds with the "very low" expansion category in accordance with UBC Standard 18-2. If imported soils are to be used during grading, they should have an Expansion Index of less than 20. The following recommendations present more detailed design criteria that have been developed: on the basis of our field and laboratory investigation. Foundation Design: . The results of our investigation indicate that either conventional shallow continuous footings or isolated padfootings that are supported upon properly recompacted soils may be expected to provide satisfactory support for the proposed structures. Recompaction should be performed as described in the Site Grading Section of this report. Footings should extend at least 12 inches beneath lowest adjacent grade. Isolated square or rectangular footings at least 2 feet.square,may be designed using an allowable bearing value of 1800 pounds per square foot. Continuous footings at'least 12 inches wide may be designed using an allowable bearing value of 1500 pounds per square foot. Allowable increases of 200 psf for each additional 1 foot of width and 250 psf for each additional 6 inches of depth may be utilized if desired. The maximum allowable bearing pressure should be 2500 psf:. The allowable bearing pressures are for dead and frequently applied live loads and may be increased by 1/3 to resist wind, seismic or other transient loading. The 'recommendations made in the preceding paragraphs are based on the assumption that all footings will be supported by properly compacted soil. All grading shall be performed under the testing and inspection of the Soils 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. Settlements: Settlements may result from the anticipated foundation loads. These estimated ultimate settlements are calculated to be a maximum of 1 inch when,using the recommended bearing values. As a practical matter, differential settlements between footings can be assumed as one-half of the total settlement: 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 0.45 between soil and concrete may be used with dead load forces only. A passive earth pressure of 300 pounds per square foot, .per foot of depth, may be used for the sides of footings that are placed against properly compacted native soils. Passive earth pressure should be ignored within the upper 1 foot except where confined (such as beneath a floor slab). When used in combination, either the passive resistance or the coefficient of friction should be reduced by one-third. Sladden Engineering October 25, 2003 -4- Project No, 544-3432 03-10-695 Retaining Walls: 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 soils with level free -draining 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 soils with level free draining backfill conditions. Expansive Soils: Due to the prominence of non -expansive soils on the site, special expansive soil design criteria should not be,necessary for the design of foundations and concrete slabs - on -grade. Final foundation and slab design, criteria should be established by the Structural Engineer. Concrete Slabs -on -Grade All. surfaces to receive concrete slabs -on -grade. should be underlain by recompacted soils 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 an appropriate vapor barrier. Vapor barriers should be protected by sand in order to reduce the possibility of puncture and to aid in obtaining uniform concrete curing. Reinforcement of slabs -on -grade in order to resist expansive soil pressures may not be required however, reinforcement will have a.beneficial effect in containing cracking due to . concrete shrinkage. Temperature and shrinkage related cracking should be anticipated in. all concrete slabs -on -grade. Slab reinforcement and the spacing of control joints should be determined