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Home My WebLink AboutSDP 2019-0005; BMW CARLSBAD; GEOTECHNICAL INVESTIGATION REPORT; 2019-12-13.. • .. .. .. .. .. ... • .. .. .. " Geotechnical Investigation Report, AutoNation BMW of Carlsbad, 1050 & 1060 Auto Center Court, Carlsbad, California Prepared For AUTONATION December 13, 2019 GMU Project No. 18-101-00 FEB 2 ·3 2020 CITY Ct-C/\,·"··· t'\D PLAi\Ji'~ii\JG DlViSION 2 5241 ".rroyo Vista Pancho Santa Marq,rnt,1 1 CA c12GB8 949 888 61:i 1.3 i FX 949 8881330 i www gmuqeo corn -.. .. .. • .. "" .. .. -.. .. .. -• .. .. .. .. - AUTONATION 200 SW 1st Street, 14th Floor Fort Lauderdale, FL 33301 ATTENTION: Mr. Axay Patel SUBJECT: Geotechnical Investigation Report AutoNation BMW of Carlsbad 1050 & 1060 Auto Center Court City of Carlsbad, California Dear Mr. Patel: GMU PROJECT: 18-101-00 GMU is pleased to present this geotechnical report for the subject project which summarizes our data, conclusions, and recommendations . Please note that this report has not been prepared for the use by other parties or projects other than those named or described herein. This report may not contain sufficient information for other parties or other purposes. We appreciate the opportunity to work on this project. Please do not hesitate to contact the undersigned if you have any questions regarding any aspect of this report. Respectfully submitted, <-~..,.,..na, MS, QSP, PE 84197 Senior Engineer DISTRIBUTION: Addressee: Electronic copy Commercial Development Resources (CDR) Attn: Mr. Royce Eklund (2 wet signed copies and electronic copy) SPARC+ Attn: Mr. Cord McLean (Electronic copy) Dally & Associates Attn: Mr. Brian Ellestad (Electronic copy) 2521/l Arroyo VtSt'<.1 Ra.ncho Santa Ma19arita I CA 92688 FX 949 bSKBf\O i "vvvvv.gn,w;;eo.eorn .. "' .. Mr. Axay Patel, AUTONATION • Geotechnical Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, Carlsbad .. TABLE OF CONTENTS .. .. Description Page INTRODUCTION .......................................................................................................................... 1 .. PURPOSE ................................................................................................................................. I SCOPE ...................................................................................................................................... 1 LOCATION .............................................................................................................................. 2 SITE DESCRIPTION ..................................................................................................................... 2 TOPOGRAPHY AND PREVIOUS GRADING ...................................................................... 2 PROJECT DESCRIPTION ............................................................................................................. 3 .. SUBSURFACE EXPLORATION .................................................................................................. 3 GEOLOGIC FINDINGS ................................................................................................................ 4 .. REGIONAL GEOLOGIC SETTING ....................................................................................... 4 11 SUBSURFACE MATERIALS ................................................................................................. 4 Engineered Fill (Qafc) ....................................................................................................... 4 .. Santiago Formation (Tsa) .................................................................................................. 4 .. GROUNDWATER ................................................................................................................... 5 GEOLOGIC HAZARDS ................................................................................................................ 5 FAUL TING AND SEISMICITY ............................................................................................. 5 LIQUEFACTION AND SEISMIC SETTLEMENT ................................................................ 5 Liquefaction ....................................................................................................................... 5 Secondary Seismic Hazards .............................................................................................. 5 LANDSLIDES .......................................................................................................................... 6 TSUNAMI, SEICHE, AND FLOODING ................................................................................ 6 GEOTECHNICAL ENGINEERING FINDINGS .......................................................................... 6 .. SOIL EXPANSION .................................................................................................................. 6 SOIL CORROSION ................................................................................................................. 6 • PRELIMINARY INFILTRATION TESTING ......................................................................... 7 .. EXCAVATION CHARACTERISTICS ................................................................................... 8 .. Rippability ......................................................................................................................... 8 IN-SITU SOIL MOISTURE CONDITIONS ........................................................................... 8 .. CONCLUSIONS ............................................................................................................................. 8 .. RECOMMENDATIONS ................................................................................................................ 9 GENERAL SITE PREPARATION AND GRADING ............................................................. 9 General .............................................................................................................................. 9 Clearing and Grubbing ...................................................................................................... 9 Corrective Grading ............................................................................................................ 9 .. Temporary Excavations ................................................................................................... 11 STRUCTURE SEISMIC DESIGN ......................................................................................... 11 .. .. date GMU Project XX .. .. .. .. .. .. .. .. ,,. -.. .. 'Ill 411 .. .. .. -• • • .. .. -... .. .. .. .. .. .. -.. - , .. .. .. • • ,,...-...... .._. ---,~ __ , Mr. Axay Patel, AUTONATION Geotechnical Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, Carlsbad TABLE OF CONTENTS (continued) Description Page FOUNDATION DESIGN AND CONSTRUCTION ............................................................. 12 General ............................................................................................................................ 12 General Foundation Design Parameters .......................................................................... 12 Slab Subsection and Slab Design .................................................................................... 13 Foundation Design Parameters ........................................................................................ 14 Wall Design Parameters . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 STRUCTURAL CONCRETE ................................................................................................ 15 FERROUS METAL CORROSION PROTECTION .............................................................. 16 MOISTURE VAPOR TRANSMISSION ............................................................................... 16 Moisture Vapor Retarder ................................................................................................. 16 SURF ACE DRAINAGE ......................................................................................................... 17 UTILITY TRENCH BACKFILL CONSIDERATIONS ........................................................ 17 General ............................................................................................................................ 17 Pipe Bedding ................................................................................................................... 1 7 Trench Backfill ................................................................................................................ 18 ASPHALT CONCRETE PAVEMENT THICKNESS RECOMMENDATIONS ................. 18 Asphalt Pavement Design ............................................................................................... 18 CONCRETE PAVEMENT .THICKNESS RECOMMENDATIONS .................................... 19 PERMEABLE PA VER DESIGN ........................................................................................... 20 Permeable Concrete Interlocking Vehicular Paver Design ............................................. 20 CONCRETE FLATWORK DESIGN ..................................................................................... 20 PLANTERS AND TREES ..................................................................................................... 21 BIORETENTION AREAS ..................................................................................................... 21 PLAN REVIEW/ GEOTECHNICAL TESTING DURING GRADING I .................................. 22 FUTURE REPORT ................................................................................................................. 22 Plan Review ..................................................................................................................... 22 Geotechnical Testing ....................................................................................................... 22 Future Report ................................................................................................................... 22 CLOSURE .................................................................................................................................... 24 REFERENCES ............................................................................................................................. 25 PLATES Plate 1 Plate 2 Plate 3 December 13, 2019 --Location Map --Geotechnical Map --Retaining Wall Construction Detail 11 GMU Project 18-101-00 • • .. ... .. .. .. .. ... -... -.. .., -.. .. .. .. .. • Mr. Axay Patel, AUTON A TION Geotechnica/ Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, Carlsbad APPENDICES APPENDIX A: APPENDIXB: APPENDIXC: December 13, 2019 TABLE OF CONTENTS (continued) Geotechnical Exploration Procedures and Drill Hole Logs, by GMU Geotechnical, Inc. Geotechnical Laboratory Procedures and Test Results by GMU Geotechnical, Inc. Infiltration Test Result lJl GMU Project 18-101-00 -.. .. - .. ... .. .. .. .. .. .. .. -.. - .. .. .. .. -... .. - INTRODUCTION PURPOSE This report presents the results of our geotechnical foundation investigation of soil and geologic conditions for the proposed 2-story dealership building development and site improvements, as shown on the reference (1) conceptual grading plans by CDR West, for the AutoNation BMW Carlsbad Dealership to be located at 1050/1060 Auto Center Court within Car Country Carlsbad in the City of Carlsbad . SCOPE The scope of our geotechnical foundation investigation along with future plan reviews, as outlined in our May 8, 2018 proposal, is as follows: 1. 2 . 3. 4. 5. Reviewed and efficiently utilized data from the reference (2) geotechnical investigation report by others, and reference (3) as-graded and observation and testing report by others pertaining to the subject property, current plans and building sections, and anticipated building loading . Staked seven (7) hollow stem auger drill holes, coordinated with AutoNation, and contacted Utility Underground Service Alert (USA/Dig Alert) in order to provide advance notification of the 7 subsurface drill holes planned within the AutoNation BMW Carlsbad Dealership project area. Performed a field subsurface exploration program consisting of advancing one ( 1) hollow stem auger drill hole to a depth of approximately 50 feet, four ( 4) hollow stem auger drill hole to a depth of approximately 20 feet, and two hollow stem auger drill holes to a depth of approximately 5 feet in the planned bio-retention (infiltration) areas outside the dealership building and in adjacent parking lot areas. Logged the drill holes and obtained bulk and drive soil samples for geotechnical laboratory testing. Infiltration tests were performed concurrently with the two shallow drill hole locations, which was coordinated with the project civil engineer. Performed laboratory testing on soil samples obtained from the drill holes. Testing included moisture and density, particle size, Atterberg Limits, expansion, chemical, compaction, consolidation, direct shear strength, and R-value tests . Interpreted and evaluated the newly acquired field and laboratory data and integrated with the previously obtained existing data by others. Performed geotechnical engineering design which included settlement analysis, liquefaction analysis, bearing capacity and .. .. .. .. .. .. .. "' .. .. .. -.. -... .. .. -.. Mr. Axay Patel, AUTONA TION Geotechnical Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, Carlsbad 6. 