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04-7603 (CSCS) Geotechnical InvestigationGEOTECHNICAL INVESTIGATION LA QUINTA OLD TOWN CALLE TAMPICO & AVENIDA BERMUDAS LA QUINTA, CALIFORNIA CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION By. �GL� D"rte S� -Prepared By- Sladden Engineering 39-725 Garand Lane, Suite G Palm Desert, California 92211 (760) 772-3893 I s - GEOTECHNICAL INVESTIGATION LA QUINTA OLD TOWN CALLE TAMPICO & AVENIDA BERMUDAS LA QUINTA, CALIFORNIA CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION By. �GL� D"rte S� -Prepared By- Sladden Engineering 39-725 Garand Lane, Suite G Palm Desert, California 92211 (760) 772-3893 I (W Sladden Engineering 6782 Stanton Ave., Suite A, Buena Park, CA 90621 (562) 864-4121 (714) 523-0952 Fax (714) 523-1369 39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895 April 17, 2002 Project No. 544-1478 02-04-246 Marvin Investments 78-080 Calle Estado, Suite 201 La Quinta, California 92253 Attention: Mr. Wells Marvin Project: La Quinta Old Town Calle Tampico & Avenida Bermudas La Quinta, California Subject: Geotechnical Investigation Presented herewith is the report of our Geotechnical Investigation conducted at the site of the proposed mixed use commercial development to be located on the south side of Calle Tampico between Avenida Bermudas and Desert Club Drive 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 retail/commercial structures as well as the related site improvements. 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. 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 ENGINES BI Pr SF Copies: 6/Marvin Investments S/ndden Engineering GEOTECHNICAL INVESTIGATION LA QUINTA OLD TOWN CALLE TAMPICO & AVENIDA BERMUDAS LA QUINTA, CALIFORNIA April 17, 2002 TABLE OF CONTENTS INTRODUCTION....................................................................................................................... ► SCOPEOF WORK.....................................................................................................................1 PROJECTDESCRIPTION......................................................................................................... 1 SUBSURFACE CONDITIONS.................................................................................................. 2 CONCLUSIONS AND RECOMMENDATIONS...................................................................... 2 FoundationDesign................................................................................................................ 3 Settlements............................................................................................................................ 3 LateralDesign............................................................................................•.......................... 3 RetainingWalls..................................................................................................................... 4 ExpansiveSoils..................................................................................................................... 4 ConcreteSlabs-on-Grade....................................................................................................... 4 SolubleSulfates.................................................................................................................... 4 Tentative Pavement Design.................................................................................................. 4 Shrinkage and Subsidence.................................................................................................... 5 GeneralSite Grading............................................................................................................. 5 1. Clearing and Grubbing............................................................................................... 