by the Structural Engineer. c Soluble Sulfates: The soluble sulfate. concentrations of the surface soils was determined to be 74 parts per million (ppm). This is within the usual allowable limits for the use of Type II cement and the use of Type V cement or special sulfate resistant'concrete mixes should not be necessary. Shrinkage and Subsidence: Volumetric shrinkage of the material that is excavated and replaced as controlled compacted fill should be anticipated. We estimate that this shrinkage. could vary. from 15 to 20 percent. Subsidence of the surfaces that are scarified and compacted should.,be between 0.1 and 0.2 tenths of a foot. Shrinkage and subsidence will vary adepending upon the type of equipment used, the moisture content of the soil at the time of grading and the actual degree of compaction attained. These values for. shrinkage and subsidence are exclusive of losses that will. occur due to the stripping of the organic material from the site, the removal of deleterious materials and the removal of debris, trees and other subsurface obstructions. Sladden Engineering October 28, 2003 -5- Project No. 544-3432 03-10-695 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 testing Clearing and Grubbing: Proper clearing of any existing vegetation, associated root systems, foundations or slabs, and debris will be very important. All surfaces to receive compacted fill should be cleared of roots', vegetation, debris, and other unsuitable materials that should be removed from.the site. Soils that are disturbed due to the removal of the surface vegetation and debris should be replaced as controlled compacted fill under the direction of the Soils Engineer. 2. Preparation of Building Area: In' order to provide. firm and uniform bearing conditions, we recommend thorough site watering and recompaction of the near surface native soils throughout the building and foundation areas. The building areas should be watered. so that near optimum moisture content is attained to a depth of at least 3 feet below existing grade or 3 feet below the bottom of the footings, whichever is deeper. The exposed surface should then be compacted with heavy equipment so that a minimum of 90 percent relative compaction is attained to a depth of at least 2 feet below existing grade or 2 feet below the bottom of the footings, whichever is deeper. Fill material may then be placed as recommended in Item 4 below. If the recommended depth of compaction cannot be attained in this manner, overexcavation may be necessary. 3. Preparation of Surfaces to Receive Compacted Fill: Other areas to receive compacted fill should be brought to near optimum moisture content and compacted to a minimum of 90 percent relative compaction. 4. Placement of Compacted Fill: Fill materials consisting of on -site soils or approved imported granular soils, should be spread in thin lifts, and compacted at near optimum moisture content to a minimum of 90 percent relative compaction. Imported material shall have an Expansion Index not exceeding 20. The contractor shall notify the Soils Engineer at least 48 hours in advance of importing soils in order to provide sufficient time for the evaluation of proposed import materials. The contractor shall be responsible for delivering material to the site that complies with the project specifications: Approval by the Soils Engineer will be based upon material delivered to the site and not the preliminary evaluation of import sources. Our observations of the material encounteredduring our investigation indicate that compaction will be most readily obtained by means of heavy rubber -wheeled equipment and/or vibratory compactors. At the time of our investigation, the subsoils' were found to be very dry. A more uniform and near optimum moisture, content should