7. associated settlement, pavement design, and seismic parameters in accordance with the California Building Code (CBC) 2016 standards . Supported the design processes by providing geotechnical design memos/e-mails with geotechnical design conclusions and recommendations for the proposed project. This included the following: • Foundation design and anticipated settlement of the dealership building. • Site preparation, building foundation excavation, and precise grading requirements. • Acceptability of the site soils for use as fill and backfill. • Infiltration results. • Site seismicity and seismic design parameters. • Lateral earth pressures and temporary excavation. • Liquefaction potential of the site soils . • Retaining wall/site wall design parameters. • Installation of underground utilities. • Flatwork design. • Asphalt pavement and concrete pavement designs. Prepared and distributed this formal geotechnical foundation report for the BMW of Carlsbad Dealership containing our final geotechnical conclusions and recommendations to support the main project submittal and permitting process. LOCATION The site is located at 1050 and 1060 Auto Center Court in the City of Carlsbad, California. The site is bound by Auto Center Court on the south, Car County Drive on the east, Canyon Road on the north, and asphalt pavement and parking structure on the west. The general location of the project site is shown on Plate 1 . SITE DESCRIPTION TOPOGRAPHY AND PREVIOUS GRADING The subject site is relatively flat, with local gentle northerly gradients from the comer of Auto Center Court and Car Country Drive towards Canyon Road. Currently, the site is occupied by a one-story, U-shaped building, asphalt concrete pavement, site walls, and planter areas . December 13, 2019 2 GMU Project 18-101-00 .. • • ... .. .. .. .. 111 .. .. • ... .. 41 .. ... .. ... .. .. ... Mr. Axay Patel, AUTONA TION Geotechnical Investigation Report -AutoNation BMW of Carlsbad, I 050/1060 Auto Center Court, Carlsbad Previous geotechnical investigation for this site was completed in 1987 by Woodward-Clyde Consultants, which is listed as reference (2). Following the geotechnical investigation in 1987, the site was mass graded by Kleinfelder in 1988 in accordance with reference (3). PROJECT DESCRIPTION The subject project site is currently serving as an automotive dealer and repair complex surrounded by an asphalt concrete pavement parking lot and drives. We understand that the project will consist of the construction of a new BMW dealership with a 2-story building and rooftop parking. The second level of the building will be utilized for service. The structure will consist of a concrete columns and post-tensioned deck, and the front of the showroom will consist of steel-framed structure. It is also our understanding that the structure will be situated at-grade. In addition, we understand that the foundations for the proposed structure will be designed to account for one-level of future expansion. Based on our correspondence with the project structural engineer, the following building loads were provided for use in our analyses: Building Structural Loads Two-Story Building -Current Design Dead: 375 Dead: 230 Live: 152 Live: 92 Future Addition Dead: 145 Dead: 90 Live: 68 Live: 40 Total Loads Dead: 520 Dead: 320 Live: 220 Live: 132 SUBSURFACE EXPLORATION GMU conducted a subsurface exploration program to evaluate the soil conditions below the proposed building and parking areas. A total of seven (7) hollow-stem-auger, truck-mounted drill holes were excavated to a maximum depth of 21.5 feet below the existing grade. The drill hole locations are shown on Plate 2 -Geotechnical Map. Drill hole logs are contained in Appendix A. The drill holes were logged by our Staff Geologist, and samples were collected in each of the drill holes for laboratory testing. Percolation testing was also performed in two (2) of the drill hole locations (DH-6 and DH-7) . December 13, 2019 3 GMU Project 18-101-00 .. ... .. • .. .. • .. .. - -• .. .. .. • • .. • .. • .. • - Mr. Axay Patel, AUTONATION Geotechnical Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, Carlsbad LABO RA TORY TESTING Laboratory testing for the subject investigation was performed to characterize moisture and density, particle size distribution, Atterberg Limits, expansion index, maximum density, corrosion, direct shear, consolidation, and R-value. The results of our laboratory testing are summarized on Table B-1 and included within Appendix B -Laboratory Testing. GEOLOGIC FINDINGS REGIONAL GEOLOGIC SETTING The subject site is located within the coastal plain section of the Peninsular Ranges geomorphic province of California. This regional area of northern San Diego County generally consists of low eroded hills bisected by valleys filled with Quaternary alluvium. The site is underlain by the Tertiary-age Santiago Formation. Due to previous grading and development activity, this bedrock unit is locally overlain by a thin unit of artificial fill. SUBSURFACE MATERIALS Engineered Fill (Qafc) Engineered fill soils were encountered in all excavations at the site and consist of brown to dark brown, damp silty sands. The fills were placed as part of the previous grading operations and are estimated to be up to 8 feet in depth, with an average of 5 feet in depth. The fill soils largely possess low plasticity/expansion characteristics. Engineered fill soils were placed in 1988 under the observation of Kleinfelder (reference (3)) . Santiago Formation (Tsa) Bedrock of the Santiago Formation underlies the site and was encountered under the fill in borings DH-1, DH-2, DH-3, DH-4, and DH-5. Where encountered, the bedrock consisted of brown to gray, damp to moist silty sandstone with interbeds of claystone, siltstone, and fine sandstone. Geologic structure was not observed in the samples collected; however, based on previous geotechnical reports and regional publications, structure within the bedrock is expected to be generally horizontal. December 13, 2019 4 GMU Project 18-101-00 .. 4111 -.. .. • • -• -.. .. .. .. .. .. -... Mr. Axay Patel, AUTON A TION Geotechnical Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, Carlsbad GROUNDWATER Groundwater was not observed during our exploration to a maximum depth of 51.5 feet below the existing grade. Groundwater conditions may vary across the site due to stratigraphic and hydrologic conditions and may change over time as a consequence of seasonal and meteorological fluctuations, or activities by humans at this site and nearby sites. However, based on the above findings, groundwater is unlikely to impact the proposed development. GEOLOGIC HAZARDS FAUL TING AND SEISMICITY The site is not located within an Alquist-Priolo Earthquake Fault Zone, and no known active faults are shown on the reviewed geologic maps crossing the site, however, the site is located in the seismically active region of Southern California. The nearest known active faults are the San Rose Canyon and Newport Inglewood fault systems, which are located approximately 4.5 miles from the site and capable of generating a maximum earthquake magnitude (Mw) of 6.9 and 7.5, respectively . Given the proximity of the site to these and numerous other active and potentially active faults, the site will likely be subject to earthquake ground motions in the future. A site PGAM of 0.48g was calculated for the site in conformance with the 2016 CBC. This PGAM is primarily dominated by earthquakes with a mean magnitude of 6.6 at a mean distance of 8.6 miles from the site using the USGS 2014 Interactive Deaggregation website. LIQUEFACTION AND SEISMIC SETTLEMENT Liquefaction Based on our review of Figure 3.5-3 of the Draft Program Environmental Impact Report for the Carlsbad General Plan Update, Chapter 3.5, the site is not located within a zone of potential liquefaction. In addition, based on the lack of shallow groundwater, relatively uniform soil stratum across the site, and our liquefaction analysis, it is our professional opinion that the liquefaction potential at the site is very low . Secondary Seismic Hazards Seismically induced dry sand settlement is the ground settlement due to densification of loose, dry, cohesionless soils during strong earthquake shaking. Based on our secondary seismic hazard December 13, 2019 5 GMU Project 18-101-00 .. .. • .. • .. • .. • .. • .. .. .. ... .. • .. .. .. .. Mr. Axay Patel, AUTON A TION Geotechnical Investigation Report -AutoNation BMW of Carlsbad, I 050/1060 Auto Center Court, Carlsbad analysis, it is our professional opm10n that the potential for seismically induced dry-sand settlement is low . LANDSLIDES Based on our review of available geologic maps, literature, topographic maps, aerial photographs, and our subsurface evaluation, no landslides or related features underlie or are adjacent to the subject site. Due to the relatively level nature of the site and surrounding areas, the potential for landslides to occur at the project site is considered negligible . TSUNAMI, SEICHE, AND FLOODING The site is located approximately 0.75 miles from the Pacific Ocean, however, it is not located within a tsunami inundation hazard zone in accordance with the County of San Diego Tsunami Inundation Map for Emergency Planning. The potential for the site to be adversely impacted by earthquake-induced seiches is considered to be negligible due to the lack of any significant enclosed bodies of water located in the vicinity of the site. The site is within an area of minimum flooding (Zone X) as defined by the Federal Emergency Management Agency (FEMA, 2012). GEOTECHNICAL ENGINEERING FINDINGS SOIL EXPANSION Based on our evaluation and experience with similar material types, the sandy soils encountered near the ground surface at the site exhibit a very low expansion potential. SOIL CORROSION Based on laboratory test results for pH, soluble chlorides, sulfate, and minimum resistivity of the site soils obtained during our subsurface investigation, the on-site soils should be considered to have the following: December 13, 2019 6 GMU Project 18-101-00 .. .. - .. .. ... .. • ... .. -.. .. .. .. .. .. Mr. Axay Patel, AUTON A TION Geotechnica/ Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, Carlsbad • A negligible sulfate exposure to concrete per ACI 318-14, Table 19.3.1.1 • A high minimum resistivity indicating conditions that are moderately corrosive to ferrous metals. • A chloride content ofup to 384 ppm (corrosive to ferrous metals). The laboratory testing program performed for this project does not address the potential for corrosion to copper piping. In this regard, a corrosion engineer should be consulted to perform more detailed testing and develop appropriate mitigation measures (if necessary). The above discussion is provided for general guidance in regards to the corrosiveness of the on-site soils to typical metal structures used for construction. Detailed corrosion testing and recommendations for protecting buried ferrous metal and/or copper elements are beyond our purview. If detailed recommendations are required, a corrosion engineer should be consulted to develop appropriate mitigation measures . PRELIMINARY INFILTRATION TESTING Two (2) preliminary infiltration tests were performed in general conformance with the County of San Diego Low Impact Development (LID) Handbook. The infiltration drill holes were excavated to depths ranging from 4 to 5 feet below the existing grade using a hollow-stem-auger, truck-mounted drill rig. The calculated unfactored infiltration rates are presented in the table below. The infiltration rates do not incorporate a factor of safety. Calculated Infiltration Rates Based on our preliminary infiltration test result as discussed previously in this report and as presented in Appendix C, the two test locations showed inadequate infiltration rates within the upper 5 feet of the site soils. Also, due to the presence of engineered fill and dense to very dense formation, infiltration at the site is deemed not feasible . The preliminary percolation test hole locations are shown on the attached Geotechnical Map, Plate 2. The results of the infiltration testing are summarized in Appendix C of this report and site infiltration recommendations are presented later in this report . December 13, 2019 7 GMU Project 18-101-00 -.. .. .. .. .. .. -.. .. .. - - .. .. -.. .. ... .. • Mr. Axay Patel, AUTON A TION Geotechnical Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, Carlsbad EXCAVATION CHARACTERISTICS Rippability The majority of the soil materials underlying the site can be excavated with scrapers and other conventional grading equipment. The bedrock is moderately hard and partially cemented, which yields difficult trenching conditions and may require heavy duty equipment. IN-SITU SOIL MOISTURE CONDITIONS Both the fill and formation soils are in damp to moist condition. In general, soils within the upper 10 feet have an average degree of saturation of less than 60%. It should be noted, however, that the moisture content within the upper several feet may vary depending on rainfall and the time of year in which grading occurs . CONCLUSIONS Based on our geotechnical findings, the following is a summary of our conclusions: 1. 