5 2. Preparation of Building and Foundation Areas.......................................................... 5 3. Preparation of Surfaces to Receive Compacted Fill ................................................... 5 4. Placement of Compacted Fill..................................................................................... 5 5. Preparation of Slab and Paving Areas........................................................................ 6 6. Testing and Inspection................................................................................................ 6 GENERAL................................................................................................................................. 6 APPENDIX A - Site Plan and Boring Logs Field Exploration APPENDIX B - Laboratory Testing Laboratory Test Results APPENDIX C - 1997 UBC Seismic Design Criteria April 17, 2002 -1- Project No. 544-1478 02-04-246 INTRODUCTION This report presents the results of our Geotechnical Investigation performed in order to provide recommendations for site preparation and the design and construction of the foundations for the proposed multi -unit retail/commercial complex. The project site is located on the south side of Calle Tampico between Avenida Bermudas and Desert Club Drive in the City of La Quinta, California. The preliminary pians indicate that the proposed project will include a multi -unit retail/commercial complex. The associated site improvements are expected to include paved roadways and parking areas, concrete walkways, landscape areas and various underground utilities. 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 south side of Calle Tampico between Avenida Bermudas and Desert Club Drive in the City of La Quinta, California. The preliminary plans indicate that the project will include multi -unit retail buildings and commercial structures along with various associated site improvements. It is our understanding that the proposed structures will be of relatively lightweight wood - frame, steel -frame or reinforced masonry construction and will be supported by conventional shallow spread footings and concrete slabs on grade. The associated site improvements will include paved roadways and parking areas, concrete walkways, landscape areas, and various underground utilities. The majority bf the project site is presently vacant and the site has been cleared and leveled. There are several residential structures on the southeastern portion of the site. There are existing underground utilities along Calle Tampico, Avenida Bermudas and Desert Club Drive adjacent to the site. The majority of the ground surface is covered with scattered short grass and weeds. Avenida Bermudas forms the west property boundary, Avenida La Fonda forms the south property boundary, Desert Club Drive forms the east property boundary and Calle Tampico forms the north property boundary. Based upon our previous experience with lightweight wood -frame structures, we expect that isolated column loads will be less than 50 kips and wall loading will be less than to 5.0 kips per linear foot. We expect that the commercial structures will be a maximum of 2 stories in height. Grading is expected to include minor cuts and fills to match the nearby elevations -and to construct slightly elevated building pads to accommodate site drainage. This does not include removal and recompaction of the 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. April 17, 2002 -2- Project No. 544-1478 02-04-246 SUBSURFACE CONDITIONS The near surface soils observed within our borings consist primarily of clayey silts and sandy silts with scattered fine-grained silty sand layers. The soils within the upper 20 feet consisted primarily of sandy clayey silts, silty clays and silty sand layers were also observed within our borings. In