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HomeMy WebLinkAboutSUP 07-03; South Coast Materials Quarry; Updated Geotechnical Investigation; 2009-09-10GEQTECHNICAL ENVIRONMENTAL MATERIALS RECORD COPY Initial Date UPDATE GEOTECHNICAL INVESTIGATION AMENDED RECLAMATION PLAN QUARRY CREEK REFINED ALTERNATIVE 3 CARLSBAD, CALIFORNIA PREPARED FOR HANSON AGGREGATES PACIFIC SOUTHWEST INC SAN DIEGO, CALIFORNIA Ou X SEPTEMBER 10, 2009 PROJECT NO. 07135-42-01 H wa«J GEOCON INCORPORATED GEOTECHNICAL • ENVIRONMENTAL • MATERIALS Project No. 07135-42-01 September 10, 2009 Hanson Aggregates Pacific Southwest, Inc. Post Office Box 639069 San Diego, California 92163-9069 Attention: Mr. William Berger Subj ect: AMENDED RECLAMATION PLAN QUARRY CREEK REFINED ALTERNATIVE 3 CARLSBAD, CALIFORNIA UPDATE GEOTECHNICAL INVESTIGATION References: 1. Update Geotechnical Investigation, Amended Reclamation Plan, Quarry Creek Aggregate, Quarry (West Quarry), Carlsbad, California prepared by Geocon Incorporated dated May 17, 2007 (Project No. 07135-42-01). 2. Addendum to Geotechnical Investigation, Amended Reclamation Plan, Quarry Creek Aggregate Quarry (West Quarry), Carlsbad, California prepared by Geocon Incorporated dated August 21, 2006. 3. Geotechnical Investigation, Amended Reclamation Plan, Quarry Creek Aggregate Quarry (West Quarry), Carlsbad, California prepared by Geocon Incorporated dated June 30, 2005 revised August 18, 2005. 4. Limited Geotechnical Investigation to Evaluate Hardrock Constraints, Quarry Creek (NE and SE), Carlsbad, California prepared by Geocon Incorporated dated May 16, 2005. Dear Mr. Berger: In accordance with your request, Geocon Incorporated has prepared this report to update the above referenced geotechnical investigations to provide one report specific to the Refined Alternative 3 reclamation plan for the Quarry Creek materials plant. This update report has been prepared for inclusion with the amended reclamation plan being prepared for the property and the environmental impact report. Review of the Refined Alternative 3 plan indicates that in general, the planned reclamation is generally consistent with that described in the above referenced update investigations. Previous use of the property consisted of mining and crushing rock to produce commercial aggregates. Mining has resulted in the site being underlain by compacted fill, previously placed fill, undocumented fill, sedimentary, volcanic, and intrusive granitic rock. The accompanying report presents findings from our studies relative to geotechnical engineering aspects of reclaiming the site. No soil or geologic conditions were encountered which would preclude development. 6960 Flanders Drive San Diego, California 92121 Telephone (858) 558-6900 Fax (858) 558-6159 If you have any questions regarding this report, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED RCM:AS:dmc (1) (1) (2/del) (2/del) (2) Addressee Chang Consultants Attention: Mr. Wayne Chang Helix Environmental Planning, Inc. Attention: Ms. Julie McCall The Lightfoot Planning Group Attention: Ms. Ann Gunther McMillin Land Development Attention: Mr. Don Mitchell Project No. 07135-42-01 -2-Septemberl 0,2009 TABLE OF CONTENTS 1. PURPOSE AND SCOPE 1 2. SITE AND PROJECT DESCRIPTION 2 3. SOIL AND GEOLOGIC CONDITIONS 3 3.1 Undocumented Fill (Qudf) 3 3.2 Compacted Fill (Qcf) 3 3.3 Previously Placed Fill (Qpf) 4 3.4 Topsoil (Unmapped) 4 3.5 Alluvium (Qal) 4 3.6 Colluvium (Qcol) 5 3.7 Terrace Deposits (Qt) 5 3.8 Tertiary Volcanics (Tv) 5 3.9 Santiago Formation (Ts) 5 3.10 Salto Intrusive (Jspi) 6 4. GROUNDWATER 6 5. GEOLOGIC HAZARDS 6 5.1 Faulting and Seismicity 6 5.2 Liquefaction Analysis and Seismically Induced Settlement 9 5.3 Landslides 10 6. CONCLUSIONS AND RECOMMENDATIONS 11 6.1 General 11 6.2 Soil and Excavation Characteristics 12 6.3 Grading 13 6.4 Settlement 15 6.5 Slopes 16 6.6 Buena Vista Creek Channel Revetment 17 6.7 Foundations 18 6.8 Retaining Walls and Lateral Loads 18 6.9 Drainage and Maintenance 20 6.10 Grading Plan Review 20 LIMITATIONS AND UNIFORMITY OF CONDITIONS MAPS AND ILLUSTRATIONS Figure 1, Vicinity Map Figure 2, Geologic Map (Map Pocket) Figure 3, Geologic Cross Sections A-A', B-B', C-C', and D-D1 (Map Pocket) Figure 4, Subdrain Outlet Headwall Detail Figure 5, Settlement Monument Figures 6 and 7, SLOPEW Stability Analysis Cross Sections E-E' and C-C' Figure 8, Slope Stability Analysis - Cut Slopes Figure 9, Slope Stability Analysis - Fill Slopes Figure 10, Surficial Slope Stability Analysis Figure 11, Typical Retaining Wall Drainage Detail TABLE OF CONTENTS (Continued) APPENDIX A FIELD INVESTIGATION Figures A-l - A-30, Logs of Trenches T 1 through T 30 Figures A-31 - A-39, Logs of Trenches LT 1 through LT 9 Figures A-40 - A-50, Logs of Trenches T-1C through T-l 1C Figures A-50 - A-57, Logs of Borings SB-2 through SB-8 APPENDIX B SELECTED DATA FROM PREVIOUS GEOTECHNICAL STUDIES APPENDIX C LABORATORY TESTING Table C-I, Summary of Laboratory Maximum Dry Density and Optimum Moisture Content Test Results Table C-II, Summary of Laboratory Expansion Index Test Results Table C-III, Summary of Direct Shear Test Results Direct Shear Test Report Sheet Figures C-l - C-5, Gradation Curves Figure C-6, Consolidation Curve APPENDIX D LIQUEFY2 ANALYSIS SETTLEMENT OF DRY SANDS APPENDIX E RECOMMENDED GRADING SPECIFICATIONS LIST OF REFERENCES UPDATE GEOTECHNICAL INVESTIGATION 1. PURPOSE AND SCOPE This update report has been prepared specific to the Refined Alternative 3 reclamation plan for the Hanson Aggregates Quarry Creek materials plant south of Highway 78, in Carlsbad, California (see Vicinity Map, Figure 1). This update includes information provided in the earlier referenced geotechnical reports to provide one comprehensive report current to the most recent reclamation plans. Our previous field investigations evaluated surface and subsurface soil and geologic conditions, identified geotechnical constraints to the project and provided recommendations associated with the original proposed site reclamation. The reclamation plan has been reviewed and the necessary recommendations pertinent to the geotechnical engineering aspects for grading are included herewith. The scope of our previous investigations included a site reconnaissance and geologic mapping by an engineering geologist, subsurface exploration with backhoe trenches, small diameter drill rig, and laboratory testing. Information obtained from the field and laboratory testing was used to identify site soil and geologic conditions and in engineering analyses in order to provide recommendations for site grading and development. Field investigations were performed at different times for the referenced geotechnical reports between July 2003 and April 2006. Subsurface excavations included excavation of 50 exploratory backhoe pits and 7 small diameter borings. Backhoe pits were advanced to observe the condition of previously placed fill and to map their limits, to evaluate depths to hardrock in the northeast and southeast quadrants, and to delineate geologic contacts and features. Borings were drilled within alluvium to provide more detailed information associated with liquefaction potential. Details of the field investigation are presented in Appendix A. Borings from previous geotechnical studies by other geotechnical consultants are included in Appendix B. Our scope also included a review of published geologic literature and aerial photographs, and in particular, the following plan and document: 1. Reclamation Plan for: Hanson Aggregates Quarry Creek Refined Alternative 3, prepared by Chang Consultants, undated. 2. Geotechnical Review of Reclamation Plan, Former South Coast Materials Facility, Carlsbad and Oceanside, California, prepared by Ninyo and Moore, dated August 31,2000. Laboratory tests were performed on selected representative samples obtained during the field investigations to evaluate pertinent physical soil properties for engineering analysis and to assist in providing recommendations for site grading. Details of the laboratory testing and a summary of the test results are presented in Appendix C. Project No. 07135-42-01 - 1 - September 10, 2009 The base map used to depict site geology and exploratory trench locations consisted of the above referenced plan prepared by Chang Consultants. The map depicts site geology, location of geologic cross sections, approximate depth of surficial soils, and approximate locations of exploratory trenches and previous borings (see Figure 2, map pocket). Conclusions and recommendations presented herein are based on an analysis of the data obtained from the field investigations, laboratory test results, review of previous amended reclamation plans, environmental monitor wells, geologic reports, geologic literature, experience with similar soil and geologic conditions and our understanding of proposed site development. 2. SITE AND PROJECT DESCRIPTION The Quarry Creek area is a rectangular-shaped property encompassing approximately 100 acres that has undergone many years of mining rock with associated crushing and screening to produce commercial aggregate products. The majority of previous mining activity occurred in the eastern and southern portions of the site. Waste products from mining were subsequently placed in canyon or pit areas to reclaim quarry excavations. This has resulted in placement of mostly undocumented fill in depressions, as well as some compacted fill in the northeast corner and adjacent to a large Keystone wall (geogrid reinforced wall) along the eastern boundary of the property. A few buildings and equipment associated with small recycling facility are present on site. A former concrete batch plant and base-coarse crushing and screening plant operated by Hanson Aggregates occupied the central portions of the property. Other portions of the property are presently being used for storage purposes and include stockpiles of concrete and asphalt rubble, bioremediation stockpiles, and other materials. Topographically, the property slopes northward, southward, and westward, following the partially- filled east-west natural drainage of Buena Vista Creek valley and its tributaries. The original valley- slope topography has been lowered by quarry operations to create moderately sloping surfaces in most of the planned reclamation area. However, mining of stone in the northeast quadrant exposed near-vertical slopes that have been backfilled so that the regraded slopes average 1:1 (horizontal:vertical). The cut is in fractured, but very strong rock that remains stable in its steep condition. Slopes on the south side of the valley have been regraded to permanent 2:1 (horizontal:vertical) cut slopes with benches, bench-drains and brow-ditches. Elevations along the northern and southern portions of the property vary from approximately 80 feet Mean Sea Level (MSL) to above 300 feet MSL in open-space areas. Lower elevation infilled canyons vary from approximately 90 feet MSL to 150 feet MSL. Utilities on the property include an overhead power line extending into the northern portion of the site, as well as temporary water lines associated with former processing operations. Project No. 07135-42-01 - 2 - September 10, 2009 Review of the Refined Alternative 3 plan indicates regrading existing slopes will result in construction of large sheet-graded areas or superpads both north and south of Buena Vista Creek. Access to the pads will be via Haymar Drive and/or the future extension of Marron Road. Planned reclamation grades versus existing grades indicate cuts and fills up to approximately 20 feet will be required to construct the sheet-graded pads. The site description and proposed development are based on a site reconnaissance and a review of the referenced reclamation plan and topographic maps. If development plans differ significantly from those described herein, Geocon Incorporated should be contacted for review and possible revisions to this report. 3. SOIL AND GEOLOGIC CONDITIONS Six surficial soil deposits and four geologic formations were encountered and/or mapped during the field investigation. Surficial soil deposits include undocumented fill, compacted fill, previously placed fill, topsoil (unmapped), alluvium, and colluvium. Formational units include Quaternary-age Terrace Deposits, Tertiary-age Volcanic Rock, Santiago Formation, and Jurassic-age Salto Intrusive rock. Mapped limits of the geologic units are shown on the Geologic Map (Figure 2) and Geologic Cross Sections A-A', B-B', C-C', and D-D' (Figure 3). The surficial soil types and geologic units are described below in order of increasing age. 3.1 Undocumented Fill (Qudf) Undocumented fill exists as a large, irregular-shaped area extending across the central portions of the site. The undocumented fill was encountered in the majority of exploratory excavations and is typically within previously mined areas. Estimated maximum thickness could exceed 25 feet, especially beneath stockpile areas. These fills are likely the result of waste product generated from mining activities being stockpiled and/or spread out across the property. The undocumented fill is comprised of loose, dry to wet, very porous, sandy, coarse gravel with oversize rock fragments. Because of the oversize rock within the fill, with rock fragments sometimes over 2 feet wide, a number of trenches reached refusal at relatively shallow depths. The undocumented fill is unsuitable in its present condition and will require removal and recompaction to support additional fill or structural improvements. Oversize materials encountered during remedial grading may require breaking down and/or special placement procedures. 3.2 Compacted Fill (Qcf) A limited area in the northeastern portion of the property is underlain by compacted fill (see Geologic Map). According to a report by Ninyo and Moore (dated August 31, 2000) most of the approximately Project No. 0713 5-42-01 - 3 - September 10, 2009 10 feet of documented fill in the bottom of the northern pit area had been placed between approximately 1988 and 2000. The report describes the fill as ... interlayered, medium dense to dense, clayey andsilty sand, clayey gravel and stiff sandy clay. • Hi f Portions of the compacted fill are buried beneath a stockpile of oversize shot-rock derived from the "^ Salto Intrusive unit. Exploratory trenches were not attempted because of substantial thicknesses of *^ stockpile and oversize rock (estimated to exceed 20 feet). Typically, and dependent on the character ""> of the documented fill, the upper portions of existing compacted fill areas will require removal and •**, recompaction prior to additional fill placement or construction of settlement-sensitive improvements. ,«. This will require removal of the existing uncompacted oversize stockpile materials to expose firm, «, previously placed, compacted soils and/or competent formational materials prior to placement of ,^ additional fill. 3.3 Previously Placed Fill (Qpf) The approximate area of previously placed fill associated with residential developments along the * southern boundary and Haymar Road and Highway 78 along the northern property boundary is shown on Figure 2 (Geologic Map). Previously placed fill associated with the development of the '"*, eastern quarry (Wai Mart shopping center) abut the southeastern property line. These soils include '•"*• either undocumented or compacted fill that may represent edge conditions and may require remedial i, grading. A determination to the extent of removals should be determined during grading based on the condition of the fill encountered. 3.4 Topsoil (Unmapped) Portions of the site are irregularly blanketed by 1 to 3 feet of topsoil consisting of loose, porous, dark brown, silty to clayey, fine sand. Topsoil is compressible in its present condition and will require removal and recompaction within areas of planned development. 3.5 Alluvium (Qal) Alluvial deposits are present within the major east-west drainage of Buena Vista Creek, as well as in the northeastern and southwestern tributary canyons that converge with Buena Vista Creek in the central portion of the site. The alluvial soils generally consist of loose, porous dark gray to olive brown, very clayey, fine to medium sand, and clayey sand and silt. Areas of deepest alluvium are located in the central portion of the site adjacent to the original channel of Buena Vista Creek and its tributaries. Borings for monitoring wells completed by Environmental Business Solutions (BBS) indicate thicknesses of alluvium exceeding 15 feet, not including overburden fills (see Geologic Map *^ Figure 2 and cross-section A-A'). The alluvium is compressible and not suitable for support of Project No. 07135-42-01 - 4 - September 10, 2009 additional fill and/or structural loads and will require partial (dependent upon groundwater depths) to complete removal. Depths of alluvium removal are estimated to be approximately 15 to 20 feet. 3.6 Colluvium (Qcol) Colluvial deposits were encountered in the southwest portion of the site mostly along northward- draining tributary canyons. Exploratory trenches T-23 through T-25 encountered from 4 feet to 6 feet of loose dark brown, very clayey to silty, fine sand. Due to the loose unconsolidated condition of the colluvium, removal and recompaction within planned reclamation grading areas will be required to provide suitable support for placement of compacted fill or structural improvements. 3.7 Terrace Deposits (Qt) Extensive and thick river terrace deposits consisting of medium-dense to dense, light reddish-brown to olive-brown, gravelly, silty to clayey, medium to coarse sand are present in the northwest and southwest portions of the site. Except near depositional contacts (or unconformities) with older formations, this unit is typically massive to horizontally bedded, relatively dense and exhibits low compressibility characteristics. Terrace Deposits are most prevalent in the southwestern portions between elevations 100 and 150 feet MSL (see trenches T-21, T-22, and T-23, Appendix A). These soils are suitable for support of fill and/ or structural loads in their present condition. Excavations, if they occur within this unit, should provide a sufficient quantity of very low to low expansive soil for capping of pads and streets. Where encountered below surficial soils (i.e., fill or alluvium), excavations during grading should be observed by an engineering geologist to confirm that compressible deposits have been removed. 3.8 Tertiary Volcanics (Tv) Tertiary-age volcanic rocks are present in a limited lens-shape area exposed in the southeast portion of the site in the existing 2:1 cut slope between approximate elevations 120 to 140 feet MSL. It consists of deeply weathered, massive light reddish-brown, moderately strong, volcanic tuff. This unit exhibits medium-dense to dense characteristics with little indication of slope erosion. This unit is considered to possess suitable geotechnical characteristics for slope stability and for support of fill and/or structural loads. 3.9 Santiago Formation (Ts) The Eocene-aged Santiago Formation, consisting of dense, massive bedded light brown to greenish- gray sandstones and thin interbedded siltstones is present in the north-central and south-central portions of the site. Project No. 07135-42-01 - 5 - September 10, 2009 The Santiago Formation is generally granular and possesses suitable geotechnical characteristics in either an undisturbed and/or properly compacted condition. However, the occurrence of clayey siltstones and claystone layers in this unit may generate moderate to highly expansive materials, or localized expansive zones at grade. Clayey zones of the Santiago Formation, if encountered during normal planned excavations, should be placed at least 5 feet below proposed subgrade elevations. 3.10 Salto Intrusive (Jspi) The Jurassic-aged Salto Intrusive consists of a steeply jointed, dark gray, very strong tonalite to gabbro rock considered to be older than the Peninsular Range Batholith and more closely related to the formation of the Santiago Peak Volcanics (Larsen, 1948). This granitoid bedrock unit is present in the northeast and southeast corners of the property and is the predominant geologic unit that has been mined for aggregate on the property. Typically, this bedrock unit outcrops along the eastern or southeastern boundary of the site, or is covered by fill in the central portions of the site. Exploratory excavations encountered mostly buried intrusive rock that exhibited a variable weathering pattern ranging from intensely weathered and fractured material near contacts with the overlying sedimentary rocks, to fresh, extremely strong crystalline rock within quarried areas that will be covered by the proposed reclamation grading. 4. GROUNDWATER Groundwater was encountered in the major lower elevation drainage areas of Buena Vista Creek and its tributaries at depths of approximately 16 feet and 5 feet (see exploratory trenches T-l and T-l 1, respectively, Appendix A). These observed depths translate to elevations between 70 to 80 feet MSL. This elevation-range is comparable to those of previously drilled monitoring wells by BBS. Depth of groundwater is subject to fluctuation from natural seasonal variations. The relationship between alluvial removals and the position of groundwater table and time of year remedial grading is performed are discussed in the Conclusions and Recommendations section of this report. 5. GEOLOGIC HAZARDS 5.1 Faulting and Seismicity Review of geologic literature, previous geotechnical reports for the property, and observations during our field investigation indicates no active faults traverse the property. One fault was observed in Salto Intrusive rock across the quarry slope of the north quarry. However, an exploratory trench (see trench T-9) excavated through the Tertiary Santiago Formation across the fault confirmed the fault did not displace the Eocene-age sedimentary unit. As such, the fault is considered inactive and not a constraint to the property. Project No. 07135-42-01 -6- September 10,2009 According to the results of the computer program EZ-FRISK (Version 7.30), 14 known active faults are located within a search radius of 50 miles from the property. The nearest known active fault is the Newport-Inglewood (Offshore) Fault, located approximately 8 miles east of the site and is the dominant source of potential ground motion. Earthquakes that might occur on the Newport- Inglewood (Offshore) Fault Zone or other faults within the southern California and northern Baja California area are potential generators of significant ground motion at the site. The estimated deterministic maximum earthquake magnitude and peak ground acceleration for the Newport (Inglewood Offshore) Fault are 7.2 and 0.31 g, respectively. We used Boore-Atkinson (2008) NGA USGS2008, Campbell-Bozorgnia (2008) NGA USGS 2008, and Chiou-Youngs (2008) NGA acceleration-attenuation relationships in the calculation of the peak ground accelerations (PGA). Table 5.1.1 lists the estimated maximum earthquake magnitudes and PGA's for the most dominant faults for the site location calculated for Site Class D as defined by Table 1613A.5.3 of the 2007 CBC. TABLE 5.1.1 DETERMINISTIC SPECTRA SITE PARAMETERS Fault Name Newport-Inglewood (Offshore) Rose Canyon Elsinore (Temecula) Elsinore (Julian) Coronado Bank Elsinore (Glen Ivy) San Joaquin Hills Thrust Palos Verde Earthquake Valley San Jacinto (Anza) San Jacinto (San Jacinto Valley ) Newport-Inglewood Chino (Central Ave) San Jacinto (Coyote Creek ) Distance from Site (miles) 8 8 21 22 24 32 36 38 42 44 45 47 47 50 Maximum Earthquake Magnitude (Mw) 7.2 7.2 7.2 7.5 7.7 7.2 6.7 7.4 6.9 7.6 7.3 7.2 6.8 7.2 Peak Ground Acceleration Boore- Atkinson 2008 (g) 0.26 0.26 0.17 0.19 0.19 0.14 0.11 0.13 0.10 0.13 0.11 0.10 0.09 0.09 Campbell- Bozorgnia 2008 (g) 0.24 0.24 0.12 0.13 0.13 0.09 0.09 0.08 0.06 0.08 0.07 0.07 0.06 0.06 Chiou- Youngs 2008 (g) 0.31 0.31 0.14 0.17 0.18 0.10 0.08 0.10 0.06 0.10 0.08 0.07 0.05 0.07 We used the computer program EZ-FRISK to perform a probabilistic seismic hazard analysis. The computer program EZ-FRISK operates under the assumption that the occurrence rate of earthquakes Project No. 07135-42-01 -7-September 10,2009 on each mapped Quaternary fault is proportional to the fault slip rate. The program accounts for fault rupture length as a function of earthquake magnitude. Site acceleration estimates are made using the earthquake magnitude and distance from the site to the rupture zone. The program also accounts for uncertainty in each of following: (1) earthquake magnitude, (2) rupture length for a given magnitude, (3) location of the rupture zone, (4) maximum possible magnitude of a given earthquake, and (5) acceleration at the site from a given earthquake along each fault. By calculating the expected accelerations from considered earthquake sources, the program calculates the total average annual expected number of occurrences of site acceleration greater than a specified value. We utilized acceleration-attenuation relationships suggested by Boore-Atkinson (2008) NGA USGS2008, Campbell-Bozorgnia (2008) NGA USGS 2008, and Chiou-Youngs (2008) in the analysis. Table 5.1.2 presents the site-specific probabilistic seismic hazard parameters including acceleration-attenuation relationships and the probability of exceedence for Site Class D. TABLE 5.1.2 PROBABILISTIC SEISMIC HAZARD PARAMETERS Probability of Exceedence 2% in a 50 Year Period 5% in a 50 Year Period 10% in a 50 Year Period Peak Ground Acceleration Boore-Atkinson, 2008 (g) 0.58 0.46 0.37 Campbell-Bozorgnia, 2008 (g) 0.46 0.35 0.29 Chiou-Youngs, 2008 (g) 0.57 0.44 0.34 We performed ground motion hazard analyses utilizing the computer program EZ-FRISK (version 7.30) in conjunction with data from the US Geological Survey National Seismic Hazards Mapping Program (NSHMP ver. 5.0.9). The Maximum Considered Earthquake ground motion (MCE) having a 2 percent chance of exceedence in 50 years, with a statistical return period of 2,500 years was used in the probabilistic analysis. We utilized new generation attenuation (NGA) relationships of Boore- Atkinson (2008) NGA USGS2008, Campbell-Bozorgnia (2008) NGA USGS 2008, and Chiou- Youngs (2008) in our analyses and calculated the mean value of the relationships. The California Geologic Survey (CGS) provides a computer program that calculates the ground motion for a 10 percent of probability of exceedence in 50 years based on the average value of several attenuation relationships. Table 5.1.3 presents the calculated results from the Probabilistic Seismic Hazards Mapping Ground Motion Page from the CGS website. Project No. 07135-42-01 -8-September 10, 2009 TABLE 5.1.3 PROBABILISTIC SITE PARAMETERS FOR SELECTED FAULTS CALIFORNIA GEOLOGIC SURVEY Calculated Acceleration (g) Firm Rock 0.23 Calculated Acceleration (g) Soft Rock 0.26 Calculated Acceleration (g) Alluvium 0.30 While listing peak accelerations is useful for comparison of potential effects of fault activity in a region, other considerations are important in seismic design, including the frequency and duration of motion and the soil conditions underlying the site. Seismic design of the structures should be evaluated in accordance with the California Building Code (CBC) guidelines. 