2. The project area is not underlain by any known active faults. Groundwater is not expected to be encountered and is not anticipated to have a significant impact on the proposed development. 3. The site is not subject to liquefaction nor seismically induced dry sand settlement. 4. 5 . 6 . Site soils within the at-grade foundation influence zone are anticipated to have a very low expansion potential based on our recent laboratory test results and local experience. Recommendations for the proposed developments are based on a "very low to low" expansive condition. Corrosion testing indicates that the on-site soils have a negligible sulfate exposure and are moderately corrosive to buried ferrous metals and reinforcing steel. Consequently, any metal exposed to the soil shall be protected. Based on our percolation testing and calculated infiltration rates, the site soils in the upper 5 feet are deemed not feasible for infiltration of water . December 13, 2019 8 GMU Project 18-101-00 • • .. .. .. .. .. .. .. • • .. • .. • - .. .. • .. • .. .. .. .. Mr. Axay Patel, AUTON A TION Geotechnica/ Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, Carlsbad RECOMMENDATIONS GENERAL SITE PREPARATION AND GRADING General The following recommendations pertain to any required grading associated with the proposed improvements and corrective grading needed to support the proposed improvements. All site preparation and grading should be performed in accordance with the City of Carlsbad grading code requirements and the recommendations presented in this report . Clearing and Grubbing All significant organic material such as weeds, brush, tree branches, or roots, or construction debris such as old irrigation lines, asphalt concrete, and other decomposable material should be removed from the area to be graded. No rock or broken concrete greater than 6 inches in diameter should be utilized in the fills. Corrective Grading Corrective grading will serve to create a firm and workable platform for construction of the proposed developments such as new 2-story dealership and associated pavement and site flatwork. The fill material encountered during our subsurface investigation is competent for support of new foundations provided that remedial grading is performed in order to densify any disturbed soil that may be encountered during the grading operation. Based on our review of existing as-graded reports for the subject site, we understand that portion of the proposed car dealership building will be situated in engineered fill while the remaining portion will be situated in cut exposing Santiago Formation. For structures that will be found in both cut and fill areas, the cut portion of the building foundation shall be supported on at least 3 feet of compacted fill . The approximate limits of the cut/fill transition are provided on the attached Plate 2 - Geotechnical Map, however, the actual limits of the transition should be field verified during grading by the geotechnical engineer of record. It should be noted that the recommendations provided herein are based on our subsurface exploration and knowledge of the on-site geology. Actual removals may vary in configuration and volume based on observations of geologic materials and conditions encountered during grading. The bottom of all remedial grading removals should be observed by a GMU representative to verify the suitability of in-place soil prior to performing scarification and recompaction. Corrective grading recommendations are outlined below . December 13, 2019 9 GMU Project 18-101-00 • • .. .. -.. .. • • - .. ... • ... .. • .. .. .. Mr. Axay Patel, AUTONATION Geotechnical Investigation Report -AutoNation BMW of Carlsbad, I 050/1060 Auto Center Court, Carlsbad Foundations Within Fill Portion/Slab on Grade: Grading recommendations for support of new foundations within existing engineered fill and slab on grade should consist of the following: o The bottom of the foundation/slab section should be scarified to a depth of at least 8 inches, moisture conditioned to 2% above optimum moisture content, and recompacted to at least 90% relative compaction. Foundations Within Cut Portion: Grading recommendations for support of new foundations within the cut portion should consist of the following: o The foundation should be excavated to a depth of at least 3 feet below the bottom of the footing. o The bottom of the foundation should then be scarified to a depth of at least 6 inches, moisture conditioned to 2% above optimum moisture content, and recompacted to at least 90% relative compaction. o Following the approval of the over-excavation bottom by a representative of GMU, the onsite material may be used as fill material to achieve the planned subgrade elevation. o The fill material should then be placed in 6-to-8-inch-thick lifts, moisture conditioned to at least 2% above optimum moisture content, and compacted to achieve 90% relative compaction. Flatwork/Pavement Areas: Grading recommendations for the support of the asphalt and concrete pavement and flatwork should consist of the following: o The pavement/flatwork section should be excavated to the bottom of the pavement structural/flatwork section (i.e., bottom of the aggregate base) . o The bottom of the excavation should then be scarified to a depth of at least 8 inches, moisture conditioned to least 2% above optimum moisture content, and recompacted to at least 90% relative compaction . o Following the approval of the over-excavation bottom by a representative of GMU, the onsite material may be used as fill material to achieve the planned subgrade elevation. o The fill material should then be placed in 6-to-8-inch-thick lifts, moisture conditioned to at least 2% above optimum moisture content, and compacted to achieve 90% relative compaction . If the existing loose fill materials are found to be disturbed to depths greater than the proposed remedial grading, then the depth of over-excavation and re-compaction should be increased accordingly in local areas as recommended by a representative of GMU . December 13, 2019 GMU Project 18-101-00 .. .. .. .. • .. .. .. .. ,. .. .. .. 411 .. ... .. "' .... -.. • .. .. Mr. Axay Patel, AUTON A TION Geotechnical Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, Carlsbad Temporary Excavations Temporary excavations for demolitions, earthwork, footings, and utility trenches are expected. We anticipate that unsurcharged excavations with vertical side slopes less than 4 feet high will generally be stable, however, some sloughing of cohesionless sandy materials encountered near the existing grade at the site should be expected. Our recommendations for temporary excavations are as follows: • Temporary, unsurcharged excavation sides over 4 feet in height should be sloped no steeper than an inclination of lH: 1 V (horizontal:vertical). • Where sloped excavations are created, the tops of the slopes should be barricaded so that vehicles and storage loads do no encroach within 10 feet of the tops of the excavated slopes. A greater setback may be necessary when considering heavy vehicles, such as concrete trucks and cranes. GMU should be advised of such heavy vehicle loadings so that specific setback requirements can be established . • If the temporary construction slopes are to be maintained during the rainy season, berms are recommended to be graded along the tops of the slopes in order to prevent runoff water from entering the excavation and eroding the slope faces . Our temporary excavation recommendations are provided only as minimum guidelines. All work associated with temporary excavations should meet the minimal requirements as set forth by CAL-OSHA. Temporary slope construction, maintenance, and safety are the responsibility of the contractor. STRUCTURE SEISMIC DESIGN No active or potentially active faults are known to cross the site, therefore, the potential for primary ground rupture due to faulting on-site is very low. However, the site will likely be subject to seismic shaking at some time in the future. Based on our field exploration and the site soil profile, the site should be designated as Site Class D based on the measured Standard Penetration Resistance within drill hole DH-3. The seismic design coefficients based on ASCE 7-10 and 2016 CBC are listed in Table 2 below . December 13, 2019 11 GMU Project 18-101-00 .. .. .. ... .. ... .. .. .. .. .. .. .. .. • .. .. .. .. .. Mr. Axay Patel, AUTONA TION Geotechnical Investigation Report -AutoNation BMW of Carlsbad, 105011060 Auto Center Court, Carlsbad Table 2: 2016 CBC Site Categorization and Site Coefficients Site Class based on Soil Profile ASCE 7, Table 20.3-1 D Short Period S ectral Acceleration Ss 1.145 I-sec. Period S ectral Acceleration S, 0.440 1.042 1.560 1.193 0.687 0.795 0.458 0.456 Site Coefficient FPoA 1.044 0.476 6.6 MCE: Maximum Considered Earthquake •• Values Obtained from USGS Earthquake Hazards Program website are based on the ASCE7-10 and 2016 CBC and site coordinates ofN33. l 346° and Wl 17.3242°. It should be recognized that much of southern California is subject to some level of damaging ground shaking as a result of movement along the major active (and potentially active) fault zones that characterize this region. Design utilizing the 2016 CBC is not meant to completely protect against damage or loss of function. Therefore, the preceding parameters should be considered as minimum design criteria . FOUNDATION DESIGN AND CONSTRUCTION General The criteria contained in the following section may be used for the design and construction of the proposed car dealership. Foundation design parameters are presented below . General Foundation Design Parameters o Bearing Material: Engineered Fill o Removal and Re-compaction Depth: 3 feet below bottom of footing for foundations found within the cut portion of the site . o Minimum Footing Size: • Width: 24 inches • Depth: 24 inches embedment below lowest adjacent soil grade (depth) December 13, 2019 12 GMU Project 18-101-00 .. - • • -... • • .. ... .. ... ... .. • .. .. - " .. ... • 11 Mr. Axay Patel, AUTONATION Geotechnical Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, Carlsbad o Allowable Bearing Capacity: 3,500 psf for the minimum footing size given above . ■ May be increased by 250 psf for every footing width and 650 psf for every footing depth to a maximum allowable bearing pressure of 4,500 psf. • Above value may be increased by 1/3 for temporary loads such as wind or se1sm1c o Settlement: ■ Static Settlement: • Total: 1.0 inch o Settlement is expected to occur during construction or shortly thereafter. o 0. 7 inches will occur for the current development loading o 0.3 inches will occur for the future addition loading • Differential: 0.50 inches over a span of 40 feet o Lateral Foundation Resistance: ■ Allowable passive resistance: 300 psf/ft ( disregard upper 6 inches, max 3,000 psf) ■ Allowable friction coefficient: 0.30 • Above values may be combined without reduction and may be increased by 1/3 for temporary loads such as wind or seismic Slab Subsection and Slab Design Minimum Thickness: The minimum slab thickness shall be 6 inches . Minimum Slab Reinforcement: Minimum slab reinforcement shall not be less than No. 4 bars placed at 18 inches on center. Welded wire mesh is not recommended. Care should be taken to position the reinforcement bars in the center of the slab . Slab Subgrade: • The upper 12 inches of the on-site soils and subgrade soil should be moisture conditioned to 2% above the optimum moisture content and compacted to a minimum relative compaction of 90% in accordance with the latest version of ASTM D1557. • A 4-inch-thick section of compacted ¾-inch crushed rock shall be provided directly below the slab. • Place moisture vapor retarder per the Moisture Vapor Transmission section of this report. • Sand above the moisture retarder/barrier (i.e., directly below the slab) is not a geotechnical issue. This should be provided by the structural engineer of record based on the type of slab, potential for curling, etc . December 13, 2019 13 GMU Project 18-101-00 • .. .. .. ... .. .. • • ... • .. .. - .. .. .. .. Mr. Axay Patel, AUTON A TION Geotechnical Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, Carlsbad RETAINING WALL DESIGN CONSTRUCTION CRITERIA The following criterion is considered applicable to the design and construction of retaining walls at the subject site. The design assumes a maximum 6-foot-high retaining wall (i.e., from top of footing to top of retaining portion of wall) with level backfill conditions. In addition, the design assumes the use of on-site select backfill in accordance with Plate 3 -Retaining Wall Construction Detail. Foundation Design Parameters Minimum Foundation Width: Minimum Foundation Depth: 18 inches Depth below lowest adjacent grade to bottom of footing: o 18 inches Bearing Materials: Engineered fill o 3 feet of engineered fill below bottom of footing for foundations within the cut portion of the site . Allowable Bearing Capacity: 2,500 psf for footing on level ground o 1/3 increase for wind or seismic conditions Allowable Coefficient of Friction: 0.30 Unit Weight of Backfill: 125 pcf Allowable Passive Earth Pressure: 300 psf/ft of depth (static) Wall Design Parameters Active Earth Pressure: Weight of Backfill: Control/Construction Joints: December 13, 2019 o Disregard upper 6 inches o 1/3 increase for seismic conditions 35 pcf -level backfill ( Assumes the use of select soils in backfill zone) 125 pcf As a minimum, maximum spacing of 15 feet and at angle points 14 GMU Project 18-10 l-00 "' .. .. .. .. .. .. .. ... .. .. • • • .. .. .. .. .. .. .. .. -.. .. Mr. Axay Patel, AUTON A TION Geotechnical Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, Carlsbad Waterproofing: Concrete: Wall Backfill and Drainage: The back side of all retaining walls should be waterproofed down to the top of the foundation prior to placing subdrains or backfill. The design and selection of the waterproofing system is outside the scope of our report and is outside our purview . 