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HomeMy WebLinkAboutCT 03-03; BRESSI RANCH AFFORDABLE HOUSING; SUPPLEMENTAL GEOTECHNICAL INVEST; 2001-03-14SUPPLEMENTAL GEOTECHNICAL INVESTIGATION FOR MASS GRADING, BRESSI RANCH, CARLSBAD, CALIFORNIA March 14, 2001 ProjectNo. 971009-005 Prepared For: LENNAR HOMES 5780 Fleet Street, Suite 320 Carlsbad, Califomia 92008 o z i.ei(wmi\ anct /\ssociafes, Inc, OUP CO • PAwV < a. 4 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY To: March 14,2001 ProjectNo. 971009-005 Lennar Homes 5780 Fleet Street, Suite 320 Carlsbad, Califomia 92008 Attention: Mr. Jim Urbina Subject: Supplemental Geotechnical Investigation for Mass Grading, Bressi Ranch, Carlsbad, Califomia In accordance with your request, we have performed a supplemental geotechnical investigation for the Bressi Ranch property located southeast of the intersection of El Camino Real and Palomar Airport Road in Carlsbad, Califomia. The purpose of this report was to update the results of our preliminary geotechnical report for the site (Leighton, 1997) and to evaluate the existmg geologic and geotechnical aspects of the proposed mass grading ofthe site relative to the latest 200-scale tentative tract map/grading plans. This report presents the results of our supplemental subsurface investigation and geotechnical analysis, and provides a summary of our conclusions and recommendations relative to the mass grading of the site. Based on the results of our supplemental investigation and review of the previous geotechnical reports pertinent to the subject site, the proposed development of the site for commercial and residential uses is considered feasible from a geotechnical standpoint provided the recommendations summarized in this report are implemented during the site grading operations. It should be noted that additional geotechnical evaluation of the site (including additional field studies, laboratory testmg, and slope stability analysis) and a grading plan review will be needed after more detailed grading plans (i.e. 40-scale grading plans) for the differentplanning areas ofthe site are developed. If you have any questions regarding our report, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted. LEIGHTON AND ASSOCIATES, INC. Tim J. Lawson, RCE 53388 Principal Consulting Engineer Randall K. Wagn%r, CEC CEG 1612 Director of Geology Distribution: Addressee Lennar Homes, Attention: Mr. Dale Greenhalgh PDC, Attention: Ms. Marina Wurst 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 • www.leightongeo.conn 4971009-005 TABLE OF CONTENTS Section Page l.OINTRODUCTION 1 1.1 PURPOSE AND SCOPE OF SERVICES 1 1.2 SrrE DESCRIPTION 1 1.3 PROPOSED DEVELOPMENT 3 1.4 SUPPLEMENTAL SURFACE INVESTIGATION AND LABORATORY TESTING 3 2.0 GEOTECHNICAL CONDITIONS 5 2.1 REGIONAL GEOLOGY 5 2.2 SITE-SPECEFIC GEOLOGY 5 2.2.1 Documented Fill Soils (Map Symbol -Af) 5 2.2.2 Undocumented Fill Soils (Map Symbol -Afu) , 5 2.2.5 Topsoil (Unmapped) 6 2.2.4 Allitvium/Colluvium, Undifferentiated (Map Symbol - Qal/Qcol) 6 2.2.5 Landslide Deposits (Map Symbol - Qls) 6 2.2.6 Santiago Formation (Map Symbol -Ts) 7 2.3 GEOLOGIC STRUCTURE 8 2.4 FAULTING 8 2.5 SEISMIC CONSIDERATIONS 9 2.5.1 Liquefaction and Dynamic Settlement 9 2.5.2 Uniform Building Code Seismic Parameters 9 2.6 GROUNDWATER 10 2.7 ENGINEERING CHARACTERISTICS OF ON-SITE SOE^ 10 2.7.1 Expansion Potential 10 2.7.2 Soluble Sulfate Content 11 2.7.3 Excavation Characteristics 11 2.7.4 Earthwork Shrinkage and Bulking 11 2.8 SLOPE STABILITY 12 2.9 SETTLEMENT OF DEEP FILLS 12 3.0 CONCLUSIONS 13 4.0 RECOMMENDATIONS 15 4.1 EARTHWORK 15 4.1.1 Site Preparation 15 4.1.2 Removal and Recompaction of Unsuitable Soils 15 4.1.3 Excavations 17 4.1.4 Cut/Fill Transition Conditions 77 4.1.5 Fill Placement and Compaction 77 4.1.6 Settlement of Deep Fills 77 4.1.7 Expansive Soils and Selective Grading 18 4 1 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 4971009-005 TABLE OF CONTENTS (Continued') Section Page 4.2 SLOPE STABILITY 18 4.2.1 Deep-Seated Stability 19 4.2.2 Surficial Stability 21 4.3 CONTROL OF GROUND WATER AND SURFACE WATERS 21 4.3.1 Canyon Subdrains 22 4.3.2 Buttress and Stability Fill Subdrains 22 4.3.3 Cut Slope Seepage Conditions 22 4.4 SETTLEMENT MONTTORING 23 4.5 SURFACE DRAINAGE AND LOT MAINTENANCE 23 4.6 GRADED SLOPES 23 4.7 PLAN REVIEW AND CONSTRUCTION OBSERVATION 24 5.0 LIMITATIONS 25 FIGURES FIGURE 1 - SITE LOCATION MAP - PAGE 2 FIGURES 2 THROUGH 14 - GEOLOGIC CROSS-SECTIONS A-A' THROUGH M-M' - IN POCKET TABLES TABLE 1 - GEOTECHNICAL SUMMARY OF EXISTING LANDSLIDES - REAR-OF-TEXT TABLE 2 - EARTHWORK SHRINKAGE AND BULKING ESTIMATES - PAGE 11 TABLE 3 - SLOPE STABILITY SOIL PARAMETERS - PAGE 19 PLATES PLATE 1 - GEOTECHNICAL MAP - IN POCKET PLATE 2 - REMEDL^ GRADING MAP - IN POCKET APPENDICES APPENDIX A - REFERENCES APPENDIX B - BORING AND TRENCH LOGS APPENDIX C - LABORATORY TEST PROCEDURES AND TEST RESULTS APPENDDC D - GENERAL EARTHWORK AND GRADING SPECIFICATIONS FOR ROUGH-GRADING Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 1.0 INTRODUCTION 1.1 Purpose and Scope of Services This report has been prepared in accordance with your request and presents the results of our supplemental geotechnical investigation of the Bressi Ranch for mass grading purposes. Bressi Ranch is located southeast of the intersection of El Camino Real and Palomar Airport Road in the City of Carlsbad, Califomia (Figure 1). The purpose of this report was to update the results of our preliminary geotechnical report for the site (Leighton, 1997) and to evaluate the existing geologic and geotechnical aspects of the proposed mass grading of the site relative to the latest 200-scale tentative tract map/grading plans. Our scope of services included the following: • Review of pertinent available geotechnical literature (including previous geotechnical reports of Bressi Ranch, Rancho Carrillo, and La Costa - The Greens developments), geologic maps, and aerial photographs (Appendix A). • Recoimaissance and geologic mapping of the site. • A supplemental subsurface exploration program consisting of the excavation, sampling and logging of 8 large-diameter exploratory borings and 56 exploratory trenches across the site. The large-diameter borings and trenches were excavated to evaluate the characteristics of the subsurface soils. Logs of the borings and trenches are presented in Appendix B. Included in Appendix B, are logs of previous borings and trenches excavated by Leighton and others that are pertinent to the development of Bressi Ranch. • Laboratory testing of representative samples obtained during our preliminary and supplemental subsurface exploration programs (Appendix C). • Geotechnical analysis of the data accumulated during our supplemental investigation including seismic and slope stability analysis. • Preparation of this report presenting our findings, conclusions and recommendations including General Earthwork and Grading Specifications for Rough Grading (Appendix D) with respect to the proposed mass grading of the site. The approximate limits of the geologic units encountered and the boring and trench locations applicable to the development of the site are presented on the Geotechnical Map (Plate 1), Remedial Grading Map (Plate 2), and Cross- Sections A-A' through M-M' (Figures 2 through 14). The 200-scale Tentative Tract Map/Grading Plan (PDC, 2001b), was utilized as base map for the Geotechnical Map (Plate 1) and the Remedial Grading Map (Plate 2). 1.2 Site Description The subject property, with a total acreage of approximately 600 acres, is located southeast of the intersection El Camino Real and Palomar Airport Road in the City of Carlsbad, Califomia (Figure 1). The site consists of an irregular-shaped piece of property bordered on the north by Palomar Airport Road, on the west by El Camino Real, on the southwest and south by the La Costa - The Greens property, and by the Rancho Carrillo development and Melrose Drive to the east. 4 1 - Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 11 NORTH BASE MAP: Thomas Bros. GeoFinder for Windows, San Diego County, 1995, Page 1127 1 "=2,000' 1000 2000 4000 Scale in Feet Lennar / Bressi Rancti Carlsbad, California SITE LOCATION MAP Project No. 971009-005 Date March 2001 Figure No. 1 971009-005 Topographically, the site generally consists of a an east-west trending relatively large and flat ridgeline in the northem section of the site and a north-south trending central ridge in the south central portion of the site. The north-south trending central ridge is flanked by two large north-south trending drainages and associated tributaries forming the gently sloping hillside and valley terrain in the south central portion of the property. A large east-west trending drainage is located in the far southem portion of the site. Elevations on the site range from a high of approximately 465 feet mean sea level (msl) in the north central portion of the site to a low of approximately 125 feet msl within the major east-west drainage in the southem portion of the site. Natural drainage is presently accomplished through a network of minor ravines and uhimately through the east-west trending canyon in the southem portion of the site. Vegetation on the site ranges from remnant vegetable crops, native grasses, and weeds on the flat ridge tops, wide canyon bottoms and on the hillsides; and minor to thick chaparral and trees (mainly on the steep hillsides and the narrow canyon bottoms) in the central and southwestem portions of the site. Man-made features on the site include: 1) a single-family residence in the central portion of the site; 2) a guard shack at the northem site entrance; 3) two building foundations and several relatively small detention basins (associated with prior farming activities); 4) existing SDG&E, water and sewer line easements crossing the site in westem, central and southem portions of the site; 5) several dirt roads which cross the propepty, and 6) fences along the perkneter of the property. 1.3 Proposed Development Detailed site grading and development plans were not available as of the date of this report. However, we understand that the proposed site development will include 13 planning areas across the site for light industrial, commercial, and residential purposes. In general, the light industrial planning areas are located in the northem portion of the site along Palomar Airport Road while the commercial plarming areas are in the south and southeastem portion of the site. The residential planning areas are generally located in the central and southwestem portion of the site. Approximately 445 acres of the site will be graded while the remaining acreage will be left as open space. Preliminary calculations of the earthwork quantities indicate the grading will entail approximately 6 million yards of cut and fill material (PDC, 2001a). We also understand that development of the Bressi Ranch will include 1) constmction of Poinsettia Lane from its existing terminus at the southeastem portion of the site through the Bressi Ranch property and possibly to El Camino Real; 2) constmction of El Fuerte Road from Palomar Airport Road to existing portion of the road south of the Bressi Ranch Property; and 3) improvements to El Camino Real along the northwestem side of the Bressi Ranch Property. In addition, the development will include relatively large open space areas, interior streets, underground utilities, and other associated improvements. 1.4 Supplemental Surface Investigation and Laboratory Testing Our supplemental subsurface investigation consisted of the excavation, logging and sampling of 8 large-diameter borings (utilizing a bucket-auger drill rig) and the excavation of 56 exploratory trenches (in addition to the previously excavated 7 small-diameter borings, 21 large-diameter borings and 30 exploratory trenches The borings and trenches were excavated to a maximum depth of approximately 116 and 15 feet, respectively. The large-diameter borings were entered by our 4 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 geologist and down-hole logged. Logs of the borings and trenches are presented in Appendix B. The approximate locations of the borings are shown on the Geotechnical Map (Plate 1) and Cross- Sections A-A' through M-M' (Figures 2 through 14). Subsequent to the subsurface investigation, the borings and frenches were backfilled. Appropriate laboratory testing was performed on representative soil samples obtain during our preliminary and supplemental subsurface investigations. The laboratory tests included moisture/density determinations, Atterberg Limits (e.g. liquid limit and plastic limit), undisturbed and remolded direct shear, maximum dry density and expansion index tests. A discussion of the tests performed and a summary of the test results are presented in Appendix C. The density/moisture determinations of the undisturbed samples obtained from the borings are shown on the boring logs (Appendix B). 4 -4- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 2.0 GEOTECHNICAL CONDITIONS 2.1 Regional Geology The subject site is located within the coastal subprovince of the Peninsular Ranges Geomorphic Province, near the westem edge of the southem Califomia batholith. The topography at the edge of the batholith changes from the mgged landforms developed on the batholith to the more subdued landforms that typify the softer sedimentary formations of the coastal plain. Specifically, the site is underlain by the sedimentary units of the Tertiary-aged Santiago Formation. Subsequent to the deposition of this unit, erosion and regional tectonic uplift created the valleys and ridges of the area. Recent weathering and erosional processes have produced the Quatemary surficial units including alluvium, colluvium, landslide deposits, and topsoil that mantle the site. 2.2 Site-Specific Geology Formational materials of the Tertiary-aged Santiago Formation and surficial units consisting of landslide deposits, colluvium, alluvium, topsoil and artificial fill soils were encountered during our preliminary and supplemental investigations of the site. The areal distributions of the geologic units are presented on the Geotechnical Map (Plate 1). Our interpretation of the subsurface geologic conditions is also indicated on Geologic Cross Sections A-A' through M-M' (Figures 2 through 14). Each of the geologic units present on the site is described below (youngest to oldest). 2.2.1 Documented Fill Soils (Map Svmboi - Af) As observed, the documented fill was associated with prior grading of the Poinsettia Lane, El Fuerte Road, Palomar Airport Road, and Melrose Drive roadway alignments. As-graded Geotechnical Reports documenting the fill placement and grading operations (Appendix A) indicate the fill soils were placed at 90 percent relative compactions. However, we anticipate that the upper portion of the fill may have become desiccated and minimal removals (i.e. on the order of 1 to 5 feet) may be needed prior to the placement of additional fill. In addition, we anticipate the removal of unsuitable soils along the perimeter of the fills were not made outside a 1:1 (horizontal to vertical) projection from the existing toe-of-slope down to competent formational material undemeath the fill. 2.2.2 Undocumented Fill Soils (Map Symbol - Afii) Undocumented fill soils were observed in a number of places on the site. The undocumented fill was generally associated with the grading of the on-site dirt roads, retention basins, and prior farming activities. These fill soils are estimated to range from 1 to 25 or more feet in depth, and generally consist of dry to damp, loose or soft sand and clay. All existing fills located within the limits of grading should be considered potentially compressible and unsuitable in their present state for stmctural support. The undocumented fill soils should be removed to competent formational material within the limits of the proposed grading. 4 -5- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 2.2.3 Topsoil (Unmapped) The topsoil encountered during our field investigation mantles the majority of the site. The topsoil, as observed, consisted predominantly of a light-brown to brown, damp to moist, medium dense to stiff, sandy to silty clay and some clayey to silty sands. These soils were generally massive, porous, and contained scattered roots and organics. The unsuitable topsoil is estimated to be from 1 to 4 feet in thickness; however, localized areas of thicker accumulations of topsoil may be encountered during grading. 2.2.4 Alluvium/ Colluvium. Undifferentiated (Map Symbol - Qal/Qcol) Potentially compressible deposits of alluvium were encountered in the major and most of the fributary drainage courses on the site. In addition, our field investigation indicated that potentially compressible deposits of colluvium mantle the middle and lower portions of the on-site natural slopes (especially slopes comprised of the Santiago Formation claystone) and in the upper portions of the tributary drainage courses throughout the site. During our supplemental investigation, we did not differentiate the alluvial and colluvial deposits and therefore, these soils are mapped and presented as undifferentiated alluvium/colluvium on the geologic maps and cross-sections. As observed, these deposits typically consist of light orange-brown to brown sands, sandy clays and clayey sands that are porous and contain scattered organics. Both the alluvium and colluvium are considered potentially compressible in the present state. In general, the alluvium/colluvium is estimated to be 4 to 15 feet thick in the tributary canyons, however deeper accumulations may be present. The alluvium encountered in the proposed El Fuerte Road drainage and the main east-west rending canyon in the southem portion of the site (along proposed Poinsettia Lane) have alluvial thicknesses on the order of 40 to 50 or more feet. Relatively shallow ground water (generally less than 5 to 20 feet in depth) was observed in these alluvial soils. 2.2.5 Landslide Deposits (Map Svmboi - Qls) Several landslides have been identified within the subject property. The approximate limits of these landslides are shown on the Geotechnical Map (Plate 1) and the Remedial Grading Map (Plate 2). To aid in the discussion of the landslides, each landslide and/or landslide complex has been Numbered 1 through 24 (as indicated on the Remedial Grading Map). It should be noted that several of these landslides are outside the limits of grading while others extend beyond the property boundaries. A geotechnical summary including a description of each numbered landslide/landslide and the preliminary recommendations to mitigate the landslide is also presented on Table 1 (presented at the rear of the text). The landslide deposits include graben material (and associated colluvial soils), relatively undisturbed blocks of formational material and weathered formational material consisting of soils characteristic of the on-site bedrock units (i.e. silty sands and silty to sandy clays). Graben development at the head of the landslides appears to be moderate to relatively •6- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 minor dependmg on the amount of movement of the landslide. The landslide material is generally moderately fractured and jointed at depth and highly weathered near the surface and at the toe of the landslides. The landslide basal mpture surfaces, as observed in the bormgs, typically consisted of a paper-thin to 1/4-inch thick remolded clay seams. In general, the landslide basal mpture surfaces appear to correspond to either an existing clay seam or a weak zone in the formational claystone. Several of the smaller landslides shown on the Geotechnical Map (Plate 1) are shallow surficial slumps/debris flow deposits (generally less than 5 to 15 feet thick). These shallow surficial slumps or debris flows appear to have developed as a result of prior landslide activation, seepage zones and/or oversteepened canyon side-walls within highly weathered portions of the formational soils. Due to potentially instability concems and compressible nature, the landslide deposits within the limits of the planned grading are considered unsuitable for stmctural support in their present condition and remedial measures (i.e. buttressing with fill and/or removals of the unstable and potentially compressible portions) will be required. Preliminary recommendations for the stabilization of the landslides are presented in Section 4.2, on Table 1, and indicated on the Remedial Grading Map (Plate 2). With regard to the ancient landslides, site development appears feasible from a geotechnical standpoint. However, Landslides Numbers 5, 9, 9A, and 12, all of which, extend off-site (or outside the proposed limits of grading).may require off-site grading in order to mitigate the landslide. 