5.2 Liquefaction Analysis and Seismically Induced Settlement Liquefaction typically occurs when a site is located in a zone with seismic activity, on-site soils are relatively cohesionless, groundwater is encountered within 50 feet of the surface, and soil relative densities are less than about 70 percent. If these three criteria are met, a seismic event could result in a rapid pore-water pressure increase from the earthquake-generated ground accelerations. Seismically induced settlement is settlement that may occur whether the potential for liquefaction exists or not. We used the methods presented in the Youd, T. L et al. (2001) and SP117 (2008) to perform an updated liquefaction evaluation using data from previously drilled small diameter borings, SB-6 through SB-8. The approximate locations of the borings are depicted on the Geologic Map, Figure 2 (Map Pocket). Groundwater surface elevations generally range from 59 to 82 feet above MSL. We used the computer program 2002 Interactive Deaggregations, provided by the USGS to calculate the principal seismic hazards that contribute to the site. Computer program results indicated a design- level seismic event with a modal magnitude of 6.95 and a computed site acceleration of 0.33 g corresponding to a 10 percent exceedence in a 50-year period for the analyses. Laboratory testing was conducted on samples of alluvium obtained from the borings to assess gradation characteristics and to evaluate if the materials are classified as liquefiable based on the fines makeup of the alluvium. Results of the laboratory sieve tests are included in Appendix C. Laboratory testing indicates some of the alluvial materials have at least 24 percent finer than 0.005mm. Blow counts from borings used for liquefaction analyses were based on the driven samplers in the field obtained during our field investigation. During drilling, we performed Standard Penetration Tests (SPT) to evaluate in-situ soil density and to determine blow counts for use in the liquefaction analysis. The blow counts for were also adjusted for boring diameter, sampling method, rod length, Project No. 07135-42-01 -9- September 10, 2009 overburden pressure, and energy delivered to the sampler corresponding to a driving-energy of 60 percent (Ni|60). The blow counts were adjusted further for estimated fines content and a factor of safety was computed. The site is considered to be susceptible to liquefaction when the computed factor of safety is less than 1.1. Results of the analyses indicate alluvial deposits below the groundwater should not liquefy for the design level acceleration. Results of the analyses are provided in Appendix D. As the analysis shows liquefaction should not occur, potential impacts associated with liquefaction such as surface manifestation (sand boils) and lateral spreading are not considered to be adverse with respect to the proposed development. We also evaluated the potential for settlement of dry sands for the layer of alluvium above the groundwater that will remain in-place using procedures developed by Tokimatsu and Seed. The analysis (included in Appendix D) indicates an estimated settlement less than 0.25 inches total. Typically differential settlements are on the order of Vr of the total settlement. 5.3 Landslides Review of 1995 published landslide maps of the California Geological Survey (formerly the Division of Mines and Geology) and a previous geotechnical report by Ninyo and Moore (August, 23, 2000), suggested the presence of suspected landslide deposits in the southwest quadrant of the site. However, observations of intact outcrops and confirmation of undisturbed slope conditions during our field investigation indicated that the suspected landslides do not exist. Geocon evaluated these landslide areas during our investigation both by geologic mapping and excavation of exploratory trenches within the previously mapped slide areas (see trenches T- 20, T-21, T-22, T-27, T-28, and T-30, Appendix A). The exploratory trenches encountered intact medium-dense, massive to horizontally-bedded Terrace Deposits. Based on the trench data and exposed outcrops, the previously suspected landslides do not exist and landslides are not considered to be a hazard to this project. Project No. 07135-42-01 -10- September 10, 2009 6. CONCLUSIONS AND RECOMMENDATIONS 6.1 General 6.1.1 No soil or geologic conditions were encountered that would preclude planned grading to reclaim the site in accordance with the reclamation plan. Recommendations provided herein are for grading that will result in properly compacted, structural fills that will be suitable for support of additional fill and/or structure loads and improvements associated with future development of the property. 6.1.2 The site is underlain by undocumented fill, previously placed fill, topsoil, alluvium, and colluvium. These surficial deposits are underlain by Terrace Deposits, Volcanics, Santiago Formation, and Salto Intrusive granitic rock. Undocumented fill, the upper portion of compacted fill, topsoil, alluvium, and colluvium will require removal and recompaction within structural improvement areas prior to placing additional fill and/or structural improvements. 6.1.3 Terrace Deposits, Volcanics, Santiago Formation, and the Salto Intrusive are exposed along the periphery of the northern, eastern, and southern portions of the site and may be encountered when excavating perimeter or interior slopes adjacent to the areas of compacted reclamation fill. These materials vary in decomposition from weathered to hard, fresh, intact rock. The bedrock units are suitable for support of fill and structural loading. 6.1.4 Groundwater and/or seepage can impact proposed grading dependent on the time of year grading is performed. Removal depths of alluvium may be limited by groundwater and may require specialized equipment to excavate (i.e. excavators and top loading of scrapers or rock trucks). The geologic units on site, dependent upon fracture and/or joint patterns, may be susceptible under certain conditions to groundwater seepage, especially after grading is complete and landscape irrigation is being applied. Positive surface drainage should be designed into the project to direct surface runoff to controlled drainage devices. Additional drains along the toes of slopes excavated in fractured rock may be required dependent upon conditions encountered during grading. An engineering geologist should perform periodic site visits during grading to observe exposed conditions and assess if seepage conditions exist. If seepage is encountered, appropriate recommendations can be provided at that time. 6.1.5 A subdrain system with outlet was installed in the adjacent easterly shopping center development under the direction of Ninyo and Moore on the east side of the site. The reduced scale Ninyo and Moore geologic map shows the sub-drain outlet top-of-pipe elevation at approximately 85 feet MSL and east of the Quarry property boundary (estimate 20 feet). This location is shown on our updated geologic map (Figure 2). As shown, the Project No. 07135-42-01 - 11 - September 10, 2009 subdrain outlets into the proposed rip-rap protected drainage channel. During grading, the outlet pipe should be exposed and protected by rip-rap or a subdrain outlet headwall as shown on Figure 4. 6.1.6 Review of the earlier referenced geotechnical reports indicated the presence of 10 previously drilled monitoring wells. Logs of these monitoring wells are included in Appendix B and approximate locations are shown on the geologic map. The 10 previously drilled monitoring wells were provided to us by the client for purposes of evaluating site geology (i.e., undocumented fill, alluvium and groundwater) and estimating geologic units. It is our understanding these wells were initially installed by Environmental Business Solutions (BBS) and are being monitored by them or Brown and Caldwell. The wells were installed to monitor environmental impacts from previous site usage (primarily hydrocarbon impacts). Based on information provided by Brown and Caldwell, 3 of the 10 wells have been abandoned in accordance with criteria of the County of San Diego Department of Health and reviewed by them. The other seven wells are still active and have not been abandoned. These wells are likely still being used for monitoring of environmental conditions. Geocon further understands the environmental consultant will be responsible for abandonment of these wells. All wells should be abandoned in accordance with County of San Diego Department of Environmental Health procedures. 6.2 Soil and Excavation Characteristics 6.2.1 Excavation of existing fills will require heavy to very heavy effort with conventional heavy duty grading equipment. Oversize materials will be encountered during remedial grading of existing undocumented fill and possible remains of stockpiles that will require special effort (moving individual rock fragments with a bulldozer and/or breaking down the rock to a manageable size), or in areas of planned cuts in existing fills. 6.2.2 Excavation of formational materials such as the Santiago Formation or Terrace Deposits will require moderate to heavy effort with conventional heavy-duty excavation equipment. Minor occurrences of cemented concretions or dense sandstones (if encountered) may require special handling and/or placement of oversize (greater than 12-inch-diameter) materials. Excavation of the Volcanic Rock or Salto Intrusive will required very heavy effort and blasting to excavate. 6.2.3 Rippability for trenching equipment is typically less than that of a bulldozer; therefore particular attention should be paid to the refusal depths encountered in the exploratory trenches. Future development should take into consideration depths of rock when designing and installing underground utilities. Project No. 07135-42-01 - 12 - September 10, 2009 6.2.4 Expansion tests performed on soil samples obtained from the exploratory excavations indicate that on-site materials generally possess low to very low expansive potential. The soil encountered are considered to be "non-expansive/expansive" (expansion index [El] of 20 or less/greater than 20) as defined by 2007 California Building Code (CBC) Section 1802.3.2. Table 6.2 presents soil classifications based on the expansion index. Grading should be scheduled such that materials within 3 feet of finish grade consist of very low to low expansive soils. TABLE 6.2 SOIL CLASSIFICATION BASED ON EXPANSION INDEX Expansion Index (El) 0-20 21-50 51-90 91-130 Greater Than 130 Soil Classification Very Low Low Medium High Very High 6.3 Grading 6.3.1 Prior to commencing grading, a preconstruction conference should be held at the site with the owner or developer, grading contractor, civil engineer, and geotechnical engineer in attendance. Specific geotechnical recommendations for the project and the grading plans can be discussed at that time. 6.3.2 All grading should be performed in accordance with the Recommended Grading Specifications in Appendix E. Where recommendations of this section conflict with those of Appendix E; the recommendations of this section take precedence. All earthwork should be observed and fill tested for proper compaction by a qualified geotechnical engineering consultant. 6.3.3 Site preparation should begin with removal of all deleterious material and vegetation. The depth of removal should be such that material exposed in cut areas and soil to be used for fill is relatively free of organic matter. Material generated during stripping and/or site demolition should be exported from the site. 6.3.4 Undocumented fill, alluvium, and colluvium within structural improvement areas and fill slopes should be removed and recompacted. The depth of removal should be such that Project No. 07135-42-01 -13-September 10, 2009 dense, previously placed, compacted fill or natural ground is exposed at the base of the overexcavation. 6.3.5 Alluvium should be removed down to competent formational bedrock or to within approximately 3 feet of the groundwater table, whichever occurs first. During excavation of the alluvium, test pits should be periodically excavated to determine groundwater depths. Special equipment such as swamp cats, excavators, and top loading operations may be required to excavate the alluvium. Alluvium is not expected to be removed and replaced within the creek channel. However, alluvium beneath proposed slopes on the north and south sides of the channel should be removed and recompacted to within 3 feet of the groundwater table, or dense formational soils, whichever occurs first. Removals at the toe of slopes along the channel should extend out at a 1:1 plane from the toe to the bottom of the removal. 6.3.6 Grading within previously placed and compacted fill areas should begin with removal of the upper 3 feet of existing fill; or to a depth such at a minimum of 5 feet of newly compacted fill exists beneath building pads, whichever is greater. This grading should remove oversize material within foundation and utility zones, re-establish uniform moisture and density in the upper fill materials, and provide suitable support for future buildings and improvements. Cut areas within previously placed or compacted fills may require overexcavation to a depth of 5 feet below proposed finish subgrade elevations if oversize rock is encountered. Test pits should be excavated during grading to delineate overexcavation areas. 6.3.7 Graded areas may expose oversized granitic/volcanic/intrusive rock fragments or "floaters" at finish grade. The presence of the rock may impact future development. Consideration should be given to providing a minimum 3- to 5-foot soil cap in these areas. 6.3.8 Oversize rock will be generated during excavation of fill materials and during remedial grading of undocumented fill. Placement of oversize material within fills should be conducted in accordance with the recommendations in Appendix E. For fill areas it is recommended that oversize materials not be placed within 10 feet of proposed finish grade. This recommendation is intended to result in compacted soil cap thick enough to enable minor future grading without encountering oversize materials. 6.3.9 Within planned fill areas and at the base of overexcavations, the existing ground surface should be scarified, moisture conditioned, and compacted. Fill soil may then be placed and compacted in layers to the design finish grade elevations. The layers should be no thicker than will allow for adequate bonding and compaction. All fill, including scarified ground Project No. 07135-42-01 -14 - September 10,2009 surfaces and backfill, should be compacted to at least 90 percent relative compaction at or slightly above optimum moisture content. Fill areas with in-place density test results showing moisture contents less than optimum will require additional moisture conditioning prior to placing additional fill. 6.3.10 Where practical, the upper 3 feet of the large sheet-graded pads and 12 inches in pavement areas should consist of properly compacted fill or native decomposed material with a low expansion potential (Expansion Index less than 50). 6.3.11 Import material, if required, should consist of granular low expansive soil. Prior to importing, samples from proposed borrow sites should be obtained and subjected to laboratory expansion testing to evaluate if the material conforms to the recommended expansion criteria. In addition, work shall be to rough-grade within one-half (Yi) foot and compacted to ninety percent (90%). Any imported soils are to be non-expansive and less than three inches in diameter. Native soils are to be used as is. Seller agrees that representative of Buyer (at Buyer's sole risk) may be present on site to observe the grading and filling. 6.4 Settlement 6.4.1 Grading recommendations provided herein specify removal and recompaction of all undocumented fill and surficial deposits (i.e., colluvium and alluvium) within structural improvement areas. As such, adverse settlement associated with compressible deposits will be mitigated where these soils are completely removed. Where groundwater is present, removal of the alluvium may be limited to within approximately 3 feet of the groundwater table. Based on groundwater levels at the time of the field investigation, we expect alluvium will remain in-place near the drainage channel. Further away from the channel, complete removal of alluvium is expected. Proposed grades near the drainage channel will result in approximately 5 to 15 feet of fill above existing grades. We expect settlement will occur in the alluvium as a result of fill placement. The majority of settlement as a result of fill placement is expected to occur shortly after the completion of grading. We recommend a settlement monument (see Figure 5) be installed after grading in areas where alluvium will be left in place. The recommended location of the settlement monument is shown on Figure 2. The location and or need for additional monuments can be determined during grading based on conditions encountered. 6.4.2 Settlement monuments should be surveyed on a weekly basis for a period of at least one to two months and the results provided to Geocon Incorporated to evaluate when settlement has essentially ceased as a result of the increased loading. After consolidation as a result of loading is complete, we estimate additional settlement of the alluvium left in-place to be Project No. 07135-42-01 -15- September 10, 2009 less than 1 inch in 40 horizontal feet. Settlement in other fill areas is also estimated at less than 1 inch in 40 horizontal feet. 6.4.3 As discussed previously, liquefaction analyses indicated the site subsoils should not liquefy. We have evaluated the potential for settlement of dry sands for the layer of alluvium above the groundwater that will remain in-place using procedures developed by Tokimatsu and Seed. The analysis (included in Appendix D) indicates an estimated settlement less than 0.25 inches total. Typically differential settlements are on the order of one-half of the total settlement. Based on this analysis, dynamic settlements are significantly less than the maximum 2 inches allowed by the City. 6.5 Slopes 6.5.1 Cut slopes excavated during mining activities exist along the northern and southern edges of the property. The reclamation plans shows the mined slopes at the northeast corner of the site will remain as they currently exist. Slopes excavated in rock or very dense formational material generally do not lend themselves to conventional stability analyses. However, provided on Figures 6 and 6a is a conventional stability analysis for the steep slope. The analysis was performed using SLOPEW, a computerized slope stability program developed by GeoSoft International. The analysis performs two dimensional slope stability analyses using conventional slope stability equations and limiting equilibrium methods. Results of the analysis indicated a factor of safety greater than 1.5 for static conditions and 1.2 for seismic conditions. The very high shear strength characteristics of the formational materials, exposures of nearby cut slopes in similar geologic conditions and experience in the overall area indicate the slopes are grossly stable. 6.5.2 We also analyzed the existing cut slope along south side of the site. The slope is approximately 225 feet high. The analysis was performed using SLOPEW. Results of the analysis indicated a factor of safety greater than 1.5 for the slope under static conditions and 1.2 for seismic. Results of the analysis are shown graphically on Figures 7 and 7a. 6.5.3 New cut and fill slopes with heights generally 40 feet or less at inclinations of 2:1 or flatter will be constructed on the property during reclamation grading. Slope stability analyses using shear strength parameters determined from laboratory testing resulted in calculated factors-of-safety greater than 1.5 for both deep-seated and surficial conditions. Results of the analyses for new cut and fill slopes are shown on Figures 8 through 10. 6.5.4 It is recommended that cut slopes be observed during grading by an engineering geologist to verify that the soil and geologic conditions do not differ significantly from those Project No. 0713 5-42-01 - 16 - September 10, 2009 anticipated and to assess if adverse bedding, fractures or joints exist. If adverse conditions are exposed, appropriate recommendations for mitigation can be provided at that time. 6.5.5 The outer 15 feet of fill slopes, measured horizontal to the slope face, should be composed of properly compacted granular soil fill to reduce the potential for surficial sloughing. Rock fill may extend to the slope face provided that a 12-inch thick layer of soil is track-walked onto the slope face for landscaping purposes. 6.5.6 All fill slopes should be overbuilt at least 3 feet horizontally and cut back to the design finish grade. As an alternative, fill slopes may be compacted by back-rolling at vertical intervals not to exceed 4 feet and then track-walking with a D-8, or equivalent, bulldozer upon completion such that the fill is uniformly compacted to at least 90 percent relative compaction to the face of the finished slope. 6.5.7 All slopes should be planted, drained and maintained to reduce erosion. 6.6 Buena Vista Creek Channel Revetment 6.6.1 Review of the reclamation plan indicates two items specified by the project Civil Engineer that require geotechnical recommendations. These include • "secure grouted riprap to bedrock per soil engineers recommendation." • "filter blanket per soils engineers recommendation." 6.6.2 Review of the grading plans indicates hardrock of the Salto Intrusive is and/or will be exposed in the eastern end of the channel. As you progress westerly, the riprap will be underlain by compacted fill due to removal and recompaction of alluvium and undocumented fills. Where the riprap will be supported by hardrock, the rock at the base of the riprap should be leveled to provide a relatively horizontal base for support. The level base should be slightly wider than the thickness of riprap specified. Where riprap will be supported by compacted fill, a bench should also be excavated to place the rock on a competent level surface. 6.6.3 With respect to the filter blanket, we recommend it consist of a filter fabric such as Mirafi 180N or equivalent. The fabric should be placed on the compacted channel sidewalls and covered with at least 6 inches of soil to protect the fabric from the rock. The 6-inch soil cover should consist of granular materials. Project No. 07135-42-01 -17- September 10, 2009 •«*» 6.6.4 The filter blanket, provided it is supported by properly compacted fill does not need to extend to bedrock. The only place this condition could be required is in areas where transitions from fill to bedrock occur (where thin layers of fill overly rock). This should be determined during grading by the engineer or geologist. Should extension to bedrock be necessary, recommendations can be provided in the field and will typically result in a thicker soil cushion over the filter fabric. 6.6.5 Our review indicates that at least 5 feet of additional depth of riprap revetment below the channel bottom is specified by the project Civil Engineer. This is likely to provide additional erosional resistance to water flowing from the upper detention basin to the lower basin. The rock on a 2:1 face extended below the channel bottom is acceptable from a geotechnical engineering standpoint. However, the base layer at the 5 foot depth should consist of properly compacted fill or natural ground that has been excavated to a level bench to support the rock. 6.7 Foundations 6.7.1 Site specific foundation recommendations can be provided in update geotechnical reports after reclamation grading is performed and should be based on future planned development. For preliminary purposes, 1- to 3-story residential structures and/or commercial/industrial structures can be supported with conventional continuous and/or spread footings. Footings should be designed using an allowable soil bearing pressure of 2,000 psf. 6.7.2 No special subgrade presaturation is deemed necessary prior to placing concrete, however, the exposed future foundation and slab subgrade soils should be sprinkled, as necessary, to maintain a moist condition as would be expected in any such concrete placement. 