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HomeMy WebLinkAboutCT 73-49; Arco Station Palomar Airport Road; Soils Report; 1991-01-23,,, ..-. - me 32,3-q'" ';,.:'-- I~ ~3 " _,,, _. .' PRELIMINARY SUBSURFACE GEOTECHNICAL INVESTIGATION AND SITE CHARACTERIZATION ARC0 Station Palomar Airport Road and Camino Vida Roble, Carlsbad, California January 23, 1991 Prepared for: ARCO Petroleum Products Company , 17315 Studebaker Road Cerritos, California 90701-1488 By: Alton Geoscience 25A Technology Drive, Suite 200 Irvine, California 92718 - REPORT SUMMARY Proposed ARC0 Station Palomar Airport Road and Camino Vida Roble, Carlsbad, California Footing Bearing Pressure (DL + LL) ------------- 2,500 psf Passive Lateral Pressure ----------------------- 295 psf/ft Coefficient of Friction __---------------------- 0.40 Expansive Soils _--------_--------_------------- No Expansion potential __--__---------------------- Low R-Value -____---______-___---------------------- 35 Pavement Section(s) ARC0 Standard -------------- Yes T.I. = 4 (Automobile Traffic) _---__---__--__-- 3" AC/4" AB T.I. = 6 (Truck Traffic) ---------------------- 3" AC/8.5" AB Uncompacted Fill ----_----_____--_______________ No Ground Water Within 40 Feet of Surface --------- Yes Monitoring Well Installed ---------------------- yes Hydrocarbon Detected _-------------------------- Nb Caving Anticipated During Tank Installation ---- No No records of any environmental concerns at the site are on file with the appropriate regulatory agency, nor are any such records published in the referenced government documents. COMMENTS: The site for the proposed station is currently occupied by the former San Diego Bank (Palomar Branch) building. Therefore, demolition of the existing structures and clearing of the resultant debris are required on the site. CONTENTS Section INTRODUCTION Page 1 I. PRELIMINARY SUBSURFACE GEOTECHNICAL INVESTIGATION Purpose Scope Proposed Construction SITE CONDITIONS Site Topography, Geology and Hydrology Faults and Seismicity Liquefaction SUBSURFACE INVESTIGATION 4 SUBSURFACE CONDITIONS 5 LABORATORY TESTING 5 CONCLUSIONS AND RECOMMENDATIONS 5 Earthwork 6 Site Clearing 6 Current Grade Preparations 6 Building 6 Yard 6 Fill Placement and Testing 7 Diminution and Subsidence 8 Foundation and Slab Considerations 8 Bearing Values 8 Settlement 8 Lateral Resistance 8 Expansive Soils 9 Moisture Barriers 9 Ground Water 10 Driveway and Parking Areas 10 LIMITATIONS II. SITE CHARACTERIZATION 10 11 CONTENTS (continued) Section REGULATORY AGENCY REVIEW SUBSURFACE DATA AQUISITION Soil and Groundwater Sampling and Analysis FINDINGS AND CONCLUSIONS Tables 1 Estimated Earthquake Magnitudes for Major Regional Faults 2 Estimated Horizontal Ground Motion Parameters for Regional Major Faults 3 Borings, Locations, and Depths C-l Expansion Index Results Figures 1 Index Map - Page 11 11 11 12 2 3 4 Appendix C 2 Site Plan Showing Boring Locations and Monitoring Well 3 Site Photographs 4 Monitoring Well C-l Consolidation Test Results for Boring B-l ! at 2.0 to 2.5 Feet c-2 Direct Shear Test Results for Boring B-4 at 4.0 to 4.5 Feet C-3 Maximum Density and Optimum Moisture Test Results APPENDICES A References B Boring Logs C Laboratory and Field Test Results D Laboratory Report and Chain of Custody Records INTRODUCTION A preliminary geotechnical investigation and environmental site characterization has been conducted for the proposed ARC0 Station located at the southwest corner of the intersection of Palomar Airport Road and Camino Vida Roble, Carlsbad, California. Access to the site is provided from Camino Vida Roble located adjacent to the eastern boundary of the site. The location of the site is shown in Figure 1, Index Map, and Figure 2, Site Plan. Photographs of the site are presented in Figure 3. I. PRELIMINARY SUBSURFACE GEOTECHNICAL INVESTIGATION PURPOSE The purpose of this study was to observe the subsurface conditions at the site, evaluate these conditions, and provide recommendations and geotechnical parameters for site development, earthwork, and the design of foundations, slabs, and pavements for the proposed facilities. SCOPE The scope of our services included the following: * Site reconnaissance: * Drilling and sampling of five soil borings; * Installation and sampling of one monitoring well; * Geotechnical analysis and interpretation of the data obtained: and * Preparation of this report presenting our findings, conclusions, and recommendations. References are included in Appendix A. PROPOSED CONSTRUCTION Plans are proposed to construct a single-story service center comprising dispenser islands with canopy, product lines, and underground gasoline storage tanks. Driveways, planters, and associated landscaping are also included. This type of construction will impose relatively light loads on the underlying foundation soils. 