general, the site soils appeared somewhat loose throughout but laboratory test results and sampler penetration resistance (as measured by field blowcounts) suggest that the site soils become somewhat firmer with depth. The site soils were found to be dry throughout the majority of our borings but some of the silt and silty sand layers were wet. Laboratory classification testing indicates that the near surface soils consist primarily of a somewhat inconsistent combination of sandy clayey silts and silty clays. Expansion testing indicates that the majority of the surface soils are non -expansive and fall within the "very low" expansion category in accordance with the Uniform Building Code classification system. Consolidation testing indicates that the near surface sandy silts and silty sands are potentially compressible and may be susceptible to detrimental hydroconsolidation and/or compression related settlements. Groundwater was not encountered within our borings that extended to a maximum depth of approximately 50 feet below the existing ground surface. 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 multi -unit retail/commercial development is feasible from a soil mechanic's standpoint provided that the recommendations included in this report are considered in building foundation design and site preparation. Due to the somewhat loose and compressible conditions of the near surface soils, remedial grading including overexcavation and recompaction is recommended for the proposed building areas. We recommend that remedial grading within the proposed building areas include overexcavation and recompaction of the primary foundation bearing soils. Specific recommendations for site preparation are presented in the Site Grading section of this report. Groundwater was not encountered within our borings that extended to a depth of approximately 50 feet below the existing ground surface. Due to the depth to groundwater, specific liquefaction analyses were not performed. Based upon the depth to groundwater and the prominence of non -liquefiable silts underlying the site, the potential for liquefaction and the related surficiai affects of liquefaction impacting the site are considered negligible. The site is located within an active seismic area of Southern California within approximately 12.5 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 structure. Structures should be designed by professionals familiar with the geologic and seismic setting of the site. As a minimum, structure design should conform to Uniform Building Code (UBC) requirements for Seismic Zone 4. Pertinent seismic design criteria as outlined in the I997 UBC, is summarized in Appendix C of this report. April 17, 2002 -3- Project No. 544-1478 02-04-246 Caving did occur to varying degrees within each of our exploratory borings and the surface soils may 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 B or C. Soil conditions should be verified in the field by a "Competent person" employed by the Contractor. The majority of the surface soils encountered during our investigation were found to be non -expansive. Laboratory testing indicated expansion indices less than 20 for the surface sandy silts and silty sands, which 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, which 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, which are supported upon properly compacted soils, may be expected to provide satisfactory support for the proposed structure. Overexcavation and 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 pressure of 2000 pounds per square foot. Continuous footings at least 12 inches wide may be designed using an allowable bearing pressure of 1500 pounds per square foot. Allowable increases of 200 psf for each additional 1 foot of width and 200 psf for each additional 6 inches of depth may