2.2.6 Santiago Formation (Map Symbol - Ts) The Tertiary-aged Santiago Formation, as encountered during our field investigation, consists primarily of massively bedded sandstones and claystones/siltstones. The siltstones and claystones generally are olive green to gray (unweathered), damp to moist, stiff to hard, moderately weathered, fractured and sheared. The sandstone generally consists of orange brown (iron oxidized staining) to light brown, damp to moist, dense to very dense, silty fine to medium grained sandstone. In previous reports this unit was classified and mapped as the Delmar Formation and Torrey Sandstone. Recent publications (including Tan and Kennedy, 1996) classify these units in north San Diego County as the Santiago Formation. When reviewing the boring and french logs from previous investigations, this recent change should be taken into account. 4 -7- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 2.3 Geologic Stmcture The general stmcture of the bedrock appears to be near horizontal. Based on the subsurface data, bedding within the Santiago Formation generally exhibits variable bedding with sfrikes ranging from northwest to northeast and dips typically 5 to 15 degrees to the southeast and northwest. Locally, cross bedding was observed with dips steeper than 15 degrees. Clay seams and/or landslide mpture surfaces encountered in the borings generally trend parallel to the bedding. Jointing on-site is very variable, but predominantly frends subparallel to the existing slopes. Jointing dips were found to be generally moderately to steeply dipping. Jointing was mainly encountered in the upper portion of the bedrock becoming less pronounced with depth. Randomly oriented shears were encoimtered mainly in the Santiago Formation claystone and siltstone. Numerous wide, diffuse zones of shearing, as well as more well-defined zones, were encountered in the bedrock, and are thought to be the resuh of regional tectonic shearing of the relatively stiff and unyielding siltstone and claystone. 2.4 Fauhing Our discussion of faults on the site is prefaced with a discussion of Califomia legislation and state policies conceming the classification and land-use criteria associated with faults. By definition of the Califomia Mining and Geology Board, an active fauh is a fault that has had surface displacement within Holocene time (about the last 11,000 years). The State Geologist has defined a potentiallv active fault as any fault considered to have been active during Quatemary time (last 1,600,000 years) but that has not been proven to be active or inactive. This definition is used in delineating Fault-Rupture Hazard Zones as mandated by the Alquist-Priolo Earthquake Fault Zoning Act of 1972 and as most recently revised in 1997. The intent of this act is to assure that unwise urban development does not occur across the traces of active faults. Based on our review of the Fault-Rupture Hazard Zones, the site is not located within any Fault-Rupture Hazard Zone as created by the Alquist-Priolo Act (Hart, 1997). San Diego, like the rest of southem Califomia, is seismically active as a result of being located near the active margin between the North American and Pacific tectonic plates. The principal source of seismic activity is movement along the northwest-trending regional fault zones such as the San Andreas, San Jacinto and Elsinore Faults Zones, as well as along less active fauhs such as the Rose Canyon Fault Zone. Our review of geologic literature pertaining to the site and general vicinity indicates that there are no known major or active faults on or in the immediate vicinity of the site (Weber, 1982, and Jennings, 1994). Evidence for faulting was not encountered during our field investigation. The nearest known active fault is the Rose Canyon Fault Zone, which is considered a Type B Seismic Source based on the 1997 Uniform building Code (UBC), and is located approximately 7.0 miles (11.2 kilometers) west of the site. Because of the lack of known active faults on the site, the potential for surface mpture at the site is considered low. 4 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 2.5 Seismic Considerations The principal seismic considerations for most stmctures in southem Califomia are surface mpturing of fauh fraces and damage caused by ground shaking or seismically induced ground settlement. The possibility of damage due to ground mpture at the site is considered low since active faults are not known to cross the site. Hazards from seiches and tsunamis are not present as the site is located away from the immediate coastal area and there are no large standing bodies of water in or near the site. The seismic hazard most likely to impact the site is ground-shaking resulting from an earthquake on one of the major regional faults. The effects of seismic shaking can be reduced by adhering to the most recent edition of the Uniform Building Code and design parameters of the Stmctural Engineers Association of Califomia. 2.5.1 Liquefaction and Dynamic Settlement Liquefaction and dynamic settlement of soils can be caused by sfrong vibratory motion due to earthquakes. Research and historical data indicate that loose granular soils underlain by a near-surface ground water table are most susceptible to liquefaction, while the stability of most silty clays and clays is not adversely affected by vibratory motion. Because of the dense nature of the underlying formational material and lack of a shallow permanent groundwater table, it is our opinion that the potential for liquefaction or seismically induced dynamic settlement across the majority of the site due to the design earthquake is low. However, relatively shallow groundwater and loose sandy soils are present in the main canyons and the potential for liquefaction of these in considered moderate unless provisions to mitigate the potential liquefaction are not performed during site grading. We anticipate that after the removal of the unsuitable material above the ground water table, placement of fill soils on the order of 15 to 20 feet above the current grades in these areas and consolidation of the saturated sandy soils occur (after the placement of the fill soils), the potential for surface manifestation of liquefaction in these areas will be low. 2.5.2 Uniform Building Code Seismic Parameters The site is located within Seismic Zone 4. The closest active fauh is the Rose Canyon Fauh Zone, which is considered a Type B Seismic Source (per 1997 UBC criteria) and is located approximately 7.0 miles (11.2 kilometers) west of the site. The closest Type A Seismic Source is the Julian segment of the Elsinore Fauh Zone, which is located approximately 23.5 miles (38 kilometers) east of the site. The soil profile type at the site, following the planned grading is anticipated to be Sc. Near source factors of Na = 1.0 and Nv= 1.0 are considered appropriate base on the seismic setting. Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 2.6 Ground Water Ground water was encountered in a number of the exploratory borings and frenches excavated across the site. Random seepage zones were also encountered in some of the exploratory borings and surface water was observed in the south flowing dramage on the west side of the site and in the large west flowing drainage (along proposed Poinsettia Lane) in the southernmost portion of the site. The approximate depths and elevations of the encountered ground water are depicted on the boring and french logs (Appendix B). The ground water table encountered in the main drainages is generally perched ground water within the alluvial soils. The ground water that was encountered in the main canyons of the site at the time of our preliminary and supplemental investigations was approximately 5 to 20 feet below the existing ground surface. Ground water seepage zones in the on-site formational material was encountered at slightly elevated depths relative to the ground water depths in the adjacent drainages as the ground water table will generally follow the overlying topography, although with less relief Seasonal fluctuations of surface water and ground water should be expected. Subdrains are recommended in the canyon removal areas and the butfress and stability fills as indicated in Appendix D. The approximate location of recommended canyon subdrains are depicted on the Remedial Grading Map (Plate 2). Specific subdrain recommendations will be made when more detailed grading plans are developed. It should be noted that ground water levels might vary at the time of constmction from those elevations encountered during our preliminary and supplemental investigations. Since the elevations at which ground water was encountered were generally below anticipated finish grade elevations, it is our opinion that ground water related problems should be minimal provided the recommendations presented in this report are incorporated into the design and constmction of the project. It is our recommendation, however, that periodic inspection be made by either our soil engineer or engineering geologist during the grading operations and/or constmction for the presence of ground water. Remedial measures, if any, can be recommended on a case-by-case basis during the grading and constmction operations. 2.7 Engineering Characteristics of On-site Soils Based on the results of our current geotechnical investigation, previous geotechnical investigations of the site (Appendix A), laboratory testing of representative on-site soils, and our professional experience on adjacent sites with similar soils, the engineering characteristics of the on-site soils are discussed below. 2.7.1 Expansion Potential The expansion potential of the on-site soils ranges from very low to very high. The sandstone within the Santiago Formation and sandy surficial soils are anticipated to be in the very low to moderate expansion range. The siltstone and claystone of the Santiago Formation, as well as the clayey topsoil, alluvium, and colluvium are anticipated to have a medium to very high expansion potential. Geotechnical observation and/or laboratory testing upon completion of the graded pads are recommended to determine the actual expansion potential of finish grade soils on the graded lots. To reduce the possibility of having expansion soils at or near finish pad grades, the clayey soils should be placed in deeper fill areas or outside the limits of the building pads. In addition, building pads 4 -10- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 consisting of highly expansive soils may be overexcavated and replaced with fill soils having a lower expansion potential. 2.7.2 Soluble Sulfate Content Based on our professional experience on adjacent sites, the on-site soils should posses a negligible to moderate soluble sulfate content. However, some of the soils may possess a high sulfate content. Laboratory testing should be performed on the soils placed at or near fmish grade after completion of site grading. 2.7.3 Excavation Characteristics With the exception of localized cemented zones within the Santiago Formation, it is anticipated that the on-site sedimentary and surficial soils may be excavated with conventional heavy-duty constmction equipment. Localized cemented zones may require heavy ripping. If a significant amount of oversize material (typically over 8 inches in maximum dimension) is generated, it should be placed to prevent possible settlement of the soil around the rocks, as recommended in Section 4.1 and Appendix D. 2.7.4 Earthwork Shrinkage and Bulking The volume change of excavated on-site materials upon recompaction as fill is expected to vary with materials and location. Typically, the surficial soils and bedrock materials vary significantly in natural and compacted density, and therefore, accurate earthwork shrinkage/bulking estimate cannot be determined. However, the following factors (based on the results of our subsurface investigations, laboratory testing, geotechnical analysis and professional experience on adjacent sites) are provided on Table 2 as guideline estimates. If possible, we suggest an area where site grades can be adjusted be provided as a balance area. Table 2 Earthwork Shrinkage and Bulking Estimates Geologic Unit Estimated Shrinkage/bulking Topsoil/AUuvium/Colluvium 5 to 15 percent shrinkage Landslide Deposits 0 to 10 percent shrinkage Santiago Formation 3 to 7 percent bulking* * The clayey and more cemented sandy soils of the Santiago Formation are anticipated to bulk more than the slightly friable sands. 11 -Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 2.8 Slope stabilitv Our review of the 200-scale tentative fract map/grading plan (PDC, 2001b) indicates that the proposed cut and fill slopes on the site are proposed at a maximum inclination of 2:1 (horizontal to vertical) and up to approximately 50 and 70 feet in height, respectively. Our analysis indicates that the proposed fill slopes will have a deep-seated factor of safety of at least 1.5. With regard to natural slopes, our geotechnical analysis indicates the natural slopes should be grossly stable provided unforeseen geologic conditions are not present. However, our analysis indicates that some ofthe proposed cut slopes (especially cut slopes composed of claystones/siltstones of the Santiago Formation) may be surficially unstable and remedial measures such as the constmction of replacement/stability fills along the slope faces will be required. Slope stability analysis was also performed in areas underlain by landslides. Our analysis indicates that buttresses will be required in order to provide a minimum factor-of-safety of 1.5 or greater for slopes or grading pads proposed in areas of landslides. The recommended preliminary butfresses are presented on the Remedial Gradmg Map (Plate 2) and on the applicable Geologic Cross-Sections (Figures 2 through 14). It should be noted that additional analysis will be required after more detailed grading plans are developed. Specific preliminary recommendations conceming the stability of the slopes are presented in Section 4.2. 2.9 Settlement of Deep Fills Settlement of deep compacted fill soils occurs in two manners. One is short-term (elastic) settlement due to the weight of the overlying fill soils compressing the soil and driving the water out ofthe soil stmcture (consolidation). This typically occurs during or within a few months after the completion of grading. In general, silty to clayey soils will compress more slowly than sandy/granular soils. The second manner is long-term settlement, which typically occurs on the order of years after the fill soils are placed and is triggered by the additional wetting of the soils due to irrigation/precipitation. This occurs even to properly compacted fill soils and even though subdrains are installed. Silty to clayey soils typically settle as much as two times the amount that sandy soils will. Preliminary recommendations are presented in Sections 4.1.6 and 4.4. 12- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 3.0 CONCLUSIONS Based on the results of our supplemental geotechnical investigation at the subject site and our review of the previous geotechnical reports applicable to the site (Appendix A), it is our professional opinion that the proposed mass grading of the Bressi Ranch property is feasible from a geotechnical standpoint, provided the following conclusions and recommendations are incorporated into the project plans, specifications, and followed during the site grading operations. The following is a summary of the geotechnical factors, which may effect development of the site. • Based on our subsurface exploration and review of pertinent geotechnical reports, the site is underlain by the Santiago Formation, landslide deposits, alluvium, colluvium, topsoil and documented and undocumented fill soils. • The undocumented fill, topsoil, colluvium, alluvium and weathered formational materials are considered unsuitable in their present state and will require removal and recompaction in areas of proposed development or future fill. • Due to potentially instability concems and compressible nature, the landslide deposits within the limits of the planned grading are considered unsuitable for structural support in their present condition and remedial measures (i.e. buttressing with fill and/or removals of the unstable and potentially compressible portions) will be required. Preliminary recommendations for the stabilization of the landslides are presented in Section 4.2, on Table 1, and indicated on the Remedial Grading Map (Plate 2). • Siltstone and claystone soils of the Santiago Formation are highly to very highly expansive. These expansive soils should either be removed where present within 5 feet of finish pad grades and replaced with soil having a lower expansion potential or a special foundation design (i.e. post-tensioned design) should be provided. • The existing on-site soils appear to be suitable material for use as fill provided they are relatively free of rocks (larger than 8 inches in maximum dimension), organic material and debris. • Active fauhs are not known to exist on or in the immediate vicinity of the site. Because of the lack of known active faults on the site, the potential for surface mpture at the site is considered low. • The mam seismic hazard that may affect the site is ground shaking from one of the active regional faults. • Evidence for fauhing was not encountered during our field investigation. The nearest known active fault is the Rose Canyon Fauh Zone, which is considered a Type B seismic source based on the 1997 Uniform building Code (UBC), and is located approximately 7.0 miles (11.2 kilometers) west of the site. • Due to the clayey and/or relatively dense nature of the on-site soils, the potential for liquefaction and dynamic settlement of the site is considered unlikely, provided the recommendations for site grading (as indicated in Section 4.1 and Appendix D) are adhered to. However, relatively shallow groundwater and loose sandy soils are present in the main canyons and the potential for liquefaction of these in 4 -13-Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 considered moderate unless provisions to mitigate the potential liquefaction are not performed during site grading. The ground water table was encountered in the on-site alluvium/colluvium at depths from approximately 5 to 20 feet below the existing ground surface of the main drainages. In general, the ground water table within the main canyon along proposed Poinsettia Lane is anticipated to be on the order of 5 to 10 feet in depth while the north-south trending canyons on the west and east sides are on the order to 10 to 20 feet in depth. Localized seeps were also observed in a number of the large-diameter borings at various elevations with the formational material. However, ground water on the site is not anticipated to be a significant factor during site grading and subsequent development. If ground water seepage conditions are encountered during site development, recommendations to mitigate the conditions can be made on a case-by-case basis at that time. The expansion potential of the on-she soils ranges from very low to very high. The sandstone within the Santiago Fonnation and sandy surficial soils are anticipated to be in the very low to moderate expansion range. The siltstone and claystone of the Santiago Formation, as well as the clayey topsoil, alluvium, and colluvium are anticipated to have a medium to very high expansion potential. Based on our professional experience on adjacent sites, the on-site soils should posses a negligible to moderate soluble sulfate content. However, some of the soils may possess a high sulfate content. With the exception of localized cemented zones within the Santiago Formation, it is anticipated that the on-site sedimentary and surficial soils may be excavated with conventional heavy-duty constmction equipment. Localized cemented zones may require heavy ripping. All oversized material should be placed in accordance with the recommendations presented in Section 4.0 and Appendix D to minimize settlement of the material around the oversized rocks. In general, when recompacted as fill soils, the surficial units (including landslide deposits, topsoil, colluvium, alluvium, etc.) are anticipated to shrink and the bedrock materials are likely to bulk. It is anticipated that any plarmed major cut slopes that will be comprised of siltstones and/or claystones of the Santiago Formation will require stabilization measures to mhigate potential surficial instability. A detailed discussion on slope stability is provided in Section 4.2. Potential settlement of relatively deep fills is anticipated to mainly occur during or within a few months following the completion of grading. However, areas of deep fill should be monitored to ensure that the majority of the settlement occurs prior to constmction of stmctures and other settlement sensitive improvements. In addition, lots underlain by fill differential thicknesses in excess of 20 feet will require the utilization of a special foundation design (i.e. a post-tensioned slab design). The potential for long term settlement of the alluvial materials within the main canyons, if not removed during grading, is potentially significant. 14- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 4.0 RECOMMENDATIONS 4.1 Earthwork We anticipate that earthwork during the mass grading operations at the site will consist of site preparation, removals of unsuitable soil, excavation of cut material, fill placement, and french excavation and backfill. We recommend that earthwork on-site be performed in accordance with the following recommendations, the City of Carlsbad grading requirements, and the General Earthwork and Grading Specifications for Rough-Grading (GEGS) included in Appendix D. In case of confiict, the following recommendations shall supersede those included as part of Appendix D. 4.1.1 Site Preparation Prior to the grading of areas to receive stmctural fill or engineered stmctures, the areas should be cleared of surface obstmctions, any existing debris, unsuitable material (such as desiccated documented fill soils, undocumented fill soils, topsoil, colluvium, alluvium, landslide deposits, and weathered formational materials) and sfripped of vegetation. Vegetation and debris should be removed and properly disposed of off-site. Holes resulting from the removal of buried obstmctions that extend below finished site grades should be replaced with suitable compacted fill material. Areas to receive fill and/or other surface improvements should be scarified to a minimum depth of 6 to 12 inches, brought to an above-optimum moisture condition, and recompacted to at least 90 percent relative compaction (based on American Standard of Testing and Materials [ASTM] Test Method D1557). 4.1.2 Removal and Recompaction of Unsuitable Soils As discussed in Sections 2.2 and 3.0, portions of the site are underlain by unsuitable soils, which may settle under the surcharge of fill and/or foundation loads. These materials include desiccated documented fill soils, undocumented fill soils, topsoil, colluvium, alluvium, landslide deposits and weathered formational material. Compressible materials not removed by the planned grading should be excavated to competent material, moisture conditioned or dried back (as needed) to obtain an above-optimum moisture content, and then recompacted prior to additional fill placement or surface improvements. The actual depth and extent of the required removals should be determined during grading operations by the geotechnical consultant; however, estimated removal depths are summarized below. 1) Existing Documented Fill The desiccated upper portion of the existing documented fills located in the eastem and southeastem portions of the site (associated with the grading of Carrillo Ranch) should be removed to competent fill prior to placement of additional fill. These materials can be utilized as fill materials provided they are moisture conditioned and free of deleterious materials. The estimated removal depths of the desiccated documented fills are anticipated to be on the order of 1 to 5 feet. However, deeper removals may be required along the edges of the fill where left-in-place unsuitable 4 15- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 soils may be present below the 1:1 (horizontal to vertical) removal edge extending from the existing toe-of-slope down undemeath the fill. 2) Existing Undocumented Fill The existing undociomented fills should be completely removed prior to placement of additional fill. These materials can be utilized as fill materials provided they are moisture conditioned and free of deleterious materials. The estimated removal depths of the undocumented fill soils range from 1 to more than 25 feet in depth. All frash, constmction debris, and decomposable material should be removed and disposed of off-site. 3) Topsoil Areas to receive fill which are on slopes flatter than 5:1 (horizontal to vertical) and where normal benching would not completely removed the topsoil, should be sfripped to suitable formational material prior to fill placement. Topsoil is expected to be generally 1 to 4 feet thick, although localized deeper accumulations may be encountered during grading. 4) Alluvium and Colluvium In cut and fill areas, colluvial and alluvial materials should be completely removed to competent material. Where the alluvium/colluvium is located above the water table, this will most likely entail complete removal of these materials to competent bedrock. In areas where a shallow water table prevents the removal of these materials using conventional earthmoving equipment, (i.e. scrapers), we recommend the remaining material be removed by top loading (wet removal) or be surcharged and drained with wick drains. At the present time, we recommend further investigation of the areas where shallow ground water is present within the alluvial soils in order to determine the compressibility characteristics of the alluvial soils. Based on the results of the additional evaluation, specific geotechnical recommendations can be provided conceming the mitigation of the deep saturated alluvium and fill soils placed in these areas. 5) Landslide Deposits The landslide deposits within the limits of the planned grading should be removed to competent material during site grading in order to remove the highly disturbed and weathered material. The actual depth of sfripping or overexcavation should be determined during grading based on field observations by the geotechnical consultant. However, preliminary recommendations relative to the removals of the landslides are presented on Table 1 for each of the mapped landslides on the site. Additional and/or specific recommendations may be made during the grading plan review after the completion of more detailed grading plans are developed. 4 -16- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 4.1.3 Excavations Excavations of the on-site sedimentary and surficial materials may generally be accomplished with conventional heavy-duty earthwork equipment. Localized cemented zones in the Santiago Formation may be encountered that may require heavy ripping. All oversized rock that is encountered should be placed as fill in accordance with the recommendations presented Appendix D. 4.1.4 Cut/Fill Transhion Conditions In order to reduce the potential for differential settlement in areas of cut/fill fransitions, we recommend the entire cut portion of the fransition building pads be overexcavated and replaced with properly compacted fill to mitigate the fransition condition beneath the proposed stmcture. For fransitions less steep than a 2:1 (horizontal to vertical), the overexcavation of the cut portion of the building pad should be a minimum of 4 feet below the planned finish grade elevation of the pad. For cut/fill fransitions steeper than a 2:1 (horizontal to vertical) and for transitions beneath muhi-unit and large commercial stmctures, site specific overexcavation recommendations should be made after the final grading and development plans are completed. All overexcavations should extend laterally at least 10 feet beyond the building perimeter or footprint. 4.1.5 Fill Placement and Compaction The on-site soils are generally suitable for use as compacted fill provided they are free of organic material, trash or debris, and rock fragments larger than 8 inches in maximum dimension. All fill soils should be brought to above-optimum moisture conditions and compacted in uniform lifts to at least 90 percent relative compaction based on the laboratory maximum dry density (ASTM Test Method D1557). The optimum lift thickness required to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fill should be placed in lifts not exceeding 8 inches in compacted thickness. Placement and compaction of fill should be performed in general accordance with the current City of Carlsbad grading ordinances, sound constmction practices, and the General Earthwork and Grading Specifications of Rough-Grading presented in Appendix D. 4.1.6 Settlement of Deep Fills Subsequent to removals of compressible soils, fills of up to approximately 70 to 80 feet in thickness are planned on the site. Our experience and analysis indicates that potential settlement in these deep fill areas maybe on the order of 10 inches (depending on compactive effort) and may take as long as 6 months (or longer) to occur. Most of this settlement is anticipated to occur during grading. We anticipate that post constmction settlement of onsite fills to be on the order of a maximum of 3 inches. Release of building pad areas for constmction of stmctures in fill areas deeper than 50 feet should be made based on the results of surface settlement monuments placed at the completion of grading. I - 17-Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 Provisional information indicates the release of building pads for constmction in areas not underlain by saturated alluvium will be on the order of 3 months following grading. 4.1.7 Expansive Soils and Selective Grading The laboratory test results and our professional experience with similar materials on sites in the vicinity indicate that the on-site soils possess a very low to very high expansion potential. As a result, the presence of highly expansive materials within 5 vertical feet from finish grade will require special foundation and slab considerations (i.e. the use of a post- tension foundation system). In general, this condition should be limited to finish grade pads comprised of Santiago Formation claystone or siltstone (generally below an approximate elevation of 270 to 300 feet msl across the site) or where these materials are utilized as compacted fill within 5 feet of finish grade. As an altemative to the use of a post-tension foundation system on lots possessing a medium to very high expansion potential, the building pads may be overexcavated a minimum of 5 feet below finish pad grade and replace with properly compacted fill possessing very low to low expansion potential (i.e., the sandy soil of the Santiago Formation present in the higher elevations of the site. Should this altemative be chosen, the overexcavation should extend across the entire lot and be graded such that water does not accumulate beneath the stmctures (by providing a minimum 2 percent fall of the overexcavation bottom towards the sfreet or existing fill). 4.2 Slope Stabilitv Review of the 200-scale tentative fract map/grading plans (PDC, 2001b), indicates that cut and fill slopes will be constmcted to maximum heights on the order of 50 and 70 feet, respectively. We understand that these finished slopes are planned at inclinations of 2:1 (horizontal to vertical) or flatter. Based on the results of our investigation and geologic interpretations, the proposed slopes were analyzed for gross stability utilizmg the STABL slope stability program and surficial stability using the infinite slope equation with steady-state seepage. The parameters utilized in our slope stability analysis are based on our laboratory testing, our experience with similar soil types, and our professional judgment. The parameters utilized in the slope stability analysis are presented on Table 3. A summary of our slope stability analyses is presented below. 4 18- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 Table 3 Slope Stability Soil Parameters Material Moist Unit Weight (pcf) Saturated Unit Weight (pcf) Friction Angle (degrees) Cohesion (psf) Artificial Fill Soils 125 130 25 200 Quatemary Alluvium 125 130 18 100 Landslide Material 125 130 18 100 Clay Seam/Rupture Surface 120 125 8 100 Santiago Formation (sandstone) 130 135 30 300 Santiago Formation (claystone along bedding) 130 135 13.5 100 Santiago Formation (claystone across bedding) 130 135 30 300 4.2.1 Deep-Seated Stabilitv 1) Fill Slopes The materials anticipated for use in fill slope grading will predominantly consist of sandy and silty to clayey soils of the Santiago Formation. Our analysis, assuming homogeneous slope conditions, indicates the anticipated fill slopes up to the maximum proposed heights of 70 feet will have a calculated factor of safety of 1.5 or greater with respect to potential, deep-seated failure. The proposed slopes should be constmcted in accordance with the recommendations of this report, the attached General Earthwork and Grading Specifications for Rough-grading (Appendix D), and City of Carlsbad grading code requirements. 2) Cut Slopes/Landslide Stabilization Engineering analysis of the proposed 2:1 (horizontal to vertical) cut slopes up to a maximum height of approximately 50 feet indicates the deep-seated stability of the slopes, in general, are stable from a geotechnical standpoint provided adverse geologic conditions are not present. The results of our stability analysis indicate that proposed cut slopes have a static factor of safety in excess of 1.5 for gross stability after remedial grading is performed (i.e. the constmction of buttresses) and our geotechnical recommendations are adhered to. -19-Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 However, cut slopes consisting of Santiago Formation claystones and siltstones may be surficially unstable and may require the constmction of stability or replacement fills on the slopes. Based on our subsurface exploration (Appendix B), we anticipate that the majority of the cut slopes below an approximate elevation of 270 to 300 feet msl will consist of Santiago Formation claystones and siltstones. The stability fill keys should be constmcted a minimum of 15 feet wide, at least 5 feet below the toe-of- slope grade, and have a minimum 2 percent into-the-slope inclination. The approximate locations of the stability fill keys are presented on the Remedial Grading Map (Plate 2). A typical detail for stability fill constmction is provided in the attached General Earthwork and Grading Specifications (Appendix D). In addition. Geologic Cross-Sections A-A' through M-M' (Figures 4 through 17) were prepared in areas of landslides to fiirther evaluate slope stability and to provide buttress designs, where appropriate, to increase the overall slope static factor-of-safety to at least a 1.5. Where butfresses are recommended, the preliminary dimensions are presented on the appropriate cross-section. A summary of the landslides is presented on Table 1. Prior to constmction of the recommended butfresses presented herein, the provisional stability recommendations should be reviewed and additional butfress design analysis performed based on the actual design grading plans. We recommend the geotechnical consultant document and geologically map all excavations including cut slopes during grading. The purpose of this mapping is to substantiate the geologic conditions assumed in our analyses. Additional investigation and stability analysis may be required if unanticipated or adverse conditions are encountered during site development. 3) Slope Face Compaction and Finishing Due to the high expansion potential of the claystones and siltstones within the Santiago Formation, special compaction procedures will be necessary in order for the specified compaction to be achieved out to the slope face. Soils placed within 15 feet of the face of slope should consist of a mixture of clay and sand. The sole use of highly expansive clayey or clean sandy material within 15 feet of the face of slope should be avoided. Overbuilding the slope faces a minimum of 5 feet and frimming them back or frequent back-rolling with sheepsfoot compactors (at 1- to 3-foot vertical intervals) and back-rolling the completed slope with a short-shank sheepsfoot may be utilized to achieve the specified compaction of the slope face. 4) Stabilitv for Temporary Backcut Slopes During Grading The temporary backcut slopes that will be created during removal of unsuitable materials or constmction of the buttress and/or stabilization fills should have acceptable temporary factors of safety during grading. However, since there is still a small risk of slope instability, the possibility of temporary cut slopes failures may be reduced by: 1) keeping the time between cutting and filling operations to a minimum; 2) limiting the maximum length of back cut slopes exposed at any one time; 3) making removals at the head of the landslide before performing the buttress backcut near the toe of the landslide; and 4) cutting the temporary slopes at slope inclinations no steeper than 1-1/2:1 (horizontal to vertical) in locations of adverse geologic^nditions -20-Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 and 1:1 (horizontal to vertical) inclinations in other locations. In critical areas, we may recommend a confractor's representative observe the backcut for signs of instability during buttress constmction. Backcut safety is the responsibility of the confractor. It is of utmost importance to schedule the earthwork sequence such that the time between removal and recompaction is reduced to a minimum. Full-time geologic inspection should be performed during backcut excavation, not only to confirm the geologic conditions but also to provide early waming of incipient failure of the temporary excavations and to allow in-constmction reaction to accommodate such failures and keep their occurrence to a minimum. 4.2.2 Surficial Stabilitv Surficial stability of the 2:1 (or flatter) fill and cut slopes were evaluated during our supplemental investigation. Our calculations indicate a factor of safety in excess of 1.5 for surficial stability under 4-foot steady state seepage. However, due to the presence of potentially adverse geologic conditions, we have recommended stability fills along the slopes exposing Santiago Formation claystones or siltstones as discussed in Section 4.2.1, Part 2. 4.3 Control of Ground Water and Surface Waters Based on our preliminary and supplemental geotechnical investigations, it is our opinion that a permanent shallow ground water table does not currently exist at the site. However, a perched ground water condition is present within the alluvial soils in the main drainages of the property. The confrol of ground water in a hillside development is essential in order to reduce the potential for undesirable surface flow, hydrostatic pressure and the adverse effects of ground water on slope stability. We recommend that measures be taken to properly finish grade the site such that drainage water is directed away from top-of-slopes and away from proposed stmctures. No ponding of water should be permitted. Drainage design is within the purview of the design civil engineer. Even with these provisions, our experience indicates that shallow ground water/perched ground water conditions can develop in areas where no such ground water conditions existed prior to site development, especially in areas where a substantial increase in surface water infilfration results from landscape irrigation. We recommend that an engineering geologist be present during grading operations to observe and record possible future seepage areas and provide field recommendations for mitigation of future potential seepage. 