0.50 w/c ratio Type II/V cement (geotechnical perspective only) . See Retaining Wall Construction Detail Diagram and Notes (Plate 3) for backfill and drainage requirements . The unrestrained (active) values are applicable when the walls are designed and constructed as cantilevered walls allowing sufficient wall movement to mobilize active pressure conditions. This wall movement should not be less than 0.01 H (H = height of wall) for the unrestrained values to be applicable . Provided that the retaining walls have a maximum height of less than 6 feet, the current 2016 CBC indicates that the incorporation of seismic earth pressures is not required . STRUCTURAL CONCRETE Laboratory tests indicate that the onsite soils are classified as having a "negligible" sulfate exposure and "SO" sulfate exposure category per ACI 318-14, Table 19.3.1.1. However, due to the low to moderate soil resistivity and chloride contents obtained from our test result, the on-site soil is severely corrosive to ferrous metals such as reinforcing steel. On this basis, we recommend that a Type II/V cement with a maximum water to cement ratio of 0.50 be used for structural elements (i.e., foundations, walls, etc.). Utilization of CBC moderate sulfate level requirements will also serve to reduce the permeability of the concrete and help minimize the potential of water and/or vapor transmission through the concrete. Wet curing of the concrete per ACI Publication 308 is also recommended . Wet curing of the concrete per ACI Publication 308 is also recommended . The aforementioned recommendations in regards to concrete are made from a soils perspective only. Final concrete mix design is beyond our purview. All applicable codes, ordinances, regulations, and guidelines should be followed in regard to the designing a durable concrete with respect to the potential for sulfate exposure from the on-site soils and/or changes in the environment. December 13, 2019 15 GMU Project 18-101-00 .. .. -.. .. .. - .. .. - -.. • - -.. .. .. .... .. - • .. Mr. Axay Patel, AUTONATION Geotechnical Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, Carlsbad FERROUS METAL CORROSION PROTECTION The results of the laboratory chemical tests performed on a sample of soil collected within the site indicate that the on-site soils are corrosive to ferrous metals. Consequently, metal structures which will be in direct contact with the soil (i.e., underground metal conduits, pipelines, metal sign posts, etc.) and/or in close proximity to the soil (wrought iron fencing, etc.) may be subject to corrosion. The use of special coatings or cathodic protection around buried metal structures has been shown to be beneficial in reducing corrosion potential. Additional provisions will be required to address high chloride contents of the soil per the 2016 CBC to protect the concrete reinforcement. The laboratory testing program performed for this project does not address the potential for corrosion to copper piping. In this regard, a corrosion engineer should be consulted to perform more detailed testing and develop appropriate mitigation measures (if necessary). The above discussion is provided for general guidance in regards to the corrosiveness of the on-site soils to typical metal structures used for construction. Detailed corrosion testing and recommendations for protecting buried ferrous metal and/or copper elements are beyond our purview. If detailed testing is required, a corrosion engineer should be consulted to perform the testing and develop appropriate mitigation measures . MOISTURE VAPOR TRANSMISSION Moisture Vapor Retarder A vapor retarder or barrier equivalent to Stego 15 Mil Class A should be utilized overtop of the required gravel/stone course. The retarder/barrier should be installed as follows: o Below moisture-sensitive flooring areas. o Installed per manufacture's specifications as well as with all applicable recognized installation procedures such as ASTM E 1643-98 . o Joints between the sheets and the openings for utility piping should be lapped and taped. If the barrier is not continuously placed across footings/ribs, the barrier should, as a minimum, be lapped into the sides of the footing/rib trenches down to the bottom of the trench. o Punctures in the vapor barrier should be repaired prior to concrete placement. The need for sand and/or the amount of sand above the moisture vapor retarder should be specified by the structural engineer. The selection of sand above the retarder is not a geotechnical engineering issue and is hence outside our purview. It should be noted that the moisture retarder is intended only to reduce moisture vapor transmissions from the soil beneath the concrete and is consistent with the current standard of the December 13, 2019 16 GMU Project 18-101-00 .. .. .. 41 - .. .. .. -.. .. 11 -• .. .. - 411 .. - ... .. .. .. Mr. Axay Patel, AUTON A TION Geotechnical Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, Carlsbad industry in building construction in southern California. It is not intended to provide a "waterproof' or "vapor proof' barrier or reduce vapor transmission from sources above the retarder (i.e., concrete). The evaluation of water vapor from any source and its effect on any aspect of the proposed building space above the slab (i.e., floor covering applicability, mold growth, etc.) is outside our purview and the scope of this report . SURFACE DRAINAGE Surface drainage should be carefully controlled during and after grading to prevent ponding and uncontrolled runoff adjacent to the structures. Particular care will be required during grading to maintain slopes, swales, and other erosion control measures needed to direct runoff toward permanent surface drainage facilities. Positive drainage of at least 2% away from the perimeters of the structures and site pavements should be incorporated into the design. In addition, it is recommended that nuisance water be directed away from the perimeter of the structures by the use of area drains in adjacent landscape and flatwork areas and roof drains tied into the site storm drain system. UTILITY TRENCH BACKFILL CONSIDERATIONS General New utility line pipelines should be backfilled with both select bedding materials beneath and around the pipes and compacted soil above the pipe bedding. Recommendations for the types of the materials to be used and the proper placement of these materials are provided in the following sections. Pipe Bedding The pipe bedding materials should extend from at least 6 inches below the pipes to at least 12 inches above the crown of the pipes. Pipe bedding should consist of either clean sand with a sand equivalent (SE) of at least 30 or crushed rock. If crushed rock is used, it should consist of ¾-inch crushed rock that conforms to Table 200-1.2 of the 2018 "Greenbook." Pipe bedding should also meet the minimum requirements of the City of Carlsbad. If the requirements of the County are more stringent, they should take precedence over the geotechnical recommendations. Sufficient laboratory testing should be performed to verify the bedding meets the minimum requirements of the Green book. Based on our subsurface exploration and knowledge of the onsite materials, the soils that will be excavated from the pipeline trenches will not meet the recommendations for pipe bedding materials; therefore, imported materials will be required for pipe bedding . December 13, 2019 17 GMU Project 18-101-00 • • .. • .. .. .. .. .. • • .. .. .. .. .. .. .. • • • .. Mr. Axay Patel, AUTON A TION Geotechnical Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, Carlsbad Granular pipe bedding material having a sand equivalent of 30 or greater should be properly placed in thicknesses not exceeding 3 feet, and then sufficiently flooded or jetted in place. With proper techniques, flooding or jetting is not expected to have an adverse impact on existing site soils . Crushed rock, if used, should be capped with filter fabric (Mirafi 140N, or equivalent) to prevent the migration of fines into the rock. Trench Backfill All existing soil material within the limits of the pipeline alignment are considered suitable for use as trench backfill above the pipe bedding zone if care is taken to remove all significant organic and other decomposable debris, moisture condition the soil materials as necessary, and separate and selectively place and/or stockpile any inert materials larger than 6 inches in maximum diameter. Imported soils are not anticipated for backfill since the on-site soils are suitable. However, if imported soils are used, the soils should consist of clean, granular materials with physical and chemical characteristics similar to those described herein for on-site soils. Any imported soils to be used as backfill should be evaluated and approved by GMU prior to placement. Soils to be used as trench backfill should be moistened, dried, or blended as necessary to achieve a minimum of 2% over optimum moisture content for compaction, placed in loose lifts no greater than 8 inches thick, and mechanically compacted/densified to at least 90% relative compaction as determined by ASTM Test Method D 1557 . No rock or broken concrete greater than 6 inches in maximum diameter should be utilized in the trench backfills . ASPHALT CONCRETE PAVEMENT THICKNESS RECOMMENDATIONS Asphalt Pavement Design Based on the R-value test results, as well as testing completed in the vicinity, an R-value of 50 was used for the design. The table below provides recommended minimum thicknesses for asphalt concrete (AC) and aggregate base sections for two traffic indices . December 13, 2019 18 GMU Project 18-101-00 .. .. .. .. .. -.. .. .. • .. - ... • .. ... ... .. .. -.. ... ... • .. .. .. • Mr. Axay Patel, AUTONA TION Geotechnical Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, Carlsbad Recommended Minimum AC and Base Section Thicknesses * assumed R-Value = 78 Asphalt concrete pavement construction should be m accordance with the following recommendations: • The planned pavement structural sections should consist of aggregate base materials (AB) and asphalt concrete materials (AC) of a type meeting the minimum Caltrans and City of Carlsbad requirements . • The subgrade soils should be prepared in accordance with the Corrective Grading section of this report. • The AB and AC should be compacted to at least 95% relative compaction. CONCRETE PAVEMENT THICKNESS RECOMMENDATIONS It is anticipated that Portland Cement Concrete (PCC) pavement will be constructed as part of the drive way approaches. The table below provides minimum PCC pavement section constructed over properly prepared subgrade and AB section . Recommended Minimum PCC and Base Section Thicknesses Driveways 50 6.0 6.0 4.0 * assumed R-Value = 78 Concrete pavement construction should be in accordance with the following recommendations: • The pavement structural sections should consist of aggregate base materials (AB) and Portland Cement Concrete (PCC) . • The subgrade soils should be prepared in accordance with the Corrective Grading section of this report. • The AB should be compacted to at least 95% relative compaction . December 13, 2019 19 GMU Project 18-101-00 .. ... -.. • .. .. "" .. .. .. .. • 11 .. ... • ... • ... • • 411 .. .. .. .. Mr. Axay Patel, AUTON A TION Geotechnical Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, Carlsbad PERMEABLE PA VER DESIGN Permeable Concrete Interlocking Vehicular Paver Design We understand that permeable concrete interlocking vehicular pavers will be constructed as part of this project and will be utilize as additional measure to infiltrate stormwater into the site soils, while any overflow will be directed towards planter areas where they will be treated. Based on our understanding, we have developed the following general recommendations: • The soil subgrade below the permeable paver sections should only be cut to grade and should not be processed or compacted so that it remains permeable. A geotextile filter fabric, such as Mirafi 160N or equivalent, should be installed on the cut grade under the paver section. • In areas where the pavers are adjacent to hardscape, slopes, buildings, or curbs, it is recommended that an impermeable liner be placed on the exposed soil just below and at the edge of the vertical sides of the base course along the vertical edges of the hardscape, slopes, building or patio slabs, and curbs . • Construct the 80 mm permeable paver over 2-inches of bedding sand, also used for the joint and void filler between the pavers (ASTM No. 8 aggregate), over at least 6 inches of ¾-inch