1 - SITE CONDITIONS The site for the proposed service station consists of a lot which is currently occupied by an abandoned bank building (The San Diego Bank, Palomar Branch). SITE TOPOGRAPHY GEOLOGY AND HYDROLOGY The site lies at an elevation of approximately 200 feet above mean sea level (NGVD-1929), and is underlain by the Tertiary Scripps Formation (Eisenberg, 1983). The Scripps Formation consists of medium-grained sandstone and occasional cobble-conglomerate interbeds. The sandstone is comprised of subgranular grains including those of quartz, biotite, and plagioclase. The site is located in the Carlsbad Hydrographic Unit, an area of about 210 square miles, and is drained by Escondido, Buena Vista, Aqua Hedionda, and San Marcus Creeks. Depths to ground water in this unit are generally 50 feet or less. Ground water quality in this area is historically poor. FAULTS AND SEISMICITY No active earthquake faults are known to exist beneath the site. However, the site is located in an area within a regional northwest-striking right-lateral earthquake fault system that could cause varying degrees of ground shaking during seismic activity. Table 1 shows the major earthquake faults, their approximate distances to the site, and estimated maximum credible earthquake magnitude. , Table 1 ESTIMATED EARTHQUAKE MAGNITUDES AT MAJOR REGIONAL FAULTS Fault Name Approximate Distance to the Estimated Maximum Site (miles) Credible Earthquake San Jacinto 62 7.5 San Andreas 74 8.0 Whittier-Elsinore 44 7.3 The horizontal ground motion parameters for the major faults are shown in Table 2. 2 - Table 2 ESTIMATED HORIZONTAL GROUND MOTION PARAMETERS FOR MAJOR REGIONAL FAULTS Maximum Peak Bedrock Duration of Strong Fault Name Acceleration (g) Shaking (seconds) San Jacinto 0.075 26 San Andreas 0.080 28 Whittier-Elsinore 0.085 31 The Rose Canyon Fault, now considered to be active, is located approximately 10 miles to the west of the site. In addition, five unnamed minor faults or possible faults have been identified in studies conducted by Rogers (1966), Wilson (1972), Hanna (1915), Ziony and others (1974), Elliott (1980) t and Berry (1981). The faults or possible faults are located in the following areas: 1. 2. 3. 4. 5. A locality east of Interstate Highway I-5 and just south of San Luis Rey River Canyon: In roadcuts on the north side of Oceanside Boulevard, just west of Interstate I-5; In a small road cut on the north side of Aqua Hedionda Creek, slightly east of Sintorosa Country Club; In a road cut about 100 feet west of a road in a prominent but unnamed south-trending canyon, about three-fourths of a mile north of Sintorosa Country Club; and In a former road cut along the north side of Oceanside Boulevard, east of El Camino Real. The distance of the site from the major faults has a significant effect on any potential structural damage resulting from seismic activity. 3 - LIOUEFACTION Liquefaction is a condition where the pore pressure in a cohesionless sand builds up to such a level that the effective stress becomes zero and the soil loses all its strength. Soils usually most susceptible to liquefaction during earthquakes are saturated, loose, fine-grained sands. This phenomenon may be due to the upward flow of water in a sand deposit. Locations most susceptible to liquefaction are those in which the water table lies within about 25 feet. Although areas with deeper water tables could also be susceptible to liquefaction, the severity of shaking would have to be especially strong to cause liquefaction (Leighton and Associates, 1983). In view of the type of soil beneath the site, and considering the in-situ density of the soil, the site is not susceptible to liquefaction. SUBSURFACE INVESTIGATION On December 7, 1990, a subsurface investigation was conducted at the site. Work consisted of logging and sampling five soil borings; a monitoring well was also installed. Boring depths and locations are listed in Table 3. Borings were drilled with an S-inch-diameter, continuous-flight, hollow-stem auger using a CME 55 drill rig operated by Valley Well Drilling Company of