4 •21 -Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 4.3.1 Canyon Subdrains hi order to help reduce the potential for ground water accumulation in the proposed fill areas, we recommend subdrains be installed in the bottoms of canyons fill areas (or on the sides of the removal if saturated alluvium is left-in-place) prior to fill placement. The canyon subdrains should consist of a 6-inch diameter PVC pipe surrounded by a minimum of 9-cubic feet (per linear foot) of 3/4-inch gravel wrapped in a filter fabric (Mirafi HON or equivalent). Where the subdrain is placed on fill in order to outlet the subdrain, the subdrain should consist of solid PVC pipe. The subdrain should have a minimum fall of at least 1 percent. Specific subdrain recommendations will be made upon our review of the final site grading plans. However, preliminary canyon subdrain locations are presented on the Remedial Grading Map (Plate 2). Details for subdrain constmction are provided in the attached General Earthwork and Grading Specifications (Appendix D). The actual need and/or location of canyon subdrains should be based on the evaluation of the configuration of the canyon bottoms by the geotechnical consultant after the removal of compressible soils have been completed. A representative of the project civil engineer should survey the installed subdrains for alignment and grade. Sufficient time should be allowed for the surveys prior to commencement of fill placement operations over the subdrain. The subdrain outlets should be installed to discharge water into poshive drainage devices (e.g. storm drain boxes, natural canyon bottoms, etc.). 4.3.2 Buttress and Stabilitv Fill Subdrains Subdrains should be provided in the buttress and stability fills consfructed on-site in order to minimize slope instability. The subdrains should be placed along the heel of the butfress or stability fill key (across the entire length of the key) and along the backcut at approximately 30-foot vertical intervals. The subdrains should be placed and constmcted in accordance with the recommendations presented in Appendix D. 4.3.3 Cut Slope Seepage Conditions Due to the anticipated presence of relatively permeable soils (i.e. Santiago Formation sandstone) underlain by relatively impermeable formational claystone or siltstones exposed in cut slopes on the site, groundwater seepage conditions are likely at these contacts. Slopes exposing these conditions (especially when the area at the top of the slope will be irrigated and/or where stmctures will be located at the toe-of-slope) should be evaluated by the geotechnical consultant to determine if some type of subdrain system should be placed to intercept the groundwater seepage. Recommendations to mitigate the seepage conditions include installing a toe-of-slope subdrain system, installing a subdrain system at or slightly below the contact between the permeable and impermeable materials or by replacing the slope with a stability fill (discussed in Section 4.2.1, Part 2). 4 •22- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 4.4 Settlement Monitoring We recommend that fills greater than 50 feet in depth or where alluvium is left in place beneath the fill be monitored (by the placement of settlement monuments upon completion of rough-grading and periodic surveying). The number of settlement monuments necessary for monitoring and their placement locations should be determined following a review of the site grading plans by the project geotechnical consultant. Constmction of settlement-sensitive stmctures in these deep fill areas should be postponed until anticipated settlement is within tolerable limits based on the analysis of the geotechnical consultant. 4.5 Surface Drainage and Lot Maintenance Positive drainage of surface water away from stmctures is very important. No water should be allowed to pond adjacent to buildings or the top of slopes. Positive drainage may be accomplished by providing drainage away from buildings at a gradient of at least 2 percent for a distance of at least 5 feet, and further maintained by a swale of drainage path at a gradient of at least 1 percent. Where limited by 5-foot side yards, drainage should be directed away from foundations for a minimum of 3 feet and into a collective swale or pipe system. Where necessary, drainage paths may be shortened by use of area drains and collector pipes. Eave gutters also help reduce water infilfration into the subgrade soils if the downspouts are properly connected to appropriate outlets. Property owners should be reminded of the responsibilities of hillside maintenance practices (i.e., the maintenance of proper lot drainage; the undertaking of property improvements in accordance with sound engineering practices; and the proper maintenance of vegetation, including pmdent lot and slope irrigation). 4.6 Graded Slopes It is recommended that all graded slopes within the development be planted with drought-tolerant ground cover vegetation as soon as practical to protect against erosion by reducing mnoff velocity. Deep-rooted vegetation should also be established to protect against surficial slumping. Oversteepening of existing slopes should be avoided during fine grading and constmction unless supported by appropriately designed retaining stmctures. We recommend terrace drains on the slopes be designed by the civil engineer and be constmcted in accordance with current City of Carlsbad specifications. Design of surface drainage provisions are within the purview of the project civil engineer. -23-Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 4.7 Plan Review and Construction Observation The provisional recommendations contained in this report must be confirmed once the actual grading plans are available. At that time, additional investigation and analysis maybe required. Constmction observation of all on-site excavations and field density testing of all compacted fill should be performed by a representative of this office. We recommend that a geologist map all excavations during grading for the presence of potentially adverse geologic conditions. All footing excavations should be reviewed by this office prior to placing steel or concrete. -24-Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 5.0 LIMITATIONS The conclusions and recommendations in this report are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and tests. Such information is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological conditions can occur within small distances and under varying climatic conditions. Changes in subsurface conditions can and do occur over time. Therefore, the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton and Associates has the opportunity to observe the subsurface conditions during grading and consfruction of the project, in order to confirm that our preliminary findings are representative for the site. •25- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Table 1 971009-005 Geotechnical Summary of Existing Landslides Landslide Reference Number Location Geologic Conditions Conclusions and Recommendations 1 Eastem portion of PA-1 Landslide is a relatively large surficial slump. The landslide appears to have moved as a relatively incoherent mass of material. Failure was probably related to saturation conditions at the base of the weathered zone in the formational material (based on evidence of groimd water seepage zones observed in the area). The backscarp was identified in Exploratory Trench T-27. The thickness of landshde is unknown, but anticipated to be on the order of 10 to 15 feet. A buttress ^proximately 60 feet wide witii a depth of at least 10 feet below the proposed toe-of-slope is recommended to remove the landslide and stabilize the slope. A subdrain system at the heel of the key and panel drains in areas of observed and/or potential ground water seepage zones should also be anticipated. 2 Southeastem portion of PA-2 (Cross-Section E-E') Landslide is essentially the same as Landslide No. 1 (i.e. a relatively large surficial slump). The landslide appears to have moved as a relatively incoherent mass; of material. Failure was probably related to saturation conditions of the weathered zone based on evidence of ground water seepage zones observed in the area. The basal slip surfece was reportedly encountered in Exploratory Trench GT-42 at a depth of 8 feet below the ground surfece. Complete removal of the relatively large surficial slump to competent formational material within the limits of grading is recommended. The removal depth is estimated to be on the order of 10 to 15 feet. In addition, it should be anticipated that the proposed fill slope near the bottom of the landslide wiU require a buttress approximately 40 feet wide with a depth of at least 15 feet below the proposed toe-of-slope. A subdrain system including possible panel drains in areas of observed and/or potential ground water seepage zones should be anticipated. North central portion of OS-1 Landslide is a relatively large surficial slump. Landslide appears to have moved as a relatively incoherent mass of material. Failure was probably related to saturation conditions based on evidence of ground water seepage observed in the area. Thickness of landslide is unknown, but anticipated to be on the order of 10 to 15 feet. This landslide is outside the hmits of the proposed grading; and therefore, no remedial grading is needed. However, we reconmiend that the fill slope key excavation for the proposed fiU slope west of this landshde be geologically mapped to identify any evidence that the landslide may encroach into tiie fill slope key. CD CQ" Q3 =3 Q. > cn as o o CO Cf) o Table 1 Geotechnical Summary of Existing Landslides (continued) 971009-005 Landslide Reference Number Location Geologic Conditions Conclusions and Recommendations 4 Soutiieast side of OS-1 Landslide is a relatively large surficial slump. Landslide appears to have moved as a relatively incoherent mass of material. Failure was probably related to saturation conditions based on evidence of ground water seepage observed in the area. Thickness of landslide is unknown, but anticipated to be on the order of 10 to 20 feet. Complete removal of the relatively large surficial slump to competent formational material wifliin the limits of grading is recommended. The removal depth is estimated to be on the order of 10 to 20 feet In addition, it should be anticipated that the proposed fill slope above the landslide on the east side will require a fill slope/shear key approximately 15 feet wide with a depth of at least 5 feet below the proposed toe-of-slope. 5 East side of OS-1 and West side of PA-10 Landslide is a relatively large surficial slump. Landslide appears to have moved as a relatively incoherent mass of material. Failure was probably related to saturation conditions based on evidence of ground water seepage observed in the area. Thickness of landslide is unknown, but anticipated to be on the order of 10 to 20 feet. Complete removal of the relatively large surficial slump to competent formational material is recommended since the landslide is completely within the limits of grading. The removal depth is estimated to be on the order of 10 to 20 feet. A subdrain system including possible panel drains in areas of observed and/or potential ground water seepage zones may be needed. 6 Southwest side of PA-6 and northwest side of PA- 10 (Cross-Section D-D') Landslide complex is a relatively large and deep block- slide type landslide that may include more than one landslide mass. The landslide complex appears to have moved as at least two semi-competent blocks along a north to northwest dipping rapture surfece at an approximate elevation of 265 feet. Based on Borings LB-11 and LB-12, the upper approximately 25 feet of the landslide mass was found to be potentially compressible and unsuitable for the support of fill or surface improvements. Remove the potentially compressible soil to competent landslide material in the upper portion of the landslide. The removal depth is estimated to be on the order of 20 to 25 feet. The proposed in-fihing of the canyon to the northwest with compacted fill will effectively buttress the landslide complex. CD co" 5 O) o Z3 ^ CL " •^^ ° CO " S o O •< CIS o Table 1 971009-005 Geotechnical Summarv of Existing Landslides (continued) Landslide Reference Number Location Geologic Conditions Conclusions and Recommendations Northwestem portion of PA-11 (Cross-Section M-M') Landslide is assumed to be a moderately sized rotational type landslide. The landslide appears to have moved as a relatively coherent mass of material. Thickness of landslide is unknown, but anticipated to be on the order of20 to 35 feet thick. Constmction of a buttress on the order of 50 feet wide with a depth of approximately 30 feet is recommended along the proposed toe of the fill slope to completely remove the landshde. A subdrain system in the buttress is also recommended. Western portion of PA-11 Landslide is a moderately sized surficial slump. Landslide appears to have moved as a relatively coherent mass of material. Thickness of landslide is unknown, but anticipated to be on the order of 10 to 20 feet. Complete removal of the relatively large surficial slump to competent formational material within the limits of grading is recommended. The removal depth is estimated to be on the order of 10 to 20 feet. The proposed fill slope on the west side of the landslide will require a fill slope/shear key approximately 15 feet wide and 5 feet deep below the toe-of-slope. CD CQ" 5 Qi o CO ^ c/s o O % CO -< cn Southem portion of PA-11 and partially offsite to the south (Cross-Section L-L') Landslide complex is a relatively large and deep block- slide type landslide. The landslide likely failed along a clayseam or weak claystone bed at an elevation near the bottom of the adjacent drainage to the southeast. The landslide is estimated to be up to approximately 60 feet deep. It is not known how deep or the relative extent of the graben area, which wiU be located beneath a proposed fill slope. A second proposed fill slope is located near the bottom of the landslide just north of the property line. Some type of buttress will be required to stabilize the landslide and provide an adequate fector of safety for the proposed fill slopes. The estimated size of tiie buttress at the toe of the landslide is 100 feet wdde and 15 feet deep at the toe. A stobility fill/shear key is also recommended below the upper fill slope. This key should be a minimum of 15 feet wide and 10 feet deep below the proposed toe of slope. In addition, removal of the unsuiteble and potentially compressible portion of the landslide is also recommended. The estimated depth of these removals is on the order of 10 to 20 feet within the limits of the proposed grading. Additional investigation and analvsis are recommended to better define the landslide geometry and the buttress design. o Table 1 Geotechnical Summarv of Existing Landslides (continued) 971009-005 Landslide Reference Number Location Geologic Conditions Conclusions and Recommendations 9A Southem portion of PA-11 and partially offsite to the south (Cross-Section K-K') Landshde complex is a relatively smaU block-slide type landslide. Based on Geocon Boring GLB-15 located offsite, the landslide feiled along a clayseam within the Santiago Formation claystone at a depth of approximately 13 feet below the ground surfece (at an approximate elevation of 237 feet). The landslide is estimated to be up to approximately 25 to 30 feet deep. A fill slope is proposed on the upper portion of the landshde. A proposed cut slope on the off-site property wiU be made through the fi-ont of the landslide. Constraction of a buttress on the order of 60 feet wide with a depth of approximately 25 feet (or through the landslide rapture surface) is recommended along the proposed toe of the fiU slope located north of the property line. In addition removal of the upper approximately 5 to 10 feet of the landshde mass to competent material is also recommended. A subdrain system in the buttress is also recommended. 10 Southeastern comer of PA-11 (Cross-Section I-I') Landslide is a relatively small block-slide type landslide. The landslide rapture surfece was encountered in Boring LB-27 at an approximate depth of 16 feet below the ground surface (at an approximate elevation of 220 feet). It appears that the landslide failed along a weak clay bed within the Santiago Formation claystone. The landslide is estimated to be up to approximately 25 to 30 feet deep. A fill slope is proposed on the lower portion of the landslide north of the property line. Constraction of a buttress on the order of 60 feet wide with a depth of approximately 10 feet (or through the landslide rapture surface) is recommended along the proposed toe of the fill slope located north of the property line. In adcUtion removal of the upper approximately 5 to 10 feet of the landslide mass to competent material is also recommended. A subdrain system in the buttress is also recommended. 11 Southem portion of PA-8 and southeastem comer of PA-11 (Cross-Section H-H') Landslide is similar to Landslide No. 10 (i.e. a relatively small surficial slump). The landslide rapture surfece was encountered in Boring LB-26 at a depth of ^proximately 25 feet below the ground surfece (at an approximate elevation of 220 feet). It appears that the landslide feiled along a weak clay bed within the Santiago Fonnation claystone. The landslide is estimated to be up to approximately 25 to 30 feet deep. A proposed fill slope is proposed on the lower portion of the landslide north of the property line. Constraction of a buttress on the order of 60 feet wide with a depth of approximately 10 feet (or through the landslide rapture surface) is recommended along the proposed toe of the fill slope located north of the property line. In addition removal of the upper ^proximately 5 to 10 feet of the landslide mass to competent material is also recommended. A subdrain system in the buttress is also recommended. CD CQ" o" =5 03 ZD Q. > C/S cn O o Q/ CD" cn o Table 1 971009-005 Geotechnical Summarv of Existing Landslides (continued) Landslide Reference Number Location Geologic Conditions Conclusions and Recommendations 12 Southem portion of PA-8, southeastem portion of PA-11, and westem portion of PA-12 (Cross-Sections C-C and G-G') Landslide is relatively large and extends partially off- site to the south. The landslide appears to have moved as a semi-competent block on a rapture surface that is dipping approximately 5 degrees to the southeast. The landslide is estimated to be up to approximately 30 to 50 feet deep. The lower end of tiie landslide is likely buried by recent alluvium/colluvium. Based on the current proposed grades of PA-12, the fill on and in fi"ont of the lower portion of the landslide effectively buttresses the landslide, and therefore, no buttress key is required. However, the unsuiteble and potentially compressible portion of the landslide should be removed to competent material. Removal depths of the unsuiteble material are estimated to be on flie order of 20 to 30 feet deep. 13 Northwestem portion of PA-12 and the southem portion of OS-3 (Cross-Section F-F') Landslide is relatively large and extends partially into an open space area (OS-3). The landslide appears to have moved as a semi-competent block on a relatively flat rapture surfece. The landslide rapture surfece was encountered in Boring LB-7 at a depth of approximately 32.5 feet below the ground surface (at an ^proximate elevation of275 feet). It appears that the landslide feiled along a weak clay bed within the Santiago Fonnation claystone just above a sandstone unit The landslide is estimated to be approximately 35 to 80 feet thick. Some type of buttress will be required to stebilize the landslide. However, based on the current proposed grades, unknown geometry of the upper portion of the landslide, and our understanding that grading cannot occur within the open space area dictetes that a buttress cannot be designed witiiin the current parameters. An additional investigation and analvsis are recommended to better define the landslide geometrv and the buttress design and/or design grades in front of the landslide 13 Northwestem portion of PA-12 and the southem portion of OS-3 (Cross-Section F-F') Landslide is relatively large and extends partially into an open space area (OS-3). The landslide appears to have moved as a semi-competent block on a relatively flat rapture surfece. The landslide rapture surfece was encountered in Boring LB-7 at a depth of approximately 32.5 feet below the ground surface (at an ^proximate elevation of275 feet). It appears that the landslide feiled along a weak clay bed within the Santiago Fonnation claystone just above a sandstone unit The landslide is estimated to be approximately 35 to 80 feet thick. need to be raised in order stebilize the landshde. 