washed base course (ASTM No. 57 aggregate) as an open-graded base. o Pavers should be least 80 MM in thickness and have an aspect ratio of less than or equal to 3: I ( the length of the paver should be less 3 times or less the thickness of the paver) should then be placed over the compacted bedding sand. The pavers should be installed per the manufacture specifications . • The layers of No. 57 and No. 8 aggregate should be placed, moisture conditioned to at least optimum moisture, and lightly compacted using a static roller. Over-compaction of the materials will decrease their infiltration rates and storage capacities . CONCRETE FLATWORK DESIGN Due to the moderately expansive nature of the on-site soils, we recommend that the subgrade for the subject concrete flatwork be moisture conditioned to 2% over optimum to a depth of 12 inches below finish grade and compacted to 90% relative compaction. A 6-inch-thick section of Class 2 aggregate base (AB) or crushed miscellaneous base (CMB) should then be placed on the compacted subgrade soils, brought to optimum moisture condition, and compacted to 95% relative compaction prior to placement of flatwork reinforcing steel and concrete. For December 13, 2019 20 GMU Project 18-101-00 ... .. • .. .. .. .. .. - - "" • ... .. .. • .. .. .. - - 11 Mr. Axay Patel, AUTONATION Geotechnical Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, Carlsbad flatwork concrete underlain by aggregate base, Type IIN cement with a maximum water/cement ratio of 0.50 may be used . Please refer to the Concrete Flatwork Table below for a summary of our flatwork recommendations: Subgrade Aggregate Minimum Expansion Description Preparation Base Concrete Reinforcement<3> Joint Concrete<5> (I) (Class 2 or Thickness Spacing <4> CMB)<2> (Maximum) Concrete Paving 2% over 6-inch-5-inches No. 3 bars@ 10-foot X 10-TypeIIN (flatwork/stair/curb optimum to thick 18"o.c.b.w. and foot using 9- adjacent) 12-inches at section at dowel into inch speed 90% relative 95% building and curb dowels with compaction relative using 9-inch No. 3 bars@ compaction Speed Dowels @ 18" o.c. 18"o.c (1) The moisture content and compaction of the subgrade must be verified by the geotechnical consultant prior to base placement. (2) For pedestrian usages only, S.E. 30 sand may be used instead of Aggregate Base or CMB. (3) Reinforcement to be placed in the middle of the recommended concrete section. (4) Control Joints: Suggested spacing of Pedestrian areas at 10 '. (5) Final concrete mix design to be supplied by others. PLANTERS AND TREES Where new trees or large shrubs are to be located in close proximity of new concrete flatwork, rigid moisture/root barriers should be placed around the perimeter of the flatwork to at least 2 feet in depth in order to offer protection to the adjacent flatwork against potential root and moisture damage. Existing mature trees near flatwork areas should also incorporate a rigid moisture/root barrier placed at least 2 feet in depth below the top of the flatwork. BIORETENTION AREAS Ifbioretention area are incorporated into the design, we recommend that an impermeable liner be installed at the bottom and in the sides of all bioretention areas at the subject site to prevent lateral water migration into the adjacent structures and pavements . December 13, 2019 21 GMU Project 18-101-00 .. .. .. .. .. .. .. .. .. • .. .. .. • .. ... .. ... .. .. 411 Mr. Axay Patel, AUTON A TION Geotechnical Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, Carlsbad PLAN REVIEW/ GEOTECHNICAL TESTING DURING GRADING/ FUTURE REPORT Plan Review GMU should review the final construction plans (grading and foundation plans) to confirm that they are consistent with our recommendations provided in this report . Geotechnical Testing Geotechnical observation and testing should be performed by GMU during the following stages of precise grading and construction: • During site clearing and grubbing. • During removal of any buried irrigation lines or other subsurface structures . • During all phases of grading including over-excavation, temporary excavations, removals, scarification, ground preparation, moisture conditioning, proof-rolling, and placement and compaction of all fill materials. • During grading for the proposed car dealership building . • During pavement and flatwork section placement and compaction. • Foundation slab construction . • When any unusual conditions are encountered. Future Report If required, a report summarizing our construction observation/testing services will be prepared at project completion . LIMITATIONS All parties reviewing or utilizing this report should recognize that the findings, conclusions, and recommendations presented represent the results of our professional geological and geotechnical engineering efforts and judgments. Due to the inexact nature of the state of the art of these professions and the possible occurrence of undetected variables in subsurface conditions, we cannot guarantee that the conditions actually encountered during grading and site construction will be identical to those observed, sampled, and interpreted during our study, or that there are no unknown subsurface conditions which could have an adverse effect on the use of the property. We have exercised a degree of care comparable to the standard of practice presently maintained by other professionals in the fields of geotechnical engineering and engineering December 13, 2019 22 GMU Project 18-101-00 ... .. - .. .. -.. -.. .. .. -.. -.. .. -.. - - - • .. .. .. .. Mr. Axay Patel, AUTON A TION Geotechnical Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, Carlsbad geology, and believe that our findings present a reasonably representative description of geotechnical conditions and their probable influence on the grading and use of the property . Our conclusions and recommendations are based on the assumption that our firm will act as the geotechnical engineer of record during construction and grading of the project to observe the actual conditions exposed, to verify our design concepts and the grading contractor's general compliance with the project geotechnical specifications, and to provide our revised conclusions and recommendations should subsurface conditions differ significantly from those used as the basis for our conclusions and recommendations presented in this report. Since our conclusions and recommendations are based on a limited amount of current and previous geotechnical exploration and analysis, all parties should recognize the need for possible revisions to our conclusions and recommendations during grading of the project. It should be further noted that the recommendations presented herein are intended solely to minimize the effects of post-construction soil movements. Consequently, minor cracking and/or distortion of all on-site improvements should be anticipated. This report has not been prepared for the use by other parties or projects other than those named or described herein. This report may not contain sufficient information for other parties or other purposes . December 13, 2019 23 GMU Project 18-101-00 -... ... .. .. .. .. .. • • 41 -... .. ... .. ... .. .. .. Mr. Axay Patel, AUTONA TION Geotechnical Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, Carlsbad CLOSURE If you have any questions concerning our findings or recommendations, please do not hesitate to contact us and we will be happy to discuss them with you. The Plates and Appendices which complete this report are listed in the Table of Contents . dra/18-101-00R (12-13-19) December 13, 2019 Respectfully submitted, ~ a, M.Sc., P.E. 84197 Senior Engineer Lisa Bates, PG, CEG 2293 Associate Engineering Geologist ~/. David R. Atkinson Senior Engineer/Project Manager 24 GMU Project 18-101-00 ... ... .. "" .. .. .. .. .. "" ... • ... .. .. .. .. .. .. -.. - .. Mr. Axay Patel, AUTONATION Geotechnical Investigation Report -AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, Carlsbad REFERENCES SITE-SPECIFIC REFERENCES (1) (2) (3) BMW of Carlsbad Conceptual Grading Plan, SDP/CDP Submittal, prepared by Commercial Development Resources, dated November 4, 2019 . Woodward-Clyde Consultants, "Geotechnical Investigation, Car County Expansion, Carlsbad, California," Woodward-Clyde Consultants Project No. 8751256Y-SIOI, dated August 19, 1987 . Kleinfelder, "Report of Testing and Observation During Grading, Car County Carlsbad Expansion, Carlsbad, California," Kleinfelder Project No. 51-1380-01, dated August 4, 1988 . TECHNICAL REFERENCES California Building Standards Commission and International Conference of Building Officials, 2016, 2016 California Building Code. Draft Program Environmental Impact Report for the Carlsbad General Plan Update, Chapter 3.5: Geology, Soils and Seismicity . FEMA, 2012, Flood Insurance Rate Map, San Diego County, California and Incorporated Areas, Map Number 06073C0764G, dated May I 6 . Idriss, I.M., and Boulanger, R.W., 2008, Soil Liquefaction During Earthquakes: Earthquake Engineering Research Institute . Ishihara, K., 1985, Stability of Natural Deposits During Earthquakes, Proceedings, 11 th International Conference on Soil Mechanics and Foundation Engineering, pp. 321-376 . Pradel, D., 1998, Procedure to Evaluate Earthquake-Induced Settlements in Dry Sandy Soils, Journal of Geotechnical and Geoenvironmental Engineering, ASCE, Vol. 124, No. 4, pgs. 364-368 . Standard Specifications for Public Works Construction, by Public Works Standards, Inc., 2018, The Greenbook 2018 Edition . State of California, 2009, Tsunami Inundation Map for Emergency Planning, County of San Diego, Oceanside Quadrangle / San Luis Rey Quadrangle, dated June 1. U.S. Geological Survey, 2013a, 2014 Interactive De-aggregations Program; web site address: http://geohazards.usgs.gov/deaggint/2008/. U.S. Geological Survey, 2013b, U.S. Seismic Design Maps, web site address: http://earthquake.usgs.gov/hazards/designmaps/usdesign.php. December 13, 2019 25 GMU Project 18-101-00 D C ] E ,, D z ,:.: a, 8 I 5 ~ ., ~ 0 PROJECT LOCATION 1050 AUTO CENTER DR CARLSBAD,CA Agua Hed1onda Lagoon -t;,. l Q 1 \ \ ~~e, \, ,,,,,_,.., • 800' " .. C;,rinor,R OdcJ .. - ,:, "' \ 1 \ p " 0- -0 -.,__ Cl11no,i llo4(l' ._ Corf~hod Flower Fields " u - 0 " 0 " ,.,.. o- lJ ✓\ ... \ \ . I -i 1 p .iii Location Map U I Date: December 13, 2019 u1·11.1 ProjectNo.: 18-101-00 ''-"(, j Plate I 0 0 I 0 ' al al 0 N c:; z ;. 0 40' <( er a "".-""''~,} ~ ,;.G ,:re;~/ ~I ',1 ---~-~~ I APPROXIMATE LOCATION OF PROPOSED BORINGS APPROXIMATE CUT/FILL LINE TO BE FIELD --co1-----<o>---oc,--VERIFIED Geotechnical Map Date: December 13, 2019 Project No.: 18-101-00 Plate 2 .. ... -- • --... -.. -... .. .. .. ,. -,. .. • 1. -2. --3. .., 4 . .. 5. -6. -.. 7. .. • -.. 8. -... .. • .. • _..,_,~_ TOP OF WALL ELEVATION PER GRADING PLAN WATERPROOFING (see Note 6) SELECT GRANULAR BACKFILL MATERIAL (see Note 2) PROPOSED FINISH GRADE ELEVATION TOP OF FOOTING ELEVATION PER GRADING PLAN FOOTING PER STRUCTURAL DETAILS Minimum Width=2' RETAINING WALL DETAIL NOTTO SCALE NATIVE OR SELECT SOIL BACKFILL BACKCUT PER SOILS REPORT AND OSHA REQUIREMENTS BACK DRAIN --......... __ (SEE NOTES 7 AND 8) FINAL DETERMINATION OF THE MATERIAL TO BE USED FOR BACKFILL SHALL BE MADE BY GMU. ALL SELECT BACKFILL TO WITHIN 1 T02 FEET OF FINAL GRADE SHOULD CONSIST OF FREE-DRAINING GRANULAR MATERIAL (I.E. SE 30 SAND, PEA GRAVEL, OR CRUSHED ROCK). CRUSHED ROCK, IF USED, SHOULD BE WRAPPED IN FILTER FABRIC (MIRAFI 140N OREQUIVALENT)TOMINIMIZE THEPOTENTIALFORMIGRATIONOFFINESINTOTHEROCK. THE SELECT BACKFILL SHOULD BE MOISTURE CONDITIONED TO ACHIEVE OVER OPTIMUM MOISTURE CONTENT PERTHESCI..SREPORT AND COMPACTED TO AT LEAST 90% RELATIVE COMPACTION AS DETERMINED BY ASTM TEST METHOD D 1557. FINE-GRAINED NATIVE SOILS SHOULD BE USED TO CAP THE SELECT BACKFILL ZONE. ALL NATIVE OR SELECT SOIL WALL BACKFILL SHOULD BE MOISTURE CONDITIONED AS NECESSARY TO OVER OPTIMUM MOISTURE CONTENT PERTHESCI..SREPORT AND COMPACTED TO AT LEAST 90% RELATIVE COMPACTION AS DETERMINED BY ASTM TEST METHOD D 1557 . THE BACKSIDE OF THE WALLS SHOULD BE WATERPROOFEDDOWNTOANDJICFCSSll-El{FOFTHEFOOTING. THEDESIGNAND SELECTION OF THE WATERPROOFING SYSTEM IS OUTSIDE OF THE PURVIEWOFGMU. THE WATERPROOFING SYSTEM AND ANY DRAIN BOARDS SHOULD BE PROTECTED FROM DAMAGE BY CONSTRUCTION ACTIVITIES. THE TOP EDGE OF THE WATERPROOFING AND ANY DRAIN BOARDS SHOULD BE PROPERLY ADHERED TO THE WALL AND SEALED TO PREVENT THE POSSIBLE ACCUMULATION OF DEBRIS BETWEEN THE DRAINAGE/WATERPROOFING SYSTEM AND THE WALL. THE BACKDRAIN SYSTEM SHOULD CONSIST OF 4" PERFORATED PIPE SURROUNDED BY AT LEAST ONE CUBICFOOTOF3/4"- 1.5"0PENGRADEDGRAVELWRAPPEDINMIRAFI 140N FIL TERFABRIC(OR EQUIVALENT). THE PERFORATED PIPE SHOULD CONSIST OF SDR-35 OR SCHEDULE 40 PVC PIPE (OR APPROVED EQUIVALENT) LAID ON AT LEAST 2" OF CRUSHED ROCK WITH THE PERFORATIONS LAID DOWN. THE BACKDRAIN GRADIENT SHOULD NOT BE LESS THAN 1 % WHEN POSSIBLE. THE PE RF ORA TED PIPE SHOULD OUTLET INTO AREA DRAINS CROil-ER SUTAB..EaJTl.ETf'O\ITSAT RUNS OF 200 FEET OR LESS, IF PRACTICAL. IF THE BACKDRAINS CANNOT BE OUTLETED BY GRAVITY FLOW, A SUMP PUMP SYSTEM WILL NEED TO BE DESIGNED AND CONSTRUCTED. REDUNDANT BACK-UP PUMPS OR COMPONENTS ARE RECOMMENDED. DESIGN OF THIS SYSTEM IS OUTSIDE OF THE PURVIEW OF GMU. THE TIE-IN LOCATIONS FOR BACKDRAIN OUTLETS SHOULD BE SHOWN ON THE PRECISE GRADING, SITE