be maintained during recompaction and fill placement. Sladden Engineering '7. October 28, 2003 -6- Project No. 544-3432 03-10-695 5. Preparation of Slab and Paving Areas: All surfaces to receive asphalt concrete paving or concrete slabs -on -grade should be underlain by a minimum compacted fill thickness of 12 inches. This may be accomplished by a combination of scarification and recompaction of the surface soils and placement of the fill material as controlled compacted fill. Compaction of the slab and pavement areas should be to a minimum of 90 .percent. relative compaction. 6. Testing and Inspection: During grading tests and observations should be performed by the Soils Engineer or his representative in order to verify that'the grading is being performed in accordance with the project specifications. Field density testing shall be performed in accordance with. acceptable ASTM test methods. The minimum acceptable degree of compaction should be 90 percent of the maximum dry density as obtained by the ASTM D1557-91 test method.. Where testing indicates insufficient density, additional compactive effort shall be applied until retesting indicates satisfactory compaction. GENERAL The findings and recommendations presented in this report are based upon an interpolation of the soil conditions between the exploratory boring locations and extrapolation of these 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 White Company Residential 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 operation by a representative of Sladden Engineering. All recommendations are considered to be tentative pending our review of the grading operation and additional testing, if indicated. If others are employed to perform any soil testing, this office should be notified prior to such testing in order to coordinate any required site visits by our representative and to assure indemnification of Sladden Engineering. Our investigation was conducted prior to the completion of plans for the project. We recommend that a pre -job conference be held on the site prior to the initiation of'site 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. Sladden Engineering ' r s APPENDIX'A Site Plan Boring Logs k Sladden Engineering 10 APPENDIX A FIELD EXPLORATION For our field investigation 9 exploratory borings were excavated on September 23, 2003, using a .truck mounted Mobile B-61 drilling rig and hollow -stem augers. The approximate exploratory boring locations are indicated on the site plan included in this appendix. Boring logs are included in: this appendix. Representative undisturbed samples were obtained within our borings by driving a thin -walled steel penetration sampler (California split spoon sampler) or a Standard Penetration Test (SPT) sampler with a 140 pound hammer dropping approximately.30 inches (ASTM D1586). The number of blows required to drive the samplers 18 inches was recorded in 6-inch increments and blowcounts are indicated on the boring logs. 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 testing. Sladden Engineering 4 Vicinity Map Proposed Big House Apartments NEC Washington Street & Darby Rc La Quinta, California Sladden Engineering Project Number: 544-3432 1 Date: I North 1JV THE ClTr OF L,4o2(J11Vr,4 COLljV7r OF RIVER SIOZ STATE OF CALIFORNIA PREZ,ffflNAR-r SITE PLAN PARCEL 3 OF TRACT -97i3l .......... ........... ell 49,7. A ------------ ............ ........ ...... Approximate Boring Locations Proposed Big House Apartments / Parcel 3 of Tract 27131 NEC Washington Street & Darby Road / La Quinta, California Date: 9-23-03 Borine No. 1 Job No.: 544-3432. 