be utilized if desired. The maximum allowable bearing pressure should be 3000 psf. The allowable bearing pressures are for dead and frequently applied live loads and may be increased by 1/3 to resist wind, seismic or other transient loading. Care should be taken to see that bearing soils are not allowed to become saturated from the ponding of rainwater or irrigation. Drainage from the building areas should be rapid and complete. The recommendations made in the preceding paragraphs are based on the assumption that all footings will be supported upon 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 0.40 between soil and concrete may be used with dead load forces only. A passive earth pressure of 250 pounds per square foot, per foot of depth, may be used for the sides of footings, which are poured against properly compacted native soils. April 17, 2002 -4- Project No. 544-1478 02-04-246 Passive earth pressure should be ignored within the upper I 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. Retaining Walls: Retaining .calls 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 drained backfill conditions. For walls that are restrained, "at rest" pressures should be utilized in design. At rest pressures may be estimated using an equivalent fluid weight of 55 pcf for native backfill soils with level drained 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. Because the mixing and blending associated with the recommended remedial grading may change expansion potential, final design criteria should be established by the Structural Engineer based upon post grading expansion test results. 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 were determined to be 156 and 230 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. Tentative Pavement Design: All paving should be underlain by a minimum compacted fill thickness of 12 inches (excluding aggregate base). This may be performed as described in the Site Grading Section of this report. The following preliminary pavement sections are based upon a design R -Value of 50. Onsite Roadways (Traffic Index = 6.0) Use 3.0 inches of asphalt on 4.5 inches of Class 2 base material Aggregate base should conform to the requirements for Class 2 Aggregate base in Section 26 of CalTrans Standard Specifications, January 1992. Asphaltic concrete should conform to Section 39 of the CalTrans Standard Specifications. The recommended sections should be provided with a uniformly compacted subgrade and precise control of thickness and elevations during placement. April 17, 2002 -5- Project No. 544-1478 02-04-246 Shrinkage and Subsidence: Volumetric shrinkage of the material, which is excavated and replaced as controlled compacted fill should be anticipated. We estimate that this shrinkage could vary from 20 to 30 percent. Subsidence of the surfaces which are scarified and compacted should be between 0.2 and 0.3 tenths of a foot. This will vary depending upon the type of equipment used, the moisture content of the soil at the time of grading and the actual degree of compaction attained. These values for shrinkage and subsidence are exclusive of losses, which 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. 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: 1. Clearing and Grubbing: Proper clearing of any existing vegetation, debris, foundations, slabs, pavements and underground utilities 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 site clearing should be replaced as controlled compacted fill under the direction of the Soils Engineer. 