6.8 Retaining Walls and Lateral Loads 6.8.1 Retaining walls that are allowed to rotate more than 0.001H (where H equals the height of the retaining portion of the wall) at the top of the wall and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid density of 30 pounds per cubic foot (pcf). Where the backfill will be inclined at no steeper than 2:1 (horizontal:vertical), an active soil pressure of 40 pcf is recommended. These soil pressures assume that the backfill materials within an area bounded by the wall and a 1:1 plane extending upward from the base of the wall possess an expansion index of less than 50. Project No. 07135-42-01 -18- September 10, 2009 6.8.2 Where walls are restrained from movement at the top, an additional uniform pressure of 7H psf (where H equals the height of the retaining wall portion of the wall in feet) should be added to the above active soil pressure. 6.8.3 All retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces and should be waterproofed as required by the project architect. The use of drainage openings through the base of the wall (weep holes, etc.) is not recommended where the seepage could be a nuisance or otherwise adversely impact the property adjacent to the base of the wall. A typical wall drainage detail is presented on Figure 11. The above recommendations assume a properly compacted granular (Expansion Index less than 50) backfill material with no hydrostatic forces or imposed surcharge load. If conditions different than those described are anticipated, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional recommendations. 6.8.4 In general, wall foundations having a minimum depth and width of one foot may be designed for an allowable soil bearing pressure of 2,000 psf, provided the soil within 3 feet below the base of the wall has an Expansion Index of less than 90. The proximity of the foundation to the top of a slope steeper than 3:1 could impact the allowable soil bearing pressure. Therefore, Geocon Incorporated should be consulted where such a condition is anticipated. 6.8.5 For resistance to lateral loads, an allowable passive earth pressure equivalent to a fluid density of 300 pcf is recommended for footings or shear keys poured neat against properly compacted granular fill soils or undisturbed natural soils. The allowable passive pressure assumes a horizontal surface extending at least 5 feet or three times the surface generating the passive pressure, whichever is greater. The upper 12 inches of material not protected by floor slabs or pavement should not be included in the design for lateral resistance. An allowable friction coefficient of 0.4 may be used for resistance to sliding between soil and concrete. This friction coefficient may be combined with the allowable passive earth pressure when determining resistance to lateral loads. 6.8.6 The recommendations presented above are generally applicable to the design of rigid concrete or masonry retaining walls having a maximum height of 8 feet. In the event that walls higher than 8 feet or other types of walls are planned, such as crib-type walls, Geocon Incorporated should be consulted for additional recommendations. Project No. 07135-42-01 - 19 - September 10, 2009 6.9 Drainage and Maintenance 6.9.1 Good drainage is imperative to reduce the potential for differential soil movement, erosion and subsurface seepage. Positive measures should be taken to properly finish grade the sheet-graded pads after future structures and other improvements are in place, so that the drainage water from future buildings, pads, and adjacent properties is directed off the pads and to the street away from foundations and the top of the slopes. Experience has shown that even with these provisions, a shallow groundwater or subsurface water condition can and may develop in areas where no such water conditions existed prior to the site development; this is particularly true where a substantial increase in surface water infiltration results from an increase in landscape irrigation. 6.10 Grading Plan Review 6.10.1 This report has been prepared based on information on the referenced alternative prepared by Chang Consultants. If the plans change, the soils engineer and engineering geologist should review the revised plans prior to finalization to verify their compliance with the recommendations of this report and determine the need for additional investigation, comments, recommendations and/or analysis. Project No. 07135-42-01 - 20 - September 10, 2009 LIMITATIONS AND UNIFORMITY OF CONDITIONS 1. The recommendations of this report pertain only to the site investigated and are based upon the assumption that the soil conditions do not deviate from those disclosed in the investigation. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ from that anticipated herein, Geocon Incorporated should be notified so that supplemental recommendations can be given. The evaluation or identification of the potential presence of hazardous or corrosive materials was not part of the scope of services provided by Geocon Incorporated. 2. This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. 3. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. Project No. 0713 5-42-01 September 10, 2009 , 1. ft-Uff * SOURCE: 2007 THOMAS BROTHERS MAP SAN DIEGO COUNTY, CALIFORNIA "Map © Rand McNally, R.L.08-S-100, reproduced with permission. It is unlawful to copy or reproduce, whether for personal use or resale, without permission"NO SCALE GEOCON INCORPORATED GEOTECHNICAL CONSULTANTS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 - 2974 PHONE 858 558-6900 - FAX 858 558-6159 VICINITY MAP AMENDED RECLAMATION PLAN QUARRY CREEK REFINED ALTERNATIVE 3 CARLSBAD, CALIFORNIA RM/RA DSK/GTYPD DATE 09-10-2009 PROJECT NO. 07135-42-01 FIG. 1 Vicinity Mop FRONT VIEW NO SCALE SIDE VIEW NOTE: HEADWALL SHOULD OUTLET AT TOE OF FILL SLOPE OR INTO CONTROLLED SURFACE DRAINAGE NO SCALE SUBDRAIN OUTLET HEADWALL DETAIL GEOCON INCORPORATED GEOTECHNICAL CONSULTANTS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 - 2974 PHONE 858 558-6900 - FAX 858 558-6159 AMENDED RECLAMATION PLAN QUARRY CREEK REFINED ALTERNATIVE 3 CARLSBAD, CALIFORNIA RM/RA DSK/EOOOO DATE 09-10-2009 PROJECT NO. 07135-42-01 FIG. 4 EI/TYP/SOHD.DWG TOP OF SURCHARGE 6' MIN. 4" OR 6' D1A. PLASTIC PIPE 1'MIN.DIA. RIGID METAL PIPE 1.0- PLYWOOD OR 0.25" STEEL PLATE APPROXIMATE FINAL GROUND SURFACE USE SILICA SAND TO PROVIDE LEVEL BASE NOTES: 1 LOCATION OF SETTLEMENT PLATES SHALL BE CLEARLY MARKED AND READILY VISIBLE (RED FLAG) TO EQUIPMENT OPERATORS. 2 CONTRACTOR SHALL MAINTAIN 10-FOOT HORIZONTAL CLEARANCE FOR HEAVY EQUIPMENT WITHIN 5 FEET (VERTICAL) OF PLATE BASE. FILL WITHIN CLEARANCE AREA SHALL BE HAND COMPACTED TO PROJECT SPECIFICATIONS OR COMPACTED BY ALTERNATIVE APPROVED SOILS ENGINEER. 3 AFTER 5 FEET (VERTICAL) OF FILL IS IN PLACE, THE CONTRACTOR SHALL MAINTAIN 5 FEET HORIZONTAL EQUIPMENT CLEARANCE. FILL IN CLEARANCE AREA SHALL BE HAND COMPACTED (OR APPROVED ALTERNATIVE) IN VERTICAL INCREMENTS NOT TO EXCEED 2 FEET. 4 IN THE EVENT OF DAMAGE TO SETTLEMENT PLATE OR EXTENSION RESULTING FROM EQUIPMENT OPERATING WITHIN PRESCRIBED CLEARANCE AREA, CONTRACTORS SHALL IMMEDIATELY NOTIFY SOILS ENGINEER AND SHALL BE RESPONSIBLE FOR RESTORING THE SETTLEMENT PLATES TO WORKING ORDER. NO SCALE SETTLEMENT MONUMENT GEOCON INCORPORATED GEOTECHNICAL CONSULTANTS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 - 2974 PHONE 858 558-6900 - FAX 858 558-6159 AMENDED RECLAMATION PLAN QUARRY CREEK REFINED ALTERNATIVE 3 CARLSBAD, CALIFORNIA RM/RA DSK/EOOOO DATE 09-10-2009 PROJECT NO. 07135 - 42 - 01 FIG. 5 E/GEOTEOVTYP/STLMNT.DWG Project No. 07135-42-01 Name: EEsection.gsz Date: 9/2/2009 Time: 12:25:06 PM Description: Qcf C: 300psf Phi: 30deg. Wt: 130pcf Description: Jspi C: 1000psf Phi: 35deg. Wt: 140pcf Amended Reclamation Plan Quarry Creek Refined Alternative 3 Carlsbad, California 200 i— 1.64 Existing Mined Slope 75 50 100 Distance (Feet) Section E-E1 150 200 Figure 6 Project No. 07135-42-01 Name: EEsection(seismic).gsz Date: 9/2/2009 Time: 4:15:06 PM Description: Qcf C: SOOpsf Phi: 30deg. Wt: 130pcf Description: Jspi C: 1000psf Phi: 35deg. Wt: 140pcf Horizontal Seismic Coefficient = 0.15 Amended Reclamation Plan Quarry Creek Refined Alternative 3 Carlsbad, California 1.36 200 Existing Mined Slope 100 Distance (Feet) 150 200 Section E-E1 - Seismic Analysis Figure 6a Project No. 07135-42-01 Name: CCsection (Revised 9-09).gsz Date: 9/2/2009 Time: 4:08:59 PM Description: Qudf C: SOOpsf Phi: SOdeg. Wt: 130pcf Description: Ts C: SOOpsf Phi: 32deg. Wt: 130pcf Description: Jspi C: 1000psf Phi: 35deg. Wt: 140pcf Amended Reclamation Plan Quarry Creek Refined Alternative 3 Carlsbad, California 400 1.81 . Existing Natural Slope -150 -100 -50 0 50 100 150 200 250 300 350 400 Distance (Feet) Geologic Cross-Section C-C' 450 500 550 600 650 700 750 Figure 7 Project No. 07135-42-01 Name: CCsection (Revised 9-09 - Seismic).gsz Date: 9/2/2009 Time: 4:12:41 PM Description: Qudf C: SOOpsf Phi: SOdeg. Wt: 130pcf Description: Ts C: SOOpsf Phi: 32deg. Wt: 130pcf Description: Jspi C: 1000psf Phi: 35deg. Wt: 140pcf Horizontal Seismic Coefficient = 0.15 Amended Reclamation Plan Quarry Creek Refined Alternative 3 Carlsbad, California 400 1.26 Existing Natural Slope -150 -100 -50 50 100 150 200 250 300 350 400 450 500 550 600 650 700 Distance (Feet) Geologic Cross-Section C-C1 - Seismic Analysis 750 Figure 7a ASSUMED CONDITIONS : SLOPE HEIGHT SLOPE INCLINATION TOTAL UNIT WEIGHT OF SOIL ANGLE OF INTERNAL FRICTION APPARENT COHESION NO SEEPAGE FORCES H = 40 feet 2 : 1 (Horizontal : Vertical) "ty =130 pounds per cubic foot (j) = 32 degrees C = 300 pounds per square foot EQUATION (3-3), REFERENCE 1 EQUATION (3-2), REFERENCE 1 CALCULATED USING EQ. (3-3) DETERMINED USING FIGURE 10, REFERENCE 2 FACTOR OF SAFETY CALCULATED USING EQ. (3-2) REFERENCES: 1 Janbu, N., Stability Analysis of Slopes with Dimensionless Parameters, Harvard Soil Mechanics, Series No. 46,1954 2 Janbu, N., Discussion of J.M. Bell, Dimensionless Parameters for Homogeneous Earth Slopes, Journal of Soil Mechanics and Foundation Design, No. SM6, November 1967. SLOPE STABILITY ANALYSIS - CUT SLOPES GEOCON <£* INCORPORATED ^38? GEOTECHNICAL CONSULTANTS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 - 2974 PHONE 858 558-6900 - FAX 858 558-6159 RM/RA 1 | DSK/GTYPD AMENDED RECLAMATION PLAN QUARRY CREEK REFINED ALTERNATIVE 3 CARLSBAD, CALIFORNIA DATE 09-10-2009 | PROJECT NO. 07135-42-01 |FIG. 8 Y:/R14TEMP/1_AUTOCAD PIATE TEMPLATE/1_DETAIL/SIOPE STABIinY ANALYSS/SSACDWG ASSUMED CONDITIONS : SLOPE HEIGHT SLOPE INCLINATION TOTAL UNIT WEIGHT OF SOIL H = 40 feet 2 : 1 (Horizontal : Vertical) " =130 pounds per cubic foot ANGLE OF INTERNAL FRICTION <j> = 30 degrees APPARENT COHESION NO SEEPAGE FORCES C = 300 pounds per square foot ANALYSIS : FS = Ncf = FS = C NcfC-yn 10 32 1.85 EQUATION (3-3), REFERENCE 1 EQUATION (3-2), REFERENCE 1 CALCULATED USING EQ. (3-3) DETERMINED USING FIGURE 10, REFERENCE 2 FACTOR OF SAFETY CALCULATED USING EQ. (3-2) REFERENCES: 1 Janbu, N., Stability Analysis of Slopes with Dimensionless Parameters, Harvard Soil Mechanics, Series No. 46,1954 2 Janbu, N., Discussion of J.M. Bell, Dimensionless Parameters for Homogeneous Earth Slopes, Journal of Soil Mechanics and Foundation Design, No. SM6, November 1967. SLOPE STABILITY ANALYSIS - FILL SLOPES GEOCON (4% INCORPORATED ^SS^ GEOTECHNICAL CONSULTANTS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 - 2974 PHONE 858 558-6900 - FAX 858 558-6159 RM/RA 1 | DSK/GTYPD AMENDED RECLAMATION PLAN QUARRY CREEK REFINED ALTERNATIVE 3 CARLSBAD, CALIFORNIA DATE 09-10-2009 I PROJECT NO. 07135-42-01 FIG. 9 Y:/R14TEMP/1_AUTOCAD PLATE TEMPLATC/LDETAIL/SLOPE STABILITY ANALYSiySSAF.DWG ASSUMED CONDITIONS : SLOPE HEIGHT DEPTH OF SATURATION SLOPE INCLINATION SLOPE ANGLE UNIT WEIGHT OF WATER TOTAL UNIT WEIGHT OF SOIL ANGLE OF INTERNAL FRICTION APPARENT COHESION H = Infinite Z = 3 feet 2 : 1 (Horizontal : Vertical) i = 26.6 degrees yw = 62.4 pounds per cubic foot yt = 130 pounds per cubic foot 4> = 30 degrees C = 300 pounds per square foot SLOPE SATURATED TO VERTICAL DEPTH Z BELOW SLOPE FACE SEEPAGE FORCES PARALLEL TO SLOPE FACE ANALYSIS : FS = C + (yt -cos2 i tan = 2 52 yt Z sin i cos i REFERENCES: 1 Haefeli, R. The Stability of Slopes Acted Upon by Parallel Seepage, Proc. Second International Conference, SMFE, Rotterdam, 1948,1, 57-62 2 Skempton, A. W., and F.A. Delory, Stability of Natural Slopes in London Clay, Proc. Fourth International Conference, SMFE, London, 1957, 2, 378-81 NO SCALE SURFICIAL SLOPE STABILITY ANALYSIS GEOCON <*S> INCORPORATED X^ GEOTECHNICAL CONSULTANTS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 - 2974 PHONE 858 558-6900 - FAX 858 558-6159 RM/RA 1 | DSK/GTYPD AMENDED RECLAMATION PLAN QUARRY CREEK REFINED ALTERNATIVE 3 CARLSBAD, CALIFORNIA DATE 09-10-2009 | PROJECT NO. 07135 -42-01 |FIG. 10 Y:/R14TEMP/LAUrOCAD PIATE TEMPLATE/LDETAIL/S.OPE STABILITY ANALYSB/SFSSA.DWG CONCRETE BROWDITCH GROUND SURFACE PROPOSED RETAINING WALL TEMPORARYBACKCUT PER OSHA GROUND SURFACE PERFORATED SCHEDULE 40 PVC PIPE EXTENDED TO APPROVED OUTLET CONCRETE BROWDITCH RETAINING WALL 2/3 H PROPOSED_ GRADE -GROUND SURFACE WATER PROOFING "PER ARCHITECT DRAINAGE PANEL (MIRADRAIN 6000 " OR EQUIVALENT) 3/4- CRUSHED ROCK (1 CU.FT./FT.) FILTER FABRIC ENVELOPE MIRAFI 140N OR EQUIVALENT 4" DIA. SCHEDULE 40 PERFORATED PVC PIPE OR TOTAL DRAIN EXTENDED TO APPROVED OUTLET NOTE: DRAIN SHOULD BE UNIFORMLY SLOPED TO GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING NO SCALE TYPICAL RETAINING WALL DRAIN DETAIL GEOCON <^> INCORPORATED ^9^ GEOTECHNICAL CONSULTANTS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 - 2974 PHONE 858 558-6900 - FAX 858 558-6159 RM/RA 1 | DSK/GTYPD AMENDED RECLAMATION PLAN QUARRY CREEK REFINED ALTERNATIVE 3 CARLSBAD, CALIFORNIA DATE 09 - 1 0 - 2009 I PROJECT NO. 071 35 - 42 - 01 IFIG. 11 APPENDIX A FIELD INVESTIGATION Previous field investigations were performed between July 28, 2003, December 9, 2003, and April 2006 and consisted of a visual site reconnaissance, excavation of 50 backhoe trenches and 7 small diameter borings. The approximate locations of the exploratory trenches and borings are shown on Figures 2 (map pocket). Backhoe trenches were advanced to depths of 5 feet to 17.5 feet below existing grade using a JD 450 tracked backhoe equipped with a 24-inch-wide bucket, Cat 330C track-mounted backhoe equipped with a 36-inch wide bucket or a FMC LS-5800 track mounted backhoe equipped with a 36-inch wide bucket. The soils encountered in the borings and backhoe trenches were visually examined, classified, and logged. Small diameter borings were drilled using a CME 55 and CME 85 truck mounted drill rig. During drilling, relatively undisturbed samples were obtained by driving a 3-inch O. D., split- tube sampler 12 inches into the undisturbed soil mass with blows from a 140-pound hammer falling a distance of 30 inches. Standard penetration tests using a 2-inch diameter split-tube sampler were also performed at various depths within borings in alluvium. Logs of backhoe trenches and borings are presented herewith. Project No. 07135-42-01 September 10, 2009 PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - - 4 - - 6 - - 8 - - - 10 - - 12 - - - 16 - - SAMPLE NO. Tl-1 Tl-2 THOLOGY:cM;'j-: t ^ ]'•f ••].•';p , • IT-J-irfj ^jiSI /• -f •': $[$ i||| :(>:[:f II''. // ' / / */ / / // ', 1 Occo I SOIL CLASS (USCS) SM ML TRENCH T 1 ELEV. (MSL.) 84 DATE COMPLETED 07/28/03 EQUIPMENT JD450 TRACK BACKHOE 24" BY: G. COPENHAV MATERIAL DESCRIPTION UNDOCUMENTED FILL Loose to medium dense, dry - humid, medium to lite yellow - brown, very Sandy crushed GRAVEL; crusher waste, with some oversize chunks of asphalt - concrete, concrete and shot - rock; very porous 6" - 18" diameter rock at base ALLUVIUM Loose, very moist, dark gray to olive - brown, Clayey SILT; with some sand Wet to saturated, slight seepage at 16 feet; roots; very porous, slight organic odor TRENCH TERMINATED AT 17.5 FEET •JETRATIONSISTANCELOWS/FT.)•RQ-^"" - - - - - - -Y DENSITY(P.C.F.)QC0 OISTURENTENT (%)2 UO Figure A-1, Log of Trench T 1, Page 1 of 1 07135-42-01 .GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE .. STANDARD PENETRATION TEST .. CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET _ - 2 - A - - 6 - - - 8 - SAMPLE NO. T2-1 !THOLOGYUNDWATER |OOLO_ i :.:JV..;}:.;'-jvr.-y Hf§m T2-2 ft'Wrff-fv SOIL CLASS (USCS) SM SM SM TRENCH T 2 ELEV. (MSL.) 100 DATE COMPLETED 07/28/03 EQUIPMENT JD450 TRACK BACKHOE 24" BY: G. COPENHAV MATERIAL DESCRIPTION 5" ASPHALT CONCRETE PAVEMENT UNDOCUMENTED FILL Loose to medium, dense, moist, light to dark brown (mottled), Silty fine to medium SAND; with trace clay TOPSOIL Loose, Moist, dark brown, Silty fine SAND; very porous, roots SANTIAGO FORMATION Dense to very dense, damp, light olive, Silty fine to medium SANDSTONE; trace clay; massive, with discontinuous, steep to vertical calcium carbonate lined joints TRENCH TERMINATED AT 9 FEET •1ETRATIONSISTANCELOWS/FT.)ipj U m •Ra.K~ _ - - -Y DENSITY(P.C.F.)DCQ 120.5 OISTURENTENT (%)0 10.1 Figure A-2, Log of Trench T 2, Page 1 of 1 07135-42-01 .GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL §i ... DISTURBED OR BAG SAMPLE .. STANDARD PENETRATION TEST ..CHUNKSAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - - 4 - - 6 - - 8 - - 10 - - - 12 - - 14 - SAMPLE NO. T3-1 k THOLOGYHO'MI>jd>jC ^T ol ^1 ( \J AlvJ j 1^ 1^ :.S SI T 3-2 B:-r-r/-1.-'&if"i-^ •"•j.4] -Tjf -|r i|f UNDWATER |n d SOIL CLASS (USCS) GM SM SM-GM TRENCH T 3 ELEV. (MSL.) 126 DATE COMPLETED 07/28/03 EQUIPMENT JD450 TRACK BACKHOE 24" BY: G. COPENHAV MATERIAL DESCRIPTION UNDOCUMENTED FILL Loose to medium, dry to humid, light gray - brown, Silty - Sandy crushed GRAVEL; caving TERRACE DEPOSIT Medium dense, damp, medium to light reddish - brown, Silty medium to coarse SAND; massive Medium dense, damp, medium to light reddish - brown, very Gravely, Silty coarse SAND TRENCH TERMINATED AT 15 FEET •JETRATIONSISTANCELOWS/FT.)•RQ-1^^ - — - " - - - - -Y DENSITY(P.C.F.)Q 114.9 OISTURENTENT (%)2 UO 6.1 Figure A-3, Log of Trench T 3, Page 1 of 1 07135-42-01 .GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL EH ... DISTURBED OR BAG SAMPLE .. STANDARD PENETRATION TEST ..CHUNKSAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - - 4 - - 6 - - 8 - SAMPLE NO. OO O :ejvM-f .'• V "-.!.". II:cj-/H:' 'i'^l':':»'{••'' .••H"-$ Pf :$$;.:.Jv..;:j\.}'.•!.••'£ oc P I oa.0 SOIL CLASS (USCS) GM SM SM TRENCH T 4 ELEV. (MSL.) 118 DATE COMPLETED 07/28/03 EQUIPMENT JD450 TRACK BACKHOE 24" BY: G. COPENHAV MATERIAL DESCRIPTION UNDOCUMENTED FILL Loose, dry to humid, light gray - brown, Silty Sandy crushed GRAVEL; crusher waste material "yellow fill" TERRACE DEPOSIT Medium dense to dense, damp, light reddish - brown, very Gravelly medium to coarse SAND; oversize subangular boulder clasts 10 to 18 inch diameter comprise approximately 30 percent ^ Irregular scour contact ^ SANTIAGO FORMATION Dense, damp, light olive - brown, Silty fine SANDSTONE TRENCH TERMINATED AT 9.5 FEET 5H- 1|§ !ROLa~ - - - - EOT^-ZU.lit£Q UJ ? OTJ±j 3Z5 OO Figure A-4, Log of Trench T 4, Page 1 of 1 07135-42-01 .GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL H ... DISTURBED OR BAG SAMPLE f] ... STANDARD PENETRATION TEST B CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - - 4 - - 6 - - - 8 - SAMPLE NO.JTHOLOGYtty'V. w$-:'-|yf ••]•:'£krp vJ-.K-.J-.ma$OUNDWATER |K(T SOIL CLASS (USCS) CL SM TRENCH T 5 ELEV. (MSL.) 122 DATE COMPLETED 07/28/03 EQUIPMENT JD450 TRACK BACKHOE 24" BY: G. COPENHAV MATERIAL DESCRIPTION TOPSOIL Stiff, damp, dark brown, very Sandy CLAY; porous, roots TERRACE DEPOSIT Medium dense, damp, light brown to reddish - brown, Silty fine SAND; massive to approximately horizontal bedding, trace of small particles of charcoal TRENCH TERMINATED AT 9 FEET §UJ~ 'Ra!*^ - _ - - - -RY DENSITY(P.C.F.)Q MOISTUREONTENT (%)o Figure A-5, Log of Trench T 5, Page 1 of 1 07135-42-01 .GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL B| ... DISTURBED OR BAG SAMPLE .. STANDARD PENETRATION TEST .. CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) . ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - 2 - A - SAMPLE NO.LITHOLOGY'*&:• mj!$GROUNDWATER |SOIL CLASS (USCS) sc SM TRENCH T 6 ELEV. (MSL.) 145 DATE COMPLETED 07/28/03 EQUIPMENT JD450 TRACK BACKHOE 24" BY: G. COPENHAV MATERIAL DESCRIPTION TOPSOIL Loose, humid to damp, dark brown, very Clayey fine SAND; porous, with roots SANTIAGO FORMATION Dense, damp, very light olive - tan, Silty fine SANDSTONE; massive TRENCH TERMINATED AT 4 FEET ZQJ-Qoi^HZ LL S^OT E|5 u%*IRQ:*- - -DRY DENSITY(P.C.F.)MOISTURECONTENT (%)Figure A-6, Log of Trench T 6, Page 1 of 1 07135-42-01 .GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE B ... STANDARD PENETRATION TEST B ...CHUNKSAMPLE • ... DRIVE SAMPLE (UNDISTURBED) I ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - - 4 - - 6 - - 8 - - - 10 - - - 12 - — - 14 - " - 16 - SAMPLE NO.THOLOGY I:__J d VI. "I*-.Vj- jv^ jj-fiji 1 J--"- T-}^ &~ 4 T -•r,p '/'{•y'!/?£ y/^ &j$.UNDWATER |ou.o -- SOIL CLASS (USCS) SM sc TRENCH T 7 ELEV. (MSL.) 132 DATE COMPLETED 07/28/03 EQUIPMENT JD450 TRACK BACKHOE 24" BY: G. COPENHAV MATERIAL DESCRIPTION UNDOCUMENTED FILL Loose, damp to dry, light to medium brown (mottled), very Gravelly, Silty fine SAND; with some clay, concrete, asphalt chunks, oversize (greater than 12 inches) rock, root fragments Loose, damp, medium brown to olive (mottled), Clayey fine SAND; with some silt, root fragments TRENCH TERMINATED AT 17 FEET JETRATIONSISTANCELOWS/FT.)IRQ-*-' - - - - - - - - _ " - Eco->2 Ll-|£ KQ IOISTURE IINTENT (%) 12 UO Figure A-7, Log of Trench T 7, Page 1 of 1 07135-42-01.GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE |] ... STANDARD PENETRATION TEST B - CHUNK SAMPLE .. DRIVE SAMPLE (UNDISTURBED) .. WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - - 4 - - 6 - - - 8 - - 10 - SAMPLE NO.fHOLOGYHO'H( Cf ol Gf ( 7JO 9) >jO>i( $ti |t| f-jvN-t'.-.1 -.h -l - £[$Ill fi ;!>]4;UNDWATER |nKfi SOIL CLASS (USCS) GM SM TRENCH T 8 ELEV. (MSL.) 160 DATE COMPLETED 07/28/03 EQUIPMENT JD450 TRACK BACKHOE 24" BY: G. COPENHAV MATERIAL DESCRIPTION COLLUVIUM Loose, damp, light to medium brown, Silty boulder GRAVEL; with some sand SANTIAGO FORMATION Very dense, damp, light gray - olive, Silty fine SANDSTONE; massive, trace clay TRENCH TERMINATED AT 11 FEET giu-^. ^\ LlJ rYl IRQ-^^ - - - - - -Y DENSITY(P.C.F.)ITQ OISTURENTENT (%)2 oO Figure A-8, Log of Trench T 8, Page 1 of 1 07135-42-01 .GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL H ... DISTURBED OR BAG SAMPLE B ... STANDARD PENETRATION TEST Ekl ...CHUNKSAMPLE .. DRIVE SAMPLE (UNDISTURBED) .. WATER TABLE OR SEEPAGE INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 4 - _ - 6 - _ SAMPLE NO. £80 — if°'//~ v&\?t' \-/^-+-fe + Y- i |V]^ l\ + + - + • £ K UNDWAnfc(T SOIL CLASS (USCS) SC SM TRENCH T 9 ELEV. (MSL.) 165 DATE COMPLETED 07/28/03 EQUIPMENT JD450 TRACK BACKHOE 24" BY: G. COPENHAV MATERIAL DESCRIPTION TOPSOIL Loose, damp, medium dark, very Gravelly, Clayey SAND SANTIAGO FORMATION Very dense, moist, light grayish - olive, Clayey fine SANDSTONE; some silt, massive Irregular depositional contact inclined westward approximately 45 degrees SALTO INTRUSIVE Weathered and fractured, medium yellow - olive to brown, moderately A strong GRANITIC ROCK; some fractures have discontinuous polished sheaf \ surfaces / TRENCH TERMINATED AT 8 FEET % HI •^•»O t J t—III J^ 1 1 1 ffl •RQ-^^ - - - _ - _ £ OT-^ ZU- gtccQ UJ? l|o z 2 O0 Figure A-9, Log of Trench T 9, Page 1 of 1 07135-42-01 .GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE .. STANDARD PENETRATION TEST CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - - - 4 - - 6 - - oo - - 10 - - 12 - - SAMPLE NO. >-OOg1— 1-1- -"-I.4- .Vj. "I ^4:-- i D- L V'k 4"- j JD .1 /S-J-jPfi.'/>•/ & '$/> ^ A•' • ^- 'jc"^1 ty-'^''^ a: H 1Q Z)OKo SOIL CLASS (USCS) SM SC TRENCH T 10 ELEV. (MSL.) 136 DATE COMPLETED 07/28/03 EQUIPMENT JD450 TRACK BACKHOE 24" BY: G. COPENHAV MATERIAL DESCRIPTION UNDOCUMENTED FILL Loose, humid to damp, light to medium brown, Gravelly, Silty fine SAND; porous, with root fragments, asphalt and concrete chunks, crushed aggregate waste (yellow fill) Loose to medium dense, damp, medium to dark brown (mottled) Gravelly, Clayey fine SAND Large 24 inch diameter boulder at 12.5 feet TRENCH TERMINATED AT 13.5 FEET Refusal on oversize rock Z iii ^^ 111 fr. LLJ m •RQ-a:"' - " - _ - - - - - fcw^-ZU.5tt£Q UJ ? IIO—»^•IE O0 Figure A-10, Log of Trench T 10, Page 1 of 1 07135-42-01 .GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE ... STANDARD PENETRATION TEST EJ ... CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - - 4 - - - 6 - - - 8 - " - 10 - •to SAMPLE NO. Tll-1 Tll-2 Tll-3 THOLOGY 1^ .': '-..' .-• " _ : fyfy'>'yM y^'/\/$> •/P.fy \$fy ' :V^rf' MX ••'$%•UNDWATER |oDC O I SOIL CLASS (USCS) SP SM TRENCH T 11 ELEV. (MSL.) 87 DATE COMPLETED 07/28/03 EQUIPMENT JD450 TRACK BACKHOE 24" BY: G. COPENHAV MATERIAL DESCRIPTION UNDOCUMENTED FILL Loose to medium dense, moist, medium brown, medium coarse SAND; with some silt; massive, with fine grit sized, crusher waste (yellow fill) Becomes wet Seepage at 5 feet ALLUVIUM Loose, wet, dark gray - olive, Sandy SILT; porous, with fine roots, and small white, powdery, lenses (approximately 2mm x 5mm thick) of calcium sulfate, trace clay with slight organic odor - Caving at 10 feet TRENCH TERMINATED AT 12 FEET (Caving)CTRATIONSISTANCELOWS/FT.)