14 b Southem portion of PA-13 Landslide is a relatively small block-shde type landshde. The landslide rapture surfece is anticipated to be at the same qiproximate elevation as Landslide 15 (i.e. ^proximately 190 feet) within a clayey siltstone bed of the Santiago Fonnation. The landshde is estimated to be up to approximately 25 to 30 feet deep. The lower end of the landslide is likely buried by recent alluvium/colluvium. Removal the potentially compressible soil to competent landslide material in the upper portion of the landslide is recommended. The removal depth is estimated to be on the order of 10 to 15 feet The proposed in-filling of the canyon to the west wiU effectively buttress the landslide. In addition, it should be anticipated tiiat the upper end of the landslide will need to be completely removed to competent formational material outside the proposed grading limits in order to stabilize the natural slope. A key approximately 15 feet wide should be constracted in this area. As an altemative, a building setback from the landslide may be provided. CD CQ" 5 QJ o 13 ^ CL. o CA) " S 0 O 1 CD < C/s =3 O Table 1 Geotechnical Summarv of Existing Landslides (continued) 971009-005 Landslide Reference Number Location Geologic Conditions Conclusions and Recommendations 15 Southem portion of PA-13 (Cross-Section J-J') Landslide is essentially the same as Landslide No. 14 (i.e. a relatively small block-slide type landslide). The landslide rapture surface was encountered in Boring LB-6 at an approximate depth of 26 feet below the ground surfece (at an approximate elevation of 190 feet). It appears that the landslide failed along clayey siltstone bed directiy below a cemented zone within the Santiago Formation. The landslide is estimated to be up to approximately 25 to 30 feet deep. The lower end of the landslide is likely buried by recent alluvium/colluvium. Removal the potentially compressible soil to competent landslide material in the upper portion of the landslide is recommended. The removal depth is estimated to be on tiie order of 10 to 15 feet. The proposed in-filling of the canyon to the west witii compacted fill will effectively buttress the landslide. In addition, it should be anticipated that the upper end of the landslide wiU need to be completely removed to competent formational material outside the proposed grading limits in order to stebilize the natural slope above the proposed relatively flat building pad. A key approximately 15 feet wide should be constracted in this area. 16 Northem portion of PA-13 Landslide is a relatively small block-slide type landslide. The landslide rapture surface was encountered in Boring LB-14 at an approximate deptii of 34 feet below the ground surfece (at an approximate elevation of 200 feet) near the top of a claystone bed within the Santiago Fonnation. The landslide is estimated to be up to approximately 35 to 40 feet deep. The lower end of the landslide is likely buried by recent alluvium/colluvium. Removal the potentially compressible soil to competent landslide material in the upper portion of the landslide is recommended. The removal depth is estimated to be on the order of 10 to 15 feet The proposed in-filling of the canyon to the west with compacted fill wiU effectively buttress the landslide. 17 u Northem portion of PA-13 Landslide is essentially the same as Landshde No. 16 (i.e. a relatively small block-shde type landslide). The landslide rapture surface is anticipated to be at the same approximate elevation as Landslide 16 (i.e. ^proximately 200 feet) within a clayey siltstone bed of the Santiago Formation. The landslide is estimated to be up to approximately 25 to 30 feet deep. The lower end of the landslide is likely buried by recent alluvium/colluvium. Removal the potentially compressible soil to competent landslide material in the upper portion of the landslide is recommended. The removal depth is estimated to be on the order of 10 to 15 feet The proposed in-fiUing of the canyon to the west with compacted fill will effectively buttress the landslide. CD CQ" Qi Z3 Q. > cn cn o o 2i CD" c/s Table 1 971009-005 Geotechnical Summarv of Existing Landslides (continued) Landslide Reference Number Location Geologic Conditions Conclusions and Recommendations 18 OS-3 and OS-7? And northwest portion of PA- 13 Landslide is a moderately sized surficial slump. Landslide appears to have moved as a relatively coherent mass of material. Thickness of landslide is unknown, but anticipated to be on the order of 10 to 20 feet Complete removal of the relatively large surficial slump to competent formational material within the limits of grading is recommended. A building setback may be required adjacent to the landslide (due to the unsteble landshde in the open space/natural slope above the building pad to the west). As an altemative, grading m the open space may be performed to stabilize tiie upper portion of the landslide outside the limits of grading. 19 OS-3 and OS-7? And northwest portion of PA- 13 (Cross-Section A-A') Landslide is a moderately sized block-slide type landslide. The landslide appears to have moved as a semi-competent block on a rapture surface that is dipping approximately 10 to 12 degrees to the east. The landslide rapture surface was encountered in Boring LB-20 at an approximate depth of 18 feet below the ground surfece (at an approximate elevation of242 feet) within a weak claystone bed in the Santiago Formation. The landslide is estimated to be up to approximately 20 to 25 feet deep. The lower end of the landslide is likely buried by recent alluvium/colluvium. The proposed in-fiUing of the canyon to the west with compacted fill will effectively buttress the landslide. However, the landslide should be removed to competent formational material from a 1:1 projection down and away from the limits of fiU. 20a and 20b OS-4 Landslide complex appears to be a relatively large block-slide type landslide completely located in an open space area. Since the landslide is completely within an open space area, no remedial grading is required. 21aand21b OS-4 Landslide complex appears to be a relatively large block-slide type landslide completely located in an open space area. Since the landslide is completely within an open space area, no remedial grading is required. CD CQ" Qi 13 Q. > cn cn O o Q/ CD" c/s crs Table 1 971009-005 CD (Q" Geotechnical Summarv of Existing Landslides (continued) Landslide Reference Number Location Geologic Conditions Conclusions and Recommendations 22 OS-4 Landslide complex appears to be a relatively large block-slide type landslide completely located in an open space area. Since the landslide is completely within an open space area, no remedial grading is required. 23 OS-2? Landslide is a small surficial slump. The landslide appears to have moved as a relatively incoherent mass of material. The thickness of the slide is unknown but believed to be on the order of 5 to 15 feet thick. Complete removal of the small surficial slump to competent formational material smce the landslide is completely within the limits of grachng. The removal depth is estimated to be on the order of 5 to 15 feet. 24 PA-3 Landslide is a small surficial slump in saturated colluvium behind an earthen embankment. Completely remove the small surficial slump along with the colluvium. Extend the canyon subdrain through this area. Qi ZJ Q. > as cn O o CD c/s o 971009-005 APPENDIX A References ' Blake, Thomas F., 1996, EQFAULT, Version 2.2. 1 -, 1998, FRISK SP. I Eisenberg, L.I., 1985, Pleistocene Faults and Marine Terraces, Northem San Diego County in Abbott, P.L., ^ Editor, On the Manner of Deposition of the Eocene Sfrata in Northem San Diego County, i San Diego Association of Geologists, Field Trip Guidebook, pp. 86-91. ^ Eisenberg, L.I. and Abbott, P.L., 1985, Eocene Lithofacies and Geologic History, Northem San Diego I County in Abbott, P.L., ed.. On the Manner of Deposition of the Eocene Strata in Northem San Diego County: San Diego Association of Geologists, Field Trip Guidebook, pp. 19-35 \ Geocon, Inc., 1982a, Soil and Geologic Reconnaissance, Bressi Ranch, San Diego County, Califomia, File No. D-2714-TO1, dated March 23,1982. • f , 1982b, Report of Phase I Geotechnical Study, Bressi Ranch, Carlsbad, Califomia, File No. D- 2714-T02, dated June 4, 1982. 1 -, 1992, Preliminary Geotechnical Investigation, Rancho Carrillo, Villages E, J, and K, Carlsbad, Califomia, Project No. 04787-12-04, dated December 30, 1992. -, 1993, Geologic Investigation for Rancho Carrillo Project - Major Roads, Carisbad, Califomia, ProjectNo. 04787-12-01, dated January 15, 1993. -, 1996, Geologic Investigation, Rancho Carrillo - El Fuerte Detention Basin Embankment and Existing Bressi Dam, Carisbad, California, Project No. 04787-12-11, dated November 25, 1996. ^ , 1998, Final Report of Testing and Observation Services During Site Grading, Ei Fuerte Detention Embankment, Rancho Carrillo, Carlsbad, Califomia, Project No. 05845-12-07, : dated November 20, 1998. i , 2000, Supplemental Soil and Geologic Investigation, Villages of La Costa - The Greens, Carlsbad, Califomia, Project No. 06403-12-01, dated March 24, 2000. t Hannan, D., 1975, Fauhing in the Oceanside, Carlsbad and Viste Areas, Northem San Diego County, ' Califomia in Ross, A. and Dowlens, R.J., eds.. Studies on the Geology of Camp Pendleton i and Westem San Diego County, Califomia: San Diego Association of Geologists, pp. 56- 59. i Hart, E.W., 1997, Fault-Rupture Hazard Zones in Califomia, Alquist-Priolo Special Studies Zones Act of 1972 with Index to Special Studies Zones Maps: Department of Conservation, Division of Mines and Geology, Special Publication 42. A-1 971009-005 APPENDIX A (continued) Intemational Conference of Building Officials (ICBO), 1997, Unifonn Building Code, Volume I - Administrative, Fire- and Life-Safety, and Field Inspection Provisions, Volume II - Stmctural Engineering Design Provisions, and Volume III - Material, Testing and Installation Provision, ICBO. Jennings, C.W., 1994, Fauh Activity Map of Califomia and Adjacent Areas; Califomia Division of Mines and Geology, Geologic Data Map 6, Scale 1:750,000. Leighton and Associates, Inc., 1992, City of Carlsbad, Geotechnical Hazards Analysis and Mapping Stiidy, 84 Sheets, dated November, 1992. -, 1997, Preliminary Geotechnical Investigation, Bressi Ranch, Carlsbad, Califomia, Project No 4971009-002, dated July 29,1997. -, 1998,Recommendations for Overexcavation of Potentially Compressible Materials, for Onsite Portion of Land Outfall Sewer Relocation Project, Future Poinsettia Lane, Bressi Ranch, Carlsbad, Califomia, Project No. 4971009-002, dated March 26, 1998. -, 2000a, Geotechnical Review of Conceptual Grading Plans for the Wetland Restoration Area, Bressi Ranch, Carlsbad, California, Project No. 4971009-005, dated January 25, 2000. -, 2000a, Geotechnical Review of Land-Use Plans for Bressi Ranch, Carlsbad, Califomia, ProjectNo. 4971009-005, dated March 2,2000. -, 2000c, Wetland Restoration Area Grading, Bressi Ranch, Carlsbad, Califomia, Project No 4971009-005, dated April 17, 2000. -, 2000d, Remedial Quantity Estimates, Offsite Portion of Proposed Poinsettia Lane, Bressi Ranch Development,Carlsbad, Califomia, ProjectNo. 971009-005, dated August 25,2000. —, 2001, Geotechnical Feasibility Study, Offsite Poinsettia Lane, Alicante Road and Borrow Sites Within The Greens of The Villages of La Coste, Bressi Ranch Development, Carlsbad, Califomia, ProjectNo. 971009-005, dated Januarys, 2001. , Undated, Unpublished In-House Geotechnical Data. Lindvall, S.C., and Rockwell, T.K., 1995, Holocene Activity ofthe Rose Canyon Fauh Zone in San Diego, Califomia: Journal of Geophysical Research, V. 100, No. B12, p. 24,124-24,132. PDC, 2001 a, Cut/Fill Exhibit, 200 Scale, Bressi Ranch, Carisbad, Califomia, dated Febmary 14,2001. PDC, 2001b, Tentative Tract Map/Grading Plan, 200 Scale, Bressi Ranch, Carlsbad, Califomia, undated, received Febmary 16,2001. A-2 971009-005 APPENDIX A (continued) Reichle, M.S., and Kahle, J.E., 1990, Planning Scenario for a Major Earthquake, San Diego-Tijuana Mefropolitan Area: Califomia Division of Mines and Geology, Special Publication 100 180 p. Rockwell, T.K., and Lindvall, S.C., 1990, Holocene Activity ofthe Rose Canyon Fault in San Diego, Califomia, Based on Trench Exposures and Tectonic Geomorphology; Geological Society of America, Abstracts with Programs. , 1991, Minimum Holocene Slip Rate for the Rose Canyon Fauh in San Diego, Califomia jn Environmentel Perils, San Diego Region: San Diego Association of Geologists, p. 37-46. Tan, S.S., and Kennedy, M.P., 1996, Geologic Maps of tiie Nortiiwestem Part of San Diego County, Califomia: Califomia Division of Mines and Geology, DMG Open-File Report 96-02, 2 Plates. Tan, S.S., and Giffen, D.G., 1995, Landslide Hazards in the Northem Port of the San Diego Metropoliten Area, San Diego County, Califomia, Landslide Hazard Identification Map No. 35, Division of Mines and Geology, Open-File Report No. 95-04. Treiman, J.A., 1993, The Rose Canyon Fault Zone, Southem Califomia: Califomia Division of Mines and Geology, Open-File Report 93-02,45 p. Seed, H.B., and Idriss, I.M., 1982, Ground Motions and Soil Liquefaction During Earthquakes, Monogram Series, Earthquake Engineering Research Institute, Berkeley, Califomia. Seed, H.B., Idriss, I.M., and Arango, I., 1983, Evaluation of Liquefaction Potential Using Field Performance Data, Journal of Geotechnical Engineering: ASCE, Volume 109, March, pp. 458-482. Treiman, J.A., 1984, The Rose Canyon Fault Zone: A Review and Analysis, Califomia Division of Mines and Geology, Funded by Federal Management Agency Cooperative Agreement EMF-83- K-0148. , 1993, The Rose Canyon Fault Zone, Southem Califomia: Califomia Division of Mines and Geology, Open-File Report 93-2,45p. Weber, F.H., 1982, Recent Slope Failures, Ancient Landslides and Related Geology ofthe Northern-Central Coastal Area, San Diego County, California: Califomia Division of Mines and Geology, Open File Report 82-12LA, 77 p. Wilson, K.L., 1972, Eocene and Related Geology of a Portion of the San Luis Rey and Encinitas Quadrangles, San Diego County, Califomia: Master Thesis, University of Califomia at Riverside, 123 p. A-3 971009-005 APPENDIX A (continued) Ziony, J.1., and Yerkes, R.F., 1985, Evaluating Earthquake and Surface-FaultingPotential in Ziony, ed., 1985, Evaluating Earthquake Hazards in the Los Angeles Region - An Earth - Science Perspective: U.S. Geological Survey, Professional Paper 1360, pp. 43-91. Aerial Photographs ; i 1 Date Source Flight Photo No(s) 1 4/11/53 USDA AXN-8M 19-21 A-4 971009-005 Appendix B LB-22 through LB-29 Large-Diameter Borings From: Leighton and Associates, Current Investigation GEOTECHNICAL BORING LOG LB-22 Date 9-18-00 Lennar/Bressi Ranch Project Drilling Co. Hole Diameter 30 in. Drive Weight Elevation Top of Hole 435 ft. Ref. or Datum Sheet Project No. 1 of 3 971009-005 Gallagher Drilling Type of Rig Bucket Auger 0-35 5.740#'s, 30-58. 4.300^'s. 58-87 3.100iy's Drop 12 in. Mean Sea Level sz 0) Q.O m_i L. Irt (U TJ 3 Q. e (0 in (rt^ (U O a Q. 3> (_ O ^ o o -CO GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/RKW MDJ B:N35E 5SE 10- B:horizontal B:horizontal 15- FR:N61E, 46S 20-CS:N20E, 7NW 25- .". Till XB:N5W, 27NE I 2 • 4 I Bulk-3 4 • 3 111.6 9.5 121.4 8.0 115.2 15.3 118.6 11.6 SM SM CL SM CL SM CL SM TERTIARY SANTIAGO FORMATION (Tsal @ 0': Silty SANDSTONE: orange-brown, damp, dense; fossiliferous @ 5': Silty fine SANDSTONE: orange-brown, damp, dense Dense layer at 5.5' @ 6': Silty CLAYSTONE: green, damp, dense @T: Silty SANDSTONE @ 8'-9': Cemented zone-concretionary layer: fossiliferous @ 9': 3-4" thick blocky claystone bed: very thin sand stringers within bed 11': Silty fme to medium SANDSTONE: orange-brown, damp, very dense; iron-oxide staining; fossiliferous 11.5': Concretionary layer; fossiliferous ' 13.5': Silty CLAYSTONE: green, damp, very stiff; blocky; abundant iron-oxide staining 18': Fractured and blocky CLAYSTONE > 19.6': Remolded clayseam 1/8" thick, slightly plastic, platey; claystone on either side, becomes less blocky with depth ) 20': Silty CLAYSTONE: green, damp to moist, very stiff I 23': Concretionary layer I 25.5': Silty fine SANDSTONE: light gray-brown, damp, very dense. I 27,6': Erosional contact/cross-bedding 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-22 9-18-00 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 435 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet 2 Project No. Type of Rig of 971009-005 30 in. Bucket Auger Drive Weight Ref. or Datum 0-35 5,740iy's, 30-58, 4,300#'s, 58-87 3,100)y's Mean Sea Level Drop 12 in. o JZ 0) a o (d_j c CD in 0) T3 3 O 2 a. e (JS CL tn/-^ 0) u Q a L Q 01^ 3.^ ^ 0) ^ O CJ tfl LS^ GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/RKW MDJ 30- 35 — 40 — B:N85E, 6S 45- B:horizontal 3E23t5 50 — 55- I 111.2 17. 111.6 SM 17.7 SM-CL CL SM ML SM-SC SM SANTIAGO FORMATION rContinued^ @ 30': Silty, very fine to fine SANDSTONE: gray-brown to orange-brown, damp; iron-oxide staining common @ 32': Krotovina (remnant animal burrows) ' 36': Abundant iron-staining, scattered Krotovina I 39.5': Concretion 1 40': Silty, very fine SANDSTONE and clayey SILTSTONE: minor silty claystone beds, orange-brown to green, damp, very dense to hard > 40.5': Silty CLAYSTONE: green, damp, dense; irregular contact @ 43': Silty fine SANDSTONE: orange-brown, damp, dense >47'-47.3': Concretionary layer I 47.3": Clayey to fine sandy SILTSTONE I 49': Concretionary layer, irregular contact 1 50': Silty fine SANDSTONE to silty clayey SANDSTONE: orange-brown to green, damp, very dense I 52': Same as at 50' but color changes to orange-brown < 54': Fossiliferous concretionary layer 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-22 Date 9-18-00 Project Drilling Co. Hole Diameter _ Elevation Top of Hole 435 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet 3 Project No. Type of Rig of 971009-005 30 in. Bucket Auger Drive Weight Ref. or Datum 0-35 5,740#'s, 30-58, 4,300iy's, 58-87 3,100#'s Mean Sea Level Drop 12 in. .C 0) Q. O rd-l L CD Irt 01 n 3 O DL E m 6^ CL trt.^ CH-m o o a \^ a GEOTECHNICAL DESCRIPTION Logged By Sampled By MDJ/RKW MDJ 60- s. . B:N40W, 15S 65- B:horizontal 70- SM SM/ML CL/ML SANTIAGO FORMATION (Continued) ©61': SILTSTONE to CLAYSTONE: dark gray, damp, dense; calcium carbonate laminae common @ 62': Silty CLAYSTONE to clayey SILTSTONE: dark gray, damp to moist, very stiff to hard; horizontal and vertical calcium carbonate stringers, unoxidized I 13 112.0 14.0 SM ML 1 68': Silty fine SANDSTONE: dark gray, damp to moist, dense, minor seepage encountered to 70' > 70': Very fine sandy SILTSTONE: dark gray, damp, hard; traces of clay, well indurated 75- Total Deptii = 77 Feet Geologically Logged to 71 Feet Minor seepage at 68 to 70 feet Backfilled: 9/22/00 80- 85- 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-23 Date 9-18-00 1 Lennar/Bressi Ranch Gallagher Drilling Project Drilling Co. Hole Diameter 30 in. Drive Weight Elevation Top of Hole 438 ft. Ref. or Datum Sheet Project No. Type of Rig of 971009-005 Bucket Auger 0-35 5,740iy's, 30-58, 4,300#'s, 58-87 3,100iy's Drop J2_ in. Mean Sea Level Q3 o 'jZ 0) a o (0_J CD trt QI •o 3 o Q. E vs £0 b Q. (U o Q Q. L. a 5- o </)' GEOTECHNICAL DESCRIPTION Logged By Sampled By MDJ/KBC MDJ TOPSOIL @ 0': Clayey silty SAND: gray-brown, damp to moist, medium dense B:horizontal B:horizontal 10- CS:N44W, 5NE C:generally horizontal 15- B:horizontal 20- tT'*-*" 25-FR:N15W, 42W I 2 • 3 I 3 • 3 I 4 • 3/8" 107.2 109.2 115.9 117.2 20.1 19.1 13.1 11.7 SM SM ML CL PT SM ML SM TERTIARY SANTIAGO FORMATION (Tsa) @ 3': Irregular transitional contact to silty fine SANDSTONE: light gray, damp, medium dense; iron-oxide staining along fractures and bedding common @ 6.8': Veiy fme sandy SILTSTONE: gray, damp, dense, orange and yellow staining along laminations common; weakly fissile 10': Becomes very dense 12.3': Paper thin, plastic (less than 1/8") clayseam within 2" thick finely laminated bed 12.5': Paper thin black organic rich peat bed 12.8': Contact to silly medium SANDSTONE: orange-brown, moist to wet; medium dense 13.5': Silty medium SANDSTONE: orange-brown, damp, very dense; fossiliferous, (gastropod and mulloskshells); iron-oxide stained 15': Silty fme to medium SANDSTONE: light gray, damp, very dense I 18': Fine sandy SILTSTONE bed: light gray, moist, slighUy plastic < 18.5'-19.3': Cemented zone, fossiliferous I 19.3": Silty fine SANDSTONE: light gray and yellow orange-brown, damp very dense; traces of clay, fossils common I 20'-21.5': Cemented zone, fossiliferous 1 25': Fossiliferous coarse sand bed: orange-brown; approximately 3" thick I 25.5': Steep fracture offsets fossiliferous bed by approximately 8" ) 25.5': Silty fine to medium SANDSTONE: light gray to yellow-gray, damp to moist, dense ) 27': Concretionary nodule ' 29.7': Minor seepage, red-brown, iron-oxide stained 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-23 Date Project Drilling Co. Hole Diameter 9-18-00 Lennar/Bressi Ranch Gallagher Drilling 30 in. Sheet 2 Project No. Type of Rig of 971009-005 Drive Weight Elevation Top of Hole 438 ft. Ref. or Datum Bucket Auger 0-35 5,740»'s, 30-58. 