Ventura, California; Table 3 I BORING, LOCATIONS AND DEPTHS Location Depth (feet) Proposed Islands 39 Proposed Islands 20 Driveway 20 Station Building 20 Underground Storage Tanks 20 4 - SUBSURFACE CONDITIONS Soil samples were collected from the borings at depths sufficient to evaluate the relative engineering characteristics of the soil with respect to foundation designs. Undisturbed samples were collected from the borings utilizing a 3-inch-diameter, California-modified split-spoon sampler. The sampler, containing brass sleeves, was driven 18 inches with a standard 140-pound hammer repeatedly dropped 30 inches. The number of blows to drive the sampler each successive 6 inches was recorded to evaluate relative consistency of the soil. The driven samples were retained in close-fitting, waterproof containers for transportation to the laboratory. Bulk samples were also collected from the borings for additional soil evaluations. Samples were described using the Unified Soil Classification System. Native materials appeared to be dense, grayish- brown, fine-grained, silty sand, with clay. Upon completion, Borings B-2 through B-5 were backfilled with bentonite. Detailed descriptions of materials encountered in the soil borings are presented in the boring logs in Appendix B. LABORATORY TESTING Laboratory tests were performed on representative samples to effectively evaluate the engineering characteristics of onsite soils. Laboratory tests included consolidation properties, direct shear strength, expansion index, R-value, maximum dry density, and in-place moisture density. Test results are summarized in Appendix C, Figures C-l through C-3, and Table C-l. In-place moisture density data are also presented in the boring logs in Appendix B. CONCLUSIONS AND RECOMMENDATIONS Based on the results of our investigation and laboratory analysis and the present subsurface conditions, it is our opinion that the site is suited for the proposed development, provided that the following recommendations are incorporated into the design criteria and project specifications. 5 EARTHWORK Site Clearinq * Landscape vegetation not congruous to the design specifications should be stripped and the organic materials removed from the site. Current Grade Preparations Building Disturbance of surface soil is anticipated within the area of proposed building construction as a result of preliminary clearing. Based on our interpretation of the field and laboratory test results, the in-situ relative compaction of the near-surface soil is within minimum density requirements for the design parameters. We recommend that prior to placing imported fill on the site or beginning construction operations, the existing grade should be overexcavated to a minimum depth of 18 inches. The upper 6 inches of the newly- exposed grade should be compacted to a minimum relative compaction of 90 percent maximum dry density of the in-situ soil. The overexcavated and imported fill soil should be placed loosely, in lifts of 6 inches each, then moisture- conditioned to near-optimum moisture content and properly compacted. Horizontal limits of overexcavation and recompaction, as previously recommended, should extend to a distance of at least 5 feet beyond perimeter footing lines. Where this is not possible, such as along property lines wher!e zero property clearance may be proposed, footings should be deepened as necessary and founded into competent bearing soils as approved by the project soils engineer. Yard After the clearing operations, the upper 12 inches of the newly-exposed grade should be scarified and compacted to a minimum relative compaction of 90 percent of the dry density of the in-situ soil. 6 Fill Placement And Testinq Exposed, processed, natural ground surfaces should be inspected and approved by the project soils engineer prior to placement of superimposed fills. Fill placement during grading should be observed and tested by a qualified soil technician to assist the contractor in obtaining the required degree of compaction and moisture content. Fill should be placed in loose lifts, restricted to 6 to 8 inches in thickness, moisture-conditioned to achieve near-optimum moisture content, and compacted to a minimum relative compaction of 90 percent maximum dry density for the soil type. Fill soil placed in parking areas and driveways should be processed as above and compacted to a minimum relative compaction of 90 percent maximum dry density for the soil type. Imported fill should