WALL, AND/OR LANDSCAPE PLANS. PLATE RETAINING WALL CONSTRUCTION DETAIL 3 -.. - -... -... ... - .. ... .. .. -... .. ... • ... -... -.. .. ... - 411 .. APPENDIX A Geotechnical Exploration Procedures and Drill Hole Logs by GMU Geotechnical, Inc . - .. - ... .. .. .. .. .. .. .... - - .. • - ... Mr. Axay Patel, AUTON A TION Geotechnical Investigation Report-AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, Carlsbad APPENDIX A GMU GEOTECHNICAL EXPLORATION PROCEDURES AND LOGS Our exploration at the subject site consisted of one (1) hollow-stem auger drill hole within the site to a maximum depth of 50 feet, four (4) hollow-stem auger drill hole within the site to a maximum depth of 20 feet, and two (2) hollow-stem auger drill hole within the site to a maximum depth of 5 feet in order to provide subsurface information for pavement design, continuous soil data for the dealership building foundation design, and percolation tests. The approximate locations of the drill holes are shown on Plate 2-Geotechnical Map. Our drill holes were logged, and "undisturbed" samples were taken using a 3.0-inch outside- diameter drive sampler which contains a 2.416-inch-diameter brass sample sleeve 6 inches in length. In addition, blow counts recorded during sampling from the drive sampler are shown on the drill hole logs. Standard penetration testing (SPTs) were also taken in the rotary wash drill holes. Small bulk samples of the material were collected, and blow counts for each SPT and sleeve sample were recorded on the logs. Bulk samples of the soil materials were also collected from some of the drill holes. The logs of each drill hole are contained in this Appendix A, and the Legend to Logs is presented as Plate A-1 and A-2 . The geologic and engineering field descriptions and classifications that appear on these logs are prepared according to Corps of Engineers and Bureau of Reclamation standards. Major soil classifications are prepared according to the Unified Soil Classification System as modified by ASTM Standard No. 2487. Since the descriptions and classifications that appear on the Log of Drill Hole are intended to be that which most accurately describe a given interval of a drill hole (frequently an interval of several feet), discrepancies do occur in the Unified Soil Classification System nomenclature between that interval and a particular sample in that interval. For example, an 8-foot-thick interval in a log may be identified as silty sand (SM) while one sample taken within the interval may have individually been identified as sandy silt (ML). This discrepancy is frequently allowed to remain to emphasize the occurrence of local textural variations in the interval. December 13, 2019 A-1 GMU Project 18-101-00 .. ... .. .. .. "" .. .. .. .. ... .. ... .. ... -.. .. ... ... ... ... .. -.. - -· .. -.. .. .. MAJOR DIVISIONS T\'PICAL NAMES COARSE-GRAINED SOILS More Than 50% Retained On No.200 Sieve Based on The Material Passing The 3-lnch (75mm) Sieve. Reference: ASTM Standard D2487 FINE-GRAINED SOILS 50% or More Passe The No.200 Sieve Based on The Material Passing The 3-lnch (75mm) Sieve . Reference: ASTM Standard D2487 HIGHLY ORGANIC SOILS Clean GRAVELS Gravels 50% or More of Coarse Fraction Retained on Gravels No.4 Sieve With Fines Clean SANDS Sands More Than 50% of Coarse Fraction Passes Sands No.4 Sieve With Fines SILTS AND CLAYS Liquid Limit Less Than50% SILTS AND CLAYS liquid Limit 50% or Greater Poorly Graded Gravels and Gravel-Sand Mixtures Little or No Fines. Silty Gravels, Gravel-Sand-Silt Mixtures. Clayey Gravels, Gravel-Sand-Clay Mixtures. Well Graded Sands and Gravelly Sands, Little or No Fines. Poorly Graded Sands and Gravelly Sands, Little or No Fines. Silty Sands, Sand-Silt Mixtures. Clayey Sands, Sand-Clay Mixtures . Inorganic Silts, Very Fine Sands, Rock Flour, Silty or Clayey Fine Sands or Clayey Silts With Slight Plasticity. Inorganic Clays of Low To Medium Plasticity, Gravelly Clays, Sandy Clays, Silty Clays, Lean Clays . Organic Silts and Organic Silty Clays of Low Plasticity Inorganic Silts, Micaceous or Diatomaceous Fine Sandy or Silty Soils, Elastic Silts. Inorganic Clays of High Plasticity, Fat Clays. Organic Clays of Medium To High Plasticity, Organic Silts . Peat and Other Highly Organic Soils. The descriptive terminology of the logs is modified from current ASTM Standards to suit the purposes of this study ADDITIONAL TESTS OS = Direct Shear HY= Hydrometer Test TC = Triaxial Compression Test UC = Unconfined Compression CN = Consolidation Test (T) = Time Rate EX = Expansion Test CP = Compaction Test PS = Particle Size Distribution El = Expansion Index SE = Sand Equivalent Test AL = Atterberg Limits FC = Chemical Tests RV = Resistance Value SG = Specific Gravity SU= Sulfates CH = Chlorides MR = Minimum Resistivity pH (N) = Natural Undisturbed Sample (R) = Remolded Sample CS = Collapse Test/Swell-Settlement PB-1 1/16/2012 I GEOLOGIC NOMENCLATURE B = Bedding C = Contact J = Joint F = Fracture Flt= Fault S = Shear RS = Rupture Surface o.,..-= Seepage ..,I._ = Groundwater SAMPLE SYMBOLS IT] 11] I]] rr:Tl L2..I [[] Undisturbed Sample (California Sample) Undisturbed Sample (Shelby Tube) Bulk Sample Unsuccessful Sampling Attempt SPT Sample 10: 10 Blows for 12-lnches Penetration 6/4: 6 Blows Per 4-lnches Penetration P: Push (13): Uncorrected Blow Counts ("N" Values) for 12-lnches Penetration-Standard Penetration Test (SPT) 1% 10%, LEGEND TO LOGS ASTM Designation: D 2487 3% (Based on Unified Soil Classification System) 5% Plate A-1 • -.. .. "' .. -.. -.. .. -... .. ... .. .. ... -... .. -... SOIL DENSITY/CONSISTENCY FINE GRAINED Consistency Field Test SPT Mod /#blows/foot) l#blowslfootl Verv Soft Easily penetrated by thumb, exudes between fingers <2 <3 Soft Easily penetrated one inch by thumb, molded by fingers 2-4 3-6 Firm Penetrated over 1 /2 inch by thumb with moderate effort 4-8 6-12 Stiff Penetrated about 1 /2 inch bv thumb with areal effort 8-15 12-25 Verv Stiff Readilv indented bv thumbnail 15-30 25-50 Hard Indented with difficultv bv thumbnail >30 >50 COARSE GRAINED Density Field Test SPT Mod /#blows/foot\ l#blows/foo!l Verv Loose Easilv penetrated with 0.5" rod pushed by hand <4 <5 Loose Easily penetrated with 0.5" rod pushed by hand 4-10 5-12 Medium Dense Easily penetrated 1' with 0.5" rod driven by 5Ib hammer 10-30 12-35 Dense Dificult to penetrat 1' with 0.5" rod driven by 5Ib hammer 31-50 35-60 Verv Dense Penetrated few inches with 0.5" rod driven by 5Ib hammer >50 >60 BEDROCK HARDNESS Density Field Test SPT MODIFIERS l#blows/footl Soft Can be crushed bv hand, soil like and structureless 1-30 Trace 1% Moderatelv Hard Can be arooved with finaernails, crumbles with hammer 30-50 Few 1-5% Hard Can't break by hand, can be arooved with knife Verv Hard Scratches with knife, chips with hammer blows GRAIN SIZE Description Sieve Size Grain Size Boulders >12" >12" Cobbles 3-12" 3-12" Gravel Coarse 3/4-3" 3/4-3" Fine #4-3/4" 0.19-0.75" Coarse #10-#4 0.079-0.19" Sand Medium #40-#10 0.017-0.079" Fine #200-#40 0.0029-0.017" Fines passina #200 <0.0029" 50-100 >100 Approximate Size Larger than a basketball Fist-sized to basketball-sized Thumb-sized to fist-sized Pea-sized to thumb-sized Rock-salt-sized to pea-sized Sugar-sized to rock salt-sized Flour-sized to suaar-sized Flour-sized and smaller Some 5-12% Numerous 12-20% Abundant >20% MOISTURE CONTENT Dry-Very little or no moisture Damp-Some moisture but less than optimum Moist-Near optimum Very Moist-Above optimum Wet/Saturated- C o n t a i n s free moisture LEGEND TO LOGS ASTM Designation: D 2487 (Based on Unified Soil Classification System) Plate A-2 ,_ PS-11/16/2012 • .. .. .. ... -... .. .. .. .. • ... - .. .. .. .. I - "' -• Project: AUTONATION BMW of Carlsbad ·, Project Location: 1050 & 1060 Auto Center Ct, Carlsbad, CA Log of Drill Hole DH-1 Sheet 1 of 2 Project Number: 18-101-00 Date(s) 5/29/18 Logged BD Checked LB Drilled By By Drilling Hollow Stem Auger Drilling 2RDRILLING Total Depth 21.Sfeet Method Contractor of Drill Hole Drill Rig CME75 Diameter(s) 8" A~prox. Surface 103.0 Type of Hole, inches E evation, ft MSL Groundwater Depth NOT ENCOUNTERED 0 Sampling BULK,CAL,SPT Drill Hole NATIVE [Elevation], feet Method(s) Backfill Remarks Driving Method and Drop 140 lb AUTO HAMMER SAMPLE DATA TEST DATA ai ~ (!) "' z 0 GEOLOGICAL ENGINEERING ;ft ai ....J "' t; ....J 0 ~ (.) CLASSIFICATION AND ORIENTATION CLASSIFICATION AND (/) ,B w . 1-": c{ er 3: a::1-z j:: 'I :i: w wo (!).,.: :,Z z!i; 0 c{ DESCRIPTION DATA DESCRIPTION ....J ZJ: 1-W E~ > I-Q. a. al..J 5S:2 (/)I-:::>(!) LU Q. c2 ::; ::; al -Z >--0 (/) ....J LU c{ ::iu.. i!s ~ oo a::W Ow LU 0 (!) (/) zo :Eu □3: c{ I--·-PHALT / SPHAL T CONCRETE (approximately :··,: CRUSHED AGGREGATE BASE I 1'-5 inches) 'I>:: SANTIAGO FORMATION {Tsa} :RUSHED AGGREGATE BASE :95· .. · approximately 3 inches) SIL TY SANDSTONE (SM); dark brown, _:I(. damp, medium dense to dense, .:~. fine-grained sand ·:,,( .. 100 .. ·.:->{ ·:,::f .· .. .=! ·•. .:s. -5 ·.M··· 'slL TY SANDSTONE (SM); orange brown, § 13 damp, medium dense to dense, 15 ..... fine-grained sand 15 •· . . . . . 95 .. -POORLY GRADED SANDSTONE (SP); light brown to orange brown, very dense, ~10 fine grained sand with trace gravel E 6 5 107 50/4" 90 grayish brown : -15 ,-..--CLAYSTONE (CH); gray, moist to very § 6 moist, hard 9 24 85 .,.~. I Drill Hole DH-1 ..... '-II ILi 41 .. ... .. .. • .. ... • • - .. -... -.. .. .. .. .. ... "" I -.. .. .. Project: AUTONATION BMW of Carlsbad Project Location: 1050 & 1060 Auto Center Ct, Carlsbad, CA Log of Drill Hole DH-1 Sheet 2 of 2 Project Number: 18-101-00 ai SAMPLE DATA TEST DATA .g? (!) GEOLOGICAL &, z 0 ENGINEERING ;fl ai ...J -(/J 0 ...J 0 .g? (.) CLASSIFICATION AND ORIENTATION CLASSIFICATION AND en a W· I-a. <( ~ a:::: a::1-z :i :i: w WO (!)~ :::iZ z~ 0 <( Cl. DESCRIPTION DATA DESCRIPTION ...J z J: 1-W :::iJ: E~ > I-0.. ID...J 5 !2 enl->-!2 UJ Cl. ~ ::;; ::;;a:i -Z Oen ...J UJ <( :::> u. ~~ oo a::W ow UJ 0 (!) en zo ::.u o:: <( I- [ 50(6" 8 104 moist, trace yellow sand -Total Depth: 21.5 feet No Groundwater ,-~1 I Drill Hole DH-1 ..... '-II ILi ... -.. - "' -.. .. -.. - .. • - ... .. • - .. .. .. 41 ~ :c 0 I Project: AUTONATION BMW of Carlsbad Project Location: 1050 & 1060 Auto Center Ct, Carlsbad, CA Log of Drill Hole DH-2 Sheet 1 of 2 Project Number: 18-101-00 Date(s) 5/29/18 Logged BD Checked LB Drilled By By Drilling Method Hollow Stem Auger Drilling Contractor 2R DRILLING Total Depth of Drill Hole 21.5 feet Drill Rig Type CME75 Diameter(s) of Hole, inches 8" A~prox. Surface E evation, ft MSL 105.0 Groundwater Depth NOT ENCOUNTERED D Sampling BULK, CAL, SPT Drill Hole NATIVE [Elevation], feet Method(s) Backfill Remarks Driving Method and Drop 140 lb AUTO HAMMER SAMPLE DATA TEST DATA ai ~ (!) io z 0 GEOLOGICAL ENGINEERING #-ai ..J (/J I-g_ ..J 0 ~ (.) CLASSIFICATION AND ORIENTATION CLASSIFICATION AND rJ) ,e w • ct a:3: ci::1-z i= J: :i: w C!>t-'." ::,Z -i-:-0 ~ a. DESCRIPTION DATA DESCRIPTION ..J WO z :c 1-W Z:c E~ I-a. !D..J ~~ ml-::,(!) w a. ~ :; :;m -Z >--Orn ..J w < :)LL. is 3: oo ci::W Ow w Cl (!) rJ) zo :i:(.) o3: <1- --= --ASPHALT ASPHALT CONCRETE (approximately ,·. CRUSHED AGGREGATE BASE I 11'·5 inches) .>( SANTIAGO FORMATION (Tsa) ;:;RUSHED AGGREGATE BASE >( approximately 3 inches) POORLY GRADED SANDSTONE (SP); ·:,( dark brown, damp, dense to very dense, .a!, fine-grained sand ::,:: brown >( .. =:. >( ·•.,•· 100 -5 .. -~ .. ,..... SIL TY SANDSTONE (SM); orange brown, 21 13 114 moist, very dense, fine-to-medium -33 coarse-grained sand, some gravel .... .-.. 50 - ,• 95 ,-10 •' light gray, damp to moist, fine-grained lS 16 •' sand ... 35 "I :s 50 .. •·, . . . . -.. 90 -15 · -· .. ,• medium to coarse-grained sand. I: 22 8 100 .. 50/2" --· .. . -._ . . -·. _ ..... •' ,• ,-~1 I Drill Hole DH-2 .... '-II ILi ... .. - - -... .. .. .. --.. .., - .. -.. ... -.. .. -.. .. .. - .. ~ a: :c 0 I Project: AUTONATION BMW of Carlsbad Project Location: 1050 & 1060 Auto Center Ct, Carlsbad, CA Log of Drill Hole DH-2 Sheet 2 of 2 Project Number: 18-101-00 ai SAMPLE DATA TEST DATA ,S! C!) GEOLOGICAL ENGINEERING io ;i 0 #-ai ...J UI 0 ...J 0 ,S! (.) CLASSIFICATION AND ORIENTATION CLASSIFICATION AND en ,9 W• I-°: < a:~ a:1-z ~ :i: w (!) i-= ::,Z -1-0 :I: DESCRIPTION DESCRIPTION ...J WO z J: 1-W ZJ: E~ I-a. DATA 0.. Cll...J ~ffi enl-:::>C!) w a. < ::l!: ::i,Cll -Z >--□ en ...J w a: < :::> u. ~ ~ oo a:W ow w 0 C!) en zo ::i:U □~ < I- :J::J: fine-grained sand ' 150(6" Total Depth: 20.5 feet No Groundwater ,-~1 I Drill Hole DH-2 ... '-II ILi - .. ... ... ... .. - .. ... .. .. ... -.. .. ... "" -... -.. .. ... - "" .,, ... .. ~ C!) ~ ::::, ::; C!) ~ C!) $ § ~ ~ a: ::c 0 I Project: AUTONATION BMW of Carlsbad Project Location: 1050 & 1060 Auto Center Ct, Carlsbad, CA Log of Drill Hole DH-3 Sheet 1 of 3 Project Number: 18-101-00 Date(s) 5/29/18 Logged BD Checked LB Drilled By By Drilling Method Hollow Stem Auger Drilling Contractor 2R DRILLING Total Depth of Drill Hole 51.5 feet Drill Rig Type CME75 Diameter(s) of Hole, inches 8" A~prox. Surface E evation, ft MSL 103.0 Groundwater Depth NOT ENCOUNTERED D Sampling BULK, CAL, SPT Drill Hole NATIVE [Elevation], feet Method(s) Backfill Remarks Driving Method and Droo 140 lb AUTO HAMMER SAMPLE DATA TEST DATA -a, ~ C!) GEOLOGICAL ENGINEERING i., z -a, 0 .. ~ 'ti _, _, < 0 ~ (.) CLASSIFICATION AND ORIENTATION CLASSIFICATION AND Cl) ,Q LiJ • f-a. a: 3: a:f-z ~ :f LiJ (!)i,.:-::::,Z -i-:-0 :i:: DESCRIPTION DATA DESCRIPTION _, UJO z::c f-LIJ Z:r: E~ > f-a. a.. al_, 5 S2 cnf-::::,(!) L1J a. ~ ::; ::;m -Z >--Oen _, L1J < ::::, LL. ~~ Oo a:UJ OUJ L1J □ C!) Cl) zo ::;u o3: < f--•-PHALT SPHAL T CONCRETE (approximately · CRUSHED AGGREGATE BASE I .5 inches) • .