4.300#'s. 58-87 3.100;y's Drop 12 in. Mean Sea Level a; 30- 35- 40- 45- 50- 55- O .C 0) a. o (0_J L CD Irt OJ TJ 3 B:horizontal FR:N15W, 45SW C:horizontal J:N25W, 74N B;horizontal a E m us as I 10 Bulk-7 3> CM- 0) U a 0. L Q 109.3 121.7 ^ O o 19.7 12.9 CJ^ US ML SM SM/ML ML SM-ML ML SM/ML SM GEOTECHNICAL DESCRIPTION Logged By Sampled By MDJ/KBC MDJ SANTIAGO FORMATION (Continued) @ 30.5': Fine sandy SILTSTONE: orange and green, damp, very stiff; iron-oxidized stained ©31': Cemented zone @ 32'-33': Coarse SANDSTONE: orange-brown, wet, medium dense @ 32.5': Seepage encountered @ 33': Silty fme to medium SANDSTONE: light gray, damp, very dense I 35.5': Erosional contact, irregular contacts, iron-oxide stained I 36.3': Fracture with approximately 1' offset I 36.5': Moderate seepage 1 37": Horizontal contact to silty fine to medium SANDSTONE and interbedded fme sandy SILTSTONE: dark gray to blue-gray; very dense, unoxidized I 39': Concretionary layer I 40': Black organic rich layer ~ 1" thick widi underlying concretionary nodule I 42': Cemented zone I 43': Silty very fine SANDSTONE to sandy SILTSTONE: dark gray, damp, very dense, unoxided > 47.5": Clayey SILTSTONE bed I 50'-5r: Clayey SILTSTONE bed; weakly plastic i 52': Silty fine SANDSTONE: gray, damp, very dense ) 54.6'-58': Fine sandy SILTSTONE bed: dark brown to dark veiy dense; organic-rich gray, moist. ' 58'-60': Interbedded SILTSTONE and silty fine SANDSTONE: dark gray, damp, very dense; interbeded peat stringers common, unoxidized 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-23 Date 9-18-00 Project Drilling Co. Hole Diameter Elevation Top of Hole 438 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet 3 Project No. Type of Rig of 971009-005 Bucket Auger 30 in. Drive Weight Ref. or Datum 0-35 5.740#'s, 30-58, 4.300;i''s, 58-87 3.100#'s Mean Sea Level Drop 12 in. o .C 0) ao (0_l L CD trt OJ Tl 3 Q. E n) us CO fc 3) (rt/^ 01 O Q Q. 31 L a flic "ui fc ^ o (J _tfl CO GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/KBC MDJ 60- 65- 70- 75- 80- SM SANTIAGO FORMATION (Continued) @ 60': Silty fine SANDSTONE: dark gray, damp, very dense; interbedded peat stringers common, unoxidized Total DepUi = 80 Feet Geologically Logged to 76 Feet Seepage at 29.7 Feet, 32.5 Feet, and 36.5 Feet Backfilled: 9/20/00 85 — 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-24 9-20-00 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 356 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet 1 of 2 Project No. 971009-005 Type of Rig Bucket Auger 30 in. Drive Weight Ref. or Datum 0-35 5,740^'s, 30-58, 4,300rs, 58-87 3,100<''s Drop 12 in. Mean Sea Level o Z 0) Q. O ni_J c CD in 01 TJ 3 Q. E n CO (D 31 CM-01 o Q a 31 L a GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/KBC MDJ B:generally horizontal 5^— 10 — 15- 20- 25 — 2SL I 3 • 4 I 4 • 5 108.4 15.6 U5.9 12.2 111.7 16.6 115.2 14.9 SC SM TOPSOIL @ 0': Clayey SAND: brown, damp to moist, loose; roodets TERTIARY SANTIAGO FORMATION (Tsa) @ 1.5': (Weathered) silty SANDSTONE: orange-brown, damp to moist, dense; slightly fractured, fractures infilled with brown silty SAND 1 4: Iron concretions common, sandstone becomes denser with depth > 5': Silty fine SANDSTONE: light gray, damp, very dense; iron-oxidized staining common > 7': Calcium carbonate layer, wavy irregular contact, 2-3" thick, moist, iron-oxidize, staining along bedding 1 7.3': Di.scontinuous concretionary layer 10': Silty fine SANDSTONE; light gray, damp, very dense; iron-oxide staining, slighUy micaceous 12': Calcium carbonate layer: - 1" Uiick 15': Silty fine SANDSTONE: light gray with orange-brown iron-oxide staining, damp, dense ) 19.6': Iron-oxide stained, concretionary nodule, sand becomes moist ) 20': SANDSTONE: laminated bedding visible; yellow-brown, interbedded with gray sandstone I 22.3': Minor to moderate seepage encountered >29': Moderate seepage at 29' > 29.3'-30.3': Concretionary nodules up to 12" in diameter I 29'-30": Silty fine SANDSTONE: orange-brown to gray, damp to moist, very dense; iron-oxidized stained j J H 1 j -I 1 j j j I j 505A<11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-24 Date 9-20-00 Project Drilling Co. Hole Diameter Elevation Top of Hole 356 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet 2 Project No. Type of Rig of 971009-005 Bucket Auger 30 in. Drive Weight Ref. or Datum 0-35 5,740jy's, 30-58, 4.300;i''s, 58-87 3.100<^'s Mean Sea Level Drop 12 u .C 0) Q. O (d_j c. CD Irt 01 •o 3 cc a E US CQ 31 Ifl^ 01 O a Q. 31 £. Q - O CJ CJ .us us GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/KBC MDJ 30-I 5/9" B:horizontal 35 — 40- m 45- 50- 113.3 16.0 SM SANTIAGO FORMATION (Continued) ML SM I 34.5'-37': Slightly clayey SILTSTONE: gray-brown, damp to moist, hard; Uiinly laminated; yellow and orange-brown staining common I 37': Large concretionary nodule -12" in diameter I 37': Silty fine SANDSTONE: gray-brown, damp to moist, very dense; yellow to orange-brown staining common 112.1 15.8 @ 40.5'-4r: Concretionary nodules common I 47': Heavy seepage encountered 55- Total DepUi = 50 Feet Geologically Logged to 46 Feet Seepage at 22.3 Feet, 29 Feet, and 47 Feet Backfilled: 9/20/00 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-25 9-21-00 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 282 ft. Lennar/Bressi Ranch Gallagher Drilling 30 in. Drive Weight Ref. or Datum Sheet 1 Project No. Type of Rig of 971009-005 Bucket Auger 0-35 5,740#'s. 30-58. 4.300#'s, 58-87 3.100#'s Drop 12 in. Mean Sea Level o s: 0) Q. O L CD tn 01 TI 3 a E m us >fc Q. CH-OI u CD a \^ 31 L O .5 CJ — US us^ GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/KBC MDJ 10- B:N40E, 4W 15-J i * i. B:generally horizontal 25- C:N54E, 6W CS:N40W. 5SW 1 I 1 I I 2 • 3 Bulk-3 4 • 2 I I 108.0 115.9 117.4 121.5 16.1 8.8 8.5 9.3 ML SM CL TERTIARY SANTIAGO FORMATION (Tsa) @ 0': Very fine sandy clayey SILTSTONE: green-gray, damp, medium dense horizontal and vertical calcium stringers, iron-oxidized staining along bedding ) 4'-8': Steeply dipping fractures/joints Steeply fractured ! 9.3': Cemented zone, irregular contacts ) 10': Veiy fine sandy clayey SILTSTONE: orange-brown, damp, dense; calcium carbonate stringers common, few shell fossils ) 11.5': Cemented zone M2': Calcium carbonate-lined fracture 13.5': Grades into very fine SANDSTONE 14.5': Silty very fine SANDSTONE: orange and gray-brown, damp, dense; calcium carbonate stringers common 15.7': Silty SANDSTONE: gray, damp, dense; slighUy friable I 18.6': Laminated bedding common, fractures/joints infilled with calcium cartxinate common ) 20": Silty fme SANDSTONE: light gray, damp, very dense, orange and red iron-oxidized staining, calcium carbonate common @ 36': Silty CLAYSTONE: green, damp, stiff @ 27.8': Plastic clayseam (less than 1/2" thick) 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-25 Date Project Drilling Co. Hole Diameter 9-21-00 Lennar/Bressi Ranch Sheet 2 of _^ Project No. 971009-005 Gallagher Drilling 30 in. _ Drive Weight Elevation Top of Hole 282 ft. Ref. or Datum Type of Rig Bucket Auger 0-35 5.740jy's. 30-58. 4.300;y's. 58-87 3.100^'s Drop 12 in. Mean Sea Level u sz ro a o (0_l L CD Ifi 01 Tl 3 O a E us CO fc Q- irt^ c»+-01 u Q a 31 C a - o o Irt^ >' — US us GEOTECHNICAL DESCRIPTION Logged By Sampled By MDJ/KBC MDJ 30- 35- 40 — 45-C:horizontal 50- FR:N62E, 30NW C:N3W, 15NE 55- I Bulk-8 112.3 15.1 107.0 15.8 ML SM ML SM CL SANTIAGO FORMATION (Continued) @ 30': Fine sandy SILTSTONE: light red-brown to dark gray, damp, dense, fissile; yellow-brown stringers common I 34': Silty SANDSTONE; light gray, damp, very dense > 39': Cemented zone, dark gray; fossiliferous > 39.6': Clayey sandy SILTSTONE: brown to orange-brown, damp, very dense; iron-oxide staining; irregular erosional contact below cemented zone 141': Dark gray, organic-rich bed (~ 1" diick) 1 41.5': Silty fine SANDSTONE: dark gray, damp, very dense, unoxidized I 45'; Silty fine to medium SANDSTONE; gray-brown, damp to moist, dense; yellow stringers common 149.5': Seepage encountered 151': Silty CLAYSTONE: gray-green, damp, hard; moderately blocky silty claystone I 56': Becomes very hard and less blocky 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-25 9-21-00 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 282 ft. Lennar/Bressi Ranch Gallagher Drilling 30 in. Drive Weight Ref. or Datum Sheet 3_ Project No. Type of Rig of 971009-005 Bucket Auger 0-35 5.740<y's. 30-58. 4.300;y's. 58-87 3.100#'s Drop 12 in. Mean Sea Level Irt o 01 — T3 sz 0) 3 a o +-(O-J — c. ^-CD +• <r 60- 65- 70- 75- 80- 85- l i a E 0! US 31 irt^ Ct-01 u a a. 31 L Q 01 ^ O LS > — US us GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/KBC MDJ Total DepUi = 59 Feet Dowhole Logged to 56 Feet Seepage encountered at 49.5 Feet Backfilled: 9/21/00 505A{11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-26 Date 9-21-00 Project Drilling Co. Hole Diameter Elevation Top of Hole 242 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet 1 of 3 Project No. 971009-005 Type of Rig 30 in. Drive Weight Ref or Datum 0-35 5.740#'s. 30-58. 4.300jy's. 58-87 3.100;y's Mean Sea Level Bucket Auger Drop 12 i in 01 TJ 3 H E m us to Irt^ CH-OI O O Q. 31 L CS ius CJ^ .us us GEOTECHNICAL DESCRIPTION Logged By Sampled By MDJ/RKW MDJ 5 — -"Cr FR:N20E, 6N 25- FR:N28W, 25NE RS:E-W, 39N RS:N85W, 34NE RS:N60W, 1-3SE I 1 • 2 2 • 3 3 I 2 4 • 2 I 121.3 115.5 110.4 114.4 ML 10.7 ML/SC SC CL 14.1 15.1 15.8 CL OUATERNARY LANDSLIDE DEPOSITS fOls) @ 0': Clayey sandy SILTSTONE: green-gray, damp, medium dense; randomly oriented fractures ) 5': Clayey silty SANDSTONE to clayey sandy SILTSTONE: green, damp, stiff 1 6': Clayey silty medium SAND: yellow-brown, damp to moist, medium dense < 6.5': Sandy CLAYSTONE: green, damp, medium stiff; very fracWred; blocky; irregular upper contact 10': Sandy CLAYSTONE: green, damp, stiff, very fractured, fractures are steeply dipping and randomly oriented 15'; Medium sandy CLAYSTONE: green, damp, stiff; fractured; becomes more stiff at 17' and less fractured I 20': Silty CLAYSTONE: green, damp, stiff; fractured 1 20.9'; Minor seepage I 21': Backshear: polished striated and grooved surface wiUi 1/16" remolded clay above polished surface I 23.5': Backshear; polished and striated surface, no remolded clay along surface I 25.3': Rupture surface: moderately plastic remolded clayseam 1/16" Uiick, blocky and fractured above, massive and hard below TERTIARY SANTIAGO FORMATION (Tsa) @ 25.4': Silty CLAYSTONE to clayey SILTSTONE: olive-green, moist, very stiff to hard; massive, increasing density wiUi depUi, iron-oxide staining common 505AC11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-26 9-21-00 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 242 ft. Lennar/Bressi Ranch Gallagher Drilling 30 in. Drive Weight Ref. or Datum Sheet 2 Project No. Type of Rig of 971009-005 0-35 5.740iy's. 30-58. 4.300jy's, 58-87 3.100iy's Mean Sea Level Bucket Auger Drop 12 in. o sz 0) a o (0_J L CD in 01 Tl 3 Q. E to US in^ CH-OI u Q a. \./ 31 C. a jco .us •.ZD GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/RKW MDJ 30- 35- 40- 45- 50- 55- B:N-S8-10W B:N45E, 14SE B:horizontal 1/6" 99.9 CL 14.4 SM CL/SM SM CL SANTIAGO FORMATION (Continued) < 32': Silty CLAYSTONE: green, damp, hard; iron-oxidized stained- very minor seepage along fractures @ 34': Cemented zone @ 34.5': Silty, very fine to fine SANDSTONE; gray-green, dense to very dense; unoxidized ® 36': Becomes very dense ^ ] j @ 40': 2" claystone bed: gray, damp, stiff @ 40.5': Grades into very fine SANDSTONE to sandy SILTSTONE- gray damp, very dense to hard @ 41.5': Silty fine SANDSTONE: light brown, damp, very dense ' 44.5': Silty medium SANDSTONE: light brown to orange-brown, damp, very dense I 46.4'-47.5': Claystone rip-up clasts common i49': Irregular erosional contact to silty fine SANDSTONE; light brown, damp, very dense > 56': Silty CLAYSTONE: dark gray-green, damp, very stiff, heavily fractured, seepage along top of claystone I 57': Becomes hard 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-26 Date Project Drilling Co. Hole Diameter 9-21-00 Lennar/Bressi Ranch Gallagher Drilling Sheet 3 Project No. Type of Rig of 971009-005 30 in. Bucket Auger Elevation Top of Hole 242 ft. Drive Weight 0-35 5,740»'s. 30-58. 4.300#'s. 58-87 3,l00ff's Drop 12 in. Ref. or Datum Mean Sea Level cztZ 60- o sz ro 0. o (0_l L CD in 01 T: 3 O a E (B US 6^ CCS fc Q. Itl^ CH-OI u Q a. \y 31 L Q Irt . > Gcj — US us GEOTECHNICAL DESCRIPTION Logged By Sampled By MDJ/RKW MDJ 65- 70- 75 — 80- 85- 3iL Total DepUi = 60 Feet Geologically Logged to 57.5 Feet Seepage encountered at 20.9 Feet, 32 Feet, and 56 Feet Standing water at 54 Feet on 9/25/00 Backfilled: 9/21/00 Feet 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-27 9-22-00 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 236 ft. Lennar/Bressi Ranch Gallagher Drilling 30 in. Sheet Project No. Type of Rig 1 of 971009-005 Drive Weight Ref. or Datum Bucket Auger 0-35 5.740<<'s. 30-58. 4.300jy's. 58-87 3.100iy's Drop u in. %^ Graph i c Log Attitudes Sample No. Blous Per Foot Dry Density (pcf) Moisture Content (?i) Soi1 Class. (U.S.C.S.) GEOTECHNICAL DESCRIPTION Logged By MDJ/RKW Sampled By MDJ 0 — QUATERNARY LANDSLIDE DEPOSITS (Ols) @ 0': Sandy CLAY: brown, damp, loose; calcium carbonate blebs conunon @ 2': Silty CLAY: light brown to gray-brown, damp, soft; mottled clay chunks wiUiin silty clay matrix; few sand-infilled fractures @3': Sandy CLAY: green, damp to moist, soft; fracWred irregular upper contact, mottled light gray, damp to moist, calcium carbonate stringers 5 — 1 push 105.0 16.7 CL 10 — 1 1 push 99.1 21.2 CL ©10': Sandy CLAY: green, damp to moist, soft @ 12': Becomes medium stiff , 15 — ' » RS:N10-15W, 5 SW B:generally horizontal "ML"" " SM 'i ' @ 16': Rupture surface: slighUy irregular, indistinct plasUc zone, no definite surface, I/4"-l/16" thick, material below appears to be hard and ' slighUy blocky; material above weathered and somewhat disWrbed TERTL\RY SANTIAGO FORMATION (Tsa) ©16'; Sandy SILTSTONE: pale olive-green, moist, stiff to very stiff, massive to slighUy blocky, becomes less blocky with depUi, scattered iron-oxide staining @ 17.5': Silty to clayey SANDSTONE; light gray, damp, very dense @ 20': Silty clayey fine SANDSTONE: green, damp, very dense 20 — ••• RS:N10-15W, 5 SW B:generally horizontal 3 1 5/10" 122.4 13.0 CL 'i ' @ 16': Rupture surface: slighUy irregular, indistinct plasUc zone, no definite surface, I/4"-l/16" thick, material below appears to be hard and ' slighUy blocky; material above weathered and somewhat disWrbed TERTL\RY SANTIAGO FORMATION (Tsa) ©16'; Sandy SILTSTONE: pale olive-green, moist, stiff to very stiff, massive to slighUy blocky, becomes less blocky with depUi, scattered iron-oxide staining @ 17.5': Silty to clayey SANDSTONE; light gray, damp, very dense @ 20': Silty clayey fine SANDSTONE: green, damp, very dense 1 @ 20.5': Silty CLAYSTONE: green-gray, damp, hard, moderately fracWred @20.5': Seepage encountered FR:N73W, 14NE - @ 22': Becomes blocky, wiUi discontinuos short fracWres ©22.5': Becomes massive and hard © 23': Cemented zone 25 — — - -SM ® 28': Silty fine SANDSTONE: orange-brown, damp, dense to very dense 1 J -I 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-27 9-22-00 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 236 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet 2 Project No. Type of Rig of 971009-005 30 in. Bucket Auger Drive Weight Ref. or Datum 0-35 5,740#'s. 30-58. 4.300iy's. 58-87 3.100^'s Mean Sea Level Drop 12 in. C33 o JZ ro Q. O m_j L CD Irt 01 TJ 3 O 2 a E U) lfl/-\ CH-OI o a Q. 31 (_ a o)i> irt 0) .CO us GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/RKW MDJ 30-4/4" 123.6 11.1 SM 35 — SANTIAGO FORMATION (Continued) @ 30': Silty fine SANDSTONE: light brown to yellow-brown, damp to moist, very dense @ 30.5': Cemented zone Total DepUi = 36 Feet Minor seepage at 20.5 Feet Geologically logged to 34 Feet Backfilled: 9/25/00 40- 45- 50- 55 — 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-28 Date 9-26-00 Project Drilling Co. Hole Diameter Lennar/Bressi Ranch Sheet 1 of 3 Project No. 971009-005 Gallagher Drilling 30 in. Drive Weight Elevation Top of Hole 418 ft. Ref. or Datum Type of Rig Bucket Auger 0-35 Sjm's, 30-58. 4,300rs, 58-87 3,im's Drop 12 in. Mean Sea Level 5 — o s: ro Q. O L CD lo- ts- 20 — 25- 30- Irt 01 Tl 3 B:horizontal XB:N45E, 30SE CL E <0 US 3 — ml I 2 • 4 31 irt^ CH-OI O o a 31 t- a 112.4 111.8 ^ O u 8.0 13.3 .us us SM ML SM ML SM SM GEOTECHNICAL DESCRIPTION Logged By Sampled By MDJ/KBC MDJ TERTIARY SANTIAGO FORMATION (Tsa) @0': Silty fine SANDSTONE: light gray, damp, dense; few calcium carbonate stringers > 7'-8': Well cemented concretionary nodule, orange @ 10': Silty fine SANDSTONE: light gray-brown, damp, very dense; micaceous 12.8'-13.3': Very fine sandy SILTSTONE: gray, damp, dense; laminated 15.3'-15.6': Very fine sandy SILTSTONE: gray, damp, dense, laminated 16.2': Clay-lined cross bedding wiUiin silty fine SANDSTONE: 1/4" Uiick > 20': Silty fine SANDSTONE: orange to gray brown, damp, very dense; fossilferous; iron-oxidized staining > 20.8'-21.6'; Cemented zone, iron-oxidized staining 1 1 J H ] ] —I ^ 1 1 ] 1 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-28 Date 9-26-00 Project Drilling Co. Hole Diameter Elevation Top of Hole 418 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet 2 Project No. Type of Rig of 971009-005 30 in. Drive Weight Ref. or Datum 0-35 5.740#'s. 30-58. 4.300tf's. 58-87 3.lOQil's Mean Sea Level Bucket Auger Drop 12 in. 30- O sz ro a o (d_j c CD in 01 TJ 3 a E (0 US CO fc Q- 1 (rtz-N CH-OI o a a sy 31 C a iCJ .us us GEOTECHNICAL DESCRIPTION Logged By Sampled By MDJ/KBC MDJ •f + + 35- 40- 45 — 50- 55- B:N30W, 20E C:E-W, 4S B:N60E, 38S 4 I 7 115.0 111.0 12.3 7.7 SM SANTIAGO FORMATION (Continued) @ 30': Silty fine to medium SANDSTONE: light gray-brown, damp, very dense: iron-oxidized stained, yellow-brown stringers common; variable Uiin remnant bedding and cross-bedding coinmon © 32'-33': Cemented zone ) 40': Silly fine to medium SANDSTONE: light gray, damp, very dense @ 48.5': Contact to silty very fine SANDSTONE: gray-brown, damp, dense; iron-oxidized staining @ 51.7': Silty fine SANDSTONE: light gray, damp, dense 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-28 9-26-00 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 418 ft. Lennar/Bressi Ranch Gallagher Drilling 30 in. Drive Weight Ref. or Datum Sheet 3 Project No. Type of Rig of 971009-005 Bucket Auger 0-35 5.740^'s, 30-58. 