consist of granular, non-expansive materials and be approved by the project soils engineer prior to importation. Laboratory maximum dry density and optimum moisture content are required for each major soil type encountered during grading operations. Laboratory procedures are to be in accordance with ASTM Test Method D1557-78. , Any previous fill observed in the vicinity of excavations must be removed to firm native soil prior to placement of the controlled fill. If a proposed structure is within the limits of an excavation backfill, it is mandatory to provide a pad of recompacted soil at least 4 feet thick from pad elevation and extending a minimum of 5 feet laterally from the edges of the building pad, except where restrictions by adjoining structures or property lines prohibit this construction. All the backfilled utility trenches should be field- density-tested for a maximum of every 2 vertical feet in height. 7 - * All cavities should be cut in a WI' shape to avoid bridging during grading. All grading activities should be performed in accordance with the applicable Grading Ordinance. Diminution And Subsidence A volume reduction of approximately 15 percent is estimated for overexcavated onsite soil when replaced as properly compacted fill. Subsidence of approximately 0.1 foot is expected to occur as a result of scarification and recompaction of exposed natural ground surfaces in accordance with the procedures proposed herein. FOUNDATION AND SLAB CONSIDERATIONS Bearing Values If the site grading is performed in accordance with the procedures outlined herein, the proposed building and structures may be supported by conventional, continuous, or isolated spread footings founded 18 inches beneath the lowest adjacent finished grade. At this depth, footings founded in properly compacted fill or firm in-situ soil may be designed for an allowable soil bearing value of 2,500 pounds per square foot. The horizontal distance from the edge of the footing bearing surfaces to utility trenches should be a minimum of 5 feet. When designing for short duration wind or seismic forces, the following values may be increased by one- third, provided the resultant size is not less than that obtained with combined dead and live loads. / Settlement Based on the design criteria, overall differential settlement is anticipated at approximately 0.24 inch. Approximately half of the settlement will occur during the construction period. Once constructed, the differential settlement should be less than 0.12 inch. Lateral Resistance Lateral loads will be restricted by the friction between floor slabs and subgrade as well as the passive resistance of the soil against the footings. A coefficient of friction 0.4 times the dead load forces may be used for concrete in contact with soil to resist lateral loads. 8 - In addition, a passive earth pressure of 295 psf per foot of depth may be utilized to a maximum value of 2,800 pounds. Expansive Soils The near-surface soil exhibits low expansion potential as indicated in Table C-l. Provided that imported soil exhibits a low expansion potential, footings and slabs should be designed to incorporate the following minimum reinforcement requirements. Continuous perimeter footings should have a minimum width of 12 inches and be reinforced with No. 4 rebars (one top and one bottom). All isolated pad footings should be a minimum width of 24 inches and reinforced with No. 4 bars, 18 inches on center, in both directions, placed on chairs, 3 inches from the bottom of the footing. Canopy footings should be reinforced with No. 4 bars at 3 inches on center, 3 inches minimum from the top of the footing. Also, provide No. 5 bars at 24 inches on center, vertically around perimeter of footing, and No. 4 bars at 12 inches on center, horizontally. Floor slabs should be a minimum of 4 inches thick, reinforced with 6-inch by 6-inch, No. 10 by No. 10 welded wire mesh. The reinforcement should be placed on chairs which support the reinforcement in mid-height of the slab. Presaturation of slab subgrade soil will be required to at least 5 percent above the optimum moisture content and to a depth of at least 24 inches below slab subgrades prior to placement of concrete. Moisture Barriers Floor slabs should be underlain by a minimum 6-millimeter visgueen moisture barrier protected by a 2-inch layer of clean sand. The visgueen should, in turn, be underlain by 4 inches of 3/S inch pea gravel or comparable material. It should be noted that