5 3 s. o o �o DESCRIPTION REMARKS A" ri U C4 t° ° o a U 0 _ Sand: Grey, fine grained SP s - 6/8/12 102 0.5 --- 4% passing #200 10 _ 10/16/24 --- 0.5 --- 5% passing#200 1s _ _ 17/22/32 102 0.5 --- 6% passing #200 20X 13/21/30 Sand: Brown, SP/SM --- 0.5 --- 11%passing #200 slightly silty, fine grained 25 _ 12/12/13 Sand: Grey, fine grained SP --- 0.5 -- 7% passing #200 _ 12/16/23 Sand: Brown, SP/SM --- 0 --- 10% passing #200 - slightly silty, fine grained ss 18/25/30 0.5 --- 10% passing k00 ao 19/19/27 Sand: Grey, fine grained . SP --- 0.58 --- 5% passing #200 45 - - 14/17/21 Sand: Brown, SP/SM --- 0.5 --- 9% passing #200 _ slightly silty, fine grained 50 14/22/35 Sand: Grey, fine grained SP - 0.5 - 5% passing #200 _ - Recovered Sample Total Depth = 51.5' - . ® Disturbed Sample Note: The stratification lines No Bedrock. No Groundwater 55 TStandard Penetration represent the approximate boundaries between the soil types; Sample the transitions may be gradual. Proposed Big House Apartments / Parcel 3 of Tract 27131 NEC Washington Street & Darby Road / La Quinta, California Date: 9-23-03 BorinLy No. 2 Job No.: 544-3432 3 �o DESCRIPTION � `�' REMARKS � a� A� ri U W , a Proposed Big House Apartments / Parcel 3 of Tract 27131 NEC Washington Street & Darby Road / La Quinta, California Date: 9-23-03 Borin2 No. 3 Job No.: 544-3432 DESCRIPTION REMARKS 0 - Sand: Brown, SP/SM - slightly silty, fine grained 5 4/5/7 --- 0.5 --- 8% passing #200 10 7/8/14 0.5 --- 8% passing #200 15 - 8/16/20 103 0.5 --- 10% passing #200 :9/12/20 20 _ y " 0.5 --- 8% passing #200 - -Recovered Sample Total Depth = 21.5' No Bedrock . ® Disturbed Sample No. Groundwater 25 30 - 35 � A 40 - a 45 50 Note: The stratification lines 55 represent the approximate boundaries between the soil types; the transitions may be gradual. Proposed Big House Apartments / Parcel 3 of Tract 27131 'NEC Washington Street & Darby Road / La Quinta, California Date: 9-23-03 Boriniz No. 4 Job No.: 544-3432 rr DESCRIPTION ° A o REMARKS 0 _ Sand: Brown, SP/S _ slightly silty, fine grained -5 7/11/16 " 108 0.5 --- 12% passing #200 10 6/8/12 --- --- --- Unrecovered sample due to tree root 15 10/16/19 Sand: Grey, fine grained SP 104 0.5 --- 5% passing #200 20 7/12/15 0.5 -- 6% passing #200 - -Recovered Sample Total Depth = 21.5' No Bedrock - Disturbed Sample No Groundwater 25 30 35 40 45 50 _ Note: The stratification lines 55 represent the approximate boundaries between the soil types; the transitions may be gradual. Proposed Big House Apartments / Parcel 3 of Tract 27131 NEC Washington Street & Darby Road / La Quinta, California Date: 9-23-03 BorinLy No. 5 Job No.: 544-3432 3 DESCRIPTION H A o c. REMARKS y U 0 _ Sand: Brown, SP/S _ slightly.silty, fine grained s 4/6/8 Silty Sand: Grey brown, SM 100 0.5 --- 22% passing #200 _ fine grained 10 Sand: Brown, SP/S _ 7/10/11 slightly silty, fine grained 102 1 0.5 --- 10% passing #200 M - - Recovered Sample Total Depth = 1 1.5' No Bedrock - No Groundwater 15 ' 20 25 30 35 40 45 50 _ Note: The stratification lines 55 represent the approximate - boundaries between the soil types; the transitions may be gradual. Proposed Big House Apartments / Parcel 3 of Tract 27131 NEC Washington Street & Darby Road / La Quinta, California Date: 9-23-03 Borin2 No. 6 Job No.: 544-3432 i DESCRIPTION >1A o REMARKS 0 Sand: Brown, Sp/SM slightly silty, fine grained ' 5 10/10/13 " " 100 0.5 12% passing 9200 10 _ 6/10/16 " " " 99 0.5 --- 9% passing #200 6/7/11 --- 1.0 - 15% passing #200 20 11/16/28 " " 108 0.5 --- 7% passing #200 - - Recovered Sample Total Depth = 21.5' No Bedrock ® Disturbed Sample No Groundwater 25 _ 30 s 35 40 4 45 50 - a Note: The stratification lines 55 represent the approximate boundaries between the soil types; the transitions may be gradual. Proposed Big House Apartments / Parcel 3 of Tract 27131. NEC Washington Street & Darby Road / La Quinta, California Date: 9-23-03 Borin2 No. 7 Job No.: 544-3432 DESCRIPTION A o a REMARKS A on U 4 rn U ° Sand: Brown, SP/SM slightly silty, fine grained s - 11/16/18 105 0.5 12% passing #200 io 7/14/14. 