4.300tf's. 58-87 3.100^'s Drop 12 in. Mean Sea Level 60- 65- 70- 75- 80- 85- 2iL u x: ro a o fd_i c CD Irt 01 Tl 3 C:generally horizontal 0. E m us ^8 to fc Q. 1 16 31 irt^ CH-OI u Q Q. s./ 31 L a 106.3 w fc ^ o CJ 7.5 CJ .us Os us SM CL SM GEOTECHNICAL DESCRIPTION Logged By Sampled By MDJ/KBC MDJ SANTIAGO FORMATION (Continued) © 60.5': Silty fine SANDSTONE: light gray-brown, damp, very dense; variable Uiin bedding and cross-bedding common ] ' 68.2: 1/4" thick CLAYSTONE bed: brown, damp, stiff, irregular contact; discontinuous Total DepUi = 80 Feet Geologically Logged to 78 Feet No ground water encountered at time of drilling Backfilled: 9/26/00 ] I i H 1 J ] 1 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-29 9-27-00 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 275 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet Project No. Type of Rig 1 of 3 971009-005 30 in. Bucket Auger Drive Weight 0-35 5,740<y's, 30-58, 4.300<y's. 58-87 3.100i»'s Drop J2_ Ref. or Datum Mean Sea Level in. in 01 TJ 3 O Q. E 01 us Ifly-K CH-OI O a ss. 31 L Q oic ^ o CJ CJ .us to' GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 25 — SC CL SM CL CL/SC CL ARTIFICIAL FILL UNDOCUMENTED (Afu) @0'-2': Drill pad TERTIARY SANTIAGO FORMATION (Tsa) @ 2'-5': Fine sandy CLAYSTONE: olive-green, damp, hard: cartxinate-lined fracwres common blocky; calcium @ 5'-5.8': Irregular contact to very fine SANDSTONE: off-white, damp, very dense; orange-brown staining common © 5.8'-6.8': Silty fine to medium SANDSTONE: orange-brown, damp, dense iron-oxide stained © 6.8'-I5.5': Silty fine to coarse SANDSTONE: light green wiUi yellow and orange-brown staining, damp, dense; friable; few calcium carlionate-lined fracWres 14.5': Becomes slighUy coarser grained 15': Clayey intraclasts common 15.5': Gradational contact (over -1') to sandy CLAYSTONE: gray-green, damp, veiy hard; coarser sand at upper contact grading to fine to medium sandy CLAYSTONE at approximately 16.5'; blocky; orange-brown staining coirunon 18': Grades to sandy CLAYSTONE/clayey SANDSTONE: olive-green, damp, hard/dense 1 21.5': Grades to sandy CLAYSTONE: olive-green, damp, hard; blocky; irregular shiny faces on blocks; minor manganese and orange-brown (iron-oxide) staining; few coarse sandy clayslone zones I 27': Gradational contact to fine to medium sandy CLAYSTONE: light gray-green, damp, hard; few red to orange-brown, manganese and iron-oxide stains 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-29 Date Project Drilling Co. Hole Diameter 9-27-00 Lennar/Bressi Ranch Gallagher Drilling 30 in. Elevation Top of Hole 275 ft. Drive Weight Ref. or Datum Sheet 2 Project No. Type of Rig of 3 971009-005 Bucket Auger 0-35 5.740<''s. 30-58. 4.300^'s. 58-87 3.100iy's Drop 12 in. Mean Sea Level a3 30- 35 — 40 — 45- 50- 55- u sz ro Q.O (d_i L CD Ifl 01 TJ 3 CE a E m CO CQ in^ CH-OI u a Q. 31 L O CJ jco CJ CO rj CL sc SM SW GEOTECHNICAL DESCRIPTION | Logged By _ Sampled By KBC KBC SANTIAGO FORMATION (Continued) ©30': Fine to medium sandy CLAYSTONE: light gray-green, damp, hard ) 37': Becomes sandier > 39'^2': Becomes weakly blocky wiUi shiny ped faces 1 40'-42': Coarse sand-lined fracture ) 42': Concretionary nodule ) 42': Sandy CLAYSTONE, becomes very hard I 45': Gradational contact to clayey SANDSTONE: gray-green, damp, very dense ) 47': Grades to slighUy clayey, silty fine SANDSTONE: light gray, damp, very dense; yellow and orange-brown staining common > 49': Grades to silty fine to medium SANDSTONE: light brown, damp, dense; friable; yellow and orange-brown staining common > 52': Concretionary nodule >52.5': Becomes very dense ' 55'-57': Large concretionary nodule I 57'-6r: Grades to silty fine to very coarse SANDSTONE: light greenish brown, damp, dense; sand grains, coarser wiUi depUi; orange and yellow-brown stains common; few fine gravels near base \ 1 -I \ 1 \ \ 1 \ \ 1 ] \ ' 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-29 9-27-00 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 275 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet 3 Project No. Type of Rig of 971009-005 30 in. Bucket Auger Drive Weight Ref. or Datum 0-35 5,740ii''s, 30-58. 4.300#'s, 58-87 3,100^'s Mean Sea Level Drop 12 in. o sz ro a o (0_l L CD Ifl 01 Tl 3 O z a E m us to fc in^ CH-OI o a a sy 31 L O > GO _co US' GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC 60- C:N30E,25E 65- 70- 75- 80- SW CL SANTIAGO FORMATION (Continued) @ 61': Erosional contact to sandy CLAYSTONE: light gray-green, damp, hard to very hard; red-brown manganese? staining common CL/SC ©65': Becomes a sandy CLAYSTONE to clayey SANDSTONE: light gray-green, damp, hard/very dense CL © 74': Grades to sandy CLAYSTONE: olive-green and rose-brown, damp to moist, hard: blocky and fracWred; shiny ped faces Total DepUi = 80 Feet Downhole logged to 77 feet No ground water encountered at time of drilling Backfilled: 9/27/00 85- 3SL 505A(11/77) LEIGHTON & ASSOCIATES 971009-005 1 r it Appendix B (continued) T-31 through T-87 Exploratory Trenches From: Leighton and Associates, Current Investigation 971009-005 Test Pit Number Description OUATERNARY ALLUVIUM (Oal) @ 0'-6': Sandy clay: dark brown, moist to wet, soft; abundant large pores; becomes sandier with depth T-31 (@ 2.5'-3.5': Clayey sand bed: light gray-brown, moist, loose TERTIARY SANTIAGO FORMATION (Tsa) @ 6'-6.5' (Weathered): Silty fine to medium sandstone: orange-brown and light gray, moist, medium dense @6.5'-7': Silty fine to medium sandstone: light gray with orange-brown iron-oxide staining, damp, dense OUATERNARY ALLUVRJM (Oal) @ 0'-3': Sandy clay: dark brown, moist to wet, soft; abundant large pores; becomes sandier with depth T-32 @ 3'-6': Clayey sand: light gray-brown, moist, loose TERTIARY SANTIAGO FORMATION fTsa) 6'-7': (Weathered): Silty fine to medium sandstone: orange-brown and light gray, moist, medium dense (g 7'-7.5': Silty fine to medium sandstone: light gray with orange-brown iron-oxide staining, damp, dense B-1 971009-005 Test Pit Number Description T-33 OUATERNARY ALLUVIUM (Oal) @ 0'-2': Clayey silty, fine to medium sand: brown, damp to moist, loose to medium dense; large pores common (@ 2'-9.5': Silty fine to medium sand: light brown, damp to moist, loose to medium dense TERTIARY SANTIAGO FORMATION (Tsa) @ 9.5'-10': (Weathered) Silty, fine to medium sandstone: orange-brown, moist to wet, medium dense @ 10.5'-11.5': Silty fine to medium sandstone: light gray, damp, dense T-34 TOPSOIL @ 0'-2': Silty fine sand: light brown to brown, dry, loose; fine to medium pores common, few large pores, rootlets common (cd, 2'-3.25': Sandy clay: dark brown, moist, stiff TERTL\RY SANTIAGO FORMATION (Tsa) 3.25'-4': (Weathered) Silty fine to medium sandstone: light gray with orange-brown iron-oxide staining common, moist, medium dense; medium pores common @4'-5': Silty fine sandstone: light gray, damp, dense B-2 971009-005 Test Pit Number Description T-35 TOPSOIL @ 0-1.5': Silty fine sand: light brown to brown, dry, loose; fine to medium pores common, few large pores, rootlets common @ 1.5'-2': Sandy clay: dark brown, moist, stiff TERTIARY SANTIAGO FORMATION (Tsa) @ 2'-3': (Weathered) Silty fine to medium sandstone: light gray with orange-brown iron-oxide staining common, moist, medium dense; medium pores common (@ 3'-4': Silty fme sandstone: light gray, damp, dense T-36 TOPSOIL (g 0-1.5': Silty fme to medium sand: brown, damp, loose; few medium pores, rootlets common TERTIARY SANTIAGO FORMATION (Tsa) @ 1.5'-3': Silty fine sandstone: light gray, damp, dense T-37 ARTIFICIAL FILL-UNDOCUMENTED (Afu) 0'-3': Silty fine sand: light brown, damp, loose; very large pores common; rootlets common; few cobbles OUATERNARY ALLUVIUM (Oal) @ 3'-4': Silty fine to medium sand: orange and gray-brown, wet, loose to medium dense TERTIARY SANTIAGO FORMATION (Tsa) (@ 4'-5': Siltstone: light-red-brown to gray-brown, dry, dense; weakly fissile; yellow-brown, iron-oxide staining along bedding common B-j 971009-005 Test Pit Number Description T-38 ARTIFICIAL FILL - UNDOCUMENTED (Afii) T-38 (@ 0'-3.5': Silty fine sand: light brown, damp, loose; very large pores common; rootlets common; few cobbles TERTIARY SANTIAGO FORMATION (Tsa) 3.5': Sihstone: light-red-brown to gray-brown, dry, dense; weakly fissile; yellow-brown iron oxide staining along bedding common T-39 OUATERNARY COLLUVIUM (Ocol) (g 0'-2': Silty, fine to medium sand: light brown, damp, loose; abundant large to very large pores (g2'-7': Sandy clay: dark brown, moist, stiff TERTIARY SANTIAGO FORMATION (Tsa) @ 7'-7.5': Clayey fine sandstone: light gray-green, damp to moist, dense T-40 OUATERNARY COLLUVIUM (Ocol) (@ 0'-6': Fine sandy clay: brown, wet, soft TERTL\RY SANTL\GO FORMATION (Tsa) @ 6'-7': (Weathered) Fine sandy claystone: light gray-green, moist, very stiff to hard @ 7'-8': Fine sandy claystone: light gray-green, damp to moist, very hard i i B-4 971009-005 Test Pit Number Description T-41 T-42 QUATERNARY COLLUVIUM (Ocol) @ 0'-5': Sandy clay: dark brown and orange-brown, wet, soft; roots common; evidence of past seepage at base of unit TERTIARY SANTIAGO FORMATION (Tsa) (@ 5'-7': (Weathered) fine sandy claystone: light greenish gray, moist to wet, very stiff @ 7'-8': Fine sandy claystone: light greenish gray, damp to moist, hard TOPSOIL (@ 0'-1.5': Silty fine to medium sand: light reddish brown, damp, loose; abundant fine pores OUATERNARY TERRACE DEPOSITS (Ot) (@ 1.5'-4': Silty, fine to medium sand: red-brown, damp to moist, dense; fine to large pores common TERTIARY SANTIAGO SANDSTONE (Tsa) 5'-7': Fine sandy claystone: greenish gray with orange- brown iron oxide staining, moist, stiff to very stiff; crumbly B-5 971009-005 Test Pit Number Description TOPSOIL - -@ 0'-2': Slightly clayey, silty fine sand: brown, damp, loose; fine to medium pores common t ! T-43 TERTIARY SANTIAGO FORMATION (Tsa) (@ 2'-2.5': (Weathered) Fine sandy siltstone: light-red-brown to light gray, moist, medium dense (@ 2.5'-5': Fine sandy siltstone: light-red-brown to light gray, damp, dense (@ 5'-5.5': Fossiliferous concretionary layer (cemented sandstone) TOPSOIL (Ocol) (@ 0'-3.5': Clayey, fine to medium sand: yellow-brown, damp to moist, loose; rootlets common i t T-44 TERTIARY SANTIAGO SANDSTONE (Tsa) @ 3.5'-4' (Weathered) Silty fine sandstone: light gray with orange iron oxide staining, moist, medium dense to dense i ? ^ (@ 4'-7': Silty fine sandstone: light gray with orange-brown iron oxide staining, damp, dense TOPSOIL i !. (@ O'-l': Silty fine sand: brown, damp, loose, rootlets common, fine to medium pores common i i: T-45 TERTIARY SANTIAGO SANDSTONE (Tsa) @ I'-l.5': (Weathered) Silty fine sandstone: light gray-brown, damp, medium dense; blocky @ 1.5'-2': Silty fine sandstone: light gray-brown, damp, dense B-6 971009-005 1 Test Pit Number Description OUATERNARY ALLUVIUM /COLLUVIUM (Oal-Ocol) T-46 @ 0'-4': Fine sandy clay to clayey fine sand: brown, moist, soft to loose; rootlets common TERTIARY SANTIAGO SANDSTONE (Tsa) @ 4'-4.5': (Weathered) Fine sandy siltstone: light gray, damp, dense ARTIFICIAL FILL - UNDOCUMENTED (Afii) @ 0'-3': Sandy clay to clayey sand: brown, damp, soft to loose; rootlets common; fine to medium pores common OUATERNARY COLLUVIUM (Ocol) @ 3'-7': Sandy clay: Brown, moist, stiff T-47 TERTIARY SANTIAGO SANDSTONE (Tsa) 7'-8': (Weathered) Silty fine to medium sandstone: orange- brown, moist, medium dense (g8'-9': (Weathered) Sandy claystone: light gray to greenish gray, moist to wet, stiff -* @ 9'-10': Sandy claystone: light gray to greenish gray, moist, hard @ lO'-l 1': Silty sandstone: light gray, damp, dense B-7 971009-005 Test Pit Number T-48 T-49 T-50 i L Description TOPSOIL @ O'-l.5': Silty fine sand: Brown, damp, loose; fine pores common @ 1.5'-4': Sandy clay: dark brown, moist, stiff TERTIARY SANTIAGO FORMATION (Tsa) @ 4'-4.5' (Weathered) Silty fine to medium sandstone: Light gray-brown with orange-brown iron-oxide staining common, moist, medium dense @ 4.5'-5': Silty fine sandstone: light gray, damp to moist, dense OUATERNARY COLLUVIUM (Ocol) @ 0'-7': Sandy clay: dark brown, damp to moist, soft to stiff TERTIARY SANTIAGO FORMATION (Tsa) @ 7'-9': Silty fme sandstone: light gray with orange-brown iron-oxide staining, moist, dense OUATERNARY COLLUVIUM (Ocol) @ 0'-6.5': Silty clay: brown, damp to.moist, soft to firm; rootlets in top 5' TERTIARY SANTIAGO FORMATION (Tsa) @ 6.5'-8.5': Silty clay: gray-green, damp, firm to stiff; weathered, blocky, fractured B-8 971009-005 Test Pit Number Description T-51 TOPSOIL @ 0'-1.5': Silty fine sand: brown, moist, loose; porous TERTIARY SANTIAGO FORMATION (Tsa) @ 1.5'-3.5': (Weathered) Silty fine sandstone: gray-brown, damp, medium dense; iron oxide stained; 4" claystone bed at base @ 3.5'-4.5': Silty fine sandstone: light gray-brown, damp, dense; iron-oxidized staining T-52 OUATERNARY ALLUVIUM/COLLUVIUM (Oal/Ocol) T-52 @ 0'-9.5': Silty clayey sand: brown, moist, loose TERTIARY SANTLAGO FORMATION (Tsa) (@ 9.5'-10.5': Silty medium sandstone: gray-green, damp, medium dense to dense; weathered, scattered gravel @ 10.5'-11.5': Silty medium sandstone: gray-green, damp, dense; blocky, scattered gravel T-53 OUATERNARY ALLUVRJM/COLLUVRJM (Oal/Ocol) T-53 (g 0'-15': Clayey silty sand: brown, moist to damp, loose TERTIARY SANTIAGO FORMATION (Tsa) @ 15'-16' (Weathered) sandy claystone: green, damp, stiff @ 16'-16.5': Sandy claystone: green, damp, stiff 971009-005 Test Pit Number Description T-54 TOPSOIL @ 0'-2.5': Sandy clay: brown, damp to moist, loose; rootlet TERTIARY SANTIAGO FORMATION (Tsa) @ 2.5'-5': Silty sandstone: light brown, damp, medium dense; weathered @ 5'-6': Silty fine to medium sandstone: light brown, damp, dense; blocky T-55 TOPSOIL @0'-2': Sandy clay: brown, moist, soft TERTIARY SANTIAGO FORMATION (Tsa) (@ 2'-4.5': Silty claystone: green, damp, stiff; upper 2-3' weathered T-56 TOPSOIL @ 0'-2': Sandy clay: brown, moist, soft TERTL\RY SANTL\GO FORMATION (Tsa) @ 2'-4' (Weathered) silty claystone: green to orange-brown, damp to moist, stiff, fractured, porous (g 4'-5': Silty claystone, green, damp, stiff B-10 971009-005 Test Pit Number Description T-57 T-58 TOPSOIL @ 0'-0.75': Silty sand: brown, damp, loose TERTIARY SANTIAGO FORMATION (Tsa) @ 0.75'-1.5': Silty claystone: green, damp, stiff, weathered 1.5'-3': Clayey silty sandstone: orange-brown, damp, medium dense; weathered 3'-3.5': Silty medium sandstone: light brown, damp, dense; @3.5': Refusal on fossiliferous concretionary layer TOPSOIL @ 0-2.5': Silty sandy clay: brown, damp, loose; scattered rootlets in top 4" TERTIARY SANTIAGO FORMATION (Tsa) @ 2.5'-4': Silty claystone: green, damp, medium stiff (weathered) @ 4'-4.5': Silty claystone: green, damp, stiff T-59 TOPSOIL (g O'-l.5': Silty clayey sand: brown, damp to moist, loose TERTL\RY SANTIAGO FORMATION (Tsa) (@ 1.5'-2.5': Claystone: green, damp, soft to medium stiff; fractured, iron-oxide stained bedding; weathered @ 2.5'-3.5': Claystone: green, damp, stiff; blocky B-11 971009-005 Test Pit Number T-60 T-61 T-62 Description OUATERNARY LANDSLIDE DEPOSITS (Ols?) @ 0'-9': Sandy clay: Red-brown to gray-brown, damp, medium stiff; calcium carbonate stringers, yellow-orange iron- oxidize staining TERTIARY SANTIAGO FORMATION (Tsa) @ 9'-10': Silty sandstone: gray, damp, dense ARTIFICIAL FILL-UNDOCUMENTED (Afu) 0-13': Silty sand to sandy clay: brown to black, moist to wet, loose; branches, cloth, organic odor TERTIARY SANTIAGO FORMATION (Tsa) @ 13'-14': (Weathered) silty clayey, very fine sandstone: gray-green, moist, dense @ 12': Ground water seepage encountered ARTIFICLA.L FILL-UNDOCUMENTED (Afu) @ 0'-5': Sandy clay to clayey sand: brown, diy to moist, loose; broken pipe, branches and miscellaneous debris OUATERNARY ALLUVIUM/COLLUVRJM (Oal/Ocol) @ 5'-7': Silty clayey sand: brown, moist, medium dense TERTIARY SANTIAGO FORMATION (Tsa) (@ 7'-9': Sandy claystone: gray-green, moist, medium stiff (very weathered), laminated @ 9'-9.5': Silty claystone: gray-green, damp to moist, stiff; iron-oxide staining B-12 971009-005 Test Pit Number Description T-63 ARTIFICIAL FILL-UNDOCUMENTED (Afii) (g 0'-4': Silty sand: brown, dry to damp, loose; branches at base of fill OUATERNARY COLLUVIUM (Ocol) @ 4'-7.5': Sandy clay: dark brown, moist, medium dense TERTIARY SANTIAGO FORMATION (Tsa) 7.5'-9': Silty fine to medium sandstone: orange-brown, moist, medium dense to dense; weathered 7.5'-8.5' j T-64 TOPSOIL @ O'-l': Silty sand: brown, damp, loose TERTL\RY SANTIAGO FORMATION (Tsa) T-64 (@ 0'-2.5': Silty sandstone: light gray-brown, damp, medium dense; iron-oxide stained @2.5'-3.5': Silty sandstone: gray-brown, damp, dense T-65 TOPSOIL @ 0'-3.5': Sandy clay: brown, damp, loose TERTIARY SANTIAGO FORMATION (Tsa) T-65 @ 3.5'-4.5': Silty very fine sandstone: gray-brown, damp, medium dense @ 4.5'-5': Silty very fine sandstone: gray-brown, damp, dense mi 971009-005 Test Pit Number Description T-66 TOPSOIL @ O'-l': Clayey sand: brown, damp, loose to medium dense TERTIARY SANTIAGO FORMATION (Tsa) @ r-3.5': Silty medium sandstone: orange-brown, damp, dense; iron-oxide staining T-67 OUATERNARY ALLUVIUM/COLLUVIUM (Oal/Ocol) 0'-6': Silty sandy clay: brown to dark brown, damp to moist, loose TERTIARY SANTIAGO FORMATION (Tsa) T-67 @6'-7': Silty fine sandstone: light brown, damp, dense; fossiliferous cemented zone at 7' T-68 OUATERNARY COLLUVIUM (Ocol) T-68 @ 0'-6': Clayey sand: dark brown, moist to wet, medium dense @ 6'-16': Clayey sand: yellow to orange-brown, moist to wet; medium dense TERTIARY SANTIAGO FORMATION (Tsa) T-68 (g 16'-17': (Weathered) slightly clayey, silty fine to medium sandstone: yellow-brown, moist, medium dense to dense B-14 971009-005 Test Pit Number Description OUATERNARY COLLUVIUM (Ocol) @ 0'-8': Clayey sand: dark brown, moist to wet, medium dense @ 8'-16': Clayey sand: yellow to orange-brown, moist to wet, medium dense T-69 TERTIARY SANTIAGO FORMATION (Tsa) (@ 16'-17': (Weathered) fme sandy claystone: light gray- green, moist, stiff; crumbly (@ 17'-18': Fine sandy claystone: light gray-green, damp to moist, hard TOPSOIL (@ 0'-2': Sandy clay: yellow-brown to brown, damp, loose to stiff; few medium pores, calcium carbonate blebs common T-70 @ 2'-4': Sandy clay: yellow-brown and light gray-green, moist, stiff TERTIARY SANTIAGO FORMATION (Tsa) @ 4'-5' (Weathered): Clayey sandstone: yellow-brown, with gray-green clasts, damp to moist, medium dense (@ 5'-6': Clayey sandstone: yellow-brown with gray-green clasts, damp, dense B-15 971009-005 11- i I. Test Pit Number Description T-71 ——• OUATERNARY COLLUVIUM (Ocol) T-71 @ 0'-3.5': Sandy clay: dark brown, damp to moist, stiff TERTIARY SANTIAGO FORMATION (T.sa) T-71 @ 3.5'-6': Silty fine to medium sandstone: yellow to slightly greenish brown, damp, dense T-72 OUATERNARY COLLUVIUM (Ocol) T-72 @ 0'-7.5': Clayey sand: dark brown, damp to moist, stiff; abundant fine pores; calcium carbonate stains common (g 7.5'-18.5+': Slightly clayey fine sand: yellow-brown, moist, medium dense; medium pores common T-73 OUATERNARY COLLUVIUM (Ocol) T-73 @ 0'-6': Sandy clay: dark brown, moist, stiff TERTIARY SANTIAGO FORMATION (T.sa) T-73 @ 6'-7': (Weathered) Silty fine to coarse sandstone: light gray-green, moist, medium dense @ 7'-8.5': Silty fine to coarse sandstone: light gray-green, damp, dense B-16 971009-005 j Test Pit Number Description TOPSOIL @ 0'-2': Sandy clay: dark brown, damp to moist, stiff; few medium pores T-74 TERTIARY SANTIAGO FORMATION (Tsa) @ 2'-3': (Weathered) Clayey sandstone: light gray-green, damp to moist, stiff to very stiff; blocky @ 3'-5.5': Clayey sandstone: light gray-green, damp, hard; blocky OUATERNARY COLLUVIUM (Ocol) (g 0'-7': Sandy clay: greenish brown, moist, stiff; calcium carbonate blebs, common at 2'-3.5' T-75 TERTIARY SANTIAGO FORMATION (Tsa) @ 7'-10': (Weathered) Sandy claystone: light gray-green, orange-brown, mottles common, moist, stiff to very stiff (g 10'-M.5': Sandy claystone: light gray-green and orange- brown, damp to moist, hard; blocky OUATERNARY COLLUVIUM (Ocol) @ 0'-5': Silty fine to medium sand: reddish brown, damp, loose to medium dense T-76 TERTIARY SANTIAGO FORMATION (Tsa) @ 5'-14.5': Sandy, silty claystone: light gray-green to olive- green, damp to moist, very stiff to hard; crumbly to blocky; calcium carbonate stains common; orange-brown stringers common 971009-005 L.. r' i I Test Pit Number 1 Description | T-77 _ OUATERNARY COLLUVIUM (Ocol) T-77 @ 0'-21.5+': Slightly clayey sand: brown to light reddish brown, moist, medium dense T-78 OUATERNARY COLLUVIUM (Ocol) T-78 @ 0'-3': Silty fine to medium sand: brown, damp, loose; abundant fine to large pores TERTIARY SANTIAGO FORMATION (Tsa) T-78 (@ 3'-8.5': Silty fine to coarse sandstone: light gray to orange- brown, damp, medium dense to dense; friable; shell fragments common T-79 OUATERNARY COLLUVIUM (Ocol) T-79 @ 0'-22'-(-: Silty clayey sand to sandy clay: brown to orange brown; damp to moist, medium stiff T-80 OUATERNARY COLLUVIUM (Ocol) T-80 @ 0'-4.5': Silty clayey sand: brown, damp, loose TERTL^RY SANTIAGO FORMATION (Tsa) T-80 @ 4.5'-6': (Weathered) Silty claystone: orange-brown to green, damp, medium stiff @ 6'-7': Silty claystone: green, damp, stiff B-18 971009-005 Test Pit Number Description T-81 TOPSOIL (g0'-3': Sandy clay: brown, damp, loose TERTIARY SANTIAGO FORMATION (Tsa) @3'-4': Clayey very fine sandstone: light orange-brown, damp, medium dense @4'-4.5': Clayey very fme sandstone: light brown, damp, dense T-82 TOPSOIL @0'-2.5': Sandy clay: brown, damp, soft TERTIARY SANTIAGO FORMATION (Tsa) T-82 @ 2.5'-3.5': Silty, very fine to fme sandstone: light brown, damp, dense; weathered (g 3.5'-4': Silty fine sandstone: light brown, damp, very dense ' • - T-83 TOPSOIL (@ 0'-2': Silty sandy clay: brown, damp, soft TERTIARY SANTIAGO FORMATION (Tsa) @ 2'-3': (Weathered) Silty fine sandstone: orange-brown, damp, medium dense (@3'-4': Silty fine sandstone: light gray-brown, damp, dense B-19 971009-005 Test Pit Number Description T-84 ARTIFICIAL FILL-UNDOCUMENTED (Afu) (g 0'-2': Silty sand: brown, damp, loose TOPSOIL @ 2'-3': Silty sandy clay: brown, damp, soft TERTIARY SANTIAGO FORMATION (Tsa) (@ 3'-4': Silty sandstone: light brown, damp, dense T-85 OUATERNARY COLLUVIUM (Ocol) T-85 @ 0'-6': Clayey sand to sandy clay: brown, damp, loose TERTIARY SANTIAGO FORMATION (Tsa) T-85 (@ 6'-7': Silty claystone: gray-green, damp, stiff; weathered from 6'-6.5' T-86 TOPSOIL (@ 0'-2.5': Silty clayey sand: brown, damp, loose to medium dense TERTIARY SANTIAGO FORMATION (Tsa) T-86 (@ 2.5'-4': Silty fine to medium sandstone: orange-brown, damp to moist, dense; weathered from 2.5'-3.5' T-87 TOPSOIL (g O'-l .5': Silty sand: brown, damp to dry, loose TERTIARY SANTIAGO FORMATION (Tsa) T-87 @ 1.5'-3.5': (Weathered) Silty fine sand, orange-brown, damp to dry, medium dense @ 3.5'-4.5': Silty fine sandstone: light brown, damp, dense B-20 971009-005 r-' ! - u Appendix B (continued) LB-1 through LB-21 Large-Diameter Borings From: Leighton and Associates, 1997, Preliminary Geotechnical Investigation, Bressi Ranch, Carlsbad, Califomia, Project No. 4971009-002, dated July 29, 1997 GEOTECHNICAL BORING LOG LB-1 Date 5-22-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 395 ft. Lennar/Bressi Ranch San Diego Drilling Sheet Project No. Type of Rig 1 of 2 30 in. Drive Weight Ref. or Datum 0-25', 4,113»; 25-47', 2.981» 4971009-002 E-lOO Bucket Auger Drop 30 in. Mean Sea Level Q3 o sz 01 0. o ni_j L CD in 01 TJ 3 Q. E (0 U) ^8 CQ fc CL Irt.