new slabs may develop shrinkage cracks. The American Concrete Institute advises that most concrete shrinks about l/8 inch in 20 feet. 9 Ground Water Ground water was encountered at a depth of approximately 39 feet below the existing grade: a monitoring well was installed. DRIVEWAY AND PARKING AREAS In driveway and parking areas, the following preliminary recommendations for structural pavement sections are based upon an R value of 35 and an assumed Traffic Index as noted: Site Traffic Area Index R-Value Pavement Section Driveway & 4.0 35 3" Asphalt Parking Areas Concrete over 4" Class II Aggregate Base Driveway for 6.0 Tanker Truck Areas 35 3" Asphalt Concrete over 8.5" Class II Aggregate Base Asphalt concrete (AC) and Class II rock base should conform to, and be placed in accordance with the latest revision of the California Department of Transportation Standard Specifications. Prior to placing the pavement sections, the subgrade soils should have a relative compaction of at least 90 percent. It is also recommended that the base course be compacted to a minimum of 95 percent relative compaction (based on ASTM:D1557-78). LIMITATIONS The geotechnical analyses presented in this report have been conducted in accordance with current engineering practice. No evaluation of the placement of preexisting fill materials was conducted under the scope of this report. Variations may exist, and conditions not observed or described in this report may be encountered during construction. Should such unforeseen conditions be encountered, our office should be notified and additional recommendations, if required, will be provided upon request. 10 II. SITE CHARACTERIZATION The purpose of this study was to examine the site to determine the presence of any environmental or health hazards resulting from past or present use. REGULATORY AGENCY REVIEW Regulatory agencies were contacted to discuss pertinent site conditions and to review historical data. A summary of our review and findings follows: San Diego Fire Department - Fire Prevention Ms. Burke of the San Diego Fire Department was contacted to research the agency records concerning underground tanks, or hazardous materials/waste or spill on the site. No record of the site was on file. San Diego County Hazardous Materials Management Division A representative of the San Diego Hazardous Materials Management Division reports no records of tank removals, tank installations, unauthorized tank leaks, emergency responses, and complaints at the site. SUBSURFACE DATA ACQUISITION On December 7, 1990, a subsurface environmental investigation was conducted at the site. Work consisted of drilling five borings. See Figure 2 and Table 3 for boring locations and depths. These borings were also utilized for the: geotechnical investigation. Ground water was encountered at a depth of approximately 39 feet below grade. Boring logs are presented in Appendix B. Soil and Ground Water Sampling and Analysis Soil samples were collected from each boring at 5-foot intervals. Samples were monitored for volatile organics using a combustible gas indicator. Soil samples from the borings were transported to the Alton Geoscience state- certified laboratory where they were analyzed for total petroleum hydrocarbons (TPH) using the Department of Health Services approved method. Ground water samples were also collected and analyzed for total petroleum hydrocarbons. 11 The soil and water samples exhibited no detectable concentrations of total petroleum hydrocarbons. The official Laboratory Report and Chain of Custody Records are included in Appendix D. FINDINGS AND CONCLUSIONS The result of laboratory analysis of a soil and water samples from the site borings indicate no detectable concentrations of total petroleum hydrocarbons. Based on the results of our study, no evidence has been found to indicate any environmental or health hazards at the location for the proposed ARC0 Station, Palomar Airport Road and Camino Vida Roble, Carlsbad, California. LIMITATIONS The environmental services outlined in this report have been conducted in accordance with current practice and the standard of care exercised by environmental consultants performing similar tasks in this area. The conclusions are based soley upon an analysis of the conditions as observed by our personnel. No warranty, expressed or implied, is made regarding the professional opinions expressed in this report. If actual conditions are found to differ from those described