102 0.5 11 11% passing #200 - - - Recovered Sample Total Depth = 11.5' No Bedrock - No Groundwater 15 20 25 30 35 40 45 50 Note: The stratification lines 55 represent the approximate boundaries between the soil types; the transitions may be gradual. Proposed Big House Apartments / Parcel 3 of Tract 27131 NEC Washington Street & Darby Road / La Quinta, California Date: 9-23-03 Borin2 No, 8 Job No.: 544-3432 o DESCRIPTION A o a. REMARKS A ri U' r° U 0 - Sand: Brown, SP/SM - slightly silty, fine grained 5 8/16/20 103 0.5 --- 9% passing #200 10 _ 14/18/28 106 0.5 --- 10% passing #200 1s - 15/18/29 110 - 0.5 --- 11 % passing #200 :16/19/20 20 101 0.5 --- 12% passing #200 - - Recovered Sample Total Depth = 21.5' No Bedrock No Groundwater 25 30 35 40 45 50 Note: The stratification lines 55 represent the approximate boundaries between the soil types; the transitions may be gradual. APPENDIX B Laboratory Testing Laboratory Test Results y s - T Sladden Engineering, APPENDIX B LABORATORY TESTING Representative bulk and relatively undisturbed soil samples were obtained in the field and returned to our laboratory for additional observations and testing. Laboratory testing was generally performed in two phases. The first phase consisted of testing in order to determine the compaction of the existing natural soil and the general engineering classifications of the soils underlying the site. This testing was performed in order to estimate the engineering characteristics of the soil and to serve as a basis for selecting samples for the second phase of testing. The second phase consisted of soil mechanics testing. This testingincluding consolidation, shear strength and expansion testing was performed in order to provide a means of developing specific design recommendations based on the mechanical properties of the soil. CLASSIFICATION AND COMPACTION TESTING Unit Weight and Moisture Content Determinations: Each undisturbed sample was weighed and measured in order to determine its unit weight. A small portion of each sample was then subjected to testing in order to determine its moisture content. This was used, in order to determine the dry density of the soil in its natural condition. The results of this testing are shown on the Boring Logs. Maximum Density -Optimum Moisture Determinations: Representative soil types were selected for maximum density determinations. This testing was performed in accordance with the ASTM Standard D1557-91, Test Method A. The results of this testing are presented graphically in this appendix. The maximum densities are' compared to the field densities of the soil in order to determine the existing relative compaction to the soil. This is shown on the Boring Logs, and is useful in estimating the strength and compressibility of the soil. Classification Testing Soil samples were selected for classification testing. This testing consists of mechanical grain size analyses and Atterberg Limits determinations. These provide information for developing classifications for the soil in accordance with the Unified Classification System. This classification system categorizes the soil into groups having similar engineering characteristics. The results of this testing are very useful in detecting variations in the soils and in selecting samples for further testing. SOIL MECHANIC'S TESTING Direct Shear Testing: One bulk sample was selected for 'Direct Shear Testing. This testing measures the shear strength of the soil under various normal pressures and is used in developing parameters for foundation design and lateral design. Testing was performed using recompacted test specimens, which were saturated prior to testing. Testing was performed using a strain