\7\ LLJ m iRQ-0^ - ~ - - _ ~ ~ _Y DENSITY(P.C.F.)Tr Q IOISTUREINTENT (%)^ 0o Figure A-11, Log of Trench T 11, Page 1 of 1 07135-42-01 .GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE .. STANDARD PENETRATION TEST .. CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - - 4 - - 6 - - - 8 - - - 10 - - 12 - _ - 14 - SAMPLE NO.ITHOLOGY''/'/'/ s'/fe- $•'?•''• %?$> *9^~- A:y,y&ng£f '•jQr.: y ^c-flss J ~0-~ '•» .j:?t ':$fi ll DUNDWATER |DC(1 SOIL CLASS (USCS) GC TRENCH T 12 ELEV. (MSL.) 95 DATE COMPLETED 07/28/03 EQUIPMENT JD450 TRACK BACKHOE 24" BY: G. COPENHAV MATERIAL DESCRIPTION UNDOCUMENTED FILL Loose, damp to moist, medium to dark brown, Clayey, very Sandy coarse GRAVEL; porous, with some silt, crushed aggregate Rock becomes larger (over 12 inches in diameter), more moist TRENCH TERMINATED AT 15 FEET Refusal, caving, no seepage iE LLJ •*"*• ("• Z I1 •R^*" - - - - - - " - - -RY DENSITY(P.C.F.)o MOISTUREONTENT (%)O Figure A-12, Log of Trench T 12, Page 1 of 1 07135-42-01 .GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL f^ ... DISTURBED OR BAG SAMPLE B ... STANDARD PENETRATION TEST B ... CHUNK SAMPLE • ... DRIVE SAMPLE (UNDISTURBED) I ... WATER TABLE OR SEEPAGE NOTE: INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - - - 4 - - 6 - o SAMPLE NO.LITHOLOGYM jM( >jd>j( n°Q o|O( cLcj, $$ II GROUNDWATER |SOIL CLASS (USCS) GM TRENCH T 13 ELEV. (MSL.) 115 DATE COMPLETED 07/28/03 EQUIPMENT JD450 TRACK BACKHOE 24" BY: G. COPENHAV MATERIAL DESCRIPTION UNDOCUMENTED FILL Loose, damp, medium to dark brown, Sandy coarse GRAVEL; oversize rock 12 to 24 inches throughout, porous TRENCH TERMINATED AT 8 FEET Refusal, caving, no seepage QoPi~z t iR^*™ - " - - -DRY DENSITY(P.C.F.)MOISTURECONTENT (%)Figure A-13, Log of Trench T 13, Page 1 of 1 07135-42-01 .GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE . STANDARD PENETRATION TEST .. CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - 2 - - - 4 - - 6 - - 8 - - 10 - SAMPLE NO.JTHOLOGY:c|yi'--j.: II ^•.•f-|-:' If! ;i|l |1 II OUNDWATER |£(•3 SOIL CLASS (USCS) GM TRENCH T 14 ELEV. (MSL.) 92 DATE COMPLETED 07/28/03 EQUIPMENT JD4SO TRACK BACKHOE 24" BY: G. COPENHAV MATERIAL DESCRIPTION UNDOCUMENTED FILL Loose, damp to moist, Medium yellow - brown, Silty, Sandy fine to medium GRAVEL; porous, with approximately 30 percent 1/4 to 2 inch diameter crushed stone and 5 to 10 percent oversize, concrete and stone (12 inches plus in diameter) TRENCH TERMINATED AT 11 FEET Refusal on concrete, no seepage lit •Roi0^ - - - ~ - -RY DENSITY(P.C.F.)Q MOISTUREONTENT (%)O Figure A-14, Log of Trench T 14, Page 1 of 1 07135-42-01.GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL 13 ... DISTURBED OR BAG SAMPLE D ... STANDARD PENETRATION TEST B ... CHUNK SAMPLE I ... DRIVE SAMPLE (UNDISTURBED) I ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - - - 4 - - 6 - - 10 - - 12 - - 14 - " - 16 - SAMPLE NO..ITHOLOG1- n ' ''-,.4- f-U }}•• ^ v.}-.|.;.|;. 14$1 fy-A* $& ft Iffip T15~! \tizv-y\/. T15-2 ROT * $?l P LVMQNnCf£O -- -- SOIL CLASS (USCS) SM-GM SM SM TRENCH T 15 ELEV. (MSL.) 87 DATE COMPLETED 07/28/03 EQUIPMENT JD450 TRACK BACKHOE 24" BY: G. COPENHAV MATERIAL DESCRIPTION UNDOCUMENTED FILL Loose, medium to dense, damp, yellowish - brown, gray (mottled), very Gravelly, Silty medium SAND Very loose, moist, light to dark gray - brown (mottled), debris layer, with -\ plastic, wood, metal, and a strong fuel odor j - Loose, moist, light to medium olive - gray, Silty fine SAND ALLUVIUM Loose, moist, dark gray - brown, very Silty to Clayey fine SAND to Sandy SILT; porous, with roots, some clay and slightly organic odor Becomes medium dense TRENCH TERMINATED AT 15 FEET ZUJ-T b|igsa;RO-*~ - . - - _ - - - " ~ j. OT "?ZIL K.D 106.7 ui sS *H O 15.1 Figure A-15, Log of Trench T 15, Page 1 of 1 07135-42-01.GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL I ... DISTURBED OR BAG SAMPLE H ... STANDARD PENETRATION TEST B ... CHUNK SAMPLE .. DRIVE SAMPLE (UNDISTURBED) .. WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - - 4 - - 6 - SAMPLE NO. >-.ITHOLOG*°:-/-fi-•t:-\p/;- ^jb.'/'J r- •'* '& *$$ 11 - -l- OL 1" Q 1OLO SOIL CLASS (USCS) GC TRENCH T 16 ELEV. (MSL.) 109 DATE COMPLETED 07/29/03 EQUIPMENT JD450 TRACK BACKHOE 24" BY: G. COPENHAV MATERIAL DESCRIPTION UNDOCUMENTED FILL Loose, moist, dark brown - olive (mottled), Clayey, Sandy coarse GRAVEL; Oversize (>6 inches) shot - rock clasts SALTO INTRUSIVE surface fracturing due to blasting / TRENCH TERMINATED AT 6 FEET Refusal fZ UJ ^~* L1J fn O IRQ- ~" - — - t2Z £0 £~Q HI?o:r 11o z2 OO Figure A-16, Log of Trench T 16, Page 1 of 1 07135-42-01.GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL ii ... DISTURBED OR BAG SAMPLE I] ... STANDARD PENETRATION TEST B ... CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - - - 4 - ~ - 6 - - 8 - SAMPLE NO..ITHOLOGY••.-••••: _ /_ - . " • i V-- •"-"•-- p •.I'-l'-i"- k-V•m•V.'l Vl-- . -4-OUNDWATER |DC SOIL CLASS (USCS) SP SM TRENCH T 17 ELEV. (MSL.) 114 DATE COMPLETED 07/29/03 EQUIPMENT JD450 TRACK BACKHOE 24" BY: G. COPENHAV MATERIAL DESCRIPTION TERRACE DEPOSIT Medium dense, damp, light reddish - brown, slightly Silty coarse SAND 1 inch to 2 inch - thick clay bed, gray - olive, very moist, plastic silty clay, N25E, 20NW (interbedded layer; not remolded) ^_ Very irregular, deposit scour - contact _ Dense, moist, light olive - brown, Silty SAND ^ Contact irregular, inclined northwest ^ SALTO INTRUSIVE A Weathered, fractured, moist, yellowish - brown - olive, moderately strong /" \ GRANITIC ROCK / TRENCH TERMINATED AT 8.5 FEET ENETRATIONESISTANCEBLOWS/FT.)•Rp:*- - - - ~ - - £U Q MOISTUREONTENT (%)o Figure A-17, Log of Trench T 17, Page 1 of 1 07135-42-01.GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL H ... DISTURBED OR BAG SAMPLE H ... STANDARD PENETRATION TEST B ...CHUNKSAMPLE • ... DRIVE SAMPLE (UNDISTURBED) I ... WATER TABLE OR SEEPAGE NOTE: INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - _ - 4 - - 6 - o SAMPLE NO.HOLOGYi— :':|"''l':'|-:': i>!i ii'i- p :'}:': I''''}'l-'-r.-l'm ftf 4fe NDWATER |_>nDCrt SOIL CLASS SM SM TRENCH T 18 ELEV. (MSL.) 110 DATE COMPLETED 07/29/03 EQUIPMENT JD450 TRACK BACKHOE 24" BY: G. COPENHAV MATERIAL DESCRIPTION TERRACE DEPOSIT Medium dense, damp, light brown - tan, Silty medium SAND; approximately horizontal beds Medium dense to dense, moist, medium reddish - brown, Silty, medium to coarse SAND; massive to approximately horizontal beds TRENCH TERMINATED AT 8 FEET ETRATIONISTANCEDWS/FT.)1 1 1 ^J QQ ^R^ - - _ - - W "f gel. DCQ 3ISTUREJTENT (%)s o0 Figure A-18, Log of Trench T 18, Page 1 of 1 07135-42-01 .GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE .. STANDARD PENETRATION TEST ..CHUNKSAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH FEET - - 2 - - 4 - _ - 6 - - - 8 - - 10 - - 12 - SAMPLE NO. S0 I— 1- n • •'-,.4- -P J"r ^3 :q I ""4". -D}/i 1-}---,-4-, "W -Q | -j "^ 'SI J f.:i-|;- ti a 1QZ na:o SOIL CLASS SM SM SM-ML TRENCH T 19 ELEV. (MSL.) 102 DATE COMPLETED 07/29/03 EQUIPMENT JD450 TRACK BACKHOE 24" BY: G. COPENHAV MATERIAL DESCRIPTION UNDOCUMENTED FILL Loose, moist, medium to light brown, slightly Silty very Gravelly SAND; mostly crushed stone 1/4 to 1 inch, with fines ("yellow fill") ALLUVIUM Loose, moist, dark brown, Gravelly, Silty fine SAND; porous, with pinhole pores Becomes medium dense, less porous Medium dense, moist, dark gray - brown, Silty very fine SAND to Sandy SILT; with some clay, with little or no porosity TRENCH TERMINATED AT 13 FEET Zm^ 2oi^ t?E$<w£«^UJ 7Z. O ~ UJ ff\ •RQ-*" - — _ ~ - - ~ - Z2~ . CL Q^Q UJ 3Sp^M[1J 2 OO Figure A-19, Log of Trench T 19, Page 1 of 1 07135-42-01.GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL H ... DISTURBED OR BAG SAMPLE .. STANDARD PENETRATION TEST .. CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ...WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - - 4 - - 6 - SAMPLE NO.ITHOLOGY::JyH: II if*If!DUNDWATER |a0 SOIL CLASS (USCS) SM SP TRENCH T 20 ELEV. (MSL.) 133 DATE COMPLETED 07/29/03 EQUIPMENT JD450 TRACK BACKHOE 24" BY: G. COPENHAV MATERIAL DESCRIPTION TERRACE DEPOSIT Medium dense, humid, light reddish - brown, Silty fine SAND; interbedded with Clayey Sandy SILT; horizontally laminated Medium dense, damp, light reddish - brown, medium to coarse SAND; slightly silty, massive TRENCH TERMINATED AT 7 FEET ||| •R^0^ - - - -RY DENSITY(P.C.F.)Q MOISTUREONTENT (%)O Figure A-20, Log of Trench T 20, Page 1 of 1 07135-42-01.GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL H ... DISTURBED OR BAG SAMPLE |] ... STANDARD PENETRATION TEST B ... CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - - 4 - - - 6 - - 10 - SAMPLE NO. >- 8d •'.j-' -i-.-y i!*|: *-:-/-2- .•/%•V-j^S s_//S ^&B$1$ ill oe r"UNDWA1na:o SOIL CLASS (USCS) SM SC SM TRENCH T 21 ELEV. (MSL.) 110 DATE COMPLETED 07/29/03 EQUIPMENT JD450 TRACK BACKHOE 24" BY: G. COPENHAV MATERIAL DESCRIPTION TOPSOIL Loose, humid to dry, dark gray - brown, Silly fine to medium SAND; porous with roots TERRACE DEPOSIT Medium dense, damp, dark gray to reddish - brown Clayey fine to medium SAND; with some silt, massive Medium dense, moist, medium reddish - brown, Silty medium to coarse SAND; with some clay, massive TRENCH TERMINATED AT 11 FEET ZQJ,^ ll •Ra-K~ - - - - - - ~ fc<n^ ZLL °lcc Q UJ? liwfdO "7 o Figure A-21, Log of Trench T 21, Page 1 of 1 07135-42-01.GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL i& ... DISTURBED OR BAG SAMPLE f] ... STANDARD PENETRATION TEST B ... CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ...WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - A - - 6 - - 8 - - 10 - SAMPLE NO..ITHOLOGY*/•/•£• y :<• :-} */•£ y/:''&4:• ?¥'?• y/:J ]/%•'/'£?/ '$& %OUNDWATER |O SOIL CLASS (USCS) SC SC SC SP TRENCH T 22 ELEV. (MSL.) 116 DATE COMPLETED 07/29/03 EQUIPMENT JD450 TRACK BACKHOE 24" BY: G. COPENHAV MATERIAL DESCRIPTION TOPSOIL TERRACE DEPOSIT Medium dense, humid to damp, medium brown, Clayey fine SAND Medium dense, damp, medium reddish - brown, Clayey medium to coarse SAND; some silt, massive to approximately horizontal bedding Medium dense, damp, light reddish - brown, medium to coarse SAND; with lense of fine gravel, some silt TRENCH TERMINATED AT 1 1 FEET ENETRATIONESISTANCEBLOWS/FT.)IRE*- - - -RY DENSITY(P.C.F.)a MOISTUREONTENT (%)o Figure A-22, Log of Trench T 22, Page 1 of 1 07135-42-01.GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL H ... DISTURBED OR BAG SAMPLE B ... STANDARD PENETRATION TEST B ... CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - - 4 - c - - 8 - - 10 - SAMPLE NO. T23-1 ITHOLOGY* '// >*/%• •/•/*'•- f. *., -'^ lg^ P $$•:l- '*•¥'• v.-f '.•/• "•!"{•'!-"-.1 -.r -"[ • fW ||DUNDWATER |±(T SOIL CLASS (USCS) SC-CL SM TRENCH T 23 ELEV. (MSL.) 118 DATE COMPLETED 07/29/03 EQUIPMENT JD450 TRACK BACKHOE 24" BY: G. COPENHAV MATERIAL DESCRIPTION COLLUVIUM Stiff, damp, dark brown, very Clayey fine SAND to Sandy CLAY; porous, with roots, pinhole voids TERRACE DEPOSIT Medium dense, moist, medium reddish - brown, Silty fine to medium SAND; massive TRENCH TERMINATED AT 1 1 FEET LLJ ~/\ O^E_ ^ i •R£C~ - _ - - _ -RY DENSITY(P.C.F.)Q MOISTUREONTENT (%)O Figure A-23, Log of Trench T 23, Page 1 of 1 07135-42-01 .GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE .. STANDARD PENETRATION TEST .. CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) . ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - 2 - 4 - _ - 6 - - 8 - - 10 - SAMPLE NO. >-LITHOLOG/ ]S /^ /?-::jr-;. V^ fy "l-t'K•.{•I--.}-. .-•-K-r.-V.mmm.'.I.. hi. •t:ivl- III £KJ GROUNDWA1SOIL CLASS (USCS) CL SM TRENCH T 24 ELEV. (MSL.) 106 DATE COMPLETED 07/29/03 EQUIPMENT JD450 TRACK BACKHOE 24" BY: G. COPENHAV MATERIAL DESCRIPTION COLLUVIUM Stiff, damp, dark gray - brown, very Sandy CLAY; porous, with roots, pinhole pores TERRACE DEPOSIT Medium dense, moist, Medium to light reddish - brown, Silty medium to coarse SAND; massive, with trace clay TRENCH TERMINATED AT 1 1 .5 FEET ZLJ~ z§3 •RQ^^ - - _ - - - fc DRY DENS(P.C.F.)UJ ?MOISTURCONTENT (Figure A-24, Log of Trench T 24, Page 1 of 1 07135-42-01.GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL H ... DISTURBED OR BAG SAMPLE B ... STANDARD PENETRATION TEST B - CHUNK SAMPLE • ... DRIVE SAMPLE (UNDISTURBED) I ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - - - 4 - (s SAMPLE NO.LITHOLOGY:l' '*'•'}'• V-f'-l.'- •K-f.-V t'-'i •!'• 1- ']•••|XNW: dl ::)'''':']•:' • ." 1".GROUNDWATER |SOIL CLASS (USCS) SM SM TRENCH T 25 ELEV. (MSL.) 143 DATE COMPLETED 07/29/03 EQUIPMENT JD450 TRACK BACKHOE 24" BY: G. COPENHAV MATERIAL DESCRIPTION COLLUVIUM Loose, dry to humid, medium to dark gray - brown, Silty fine to Medium SAND; very porous, with roots, pinhole voids TERRACE DEPOSIT SAND; massive, excavates in chunks / TRENCH TERMINATED AT 7 FEET Siu-QOH •R£K~ - ~ - -DRY DENSITY(P.C.F.)MOISTURECONTENT (%)Figure A-25, Log of Trench T 25, Page 1 of 1 07135-42-01.GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE D ... STANDARD PENETRATION TEST B ... CHUNK SAMPLE .. DRIVE SAMPLE (UNDISTURBED) ..WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - ~ — - 4 - - - 6 - - 8 - - - 10 - - 12 - SAMPLE NO.LITHOLOGYyo'^t>,d>j( U°|Q' cTc chc!' Cb (cLcj,M $fi mw yo'^t Ij-jjj;GROUNDWATER |SOIL CLASS (USCS) GM SC GM TRENCH T 26 ELEV. (MSL.) 105 DATE COMPLETED 07/29/03 EQUIPMENT JD450 TRACK BACKHOE 24" BY: G. COPENHAV MATERIAL DESCRIPTION UNDOCUMENTED FILL Loose to medium dense, moist, Medium yellow - brown, Sandy fine GRAVEL; "yellow fill", approximately 30 to 50 percent crushed 1/2 to 1 inch stone ALLUVIUM Loose to medium dense, moist, dark gray - olive, Clayey, fine SAND; porous, with roots, some silt TERRACE DEPOSIT Medium dense, very moist, Medium reddish - brown, very Sandy GRAVEL; with some silt and 2 to 10 inch diameter subrounded clasts TRENCH TERMINATED AT 13.5 FEET PENETRATIONRESISTANCE(BLOWS/FT.)- ~ - - - - - _DRY DENSITY(P.C.F.)MOISTURECONTENT (%)Figure A-26, Log of Trench T 26, Page 1 of 1 07135-42-01.GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE H ... STANDARD PENETRATION TEST B ... CHUNK SAMPLE .. DRIVE SAMPLE (UNDISTURBED) .. WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 4 - - - 6 - SAMPLE NO.HOLOGYH :':|"'t:')-:' •. 'j. •'['•. I/ :'•!'!'{•'!•:' •i-lt ikii: •'.'• -.:'-• :NDWATER |_jnOL0 SOIL CLASS SM SP TRENCH T 27 ELEV. (MSL.) 134 DATE COMPLETED 07/29/03 EQUIPMENT JD450 TRACK BACKHOE 24" BY: G. COPENHAV MATERIAL DESCRIPTION TERRACE DEPOSIT Medium dense, humid to damp, Silty fine SAND; with some clay (more in upper 1 to 2 feet) ^ Approximately horizontal bedding _ Medium dense, damp light reddish - brown, fine to Medium SAND; non "\ cohesive when disturbed f TRENCH TERMINATED AT 6.5 FEET ETRATIONISTANCEOWS/FT.)•RQ-^^ - - - -DENSITYP.C.F.)Q 3ISTUREJTENT (%)2 OO Figure A-27, Log of Trench T 27, Page 1 of 1 07135-42-01.GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL H ... DISTURBED OR BAG SAMPLE B ... STANDARD PENETRATION TEST B ... CHUNK SAMPLE .. DRIVE SAMPLE (UNDISTURBED) .. WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - . - 4 - SAMPLE NO. >-LITHOLOG/ / // / / */'/•?it £ P GROUNDWA1SOIL CLASS (USCS) CL SC TRENCH T 28 ELEV. (MSL.) 146 DATE COMPLETED 07/29/03 EQUIPMENT JD450 TRACK BACKHOE 24" BY: G. COPENHAV MATERIAL DESCRIPTION TOPSOIL Stiff, damp, dark brown, Sandy CLAY; porous, roots TERRACE DEPOSIT Medium dense, moist, dark reddish - brown, Clayey medium to coarse SAND; massive TRENCH TERMINATED AT 5 FEET *ar IRQ^^ - - — - t ^1$ fcQ m ?MOISTURCONTENT (Figure A-28, Log of Trench T 28, Page 1 of 1 07135-42-01.GPJ SAMPLE SYMBOLS .. SAMPLING UNSUCCESSFUL .. DISTURBED OR BAG SAMPLE U ... STANDARD PENETRATION TEST B ... CHUNK SAMPLE • ... DRIVE SAMPLE (UNDISTURBED) I ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - 2 - - 4 - - 6 - - 8 - - - 10 - - - 12 - - 14 - SAMPLE NO. >.ITHOLOG% « $[$ •£ -; ;•- > i T % •jt f : i '•h tffa. ;•• -• 'A ,-• -: $ % & OL P LVMQNflCa:f) SOIL CLASS (USCS) SM GM TRENCH T 29 ELEV. (MSL.) 117 DATE COMPLETED 07/29/03 EQUIPMENT JD450 TRACK BACKHOE 24" BY: G. COPENHAV MATERIAL DESCRIPTION ALLUVIUM Loose, humid to damp, dark gray - brown, Silty fine SAND; very porous, roots, burrows Becomes moist Becomes gravelly, less porous TERRACE DEPOSIT Medium dense to dense, very moist, Medium reddish - brown, very Sandy, coarse GRAVEL; with some clay TRENCH TERMINATED AT 15 FEET ZQJ~ 11 IRtt!*^ - - - - _ - - - - . E22«2£~ Q LJ ? wii OZ20O Figure A-29, Log of Trench T 29, Page 1 of 1 07135-42-01 .GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE ... STANDARD PENETRATION TEST ... CHUNK SAMPLE • ... DRIVE SAMPLE (UNDISTURBED) I ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - - 4 - SAMPLE NO.LITHOLOG/•/#:K£> W*8fyfa, P GROUNDWA1SOIL CLASS (USCS) sc SC TRENCH T 30 ELEV. (MSL.) 120 DATE COMPLETED 07/29/03 EQUIPMENT JD450 TRACK BACKHOE 24" BY: G. COPENHAV MATERIAL DESCRIPTION TOPSOIL Stiff, humid, dark gray - brown, very Clayey fine SAND; porous TERRACE DEPOSIT Medium dense, damp, Medium reddish - brown, Clayey medium SAND; massive TRENCH TERMINATED AT 5 FEET om~ :Ro!DcS' - ~ _ .DRY DENSI(P.C.F.)Ml?MOISTURCONTENT (Figure A-30, Log of Trench T 30, Page 1 of 1 07135-42-01.GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE B ... STANDARD PENETRATION TEST B ... CHUNK SAMPLE • ... DRIVE SAMPLE (UNDISTURBED) J. ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - 2 - 4 - - - 6 - - 8 - . SAMPLE NO.ITHOLOGYHjM( >jd>j( rHrv o| U. o| ( > iCb iC Qo Q< ojOjlllyCb |( n;i^"Vi + \( • + >+ +i DUNDWATER |±CT SOIL CLASS (USCS) GM TRENCH LT 1 ELEV. (MSL.) 108' DATE COMPLETED 12-09-2003 EQUIPMENT FMC LS-5800 TRACKHOE BY: C. COPENHAV MATERIAL DESCRIPTION UNDOCUMENTED FILL Loose, moist, medium to dark brown (mottled), Sandy boulder GRAVEL (OVERSIZE ROCK 3" TO 36" diameter) SALTO INTRUSIVE GABBRO ROCK -Random steep joints 3" to 12" apart / TRENCH TERMINATED AT 9.5 FEET (REFUSAL):NETRATIONESISTANCE3LOWS/FT.)IRS:*- - - - - ~ _RY DENSITY(P.C.F.)Q MOISTUREONTENT (%)O Figure A-31, Log of Trench LT 1, Page 1 of 1 07135-42-01 LT-TRENCHES (REVISED 05-16-2007J.GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL 13 ... DISTURBED OR BAG SAMPLE .. STANDARD PENETRATION TEST ..CHUNKSAMPLE ... DRIVE SAMPLE (UNDISTURBED) . ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - - 4 - - - 6 - - - 8 - - 10 - - 12 - - 14 - _ - 16 - 1 ft SAMPLE NO. O3o b M0M( >iCbi( Qo Q< ^n A ^n ( 5 | CD |Cgoto! QoQ,Cj Q yctjc wiri( it •f • -H + ll+ 4' - +\ + +\. -)- + + - + + +-|- K 1Q p^±CO I SOIL CLASS GM sc SM TRENCH LT 2 ELEV. (MSL.) 1001 DATE COMPLETED 12-09-2003 EQUIPMENT FMC LS-5800 TRACKHOE BY: C. COPENHAVI MATERIAL DESCRIPTION UNDOCUMENTED FILL Loose, moist, medium to dark brown, Sandy coarse GRAVEL, porous with some silt and clay, oversize rock up to 36" diameter ALLUVIUM Loose, very moist, dark brown-gray, Gravelly Clayey fine SAND, porous "\ with roots, some silt j ' Loose, moist to wet, light gray brown, Silty, fine SAND, very steep irregular contact inclined NW, with seepage (perched) ^ -Seepage ^ SALTO INTRUSIVE Fresh, moderately fractured, gray-olive, very strong TONALITE to GABBRO ROCK TRENCH TERMINATED AT 18.0 FEET (REFUSAL) r*\ LU ^^ P Z ^ Z{2 m iRoi0^ - — - - - - _ - _ - _ - Z * '" II 1 t\ ^Q lt^ w^ 5OO Figure A-32, Log of Trench LT 2, Page 1 of 1 07135-42-01 LT-TRENCHES (REVISED 05-16-2007).GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE ... STANDARD PENETRATION TEST ... CHUNK SAMPLE .. DRIVE SAMPLE (UNDISTURBED) .. WATER TABLE OR SEEPAGE NOTE: INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - - 4 - . - 6 - - - 8 - SAMPLE NO. >-JTHOLOGyo'^i>iCbi(QoiQ, >|O>|( QoiQ, ?& + + • + + + +++ +++ OL V OUNDWA1<r0 SOIL CLASS (USCS) GM TRENCH LT 3 ELEV. (MSL.) 101' DATE COMPLETED 12-09-2003 EQUIPMENT FMC LS-5800 TRACKHOE BY: C. COPENHAV MATERIAL DESCRIPTION UNDOCUMENTED FILL Loose, moist, dark to medium brown (mottled), Sandy-Clayey medium to coarse GRAVEL, oversize 6" to 8" SALTO INTRUSIVE Very fractured, gray-brown, medium strong, TONALITE GABBRO ROCK -Steeply inclined 7" to 6" fractures and joints, excavates to angular gravel with 3" to 6" diameter clasts TRENCH TERMINATED AT 9.0 FEET (REFUSAL) §UJ~ ||| ;R£C~ - . - _ - - - fcV)-? Z U-ncc.Q UJ ? wj±j 0 ZSOO Figure A-33, Log of Trench LT 3, Page 1 of 1 07135-42-01 LT-TRENCHES (REVISED 05-16-2007).GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL I ... DISTURBED OR BAG SAMPLE B ... STANDARD PENETRATION TEST B ... CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - - 4 - - - 6 - _ - 8 - - 10 - - •1 O - - 14 - - 16 - - 18 - SAMPLE NO. >THOLOG_ _J ° £ 0d o Q >°,d >°,( 9< °l 5|( Q0|Cj,9J9( >iCb|C ; g c 0 ^ 0 o hdoC) „ ? / //y rl ^/ Q, ^°o|5jC Qc ^>°c X -• x.-'. ; %%YX. cc.LU Q QCO I SOIL CLASS (USCS) GM ML-SM ML-CL TRENCH LT 4 ELEV. (MSL.) 100' DATE COMPLETED 12-09-2003 EQUIPMENT FMC LS-5800 TRACKHOE BY: C. COPENHAVI MATERIAL DESCRIPTION UNDOCUMENTED FILL Loose, moist, medium to dark brown (mottled), Sandy-Silty coarse GRAVEL; porous, with oversize rock 6" to 36" drain 10% to 20% ALLUVIUM Loose, saturated, dark gray-olive, Sandy SILT to very Silty, fine to coarse SAND -Groundwater seepage at 14 feet; caving, some interbedded clay layers Soft, saturated, dark olive, very Clayey SILT to Silty CLAY, compressible TRENCH TERMINATED AT 19.0 FEET y LU£0O ;RQ-C^ - - - - - _ - - - - - - ^Z ' 'in /\ Q HI c£ wj±io z2 Oo Figure A-34, Log of Trench LT 4, Page 1 of 1 07135-42-01 LT-TRENCHES (REVISED 05-16-2007J.GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL H ... DISTURBED OR BAG SAMPLE H ... STANDARD PENETRATION TEST B ...CHUNKSAMPLE • ... DRIVE SAMPLE (UNDISTURBED) I ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - - - 4 - - - 6 - - - 8 - - - 10 - - 12 - - 1 A SAMPLE NO. >- § 0 t yo.y>jCb|( y oiQ< °o cLcj. °|d oj > l CD i( QoiQ, ^'cO! >jCbjC >X!Q' +++ + + 4- 4- o:P DUNDWA1orf1) SOIL CLASS (USCS) GM TRENCH LT 5 ELEV. (MSL) 116' DATE COMPLETED 12-09-2003 EQUIPMENT FMC LS-5800 TRACKHOE BY: C. COPENHAVI MATERIAL DESCRIPTION UNDOCUMENTED FILL Loose, damp, medium to dark brown, very Sandy COARSE gravel, porous with oversize rock from 6" to 18" diameter SALTO INTRUSIVE Fractured-jointed, humid, medium olive-gray, very strong TONALITE GABBRO ROCK, steep joints, spacing 2" to 10" apart TRENCH TERMINATED AT 14.0 FEET (REFUSAL) *«"* |j :R£Q:S' - - - _ - - - - - _ _ f z;z8£ Q m ? wj±i O Zs oo Figure A-35, Log of Trench LT 5, Page 1 of 1 07135-42-01 LT-TRENCHES (REVISED 05-16-2007J.GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE f\ ... STANDARD PENETRATION TEST B ... CHUNK SAMPLE • ... DRIVE SAMPLE (UNDISTURBED) I ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - - 4 - - 6 - - - 8 - - 10 - - 12 - - 14 - - - 16 - - 18 - SAMPLE NO..ITHOLOGHo'y (>jd>j( ?i9i*M9o[9( did*MI> i CD i(doid, I I Cf nl Gf c > i CD iC MolQt $$\ H°lo'rjcbjc $f< is Q 8a.o I SOIL CLASS (USCS) GM TRENCH LT 6 ELEV. (MSL.) 108 DATE COMPLETED 12-09-2003 EQUIPMENT FMC LS-5800 TRACKHOE BY: C. COPENHAV MATERIAL DESCRIPTION UNDOCUMENTED FILL Loose, damp, medium to dark brown, very Sandy coarse GRAVEL, porous with oversize rock (angular), 6" to 12" diameter (20% to 30%) -Becomes moist -Becomes very moist to wet (caving with 24" to 36" diameter boulders), oversize (30% to 40%) -Groundwater seepage at 18 feet (caving badly) TRENCH TERMINATED AT 19.0 FEET (CAVING) gui-^ENETRATIESISTANCBLOWS/n[RZ*~ - - - _ - _ - - - - - - ^ 11ccQ UJ ? w|o z^ oo Figure A-36, Log of Trench LT 6, Page 1 of 1 07135-42-01 LT-TRENCHES (REVISED 05-16-2007).GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL H ... DISTURBED OR BAG SAMPLE .. STANDARD PENETRATION TEST .. CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ...WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - - 4 - - - 8 - - - 10 - - 12 - - 14 - - - 16 - SAMPLE NO.THOLOGYd 1 r-p-f rf •-[f--- 4/ '/ ^;/ '/ / ^ —J 9o '-;•':• I-" \<dL / •/ '/', / :>°,( 9« - J- ,_ -• \ .UNDWATER |na:CO T SOIL CLASS (USCS) SM ML-CL SM-GM SM TRENCH LT 7 ELEV. (MSL.) 98' DATE COMPLETED 12-09-2003 EQUIPMENT FMC LS-5800 TRACKHOE BY: C. COPENHAV MATERIAL DESCRIPTION UNDOCUMENTED FUA Loose, damp, light to medium olive brown, Gravelly Silty coarse SAND, crushed aggregate fines (yellow fill) Soft, moist, medium to dark brown, Sandy-Gravelly SILT and CLAY TERRACE DEPOSIT Loose to medium dense, wet, reddish brown, very Sandy to Silty GRAVEL •\ -Groundwater seepage j - Medium dense, very moist to wet, light olive brown, Silty, fine SAND, with TRENCH TERMINATED AT 17.0 FEET JETRATIONSISTANCELOWS/FT.)~— W rn IRQ-^" - - - - - - - - -Y DENSITY(P.C.F.)cc Q OISTURENTENT (%)^ oO Figure A-37, Log of Trench LT 7, Page 1 of 1 07135-42-01 LT-TRENCHES (REVISED 05-16-2007J.GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE H ... STANDARD PENETRATION TEST B - CHUNK SAMPLE • ... DRIVE SAMPLE (UNDISTURBED) I ... WATER TABLE OR SEEPAGE NOTE: INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - 2 - - - 4 - o - 8 - - 10 - - 12 - SAMPLE NO. C330 d I.-.:, /U-"- ]]:f °<A^o! o' >jCb |( |l . 4- o: K UNDWAoK(T SOIL CLASS (USCS) SM GM-SM SM TRENCH LT 8 ELEV. (MSL.) 911 DATE COMPLETED 12-09-2003 EQUIPMENT FMC LS-5800 TRACKHOE BY: C. COPENHAVI MATERIAL DESCRIPTION UNDOCUMENTED FILL Loose, medium damp, light to medium brown (mottled), Gravelly, Silty fine SAND, crashed aggregate fines (yellow fill) Loose, wet, reddish to yellow brown (mottled), very Sandy coarse GRAVEL ALLUVIUM Loose, saturated, medium yellow brown, very Gravelly, Silty fine SAND SALTO INTRUSIVE strong TONALITE to GABBRO ROCK / TRENCH TERMINATED AT 12.0 FEET Zuj~ PI ;RO.K~ : - - - - t 22gs £Q UJ ? l| O Zs oo Figure A-38, Log of Trench LT 8, Page 1 of 1 07135-42-01 LT-TRENCHES (REVISED 05-16-2007J.GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL H ... DISTURBED OR BAG SAMPLE .. STANDARD PENETRATION TEST CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) . ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - - 4 - - 6 - - - 8 - - 10 - - 12 - 14 SAMPLE NO.LITHOLOGY?°:f/y.,:y?/f.. >4X^'%$>n Hf 'JO -s'1^' '$$ Jft / / tL ///GROUNDWATER |I SOIL CLASS (USCS) SC-GC ML-CL TRENCH LT 9 ELEV. (MSL.) 94' DATE COMPLETED 12-09-2003 EQUIPMENT FMC LS-5800 TRACKHOE BY: C. COPENHAV MATERIAL DESCRIPTION UNDOCUMENTED FILL Loose, damp, dark to medium brown (mottled), very Gravelly Clayey, fine SAND TO cLAYEY gravel, porous with oversize to 12" diameter ALLUVIUM Soft, wet to saturated, dark olive gray, very Clayey SILT, with white calcium carbonate inclusions -Strong groundwater flow (caving) TRENCH TERMINATED AT 14.0 FEET (REFUSAL)PENETRATIONRESISTANCE(BLOWS/FT.)- - - — ~ - -DRY DENSITY(P.C.F.)MOISTURECONTENT (%)Figure A-39, Log of Trench LT 9, Page 1 of 1 07135-42-01 LT-TRENCHES (REVISED 05-16-2007).GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL & ... DISTURBED OR BAG SAMPLE .. STANDARD PENETRATION TEST .. CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01B DEPTH IN - - 2 - - 4 - - 6 - - 8 - - 12 - - - 14 - - 16 - - 18 - - 20 - SAMPLE NO.HOLOGYt ^'/•/ £$?: /^•# '$&•/7:^ '&l<H I rir ^x // jH•j ^ i, X^r-t\j ^~ < ^ ^X^ i-i!^ v~ <^ r- i.NDWATER |_)noc(0 I SOIL CLASS GM CL-GC ML-CL TRENCH T- 1C ELEV. (MSL.) 136' DATE COMPLETED 05-05-2005 EQUIPMENT CAT 330C BY: G. COPENHAV MATERIAL DESCRIPTION UNDOCUMENTED FILL Loose to moist, brown, very Sandy to Clayey GRAVEL Soft to stiff, wet, gray-brown to olive, Gravelly CLAY -Seepage TERTIARY VOLCANICS Very weathered, moist, light to dark olive-gray-brown (mottled), moderately strong VOLCANIC TUFF; massive, excavates and breaks down to a chunky, very silty clay -Becomes harder at 20'; marginal rippability anticipated at depth TRENCH TERMINATED AT 21 FEET ETRATIONISTANCEOWS/FT.)ZUJffl •R^01^ - _ - - - - - _ _DENSITYP.C.F.)£ Q 11 SOO Figure A-40, Log of Trench T - 1C, Page 1 of 1 07135-42-01B (05-16-2007).GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL §1 ... DISTURBED OR BAG SAMPLE B ... STANDARD PENETRATION TEST B ...CHUNK SAMPLE I ... DRIVE SAMPLE (UNDISTURBED) I ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01B DEPTH IN FEET - - 2 - - 4 - - - 6 - P 1fi - 12 - - 14 - SAMPLE NO..ITHOLOGY"'O t?@ f<**i *ffj?9ff. '&*j> £'j <J o # A 0 °/*% fyfflfa'Wk,-V +++ +++OUNDWATER |K(T SOIL CLASS (USCS) GM-SM SC-CL TRENCH T- 2C ELEV. (MSL.) 1321 DATE COMPLETED 05-05-2005 EQUIPMENT CAT 330C BY: G. COPENHAV MATERIAL DESCRIPTION UNDOCUMENTED FILL Loose, moist, medium to dark brown, Sandy, coarse GRAVEL to very Gravelly SAND; 2' diameter boulders SANTIAGO FORMATION Stiff, very moist to wet, light brown to tan, Sandy to Gravelly CLAYSTONE SALTO INTRUSIVE Very fractured, dark gray to olive, strong GRANITIC ROCK; shot-fractured ^ -With depth, shot-fractured decrease, becoming very strong at 14' ^ TRENCH TERMINATED AT 14 FEET (Refusal) n^--°t ;R£C~ - - - - - - - co-^ZLL j£ O MOISTUREONTENT (%)0 Figure A-41, Log of Trench T - 2C, Page 1 of 1 07135-42-01B (05-16-2007).GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE B ... STANDARD PENETRATION TEST B ... CHUNK SAMPLE • ... DRIVE SAMPLE (UNDISTURBED) I ...WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01B DEPTH IN FEET - - 2 - - - 4 - - 6 - - Q - - 10 - SAMPLE NO..ITHOLOGY*0&*43 & *. &*?<?' *A>;> ; 6 *&*; *<?„• v;*j :V>"-.',tY. A:\/ ^ <-4 I^i.v/r < •4 l^i. V/ V" <OUNDWATER |ce« SOIL CLASS (USCS) GM TRENCH T - 3C ELEV. (MSL.) 126' DATE COMPLETED 05-05-2005 EQUIPMENT CAT 330C BY: G. COPENHAV MATERIAL DESCRIPTION UNDOCUMENTED FILL Loose, moist, dark brown, Sandy, boulder GRAVEL with some clay; porous, with oversize rock (5% to 10% over 12" diameter) TERTIARY VOLCANICS Very weathered, moist, blue-green to brown (mottled), moderately strong VOLCANIC TUFF; massive; excavates to a chunky, clayey silt, marginal rippability anticipated with depth TRENCH TERMINATED AT 1 1 FEET (Near refusal) ||| LR^0^ - " - - - -RY DENSITY(P.C.F.)Q MOISTUREONTENT (%)o Figure A-42, Log of Trench T - 3C, Page 1 of 1 07135-42-01B (05-16-2007).GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE B ... STANDARD PENETRATION TEST B ... CHUNK SAMPLE .. DRIVE SAMPLE (UNDISTURBED) ..WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01B DEPTH IN FEET - - 2 - - 4 - - 6 - - 8 - - - 10 - - 12 - - 14 - - 16 - - 18 - - 20 - _ - 22 - - 24 - SAMPLE NO.ITHOLOGY?°:-/¥'.\:yp/f- v^/^ifjt P 1 *%$, ''•S:&£'^- it WBP»lf f/J! II w&DUNDWATER |±(T SOIL CLASS (USCS) SC-GC SC TRENCH T - 4C ELEV. (MSL.) 138' DATE COMPLETED 05-05-2005 EQUIPMENT CAT 330C BY: G. COPENHAV MATERIAL DESCRIPTION UNDOCUMENTED FELL Loose, moist, medium to dark brown, very Gravelly, Clayey SAND; porous, with some silt, oversize rock (<10%) ALLUVIUM Loose to medium dense, very moist, medium to dark reddish brown, Gravelly to Clayey, fine SAND; (buried canyon area?) TRENCH TERMINATED AT 25V4 FEET ||| iRtt^^ - - - - - ~ - - - - . . - -RY DENSITY(P.C.F.)Q MOISTUREONTENT (%)O Figure A-43, Log of Trench T - 4C, Page 1 of 1 07135-42-01B (05-16-2007).GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL I ... DISTURBED OR BAG SAMPLE U ... STANDARD PENETRATION TEST B ...CHUNKSAMPLE .. DRIVE SAMPLE (UNDISTURBED) .. WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01B DEPTH IN FEET - - 2 - - - 4 - - 6 - - 8 - SAMPLE NO.LITHOLOGY*&**&a Q $ • 60j?°&. l?-t' &?0 O ' 6 '<2 o & 0*o' \°fi +"% • + + + 'GROUNDWATER |SOIL CLASS (USCS) SC-GC TRENCH T - 5C ELEV. (MSL.) 138' DATE COMPLETED 05-05-2005 EQUIPMENT CAT 330C BY: G. COPENHAV MATERIAL DESCRIPTION UNDOCUMENTED FILL Loose, moist, medium to dark brown (mottled), Clayey, very Gravelly SAND to GRAVEL; porous ^ -Inclined contact (westward) ^. SALTO INTRUSIVE Very fractured, damp, medium to dark olive to brown, moderately strong GRANITIC ROCK x_ TRENCH TERMINATED AT 9 FEET (Near refusal)PENETRATIONRESISTANCE(BLOWS/FT.)- - _ _ - ~DRY DENSITY(P.C.F.)MOISTURECONTENT (%)Figure A-44, Log of Trench T - 5C, Page 1 of 1 07135-42-01B (05-16-2007J.GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL & ... DISTURBED OR BAG SAMPLE B ... STANDARD PENETRATION TEST B ... CHUNK SAMPLE • ... DRIVE SAMPLE (UNDISTURBED) I ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01B DEPTH IN FEET - - 2 - - 4 - - 6 - - 8 - - 10 - - 12 - - 14 - - 16 - - 18 - 90 fyfy SAMPLE NO. >-ITHOLOG*#£?& $$&'•'&• '•'• *V^-"- *Q' S''/X x " " '%k tf8 y$9, %$, ISMg 8t'&•& '?-$.y / s~- '• : &. X- P DUNDWA1DC(T SOIL CLASS (USCS) GP SC-GC SC TRENCH T- 6C ELEV. (MSL.) 131' DATE COMPLETED 05-05-2005 EQUIPMENT CAT 330C BY: G. COPENHAV MATERIAL DESCRIPTION UNDOCUMENTED FILL Loose, humid, gray, Sandy (crushed aggregate) fine GRAVEL; porous, sloughing Loose, moist, medium to dark brown (mottled), very Gravelly, Clayey SAND; contains oversize boulders l'-2' diameter (5%) -Possible transition to alluvium at ~21 feet ALLUVIUM \ SAND; (possible buried canyon) / TRENCH TERMINATED AT 22 FEET ZUJ~ || •Roi0^ - " - - - - - - t CO -7- Z U-sg OLQ HI? I| **O Figure A-45, Log of Trench T - 6C, Page 1 of 1 07135-42-01B (05-16-2007).GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL H ... DISTURBED OR BAG SAMPLE B ... STANDARD PENETRATION TEST B ...CHUNKSAMPLE • ... DRIVE SAMPLE (UNDISTURBED) I ... WATER TABLE OR SEEPAGE NOTE: INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. 07135-42-01B DEPTH IN FEET - - 2 - - - 4 - - 6 - - 8 - - 10 - - 12 - - 14 - SAMPLE NO. >-OO H- *0&>4£ '4* '•w#jrf . A &„'- <*0- ? 0. y •. 6& <* &• "«P' •' • }\ "t:J |f :?] v + + + a: ^UNDWAlno:o SOIL CLASS (USCS) GP SM-GM TRENCH T - 7C ELEV. (MSL.) 126' DATE COMPLETED 05-05-2005 EQUIPMENT CAT 330C BY: G. COPENHAV MATERIAL DESCRIPTION UNDOCUMENTED FILL Loose, dry, dark brown, Sandy, boulder GRAVEL; porous, with oversized boulders l'-3' in diameter (50+%) Loose, damp, medium to dark brown, very Gravelly, Silty SAND; some 8" to 18" oversize rock SALTO INTRUSIVE Very weathered and fractured, medium brown, weak GRANITIC ROCK Lightly weathered and fractured, dark gray-brown-olive, very strong GRANITIC ROCK TRENCH TERMINATED AT 18 FEET (Refusal) ZUJ~ill(jj 111 flj •RQ-0^ - — - " - - - - - fcw-^ ZLL IttrQ UJ? w|o z20O Figure A-46, Log of Trench T - 7C, Page 1 of 1 07135-42-01B (05-16-2007).GPJ SAMPLE SYMBOLS El ... SAMPLING UNSUCCESSFUL H ... DISTURBED OR BAG SAMPLE B ... STANDARD PENETRATION TEST B ... CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01B DEPTH IN FEET - - 2 - - 4 - - 6 - - 8 - - 10 - - 12 - - 14 - - - 16 - HOTO SAMPLE NO..ITHOLOGY I^// -// j&// / $ / s Q/ / /(* 0 s J" '*/£• /0/A ^r / / V //& ' /^/ fa '//'<yfi / ' V, /// ',OUNDWATER |K.O SOIL CLASS (USCS) GC TRENCH T- 8C ELEV. (MSL.) 136' DATE COMPLETED 05-05-2005 EQUIPMENT CAT 330C BY: G. COPENHAV MATERIAL DESCRIPTION UNDOCUMENTED FILL Loose, moist, medium to dark brown (mottled), very Sandy to Clayey, coarse GRAVEL; porous, with oversize gravel, boulders (>30%) -Large oversize boulders 2'-3' diameter, caving sidewalls -Becomes wet, more clayey TRENCH TERMINATED AT 18 FEET (Caving badly)ENETRATIONESISTANCEBLOWS/FT.);RO-IE~ - — - - - - - - ;' DENSITYP.C.F.)£Q MOISTUREONTENT (%)O Figure A-47, Log of Trench T - 8C, Page 1 of 1 07135-42-01B (05-16-2007).GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL §1 ... DISTURBED OR BAG SAMPLE I] ... STANDARD PENETRATION TEST B - CHUNK SAMPLE • ... DRIVE SAMPLE (UNDISTURBED) I ... WATER TABLE OR SEEPAGE NOTE: INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. 07135-42-01B DEPTH IN FEET - - 2 - - 4 - - 6 - - 8 - - - 10 - *l O- 12 - - - 14 - - 16 - - 18 - on SAMPLE NO. ^.ITHOLOG_l %%%ys/w/k '////% wkMvlK :jt|[: *L*J* t v!i!v•.r.i.v;fe; :::!::: •p-f- ::f:3::f: •••]• • ^:::^*L* r :it|[: |i| :j[:j::t: ::|:1:| i:||[; jij-fcp: it UJ Q 1 0£CD SOIL CLASS (USCS) CL SM TRENCH T - 9C ELEV. (MSL.) 155' DATE COMPLETED 05-05-2005 EQUIPMENT CAT 330C BY: G. COPENHAV MATERIAL DESCRIPTION SANTIAGO FORMATION Hard, moist, medium olive, Silty CLAYSTONE Dense to very dense, damp, light brown to tan, very Silty, very fine-grained SANDSTONE; massive to horizontal bedding -Becomes more dense, but excavates slowly TRENCH TERMINATED AT 20 FEET z O Jr» • Fz t :R|*S. - ~ ~ - - - - - ~ - - - P_ v>-> ZU-sgfcfe Q LU 3^ w|o z5 OO Figure A-48, Log of Trench T - 9C, Page 1 of 1 07135-42-01B (05-16-2007).GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL H ... DISTURBED OR BAG SAMPLE f\ ... STANDARD PENETRATION TEST B ... CHUNK SAMPLE • ... DRIVE SAMPLE (UNDISTURBED) I ...WATER TABLE OR SEEPAGE NOTE: INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. 07135-42-01B DEPTH FEET - - 2 - - 4 - - - 6 - - 8 - - 10 - - 12 - •\A SAMPLE NO. OQ O b •*f****t* *:t::*f: • • J* • '•M-'t'V.1.Y* r *t* •'n'v::[:j:>: :f£: ijtjfc ijljjjit: ::-:j:^: iy?»$jjpli^ SiiS+ +. -i- o:UJ S<Q _lOcen SOIL CLASS SM SC-GC TRENCH T-10C ELEV. (MSL.) 148' DATE COMPLETED 05-05-2005 EQUIPMENT CAT 330C BY: G. COPENHAV MATERIAL DESCRIPTION SANTIAGO FORMATION Dense, damp, light brown to olive, Silty fine SANDSTONE Very dense, moist, medium olive-brown, very Gravelly, Clayey SANDSTONE; with oversize rock, core stones (includes some very weathered granitic rock) SALTO INTRUSIVE ROCK / TRENCH TERMINATED AT 14 FEET (Near refusal) guj-^ Pztj5 ^ w hj-O zujgj •Ro!0^ - - - - - - - - W-T-Z LU Qo: ^Q a^r j 7 ozSOo Figure A-49, Log of Trench T - 10C, Page 1 of 1 07135-42-01B (05-16-2007).GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL HI ... DISTURBED OR BAG SAMPLE .. STANDARD PENETRATION TEST CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) . ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01B DEPTH IN FEET - 2 - - 4 - - 6 - - 8 - _ m - - SAMPLE NO.THOLOGY^— •°f°'""t" • ••]• *m::-:j:- :'MVH:j:>: * t i *L* §- -"• • • L *& HH*&&&+ +. 4.UNDWATER |O{£. -- SOIL CLASS (USCS) SM SM SC TRENCH T-11C ELEV. (MSL.) 135' DATE COMPLETED 05-05-2005 EQUIPMENT CAT 330C BY: G. COPENHAV MATERIAL DESCRIPTION SANTIAGO FORMATION Dense, moist, light brown, Silly, fine to medium SANDSTONE Dense, moist, light brown to olive, Silty to Clayey, fine SANDSTONE Very dense, moist, medium brown-olive, Gravelly, Clayey, fine SANDSTONE; "floater" boulders of oversize rock (includes corestones of weathered granitic rock) SALTO INTRUSIVE strong GRANITIC ROCK / TRENCH TERMINATED AT 1 1 FEET (Near refusal)JETRATIONSISTANCELOWS/FT.)i7i LU ff\ •RQ.^" - - - _Y DENSITY(P.C.F.)ccQ OISTURENTENT (%)2 0O Figure A-50, Log of Trench T - 11C, Page 1 of 1 07135-42-01B (05-16-2007).GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE E ... STANDARD PENETRATION TEST B ... CHUNK SAMPLE I ... DRIVE SAMPLE (UNDISTURBED) I ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01B DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING SB 2 ELEV. (MSL.) 145' DATE COMPLETED 03-31-2004 EQUIPMENT CME 55 BY: D.GONSMAN 'rnO ZU-o MATERIAL DESCRIPTION 2 - - 4 - - 6 - SB2-1 - 10 - - 12 - - 14 - - 16 - - 18 - - 20 - - 22 - - 24 - - 26 - - 28 - SC SB2-3 SM TERRACE DEPOSIT Medium dense, moist, orange brown, Clayey, fine to coarse SAND -Dense, damp to moist, Clayey, fine to medium SAND 50 Medium dense, damp, light orange brown, Silty, fine SAND with trace clay 29 -Little cohesion Figure A-51, Log of Boring SB 2, Page 1 of 2 07135-42-01B (SB2_05-16-07).GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL S ... DISTURBED OR BAG SAMPLE .. STANDARD PENETRATION TEST .. CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. 07135-42-01B DEPTH IN FEET - 32 - — - 34 - - 36 - - 38 - - - 40 - - 42 - - 44 - - - 46 - - 48 - - 50 - SAMPLE NO. SB2-4 SB2-5 SB2-6 l 11 , 1 1O H Ijf :':f'/K;':': v. -..r.lvmftp :-l-:'-r--t-mv.i-:. ::]•• $$'. |K[ il II ft-i':!.:| jYJ'.iiS 11 W; :•••!•••{-•!•• ' ' g 1QZ §O SOIL CLASS (USCS) SM SW BORING SB 2 ELEV. (MSL.) 145' DATE COMPLETED 03-31-2004 EQUIPMENT CUE 55 BY: D.GONSMAN MATERIAL DESCRIPTION -Fine to coarse -Dense, damp, light olive brown, Silty, fine to coarse SAND with trace clay, thin interbeds of pale olive sandy clay -Tan brown, Silty, fine to coarse SAND; little cohesion -Light tan, fine to coarse cohesionless sand with some pebbles up to 2 cm diameter BORING TERMINATED AT 51 FEET No groundwater encountered Backfilled 03-3 1-2004 51 to 10 feet-backfilled with bentonite-cement slurry (14.3 cu ft) 10 to 3 feet-backfilled with bentonite chips (2.5 cu ft) 3 to 0 feet-backfilled with soil (1 .0 cu ft) Zm^^Si t|iSl* - - 61 - - - - - 49_ - 61 ZLL v. £^ fcQ ifw£ O ^ ^L20O Figure A-51, Log of Boring SB 2, Page 2 of 2 07135-42-01B (SB2_05-16-07).GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL 18 ... DISTURBED OR BAG SAMPLE .. STANDARD PENETRATION TEST ..CHUNKSAMPLE ... DRIVE SAMPLE (UNDISTURBED) _ ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01B DEPTH IN FEET - - 2 - - 4 - - - 6 - - 8 - - 12 - - 14 - - 16 - - 18 - - 20 - - 22 - - 24 - - 26 - - 28 - SAMPLE NO. SB3-1 1 SB3-2 1 HOLOGYi— :':]'' 'f :']•:': •'•V:f'Vj-'-/.K-N-V. $P $!l •ttfr•"•'. ••f-' •'•']m •"ifi- ii'-yiifgS ?p£ p BWP ||| II •t-l$[$INDWATER |^Oa.o SOIL CLASS (USCS) SM CL SM BORING SB 3 ELEV. (MSL.) 146' DATE COMPLETED 03-31-2004 EQUIPMENT CME 55 BY: D.GONSMAN MATERIAL DESCRIPTION TERRACE DEPOSIT Medium dense, damp, light orange brown, Silty, fine to coarse SAND with trace clay -Tan brown, Silty, fine to medium SAND -Very stiff, moist, dark brown, fine Sandy CLAY Dense, damp, light brown, Silty, fine to medium SAND; slightly cemented ETRATIONIISTANCE3WS/FT.)~ W m Q.<*~ - - - _ - 40 - - 45 " - - -' DENSITYP.C.F.)rf Q 3ISTUREJTENT (%)^ fe2 OO Figure A-52, Log of Boring SB 3, Page 1 of 2 07135-42-01B (05-16-2007J.GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE E ... STANDARD PENETRATION TEST B ... CHUNK SAMPLE 1 ... DRIVE SAMPLE (UNDISTURBED) I ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01B DEPTH IN FEET " - 32 - - 34 - - 36 - - 38 - - 40 - SAMPLE NO.LITHOLOGYSB3-3 i:(v{:}:: SB3-4 1 ;:};.•:;•:{; $fi ;|j:ii; 01 fjl ft •:*•:•>:i I GROUNDWATER |SOIL CLASS (USCS) SM BORING SB 3 ELEV. (MSL.) 146' DATE COMPLETED 03-31-2004 EQUIPMENT CME 55 BY: D.GONSMAN MATERIAL DESCRIPTION -Light olive tan, Silty, fine to medium SAND; slightly cemented Very dense, moist, light olive gray with some orange, Silty, fine to coarse, -\ well cemented SAND r BORING TERMINATED AT 41 FEET No groundwater encountered Backfilled 03-3 1-2004 41 to 5 feet-backfilled with bentonite-cement slurry (12.5 cu ft) 5 to 3 feet-backfilled with bentonite chips (0.75 cu ft) 3 to 0 feet-backfilled with soil (1.0 cu ft)PENETRATIONRESISTANCE(BLOWS/FT.)56 " ~ - - - " 51/2"DRY DENSITY(P.C.F.)MOISTURECONTENT (%)Figure A-52, Log of Boring SB 3, Page 2 of 2 07135-42-01B (05-16-2007).GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL 13 ... DISTURBED OR BAG SAMPLE |] ... STANDARD PENETRATION TEST B ... CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - - 6 - ft - - 10 - - 12 - - 16 - - 18 - - 20 - SAMPLE NO. SB4-1 I 1SB4-2 ! SB4-3 SB4-4 SB4-5 HOLOGYH ?°:(/:/ *•$/••• ^fif'Hn \'-/^ '/ §^$ '••':j/?-j. *:f/-/ ••fi/f •/ fa'' s:'/ ^fc I %. y&.% :$$ tt %'M '•:$$:NDWATER |S SOIL CLASS SC/GC CL SC GC SM BORING SB 4 ELEV. (MSL.) 100' DATE COMPLETED 04-26-2006 EQUIPMENT CME 85 BY: G. C. MATERIAL DESCRIPTION UNDOCUMENTED FILL Loose, moist, dark olive to medium brown (mottled), very gravelly, Clayey SAND, slight organic odor ALLUVIUM Stiff, moist to wet, dark gray-brown, Sandy CLAY, with some gravel TERRACE DEPOSIT Medium dense, moist, medium brown to reddish-brown, Clayey, fine SAND Dense, moist, medium brown, very Clayey GRAVEL Very dense, moist, medium brown, Clayey/Silty, fine SAND with some cobble, cemented zone? BORING TERMINATED AT 22 FEET Refusal on rock, and/or cobblestone No groundwater encountered Note: Backfilled 04-26-2006 with approx. 12 cu. ft. of bentonite cement-slurry ETRATIONISTANCEOWS/FT.)jjigg - - 42_ - _ 37 - "100/8" ~ 100/6"' DENSITYP.C.F.)Q 3ISTUREJTENT (%)Figure A-53, Log of Boring SB 4, Page 1 of 1 07135-42-01 SB4-SB8(REVISED 05-16-2007).GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL ffl ... DISTURBED OR BAG SAMPLE I] ... STANDARD PENETRATION TEST B - CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) . ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - - 4 - - 6 - - 8 - - 10 - - 14 - - - 16 - - - 18 - - 20 - - 22 - - 24 - - 26 - - - 28 - SAMPLE NO. L SB5-1 1 SB5-2 | SB5-3 SB5-4 SB5-5 SB5-6 HOLOGYh- /0// // j& / / v? / /Qy / s^ \7 / ' / / f . A>/ :fjf;!|1 II :|-Jf: '•:.j'-.f--i:- • i'i'-l: m P ip :t:p l-'-r'-l-'vj-.j.-.fv P:[: :-]-:'-':"-j::: ^N•iitpIS INDWATER |_>OOLO I SOIL CLASS (USCS) GM SM BORING SB 5 ELEV. (MSL.) 88' DATE COMPLETED 04-26-2006 EQUIPMENT CME 85 BY: G. C. MATERIAL DESCRIPTION UNDOCUMENTED FILL Medium dense to dense, moist, medium to dark brown (mottled), Clayey, fine to medium grained GRAVEL -Some silt ("yellow fill", i.e., screened quarry spoil) -Groundwater TERRACE DEPOSIT Medium dense to dense, wet to very moist, medium brown to reddish brown, Silty, fine to coarse SAND with some clay, and thin pebble-cobble gravel layers -Some thin gravel layers (in sample)ETRATIONIISTANCEOWS/FT.)^ LLJ £Q Q.^^ - - " 60/6" - - 31 - - 42 - - ~ 43 _ _ - _87/U" - :' DENSITYP.C.F.)^ ^~^a:Q 108.3 it O -^£.s o0 19.0 Figure A-54, Log of Boring SB 5, Page 1 of 2 07135-42-01 SB4-SB8(REVISED 05-16-2007).GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE ... STANDARD PENETRATION TEST ... CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - 32 - - 34 - SAMPLE NO. SB5-7 1 b II %&£$.•? 4 •$ ••• t»* DC Q _) no:o SOIL CLASS GM SM BORING SB 5 ELEV. (MSL.) 88' DATE COMPLETED 04-26-2006 EQUIPMENT CME 85 BY: G. C. MATERIAL DESCRIPTION Very dense, wet to saturated, medium to dark brown, sub-rounded angular, Silty/Sandy GRAVEL \ -Basal cobble conglomerate cemented layer /~ 1 SANTIAGO FORMATION I Very dense, dry, light gray to olive, Silty, fine SANDSTONE \ -Cemented durapan with calcium carbonate , BORING TERMINATED AT 35.2 FEET Groundwater stabilized at 6 feet Note: Backfilled 04-26-2006 with approx. 19.4 cu. ft. of bentonite cement-slurry z || 2UJgj£oc~ - - 50/3" CO "? ^ "^ Q ^^ I| 5 OO Figure A-54, Log of Boring SB 5, Page 2 of 2 07135-42-01 SB4-SB8(REVISED 05-16-2007).GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL E3 ... DISTURBED OR BAG SAMPLE B ... STANDARD PENETRATION TEST B ... CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ...WATER TABLE OR SEEPAGE NOTE: INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - - - 4 - - 6 - _ - 8 - - - 10 - _ _ - 12 - - 14 - - - 16 - - 18 - - - 20 - - 22 - SAMPLE NO. SB6-1 SB6-2 SB6-3 . 1 r[ 1 [ 1 ^ 0 ^'/y>ffi: '%?.& ffi? 7$, yA; W: ''£& S:~'-fi- •'. -X^' - - '/ "'}' '''I'' P| 3$:••.)••'•['•!••.-i- ii'- Wf 4&//// V?/// /<//A 01 [—1 QceCD ^HI SOIL CLASS (USCS) SC-GC SC-CL SM CL GC BORING SB 6 ELEV. (MSL.) 92' DATE COMPLETED 04-26-2006 EQUIPMENT CME 85 BY: G. C. MATERIAL DESCRIPTION UNDOCUMENTED FILL Dense, moist, medium to dark brown (mottled), gravelly-Clayey SAND ALLUVIUM Stiff, very moist, medium olive-brown, interbedded Clayey SAND to Sandy CLAY Medium dense, wet to saturated, light to medium olive-brown, Silty, fine SAND, with some clean sand lenses Stiff, very moist, medium to dark gray to olive, Silty CLAY Very dense, moist, medium to dark brown, Clayey, coarse GRAVEL -Large cobble-boulder BORING TERMINATED AT 23 FEET Refusal on boulder-size cobble at 23 feet Groundwater encountered at 16 feet Note: Backfilled 04-26-2006 with approx. 11.5 cu. ft. of bentonite cement-slurry Zm^QoP ^ LLJ ff\ 0.°^ - - - - 86 _ - 23 _ _ " 17 - - - - - \— l\ Pf Q LU «^ wj±i O Zs oO Figure A-55, Log of Boring SB 6, Page 1 of 1 07135-42-01 SB4-SB8(REVISED 05-16-2007).GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL H ... DISTURBED OR BAG SAMPLE |] ... STANDARD PENETRATION TEST B - CHUNK SAMPLE .. DRIVE SAMPLE (UNDISTURBED) ..WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - - - 4 - - - 6 - _ - 8 - - 10 - - 12 - - 14 - - 16 - - 18 - - 20 - oo£.£. - - 24 - - 26 - - - 28 - SAMPLE NO. SB7-1 1 1 SB7-2 SB7-3 ,HOLOGYi——i '•?'•' •'.:'•:••.•"•;. ?•;;.•• :':£••';•> :-.- •;.'•.$ .•pV. •;'.••'.• ^:-:| 'Q-'-'" .-' •':' '.:•'. ~0\"r.: '•'•'•'•':"•-::- '•/.':'-& a. •;'-.-;. •"•'.- o'--:\- jj> ft 8 ~'S • s - 7^^fa //& ?^Ji^if- /y^>^?f; ^^*£/£+ + "+++ - + + +INDWATER |^>o£O T SOIL CLASS (USCS) SM-GM SC GC BORING SB 7 ELEV. (MSL.) 841 DATE COMPLETED 04-26-2006 EQUIPMENT CME 85 BY: G. C. MATERIAL DESCRIPTION UNDOCUMENTED FILL Loose to medium dense, moist, dark to medium brown (mottled), very gravelly, fine-grained SAND -Wire, metallic trash ALLUVIUM Medium dense, moist, dark gray-brown, Clayey, fine SAND with some silt, thin clay layers -Becomes more dense below 18 feet Dense, wet to saturated, medium brown to yellow brown, Clayey/Sandy, coarse-grained GRAVEL -Perched groundwater at 25 feet SALTO INTRUSIVE Weathered, very moist, dark olive-brown, very strong GRANITIC ROCK -Possible diorite or gabbro composition BORING REFUSAL AT 28.2 FEET Groundwater at 25 feet Note: Backfilled 04-26-2006 with annrox. 15.5 cu. ft. of hentonite ETRATIONIISTANCEOWS/FT.)o.c~ - ~ - - - - _ ~ 21 - - - 76 - - ~ - _ 100/2"' DENSITYP.C.F.)?- * —ccQ JISTUREJTENT (%)\-t ^.s oo Figure A-56, Log of Boring SB 7, Page 1 of 2 07135-42-01 SB4-SB8(REVISED 05-16-2007).GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE . STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) . CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET SAMPLE NO.LITHOLOGYGROUNDWATER |SOIL CLASS (USCS) BORING SB 7 ELEV. (MSL) 84' DATE COMPLETED 04-26-2006 EQUIPMENT CME 85 BY: G. C. MATERIAL DESCRIPTION cement-slurry PENETRATIONRESISTANCE(BLOWS/FT.)DRY DENSITY(P.C.F.)MOISTURECONTENT (%)Figure A-56, Log of Boring SB 7, Page 2 of 2 07135-42-01 SB4-SB8(REVISED 05-16-2007J.GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL H ... DISTURBED OR BAG SAMPLE |] ... STANDARD PENETRATION TEST B ... CHUNK SAMPLE • ... DRIVE SAMPLE (UNDISTURBED) I ... WATER TABLE OR SEEPAGE NOTE: INDICATED. GEOCON PROJECT NO. 07135-42-01 DEPTH IN FEET - - 2 - - 4 - '. . - - 8 - _ - 10 - - 12 - - 14 - - - 16 - - - 18 - SAMPLE NO. SB8-1 SB8-2 LITHOLOGY::|v[:'|- :'•)•/[••!•:';M M |f *fy t& Y& %£%n ~'S - s • %'j& '•A /$¥, *ffi:.GROUNDWATER |T SOIL CLASS (USCS) SM SC BORING SB 8 ELEV. (MSL.) 89' DATE COMPLETED 04-26-2006 EQUIPMENT CME 85 BY: G. C. MATERIAL DESCRIPTION UNDOCUMENTED FILL Medium dense, damp to moist, medium to dark brown-olive, Silty, fine to medium grained SAND -Gravel layer ALLUVIUM Medium dense, very moist, medium to dark olive-brown, Clayey, fine grained SAND with some silt -Becomes gradually more dense below 15 feet BORING TERMINATED AT 18.5 FEET Groundwater at 7 feet PENETRATIONRESISTANCE(BLOWS/FT.)- - - . - 18 - - - - 28 -DRY DENSITY(P.C.F.)MOISTURECONTENT (%)Figure A-57, Log of Boring SB 8, Page 1 of 1 07135-42-01 SB4-SB8(REVISED 05-16-2007).GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE 0 ... STANDARD PENETRATION TEST B ...CHUNKSAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON APPENDIX B SELECTED DATA FROM PREVIOUS GEOTECHNICAL STUDIES FOR AMENDED RECLAMATION PLAN QUARRY CREEK REFINED ALTERNATIVE 3 CARLSBAD, CALIFORNIA PROJECT NO. 07135-42-01 *J £ 1 LUQ 0 5- 15- zo •^B < i« 4c ~nr : J g 5s c§ ,*ru ' ^ 5£ n3 , -LftF £ LU DC (0 O S 1A WmJ o:Q^ £(/> UlO v; Q 118.4 w* . 1o03 ^ 0\ vL. 1 1 r*'A i^ 1 isS K^ z0E •p"1" "• GM M M~ML*V DATE DRILLED 10/4/99 BORING NO. B-6 GROUND ELEVATION 104' ± MSL SHEET 1 OF 1 METHOD OF DRILLING 8" Hollow-Stem Aueer DRIVE WEIGHT 140 lb« DROP 30" SAMPLED BY RDH LOGGED BY RDH REVItWtD BY RI DESCRIPTION/INTERPRETATION PILL: Gray to brown, dry, loose, sandy GRAVEL; abundant cobble up to 12" in diameter. GRANITIC ROCK: Dark gray, damp, GABBRO; fine-grained; intensely fractured; moderately weathered; hard rock. ( Refusal at 10 feet on hard rock. Groundwater not encountered during drilling. Backfilled on 10/4/99 ^^ BORING LOG i •lirK FORMER SOUTH COAST QUARRY **•• ^*^«d OCEANSIDE, CALIFORNIA PROJECT NO. DATE FIGURE 104046-01 11/99 A-28 || s£ '| illo 0 10- •>ft- cL I« <c .