in this report, or if new environmental information regarding the site is obtained, Alton Geoscience should be notified and additional recommendations, if required, will be provided. ALTCNG&OF&. Manny 0. Chukwueke Staff Engineer Dale B. Bodman, PE, RCE CO43241 Division Manager Environmental Contracting 12 1 MILE 314 l/2 l/4 0 1 MILE SCALE 124 000 I FIGURE 1: INDEX MAP Proposed Arco Station Palomar Airport Road and Camino Vida Roble Carlsbad, California SOURCE: United States Geological Survey 7.5 minute Topographic Map: Encinitas Ouadranale ALTON GEOSCIENCE 25A Technology Drive. Suite ZOO Irvine. California 92718 FIGURE 2: SITE PLAN Proposed Arco Station Palomar Airport Road and Camlno Vida Roble Carlsbad, California LEGEND -I#- Proposed Boring Locations Notes: Drawina is not to SC&. VIEW LOOKING NORTH ACROSS PALOMAR AIRPORT ROAD VIEW LOOKING SOUTH ACROSS PALOMAR AIRPORT ROAD FIGURE 3: SITE PHOTOGRAPHS (Page 1 of 2) Proposed Arco Station Palomar Airport Road and Camino Vida Roble Carlsbad, California ALTON GEOSCIENCE 25A Technology Drive, Sui!e 2X Irvine. California 92718 VIEW LOOKING EAST ACROSS CAMINO VIDA ROBLE VIEW LOOKING WEST ACROSS CAMINO VIDA ROBLE FIGURE 3: SITE PHOTOGRAPHS (Page 2 of 2) Proposed Arco Station Palomar Airport Road and Camino Vida Roble Carlsbad, California ALTON GEOSCIENCE 25A Technology Drive, Suite 200 Irvine, California 92718 MONITORING WELL CONSTRUCTION DETAIL /- UTILITY BOX /-LOCKING CAP - SURFACE CONCRETE I BENTONITE / BLANK CASING INTERVAL Oft. aft. SCREEN CASING INTERVAL 29-n. *ft. :. .$” 3 . . . .‘c . ‘: ,.:&: ‘. . .a 1. :‘. .:Cl . . A - - - - - ‘...‘. ‘.‘.‘. ‘.‘... - ‘.‘.‘. - ‘_‘.‘_ .- ~::_ ‘.‘.‘, .- ‘.‘,‘_ .- ..‘.‘. _- ‘.‘.‘. .- ..‘.‘. - ._‘.‘. - ‘.‘.‘. - ‘.‘.‘. - .::. ‘.‘.‘. .- ‘.‘.‘. _- ‘.‘.‘. - ‘::. .- ‘...‘. - ‘.‘.‘. - .::. - .::. ._ ‘.‘... ..‘.‘. ‘.‘.‘. ‘.‘.‘. ..‘.‘. ‘.‘.‘. 7. ‘. .::. . .::. :. :. t z I -. -. -. -. -. -. -. -, -, -, -. -, -, -, -. -. -. -. -. -, -, ‘.‘.‘.’ .::: ‘.‘.‘.’ z ~ -’ -_ -_ -. -. -. -’ -’ -’ -. -. -. -. -. -. -’ -_ 4 -. -. -. . . . ‘.‘.‘... ~.~.‘... - PVC CASING BENTONITE SEAL INTERVAL 25ft. 27tt. NO. 3 MONTEREY SAND INTERVAL 49tt. MW: 1 - PROJECT: 15-O 131 BORING DIAMETER: 8 in. BORING DEPTH: & ft. CASING DIAMETER: 2 in. CASING/SCREEN DEPTH: 49 n. FIGURE 4: MONITORING WELL CONSTRUCTION L- Proposed Arco Slation Palomar Airport Road and Camino Vida Roble Carlsbad, California NOTE: DR.4WlNG is NOT TO SCALE ALTON GEOSCIENCE 25A Technology Drive, Suite 250 lrvine, California 92718 COMPRESSIVE STRESS IN KSF MOISTURE INITIAL 16.0 FINAL 20.2 DRY DENSITY PERCENT bsft SATURATION 108.6 76.3 LEGEND FIGURE C-l: CONSOLIDATION TEST RESULTS FOR BORING B-1 AT 2.0 to 2.5 FEET Proposed Arco Station Palomar Airport Road and Camlno Vlda Roble Carlsbad, California 0 Field Moisture -Loading A Saturated ---------. Rebound 25A Technology Drive, Suite 2OC Irvine. California 92718 5.0 4.0 b 3.0 z % k!i 2.0 Li 2 E 1.0 !: / 0 0 I I I I I 4.0 6.0 8.0 10.0 I 4.0 6.0 8.0 10.0 NORMAL STRESS IN KSF LEGEND FIGURE C-2: DIRECT SHEAR TEST RESULTS FOR BORING B-4 AT 4.0 TO 4.5 FEET 0.13 KSF Strength intercept Proposed Arco Station Palomar Airport Road and Camino Vida Roble Carlsbad, California 30 Degrees Friction Angle 125 ZERO AIR VOID CURVES 95 90 0 5 10 15 20 25 30 I MOISTURE CONTENT (PERCENT OF DRY WEIGHT) CURVE SAMPLE DEPTH LOCATION (IN FEET) B-1 1.0 - 10.0 SOIL DESCRlPTlON Grayish-brown, fine-grained. silty, clayey SAND. MAXIMUM DRY OPTIMUM MOISTURE DENSITY (PCF) CONTENT (%) 116.3 17.0 FIGURE C-3: MAXIMUM DENSITY AND OPTIMUM MOISTURE TEST RESULTS Proposed Arco Station Palomar Airport Road and Camino Vida Roble Carlsbad, California ALTON GEOSCIENCE 25A Technology Drive, Suite ZOO Irvine. California 92719 REFERENCES Annual Book of ASTM Standards: 1987, American Society for Testing and Materials, Section 4 - Construction, Volume 04.08, Soil and Rock; Building Stones; Geotextiles. California Division of Mines and Geology, 1975, Geology of the San Diego Metropolitan Area. Hausmann R. Manfred, 1990, Engineering Principles of Ground Modification. International Conference of Building Officials, 1985, Uniform Building Code Standards: Chapters 29 and 70. Karol R. H, 1960, Soils and Soils Engineering. Leighton and Associates, 1983, Seismic Safety Study for the City of San Diego. Schnabel and Seed, 1973, and Bold, 1975, Estimated Maximum Credible Earthquakes and Horizontal Ground Motion Parameters. U.S Geological Survey Professional Paper 1360, 1985 Evaluating Earthquake Hazards in the Los Angeles Region, An Earth Science Perspective. U.S Geological Survey, 1972, Encinitas, California: 7.5-minute Topographic Quandrangle Map. - co DATE DRILLED 12-7-90 BORING # B-1 IMW-1 ii Y 0 6 g 5 GROUND ELEVATION SHEET .