2. Preparation of Building and Foundation Areas: Building areas should be overexcavated to a depth of at least 5 feet below existing grade or 4 feet below the bottom of the footings, whichever is deeper. The exposed surface should be scarified, moisture conditioned and compacted so that a minimum of 90 percent relative compaction is attained. Once roots and other unsuitable materials are removed, the native material may be placed as controlled compacted fill. Overexcavation should be observed by a representative of Sladden Engineering and compaction should be verified by testing. Wet soils removed during excavation should be dried back to near optimum moisture content or mixed with dry soils prior to placement as engineered fill material. The bottom of the excavations should be stable and unyielding prior to fill placement. 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 proper evaluation of proposed import materials. The contractor shall be responsible for delivering material to the site, which 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. April 17, 2002 -6- Project No. 544-1478 02-04-246 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.. 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 Marvin Investments 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. 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. QIni d— F.va;"Por%n0 APPENDIX A Site Plan Boring Logs APPENDIX A FIELD EXPLORATION For our field investigation, 8 exploratory borings were excavated on March 26, 2002, using a truck mounted hollow stem auger rig (Mobile B61) in the approximate locations indicated on the site plan included in this appendix. Continuous logs of the materials encountered were made on the site by a representative of Sladden Engineering. 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. 3-1) TopoQuads Copyright ®1999 DeLorme Yarmouth, ME 040% Source Data: USGS 1 250 ft Scale: 1 : 6,400 Detail: 15-0 Datum: WGS84 -N33'-41' '0 -N33 40 V �EW ze it q 4 b 1 Calle Tampico Im -5 f SITES AN Avenida La Fonda IL 16-V a a -;r7 a a* a ift ir 4F 4r A 4r 2D !Tr N33' rz z 3-1) TopoQuads Copyright ®1999 DeLorme Yarmouth, ME 040% Source Data: USGS 1 250 ft Scale: 1 : 6,400 Detail: 15-0 Datum: WGS84 a North Approximate Boring Locations Avenida Bermudas Desert Club Drive La Quinta Old Town Calle Tampico & Avenida Bermudas ! La Quinta, California Date: 3-26-02 BoringNo. 1 Job No.: 544-1478 aD yo DESCRIPTION �; sem. > -o REMARKS yo W v� ¢ o o U 0 - Silty Sand: Brown, SM very silty, fine grained 5 15/22/37 Sandy Silt: Brown, ML 97 2.6 slightly clayey to 13/25/40 Sd Silt: Brown, y an ML 96 1.5 - - very sandy 15 22/30/42 Silty Clay: Brown CL 83 9.9 --- 20 10/22/27 Silty Clay: Brown, CL 95 17.0 --- slightly sandy 25 3/5/8 --- 25.0 --- 30 51718 --- 24.2 35 6/8/9 Silty Clay: Brown CL --- 30.7 --- 40 5/7/15 .. .. ., -__ 24.2 --- Total Depth = 41.5' ® Recovered Sample No Bedrock -45 No Groundwater Standard Penetration m - Sample 50 Note: The stratification lines 55 represent the approximate boundaries between the soil types; the transitions may be gradual. La Quinta Old Town Calle Tampico & Avenida Bermudas / La Quinta, California Date: 4-25-01 Boring No. 2 Job No.: 544-1478 2Y o DESCRIPTION q Sr ' O REMARKS ES. a� q A' >1 co O0. O .O (n t', U �Z) aI a O oil 0 Sandy Silt: Brown, ML slightly clayey 5 10/16/35 Sandy Silt: Brown, clayey ML 95 5.8 --- 10 10/15/22 Silty Clay: Brown, sandy CL 87 2.6 --- 15 17/30/40 Clayey Silt: Brown ML 100 4.7 --- 20 16/24/37 Silty Clay: Brown CL 93 13.6 Total Depth = 21.5' Recovered Sample 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. La Quinta Old Town Calle Tampico & Avenida Bermudas / La Quinta, California Date: 4-25-01 Boring No. 3 Job No.: 544-1478 3 1 0DESCRIPTION REMARKS o ao co O Sandy Silt: Brown, ML _ slightly clayey 5 7112/14 Silty Clay: Brown, sandy CL 91 8.7 --- io 8/9/10 Silty Sand: Brown, SM 95 5.8 --- fine grained 15 4/6/15 Silty Clay: Brown CL 95 25.0 --- 20 :4/9/11 96 21.2 --- - Total Depth = 21.5' ® Recovered Sample 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. La Quinta Old Town Calle Tampico & Avenida Bermudas / La Quinta, California Date: 4-25-01 oring No. 4 Job No.: 544-1478 � a) o �QC DESCRIPTION °; A a REMARKS �' F a) s. �+ A- ra rn U p w .