controlled test apparatus with normal pressures ranging from 800 to 2300 pounds per square foot. Expansion Testing: One bulk sample was selected for Expansion testing.. Expansion testing was performed in accordance with the UBC Standard 18-2. This testing consists of remolding 4-inch diameter by 1-inch thick test 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. Sladden Engineering Proposed Big House Apartments / Parcel 3 of Tract 27131 NEC Washington Street & Darby Road / La Quinta, California Date: 9-23-03 Borine No. 9 Job No.: 544-3432 A o ri � U o 1,:4 DESCRIPTION a to U o o U 'REMARKS 0 - _ 10 6/8/14 9/14/17 Sand: Brown, slightly silty, fine grained SP/SM 101 98, 0.5 0.5 --- -- 14% passing #200 7% passing #200 _ - - 15 20 25 30 35 40 45 50 _ 55 - Recovered Sample i Total Depth = 11.5' No Bedrock No Groundwater Note: The stratification lines represent the approximate boundaries between the soil types; the transitions may be gradual. Maximum Density/Optimum Moisture ASTM D698/D1557 Project Number: 544-3432 October 24, 2003 Project Name: Darby Rd. ASTM D-1557 A Lab ID Number: - Rammer Type: Machine Sample Location: Bulk 1 @ 0-5' Description: Sand Maximum Density: 111 pcf Optimum Moisture .10.5% ' Sieve Size % Retained 3/4" 3/8" #4 145 140 135 130 , u n 125 w c a� A 120 L A 115 110 105 100 mam�Mmma mmkb' 0 5 10 15. 20 25 Moisture Content, % Max Density Sladden Engineering Revised 12/03/02 DIRECT SHEAR TEST 1.8 1 1.6 N I I 1 1.4 1.2 I I I 1 1.0 �4 .8 1 1 , . r1� I 1 1 6 1 �•J . I I 1 I � 1 1 4 I I I 1 2 soo ' ' 1 I I I I I I I I 0 ' 0 :2 .4 .6. .8• 1.0 1.2 1.4 1.6 1.8 NORMAL LOAD (KIPS / FOOI 2 ) 0=32.0 c = 120 psf where 0 _ Shear Angle c — Cohesion - Boring ] @ 0 - 5' +' Proposed Bighouse Apartments NEC Washington Street & Darby Road La Quinta, California Sladden Engineering DATE: 10729-03 JOB NO.: 544-3432 Gradation ASTM C117 & C136 P1:oject Number: 544-3432 October 24, 2003 Project Name: Darby Rd. Sample ID: Bulk 1 @ 0-5' Sieve Sieve Percent Size, in Size, mm Passing 1" 25.4 100 3/4" 19.1 100 1/2" 12.7 100 3/8" 9.53 100 #4 4.75 100 #8 2.36 100 #16 1.18 100 #30 0.60 94 #50 0.30 63 #100 0.15 36 ' #200 0.074 11 100 90 80 70 on 60 50 40 30 20 10 ITT Tr I 100:0 10.0 1.0 0.1 0.0 0.0 Sieve Size, mm Gradation Sladden Engineering Revised 11/20/02 Gradation ASTM C117 & C136 Project Number: 544-3432 October 24, 2003 Project Name: Darby Rd. Sample ID: Boring 3 @ 20' Sieve Sieve Percent Size, in . Size, mm Passing 1". . 25.4 100 3/4" 19.1 .100 1/2" 12.7 100 3/8" ' 9.53 100 #4 4.75 100 #8 _ 2.36 100 #16 1.18 100 #30 0.60 96 #50 0.30 76 #100 0.15 36 " #200 -0.074 8 ii1111■1 1111M■■rHM INI ■IIIIII■■■IIIIII■■■ iiii■■�iiiilii■■iiiiii �■iiiiiii■■iiiiii■■� •' iiiiii■■iiiiii■■iiiiii■� iiiiii■■iiiiii■■a ' 11111IMMINEIIIIIINEEM111111O■■ �IIIIII■■■IIIIII■■■ liiiim■■iiiill■■■iiiill■■ 11111I ■■■iINIMI■■ IIII�■■■IIIII�■■®IIIII�■■ ��I�■■■IIIII�■■■ 1111�■■■IIIII�■■■11111�■■ \IIIII�■■■IIIII�■■■ ' iiiiii■■�uiiii■■iiiiii■■ �iiii■■ENIIIIIIi■■EN IIIII�■■■IIIII�■■■11111�■■■�►11�■■�IIIII�■■■ CIIl1�■■■IIIII�■■■IIIII�■■■1 1�■■■11111�■■■ Gradation Sladden Engineering Revised 11/20/02 } Project Number: 544-3432 Project Name: Darby Rd. Sample ID: Boring 5 @ 10' t Sieve Size, in. 3/4" 1/2" 3/8" #4 #8. #16 #30 #50 #100 #200 f Gradation ASTM C117 & C136 k Sieve Size, mm 25.4 19.1 12.7 9.53 4.75 2.3 6. 1.18 0.60 0.30 0.15 0.074 Percent Passing 100 100 100 100 100 lOQ GO 98 68 33 10 October 24, 2003 100 90 80 70 on 60 Cd 50 a 40 30 20 10 0 100.0 10.0 1.0 0.1 0.0 0.0 Sieve Size, mm r Gradation Sladden Engineering Revised 11/20/02 L 1. Gradation ASTM C117 & C136 i Project Number: 544-3432 October 24, 2003 Troject Name: Darby Rd. Sample ID: Boring 7 @ 10' Sieve Sieve Percent Size, in Size, mm Passing 1" .25.4 100 3/4" 19.1 100 - 1 /2" 12.7 100 3/8" 9.53 100 #4 - 4.75 100 #8 2.36 100 #16 1.18 100 #30 0.60 92 #50 0.30 51 #100 0.15 - 31 #200 0.074 11 " 111111■I 1111111■W inp1N■■■11111I■■■111111■■■ . , 11111I■■■ININIM■■III! I■■■INIII■■■111111■■■ 11111I■■■INHIM■■1111 M■■■11111M■■■111111■■■ C1111I■■■11111M■■■11111!