-.!v OF 2 c g t z r$ c $ orj C.M.E. 55 8” HSA ;: 2 CJJ 2 z METHOD OF DRILLING ;- LLcJj s g ; 3s DRIVE WEIGHT 140 LBS. DROP 30 INCH t 5 E * -4 M.C. z’t 0 SAMPLED BY LOGGED BY M.C. z ii g oe DESCRIPTION 34 18.2 109.3 SC Dense, moist, grayish-brown, fine-grained silty, clayey SAND. ense, moist, grayish-brown. fine-grained silty SAND, clayey. CGI = 0 ppm. , dense, moist, grayish-brown, fine-grained silty SAND, with traces of CLAY. t ry dense, moist, gray, fine-grained silty SAND. CGI = 0 ppm. 5 BORING LOG ALTON GEOSCIENCE Proposed Arco Station Palomar Airport Road and Camino Vida Roble THE RESULTS TEAM Carlsbad, California PROJECT NO DATE FIGURE 15-0131 12-7-90 B-1 I MW-1 B-1 1 MW-1 F ii c?l ii s g 5 DATE DRILLED 12-7-90 BORING # t. 9 E E 32 z z 52 GROUND ELEVATION SHEET 2 OF w.? r ori METHOD OF DRILLING C.M.E. 55 8” HSA I- $4 ii g e Ed ; cI 2’ DRIVE WEIGHT 140 LBS. DROP 30 INCH 5 MC. M.C. 2 LOGGED BY 2 E g’t 6 SAMPLED BY oe DESCRIPTION !O SM Dense, moist, grayish-brown, fine-grained silty SAND. CGI = 0 ppm. -________________.____ ________________________________________------------------- 25 16.8 SC Medium-dense, moist, dark brown, fine-grained, silty SAND, with traces of CLA\I CGI = 0 ppm. Total Depth = 39 feet. No Caving. Monitoring Well Installed 12-7-90. D BORING LOG ALTON GEOSCIENCE THE RESULTS TEAM Proposed Arco Station Palomar Airport Road and Camino Vida Roble Carlsbad, California PROJECT NO DATE FIGURE 15-0131 12-7-90 E-1 I MW-1 1 - - : Y c c i i I - - 20.6 19.4 _--. Z5.6 ,8.5 ---. 18.5 - 105.1 99.4 __-. 97.0 ---. - - 5 5; it c {: 2 - Sk SN .__ SC SC .__ SiV = DATE DRILLED 12-7-90 BORING # B-2 GROUND ELEVATION SHEET 1 OF 1 METHOD OF DRILLING C.M.E. 55 8” HSA DRIVE WEIGHT 140 LBS. DROP 30 INCH SAMPLED BY M.C. LOGGED BY M.C. DESCRIPTION dense, moist, grayish-brown, fine-grained silty SAND. Aedium-dense, moist, brown, fine-grained, silty SAND. CGI = 0 ppm. tedium-dense, moist, grayish-brown, fine-grained silty SAND, clayey. :GI = 0 ppm. Total Depth = 20 feet. No caving. No Ground Water Encountered. Backfilled with Bentonite 12-7-90. , ledium-dense, moist, dark brown, fine-grained silty SAND, with traces of clay. :GI = 0 ppm. Iense, moist, grayish-brown, fine-grained silty SAND. CGI = 0 ppm. BORING LOG ALTON GEOSCIENCt THE RESULTS TEAM Proposed Arco Station Palomar Airport Road and Camino Vida Roble Carlsbad, California PROJECT NO 1 DATE I FIGURE DATE DRILLED 1 Z-7-90 BORING # B-3 GROUND ELEVATION SHEET 1 OF 1 METHOD OF DRILLING C.M.E. 55 8” HSA DRIVE WEIGHT 140 LBS. DROP 30 INCH SAMPLED BY MC. LOGGED BY M.C. DESCRIPTION 36 20.0 105.4 SC Dense, moist, grayish-brown, fine-grained silty SAND, clayey. Total Depth = 20 feet. Backfilled with Bentonite 12-7-90. GEOSCIENCE THE RESULTS TEAM mino Vida Roble - I= w” Lc z % 1 0 -- s- IO -- 15 -- 20 - - 16.’ 20.1 ___ 20: ___ 14.5 9.5 = 4 6 . .-. _ I ! 1 - 103.3 107.1 ___- 38.9 ---- - - DATE DRILLED 12-7-90 BORING # B-4 GROUND ELEVATION SHEET 1 OF 1 METHOD OF DRILLING C.M.E. 55 8” HSA DRIVE WEIGHT 140 LBS. DROP 30 INCH SAMPLED BY M.C. LOGGED BY M.C. DESCRIPTION SC ense, moist, grayish-brown, fine-grained silty SAND, clayey. SC ery dense, moist, gray. fine-grained, silty SAND, clayey. CGI = 0 ppm. SM q-dense, moist, grayish-brown, fine-grained silty SAND. CGI = 0 ppm. .___ SC SC - , Inse, moist, grayish-brown, fine-grained, silty, clayey SAND. CGI = 0 ppm. ‘otal Depth = 20 feet. lo caving. lo Ground Water Encountered. lackfilled with Bentonite 12-7-90. ense, moist, grayish-brown, fine-grained silty SAND, clayey. CGI = 0 ppm BORING LOG Proposed Arco Station Palomar Airport Road and Camino Vida Roble Carlsbad, California PROJECT NO 1 DATE I FIGURE ALTON GEOSCIENCE THE RESULTS TEAM DATE DRILLED 1 Z-7-90 BORING # B-5 GROUND ELEVATION SHEET 1 OF 1 METHOD OF DRILLING C.M.E. 55 8” HSA DRIVE WEIGHT 140 LBS. DROP 30 INCH SAMPLED BY M.C. LOGGED BY M.C. DESCRIPTION 11.6 123. SC ____ 13.5 _--- 19.4 --_ 120. --_ 09.! .--- SM 14.2 ._-- SC SC - ery dense, moist, brown, fine-grained, silty SAND, clayey. CGI = 0 ppm cry-dense, moist, grayish-brown, fine-grained silty SAND. CGI = 0 ppm. _-___-___-___-___-__-----------------------------------.--. I erydense, moist, gray, fine-grained, silty SAND, clayey. btal Depth = 20 feet. lo caving. lo Ground Water Encountered. la&filled with Bentonite 12-7-90 ery-dense, moist, gray, fine-grained, silty, clayey SAND. CGI = 0 ppm. ALTON -----.