�.. �Da o o U o _ Sandy Silt: Brown, slightly clayey ML 5 7/15/24 92 3.1 --- 10 15/25/43 Silty Clay: Brown, sandy CL 91 7.5 --- 15 18/50-6" Silty Clay: Brown CL 86 7.5 --- 20 15!50-6" 92 9.3 --- - 25 Recovered Sample Total Depth = 21.5' No Bedrock No Groundwater 30 35 40 45 50 - Note: The stratification lines 55 represent the approximate boundaries between the soil types; the transitions may be gradual. La Quinta Old Town Calle Tampico & Avenida Bermudas / La Quinta, California Date: 4-25-01 Borina No. 5 Job No.: 544-1478 a� y o DESCRIPTION M Cd REMARKS 3 F A P o A Q t.:11 r/; 0 U o Pa 0 CQ 0 Sandy Silt: Brown, ML slightly clayey 5 5/10/15 ^ ^ " 93 4.7 --- :15/25/43 10 Sandy Silt: Brown, clayey ML 84 4.2 --- 15 14/26/36 Clayey Silt: Brown ML 100 8.1 --- 20 16/5,0-6" 102 13.6 --- Total Depth = 21.5' ® Recovered Sample 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. La Quinta Old Town Calle Tampico & Avenida Bermudas / La Quinta, California Date: 4-25-01 Borina No.6 Job No.: 544-1478 3 0 r +- o DESCRIPTIONA .1 � REMARKS ^a Ei (:I ri C? PQ cn � U O Sandy Silt: Brown, ML slightly clayey 5 12/25/26 95 2.6 --- 10 10/12/19 95 t t 9.3 --- 15 10/14/19 Sandy Silt: Brown, clayey ML 87 6.4 --- Silty Clay: Brown CL 91 20.4 20 9/14/29 Total Depth = 21.5' Recovered Sample 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. La Quinta Old Town Calle Tampico & Avenida Bermudas i La Quinta, California Date: 4-25-01 Boring No. 7 Job No.: 544-1478 so. D o o DESCRIPTION �; A REMARKS a c. Amoco >, 0 U W 0 0 - Sandy Silt: Brown, clayey ML 5 14/37/50 " " 90 3.6 --- 10 11/14/19 Sandy Silt: Brown, ML - slightly clayey 15 25/50-5" Silty Clay: Brown CL 89 8.1 --- 20 Silty Sand: Brown, SM - 50-6" very silty, fine grained 92 1.5 - Total Depth = 21.5' ® Recovered Sample 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. La Quinta Old Town Calle Tampico & Avenida Bermudas / La Quinta, California Date: 4-25-01 Borin No. 8 Job No.: 544-1478 �✓ (U v o MTj .� y a DESCRIPTION �; A 14 a to REMARKS 0 P� � Q : - rn CO) PQ V1 O - Clayey Silt: Brown, sandy ML 5 14/50-6" •• •• 90 3.1 --- 10 15/22/29 Silty Sand: Brown, SM 93 2.6 --- fine grained Silty Clay: Brown CL 86 8.7 --- 15 25/50-6" 20 Sandy Silt: Brown, ML 16/26!42 slightly clayey93 4.2 Total Depth = 21.5' ® Recovered Sample 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 Vadda►i Frrvinnarinf, 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. 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. Consolidation Testing: Four relatively undisturbed samples were selected for consolidation testing. For this testing one -inch thick test specimens are subjected to vertical loads varying from 575 psf to 11520 psf applied progressively. The consolidation at each load increment was recorded prior to placement of each subsequent load. The specimens were saturated at the 575 psf or 720 psf load increment. C'I...t�Jn.+ r+'r.ninnnriNo Job No_: 544-1478 113 I ! I I i I p, 111 I d A 110 A i I � l 109 I I i I 108 ! 12 12.5 13 13.5 14 14.5 15 15.5 Moisture Content (%} METHOD OF COMPACTION ASTM D-1557-91, METHOD A OR C BORING MAXIMUM UNIT WEIGHT OPTIMUM MOISTURE CONTENT 1@0-5' 112 14.0 MAXIMUM DENSITY -OPTIMUM. MOISTURE CURVE Job No.: 544-1478 122 121 C p 120 as A d Q w 119 Q 118 i f , 1 � j 117 7.5 8 8.5 9 9.5 10 10.5 11 Moisture Content (°�) METHOD OF COMPACTION ASTM D-1557-91, METHOD A OR C BORING MAXIMUM UNIT WEIGHT OPTIMUM MOISTURE CONTENT 8@0-5' 121 9.3 MAXIMUM DENSITY -OPTIMUM -MOISTURE CURVE DIRECT SHEAR TEST 1.8 , , / { i 1.6 1.4 O O 1.2 1.0 v3 1 1 v� , .8 H { ! 