■■■111I1I■■■111111■■■ 1111...■IIIII�■■■1111111■■■11111�■■■11111�■■■ 11111I■■■111111■■■11111�■■■11111I■■■INUMM■■ 11111■■■11111M■■■11111 \■■IIIIIN■■■11111I■■■ IIIII�■■■11111�■■■IIIII� �■■11111�■■■IIIII�■■■ . •' �1111�■■■11111�■■■IIIII� �■■IIIIIS■■■IIIII�■■■ 1111�■■®IIIII�■■■11111�� ■IIIII�■■®11111�■■■ C1111�..■IIIII�■■■IIIII� ®IIIIIO■■■IIIII�■■■ '' liliii■■�iiiiii■■�iiliii■ �iiiiii■■�iiiiii■■� CIIIIi■■■11111�■■■IIIII�■■ 11111�■■■IIIII�■■■ i111..■■IIIII�■■■IIIII�■■ IIIII�■■■IIIII�■■■ ' iiiilii■■�iiiiii■■�iiiiii■■ �iiii■■�iiiiii■■■� Illli■■■IIIII�■■■IIIII�■■■1 �11�■■■11111�■■■ III III■■■IIIII�■■■11111�■■■1�11�■■■IIIII�■■® IIII1�■■■u 1■1S■■■Illl1■■■ull1�■■■ Gradation Sladden Engineering Revised l v20/02 f 1_ • Expansion Index ASTM D 4829/UBC 29-2 Job Number: 544-3432 Date: 10/24/03 Job Name: Darby Rd. Tech: Jake Lab ID: Sample ID: Bulk l @ 0-5' Soil Description: Sand Wt of Soil + Ring: 585.0 Weight of Ring: 179.0 Wt of Wet Soil: 406.0 Percent Moisture: 9% Wet Density, pcf: •123.0 Dry Denstiy, pcf: 112.9 % Saturation: 49.3 Expansion Rack # Date/Time 10/27/03 7:00 a.m. Initial.Reading 0.500 Final Reading 0.500 Expansion Index 0 (Final -Initial) x 1000 EI Sladden Engineering Revised 12/10/02 ANAHEIM TEST LABORATORY 3008 S. ORANGE AVENUE SANTA ANA, CALIFORNIA 92707 PHONE (714) 549-7267 TO: SLADDEN ENGINEERING: 6782 STANTON AVE. SUITE -A DATE: 1 0/02/03 BUENA PARK, CA. 90621 Ro. No. Chain of Custody Stopper No. ATTN: BRETT/DAVE tab. No. A-3885 Specification: Material: SOIL PROJECT: #544-3432 BULK 1 @ 0-5' ANALYTICAL REPORT CORROSION SERIES SUMMARY OF DATA pH SOLUBLE SULFATES SOLUBLE CHLORIDES MIN. RESISTIVITY per CA. 417 per CA. 422 per CA. 643 ppm ppm ohm -cm i 6.9 74 1,126 600 max 4S4PECL'y PO FORA9 lit 1 , r APPENDIX C 1997 UBC Seismic Design Criteria October 28, 2003 -12- Project No._544-3432 03-10-69 5 1997 UNIFORM BUILDING CODE SEISMIC DESIGN INFORMATION The International Conference of Building Officials 1997 Uniform Building Code contains substantial revisions and additions to the earthquake engineering section in Chapter 16. 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 site, 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 7.9 km A . . San Jacinto 35.7 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. Near -Source Near -Source Seismic Seismic Seismic Acceleration Velocity Coefficient Coefficient Source Factor, Na Factor, Ny Ca Cv San Andreas. 1.1 1.4 0.44Na 0.64Nv San Jacinto 1.0 1.0 0.44Na 0.64Nv Sladden Engineering *********************** * * * E Q F A U L.T * * * Version 3.00 * * *********************** DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM".DIGITIZED FAULTS JOB NUMBER: 544-3432 DATE: 10-20-2003 JOB NAME: Darby Road & Washington Street La Quinta, California CALCULATION NAME: Test Run Analysis FAULT -DATA -FILE NAME: CDMGFLTE.DAT SITE COORDINATES: SITE LATITUDE: 33.7333 SITE LONGITUDE: 116.3008 SEARCH RADIUS: 100 mi ATTENUATION RELATION: 5) Boore et al. (1997) Horiz. - SOIL (310) UNCERTAINTY (M=Median,. S=Sigma): M Number of Sigmas: 0.0' DISTANCE MEASURE: cd_2drp SCOND: 0 Basement Depth: 5.00 km Campbell SSR: Campbell SHR: COMPUTE PEAK HORIZONTAL ACCELERATION FAULT -DATA FILE USED: CDMGFLTE.DAT MINIMUM DEPTH VALUE (km): 0.0 --------------- EQFAULT SUMMARY --------------- ----------------------------- DETERMINISTIC SITE PARAMETERS ----------------------------- Page 1 ------------------------------------------------------------------------------- I (ESTIMATED MAX. EARTHQUAKE EVENT APPROXIMATE I ------------------------------- ABBREVIATED I DISTANCE I MAXIMUM I PEAK IEST. SITE FAULT NAME I mi (km) 1EARTHQUAKEI SITE (INTENSITY I I MAG.