* ™nr 0u :$ ca>w OOu. o300 #111cc CO uT p. UJO s_£ O *Jss 1nrv*hv%J* * '« t£ri ZO H .<Wyd tto ^Ly*i O CL DATE DRILLED 10/4/99 BORING NO. B-7 GROUND ELEVATION 110' -^MSL SHEET 1 OF 1 METHOD OF DRILLING 8" Hollow-Stem Au«r DRIVE WEIGHT 140 Iba DROP 30" SAMPLED BY RDH LOGGED tJY RDH nfcVitWcu BY RI DESCRIPTION/INTERPRETATION Dark brown, moist, medium stiff, sandy CLAY; scattered gravel. GRANITIC ROCRDark gray, damp, GABBRO; moderately weathered; intensely fractured; very hard rock. Refusal at 5 feet. Groundwater not encountered during drilling. Backfilled on 10/4/99. BORING LOG FORMER SOUTH COAST QUARRY OCEANSIDE, CALIFORNIA PROJECT NO. 104046-01 DATE 11/99 FIGURE A-29 •g 42 iUlO 0 5- 10- K — on — MM t < I - J y s* c§•cD . I j ^ §Ost(/) •1§ 73/10" • j£IfefF £ Uloc ^o2 29•^ u.(j O. Ii S r^ j§ (/) ^i%'\h>j^r* ^^ B^ •2.O b x<(oOJrr .tto yj3 CL M M^W\flF DATE DRILLED 10/4/99 BORING NO. B-8 GROUND ELEVATION 110'+ MSL SHEET 1 OF 1 METHOD OF DRILLING 8" Hollow-Stem Auser DRIVE WEIGHT 140 DM DROP 30" SAMPLED BY RDH LOGGED BY RDH REVIEWED BY RI ( DESCRIPTION/INTERPRETATION HLL;Dark brown, moist, soft to medium stiff, sandy CLAY; abundant gravel. GRANITIC ROCK: Dark gray, damp, GABBRO; intensely fractured; moderately weathered; hard rock. Refusal at 6 feet. Groundwater not encountered during drilling. Backfilled on 10/4/99 : ( t ^ BORING LOG i ••mrf* FORMER SOUTH COAST QUARRY•»**» **wmm OCEANSIDE, CALIFORNIA PROJECT NO. DATE FIGURE 104046-01 11/99 A-30 | 01 10 15 0 « 0 — .tt1 - 3J s§ — Q) G i ^ o£ o § 86/9" 50/6" £ ULJS-fco2 9.3 g SL CO§Q >a 112.8 i § ^_ • z0p .32 gs DATE DRILLED 10/4/99 BORING NO. B-9 GROUND ELEVATION 112'± MSL SHEET 1 OF 1 METHOD OF DRILLING 8" Hollow-Stem Auecr DRIVE WEIGHT 140 lb» DROP 30" SAMPLED BY RDM LOGGED BY RDH REVIEWED BY RI DESCRIPTION/INTERPRETATION VOLCANIC TUFF: White to reddish gray, damp, fine-grained TUFF; scattered phonocrysts of quartz; soft to hard rode. No recovery. Refusal at 7 feet Oroundwater not encountered during drilling. Backfilled on 10/4/99. BORING LOG FORMER SOUTH COAST QUARRY OCEANSIDE, CALIFORNIA PROJECT NO. 104046-01 DATE 11/99 FIGURE A-31 01Q Oe sCO LU § uQ. DCO O r DATE DRILLED 10/4/99 BORING NO.B-10 GROUND ELEVATION 133'±MSL SHEET OF METHOD OF DRILLING 8" Hollow-Stem Auger DRIVE WEIGHT 140 Ibs SAMPLED BY RDM LOGGED BY RDH REVIEWED BY DROP 30" RI DESCRIPTION/INTERPRETATION PITT.. Brown, damp, soft, gravelly CLAY. SANTIAGO FORMATION: Pale greenish white, moist, weakly indurated, silty CLAYSTONE. 28 31 Sandy claystone. 36 Light olive gray, moist, sandy CLAYSTONE to weakly cemented clayey SANDSTONE. 20 JLL Total Depth - 16.5 feet. Groundwater not encountered during drilling. Backfilled on 10/4/99. BORING LOG FORMER SOUTH COAST QUARRY OCEANSIDE, CALIFORNIA PROJECT NO. 10404&01 DATE 11/99 FIGURE A-32 4 sttsatiSaSR • HUBisP R^^^na^^^fflnRaffiRsSBRNMI fiSSSsSS''!' WELL LOG """'" MW1 |» m ^TTOt Client Job No: Sheet F%fe Hanson Aggregates OOE1 867.5 1of2 gggggl loc EB8R^: Karen Stackpote Date Drilled: Date Drafted; 3/29/01 3/29/01 SAMPLE LOG SampleNumber MW1-5 MW1-10 MW1-15 MW1-20 MW1-25 MW1-30 MW1-35 Lc R( Lab results TPHGas/diesel (ppm) ND/ND ND/ND ND/ND ND/ND ND/ND ND/ND ND/ND atkxi: Drilling Company:3701 Haymar Drive ,,,..,Carlsbad, California WestHazmat DriB Rig/Sampling Method Borehole Ola.: Casing Die.: Total Dspth: CME 85/1 .5" split spoon sampler 10" 4" 70' Blow*par foot 12,12,20 50 for 5" 50 for 5" 50 for 5" 50 for 5" 50 for 5" 50 for 5" WELL LOG Dftpth || USCS(feet) SI symbol 2- GW 3- 17j SP 21— I I f* w * * * »4»** A v * II *""****+A;««*>• «*•**•' i&I 1 I'jt**' ^S;-; ^vK? 1® I'l**"' Geologic Description:Formation, soil type, color, grain, minor soil component, moisture,density, odor. etc. FILL Brown (2.5 Y 5/4) sand, soil. PID @ background. SANTIAGO FORMATIONSand and silt, gray (5 Y 5/1) and olive yellow (2.5Y 6/8),slightly dense, some clayey consistency at 5 feet befow grade. No odor, minimal moisture content. Sand, pale, yellow (2.5Y 8/3), fine, no odors. Sand, traces of grayish brown, slightly moist, dense. Clayey sand, gray (2.5 Y 6/1). Sand, gray, fine to very fine-grained, slightly moist, crumbly, no odor, layer of white calcium deposits at approximately 29feet below grade. Very dark gray. •\""fS\ '1 I ft- k II1; •IS* *!K• «J* «E»»J I 111 BB^^ v; % V i Ss i ggedby: Karen Stackpote Trtto. Staff Scien6$t Data. 3/29/01 wiewedhy- Tessa McRae ,!.«„«„„. 6582 nat«- 4/18/01 ^Hf^tHttlt^ —— • • ~** Numbw: WtLL LUU MW1 Client: Job No: Sheet Hanson Aggregates OOE1 867.5 2 of 2 EBSRep. Karen Stackpole ation: Drilling Company:3701 Haymar Drrve ... . ,, Carlsbad, California West Hazmat Date Drilled: Date Drafted: Drill Rig/Sampling Method. Borehole Dia.: Casing Dla.: Total Depth: 3/29/01 3/29/01 CME 85/1 .5" split spoon sampler 10" 4" 70' SAMPLE LOG Sample Number MW1-40 MW1-45 MW1-50 MW1-55 MW1-60 MW1-65 Lc R Lab results TPHGas/diesel (ppm) ND/ND ND/ND ND/ND ND/ND ND/ND ND/ND • Blows per -foot 50 for 5" 50 for 5" 50 for 5" 50 for 5" 50 for 5" 50 for 5" WELL LOG Depth(feet) oo *»o 39— 40— 41— 42— 43— 44— 45— 4S— 47— 48- s•»= 51 52- KA 1 *_ 57— 58— 5S- »= — »*1 ftA £_ ftT 68— RQ 70— N ; : - usessymbol SP jf ll^ $$ flt**^**i 31*^^*' ***»**< W E **$**< |»*Jf"% v*V* i 1 II Geologic Description: Formation, soil type, color, grain, minor soil component, moisture, density, odor, etc. Gray to light gray. Sand, coarse-grained with smooth and angular pebbles. Terminated at 70 feet below grade. iggerihy Karen Stackpoie Titlra. Staff Scientist Date. 3/29/01 ^w^Hhy- Tessa McRae |j,an«,w 6582 nate. 4/18/01 •X ***! i*'*• !*! •»j '*!;3; '*! i immi&5v$f ^| h^ §j "" ft i 3 «•< **<*l* •> *•« 1•I- •*« •*« j 1 pi ^*: i I is 4ir]^Wffi^l^i|ffii KaBHttC ^^^JBt^HfcaEy^yHraHSBS &%v$MJli&£mii p WELL LOG Client Hanson Aggregates EBSRep: JohnHamman 3701 Hayrnar DriveCarlsbad, California Date Drilled: Date Drafted: Drill Rig/Sampling Method: 3/29/01 3/29/01 CME 75/1 .5" split spoon sampler SAMPLE LOG Sample Number MW9-5 MW9-10 MW9-15 Lc R< Lab results TPH Qas/diesel (ppm) ND/ND ND/2,200 ND/ND Blows per foot 9,18,27 21,50 for 3" I9.30.4C WELL LOG Depth (feet) 1 — 4— 5— 6— 7— 8— 9— 10— 11— 12- 13— 14- 15- 18— 18- 19— 20— £.£. 24— 25- 26- t.1 28- 30- - 33- 34- 35— 11 i uses symbol SP sw !* Number MW9 Job No: Sheet OOE1 867.5 1of1 Drilling Company: West Hazmat Borehole Die.: Casing Dia.: Total Depth: 10" 4" 16.5' Geologic Description: Formation, soil type, color, grain, minor soil component, moisture,density, odor, etc. ill FILL Sand.dark brown (7.5 Y 2.5/2) coarse-grained. PIO @ 0.0 ppm.HHlwim 1 •ySJffljjK SANTIAGO FORMATION Sand, olive-gray (5 Y 5/2) coarse-grained, moist, dark gray stains, odor. Pit) @ 0.0 ppm. Sand, olive-gray (5 Y 5/2) fine-grained, moist, slight staining. PID @^0.0 ppjTi. Terminated at 16.5 feet below grade. igged hy J°hn Hamman Titlp. Project Scientist wtawftrihr Tessa McRae license no- 6582 Date: 3/29/01 Dafe. 4/18/01 a *' • •» » »* • •«' * *»H »'! * ** »*' • * **', **3 * ** »*' *«' * *' »** ««' *»' **; « J • i^~jMra*sllsSSffiiiiIl!sl• •* WELL LOG Client Hanson Aggregates ****** Karen Stackpote Date Drilled: 3/29/01 ation-3701 Haymar Drive Carlsbad, California Date Dratted: Drill RigfSampling Method: 3/29/01 CME 85/Split spoon sampler SAMPLE LOG SampleNumber MW10-4 WV10-1C WV10-15 Lab result* TPH Gas/diesel (ppm) ND/ND ND/ND Logged t Reviewe Blowsper foot 5,5.5 7,7,7 7,8,8 WELL LOO Depthfleet) 2— 3— 4— 6-^ 10- 4 4 •15 13- 14— 15—1 ,.q 17 18- 1Q 20- J->H| __ 9*a 24^ 25- tfi 28- 29- in ^1 v> 33- 34- 11 II • • usessymbol GW SW flf »«*** *m~> » »• * •i * •• » »* » * •* *» » T£J* «t * •> » »> » ** «> » •> » •• * ** « *• » »i » »• • «» • •» » ** •* « •( » »•» » »*> * *'i * •t » •'> * *i * «» •> * *> * ** « Number MW10 Job No: Sheet: OOE1867.5 1 of 1 Drilling Company: West Hazmat Borehole Dia.: Casing Dia.: Total Depth: 10" 4" 15' Geologic Description: Formation, soil type, color, grain, minor soil component, moisture, density, odor, etc. Sand and fill. SANTIAGO FORMATION & Sand, dark, grayish-brown, fine to coarse-grained || / (10YR 3/1), saturated at 4 feet below grade. j • Black gravel. Unable to collect sample. PID @ 0.0 ppm. Silty sand, dark, olive-gray, fine (5Y 3/2). Terminated at 1 5 feet below grade. PID @ 0.0 ppm. ,y. Karen Stackpole Tit|p. Staff Scientist Hhy- Tessa McRae n,on«,w 6582 Date: 3/29/01 nate. 4/18/01 J •iii«ifl S™S ySJ * •'«* ; •;»;. 55:::: :« HI Li :• i 1«• ••«' *«:: •;*. .** »• >* *' •* john Hamman WELL LOG Client Hanson Aggregates Location:_,.... ., .3701 Haymar DnveCarlsbad, California Job No:. OOE1 867.5 MW11 Sheet 1 of 1 Drilling Company:... . ._.West Hazmat Date Drilled: 3/29/01 Date Drafted: 3/29/01 Drill Rig/Sampling Method: CM E 75/1. 5" split spoon sampler Borehole Dia.: 10" Casing Dta,: 4" Total Depth: 22' SAMPLE LOG WELL LOG SampleNumber Lab results TPHGas/diesel (ppm)Blows per foot Depth (feet) T usessymbol Geologic Description:Formation, soil type, color, grain, minor soU component, moisture, density, odor, etc.8 MW11-5 ND/ND MW11-10 ND/ND WW11-15 ND/ND WV11-2C ND/ND 3,24 6,12,1 7,7,9 7,19,21 23- 24- 25- 26— 29- 32— 33- 35— ALLUVIUM AND COLLUVIUM W f*ft$/ Sand, brown (2.5 Y 5/4) coarse-grained. PID @ 0.0 ppm. •I-.SANTIAGO FORMATION L'.^,' Brown silt/gray coarse-grained sand (10 Y 6/2), light staining, moist. PID @ 0.0 ppm. Sand, saturated, brown/gray coarse-grained (10 Y 6/2). PID @ 0.0 ppm. Sand, brown (2.5 Y 5/4) coarse-grained. PID @ 0.0 ppm. Terminated at 22 feet below grade. ***!i*"* - * John HammanLogged by: _ Reviewed by: Tessa McRae jjtie. Project Scientist License no:6582 Date:. Date: 3/29/01 4/18/01 jyEJS^lRONMK^ f 1 iHHi WELL LOG lto*"! MW12 mVw'^ii^^^^^^K Cltont: Job No: Sheet: Hanson Aggregates OOE1 867.5 1of1 EBSRep: Karen Stackpole atton: DriBino Company:3701 Haymar Dnve ,.,»,_,Carlsbad, California West Hazmat Date Drilled: Date Drafted: Drill Rig/Sampling Method: Borehole Dia.: Casing Dia.: Total Depth: 3/29/01 3/29/01 CM E 85/Split spoon sampler 10" 4" 25' SAMPLE LOG SampleNumber MW12-5 MW12-1 MW12-1 MW12-2 MW12-2 Lc R< Lab results TPH Gas/diesel (ppm) ND/ND > ND/200 i ND/ND ) ND/ND > ND/ND Blow*per foot e, r, 10 10.12,19 27,50 50 for 6" 50 for6" WELL LOG Depth |1 USCS(feet) §| symbol o- 1 3- GW 13H143 15^U 16dlSW 21 3 22^233 28H 9ft ^1 *W 34- 35— fl W«»4)4 » »•»« • *»4»« • *»«a»« M *»4I»4V• «..* »«»«# *»«•<• * 4 »«»*A » fgf. »» 1 * »• ••*«J »•»' * l'»' * • *** ',»,» . ,,„. . >'*' " 1'** * l*»" ' >:f?: I**?'.- !*»*»• >'»'»*,.,,,. >*»*»' »'»'»' >'»*«' !»«••• !*»*•* >'»'»' ('«*«• »*••••' »'»•»•:•::;:;::-::»'*'»•»•»*••»•»•»•.'»'»*>•»•*•;•:•::•:•:•: !•»•»• I!5»*»*«•••»>:>'»'»•»**•«*(•»-»••»">'»•»•tll'C GeoloQtc Description: Formation, soil type, color, grain, minor soil component moisture, density, odor, etc. i* Brown gravel. RID @ 0.0 ppm. SANTIAGO FORMATION PID @ 26.7 ppm (max). Silty sand, gray, slightly moist, odor (2.5Y 5/1), gravel (fine). Sand, dark grayish-brown (2.5Y 4/2) fine to coarse-grained, traces of gray sand mixed at 14 feet below grade. Bands of gray sand mixed with white sand, slightly moist. Sand, grayish to light gray, moist to very moist. Odor at 24.5 feet below grade. Terminated at 25 feet below grade. iggedhy Karen Stackpole Titlp. Staff Scientist Date- 3/29/01 •ubMMHhy- Tessa McRae i^n^nn- 6582 nate. 4/18/01 filM• *'*>&*•**:;J*:; »:»S*:jj «?§»>*»S8* *:i:|«» »jsa» »»'»1B»"»• »•««••»*»ffl«>»'»TK»'» ::1J;*»*ra»';»'*Bl»*»*™« «• JB« "••»«***;»J|»> ::1::: :"1 :*::f -:•**** **•••«•• •*«»•••» »•»*'•'• *******« «** EBS Rep:John Hamman WELL LOG Client: Hanson Aggregates Location:3701 Haymar Drive Carlsbad, California Job No: OOE1867.5 Number: MW13 Sheet 1of1 Drilling Company: West Hazmat Date Drilled: 3/30/01 Date Drafted: 3/30/01 Drill Rig/Sampling Method: CME 75/1.5" split spoon sampler Borehole Dia.: 10" Casing Dia.: 4" Total Depth: 21.5' SAMPLE LOG WELL LOO Sample Number Lab results TPH Gas/diesel (ppm)Blow*par foot uses symbol \s Geologic Description: Formation, soil type, color, grain, minor soil component, moisture, density, odor, etc. MW13-5 ND/ND 50 for 4" WV13-10 ND/ND 7, 9.15 1/WV13-15 ND/ND 3,6.7 ND/ND 9.10.13 SP sc ALLUVIUM AND COLLUVIUM Sand, olive-brown (5 Y 2/2) coarse-grained with crushed rock. Concrete. Sand, olive-brown (5 Y 2/2) coarse-grained, moist PID @ 0.0 ppm. SANTIAGO FORMATION Sand, moist, black (7.5 Y 2.5/1), clayey, fine-grained, stained. PID @ 0.0 ppm. Sand, dark brown (7.5 Y 2.5/2) clayey, fine-grained. PID @ 0.0 ppm. Sand, dark-gray (5 Y4/1) clayey, fine-grained. PID @ 0.0 ppm. Terminated at 21.5 feet below grade. • »** *' * * Logged by:John Hamman Title- Project Scientist Reviewed by:Tessa McRae License no:6582 Date:. Date:. 3/30/01 4/18/01 environmentalbusinesssolutions EBS Rep:Karen Stackpole WELL LOG Client: Hanson Aggregates Location:3701 Haymar Drive Carlsbad, California Job No: 11001867.08 Number MW14 Sheet: 1of1 Drilling Company: Baja Exploration Date Drilled: 2/20/03 Oats Drafted: 2/20/03 Drill Rig/Sampling Method: CME-75/Split spoon sampler Borehole Dia. 8" Casing Dte.: 4' Total Depth: 58' SAMPLE LOG BOREHOLELOO SampleNumber Lab results TPHGaa/dlesel (ppm)Blowsperidot usessymbol Geologic Description: Formation, soil type, color, grain, minor sol component moisture, density, odor, etc. 0- 8/12/13 21/Z7/35 dW14-15 21/24/27 Not analyzed 20/29/41 10- 15- 20- Not analyzed 50 for 6" rlW14-30 50 for 6' MW14-35 Not anary2ed2''50 for 6" Not analyzed 50 for 6" MW14-45 Not analyzed & 50 for 6' 30- 35- 40- 45- 50- 55- 60—i 65- 70— '*;•';•.*.-,•.r«.-V•V\£»;.-*.?; A?.';VC•WA'^, Asp_haltic<qncrete. FILL Sand, medium to coarse-grained, brown (7.5 YR 4/3), moist, some gravel. No significant recovery. No sample collected at 10 feet below grade. Dense. KS-! :V:V: AVr?i?r SANTIAGO FORMATION Sand, white (2.5 Y 8/1), fine to medium grained, slightly moist. PID reading = 0 PPM, no odor. Clayey silt, dark brown (7.5 YR 3/2), moist, dense. PID reading = 0 PPM, no odor. , Clayey silt, gray (7.5 YR 6/1), dense, crumbling and dry. Sand, light gray (2.5 Y 7/1), fine to medium-grained, dense. PID reading = 0 PPM, no odor. SP Groundwater observed in borehole. Boring terminated at 58 feet below grade. Backfilled with sandto 50 feet below grade and well set at 50 feet below grade. *•*«*« «***"**•»****:*. •>•*•«*«••»»*» *** **«»"* Logged by:.Karen Stackpole Senior Staff Scientist Reviewed by:.Tessa McRae License no:6582 Date:. Date: 2/20/03 5/1/03 environrrientalbusinesssolutions EBSRep:Karen Stackpote WELL LOG Client Hanson Aggregates Location:3701 Haymar Drive Carlsbad, California Job No: 11001867.08 Number: MW15 Sheet: 10f1 Drilling Company: Baja Exploration Date Drilled: 2/19/03 Date Drafted: 2/19/03 Drill Rig/Sampling Method: CME-75/Split spoon sampler Borehole Dia.: 10" Casing Dia.: 4* Total Depth: 50' SAMPLE LOQ BOREHOLE LOG SampleNumber Lab results TPHGastiieseUppm)Blowsper toot usessymbol Geologic Description: Formation, soil type, color, grain, minor soil component, moisture, density, odor, etc. 0— riW15-5'20/21/24 19/24/37 Not analyzed 12/14/21 15- Not analyzed 19/21/25 4W15-25 Not analyzed 19/27/38 dW15-32 36 50 for6' AW15-35 Notanaly2ed42SOfar4' 30- 35- MV15-40 Not analyzed 50 for6' 45— 50— 55- 60- 65— 70— Dark brown moist sand and organics (rich in humic material) trace cobbles. sc SANTIAGO FORMATION Sand, light yellowish-Thrown (2.5 Y 6/3) fine-grained. PID reading = 0 PPM, no odor. Clayey sand, strong brown (7.5 YR476), moist, fine-grained. Black (5 YR 2.5/1) with cobbles. SP Sand, light yellowish-brown (2.5 Y 6/3), coarse to fine-grained, trace gravel. - > Sand, strong brown (7.5 YR 4/6), fine to medium-grained. & PID reading = 0 PPM, no odor. § « No recovery at 30 feet below grade. Light gray sand (2.5 YR 7/1), fine-grained, some clay, slightly moist. PID reading = 0 PPM, no odor. Groundwater present in borehole at 40 feet below grade (approximately 2-3 feet of groundwater in borehole after 15 minutes downtime) Boring terminated at 50 feet below grade. Logged by:.Karen Stackpole Title- Senior Staff Scientist Reviewed by:.Tessa McRae License no:.6582 Date:. Date:. 2/19/03 5/1/03 • 0 0 ^ • jyL erMronmental«SF§^.«.r??a * abusinesssojytlpns WELL LOG Client: Hanson Aggregates Locatlc lsp Karen Stackpole Date Drilled: Date Drafted: 2/21/03 2/21/03 SAMPLE LOG SampleNumber WIW16-5' WV16-10 I/TW16-15 Lab results TPH Gas/diesel (ppm) <10/<10 Not analyzed <10/<10 ME 3701 Haymar Drive Carlsbad, California Drill Rio/Sampling Method: CME-75/Split spoon sampler Blows per foot 21/24/27 3/4/7 4/6/5 BOREHOLE LOG Depth(feet) * 3— 5— 6— 8— 11- 12- 13— 14— 15- 16— 17— 18— 19- 20— 22— 23— 24— 25- 28— 29- 30- SM 4A 33— id — 11 . uses symbol sw jf IS ** • * > « J * •« • » *1 * ' * I 1 * * ' * 1 " " * * * "* ** ~ ** *• • * I * '* " * I * • Jrj» ** • » *» *» * * j Number: MW16 Job No: Sheet: 11001867.08 1of1 Drilling Company: Baja Exploration Borehole Dia.: CasJng5ia~ Total Depth: 8" 2" 22' Geologic Description: Formation, soil type, color, grain, minor soil component, moisture, density, odor, etc.WellConstruction•cmConcrete (0-18 inches below grade). FILL Dark brown (7.5 YR 3/2) sand and gravel, coarse-grained, dry. Groundwater encountered at 18 feet below grade. Boring terminated at 22 feet below grade. if:in* i! * * tti ** » i • * i : ' •• *^ A• »• *• £3 * inggfirihy: Karen Stackpole ylt|P- Senior Staff Scientist Date- 2/21/03 R^^hv, Tessa McRae ,1™,™- 6582 Date- 5/1/03 #environmentalN iQinA&QUUoii fooosolutions*•"""""•'••• ••»• EBS Rep: Date Drilled: 2/21/03 Karen Stackpole Date Drafted: 2/21/03 WELL LOG Client: Hanson Aggregates Location:3701 Haymar Drive Carlsbad, California Drill Rig/Sarnpling Method: CME-75/Split spoon sampler SAMPLE LOG SampleNumber WWV17-5' WV17-10 Lab results TPH Qas/tttesel (ppm) <10/<10 <10/<10 Logged Reviewe Blowsper foot 6/8/10 18/21 /K BOREHOLE LOG Depth (feet) o— 4 ft 10- 11- 12— 14— 10 17 18— 19— 20— 22- 23- 24— 25- 29- 30— *)1 32— 33— 34— 35— H . • usessymbol ' GP_ SP CL .a ff * ^l^^—d•^TB*n 1I Number: MW17 Job No: Sheet: 11001867.08 1of1 Drilling Company: Baja Exploration Borehole Dia.: Casing Dia.: Total Depth: 8" 2' 15' Geologic Description: Formation, soil type, color, grain, minor soil component, moisture, density, odor, etc. Road-base._ FILL 2 Sand medium to coarse-grained, brown (7.5 YR 4/2) to g — , light gray (7.5 YR 7/1 ), dry, trace gravel. § Dark olive brown (2.5 YR 3/6), moist/damp, no odor. || /|r m Silty clay, black (2.5 Y 2.5/1) very moist, no odor. Saturated. Boring terminated at 15 feet below grade. K|KJH• ™ .®* « > ** ** «* * * V • ' ** **! »»; * »'*' *51 :1 ; hy Karen Stackpole Title- Senior Staff Scientist Date- 2/21/03 ri hy. Tessa McRae H^oconn- 6582 5/1/03 APPENDIX C LABORATORY TESTING Laboratory tests were performed in general accordance with the test methods of the American Society for Testing and Materials (ASTM) or other suggested procedures. Selected, relatively undisturbed drive samples were tested for their in-place dry density, moisture content, and gradation characteristics. Bulk samples were tested to determine maximum dry density and optimum moisture content characteristics, and expansion potential. The results of our laboratory tests are presented in tabular and graphical forms hereinafter. The in-place dry density and moisture characteristics are also presented on the exploratory boring logs in Appendix A. TABLE C-l SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D 1557-91 Sample No. Tl-1 Tl-2 T2-1 T3-2 T23-1 Description Yellow-brown to bluish gray, Sandy GRAVEL Dark olive-brown-gray, very Sandy CLAY Pale olive, Clayey, fine to medium SAND Light brown to olive, Silty, fine to coarse SAND Dark brown, Clayey, fine SAND Maximum Dry Density (pcf) 136.1 119.0 114.0 126.0 130.9 Optimum Moisture Content (% dry wt.) 6.6 11.6 15.4 10.4 8.9 TABLE C-ll SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS Sample No. T3-2 T23-1 Moisture Content (%) Before Test 8.7 8.3 After Test 17.2 18.7 Dry Density (pcf) 114.9 116.8 Expansion Index 0 19 TABLE C-lll SUMMARY OF DIRECT SHEAR TEST RESULTS Sample No. T2-1* T3-2* Dry Density (psf) 101.7 113.3 Moisture Content (%) 16.3 10.6 Unit Cohesion (psf) 657 510 Angle of Shear Resistance (degrees) 32 37 * Samples remolded to approximately 90 percent maximum dry density at optimum moisture content. Project No. 07135-42-01 September 10, 2009 GEOCON INCORPORATED Quarry Creek 7135-42-01 Sample No.: SB5-4 Description: SM Remarks: DIRECT SHEAR TEST REPORT Date: Tuesday. May 02, 2006 By: J Natural or Remold: Natural 0.05 0.1 0.15 0.2 0. -0.04 Horizontal Deformation, (in) 2500 2000 £ 1500 toIco 1000 500 2K 500 1000 1500 2000 2500 3000 Normal Stress, (psf) 3000 4> (Degrees) c(psf) Tan 4. Method 41.2 0 0.874 Calc Load 1 K 2K 3K INITIAL to Water Content 24.1% 17.4% 15.5% Dry Density (pcf) 103.6 109.9 110.5 Saturation* 106.9% 91.1% 82.6% Height (inches) 1.00 1.00 1.00 AFTER TEST Water Content 23.2% 18.6% 18.6% Dry Density (pcf) 105.0 112.9 113.9 0.000 0.050 0.100 0.150 0.200 Horizontal Deformation, (in) 0.250 FAILURE Normal Stress (psf) 1000 Failure Stress (psf) 928 Failure Deffinitlon User Displacement (in) 0.19 2000 3000 1633 2682 User User 0.20 0.19 Rate(in/min) 0.0100 0.0100 0.0100 * Degree of saturation calculated with a specific gravity of 2.65 Qyarry Creek SB5-4.xls 5/1S2007 PROJECT NO. 07135-42-01 100 90 80 £ 70 g ? 60 CQ UJ 50 EZ Z. 40UJ 0K. UJ on0. JO 20 10 0 • • A GRAVEL COARSE 1 1-I/2 FINE 1 34" 3/jB" -•^^k s SS SAND COARSE fc i, ••••I \ \ \ |1, \\ \" MEDIUM FINE SILT OR CLAY U. S. STANDARD SIEVE SIZE 16 30 500 | 2,0 4,0 6,0 ipo 290— 4-. \ \\v\\ A.. s sS \\ \ 'V h \ \ \V \ v\ N \ N k\\ I.\ 1\ 10 1 GRAIN SIZE IN SAMPLE SS-1 SS-2 T11-3 DEPTH (ft) 1.0 0.0 9.0 1 i\\ vV s_ h k ' *1 •• 1 10.1 0.01 0.001 MILLIMETERS CLASSIFICATION SW SW-SM SC NAT WC LL PL PI GRADATION CURVE AMENDED RECLAMATION PLAN QUARRY CREEK REFINED ALTERNATIVE 3 CARLSBAD, CALIFORNIA 07135-42-01 GRAINSIZE (SS-2.SS-1 ,T11-3 REVISED 08-08-2009).GPJ Figure C-1 GEOCON PROJECT NO. 07135-42-01 GRAVEL COARSE FINE SAND COARSE 3' 1-1/2" 34" 38" 4i « j- ^100 90 80 £ 70 g § 60 m a:LU 50 LL Z 40LU Oa: S 30 20 10 0 1 • »««I^ _M --1 MEDIUM FINE SILT OR CLAY U. S. STANDARD SIEVE SIZE 16 30 500 2,0 40 60 190 290 <^ •sX s i •s IvS S ^ "B S ^^ 10 1 GRAIN SIZE IN SAMPLE SB6-2 SB6-3 DEPTH (ft) 10.0 15.0 1 V\\ N s I- s ^ N ^ k. \ ^^. \ •^^ \ X^ S^^. s S >. s ^* ^ •* — N 1 \i • i 0.1 0.01 0.001 MILLIMETERS CLASSIFICATION SM CL NAT WC LL PL PI GRADATION CURVE AMENDED RECLAMATION PLAN QUARRY CREEK REFINED ALTERNATIVE 3 CARLSBAD, CALIFORNIA 07135-42-01 SB4-SB8(REVISED 09-08-2009).GPJ Figure C-2 GEOCON PROJECT NO. 07135-42-01 GRAVEL COARSE FINE SAND COARSE MEDIUM FINE SILT OR CLAY U. S. STANDARD SIEVE SIZE 10 0.1 GRAIN SIZE IN MILLIMETERS 0.01 "TF7001 SAMPLE SB7-1 SB8-1 DEPTH (ft) 10.0 10.0 CLASSIFICATION SC SC NAT WC LL PL PI GRADATION CURVE AMENDED RECLAMATION PLAN QUARRY CREEK REFINED ALTERNATIVE 3 CARLSBAD, CALIFORNIA 07135-42-01 SB4-SB8(REVISED 09-08-200S).GPJ Figure C-3 GEOCON PROJECT NO. 07135-42-01 PERCENT FINER BY WEIGHTMMMLJ^CJitn-JOO^DOoo o o o o o o o oofjGRAVEL COARSE 1 -a 1- " 1/21 3; FINE fl" 3, r8*-•^H • •.- * SAND COARSE fe b""•^^— V ji 1 =% MEDIUM FINE SILT OR CLAY U. S. STANDARD SIEVE SIZE 16 30 50 0 2,0 4,0 60, 190 290 ^ tV; ^ I S s S \ V 1 ^ >{ \ VA \vN V^, 10 1 GRAIN SIZE IN A SAMPLE SS-3 SS-4 SS-5 DEPTH (ft) 0.0 0.0 0.0 1 y \\ \N s i I 0.1 0.01 0.001 MILLIMETERS CLASSIFICATION (SP-SM) Poorly graded SAND with silt (SM) Silty SAND (SM) Silty SAND NAT WC LL PL PI GRADATION CURVE AMENDED RECLAMATION PLAN QUARRY CREEK REFINED ALTERNATIVE 3 CARLSBAD, CALIFORNIA 07136-42-01 (SAMPLES 1-3_09-08-2009).GPJ Figure C-4 GEOCON PROJECT NO. 07135-42-01 100 90 80 ^ — 7 0 ^ in 5 60 UJ 50 LL £ 40UJoa: S 30 20 10 0 GRAVEL COARSE 1 1-e1 3 FINE £' _3/j H p•- SAND COARSE h=Tl MEDIUM FINE SILT OR CLAY U. S. STANDARD SIEVE SIZE 16 30 50 0 2,0 40 60 190 290 ^^ I *»1\ \ S. \ V\\ \ s\\I \\s iitiiii ii 10 1 0.1 0.01 O.C GRAIN SIZE IN MILLIMETERS a SAMPLE SS-6 SS-7 DEPTH (ft) 0.0 0.0 CLASSIFICATION (SM) Silty SAND (SM) Silty SAND NAT WC LL PL PI 01 GRADATION CURVE AMENDED RECLAMATION PLAN QUARRY CREEK REFINED ALTERNATIVE 3 CARLSBAD, CALIFORNIA 07135-42-01 (SAMPLES 1-3_09-08-2009).GPJ Figure C-5 GEOCON PROJECT NO. 07135-42-01 -4 O PERCENT CONSOLIDATIONM h-1O[vj o 00 cn ^ K> o i*SAMPLE NO. SB6-1 .,^> ( 1 i ^ h_ ^^ •«,«. X •• *< •. \ ' • . l l Initial Dry Density (pcf) Initial Water Content (%) V\ ~ — \ — — \> •—•• \ — », \ •«.^t 10 100 APPLIED PRESSURE (ksf) 107.3 11.6 Initial Saturation (%) Sample Saturated at (ksf) 56.3 .5 CONSOLIDATION CURVE AMENDED RECLAMATION PLAN QUARRY CREEK REFINED ALTERNATIVE 3 CARLSBAD, CALIFORNIA 07135-42-01 SB4-SB8(REVISED 09-08-2009).GPJ Figure C-6 GEOCON APPENDIX D LIQUEFACTION ANALYSIS AND SETTLEMENT OF DRY SANDS FOR AMENDED RECLAMATION PLAN QUARRY CREEK REFINED ALTERNATIVE 3 CARLSBAD, CALIFORNIA PROJECT NO. 07135-42-01 LIQUEFACTION ANALYSIS Liquefaction Hazard Analysis Youd. T. L at al - 2001 Project: Quarry Creak ProJ No: 07135-42-01 Location: SB4 Earthquake Variable. < KM« Probability of exceedence in V '; fm Yean. Return Period: 474.56 Yeers Maonltude: MSF Stte verleblea Water table depth. gaiB6«. Olobal variaMea Slope end Free Face Variable* Slope. S ill?