1 6 , 1 t r i i .4 / .2 , 0 0 .2 .4 .6 .8 1.0 1.2 1.4 1.6 1.8 NORMAL LOAD (KIPS / FOOT 0=26° e = 380psf where 0 =Shear Angle C =Cohesion Boring 1 @ O - 5` La Quinta Old Town Calle Tampico & Avenida Bermudas La Quinta, California Sladden Engineering DATE: 4-25-02 OB NO.: 544-1478 J , , / { i 1 1 , { ! 1 , 1 t r i i / r , DIRECT SHEAR TEST 1.8 1 + + 1 1 g 1 1 I , 1 , 1.6 ! + 1 1 g t t 1 1.4 g 1 i 1 O 1 1 1 g r O t 1 { t ! 1.2 1 ! , v� 1 g 1 1 1 g 1 1 1 g r 1.0 g 1 1 i 1 1 C/) 1 g 1 i 1 p4 .8 g 1 i 1 V1 , 1 6 , 1 i 1 1 ! i , t ! , .4 ! 1 1 1 g 1 1 1 1.000 ! .2 00 .2 .4 .6 .8 1.0 1.2 1.4 1.6 1.8 NORMAL LOAD (KIPS / FOOT = 280 c = 200 psf where 0 = Shear Angle c =Cohesion Boring 8 @ 0 - 5' La Quinta Old Town Calle Tampico & Avenida Bermudas La Quinta, California Sladden Engineering DATE: 4-25-02 JOB NO.: 544-1478 1 + + 1 1 g 1 1 I , 1 , ! + 1 1 g t t 1 g 1 i 1 g 1 1 1 g r t 1 { t ! 1 ! , 1 g 1 1 1 g 1 1 1 g r i g 1 1 i 1 1 1 g 1 i 1 g 1 i 1 , , 1 , 1 i 1 1 ! i , t ! , ! 1 1 1 g 1 1 1 ! .1 90 7011' 60 r m z 50 G U m 40 30 20 10 0 U.S. SIANOARO SIEVE OPENING IN INCHES U. S. STANDARD SIEVE NUMBERS A , 1 11 1 1 1 1 . e e in It to -Jn of Ah AA 91`1 fro fAA 9M HYDROMETER no i iii IN I oi�0i� nlook,mommmmm OR= iiimiiiiiini� iiiiiiii�iiiiiiii 11111mmmullimmom 1111l111m=I111l111m= IN oil 11 RUN oil Immi ISO MOM= GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL SAND oouu rant CLAM Mt01VM ►rnt S4mple No. Eley of D•pIn Ctawkilom Net w % LL PL PI GRADATION CURVES ENG I FA MAY ;, 2087 Project No.: 544-1478 Boring 2 @ 10' SILT OR CLAY Y ENGMAY ;, 2087 Project No.: 544-1478 Boring 8 @ 10' .ONE .��i��i� .::N0 i■i��i0�0i iiia o0ii0�ii�i00i��i�iiii�i II �' oiiii0iiminiiiii�iiiiii■i�iiiiiii� i0�0i�i■�On��i■��ir��■��m��es I 0C ICC:NMI MINE ��C�:::��C�CC:C �iiiiii�i�iiiiiiii■�i . ` CEP 1M11111111111 GRADATI ON CURVES ENGMAY ;, 2087 Project No.: 544-1478 Boring 8 @ 10' ANAIMIM TEST LABORATORY 3008 S. ORANGE AVENUE SANTA ANA, CALIFORNIA 92707 PHONE (714) 549-7267 TO: SLADDEN ENGINEERING: 6782 STANTON AVE. SUITE E BUENA PARK, CA. 90621 DATE: 4/04/02 e0. No. Chain of Custody ATTN: BRETT/DAVE $hppwNO. Lab. NO. A-1078 1-2 Speclttcanon: Matedad: SOIL PROJECT #544-1478 #1 H-1 @ 0-5' #2 H-8 @ 0-5' .2 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 8.8 880 25 600 max 8.5 1,062 282 600 max APPENDIX C 1997 UBC Seismic Design Criteria Clniillnsr Fxil i"ppri"A 1997 UNIFORM BUILDING CODE INFORMATION The International Conference of Building Officials 1997 Uniform Building Code contains substantial revisions and additions to the earthquake engineering section summarized in Chapter 16. Concepts contained in the 1997 code that will likely be relevant to construction of the proposed structure 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 12.5 km A San Jacinto 30.5 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. Madden Eneineerini- Near -Source Near -Source Seismic Seismic Seismic Acceleration Velocity Coefficient Coefficient Source Factor, Na Factor, N, Ca C, San Andreas 1.0 1.1 0.44 Na 0.64 N, San Jacinto 1.0 1.0 0.44 Na 0.64 N„ Madden Eneineerini- i ++++*++++++++++*+++++++ + * E Q F A U L T * * version 3.00 + DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS JOB NUMBER: 544-1478 JOB NAME: La Quinta Old Town Calle Tampico and Avenida Bermudas La Quinta, California CALCULATION NAME: Test Run Analysis FAULT -DATA -FILE NAME: CDMGFLTE.DAT SITE COORDINATES: SITE LATITUDE: 33.6772 SITE LONGITUDE: 116.3025 SEARCH RADIUS: 100 mi DATE: 04-25-2002 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 ------------------------------------------------------------------ ( ►ESTIMATED MAX. EARTHQUAKE EVENT 1 APPROXIMATE I ------------------------------- ABBREVIATED 1 DISTANCE I MAXIMUM I PEAK JEST. SITE FAULT NAME I mi (km) IEARTHQUAKEI SITE (INTENSITY ( I MAG.(Mw) I ACCEL. g JMOD.MERC. SAN ANDREAS - Coachella SAN ANDREAS - Southern SAN JACINTO-ANZA BURNT MTN. SAN JACINTO-COYOTE CREEK SAN ANDREAS - San Bernardino EUREKA PEAK PINTO MOUNTAIN SAN JACINTO - BORREGO EMERSON So. - COPPER MTN. LANDERS SAN JACINTO-SAN JACINTO VALLEY PISGAH-BULLION MTN.