(Mw) I ACCEL. g ------====1=====____ IMOD.MERC. SAN ANDREAS - Coachella 1 4.9( 7.9)1 7.1 1 0.391 1 X SAN ANDREAS - Southern 1 4.9( 7.9)1 7.4 1 .0.458 1 X BURNT MTN. 1 15.3( 24.6)1 6.4 1 0.128. 1 VIII EUREKA PEAK 1 16.3( 26.2)1 6.4 1 0.122 1 VII SAN ANDREAS - San Bernardino 1 16.6( 26.7)1 7.3 1 0.194 1 VIII SAN JACINTO-ANZA 1 22.2( 35.7)1 7.2 1 0.148 1 VIII SAN JACINTO-COYOTE CREEK 1 22.5(. 36.2)1 6.8 •1 0.118 1 VII PINTO MOUNTAIN 1 28.0( 45.0)1 7.0 1 0.111 1 VII EMERSON So. - COPPER MTN. 1 30.1( 48.4)1 6.9 1 0.100 1 VII LANDERS 1 30.4( 49.0)1, 7_3 1 0.122, 1 VII PISGAH-BULLION MTN..-MESQUITE LK 1 32.7( 52.6)1 7.1 1 0.104 1 VII NORTH FRONTAL FAULT ZONE (East) 1 35.2( 56.7)1 6.7 1 0.097 1 VII SAN JACINTO-SAN JACINTO VALLEY 1 35.4( 57.0)1 6.9 1 0.088 1 VII SAN JACINTO - BORREGO 1 37.,3( 60.1)1 6.6 1 0.072 1 VI JOHNSON'VALLEY (Northern) 1 41.3( 66.4)1 6.7 1 0.070 1 VI EARTHQUAKE VALLEY 1 41.4( 66.6)1 6.5 1 0.063 1 VI CALICO - HIDALGO 1 43.2( 69.5)1 7.1 1 0.084 1 VII BRAWLEY SEISMIC ZONE 1 43.3( 69.7)_1 6.4 1 0.058 1 VI ELSINORE-JULIAN 1 44.4( 71.4)1 7.1 1 0.082 1, VII LENWOOD-LOCKHART-OLD WOMAN SPRGSI 47.0( 75.6)1 7.3' 1 0.087 1 VII NORTH FRONTAL FAULT ZONE (West) 1 47.3( 76.2)1 7.0 1 0.090 1 VII ELSINORE-TEMECULA 1 47.8( 76.9)1 6.8 1 0.066 1 VI ELMORE RANCH 1 50.8( 81.7)1 6.6 1 0.057 1 VI ELSINORE-COYOTE MOUNTAIN 1 53.2( 85.6)1. 6.8 1 0.061 1 VI HELENDALE _ S. LOCKHARDT 1 54.9( 88.3)1 7.1 1 0.070 1 VI SUPERSTITION MTN. (San Jacinto) 1 55.6( 89.5)1 6.6 1 0.053 1 VI SUPERSTITION HILLS (San Jacinto)1 56.4(. 90.8)1 6.6 1 0.052 1 VI SAN JACINTO-SAN BERNARDINO 1 57.2( 92.1)1 6.7 1 0.055 1 VI ELSINORE-GLEN IVY 1 60.5( 97.4)1 6.8 1 0.055 1 VI CLEGHORN 1 64.3( 103.5)1 6.5 1 0.045 1 VI IMPERIAL 1 70.6( 113.6)1 7.0 ► 0.054 1 VI CUCAMONGA 1 72.2( 116.2)1- 7.0 1 0.065 1 VI CHINO -CENTRAL AVE. (Elsinore) 1 73.1( 117.7)1 6.7 I 0.055 1 VI LAGUNA SALADA 1 73.7'( 118.6)1 7.0 1 0.053 1 VI NEWPORT-INGLEWOOD (Offshore) 1 76.1( 122.5)1 6.9 1 0.049 1 VI ROSE CANYON 1 76.3( 122.8)1 6.9 1 0.049 1 VI WHITTIER 1 77.2( 124.3)1 6.8 1 0.046 1 VI SAN ANDREAS - Mojave I 81.1( 130.5)1 7.1 1 0.052 1 VI SAN ANDREAS - 1857 Rupture I 81.1( 130.5)1 7.8 1 0.075 1 VII SAN JOSE � I 84.1( 135:3)1 6.5 1 0.044 1 VI ------------------------------ DETERMINISTIC SITE PARAMETERS ----------------------------- Page 2 I (ESTIMATED MAX. EARTHQUAKE EVENT I APPROXIMATE 1= -------- ---------------------- ABBREVIATED I DISTANCE I MAXIMUM I PEAK JEST. SITE FAULT NAME I mi. (km) JEARTHQUAKEI SITE JINTENSITY I I MAG.(Mw) I ACCEL. ------____ g IMOD.MERC. GRAVEL HILLS - HARPER.LAKE 1 86.3( 138.9)1 6.9. 1 0.044 1 VI SIERRA MADRE 1 86.9( 139.9)1 7.0 1 0.056 1 VI ELYSIAN PARK THRUST 1 89.4( 143.8)1 6.7 1 0.047 1 VI CORONADO BANK 1 91.7( 147.5)1 .7.4 1 0.055 I VI NEWPORT-INGLEWOOD (L.A.Basin) 1 93.7( 150.8)1 6.9 1 0.041 1 V CLAMSHELL-SAWPIT 1 95.4( 153.6)1 6.5 1 0.040 I V COMPTON THRUST 1 96.3( 154.9)1 6.8 1 0.047 1 VI BLACKWATER 1 98.2( 158.1)1 6.9 1 0.040 1 V PALOS VERDES 1 99.2-( 159.6)1 7.1 1 0.044 1 VI -END OF SEARCH- 49 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE SAN ANDREAS - .Coachella FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 4.9 MILES (7.9 km) AWAY. . LARGEST MAXIMUM -EARTHQUAKE SITE ACCELERATION:•0.4575 g CALIFORNIA FAULT'MAP Darby Road & Washington Street / La Quinta 1•7 ! STRIKE -SLIP FAULTS 5) Boore et al. (1997) Horiz. -SOIL (310) M=5 M=6 M=7 M=8 i .1 .001 1 10 100 Distance [adist] (km) c� L DIP -SLIP' FAULTS 5) Boore et al. (1997) Horiz. = SOIL (310) M=5 M=6 M=7 M=8 I 001 1 10 100 Distance [adist] (km) �:• tilt J BLIND -THRUST FAULTS 5) Boore et al.. (1997) Horiz. - SOIL ( I U) M=5* M=6' M=7 M=8 o .1 c� a� U U Q .01 .001 1 10 100" Distance fadist] (km) MAXIMUM EARTHQUAKES Darby Road & Washington Street / La Quinta.