-..-- GEOSCIENCE ,- THE RESULTS TEAM BORING LOG Proposed Arco Station Palomar Airport Road and Camino Vida Roble Carlsbad. California PROJECT NO 15-0131 DATE FIGURE 12-7-90 B-5 APPENDIX C LABORATORY AND FIELD TEST RESULTS Consolidation Tests Consolidation tests were performed on select, relatively undisturbed soil samples in general accordance with ASTM Test Method D2435-80. The samples were saturated during testing to represent adverse field conditions. The percent consolidation for each load cycle was recorded as a ratio of the amount of vertical compression to the original height of the sample. The results of the test are summarized in Figure C-l. Direct Shear Tests Direct shear tests were performed on relatively undisturbed samples in general accordance with ASTM Test Method D3080-72 to evaluate the shear strength characteristics of selected materials. The samples were inundated during shearing to represent adverse field conditions. Test results are presented in Figure C-2. Maximum Dry Density and Optimum Moisture Content Tests The maximum dry density and optimum moisture content of selected representative soil samples were evaluated in general accordance with ASTM Test Method D1557-78. The results of the tests are summarized in the text and in Figure C-3. 1 In-Place Moisture and Density Test The moisture content and dry density of relatively undisturbed soil samples obtained from the soil borings were evaluated in general accordance with ASTM D2216-80. The test results are presented in the boring logs (Appendix B). Resistance R-Value and Expansion Pressure Tests were performed on samples of site soil to obtain results indicative of performance when utilized for base or subgrade subjected to traffic. The tests were performed in accordance with the provisions of ASTM D2844-75. The expansion potential of selected materials was evaluated in general accordance with the Expansion Index Test, UBC Standard No. 29-2. The results are shown in Table C-l. Specimens were molded under a specified collective energy at approximately 50 percent saturation (plus or minus 1 percent). The prepared l-inch-thick by 4-inch-diameter soecimen was loaded with a surcharae of 144 mounds ner souare foot and was inundated with water.* A 2 TABLE C-l EXPANSION INDEX TEST RESULTS Depth Expansion Index Sample Location (feet) and Potential B-l 1.0 to 5.0 Index = 22 Low Expansion Potential l.BORATORY RFPOKC ALTON GEOSCIENCE 25ATECHNOLCGY DRIVE SUITE 2W WINE, CA 92718 Page: lCf1 (714) 753-0101 MANAGER: M. CHUKWUEKE LABORATORY NO. : 9012.043 PROJECT: 15-0131 DATE SAMPLED: 12-07-90 SITE: PALOMAR AIRPORT ROAD DATE RECEIVED: 12.to-so CARLSSAD, CA DATE ANALYZED: 12.1 l-90 SAMPLETYPE: SOIL CC REPORT QC90589 (DHS METHOD) RESULTS (mgikg) LABORATORY NUMBER 9012-043 S-1 @ 24.5’.25 5 ND 9012-044 S-2 @ 15’.15.5 5 ND 9012-045 s-5 @ ISS-20 5 ND Notes: Samples were received chilled, intact. and with Chain of Custody. b Analyses were performed using the DHS method with automated headspace. ALTON GEOSCIENCE LABORATORY REPOR‘I ALTON GEOSCIENCE 25ATECkNOLffiY DRIVE SUITE 203 IRVINE. CA 92718 Page: IOFI (714) 753-0101 MANAGER: Lt. CHUKWUEKE LABORATORY NO. : 9012.048 PROJECT: 15.013110005 DATE SAMPLED: 12-1 t-so SITE: PALOMAR AIRPORT ROAD DATE RECEIVED: 12-11-90 CARLSSAD. CA DATE ANALYZED: 12-11-90 SAMPLETYPE: WATER CC REPORT ac90593 (DHS METHOD) RESULTS (mgl) 9012-048 Bi/MW-1 0.1 ND Notes: Samples were received chilled. intact, and with Chain of Custody. Samples were preserved with 1:l HCI to a pH of < 5. Analyses were performed using the DHS method with purge and trap. lnlp REPORTWPUES OIL”TDT”EIAuPtE WSAMPLES INMITIGATED. WO IS NOTNECEUIRlL”*D~*TIMOFTHEO”*LmOF*PPUlOrTVI DENncucntllllWIPmwcc?s L.a Q_~. -\ fq\. - _ -! - .) I I I I I I I I I I I I I I I I I I I _ I I I r \ CHAIN OF CUSTODY INCLUSIVE DATES SIGNATURE INCLUSIVE DATES 4. 9. 5. 10. -.- )*TE:i;; j!.- C/\. rJ”!zBY: I;-! ‘-:;y-‘;, ABORATORY: PROJECT NAME /ADDRESS: SAMPLERS SIGNANRE: r\$*~:y &;~a; < +a A - 2 6: s - 4L’I - 5 9 I k . . E: G Y cl - NOTES: /‘~-- V’~ p;‘~ ;- r,-; $2. . . . . . , ‘r j,J! SAMPLE SAMPLE LOCATION! SAMPLE SAMPLE TYPE: NUMBER DATWIME DESCRIPTION MATERIAL GRAB COMP ! ! >.- ,I-‘;‘.., -? ; y.,.‘) A:,,~, b ,, Ji .icY~{L LA - - - - - CHAIN OF CUSTODY INCLUSIVE DATES SlGNATURE 6. i ;, .p : I_ ~-.-~~.~-.- 2. ,: :. 1,. 7. INCLUSIVE DATES ‘,‘. 1. 3. ~-_ ‘. 1. ! ,. ; :’ !, .._ \ 8. 4. J 9. 5. 10.