-MESQUITE L EARTHQUAKE VALLEY NORTH FRONTAL FAULT ZONE (East BRAWLEY SEISMIC ZONE ELSINORE-JULIAN JOHNSON VALLEY (Northern) ELSINORE-TEMECULA CALICO - HIDALGO ELMORE RANCH ELSINORE-COYOTE MOUNTAIN NORTH FRONTAL FAULT ZONE (West LENWOOD-LOCKHART-OLD WOMAN SPR SUPERSTITION MTN. (San Jacintc SUPERSTITION HILLS (San Jacint HELENDALE - S. LOCKHARDT SAN JACINTO-SAN BERNARDINO ELSINORE-GLEN IVY CLEGHORN IMPERIAL LAGUNA SALADA CHINO -CENTRAL AVE. (Elsinore) CUCAMONGA ROSE CANYON NEWPORT-INGLEWOOD (Offshore) WHITTIER SAN ANDREAS - Mojave SAN ANDREAS - 1857 Rupture SAN JOSE 1 7.7( 12.4)1 7.4 1 0.351 1 IX 18.9( 30.4)) 7.2 1 0.167 1 VIII 1 19.0( 30.6)► 6.4 1 0.109 I VII 1 19.3( 31.0)1 6.8 1 0.133 1 VIII 1 19.8( 31.8)1 7.3 1 0.170 1 VIII 1 20.1( 32.4)1 6.4 1 0.104 1 VII 1 31.4( 50.6)1 7.0 1 0.102 1 VII ( 33.6( 54.0)1 6.6 1 0.078 1 VII 1 33.9( 54.5)1 6.9 1 0.091 1 VII 34.2( 55.0)1 7.3 1 0.112 1 VII { 35.6( 57.3)1 6.9 1 0.086 1 VII I 36.1( 58.1)1 7.1 1 0.096 1 VII 1 37.8( 60.8)1 6.5 I 0.068 1 VI 1 38.8( 62.4)1 6.7 1 0.090 1 VII f 41.1( 66.2)1 6.4 1 0.060 1 VI i 41.3( 66.4)1 7.1 1 0.087 1 VIZ ( 45.0( 72.5)1 6.7 1 0.066 1 VI 1 45.8( 73.7)1 6.8 1 0.069 1 VI I 47.1( 75.8)1 7.1 1 0.079 1 VII 1 48.3( 77.7)) 6.6 1 0.059 1 VI 1 49.3( 79.4)1 6.8 1 0.065 1 VI 1 50.3( 81.0)1 7.0 1 0.086 1 VII ;SI 50.5( 81.3)1 7.3 1 0.083 1 VII 1 52.1( 83.8)1 6.6 1 0.056 1 VI >)I 53.1( 85.5)1 6.6 1 0.055 1 VI 1 58.0( 93.3)1 7.1 1 0.067 1 VI 1 58.7( 94.4)1 6.7 1 0.054 1 VI 1 60.1( 96.8)1 6.8 1 0.055 1 VI 1 66.6( 107.2)1 6.5 1 0.044 1 VI i 67.6( 108.8)1 7.0 1 0.056 1 VI 1 70.1( 112.8)1 7.0 1 0.055 1 VI 1 73.5( 118.3)1 6.7 1 0.055 1 VI 1 73.9( 118.9)) 7.0 1 0.064 1 VI 74.1( 119.2)1 6.9 1 0.050 1 VI i 74.1( 119.3)1 6.9 I 0.050 1 VI 1 77.7( 125.0)1 6.8 1 0.045 1 VI 1 83.0( 133.6)1 7.1 1 0.051 1 VI 1 83.0( 133.6)1 7.8 1 0.073 1 VII I 85.3( 137.3)1 6.5 1 0.044 1 VI ----------------------------- DETERMINISTIC SITE PARAMETERS ----------------------------- Page 2 ---------------------------------- 1 (ESTIMATED MAX. EARTHQUAKE EVENT j APPROXIMATE I -----------" --'--- ------------ ABBREVIATED ( DISTANCE I MAXIMUM I PEAK JEST. SITE FAULT NAME I mi (km) JEARTHQUAKEI SITE ►INTENSITY J I MAG.(Mw) I ACCEL. g JMOD.MERC. SIERRA MADRE I 88.2( 141.9)1 7.0 1 0.056 1 VI CORONADO BANK I 89.2( 143.5)1 7.4 1 0.056 1 VI GRAVEL HILLS - HARPER LAKE 1 89.9( 144.6)1 6.9 1 0.043 1 VI ELYSIAN PARK THRUST 1 90.1( 145.0)1 6.7 1 0.047 1 VI NEWPORT-INGLEWOOD (L.A.Basin) 1 93.4( 150.3)1 6.9 1 0.042 1 VI COMPTON THRUST 1 96.4( 155.2)1 6.8 1 0.047 1 VI Ci:=::.iHELL-SAWPIT 1 96.9( 155.9)1 6.5 1 0.040 1 V _? VERDES 1 97.9( 157.6)1 7.1 1 0.045 1 VI -END OF SEARCH- 48 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. .".E SAN ANDREAS - Coachella FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 7.7 MILES (12.4 km) AWAY. LARGEST MAXIMUM -EARTHQUAKE SITE ACCELERATION: 0.3509 g CALIFORNIA FAULT MAP La Quinta Old Town 1100 1/1/4181 m 800 700 .10 6 400 RPM 200 100 til -100 10 01 00 ii A&ty1t>0 STRIKE -SLIT' FAULTS 5) Boore et al. (1997) Horiz. - SOIL (3 10) 1 e--. C: .1 -1-i Co L_ as a) U U Q .01 .001 M=5 M=6 M=7 M=8 1 10 100 Distance fadist' (km) DIP -SLIT' FAULTS 5) Boore et al. (1997) Horiz. - SOIL (3 10) 1 a� U U � .01 .001 M=5 M=6 M=7 M=8 1 10 100 Distance fadistl (km) o .1 :A -a Cu a� U U � .01 .001 M=5 M=6 M=7 M=8 1 10 100 Distance fadistl (km) BLIND -THRUST FAULTS 5) Boore et al. (1997) Horiz. - SOIL (3 10) 1 M=5 M=6 M=7 M=8 .001 1 10 100 Distance f adistl (km) o .1 :,1-1 Cu M=5 M=6 M=7 M=8 .001 1 10 100 Distance f adistl (km) f, MAXIMUM EARTHQUAKES Ila Quinta Old Town 1 .-1 o .1 :f -d Cu L _CD a) U U El .01 .1 1 1 10 100 Distance (mi) EARTHQUAKE MAGNITUDES & DISTANCES 7.75 7.50 7.25 a) 7.00 0) Cu 6.75 6.50 La Quinta Old Town .1 1 10 100 Distance (mi)