*''FaceHekjhtH !! '^(ft) Dial to Face, L \wf4(n) Layer Top Bottom Soil Typein mi 1 0.00 0.37 OraveVClay SAND 2 0.37 0.74 Gravel/Clay SAND 3 0.74 1.11 Gravel/Clay SAND 4 1.11 1.47 Gravel/Clay SAND 5 1.47 1.84 GraveVClay SAND 6 1.84 2.21 GravaKClay SAND 7 2.21 2.58 Gravel/Clay SAND 8 2.68 2.95 Gravel/Clay SAND 9 2.95 3.32 Gravel/Clay SAND 10 3.32 3.68 Gravel/Clay SAND 11 3.68 4.05 Gravel/Clay SAND 12 4.05 4.42 Gravel/Clay SAND 13 4.42 4.79 Gravel/Clay SAND 14 4.79 5.00 Gravel/Clay SAND 15 5.00 5.16 Silly SAND 16 518 5.53 SiltySAND 17 5.53 5.89 SiltySAND 18 5.89 6.26 SiltySAND 19 0.26 9.63 SiltySAND 20 6.63 7.00 SittySAND 21 7.00 7.37 SiltySAND 22 7.37 7.74 SiltySAND 23 7.74 8.11 SIHySAND 24 8.11 8.47 SiltySAND 25 8.47 8.84 SiltySAND 26 8.84 9.21 SiltySAND 27 9.21 9.58 SiltySAND 28 9.56 9.95 SiltySAND 29 9.95 10.00 SiltySAND 30 10.00 10.32 SiltySAND 31 10.32 10.68 SiltySAND 32 10.68 11.05 SiltySAND 33 11.05 11.42 SiltySAND 34 11.42 11.79 SiltySAND 36 11.79 12.16 SiltySAND 36 12.16 12.53 SiltySAND 37 12.53 12.89 SiltySAND 38 12.69 13.26 SiltySAND 39 13.26 3.63 SiltySAND 40 13.63 4.00 SIHySAND 41 14.00 4.37 SiltySAND 42 14.37 4.74 SiltySAND 43 14.74 5.00 SiltySAND 44 15.00 5.11 SiltyCLAY 45 15.11 5.47 SiltyCLAY 46 15.47 6.84 SiltyCLAY 47 15.84 8.21 SiltyCLAY 48 16.21 6.58 SiltyCLAY 49 16.58 6.95 SiltyCLAY SO 16.95 7.32 SiltyCLAY 51 17.32 7.68 SiltyCLAY 52 17.66 8.05 SiltyCLAY 53 18.05 6.42 SiltyCLAY54 16.42 6.79 SiltyCLAY 55 18.79 9.00 SiltyCLAY 56 1900 9.16 Clayey GRAVEL 67 19.16 8.53 Clayey GRAVEL 58 19.53 9.89 Clayey GRAVEL 59 19.89 20.26 Clayey ORAVEL 60 20.26 20.63 Clayey GRAVEL 61 20.63 21.00 Clayey GRAVEL 62 21.00 21.37 Clayey GRAVEL 63 21.37 21.74 Clayey GRAVEL 64 21.74 22.11 Clayey GRAVEL 65 22.11 22.47 Clayey GRAVEL 66 22.47 22.84 Clayey GRAVEL 67 22.64 23.21 Clayey GRAVEL 88 23.21 23.58 Clayey GRAVEL 69 23.58 23.95 Clayey GRAVEL 70 23.95 24.32 Clayey GRAVEL 71 24.32 24.66 Clayey GRAVEL 72 24.68 26.00 Clayey GRAVEL 73 25.00 25.05 CleyeySAND 74 25.05 25.42 Clayey SAND75 25.42 25.79 Clayey SAND 78 25.79 26.16 Clayey SAND 77 26.16 26.53 Clayey SAND 78 26.53 26.89 Clayey SAND 79 26.89 27.26 Clayey SAND 80 27.26 27.63 Clayey SAND 81 27.63 2800 Clayey SAND 82 28.00 28.37 Clayey SAND 83 28.37 28.74 Clayey SAND 84 28.74 29.11 Clayey SAND 85 29.11 29.47 Clayey SAND 86 29.47 29.84 Clayey SAND 87 29.84 30.21 Clayey SAND 86 30.21 30.58 Clayey SAND 89 30.58 30.95 Clayey SAND 90 30.95 31.32 Clayey SAND 91 31.32 31.68 Clayey SAND 92 31.68 32.05 Clayey SAND 93 32.05 32.42 Clayey SAND 94 3242 32.79 Clayey SAND 95 32.79 3316 Clayey SAND 96 33.16 3363 Clayey SAND 97 33.63 33.89 Clayey SAND 98 33.89 34.26 Clayey SAND 99 34.26 34.63 Clayey SAND 100 34.63 35.00 Clayey SAND 1 "„ «•„ r« CSR (pen (tsf) (rsfl 130 0.01 0.01 .00 0.21 130 0.04 0.04 .00 0.21 130 0.06 0.08 .00 0.21 130 0.08 0.08 .00 0.21 130 0,11 0.11 .00 0.21 130 0.13 0.13 .00 0.21130 0.16 0.16 .00 0.21 130 0.18 0.18 .00 0.21 130 0.20 0.20 0.99 0.21 130 0.23 0.23 0.99 0.21 130 0.25 0.25 0.99 0.21 130 0.26 0.26 0.99 0.21 130 0.30 0.30 0.99 0.21 130 0.32 0.32 0.99 0.21 125 0.33 0.33 0.99 0.21 125 0.35 0.35 0.99 0.21 125 0.37 0.37 0.99 0.21 125 0.39 0.39 0.99 0.21 125 0.42 042 0.99 0.21 126 0.44 0.44 0.99 0.21 125 0.46 0.46 0.99 0.21 125 0.48 0.48 0.98 0.21125 0.51 0.51 0.98 0.21 125 0.53 0.53 0.96 0.21 125 0.55 0.56 0.98 0.21 125 0.58 0.56 0.98 0.21 125 0.60 0.60 0.96 0.21 125 0.62 0.62 0.98 0.21 _1» _.p.«4 0.64 0.98 _0.21. 135 0.65 0.64 0.96 0.21 135 0.67 0.66 0.98 0.21 135 0.70 0.67 0.98 0.22 135 0.72 0.88 0.98 0.22 135 0.75 0.70 0.98 0.22 135 0.77 0.71 0.97 0.22 135 0.60 0.72 0.97 0.23 136 0.82 0.74 0.97 0.23 135 0.85 0.75 0.97 0.23 135 0.87 0.76 0.97 0.23 136 0.90 0.78 0.97 0.24 135 0.92 0.79 0.97 0.24 135 0.94 0.80 0.97 0.24 135 0.97 0.81 0.97 0.24 135 0.98 0.82 0.97 0.24 135 0.98 0.83 0.97 0.25 135 1.02 0.84 0.97 0.25 135 1.04 0.86 0.87 0.25 135 1.07 0.87 0.97 0.25 135 1.09 0.88 0.96 0.25 135 1.12 0.90 0.96 0.26 135 1.14 0.91 0.96 0.26 135 1.17 0.92 0.96 0.26 135 1.19 0.94 0.96 0.26135 1.22 0.95 0.96 0.26 135 1.24 0.96 0.96 0.26 140 1.25 0.97 0.96 0.26 140 1.27 0.98 0.96 0.26 140 1.29 0.99 0.96 0.26 140 1.32 1.01 0.96 0.27 140 135 1.02 0.96 0.27 140 1.37 1.03 0.95 0.27 140 1.40 1.06 0.95 0.27 140 1.42 1.06 0.95 0.27 140 1.46 1.08 0.96 0.27 140 1.48 1.09 0.95 0.27 140 1.50 1.11 0.95 0.27 140 1.53 1.12 0.95 0.27140 155 1.13 0.95 0.27 140 1.58 1.16 0.95 0.26 140 1.60 1.16 0.94 0.28 140 1.63 1.18 0.94 0.28 140 1.65 1.19 0.94 0.28 146 1.67 1.20 0.94 0.28 145 1.68 1.21 0.94 0.28 145 1.71 1.22 0.94 0.28 146 1.74 1.24 0.94 0.28 145 1.76 1.25 0.94 0.28 146 1.79 1.27 0.93 0.28 145 1.82 1.28 0.93 0.28 145 1.84 1.30 0.93 0.28145 1.87 1.31 0.93 0.28 145 1.90 1.33 0.93 0.28 145 1.92 1.34 0.93 0.28 145 1.95 1.36 0.93 0.28 146 1.98 1.37 O.B2 0.28 145 2.00 1.39 0.92 0.28 145 2.03 1.40 0.92 0.28 145 2.06 1.42 0.92 0.28 146 2.08 1.44 0.92 0.26 145 2.11 1.45 0.91 0.28 145 2.14 1.47 0.91 0.26 145 2.16 1.48 0.91 0.26 145 2.19 1.50 0.91 0.26 145 2.22 1.51 0.91 0.28 145 2.24 1.53 0.90 0.28 145 2.27 1.54 0.90 0.28145 2.30 1.56 0.90 0.28 145 2.32 1.57 0.90 0.28 145 2.35 1.59 0.69 0.28 145 2.38 1.60 0.69 0.28 N_ IN,). %Flnee (N,)«». CRR7J CRH (%) 15.0 18.13 30.00 26.8 15.0 19.13 30.00 26.8 16.0 19.13 30.00 26.8 15.0 1813 30.00 26.8 15.0 19.13 30.00 26.8 16.0 19.13 30.00 268 16.0 19.13 30.00 26.8 15.0 19.13 3000 26.8 15.0 18.13 30.00 26.8 150 18.13 30.00 268 15.0 19.13 30.00 26.8 15.0 18.13 30.00 26.8 15.0 19.13 30.00 26.8 15.0 19.13 30.00 26.8 23.0 2933 39.00 40.2 23.0 29.33 39.00 40.2 23.0 29.19 38.00 40.0 23.0 28.32 39.00 39.0 23.0 27.53 39.00 380 23.0 2Q.79 39.00 37.2 230 2612 3900 363 23.0 25.49 39.00 35.6 23.0 24.90 39.00 34.9 23.0 24.36 39.00 34.2 23.0 23.85 39.00 33.6 23.0 23.37 39.00 33.0 23.0 22.91 39.00 32.5 23.0 22.49 39.00 32.0 23.0 22.25 39.00 31.7 7.0 21.80 38.00 31.2 7.0 21.60 39.00 30.9 7.0 21.38 39.00 30.7 7.0 21.17 39.00 30.4 7.0 20.98 39.00 30.2 7.0 20.76 39.00 29.9 0.46 0.56 7.0 20.57 39.00 29.7 0.45 0.64 7.0 20.38 39.DO 29.5 0.43 0.53 7.0 20.20 39.00 29.2 0.42 0.51 7.0 20.02 39.00 29.0 0.41 0.60 7.0 19.85 39.00 288 0.40 0.49 7.0 19.66 39.00 28.6 0.39 0.48 7.0 18.52 39.00 26.4 0.39 0.47 7.0 19.38 39.00 28.3 0.36 0.46 7.0 18.30 58.00 28.2 0.38 0.46 7.0 18.20 68.00 28.0 0.37 0.45 7.0 18.05 58.00 27.9 0.36 0.44 7.0 18.90 56.00 27.7 0.36 0.44 7.0 18.76 58.00 27.5 0.35 0.43 7.0 18.61 68.00 27.3 0.35 0.42 7.0 18.47 58.00 27.2 0.34 0.42 7.0 18.33 58.00 27.0 0.34 0.41 7.0 18.20 68.00 26.8 0.33 0.41 7.0 18.07 58.00 26.7 0.33 0.40 7.0 17.94 56.00 26.6 0.33 0.40 7.0 17.84 58.00 26.4 0.32 0.39 21.0 21.96 30.00 30.1 21.0 21.85 30.00 29.9 0.46 0.56 21.0 21.69 30.00 29.7 0.45 0.55 21.0 21.54 30.00 28.6 0.44 0.63 21.0 21.38 30.00 29.4 0.43 0.62 21.0 21.24 30.00 29.2 0.42 0.51 21.0 21.09 30.00 29.1 0.41 0.50 21.0 20.95 30.00 28.8 0.41 0.49 21.0 20.61 30.00 28.7 0.40 0.48 21.0 20.67 30.00 28.6 0.38 0.48 21.0 20.54 30.00 28.4 0.38 0.47 21.0 20.41 30.00 28.3 0.38 0.46 21.0 20.28 30.00 28.1 0.37 0.46 21.0 20.15 30.00 28.0 0.37 0.45 21.0 20.03 30.00 27.6 0.36 0.44 21.0 18.01 30.00 27.7 0.36 0.44 21.0 18.79 30.00 276 0.35 043 21.0 18.73 36.00 28.6 0.39 0.48 21.0 19.66 35.00 28.5 0.39 0.47 21.0 18.64 35.00 26.4 0.38 0.47 21.0 19.42 35.00 28.2 0.38 0.46 21.0 18.30 35.00 28.1 0.37 0.45 21.0 19.19 35.00 27.9 0.37 0.45 21.0 19.07 35.00 27.8 0.36 0.44 21.0 18.96 36.00 27.7 0.36 0.44 210 18.85 36.00 27.5 0.35 043 21.0 18.74 35.00 27.4 0.35 0.43 21.0 18.63 35.00 27.3 0.35 0.42 21.0 18.53 36.00 27.2 0.34 0.42 21.0 18.43 35.00 27.0 0.34 0.41 21.0 18.33 35.00 26.8 0.34 0.41 21.0 18.23 35.00 26.8 0.33 0.40 21.0 18.13 35.00 26.7 0.33 0.40 21.0 18.03 35.00 26.6 0.33 0.40 21.0 17.94 35.00 26.4 0.32 0.39 21.0 17.64 35.00 26.3 0.32 0.39 21.0 17.75 35.00 26.2 0.32 0.39 21.0 17.66 36.00 26.1 0.32 0.38 21.0 17.57 36.00 26,0 0.31 0.38 21.0 17.48 35.00 25.9 0.31 0.38 21.0 17.40 35.00 25.8 0.31 0.37 21.0 17.31 35.00 25.7 0.31 0.37 21.0 17.23 35.00 25.8 0.30 0.37 21.0 17.15 35.00 25.5 0.30 0.37 21.0 17.06 36.00 25.4 0.30 0.36 FS E. AH AHn, IAH LD 1%) (In) (In) (In) m) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.5 0.0 0.00 0.00 0.00 2.4 0.0 0.00 0.00 0.00 2.3 0.0 0.00 0.00 0.00 2.2 0.0 0.00 0.00 0.00 2.1 0.0 0.00 0.00 0.00 2.1 0.0 0.00 0.00 0.00 2.0 0.0 0.00 0.00 0.00 1.9 0.0 0.00 0.00 0.00 1.9 0.0 0.00 0.00 0.00 1.9 0.0 0.00 0.00 0.00 1.6 0.0 0.00 0.00 0.00 1.6 0.0 0.00 0.00 0.00 1.7 0.0 0.00 0.00 0.00 1.7 0.0 0.00 0.00 0.00 1.7 0.1 0.00 0.00 0.00 1.6 0.1 0.00 0.00 0.00 1.6 0.1 0.00 0.00 0.00 16 0.1 0.00 0.00 0.00 1.5 0.1 0.00 0.00 0.001.5 0.1 0.01 0.01 0.00 1.5 0.1 0.00 0.00 0.00 0.00 0.00 2.1 0.0 0.00 0.00 0.00 2.1 0.0 0.00 0.00 0.00 2.0 0.0 0.00 0.00 0.00 2.0 0.0 0.00 0.00 0.00 1.9 0.0 0.00 0.00 0.00 1.9 0.0 0.00 0.00 0.00 1.8 0.0 0.00 0.00 0.00 1.8 0.0 0.00 0.00 0.00 1.7 0.0 0.00 0.00 0.00 1.7 0.1 0.00 0.00 0.00 .7 0.1 0.00 0.00 0.00 .7 0.1 0.00 0.00 0.00 .6 0.1 0.00 0.00 0.00 .6 0.1 0.00 0.00 0.00 .6 0.1 0.01 0.01 0.00 .6 0.1 0.00 0.00 0.00 .7 0.1 0.00 0.00 0.00 .7 0.1 0.00 0.00 0.00 .7 0.1 0.00 0.00 0.00 .6 0.1 0.00 0.00 0.00 .6 0.1 0.00 0.00 0.00 .6 0.1 0.00 0.00 0.00 .6 0.1 0.0 0.01 0.00 .6 0.1 0.0 0.01 0.00 .5 0.1 0.0 0.01 0.00 .5 0.1 0.0 0.01 0.00 .6 0.2 0.0 0.01 0.00 .5 0.2 0.0 0.01 0.00 .5 0.2 0.0 0.01 0.00 .5 0.2 0.0 0.01 0.00 .4 0.2 0.0 0.01 0.00 1.4 0.2 0.0 0.01 0.00 1.4 0.2 0.0 0.01 0.00 1.4 0.2 0.0 0.01 0.00 1.4 0.3 0.01 0.01 0.00 1.4 0.3 0.01 0.01 0.00 1.4 0.3 0.01 0.01 0.00 1.4 0.3 0.01 0.01 0.00 1.3 0.4 0.02 0.02 0.00 .3 0.4 0.02 0.02 0.00 .3 0.4 0.02 0.02 0.00 .3 0.4 0.02 0.02 0.00 .3 0.4 0.02 0.02 0.00 .3 0.5 0.02 0.02 0.00 S, (tsf) 0.63 0.82 0.61 0.60 0.69 0.58 0.57 0.57 0.56 0.56 0.55 0.54 0.54 0.53 0.52 0.52 0.61 050 0.50 0.49 0.49 0.69 0.68 0.67 066 065 0.65 0.64 0.63 0.63 0.62 061 0.61 0.60 0.59 0.59 0.58 0.58 0.57 0.57 0.56 056 0.55 0.54 0.54 053 0.53 0.52 0.52 0.51 0.51 0.50 0.50 0.50 0.49 0.49 0.48 0.48 0.47 0.47 0.47 0.46 0.46 0.45 0.45 KEC SPT_SB-6.xJl 9/2/2009. 10:50 AM Liquefaction Hazard Analysis Youd. T. L M il - 2001 Project: Quanv Creek Pro| No: 07135-42-01 Location: SB-7 Earthquake Variable* _}0$* Probability of exceedence in ' Site verlaMea Water table depth .-. Olobal variable. MegnKude: MSF 474.56 Yeers i 9 tM, 1.2148 Slope and Free Face Variable* Slope, s | | 0.0 % Face Heloht. H ff (It) DIsttoFace.L E, method: Uyer Top Bottom Soil Type <*> (ft) 1 0.00 0.29 Gravelly SAND 2 0.29 0.56 Gravelly SAND 3 0.58 0.88 Gravelly SAND t 0.86 1.17 Gravelly SAND 5 1.17 1.46 Gravelly SAND 6 1.48 1.75 Gravelly SAND 7 1.75 2.04 Gravelly SAND 6 2.04 2.33 Gravelly SAND 9 2.33 2.63 Gravelly SAND 10 2.63 2.82 Gravelly SAND 11 Z92 3.21 Gravelly SAND 12 3.21 3.50 Gravelly SAND 13 3.50 3.79 Gravelly SAND 14 3.79 4.08 Gravelly SAND 15 4.08 4.38 Gravelly SAND 16 4.38 4.67 Gravelly SAND 17 4.67 496 Gravelly SAND 16 4.96 5.25 Gravelly SAND 19 5.25 5.54 Gravelly SAND 20 6.54 5.83 Gravelly SAND 21 5.83 6.13 Gravelly SAND 22 6.13 9.42 Gravelly SAND 23 6.42 6.71 Gravelly SAND 24 6.71 7.00 Gravelly SAND 26 7.00 7.29 Gravelly SAND 26 7.29 7.58 Gravelly SAND 27 7.58 7.88 Gravelly SAND 28 7.88 8.17 Gravelly SAND 29 8.17 8.46 Gravelly SAND 30 8.46 8.75 Gravelly SAND 31 8.76 9.00 Gravelly SAND 32 8.00 9.04 CleyeySAND 33 9.04 9.33 Clayey SAND 34 9.33 9.63 Clayey SAND 35 9.63 9.92 Clayey SAND 36 9.92 10.00 Clayey SAND 37 10.00 10.21 Clayey SAND 38 10.21 10.50 Clayey SAND 39 10.50 10.79 Clayey SAND 40 10.79 11.08 Clayey SAND 41 11.06 11.38 Clayey SAND 42 11.38 11.67 ClayeySAND 43 11.67 11.86 ClayeySAND 44 11.9S 12.25 ClayeySAND 45 12.25 12.54 ClayeySAND 46 12.54 12.83 Clayey SAND 47 12.83 13.13 ClayeySAND 48 13.13 13.42 ClayeySAND 49 13.42 13.71 Clayey SAND 50 13.71 14.00 ClayeySAND 51 14.00 14.29 ClayeySAND 62 14.29 14.58 ClayeySAND 53 14.58 14.88 ClayeySAND 64 14.88 15.17 ClayeySAND 65 15.17 16.46 Clayey SAND 58 15.46 15.75 ClayeySAND 57 15.75 18.04 ClayeySAND 58 16.04 16.33 ClayeySAND 59 16.33 18.63 Clayey SAND 60 16.63 16.92 Clayey SAND 61 16.92 17.21 Clayey SAND 62 17.21 17.50 ClayeySAND 63 17.50 17.79 ClayeySAND 84 17.79 16.08 ClayeySAND 65 18.08 18.38 ClayeySAND66 18.38 16.67 ClayeySAND 67 16.67 18.96 ClayeySAND 88 18.96 19.26 ClayeySAND 89 19.25 19.54 ClayeySAND 71 19.83 20.13 ClayeySAND 72 20.13 20.42 ClayeySAND 73 20.42 20.71 Clayey SAND 74 20.71 21.00 ClayeySAND 75 21.00 21.29 ClayeySAND 76 21.29 21.58 Clayey SAND 77 21.58 21.88 ClayeySAND 78 21.86 22.00 ClayoySAND 79 22.00 22.17 lyey/Sandy Gra 80 22.17 22.46 lyey/Sartdv Gra 81 22.46 22.75 aveyfSandv Ore 62 22.75 23.04 aveyfSandv Gra 83 23.04 23.33 lyey/Sandy Gra 84 23.33 23.83 ayey/Sandv Gra 85 23.63 23.92 ayey/Sandy Gra 86 23.92 24.21 lyey/Sandv Gra 87 24.21 24.50 ayey/Sandy Gra 88 24.50 24.79 ByeylSandy Gra 89 24.79 25.00 ayey/Sandy Gra 90 25.00 2508 Granule Rod 91 26.06 25.38 Granitic Rock 92 25.38 25.67 Granitic Rock 93 25.67 26.98 Granitic Rock 94 25.96 26.25 Granitic Rock 95 26.26 26.54 Granitic Rock 96 26.54 26.83 Granitic Rock 97 26.63 27.13 Granitic Rock 98 27.13 27.42 Granitic Rock 99 27.42 27.71 Granitic Rock 100 27.71 28.00 Granitic Rock T "v. "'» r, CSR(c-cft (tsf) (tsn 130 0.01 0.01 .00 0.21 130 0.03 0.03 .00 0.21 130 0.05 0.06 .00 0.21 130 0.07 0.07 .00 0.21 130 0.09 0.09 .00 0.21 130 0.10 0.10 .00 0.21 130 0.12 0.12 .00 0.21 130 0.14 0.14 .00 0.21 130 0.16 0.16 .00 0.21 130 0.18 0.18 1.00 0.21 130 0.20 0.20 0.99 0.21 130 0.22 0.22 0.99 0.21 130 0.24 0.24 0.99 0.21 130 0.28 0.26 0.99 0.21 130 0.27 0.27 0.99 0.21 130 0.29 0.29 0.99 0.21 130 0.31 0.31 0.99 0.21 130 0.33 0.33 0.99 0.21 130 0.35 0.35 0.99 0.21 130 0.37 0.37 0.99 0.21 130 0.39 0.39 0.99 0.21 130 0.41 0.41 0.99 0.21 130 0.43 0.43 0.99 0.21 130 0.45 0.45 0.99 0.21 130 0.46 0.48 0.99 0.21 130 0.48 0.48 098 0.21 130 0.50 0.50 0.98 0.21 130 0.52 0.52 0.98 0.21 130 0.54 0.54 0.98 0.21 130 0.56 0.56 O.B6 0.21 130 0.58 0.58 0.98 0.21 125 0.59 0.59 0.98 0.21 125 0.60 0.60 0.98 0.21 125 0.61 0.61 0.98 0.21 125 0.63 0.63 0.98 0.21 125 0.84 0.84 0.96 0.21 135 0.85 0.65 O.B8 0.21 135 0.67 0.68 0.96 0.21 135 0.69 0.67 0.98 0.21 135 0.71 0.68 0.98 0.22 135 0.73 069 0.98 0.22 135 0.75 0.70 0.98 0.22 135 0.77 0.71 0.98 0.22 135 0.79 0.72 0.97 0.23 135 0.81 0.73 0.97 0.23 135 0.83 0.75 0.97 0.23 135 0.85 0.76 0.97 0.23 135 0.87 0.77 0.97 0.23 135 0.89 0.78 0.97 0.24 135 0.91 0.79 0.97 0.24 135 0.93 0.60 0.97 0.24 135 0.95 0.61 0.97 0.24 135 0.97 0.82 0.97 0.24 135 0.99 0.63 0.67 0.24 135 1.01 0.84 0.97 0.25 135 1.03 0.65 0.97 0.25 135 1.05 0.36 0.97 0.25 135 1.07 0.87 0.97 0.25 135 1.06 0.88 096 0.25 135 1.10 0.89 0.96 0.25 135 1.12 0.90 0.96 0.25 135 1.14 0.91 0.96 0.26 135 1.16 0.93 0.96 0.26 135 1.18 0.94 0.96 0.26 135 1.20 0.96 0.96 0.26 135 1.22 0.96 096 0.26 135 1.24 0.97 0.96 0.26 135 1.26 0.96 0.96 0.26 135 1.26 0.99 0.96 0.28 135 1.32 1.01 0.96 0.27 135 1.34 1.02 0.98 0.27 135 1.36 103 0.96 0.27 135 1.38 1.04 0.95 0.27 135 1.40 1.05 0.95 0.27 135 1.42 1.06 0.95 0.27 135 1.44 1.07 0.95 0.27 135 145 1.08 0.95 0.27 135 1.46 1.09 0.95 0.27 135 1.48 1.09 0.95 0.27 135 1.50 1.11 0.95 0.27 135 1.52 1.12 0.95 0.27 135 1.54 1.13 0.95 0.27 135 1.56 1.14 0.05 0.27 135 1.58 1.15 0.95 0.28 135 1.60 1.16 0.94 0.28 135 1.82 1.17 0.94 0.28 135 1.64 1.18 0.94 0.28 135 1.65 1.19 0.94 0.26 140 1.86 1.19 0.94 0.26 140 1.68 .20 0.94 0.28 140 1.70 .21 0.94 0.28 140 1.72 .22 0.94 0.26 140 1.74 .23 0.94 0.28 140 1.78 .25 0.04 0.28 140 1.78 .26 0.93 0.28 140 1.80 .27 0.93 0.28 140 1.82 .26 0.93 0.28 140 1.64 .29 0.93 0.28 140 1.85 1.30 0.93 0.26 nU <NJ« *Flnea (N.Ho. CRR,.. CRR (%l 15.0 19.13 35.00 27.9 15.0 19.13 35.00 27.9 15.0 19.13 35.00 27.9 16.0 9.13 35.00 27.9 15.0 9.13 35.00 27.9 15.0 9.13 35.00 27.9 16.0 9.13 35.00 27.9 15.0 9.13 35.00 27.9 15.0 9.13 35.00 27.9 15.0 9.13 35.00 27.9 15.0 9.13 35.00 27.8 15.0 9.13 35.00 27.8 15.0 9.13 35.00 27.9 15.0 9.13 35.00 27.9 15.0 19.13 35.00 27.8 15.0 19.13 35.00 27.8 15.0 19.13 35.00 27.9 15.0 19.13 35.00 27.8 15.0 19.13 35.00 27.8 16.0 19.03 36.00 27.6 15.0 18.56 35.00 27.2 15.0 18.12 35.00 26.7 15.0 17.72 36,00 26.2 15.0 17.34 35.00 26.7 15.0 16.88 35.00 25.3 15.0 16.64 35.00 24.9 15.0 16.33 35.00 24.6 15.0 16.03 35.00 24.2 15.0 15.74 35.00 23.8 15.0 15.47 35.00 23.5 15.0 15.24 35.00 23.2 21.0 21.16 35.00 30.3 21.0 20.97 35.00 30.1 21.0 20.66 35.00 29.7 21.0 20.36 35.00 29.3 21.0 20.17 35.00 29.1 21.0 26.77 35.00 37.0 21.0 26.58 35.00 36.6 21.0 26.37 35.00 36.5 21.0 28.16 35.00 36.3 210 25.96 36.00 38.1 21.0 26.77 36.00 36.8 21.0 25.58 35.00 35.6 21.0 25.39 35.00 35.4 21.0 26.20 35.00 35.1 21.0 25-02 35.00 34.9 21.0 24.85 35.00 34.7 21.0 24.66 35.00 34.5 21.0 24.51 35.00 34.3 21.0 24.34 35.00 34.1 21.0 24.18 35.00 33.9 21.0 24.02 35.00 33.7 21.0 23.87 35.00 33.5 21.0 23.71 35.00 33.4 21.0 23.56 35.00 33.2 21.0 23.42 35.00 33,0 21.0 23.27 35.00 32.8 21.0 23.13 36.00 32.7 21.0 22.99 35.00 32.5 21.0 22.85 35.00 32.3 21.0 22-72 35.00 32.2 21.0 22.59 35.00 32.0 21.0 22.46 35.00 31.9 21.0 22.33 35.00 31.7 21.0 22.21 36.00 31.8 21.0 22.0B 35.00 31.4 21.0 21.96 35.00 31.3 21.0 21.84 35.00 31.1 21.0 21.72 35.00 31.0 21.0 21.50 35.00 30.7 21.0 21.38 35.00 30.6 21.0 21.27 35.00 30.4 21.0 21.17 35.00 30.3 21.0 21.06 35.00 30.2 21.0 20.95 35.00 30.1 21.0 20.85 35.00 29.9 0.48 0.58 21.0 20.78 35.00 29.8 0.46 0.66 78.0 75.01 35.00 94.6 76.0 74.72 35.00 94.4 76.0 74.37 36.00 94.0 76.0 74.01 35.00 93.6 76.0 73.66 35.00 93.2 76.0 73.32 36.00 92.7 78.0 72.96 35.00 92.3 76.0 72.85 35.00 91.9 76.0 72.32 35.00 91.5 76.0 71.99 36.00 91.2 76.0 71.71 36.00 90.6 100.0 94.15 25.00 109.3 100.0 93.86 25.00 108.9 100.0 93.42 25.00 108.5 100.0 92.99 25.00 108.0 100.0 92.56 25.00 107.5 100.0 92.14 25.00 107.0 100.0 91.73 25.00 106.6 100.0 91.32 25.00 106.1 100.0 90.91 25.00 105.7 100.0 90.51 25.00 106.2 100.0 90.12 25.00 104.8 FS s. 4H AHm I4H LD 1%) (In) On) (In) ml 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 000 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0-00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.1 0.0 0.00 0.00 0.00 2.1 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 s, (BO 0.63 083 KEC SPT_SB-7.xls 9/2/2009.10:58 AM Liquefaction Hazard Analysis Youd, T. L at al - 2001 Protect: Quarry Creak Proj No: 07135-42-01 Locatton: SB-6 Earthquake Variable* " ;iOH Probability of axcaedenca in m& Yaarm. Return Period: 474.56 Years Magnitude: USF Site vaHaMee Water table Global variable* f, UK M. 1.2148 , £¥** ' " Slope and Free Face Varlablea Slope, S |»S<?S* Face Helaht, H TO; iff <*> Dirt, to Face. L SP'i'ffi'Sf (II) Layer Top Bottom Soil Type im in) 1 0.00 0.52 Silly SAND 2 0.52 1.04 SlltySAND 3 1.04 1.56 SlltySAND 4 1.56 2 OS SlltySAND 5 2.08 2.60 Silly SAND 6 2.60 3.13 SlltySAND 7 3.13 3.85 SlltySAND B 3.65 4.17 SittySAND 9 4.17 4.69 SlltySAND 10 4.68 5.21 SlltySAND 11 5.21 5.73 SlltySAND 2 5.73 6.25 SlltySAND 3 6.25 6.77 Sllty SAND 4 6.77 7.00 SlltySAND 5 7.00 7.28 Clayey SAND 0 7.28 7.81 Clayey SAND 7 7.81 8.33 Clayey SAND 8 8.33 8.85 Clayey SAND 8 8.85 9.38 Clayey SAND 20 9.38 9.80 Clayey SAND 21 9.80 10.42 Clayey SAND 22 10.42 10.84 Clayey SAND 23 10.94 11.46 Clayey SAND 24 11.46 11.88 Clayey SAND 25 11.98 12.50 Clayey SAND 26 12.50 13.02 Clayey SAND 27 13.02 13.54 Cleyey SAND 28 13.54 14.08 CloyeySAND 29 14.08 14.58 Clayey SAND 30 14.58 1500 Cleyey SAND 31 15.00 15.10 CleyeySANO 32 15.10 1563 Cleyey SAND 33 15.63 16.15 Clayey SAND 34 16.15 16.67 Cleyey SAND 35 16.67 17.19 Clayey SAND 39 17.19 17.71 Clayey SAND 37 17.71 18.23 Clayey SAND 38 18.23 18.75 Clayey SAND 38 18.75 19.27 Clayey SAND 40 19.27 19.79 Clayey SAND 41 19.79 20.31 Clayey SAND 42 20.31 20.83 Clayey SAND 43 20.63 21.35 Clayey SAND 44 21.35 21.88 Cleyey SAND 45 21.88 2240 Clayey SAND 46 22.40 2292 Clayey SAND 47 22.92 23.44 Clayey SAND 48 23.44 23.96 Cleyey SAND 49 23.96 24.48 Clayey SAND 50 24.48 25.00 Clayey SAND 51 25.00 25.00 ley/Send GRAV 52 25.00 2S.52 lay/Sand GRAV 53 25.52 26.04 ley/Sand GRAV54 2604 29.56 lay/Sand GRAV 55 26.56 27.08 lav/Sand GRAV 56 27.08 27.60 ley/Sand GRAV 57 27.60 28.13 lay/Send GRAV 58 28.13 28.65 lay/Sand GRAV 59 28.66 29.17 lav/Sand GRAV 60 29.17 29.69 lav/Sand GRAV 61 29.69 30.00 lay/Sand GRAV 62 30.00 30.21 Clayey SAND 63 30.21 30.73 Cleyey SAND 64 30.73 31.25 Clayey SAND 65 31.25 31.77 Cleyey SAND 66 31.77 32.29 Cleyey SAND 67 32.28 3Z81 Cleyey SAND 68 32.61 33.33 Cleyey SAND 69 33.33 33.85 Cleyey SAND 70 33.85 34.36 Cleyey SAND 71 34.36 34.90 Cleyey SAND 72 34.90 35.42 Cleyey SAND 73 35.42 35.84 Clayey SAND 74 35.94 36.46 Clayey SAND 75 36.46 36.88 Clayey SAND 76 36.98 37.50 Clayey SAND 77 37.50 38.02 Clayey SAND 78 38.02 36.54 Clayey SAND 78 38.54 38.08 Clayey SAND 80 39.06 3958 Clayey SAND 81 39.58 40.10 Clayey SAND 82 40.10 40.63 Clayey SAND 63 40.63 41.15 Clayey SAND 84 41.15 41.67 Clayey SAND 85 41.67 42.18 Clayey SAND 86 42.18 42.71 Clayey SAND 87 42.71 43.23 Clayey SAND 88 43.23 43.75 Clayey SAND 89 43.75 44.27 Clayey SAND 90 44.27 44.79 Clayey SAND 91 44.79 45.31 Clayey SAND 82 45.31 45.63 Clayey SAND 93 45.83 46.35 Clayey SAND 94 46.35 46.88 Clayey SAND 85 46.88 47.40 Clayey SAND 96 47.40 47.92 Clayey SAND 97 47.92 46.44 Clayey SAND96 48.44 48.96 Clayey SAND 98 48.96 48.48 Clayey SAND 100 49.48 50.00 Clayey SAND Y »™ o-» r, CSR {oof) (t«f> (Hfl 125 0.02 0.02 1.00 0.21 125 0.05 0.05 1.00 0.21 125 0.08 0.08 1.00 021 125 0.11 0.11 1.00 0.21 125 0.15 0.15 1.00 0.21 125 0.18 0.18 1.00 0.21 125 0.21 0.21 0.99 0.21 125 0.24 0.24 0.99 0.21 125 0.28 0.28 0.99 0.21 125 0.31 0,31 0.98 0.21 125 0.34 0.34 0.9B 0.21 125 0.37 0.37 0.9S 0.21 125 0.41 0.41 0.99 0.21 125 0.43 0.43 0.99 0.21 135 0.45 0.44 0.98 0.21 135 0.47 0.46 0.98 0.22 135 0.51 0.48 0.98 0.22 135 0.55 0.50 0.88 0,23 135 0.58 0.51 0.88 0.23 135 0.62 0.53 0.98 0.24 135 0.65 0.55 0.98 0.24 135 0.69 0.57 0.98 0.25135 0.72 0.59 0.98 0.25 135 0.76 0.61 0.98 0.29 135 0.79 0.63 0.87 0.26 135 0.83 0.65 0.87 0.26 135 0.86 0.67 0.87 0.27 135 0,90 0.68 0.97 0.27 135 0.93 0.70 0.97 0.27 135 0.96 0.72 0.87 0.27 135 0.98 0.73 0.97 0.28 136 1.00 0.74 0.97 0.28 135 1.04 0.70 0.97 0.28 135 1.07 0.78 0.97 0.26 135 1.11 0.60 0.96 0.28 135 1.14 0.82 0.86 0.29 135 1.18 0.84 0.86 0.29 135 1.21 0.85 0.96 0.29 136 1.25 0.87 0.96 0.29 135 1.28 0.89 0.86 0.29 135 1.32 0.91 0.86 0.28 135 1.35 0.93 0.95 0.29 135 1.39 0.95 0.85 0.30 135 1.42 0.97 0.95 030 135 1.46 0.99 0.95 0.30 135 1.49 1.01 0.95 0.30 135 1.53 1.02 0.85 0.30 135 1.56 1.04 0.85 0.30 135 1.90 1.06 0.94 0.30 135 1.63 1.06 0.84 0.30 135 1.65 1.08 0.94 0.30 135 1.67 1.10 0.94 0.30 135 1.71 1.12 0.84 0.30135 1.74 1.14 0.94 0.30 135 1.78 1.16 0.93 0.30 135 1.81 1.18 0.93 0.30 135 1.65 1.19 0.83 0.30 135 1.88 1.21 0.93 0.30 135 1.92 1.23 0.93 0.30 135 1.95 1.25 0.82 0.30 135 1.98 1.27 0.92 0.30 136 2.00 1.28 0.82 0.30 135 2.02 1.29 0.92 0.30 135 2.06 1.31 0.91 0.30 135 2.09 1.33 0.91 0.30 135 2.13 1.35 0.91 0.30 135 2.16 1.37 0.91 0,30135 2.20 1.38 090 0.30 135 2.23 1.40 0.90 0.30 136 2.27 1.42 0.90 0.30 135 2.30 1.44 0.88 0.30 135 2.34 1.46 0.88 0.30 135 2.37 1.46 0.88 0.30 135 2.41 1.50 0.88 0.30 135 2.44 1.52 0.86 0.30 136 2.48 1.54 0.67 0.30 135 2.51 1.55 0.87 0.30 135 2.55 1.67 0.66 0.30 135 2.58 1.59 0.86 0.30 136 2.62 1.81 0.86 0.29 135 2.65 1.63 0.85 0.29 135 2.69 1.65 0.85 0.29 135 2.72 1.67 0.84 0.29 135 2.76 1.69 0.64 0.29 135 2.80 1.71 0.83 0.29 135 2.83 1.72 0.83 0.29 135 2.87 1.74 0.82 0.29 135 2.90 1.76 0.82 0.28 135 2.94 1,76 0.81 0.26 135 2.97 1.60 0.81 0.28 135 3.01 1.82 0.60 0.26 135 3.04 1.84 0.80 0.28 135 3.06 1.86 0.79 0.28 135 3.11 1.68 0.78 0.26 135 3.15 1.88 0.78 0,27 135 3.16 1.81 0.78 0.27135 3.22 1.93 0.77 0.27 135 3.25 1.95 0.76 0.27 135 3.29 1.97 0.79 0.27 135 3.32 1.89 0.76 0.27 N,B (N,)« %Flnaa (N,)n. CRR7. CRR [%) 15.0 18.13 35.00 27.9 15.0 18.13 36.00 27.9 15.0 19.13 35.00 27.9 15.0 19.13 35.00 27.9 15.0 19.13 35.00 27.9 15.0 19.13 35.00 27.9 15.0 18.13 35.00 27.9 15.0 19.13 35.00 27.9 15.0 18.13 35.00 27.9 15.0 19.13 35.00 27.9 15.0 19.13 35.00 27.8 16.0 1881 3500 278 15.0 18.14 35.00 26.7 16.0 17.64 35.00 26.1 18.0 20.87 35.00 30.0 0.46 0.56 18.0 20.53 35.00 29.6 0.44 0.53 18.0 20.12 35.00 29.1 0.41 0.50 18.0 19.73 35.00 26.6 0.39 0.46 18.0 19.36 35.00 28.2 0.38 0.46 16.0 19.02 35.00 27.7 0.36 0.44 18.0 24.92 35.00 34.8 16.0 24.50 35.00 343 18.0 24.11 35.00 33.8 18.0 23.73 35.00 33.4 18.0 23.37 35.00 33.0 18.0 23.02 35.00 32.5 16.0 22.70 35.00 32.1 18.0 22.36 35.00 31.8 18.0 22.03 35.00 31.4 18.0 21.81 35.00 31.1 28.0 33.71 35.00 45.3 28.0 33.45 35.00 45.0 280 33.04 35.00 44.5 28.0 32.63 35.00 44.0 28.0 32.24 35.00 43.6 28.0 31.87 35.00 43.1 28.0 31.51 35.00 42.7 28.0 31.15 35.00 42.3 28.0 30.82 35.00 41.9 28.0 30.49 35.00 41.5 28.0 30.17 35.00 41.1 28.0 29.86 35.00 40.7 28.0 29.56 36.00 40.4 28.0 29.27 35.00 40.0 28.0 28.99 35.00 39.7 280 28.72 35.00 39.4 280 28.45 35.00 39.0 28.0 28.19 36.00 38.7 28.0 27.94 35.00 38.4 28.0 27.08 35.00 38.1 28.0 27.57 35.00 38.0 28.0 27.46 36.00 37.8 28.0 27.22 35.00 37.6 28.0 27.00 35.00 37.3 28.0 26.77 35.00 37.0 28.0 26.56 35.00 36.8 28.0 28.35 35.00 36.5 26.0 26.14 35.00 36.3 28.0 25.94 35.00 36.0 28.0 25.74 35.00 35.8 28.0 25.59 35.00 35.6 28.0 25.49 35.00 36.5 26.0 25.36 35.00 35.3 28.0 25.18 35.00 35.1 26.0 25.00 35.00 34.9 28.0 24.82 35.00 34.7 28.0 24.65 35.00 34.5 28.0 24.48 36.00 34.3 28.0 24.32 35.00 34.1 28.0 24.15 35.00 33.8 28.0 23.89 35.00 33.7 26.0 23.84 35.00 335 26.0 23.59 35.00 33.3 26.0 23.54 35.00 33.2 28.0 23.39 35.00 33.0 28.0 23.24 35.00 32.8 28.0 23.10 35.00 32.9 28.0 22.96 35.00 32.6 28.0 22.83 35.00 3X3 28.0 22.99 36.00 321 28.0 22.56 35.00 32.0 28.0 22.43 35.00 31.fi 26.0 22.30 35.00 31.7 26.0 2218 35.00 31.5 28.0 22.05 35.00 31.4 28.0 21.93 35.00 31.2 28.0 21.81 35.00 31.1 28.0 21.70 35.00 30.8 28.0 21.58 35.00 30.6 28.0 21.47 35.00 30.7 26.0 21.36 35.00 30.5 28.0 21.25 35.00 30.4 28.0 21.14 35.00 30.3 28.0 21.03 35.00 30.2 28.0 20.92 35.00 30.0 28.0 20.82 35.00 29.9 0.46 0.56 28.0 20.72 35.00 28.6 0.45 0.55 28.0 20.62 35.00 29.7 0.45 0.64 28.0 20.52 35.00 29.5 0.44 0.53 26.0 20.42 35.00 26.4 0.43 0.52 FS E, AH iHo, IAH |_D (%) llnl Hoi (In) (R) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 27 0.0 0.00 0.00 0.00 2.5 0.0 0.00 0.00 0.00 2.3 0.0 0.00 0.00 0.00 2.1 0.0 0.00 0.00 0.00 1.8 0.0 0.00 0.00 0.00 1.8 0.0 0.00 0-00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 000 0.00 0.00 D.OD 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.0 0.0 0.00 0.00 0.00 2.0 0.0 0.00 0.00 0.00 2.0 0.0 0.00 0.00 0.00 2.0 0.0 0.00 0.00 0.00 2.0 0.0 0.00 0.00 000 S, (tsfl 0.64 0.62 0.60 0.56 0.56 0.54 0.63 0.63 0.62 0.62 0.81 KEC SPT SB-6.XJI 9D/2009.11:04 AM SETTLEMENT OF DRY SANDS Project No: 07135-42-01 Settlement of Dry Sands (Tokimatsu and Seed) a(max)= Mw = Boring No SB-6 0.18 7.5 Layer No. 1 2 3 4 5 6 Ecn/ •Depth top of Layer (ft) 10 Depth Bot of Layer (ft) 15 Layer Thickness (ft) 5 "Vertical Stress (psf) 1625 ***Vertical Stress (psf) 1625 N 18 N1 Corr. Fines 23 N1(60) 25.5 G(max) (ksf) 1914 Yeff(Geff/ Gmax) 9.4E-05 Yeff 1.3E-03 £cn(7.5)=| 1.00 |(from table 4) Volumetric Strain (%) EcM=7.5 0.12 EcM=X 0.12 2*EcM= 0.24 Total Settlement * Settlement (in) 0.14 0.14 G(max) = 20(N160)A0.333(0.65*vertical stress)0.5(1000) 'Yeff (Geff//Gmax) = (0.65*a(max)*vertical stress*rd)/g*Gmax rd = 1 - 0.015(z) where z is in meters *Depth is meassured from proposed grade "Vertical streess based on proposed grade •"Vertical strees for N1(60) based on existing grade APPENDIX E RECOMMENDED GRADING SPECIFICATIONS FOR AMENDED RECLAMATION PLAN QUARRY CREEK REFINED ALTERNATIVE 3 CARLSBAD, CALIFORNIA PROJECT NO. 07135-42-01 RECOMMENDED GRADING SPECIFICATIONS 1. GENERAL 1.1 These Recommended Grading Specifications shall be used in conjunction with the Geotechnical Report for the project prepared by Geocon Incorporated. The recommendations contained in the text of the Geotechnical Report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. 