• ENGINEERED ALL {Qafc) ':RUSHED AGGREGATE BASE .-~. approximately 3 inches) SIL TY SAND (SM); brown, damp to moist, .>( .. · .. dense to very dense, fine-grained sand .. ::~: .. ·:-( 100 :z! . . ,:=! . .•· .>•( '>·( -5 . SANTIAGO FORMATION {Isa) POORLY GRADED SANDSTONE with 15 3 1079 .··.•·. SILT (SP-SM); light brown with some -27 yellow, moist, very dense, fine grained -50 sand -:·.:·.': - . . .. 95 ._·.-·· >-10 :,;.:: ..,..POORLY GRADED SANDSTONE (SP); § 11 brown with some dark yellow, moist, 17 dense 19 90 -15 dark brown, very dense, medium -17 7 116 coars_e-grained sand. ..... 32 ..... 45 - 1·· .. • 85 I. 1-. ,-~1 I Drill Hole DH-3 ... '-II ILi .. ... .. ... .. - ... ... ... -... .. -... -... .. .. .. ... .. I ... .. .. Project: AUTONATION BMW of Carlsbad Project Location: 1050 & 1060 Auto Center Ct, Carlsbad, CA Log of Drill Hole DH-3 Sheet 2 of 3 Project Number: 18-101-00 j SAMPLE DATA TEST DATA (!) GEOLOGICAL ENGINEERING ro z ai 0 II) ;fl u ...J ...J <C 0 -S! (.) CLASSIFICATION AND ORIENTATION CLASSIFICATION AND (/) ,Q W· I-C. 0::;: o::1-z i== 'f w (!).,.: :::,Z z~ 0 <C ::r: DESCRIPTION DESCRIPTION ...J wo z :x: 1-W E~ > I-0.. DATA 0.. co ...J 5 S2 cnl-:::,(!) w 0.. ~ ::. ;:.m -Z >--0(1) ...J w <C :::,u.. ~ ~ oo 0::W ow w 0 (!) (/) zo :=.u oli: <CI- light brown to brown, medium dense, ~ 11 fine-grained sand 12 brown to dark brown 17 BO -25 light to dark brown with some black, dry to E 15 4 104 damp, very dense 50/6" 75 -30 .7. -SIL TY SANDSTONE (SM); moist, .. ~ 5 .. . . mediume dense, fine-grained sand 9 .· . 10 . . .•·, 70 .. . . ...... ·· .. .. -35 • .. -gray with some yellow, slightly moist, very 15 10 104 dense I- .• .. 26 ~ ·· .. 50 :,...:......:. ~POORLY GRADED SANDSTONE (SP); gray with some yellow, damp, medium to coarse-grained sand 65 : ,-40 dark gray, damp, medium dense ~ 7 13 gray 17 r:'" SIL TY SANDSTONE (SM); dark gray, .• damp, very dense 60 •· . . ..... .. ,-~1 I Drill Hole DH-3 ...,. '-II ILi .. .. - -.. - .. ... - .. .. .. -... -.. -.. "" -.. .. - ... .. .. (( (.') ~ ::) ::; (.') (( (.') $ 0 d:, I Project: AUTONATION BMW of Carlsbad Project Location: 1050 & 1060 Auto Center Ct, Carlsbad, CA Log of Drill Hole DH-3 Sheet 3 of 3 Project Number: 18-101-00 al SAMPLE DATA TEST DATA ~ (!) ENGINEERING &, z 0 GEOLOGICAL * al ..J 11) 'tl ...J 0 .S! (.) CLASSIFICATION AND ORIENTATION CLASSIFICATION AND en a W· I-0. < t== a:~ a:1-z :i :i: w WO (!) ..... ::iZ zt-" 0 < Cl. DESCRIPTION DATA DESCRIPTION _J z :c 1-W ::i:C E~ > I-0. ID-' 5!:2 (/)I-w Cl. ~ ::; ::;m -Z >-!:2 Oen ..J w < => u.. ~~ oo a:W Ow w 0 (!) CJ) zo ::Eu 0~ < I- .. grayish yellowish brown, fine-to-medium E 37 12 109 coarse-grained sand 50 . . .. . . 55 . . .. . · . .. ·.:- -so .. ·: ~ 18 .. 31 .. .. 44 ---------------Total Depth: 51.5 feet No Groundwater ,-~1 I Drill Hole DH-3 ... '-II ILi - • - -.. -... - -.. • .. .. .. - .. ... - - .. .. .. -.. .. ~ w ll: J: 0 I Project: AUTONATION BMW of Carlsbad Project Location: 1050 & 1060 Auto Center Ct, Carlsbad, CA Log of Drill Hole DH-4 Sheet 1 of 2 Project Number: 18-101-00 Date(s) 5/29/18 Logged BD Checked LB Drilled By By Drilling Hollow Stem Auger Drilling 2RDRILLING Total Depth 21.5 feet Method Contractor of Drill Hole Drill Rig Type CME75 Diameter(s) of Hole, inches 8" Aeprox. Surface E evation, ft MSL 101.0 Groundwater Depth NOT ENCOUNTERED D Sampling BULK,CAL,SPT Drill Hole NATIVE [Elevation], feet Method(s) Backfill Remarks Driving Method 140 lb AUTO HAMMER and Drop SAMPLE DATA TEST DATA ai ~ (.') GEOLOGICAL ENGINEERING to z 0 'if-ai ...J "' 0 ...I 0 ~ (.) CLASSIFICATION AND ORIENTATION CLASSIFICATION AND en ,Q W· I-°: <( ll:~ a::1-z j:: :r: :f w (.!)~ :::,Z -1-0 <( 0.. DESCRIPTION DATA DESCRIPTION ..J wo z J: 1-W ZJ: E~ > I-a. Ill-' ~~ enl-:::,(.!) w 0.. ~ :::. ;:. Ill -Z >--Oen ...I w <( :::,u.. ls~ oo a::W ow w 0 (.') en zo :eu 0~ <( I- --- PHALT ASPHALT CONCRETE (approximately 3 ,"".'.".. rCRUSHED AGGREGATE BASE I '-ches) :a:; 100 SANTIAGO FORMATION (Isa} ~RUSHED AGGREGATE BASE .. •,, approximately 4 inches) .. SIL TY SANDSTONE (SM); dark brown, ),( .. damp, fine to medium coarse-grained :-€ ,• sand °>{ .>( >( )=( •' -5 .-· POORLY GRADED SANDSTONE (SP); ·:. ' 7 light to orange brown, damp, medium ~ 10 95 dense, fine-to-medium coarse-grained 19 sand -10 ~ 9 28 94 --'-SANDY CLAYSTONE (CL); gray, moist, 17 90 very stiff, fine-grained sand -23 '.'r.'" .,_SIL TY SANDSTONE (SM); orangish brown, moist, medium dense, medium coarse-grained sand .. ,', >-15 •' ~ 8 ,', 12 85 17 .......c .. .. ·. •' ,-~1 I Drill Hole DH-4 ... '-II ILi .. .. .. .. .. ""' .. .. .. - .. .. .. ... .. .. -.. .. .. .. I .. - -.. Project: AUTONATION BMW of Carlsbad Project Location: 1050 & 1060 Auto Center Ct, Carlsbad, CA Project Number: 18-101-00 Log of Drill Hole DH-4 Sheet 2 of 2 1ii SAMPLE DATA TEST DATA .S! C!) GEOLOGICAL ENGINEERING &, z 0 ~ 1ii ...I 1/) 0 ...I 0 .S1 CLASSIFICATION AND ORIENTATION CLASSIFICATION AND en B W· I-a. <( u a:~ a:1-z i= J: :f w WO Cl ~ ::,Z z~ 0 <( DESCRIPTION DATA DESCRIPTION ...I z J: 1-W E~ > I-Cl. 0. al....1 ~lil ml-=>Cl w Cl. ~ :; :; al -Z >--Oen ...I w <( => u. ~ ~ oo a:W ow w Cl C!) en zo :;u 0~ <( I- orangish brown with some yellow, very 15 13 120 .·. dense -27 80 -50 ---------------Total Depth: 21.5 feet No Groundwater 19~1 I Drill Hole DH-4 ... '-II ILi -.. .. • .. .. .. - .. - -.. -.... - -... - -... -.. - .. .. I .. • - Project: AUTONATION BMW of Carlsbad Project Location: 1050 & 1060 Auto Center Ct, Carlsbad, CA Log of Drill Hole DH-5 Sheet 1 of 2 Project Number: 18-101-00 Date(s) 5/29/18 Logged BD Checked LB Drilled By By Drilling Method Hollow Stem Auger Drilling Contractor 2R DRILLING Total Depth of Drill Hole 21.5 feet Drill Rig Type CME75 Diameter(s) of Hole, inches 8" A~prox. Surface E evation, ft MSL 102.0 Groundwater Depth NOT ENCOUNTERED D Sampling BULK,CAL,SPT Drill Hole NATIVE [Elevation], feet Method(s) Backfill Remarks Driving Method 140 lb AUTO HAMMER and Drop SAMPLE DATA TEST DATA ai J! (!) &, z 0 GEOLOGICAL ENGINEERING oft ai ...J "' 'ti ...J 0 J! u CLASSIFICATION AND ORIENTATION CLASSIFICATION AND en a W· I-": <{ i== a:~ a:t-z J: :f w (!) i-: :::iZ z~ 0 <{ a. DESCRIPTION DATA DESCRIPTION ...J WO z:i:: 1-W E~ > I-11. a)..J 5 S2 ent-:::i(!) w a. ~ ::. ::;m -Z >--Oen ...J w <{ :::i u. ~~ oo a:W ow w 0 (!) en zo ::.u 0~ <{ I- '"'PHALT ASPHALT CONCRETE (approximately 3 --, ~,..... I-CRUSHED AGGREGATE BASE I ches) .. · .. · CRUSHED AGGREGATE BASE ,.-s. .. ENGINEERED FILL (Qafcl approximately 4 inches) ·:•( 100 SIL TY SANO (SM); brown, damp, >{ .. fine-grained sand .>( -·:· .:-1. ::-!:· .:=t. >( .. .-5 ';,; .· .. SANTIAGO FORMATION (Tsai SIL TY SANDSTONE (SM); dark brown, 21 7 124 · .. •. damp, very dense, medium grained sand, -33 .. trace roots and gravel -50 - 95 .. •·. .. · .· .. ...... -10 ..:..,..·- ,_POORLY GRADED SANDSTONE (SP); § 7 brown to dark brown, damp, medium 12 dense to very dense, fine-to-medium coarse-grained sand, trace silt 14 90 -15 50/5" 4 114 .• 85 1·· 1· • ~~I I Drill Hole DH-5 .... '-II ILi .. ... - .. -.. .. - • .. .. .. .. -... .. ... - ... -... .. • .. 4111 .. ... .. ~ w a: :c C I Project: AUTONATION BMW of Carlsbad Project Location: 1050 & 1060 Auto Center Ct, Carlsbad, CA Log of Drill Hole DH-5 Sheet 2 of 2 Project Number: 18-101-00 a, SAMPLE DATA TEST DATA .S! <!) GEOLOGICAL ENGINEERING lo z 0 '#-a, ...I ., 0 _, en ,9 W· <( 0 .S! (.) CLASSIFICATION AND ORIENTATION CLASSIFICATION AND a: 3: a:1-I-a. z j:: :i :i: w WO C!) i-: :::,Z z~ 0 < DESCRIPTION DATA DESCRIPTION ...I z :c 1-W E~ > I-a. a. al ....I ~ffi cnl-:::)C!) w a. ~ ::; ::; al -Z >--C C/l ...I w < :::) u. ~ 3: oo 0:W Cw w Cl <!) en zo :i!(.) cs= <( I- ~ 11 .•·. 17 light brown, very dense, fine to medium 40 urained sand I 1 otal ueptn: .!1.o teet No Groundwater ,-~1 I Drill Hole DH-5 .... \JI ILi .. -.. - "" - - -.. - - -... -... - .. .. ... .. • .. .. .. .., .. - ~ (!) ~ 0 ':! ~ a:: ::c 0 I Project: AUTONATION BMW of Carlsbad Project Location: 1050 & 1060 Auto Center Ct, Carlsbad, CA Log of Drill Hole DH-6 Sheet 1 of 1 Project Number: 18-101-00 Date(s) 5/29/18 Logged BD Checked LB Drilled By By Drilling Method Hollow Stem Auger Drilling Contractor 2R DRILLING Total Depth of Drill Hole 5.0feet Drill Rig Type CME75 Diameter(s) of Hole, inches 8" A~prox. Surface E evation, ft MSL 101.0 Groundwater Depth NOT ENCOUNTERED □ Sampling BULK,CAL,SPT Drill Hole NATIVE [Elevation], feet Method(s) Backfill Remarks Driving Method and Drop 140 lb AUTO HAMMER SAMPLE DATA TEST DATA 1 C!) ENGINEERING <D z 0 GEOLOGICAL #-ai ...J "' 0 ...J 0 ~ (.) CLASSIFICATION AND ORIENTATION CLASSIFICATION AND en ,Q w . I-': < a: 3: a::t-z ~ ::c :i: w (!)~ ::,Z -1-0 a. DESCRIPTION DATA DESCRIPTION ...J WO z::c 1-W Z:::c E~ > I-a. m--' 5 S2 ent-::,(!) w a. ~ :::; :::;m -Z >--Oen ...J w <( ::, u.. ~~ oo a::W aw w 0 C!) en zo :::.u as: <t- -· PHALT SPHAL T CONCRETE (approximately .·. 'CRUSHED AGGREGATE BASE I .5 inches) '/ >( 100 ENGINEERED FILL (Qafc) :;RUSHED AGGREGATE BASE ·•,.·· approximately 3 inches) .. ~. .. SIL TY SAND (SM); brown, damp, _:-.:_ .. medium dense to dense, fine to medium >( .. coarse-grained sand >{ •·. >( .. .. ·:,( ·• . . ::If_ ·:,.( -5 .. .. Total Depth: 5 feet No Groundwater ~t....41 I Drill Hole DH-6 ... '-II ILi .. .. .. .. .. • -• .. --• .. .. .. -.. .. - • .. ""' .. .. -... 0, ~ -~ .., 0. .. (!) ai :5 ::::, .. :::; (!) ~ .. (!) $ • § ~ M • > w a:: I :I: .. C .. -• Project: AUTONATION BMW of Carlsbad Project Location: 1050 & 1060 Auto Center Ct, Carlsbad, CA Log of Drill Hole DH-7 Sheet 1 of 1 Project Number: 18-101-00 Date(s) 5/29/18 Logged BO Checked LB Drilled By By Drilling Method Hollow Stem Auger Drilling Contractor 2RDRILLING Total Depth of Drill Hole 5.0 feet Drill Rig CME75 Diameter(s) 8" ~ prox. Surface 101.0 Type of Hole, inches E evation, ft MSL Groundwater Depth NOT ENCOUNTERED D Sampling BULK,CAL,SPT Drill Hole NATIVE [Elevation], feet Method(s) Backfill Remarks Driving Method and Drop 140 lb AUTO HAMMER ~AMPLE DATA TEST DATA ai .2! (!) GEOLOGICAL ENGINEERING «> z ai 0 "' 1ft. t; _, _, < 0 .2! CLASSIFICATION AND ORIENTATION CLASSIFICATION AND en a W· I-": (.) a:: s: a::1-z ~ :i: w (!) t-= =>z -1-0 ~ ::i DESCRIPTION DATA DESCRIPTION _, WO z :I: 1-W ZJ: E~ t-0. a. al-' ~ ~ ent-:::>(!) w 0. ~ ::. ::. al -Z >--Oen _, w < :::> LL ~ s: oo a::W Ow w Cl (!) en zo ::.u cs: <t- u•PHALT SPHAL T CONCRETE (approximately -CRUSHED AGGREGATE BASE I ~.5 inches) 11 ">( 100 SANTIAGO FORMATION {Isa) :RUSHED AGGREGATE BASE ·::,( approximately 3 inches) SIL TY SANDSTONE (SM); dark brown, ·:,:{ damp >( ··:,:t .·. :"i ),( •, .. · .. ::if . ··:,,( -5 Total Depth: 5 feet No Groundwater ,-~1 I Drill Hole DH-7 ... '-II ILi .. .. .. -.. -.. .. .. .. APPENDIXB .. .. Geotechnical Laboratory Procedures ... and Test Results by GMU Geotechnical, Inc . .... .. - .. .. - - .. .. .. .. .. .. -... .. .. .. .. .. .. -.. - .. .. ... .. .. • .. .. ... -.. -.. -... -.. • .. .. .. .. Mr. Axay Patel, AUTONATION Geotechnical Investigation Report -AutoNation BMW of Carlsbad, I 050/1060 Auto Center Court, Carlsbad APPENDIXB GMU GEOTECHNICAL LABORATORY PROCEDURES AND TEST RESULTS MOISTURE AND DENSITY Field moisture content and in-place density were determined for each 6-inch sample sleeve of undisturbed soil material obtained from the drill holes. The field moisture content was determined in general accordance with ASTM Test Method D 2216 by obtaining one-half the moisture sample from each end of the 6-inch sleeve. The in-place dry density of the sample was determined by using the wet weight of the entire sample. At the same time the field moisture content and in-place density were determined, the soil material at each end of the sleeve was classified according to the Unified Soil Classification System. The results of the field moisture content and in-place density determinations are presented on the right-hand column of the Log of Drill Hole and are summarized on Table B-1 . The results of the visual classifications were used for general reference . PARTICLE SIZE DISTRIBUTION As part of the engineering classification of the materials underlying the site, samples were tested to determine the distribution of particle sizes. The distribution was determined in general accordance with ASTM Test Method D 422 using U.S. Standard Sieve Openings 3", 1.5'', 3/4, 3/8, and U.S. Standard Sieve Nos. 4, 10, 20, 40, 60, 100, and 200. In addition, on some samples a standard hydrometer test was performed to determine the distribution of particle sizes passing the No. 200 sieve (i.e., silt and clay-size particles). The results of the tests are contained in this Appendix B. Key distribution categories(% gravel;% sand, etc.) are contained on Table B-1. ATTERBERG LIMITS As part of the engineering classification of the soil material, samples of the on-site soil material were tested to determine relative plasticity. This relative plasticity is based on the Atterberg limits determined in general accordance with ASTM Test Method D 4318. The results of these tests are contained in this Appendix B and also Table B-1 . December 13, 2019 