1.2 Prior to the commencement of grading, a geotechnical consultant (Consultant) shall be employed for the purpose of observing earthwork procedures and testing the fills for substantial conformance with the recommendations of the Geotechnical Report and these specifications. The Consultant should provide adequate testing and observation services so that they may assess whether, in their opinion, the work was performed in substantial conformance with these specifications. It shall be the responsibility of the Contractor to assist the Consultant and keep them apprised of work schedules and changes so that personnel may be scheduled accordingly. 1.3 It shall be the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans. If, in the opinion of the Consultant, unsatisfactory conditions such as questionable soil materials, poor moisture condition, inadequate compaction, adverse weather, result in a quality of work not in conformance with these specifications, the Consultant will be empowered to reject the work and recommend to the Owner that grading be stopped until the unacceptable conditions are corrected. 2. DEFINITIONS 2.1 Owner shall refer to the owner of the property or the entity on whose behalf the grading work is being performed and who has contracted with the Contractor to have grading performed. 2.2 Contractor shall refer to the Contractor performing the site grading work. 2.3 Civil Engineer or Engineer of Work shall refer to the California licensed Civil Engineer or consulting firm responsible for preparation of the grading plans, surveying and verifying as-graded topography. GI rev. 10/06 2.4 Consultant shall refer to the soil engineering and engineering geology consulting firm retained to provide geotechnical services for the project. 2.5 Soil Engineer shall refer to a California licensed Civil Engineer retained by the Owner, who is experienced in the practice of geotechnical engineering. The Soil Engineer shall be responsible for having qualified representatives on-site to observe and test the Contractor's work for conformance with these specifications. 2.6 Engineering Geologist shall refer to a California licensed Engineering Geologist retained by the Owner to provide geologic observations and recommendations during the site grading. 2.7 Geotechnical Report shall refer to a soil report (including all addenda) which may include a geologic reconnaissance or geologic investigation that was prepared specifically for the development of the project for which these Recommended Grading Specifications are intended to apply. 3. MATERIALS 3.1 Materials for compacted fill shall consist of any soil excavated from the cut areas or imported to the site that, in the opinion of the Consultant, is suitable for use in construction of fills. In general, fill materials can be classified as soil fills, soil-rock fills or rock fills, as defined below. 3.1.1 Soil fills are defined as fills containing no rocks or hard lumps greater than 12 inches in maximum dimension and containing at least 40 percent by weight of material smaller than % inch in size. 3.1.2 Soil-rock fills are defined as fills containing no rocks or hard lumps larger than 4 feet in maximum dimension and containing a sufficient matrix of soil fill to allow for proper compaction of soil fill around the rock fragments or hard lumps as specified in Paragraph 6.2. Oversize rock is defined as material greater than 12 inches. 3.1.3 Rock fills are defined as fills containing no rocks or hard lumps larger than 3 feet in maximum dimension and containing little or no fines. Fines are defined as material smaller than % inch in maximum dimension. The quantity of fines shall be less than approximately 20 percent of the rock fill quantity. GIrev. 10/06 3.2 Material of a perishable, spongy, or otherwise unsuitable nature as determined by the Consultant shall not be used in fills. 3.3 Materials used for fill, either imported or on-site, shall not contain hazardous materials as defined by the California Code of Regulations, Title 22, Division 4, Chapter 30, Articles 9 and 10; 40CFR; and any other applicable local, state or federal laws. The Consultant shall not be responsible for the identification or analysis of the potential presence of hazardous materials. However, if observations, odors or soil discoloration cause Consultant to suspect the presence of hazardous materials, the Consultant may request from the Owner the termination of grading operations within the affected area. Prior to resuming grading operations, the Owner shall provide a written report to the Consultant indicating that the suspected materials are not hazardous as defined by applicable laws and regulations. 3.4 The outer 15 feet of soil-rock fill slopes, measured horizontally, should be composed of properly compacted soil fill materials approved by the Consultant. Rock fill may extend to the slope face, provided that the slope is not steeper than 2:1 (horizontal:vertical) and a soil layer no thicker than 12 inches is track-walked onto the face for landscaping purposes. This procedure may be utilized provided it is acceptable to the governing agency, Owner and Consultant. 3.5 Samples of soil materials to be used for fill should be tested in the laboratory by the Consultant to determine the maximum density, optimum moisture content, and, where appropriate, shear strength, expansion, and gradation characteristics of the soil. 3.6 During grading, soil or groundwater conditions other than those identified in the Geotechnical Report may be encountered by the Contractor. The Consultant shall be notified immediately to evaluate the significance of the unanticipated condition 4. CLEARING AND PREPARING AREAS TO BE FILLED 4.1 Areas to be excavated and filled shall be cleared and grubbed. Clearing shall consist of complete removal above the ground surface of trees, stumps, brush, vegetation, man-made structures, and similar debris. Grubbing shall consist of removal of stumps, roots, buried logs and other unsuitable material and shall be performed in areas to be graded. Roots and other projections exceeding l'/2 inches in diameter shall be removed to a depth of 3 feet below the surface of the ground. Borrow areas shall be grubbed to the extent necessary to provide suitable fill materials. GI rev. 10/06 4.2 Any asphalt pavement material removed during clearing operations should be properly disposed at an approved off-site facility. Concrete fragments that are free of reinforcing steel may be placed in fills, provided they are placed in accordance with Section 6.2 or 6.3 of this document. 4.3 After clearing and grubbing of organic matter and other unsuitable material, loose or porous soils shall be removed to the depth recommended in the Geotechnical Report. The depth of removal and compaction should be observed and approved by a representative of the Consultant. The exposed surface shall then be plowed or scarified to a minimum depth of 6 inches and until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used. 4.4 Where the slope ratio of the original ground is steeper than 5:1 (horizontahvertical), or where recommended by the Consultant, the original ground should be benched in accordance with the following illustration. TYPICAL BENCHING DETAIL Finish Grade Original Ground Finish Slope Surface Remove All Unsuitable Material As Recommended By Consultant Slope To Be Such That Sloughing Or Sliding Does Not Occur See Note 1 See Note 2 - DETAIL NOTES: (1) (2) Key width "B" should be a minimum of 10 feet, or sufficiently wide to permit complete coverage with the compaction equipment used. The base of the key should be graded horizontal, or inclined slightly into the natural slope. The outside of the key should be below the topsoil or unsuitable surficial material and at least 2 feet into dense formational material. Where hard rock is exposed in the bottom of the key, the depth and configuration of the key may be modified as approved by the Consultant. GIrev. 10/06 4.5 After areas to receive fill have been cleared and scarified, the surface should be moisture conditioned to achieve the proper moisture content, and compacted as recommended in Section 6 of these specifications. 5. COMPACTION EQUIPMENT 5.1 Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented-steel wheeled rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of acceptable compaction equipment. Equipment shall be of such a design that it will be capable of compacting the soil or soil-rock fill to the specified relative compaction at the specified moisture content. 5.2 Compaction of rock fills shall be performed in accordance with Section 6.3. 6. PLACING, SPREADING AND COMPACTION OF FILL MATERIAL 6.1 Soil fill, as defined in Paragraph 3.1.1, shall be placed by the Contractor in accordance with the following recommendations: 6.1.1 Soil fill shall be placed by the Contractor in layers that, when compacted, should generally not exceed 8 inches. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to obtain uniformity of material and moisture in each layer. The entire fill shall be constructed as a unit in nearly level lifts. Rock materials greater than 12 inches in maximum dimension shall be placed in accordance with Section 6.2 or 6.3 of these specifications. 6.1.2 In general, the soil fill shall be compacted at a moisture content at or above the optimum moisture content as determined by ASTM D 1557-02. 6.1.3 When the moisture content of soil fill is below that specified by the Consultant, water shall be added by the Contractor until the moisture content is in the range specified. 6.1.4 When the moisture content of the soil fill is above the range specified by the Consultant or too wet to achieve proper compaction, the soil fill shall be aerated by the Contractor by blading/mixing, or other satisfactory methods until the moisture content is within the range specified. GI rev. 10/06 6.1.5 After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted by the Contractor to a relative compaction of at least 90 percent. Relative compaction is defined as the ratio (expressed in percent) of the in-place dry density of the compacted fill to the maximum laboratory dry density as determined in accordance with ASTM D 1557-02. Compaction shall be continuous over the entire area, and compaction equipment shall make sufficient passes so that the specified minimum relative compaction has been achieved throughout the entire fill. 6.1.6 Where practical, soils having an Expansion Index greater than 50 should be placed at least 3 feet below finish pad grade and should be compacted at a moisture content generally 2 to 4 percent greater than the optimum moisture content for the material. 6.1.7 Properly compacted soil fill shall extend to the design surface of fill slopes. To achieve proper compaction, it is recommended that fill slopes be over-built by at least 3 feet and then cut to the design grade. This procedure is considered preferable to track-walking of slopes, as described in the following paragraph. 6.1.8 As an alternative to over-building of slopes, slope faces may be back-rolled with a heavy-duty loaded sheepsfoot or vibratory roller at maximum 4-foot fill height intervals. Upon completion, slopes should then be track-walked with a D-8 dozer or similar equipment, such that a dozer track covers all slope surfaces at least twice. 6.2 Soil-rock fill, as defined in Paragraph 3.1.2, shall be placed by the Contractor in accordance with the following recommendations: 6.2.1 Rocks larger than 12 inches but less than 4 feet in maximum dimension may be incorporated into the compacted soil fill, but shall be limited to the area measured 15 feet minimum horizontally from the slope face and 5 feet below finish grade or 3 feet below the deepest utility, whichever is deeper. 6.2.2 Rocks or rock fragments up to 4 feet in maximum dimension may either be individually placed or placed in windrows. Under certain conditions, rocks or rock fragments up to 10 feet in maximum dimension may be placed using similar methods. The acceptability of placing rock materials greater than 4 feet in maximum dimension shall be evaluated during grading as specific cases arise and shall be approved by the Consultant prior to placement. GIrev. 10/06 6.2.3 For individual placement, sufficient space shall be provided between rocks to allow for passage of compaction equipment. 6.2.4 For windrow placement, the rocks should be placed in trenches excavated in properly compacted soil fill. Trenches should be approximately 5 feet wide and 4 feet deep in maximum dimension. The voids around and beneath rocks should be filled with approved granular soil having a Sand Equivalent of 30 or greater and should be compacted by flooding. Windrows may also be placed utilizing an "open-face" method in lieu of the trench procedure, however, this method should first be approved by the Consultant. 6.2.5 Windrows should generally be parallel to each other and may be placed either parallel to or perpendicular to the face of the slope depending on the site geometry. The minimum horizontal spacing for windrows shall be 12 feet center-to-center with a 5-foot stagger or offset from lower courses to next overlying course. The minimum vertical spacing between windrow courses shall be 2 feet from the top of a lower windrow to the bottom of the next higher windrow. 6.2.6 Rock placement, fill placement and flooding of approved granular soil in the windrows should be continuously observed by the Consultant. 6.3 Rock fills, as defined in Section 3.1.3, shall be placed by the Contractor in accordance with the following recommendations: 6.3.1 The base of the rock fill shall be placed on a sloping surface (minimum slope of 2 percent). The surface shall slope toward suitable subdrainage outlet facilities. The rock fills shall be provided with subdrains during construction so that a hydrostatic pressure buildup does not develop. The subdrains shall be permanently connected to controlled drainage facilities to control post-construction infiltration of water. 6.3.2 Rock fills shall be placed in lifts not exceeding 3 feet. Placement shall be by rock trucks traversing previously placed lifts and dumping at the edge of the currently placed lift. Spreading of the rock fill shall be by dozer to facilitate seating of the rock. The rock fill shall be watered heavily during placement. Watering shall consist of water trucks traversing in front of the current rock lift face and spraying water continuously during rock placement. Compaction equipment with compactive energy comparable to or greater than that of a 20-ton steel vibratory roller or other compaction equipment providing suitable energy to achieve the GI rev. 10/06 required compaction or deflection as recommended in Paragraph 6.3.3 shall be utilized. The number of passes to be made should be determined as described in Paragraph 6.3.3. Once a rock fill lift has been covered with soil fill, no additional rock fill lifts will be permitted over the soil fill. 6.3.3 Plate bearing tests, in accordance with ASTM D 1196-93, may be performed in both the compacted soil fill and in the rock fill to aid in determining the required minimum number of passes of the compaction equipment. If performed, a minimum of three plate bearing tests should be performed in the properly compacted soil fill (minimum relative compaction of 90 percent). Plate bearing tests shall then be performed on areas of rock fill having two passes, four passes and six passes of the compaction equipment, respectively. The number of passes required for the rock fill shall be determined by comparing the results of the plate bearing tests for the soil fill and the rock fill and by evaluating the deflection variation with number of passes. The required number of passes of the compaction equipment will be performed as necessary until the plate bearing deflections are equal to or less than that determined for the properly compacted soil fill. In no case will the required number of passes be less than two. 6.3.4 A representative of the Consultant should be present during rock fill operations to observe that the minimum number of "passes" have been obtained, that water is being properly applied and that specified procedures are being followed. The actual number of plate bearing tests will be determined by the Consultant during grading. 6.3.5 Test pits shall be excavated by the Contractor so that the Consultant can state that, in their opinion, sufficient water is present and that voids between large rocks are properly filled with smaller rock material, m-place density testing will not be required in the rock fills. 6.3.6 To reduce the potential for "piping" of fines into the rock fill from overlying soil fill material, a 2-foot layer of graded filter material shall be placed above the uppermost lift of rock fill. The need to place graded filter material below the rock should be determined by the Consultant prior to commencing grading. The gradation of the graded filter material will be determined at the time the rock fill is being excavated. Materials typical of the rock fill should be submitted to the Consultant in a timely manner, to allow design of the graded filter prior to the commencement of rock fill placement. 6.3.7 Rock fill placement should be continuously observed during placement by the Consultant. GIrev. 10/06 7. OBSERVATION AND TESTING 7.1 The Consultant shall be the Owner's representative to observe and perform tests during clearing, grubbing, filling, and compaction operations. In general, no more than 2 feet in vertical elevation of soil or soil-rock fill should be placed without at least one field density test being performed within that interval. In addition, a minimum of one field density test should be performed for every 2,000 cubic yards of soil or soil-rock fill placed and compacted. 7.2 The Consultant should perform a sufficient distribution of field density tests of the compacted soil or soil-rock fill to provide a basis for expressing an opinion whether the fill material is compacted as specified. Density tests shall be performed in the compacted materials below any disturbed surface. When these tests indicate that the density of any layer of fill or portion thereof is below that specified, the particular layer or areas represented by the test shall be reworked until the specified density has been achieved. 7.3 During placement of rock fill, the Consultant should observe that the minimum number of passes have been obtained per the criteria discussed in Section 6.3.3. The Consultant should request the excavation of observation pits and may perform plate bearing tests on the placed rock fills. The observation pits will be excavated to provide a basis for expressing an opinion as to whether the rock fill is properly seated and sufficient moisture has been applied to the material. When observations indicate that a layer of rock fill or any portion thereof is below that specified, the affected layer or area shall be reworked until the rock fill has been adequately seated and sufficient moisture applied. 7.4 A settlement monitoring program designed by the Consultant may be conducted in areas of rock fill placement. The specific design of the monitoring program shall be as recommended in the Conclusions and Recommendations section of the project Geotechnical Report or in the final report of testing and observation services performed during grading. 7.5 The Consultant should observe the placement of subdrains, to verify that the drainage devices have been placed and constructed in substantial conformance with project specifications. 7.6 Testing procedures shall conform to the following Standards as appropriate: GI rev. 10/06 7.6.1 Soil and Soil-Rock Fills: 7.6.1.1 Field Density Test, ASTM D 1556-02, Density of Soil In-Place By the Sand-Cone Method. 7.6.1.2 Field Density Test, Nuclear Method, ASTM D 2922-01, Density of Soil and Soil-Aggregate In-Place by Nuclear Methods (Shallow Depth). 7.6.1.3 Laboratory Compaction Test, ASTM D 1557-02, Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using 10-Pound Hammer and 18-Inch Drop. 7.6.1.4. Expansion Index Test, ASTM D 4829-03, Expansion Index Test. 7.6.2 Rock Fills 7.6.2.1 Field Plate Bearing Test, ASTM D1196-93 (Reapproved 1997) Standard Method for Nonreparative Static Plate Load Tests of Soils and Flexible Pavement Components, For Use in Evaluation and Design of Airport and Highway Pavements. 8. PROTECTION OF WORK 8.1 During construction, the Contractor shall properly grade all excavated surfaces to provide positive drainage and prevent ponding of water. Drainage of surface water shall be controlled to avoid damage to adjoining properties or to finished work on the site. The Contractor shall take remedial measures to prevent erosion of freshly graded areas until such time as permanent drainage and erosion control features have been installed. Areas subjected to erosion or sedimentation shall be properly prepared in accordance with the Specifications prior to placing additional fill or structures. 8.2 After completion of grading as observed and tested by the Consultant, no further excavation or filling shall be conducted except in conjunction with the services of the Consultant. GI rev. 10/06 9. CERTIFICATIONS AND FINAL REPORTS 9.1 Upon completion of the work, Contractor shall furnish Owner a certification by the Civil Engineer stating that the lots and/or building pads are graded to within 0.1 foot vertically of elevations shown on the grading plan and that all tops and toes of slopes are within 0.5 foot horizontally of the positions shown on the grading plans. After installation of a section of subdrain, the project Civil Engineer should survey its location and prepare an as-built plan of the subdrain location. The project Civil Engineer should verify the proper outlet for the subdrains and the Contractor should ensure that the drain system is free of obstructions. 9.2 The Owner is responsible for furnishing a final as-graded soil and geologic report satisfactory to the appropriate governing or accepting agencies. The as-graded report should be prepared and signed by a California licensed Civil Engineer experienced in geotechnical engineering and by a California Certified Engineering Geologist, indicating that the geotechnical aspects of the grading were performed in substantial conformance with the Specifications or approved changes to the Specifications. GIrev. 10/06 LIST OF REFERENCES Anderson J. G. Synthesis of Seismicity and Geological Data in California, U.S. Geological Survey Open-file Report 84-424, 1984, pp. 1-186. Boore, D. M, and G. M Atkinson (2006), Boore-Atkinson NGA Ground Motion Relations for the Geometric Mean Horizontal Component of Peak and Spectral Ground Motion Parameters, Report Number PEER 2007/01, May 2007. Brain S. J. Chiou and Robert R. Youngs, A NGA Model for the Average Horizontal Component of Peak Ground Motion and Response Spectra, preprint for article to be published in NGA Special Edition for Earthquake Spectra, Spring 2008. Geology and Mineral Resources of San Diego County, California, California Division of Mines and Geology Publication, 1963. Jennings, C. W., Fault Activity Map of California And Adjacent Areas with Locations and Ages of Recent Volcanic Eruptions, California Geological Survey, formerly California Division of Mines and Geology, 1994. Larsen, E. S., Batholith and Associated Rocks of Corona, Elsinore and San Luis Rey Quadrangle Southern California, Geological Society of America, Memoir 29, 1948. Ploessel, M. R. and J. E. Slosson, Repeatable High Ground Accelerations From Earthquakes, California Geology, September 1974. Risk Engineering, EZ-FRISK, 2008. Tan, S. S. and D. G. Giffen, Landslide Hazards in the Northern Part of the San Diego County, California, California Division of Mines and Geology, Open-File Report 95-04, dated 1995. Tan, S. S., D. G. Giffen, and M. P. Kennedy, Geologic Map of the Northwestern Part of San Diego County, California, California Division of Mines and Geology, DMG Open File 96-02, 1996. Unpublished reports and maps on file with Geocon Incorporated. United States Department of Agriculture, 1953 Stereoscopic Aerial Photographs. USGS computer program, 2002 Interactive Deaggregation, http://eqint.cr.usRs.gov/deaggint/2002/index.php. USGS computer program, Seismic Hazard Curves and Uniform Hazard Response Spectra. Wesnousky, S. G., Earthquakes, Quaternary Faults, and Seismic Hazards in California, Journal of Geophysical Research. Vol. 91, No. B12, 1986, pp. 12, 587-12, 631. Project No. 07135-42-01 September 10, 2009