B-1 GMU Project 18-101-00 -... - - .. - .. .. -.. - - .. .. .. .. .. .,. - - .. • .. • Mr. Axay Patel, AUTON A TION Geotechnical Investigation Report-AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, Carlsbad EXPANSION TESTS To provide a standard definition of one-dimensional expansion, a test was performed on typical on-site materials in general accordance with ASTM Test Method D 4829. The result from this test procedure is reported as an "expansion index". The results of this test are contained in this Appendix B and also Table B-1. CHEMICAL TESTS The corrosion potential of typical on-site materials under long-term contact with both metal and concrete was determined by chemical and electrical resistance tests. The soluble sulfate test for potential concrete corrosion was performed in general accordance with California Test Method 417, the minimum resistivity test for potential metal corrosion was performed in general accordance with California Test Method 643, and the concentration of soluble chlorides was determined in general accordance with California Test Method 422. The results of these tests are contained in this Appendix B and also Table B-1. COMPACTION TESTS Bulk sample representative of the on-site materials were tested to determine the maximum dry density and optimum moisture content of the soil. These compactive characteristics were determined in general accordance with ASTM Test Method D 1557. The results of this test are contained in this Appendix B and also Table B-1 . CONSOLIDATION TESTS The one-dimensional consolidation properties of "undisturbed" samples were evaluated in general accordance with the provisions of ASTM Test Method D 2435. Sample diameter was 2.416 inches and sample height was 1.00 inch. Water was added during the test at various normal loads to evaluate the potential for hydro-collapse and to produce saturation during the remainder of the testing. Consolidation readings were taken regularly during each load increment until the change in sample height was less than approximately 0.0001 inch over a two-hour period. The graphic presentation of consolidation data is a representation of volume change in change in axial load. In addition, time rate tests were performed for select samples. The results of these tests are contained in this Appendix B . December 13, 2019 B-2 GMU Project 18-101-00 .. .. .. .. ... ... .. .. .. .. ... .. ... ... - - -... ... -,,, • .. Mr. Axay Patel, AUTONATION Geotechnical Investigation Report-AutoNation BMW of Carlsbad, 1050/1060 Auto Center Court, Carlsbad DIRECT SHEAR STRENGTH TESTS Direct shear tests were performed on typical on-site materials. The general philosophy and procedure of the tests were in accord with ASTM Test Method D 3080 -"Direct Shear Tests for Soils Under Consolidated Drained Conditions" . The tests are single shear tests and are performed using a sample diameter of 2 .416 inches and a height of 1.00 inch. The normal load is applied by a vertical dead load system. A constant rate of strain is applied to the upper one-half of the sample until failure occurs. Shear stress is monitored by a strain gauge-type precision load cell and deflection is measured with a digital dial indicator. This data is transferred electronically to data acquisition software which plots shear strength vs. deflection. The shear strength plots are then interpreted to determine either peak or ultimate shear strengths. Residual strengths were obtained through multiple shear box reversals. A strain rate compatible with the grain size distribution of the soils was utilized. The interpreted results of these tests are shown in this Appendix B. R-VALUE TESTS Bulk samples representative of the underlying on-site materials were tested to measure the response of a compacted sample to a vertically applied pressure under specific conditions. The R-value of a material is determined when the material is in a state of saturation such that water will be exuded from the compacted test specimen when a 16.8 kN load (2.07 MPa) is applied. The results from these test procedures are reported in this Appendix B. December 13, 2019 B-3 GMU Project 18-101-00 " I I I Sample Information ....I g w ....I ! ::, :;; (!) I I I I Boring Number DH-1 DH-1 DH-1 DH-1 DH-2 DH-2 DH-2 DH-3 DH-3 DH-3 DH-3 DH-3 DH-3 DH-4 DH-4 DH-4 DH-5 DH-5 DH-6 Depth, feet 0 10 15 20 0 5 15 0 5 15 25 35 45 0 10 20 5 15 0 ,. ~I I ... '-II ILi Elevation, feet 103.0 93.0 88.0 83.0 105.0 100.0 90.0 103.0 98.0 88.0 78.0 68.0 58.0 101.0 91.0 81.0 97.0 87.0 101.0 i • l I In Situ Geologic uses Water Unit Group Content, Symbol o/a Tsa SM Tsa SP 4.7 Tsa CH Tsa CH 8.4 Tsa SM Tsa SM 13.4 Tsa SM 7.6 Qafc SM Tsa SP-SM 3.4 Tsa SP 6.9 Tsa SP 3.9 Tsa SM 9.6 Tsa SM 11.8 Tsa SM Tsa CL 27.7 Tsa SP 12.8 Tsa SM 7.3 Tsa SP 3.8 Qafc SM I I l I I t i I I t l I TABLE B-1 SUMMARY OF SOIL LABORATORY DATA Sieve/Hydrometer Atterberg Limits Compaction Chemical Test Results In Situ In Situ Maximum Optimum Dry Unit Satur-Gravel, Sand, <#200, <21,1, LL PL Pl Expansion Min. Dry Unit Water R-Value Sulfate Chloride Weight, ation, % % % % Index pH Resistivity Weight, Content, (ppm) (ppm) pcf o/a pct % (ohm/cm) 7.8 115 384 4720 107 23 53 25 28 104 37 0 90 10 117.0 11.0 114 78 100 31 0 78 22 0 1079 -11 116 43 104 17 104 43 109 60 0 94 97 120 89 124 59 114 22 56 Project: AUTONATION BMW of Carlsbad Project No. 18-101-00 • .. • .. -.. .. .. • .. .. --.. .. .. - • - "I .. .. .. • .. .. -en -~ ~ .. 2 (!) $ 1111 0 ~ .. w !::,! (1)1 • z ~ ... ~I :ii (!) ·• .. .. .. .. ... --... - GRAVEL 1 SAND I 1 COARSE! I SILT COARSE FINE MEDIUM FINE U.S. STANDARD SIEVE I U.S. STANDARD SIEVE NUMBERS 3" 100 90 80 70 1-:::c: (!) iii 60 3: ~ ~ W 50 z u: 1-z W 40 (J ~ w 0. 30 20 10 0 Boring Number DH-2 DH-3 OPENING 1.5" 3/4" Depth (feet) 0.0 0.0 3/8" #4 10 Geologic Unit Tsa Qafc #10 #20 #40 #60 #100 #200 I'\ ' \ Symbol • IZI \ \ \ \ ' I \ \ \ \ I \ \ '" \ \ \ \ \ 4 \ \ .. \_ \ \ "" 0.1 PARTICLE SIZE IN MILLIMETERS LL Pl SIL TY SANDSTONE (SM) SIL TY SAND (SM) 0.01 Classification PARTICLE SIZE DISTRIBUTION I CLAY I 0.001 Project: AUTO NATION BMW of Carlsbad Project No. 18-101-00 ,-~11 '-11·11.1-----------------' -.. .. • - 'II -• - "' - "' .. • .. • 41 ... .. .. .. -.. • .. ... -• a, ;;j ;;; .. --, 0.. • C) ci q 0 .. cb en .. t::: :::;; ::; .. .. .. .. -.. 60 ::=-50 a.. ->< W 40 0 z ~ 30 (.) I-- en 20 :5 a.. 10 0 0 Boring CL-ML Depth Number (feet) DH-1 15.0 20 Geologic Unit Tsa CL or OL CH or OH vv "A" LINE 7 / V / / 1/ / / / V / ML or OL MH or OH 40 60 80 100 LIQUID LIMIT (LL) Test lnsitu Water LL PL Pl Classification Symbol Content(%) • 53 25 28 CLA YSTONE (CH) ATTERBERG LIMITS Project: AUTO NATION BMW of Carlsbad Project No. 18-101-00 ,-~11 '-IITILI---------------- - "" .. .. ... .. -... -... .. .. .. .. .. .. .. ... .. .. -.. .. ... -.. .. ... a, ;:;i .. § .. -, a. (!) 0 9 -~ ,b ... a. :E 0 u -> 0 .. .. .. -.. 140 135 130 125 120 ~ en 110 z w Q ~ c 105 100 95 90 85 80 0 Boring Number DH-2 • Depth (feet) 0.0 \\ SG=2.60 SG=2.70 \ \ '~\ \\ _./ ~\ ~ ,,,.---• \\ \ ~ ~ \ ~ ~ ~ ~ ~ ~ I'-. 10 20 30 40 50 MOISTURE CONTENT(%) Geologic Maximum Optimum Symbol Dry Density, Moisture Classification Unit pcf Content,% Tsa • 117 11 SIL TY SANDSTONE (SM) COMPACTION TEST DATA Project: AUTONATION BMW of Carlsbad Project No. 18-101-00 ,-~11 '-11~11.1---------------- .. ... <11111 "' .. .. .. ,.. .. --.. .. ... ... ""' --.. • .. • .. .... -a, ~ -~ I-0 ... C!I :j .., ::; ... C!I ~ C!I .. 0 9 § .. ~ a: .. ,1i I CJ) 1-1 • u w a: Cl -::, ::; C!I • -.. .. • 4,000 3,500 3,000 c;::-2,500 ! Cl) Cl) w f!: 2,000 Cl) 0:: ~ :I: en 1,500 1,000 ~ 500 V 0 0 0 / V V V y~ / V V L.-/ ~ .. / ~ V n / ~ ~ V 1,000 2,000 3,000 4,000 NORMAL STRESS (psf) SAMPLE AND TEST DESCRIPTION Sample Location: DH-2 @ 5.0 ft Geologic Unit: Tsa Classification: SIL TY SANDSTONE (SM) Strain Rate (in/min): 0.005 Notes: Sample Preparation: Undisturbed STRENGTH PARAMETERS STRENGTH TYPE COHESION (psf) FRICTION ANGLE (degrees) • Peak Strength 258 35.0 Ill Ultimate Strength 276 27.0 SHEAR TEST DATA Project: AUTONA TION BMW of Carlsbad Project No. 18-101-00 ,-~11 '-IITIIJ---------------- .. ◄ - • -.. -.. .. ... .. -.. .. -... .. "" - ◄ -.. .. .. .. Cl N ... § f-0 .. (!) ::j ,0 :::;; .. (!) -, Cl. (!) -ci <;> § ... (0 et: .. ~ :c <fl f-1 .. u w et: c .. ::JI :::;; (!) .. .. • .. • 4,000 3,5001-----+-----+---+------+-----+---+-------+------1 c;::--2,500 Ill E:: rn rn w D:: 2,000 I-rn D:: c( w ::c rn 1,500 1,000 2,000 3,000 4,000 NORMAL STRESS (psf) SAMPLE AND TEST DESCRIPTION Sample Location: DH-3 @ 5.0 ft Geologic Unit: Tsa Classification: POORLY GRADED SANDSl bNE (S S Strain Rate (in/min): 0.005 Sample Preparation: Undisturbed Notes: Sample saturated prior and during shearing STRENGTH PARAMETERS STRENGTH TYPE COHESION (psf) FRICTION ANGLE {degrees) • Peak Strength 450 34.0 Ill Ultimate Strength 6 31.0 SHEAR TEST DATA Project: AUTONATION BMW of Carlsbad Project No. 18-1 O 1-00 ,,-~I I '-11~11.1------------------J - .. ... - "" -.., -... -.. - -... - , ... -... .. "" .. .. 0) N -~ 1--0 ... (!) ::i .. :;; -(!) .., n. (!) .. 0 q 0 .. ;-,i; _, 0 .. en z 0 (.) .. :::,' :;; (!) • --.. • -::::e ~ z ~ I-U) -4 -2 0 2 4 6 8 10 12 14 16 100 Boring Number DH-5 Depth (feet) 5.0 . ~ . - N Geologic In Situ or Symbol Remolded Unit Sample Tsa • In Situ -- 1,000 STRESS (psf) % Hydro- Collapse ---- W = water added ---r---- Classification 0.13 SITL Y SANDSTONE (SM) CONSOLIDATION TEST DATA - 10,000 Project: AUTONATION BMW of Carlsbad Project No. 18-101-00 ,-~11 '-11·11.1---------------- -.. .. - -.. ... .. .. APPENDIXC -,. Infiltration Test Result .. -.. -.. .. .. .. • .. • - .. .. - - - ---- Riverside/Orange County -Percolation Rate Conversion Porchet Method, aka Inverse Borehole Method Project Name: Project Number: Test Hole Number: Test Hole Radius: Total Depth : Trial 1 2 3 4 5 6 7 8 9 10 11 12 Start Time 8:21:00AM 8:51:00AM 9:21:00AM 9:51:00AM 10:21:00AM 10:53:00 AM 11:23:00AM 11:53:00AM 12:23:00 PM 12:53:00 PM 1:23:00 PM 1:53:00 PM 0.02 -0.02 ~ _g 0.01 :°? 0.01 ~ 0.01 "' ~ 0.01 0 -~ 0.01 ~ 0.00 -C: -0.00 c D. 0 'O "ii > ~ ... a, ... "' 3 0.00 0.0 Aut onation -BMW Carlsbad 18-101-00 DH-6 4 60.0 End Time 8:51:00AM 9:21:00AM 9:51:00AM 10:2 1:00AM 10:52:00AM 11:23:00AM 11:53:00AM 12:23:00 PM 12:53:00 PM 1:23:00 PM 1:53:00 PM 2:23:00 PM --~ 50.0 inches inches 6 t (min) 30.0 30.0 30.0 30.0 31.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0 Total Time (min) 30.0 60.0 90.0 120.0 151.0 181.0 211.0 241.0 271.0 301.0 331.0 361.0 Initial Final Depth of Depth of Water (Do) Water (Dt) (f t) (ft) 2.65 2.66 2.65 2.66 2.65 2.66 2.65 2.66 2.65 2.66 2.65 2.66 2.65 2.66 2.65 2.66 2.65 2.66 2.65 2.66 2.65 2.66 2.65 2.66 DH-6 Infiltration Rate vs. Time --- 100.0 150.0 -~ 200.0 Time (min) DH-6 -. ~ " 250.0 Water Level Drop vs. Time 300.0 - - Initial Fi nal Infilt ration Hight of Height of 6H Havg Water (Ho) Water (Ht) Rate (It) (in) (in) (in) (in) (in/hour) 28.20 28.08 0.12 28.14 0.02 28.20 28.08 0.12 28.14 0.02 28.20 28.08 0.12 28.14 0.02 28.20 28.08 0.12 28.14 0.02 28.20 28.08 0.12 28.14 0.02 28.20 28.08 0.12 28.14 0.02 28.20 28.08 0.12 28.14 0.02 28.20 28.08 0.12 28.14 0.02 28.20 28.08 0.12 28.14 0.02 28.20 28.08 0.12 28.14 0.02 28.20 28.08 0.12 28.14 0.02 28.20 28.08 0.12 28.14 0.02 Average Infiltration Rate (in/hour) 0.02 " ~ 350.0 400.0 28.07 +---~----+---+-----4-----1----1-----4---~ 0.0 50.0 100.0 150.0 200.0 Time (min) 250.0 300.0 350.0 400.0 - - -- - Riverside/Orange County -Percolation Rate Conversion Porchet Method, aka Inverse Borehole Method Project Name: Project Number: Test Hole Number: Test Hole Radius: Total Depth : Trial Start Time 1 8:15:00 AM 2 8:45:00AM 3 9:18:00AM 4 9:48:00AM 5 10:18:00AM 6 10:50:00AM 7 11:20:00AM 8 11:50:00AM 9 12:20:00 PM 10 12:50:00 PM 11 1:20:00 PM 12 1:50:00 PM Autonation -BMW Carlsbad 18-101-00 DH-7 4 48.0 inches inches End Time l'it Tot al Time (min) (min) 8:45:00AM 30.0 30.0 9:18:00AM 33.0 63.0 9:48:00AM 30.0 93.0 10:18:00AM 30.0 123.0 10:48:00 AM 30.0 153.0 11:20:00AM 30.0 183.0 11:50:00 AM 30.0 213.0 12:20:00 PM 30.0 243.0 12:50:00 PM 30.0 273.0 1:20:00 PM 30.0 303.0 1:50:00 PM 30.0 333.0 2:20:00 PM 30.0 363.0 --- - Initial Final Initial Final Infiltration Depth of Depth of Hight of Height of l'iH Havg Water (Do) Water (Dt) Water (Ho) Water (Ht) Rate (It) (ft) (ft) (in) (in) (in) (in) (in/hour) 1.70 1.91 27.60 25.08 2.52 26.34 0.36 1.70 1.87 27.60 25.56 2.04 26.58 0.26 1.70 1.90 27.60 25.20 2.40 26.40 0.34 1.70 1.90 27.60 25.20 2.40 26.40 0.34 1.70 1.89 27.60 25.32 2.28 26.46 0.32 1.70 1.88 27.60 25.44 2.16 26.52 0.30 1.70 1.90 27.60 25.20 2.40 26.40 0.34 1.70 1.86 27.60 25.68 1.92 26.64 0.27 1.70 1.86 27.60 25.68 1.92 26.64 0.27 1.70 1.84 27.60 25.92 1.68 26.76 0.23 1.70 1.85 27.60 25.80 1.80 26.70 0.25 1.70 1.83 27.60 26.04 1.56 26.82 0.22 Average Infiltration Rate (in/hour) 0.23 0.40 -;:-0.35 ::, _g 0.30 -C :.;. 0.25 QI ~ 0.20 C .5! 0.15 ... ... ~ 0.10 :;:: £ 0.05 0.00 0.0 .!: 26.00 DH-7 Infiltration Rate vs. Time .... '\. r -"""" ~ ~ v 50.0 100.0 150.0 ~ 200.0 Time (min) DH-7 ' 250.0 Water Level Drop vs. Time -...... ..... ...I'. 300.0 350.0 400.0 g, 25.80 -l----+----l---+----+-----+--~-1--~.,C..-+---~ ... 'ti j 25.60 .!! ~ 25.40 +---+-+--4---+-,,,e.~+--I--+---+---+---~ ... ... ~ 25.20 +---+-+--~:::a .... :::,_+----Pwfl---+---+---+---~ 25.00 +----+-----+---4-------1------1----+-----+----l 0.0 50.0 100.0 150.0 200.0 Time (min) 250.0 300.0 350.0 400.0 -