^ CH-OI U • Q. 31 L CS in^ > — US us GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC CL TOPSOIL ©1'; Brown, damp lo moist, stiff, fine sandy CLAY; sandstone fragments common, roodets and organic material common CL push 94.7 27.3 10- TORREY SANDSTONE (Tt) @ 4': Very irregular contact to olive-green, moist, hard, silty CLAYSTONE; abundant fractures, orange-brown, iron-oxide stains common along fractures, few interbedded silty sandstone units, caibonate nodules, common thin yellow-brown, irregular interbeds common approximately every 3 inches 2 I 2 107.8 19.3 C: horizontal 15- C: horizontal 20- C: horizontal 25- SM CL SM 10': Gradational contact to very light green to gray, moist, veiy dense, silty fine SANDSTONE, orange-brown, iron-oxide stains common, few caihonate nodules 12'; Approximately horizontal irregular contact to green, moist, dense silty fine SANSTONE; approximately 2" of orange-brown sandstone at upper contact 12.5': Horizontal gradational contact (approximately 4 inches) to light green and brown, stiff, moist, CLAYSTONE; fissile, thin yellow irregular siltstones beds approximately 2 inches apart 14": Gradational contact (approximately 4 inches) to light gray, very dense, sUly fine to medium SANDSTONE; micaceous 15'7": Approximately horizontal, irregular contact to brown to red-brown, moist, dense, silty, fme to coarse SANDSTONE; shell fragments common to abundant 2/4" 111.9 4 I 8 114.5 13.1 ? 15.5 > 20'3": Light brown, damp, very dense, silty fme to medium SANDSTONE; well-cemented, few shells I 21': Brown, wet to saturated, very dense, silty fme to coarse SANDSTONE wiUi abundant shell fragments I 22': Orange-brown, saturated, dense, silty fme to medium SANDSTONE (2 inches thick), minor seepage ) 22 1': Horizontal sharp contact to light green, wet to saturated, very dense, silty fine to medium SANDSTONE; Uiin bedding common ) 25': Light green, moist to wet, very dense, silty, fme to medium SANDSTONE; micaceous 2SL 505A(11/77) LEIGHTON & ASSOCIATES 5-22-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 395 ft. GEOTECHNICAL BORING LOG LB-I Lennar/Bressi Ranch 30 in. San Dlego Drilling Sheet Project No. of 4971009-002 Drive Weight Ref. or Datum - Type of Rig E-100 Bucket Aug 0-25'. 4.113^: 25-47'. 2.981# Drop 30 in. Mean Sea Level 30- 35 40- 45- 50- 55- r. ro (L O nl_l L ID in 01 TJ 3 O z a. E n us o 5i CJ Ifl o ^ fc Q. 31 in^ CH-OI u a a 31 C a 112.8 14.7 S(0 CJ o .us Os us SM GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC TORREY SANDSTONE (Conrinnert) Total DepUi = 31' Seepage Encountered at 22' Backfilled on May 22, 1997 -I 1 -I 1 J ^ -I 1 -I 5a5A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-2 5-23-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 320 ft. Lennar/Bressi Ranch San Diego Drilling Sheet Project No. Type of Rig 1 of 30 in. Drive Weight Ref. or Datum 0-25', 4,113)^; 25-47', 2,9m 4971009-002 E-lOO Bucket Auger Drop 30 in. Mean Sea Level o sz D) a o ni-i L CD in 01 n 3 a. e m us lo s^ 5fc Q. 31 Ifirs CH-OI U a Q. \^ 31 C. a in in nl us Os us GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC CL SM TOPSOIL @ 0-1': Red-brown, moist, stiff, fine lo medium sandy CLAY; abundant roodets near surface 112.4 12.5 10- TORREY SANDSTONE (Tt) @ r: Irregular contact to light gray, damp, dense, silty fme SANDSTONE; thin red-brown, iron-oxide stained layers common near upper contact, fractures common, thin yellow beds conunon (approximately eveiy 3 to 4 inches) Gradational contact to off-white, damp, veiy dense, silty veiy fme SANDSTONE; thin iron-oxide stained layers common every 3 to 4 inches > 9': Grades into silty fme to medium SANDSTONE 114.5 12.5 15 — 20- B: N80E, 9S C: N45W, 4SE I 112.5 13.3 25- 2SL C: NlOW, 5E C: horizontal ©20': Grades to orange-biown color @ 21': Light gray, moist, dense, silty fme to medium SANDSTONE; Uiin (approximately 1/4 inch), yellow and gray-brown interbeds common @ 22': Gradational contact to red-brown, moist, dense, silty fme to medium SANDSTONE; few Uiui gray silty fme SANDSTONE intert>eds ? @ 26.5': Irregular contact lo brown, saturated, loose, fine sandy SILT to silty fine SANDSTONE; very Uiin (approximately 1 millimeter) Uiick organic rich layers abundant @ 27': Sharp contact to Uiinly intert)eddcd light gray and orange-brown moist, dense, silty fine SANDSTONE @ 27.5': Sharp contact to light gray to brown, moist, very dense, silty fine lo medium SANDSTONE; abundant shell fragments 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-2 5-23-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 320 ft. Lennar/Bressi Ranch San Diego Drilling 30 in. Drive Weight Ref. or Datum Sheet 2 Project No. Type of Rig of 0-25'. 4.113#; 25-47'. 2,98W Mean Sea Level 4971009-002 E-lOO Bucket Aug Drop 30 in. 30- 35- 40- 45- 50- 55- u sz 0) a • rt_j c CD Ifl 01 TJ 3 B; N20W, 12S C: N20E, 5NW Bag-5 ?35'-37 O z Q. E (D US as I 4 • 7 Irt/^ CH-OI U a a sy 31 C O 111.1 15.7 in^ SM ML GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC > 28.9': Irregular sharp contact to interbedded light gray, moist to wet, very dense, silty fme SANDSTONE and Uiin beds of yellow and brown SILTSTONE, seepage at contact I 29': Gradational contact to light gray, moist to saturated, dense, silty fine SANDSTONE widi Uiin intebeds of yellow and rose-brown, silty fine sandstone to siltstone I 30.5': Gradational contact (approximately 2 inch) to Uiinly interbedded rose-brown, yellow and light gray, moist to samrated, very dense sUtv fme SANDSTONE; seepage common I 34.7': Sharp contact to gray, damp, very dense, fine sandy SILTSTONE wiUi interbedded brown, fme sandy SILTSTONE in upper 1-1/2 feet ' 37.5': Ground water encountered Total DepUi = 39' Downhole Logged to 37-1/2' Ground Water Encountered at 37-1/2' Backfdled on May 23, 1997 1 ] 1 J ^ ] ] 1 505A{11/77) LEIGHTON & ASSOCIATES t I Date 5-23-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 395 ft. GEOTECHNICAL BORING LOG LB-3 Lennar/Bressi Ranch Sheet 1 of 30 in. San Diego Drilling Project No. 4971009-002 Drive Weight Ref. or Datum —- Type of Rig E-lOO Bucket Auger 0-25'. 4.113#: 25-47'. 2.9811^: 47-72'. 2.16M Hrnp jo_in. Mean Sea Level > Depth (feet) Graph i c Log Attltucies Sample No. B1 ous Per Foot Dry Dens 1ty (pcf) Moisture i Content (/<) ' Sol 1 Class. (U.S.C.S.) GEOTECHNICAL DESCRIPTION Logged By KBC/RKW Sampled By KBC V CL ~CL ~ TOPSOIL @ 0': Dark gray-brown, dry to moist, stiff, clayey SAND to sandy CLAY; blebs of calcium caibonate ' TORREY SANDSTONE (Tt) ~ ~ m C: N45W, 6N SM @ 1': Irregular contact to olive-green, moist, stiff, sandy CLAYSTONE blebs of topsoil and light gray SAND ©2.1': Sharp slighUy irregular contact (1/2" of iron-oxide staining) to off-white, moist, dense, silty fme SANDSTONE; massive, few infilled near vertical fracmres, infilled wifli gray-brown sandy CLAY, few calcium cartxinate-lined Jractures (trend approximately northeast; dipping steeply east) @ 3.5': Approximately 1" Uiick iron-oxide stained bed 5 — C: N65W, 10-15N ipush/l 116.0 5.1 SM @ 1': Irregular contact to olive-green, moist, stiff, sandy CLAYSTONE blebs of topsoil and light gray SAND ©2.1': Sharp slighUy irregular contact (1/2" of iron-oxide staining) to off-white, moist, dense, silty fme SANDSTONE; massive, few infilled near vertical fracmres, infilled wifli gray-brown sandy CLAY, few calcium cartxinate-lined Jractures (trend approximately northeast; dipping steeply east) @ 3.5': Approximately 1" Uiick iron-oxide stained bed C: N65W, 10-15N 1 CL @4.6': Beds become more cemented @ 5.6": Erosional conUct (irregular) to olive-green, slighUy moist, hard, silty CLAYSTONE, very blocky. numerous randomly-oriented fractures, infilled wiUi silty SANDSTONE, iron-oxide stains along ftachires 10 — 2 1 , 101.3 22.7 @ 8.5': Scattered sandstone blebs, becomes less blocky, red iron-oxide staining common -C: N45W, 7N 101.3 22.7 @ 10.4': Becomes more clayey, moist, fissile claystone to 11.5' - @11.5': Becomes blocky again 15 — . C: N20W, 15N SM CL @ 14.6': Sharp slighUy irregular contact to light gray-brown, mottied orange and yellow-brown, moist, dense, silty fme SANDSTONE; few iron-oxide stained zones, slighUy friable, highly weaUiered concretion (approximately 5" in diameter) @ 16.6': Gradational contact (over approximately 3") to olive-green CLAYSTONE ® VI. V: Erosional contact (1/4 to 3/4" ttiick) lo oiange-brown silty fine SANDSTONE bed — — C: N65W, 14N SM . —; @ 19':^jClaystone grades into, sUty, fine SANDSTONE (over approximately @ 19.5': Concretion @ 20.1': Sharp contact to 3/4 inch layer of orange-brown, silty fme SANDSTONE bed 20 ' 1 110.6 18.6 @ 19':^jClaystone grades into, sUty, fine SANDSTONE (over approximately @ 19.5': Concretion @ 20.1': Sharp contact to 3/4 inch layer of orange-brown, silty fme SANDSTONE bed -C: N75E, 12E @23': Erosional contact to approximately 3/4" layer of orange-brown, silty fine SANDSTONE 25 — - @ 25.5'-26.3': Cemented zone; contact lo olive-brown SANDSTONE, massive 30 L -. Z: N50W, 8N ® 29.5': Contact to silty fine SANDSTONE 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-3 Date Project Drilling Co. _ Hole Diameter 5-23-97 Lennar/Bressi Ranch 30 in. San Diego Drilling Sheet 2 of _3 Project No. 4971009-002 Drive Weight Elevation Top of Hole 395 ft. Ref. or Datum Type of Rig E-lOO Bucket Au i 0-25'. 4.113#: 25-47'. 2.981#: 47-72'. 2.168# Drr^p 30 in." Mean Sea Level csZ 30- 35- 40- 45- 50 55- U .C O) 0.0 fO-l c CD in 01 TJ 3 C: N20W, 5N XB: N25W, 8S 505A(11/77) a E m us S8 5 I 5 I 6 • 27 in^ CH-OI u Q a sy 31 L a 114.9 14.1 112.0 112.2 16.7 18.2 SM SW SM SW SM GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC/RKW KBC TORREY .SANDSTONE (Continued) ~ ~ ~ @ 31.5': Cemented zone (1.5' Uiick); contact to fine to coarse SANDSTONE I 35.5'-36.r: Cemented zone > 39.r-39.9': Cemented zone; scattered concretions below ) 42.7'-43': Cemented zone; irregular contact @ 44.5': Grades to silty fme to medium SANDSTONE @ 45.8': Grades to light gray to light gray-brown, moist, dense, sUty fine SANDSTONE; iron-oxide stamed, micaceous ) 47.9': Sharp irregular contact to fine to coarse SANDSTONE > 49.7': Sharp irregular contact to sUty, very fine SANDSTONE; minor seepage along contact I 52'-54': Concretionary nodule I 56': Sandstone is weakly cemented I 59.5': Sandstone is less cemented r [ r LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-3 5-23-97 Date Project Drilling Co. _ Hole Diameter Elevation Top of Hole 395 ft. Lennar/Bressi Ranch San Diego Drilling 30 in. Sheet 3 Project No. Type of Rig of 4971009-002 Drive Weight Ref. or Datum E-lOO Bucket Auget 0-25'. 4,im; 25-47'. 2.981»; 47-72'. 2.168# Drop 30 in. Mean Sea Level £5^ a* 03 60- 65- 70 75- 80- 85- 3SL o sz 0) 0.0 n)_i c CD Ifl 01 TJ 3 0. E rd US to fc a. I 25 iti/~. CH-OI U O Q. 31 L a 114.0 .us Os tf) SM 16.3 GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC/RKW KBC TORREY SANDSTONE (Continued) Total DepUi = 69' Downhole Logged to 65' Minor Seepage at 49.7' Backfdled on May 28, 1997 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-4 5-28-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 380 ft. Lennar/Bressi Ranch San Diego Drilling 30 in. Sheet Project No. Type of Rig 1 of 3 Drive Weight Ref. or Datum 0-25', 4.113iy; 25-47'. 2.981# 4971009-002 E-lOO Bucket Aue Drop 30 in. Mean Sea Level ft to- 15- 20- 25- u .C 0) Q. O «_! L CD Ifl 01 TJ 3 B: N85E, 9S F: N20E, 85SW B: N25W, 9NE C: horizontal C: horizontal C: -EW. 2S B: N35W, lOSW B: N70E, 15S O z 0. G (0 US §8 to fc 0. 2 Ipush/l 3 I 3 irt^ CH-OI u • a •sy 31 L CS 89.9 107.5 112.0 015* 3... in c 01 - o o 31.4 19.1 16.7 GCJ — US oB us CL "CL~ SM CL GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC TOPSOIL @ 0-1.5': Brown, damp, stiff, fine sandy CLAY; rootiets common TORREY SANDSTONE (Tt) @ 1.5': Very irregular contact to light gray-green, damp, hard, fine sandy CLAYSTONE; Uiin discontinuous and irregular, orange-iirown and yellow-brown, silty fme SANDSTONE interbeds, common approximately every 3", large caibonate-lined fracture, Uiin carbonate-lined beds common ® 3': Becomes fissile @ 4'-6': Becomes blocky ) 6'; Becomes slighUy more sandy; fissUe >7': Becomes clayey again ' ir-12': Large concretionary nodule; approximately 1/2" of red-brown iron-oxidadon around perimeter; upper 3" of nodule is Stage fV calcium cartionate I 12-1/2': Gradational contacKapproximately 5") to light gray-green, damp, very dense, sUty fine SANDSTONE; orange-brown, iron-oxide stained sUty fine sandstone, interbeds common ' 14.5': Sharp irregular contact to orange-brown, silty, fme to medium SANDSTONE; few thin irregular, discontinuous gray interbeds -a H 1 W u • 16.7'; Irregular gradational contact (approximately 3") to light gray, damp very dense, sdty veiy fme SANDSTONE; irregular, discontinuous Uiin orange-brown intertieds 17.3': Irregular contact to orange-brown, sUty fine SANDSTONE ,, ' 17.8': Grades (over approximately 4") to light gray, damp, very dense, sUty | fme SANDSTONE with few orange-brown, Uiin discontinuous sUty U sandstone intetheds ) 22': Irregular contact to white concretion layers; upper 2 inches are red-brown, iron-oxidized sUty fme SANDSTONE I 22.7': Sharp horizontal contact to light green, damp, dense, sUty, very fine SANDSTONE; thin irregular, discontinuous yellow-brown and orange-brown iron-oxidized, interbeds common ! 24': Grades to light gray ) 25.5': Large concretionary nodule wiUi abundant shells, orange-brown, iron-oxidation abundant > 27': Sharp contact to approximately 3" thick, light gray, damp, dense, silty CLAYSTONE bed > 27.2': Light gray, dark gray, and yellow interbeds common n i W I H 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-4 Date 5-28-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 380 ft. Lennar/Bressi Ranch Sheet 2 Project No. of 4971009-002 San Diego Drilling 30 in. Drive Weight Ref. or Datum Type of Rig E-lOO Bucket Auger 0-25'. 4.113i»; 25-47'. 2.981# Drop JO.in, Mean Sea Level Sr"! u s: 0) 0. o m-i L CD Ifl 01 TJ 3 <E a E n us as Ifl/-. CH-OI U a 0. 31 C a — US oB us GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30-115.6 12.6 35- 40 — 116.6 16.0 50 C: horizontal B: N60W, ION 55-B: N80E, 17N SM CL SM TORREY SANDSTONE (Continued) I 31.5'-33': Orange to red-brown concretionary layer, irregular contact at top and bottom I 37': Orange-brown, iron-oxide stained zone ( 46': Orange-brown, iron-oxidized layer approximately 5" thick, irregular contact at top and bottom ! 48.5': Gradational contact to light gray, damp, hard, sU^ CLAYSTONE; . fissile, thin yellow-brown and orange-brown, iron-oxide stained interbeds common > 49.4'; Sharp contact to white, well-cemented concretionary layer to 50' depUi; shell fragments common at base ) 50.2': Irregular contact to light gray, sUty CLAYSTONE as above; Uiin calcite-lined beds common; discontinuous ' 52.7': Grades into light gray-brown, damp, very dense, sUty fme SANDSTONE; massive, orange-brown, iron-oxide stauung common I 53.5': Orange-brown concretionary nodule I 54': Gradational contact to light gray-brown, moist, very dense, silty fme SANDSTONE; abundant Uiin yellow-brown and brown interbeds > 57': Very Uiin discontinuous calcium carbonate stringers dipping approximately 70 degrees souUi 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-4 5-28-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 380 ft. Lennar/Bressi Ranch San Diego Drilling Sheet Project No. of 4971009-002 30 in. Drive Weight Ref. or Datum Type of Rig E-lOO Bucket Aug 0-25'. 4.113^'; 25-47'. 2.981# Drop 30 in. Mean Sea Level csZ 60- 65- U £ 0) ao (tj_i L US in <u TS 3 B: N70E, 6N Q. E ID U) lfl/% CH-OI u Q a. sy 31 L a — US us SM CL GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC TORREY SANDSTONE (Continued) ) 63.5': Interbeds are slighUy less common and more irregular ) 66': Orange-brown, iron-oxidized concretionary layer (approximately 3" Uiick) above dark gray-brown, damp, hard, sUty CLAYSTONE; massive 70- 75- 80- 85- Total DepUi = 69' Downhole Logged to 67.5' No Ground Water Encountered at Time of Drilling Backfilled on May 29, 1997 J 1 -I 1 H H 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-5 6-2-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 315 ft. Lennar/Bressi Ranch San Diego Drilling 30 in. Sheet Project No. Type of Rig 1 of 2 4971009-002 Drive Weight Ref. or Datum E-lOO Bucket Auger 0-25'. 4.113#; 25-47'. 2.981»: 47-72'. 2.168# Drop 30 in. Mean Sea Level 10- 15- 20 — 25 — 2SL u X 0) ao <0_J c CD in 01 TI 3 <i: C: N60E, 8S B: N15W, low C: N42W, 6S C: N30W, 5S O z a E (D US in^ CH-OI u Q a sy 31 L CS I I I 105.6 115.2 117.4 20.1 — US oB us 11.2 12.2 CL SC SM GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC TOPSOIL @ 0'; Brown, moist, very stiff, fme sandy CLAY; rooUets common near surface @_L1^': TopsoU gradually becomes sandier TORREY SANDSTONE (Tt) @ 2': Light brown wiUi orange-brown motUes, moist, dense, clayey fme SANDSTONE @ 2.6': Sharp contact to, off-white, damp, very dense, sUty fme SANDSTONE; animal borrows infdled widi topsoil common in upper 6", Uiin orange-brown, iron oxidized silty SANDSTONE interbeds common @ 4': Sandstone gradually changes to a light gray-green color @ 6.3'-6.8': Thin (approximately 1") calcium carbonate layers @ 7.4': Material grades over approximately 4"to orange-brown, silty fme to medium SANDSTONE @8.2': Few shell fragments @ 8.4': Off-white, well-cemented SANDSTONE layer (calcium carfx)naie and sUica cement) shell fragments common @ 9.2': Irregular sharp contact to red-brown, moist, dense, silty fme to medium SANDSTONE @ 9.5': Grades to light gray-green, damp, very dense, silty fme SANDSTONE; Uiin orange-brown iron-oxidized wavy discontinuous layers common, few calcium carbonate nodules, iron-oxide staining decreases with depth ' 17.4': Orange-brown iron-oxide staining, gradually decreases, yellow-brown ttiin wavy, irregular interbeds common ) 23': White, well-cemented SANDSTONE concretion; dark red-brown iron-oxidation around perimeter > 25.2'; Sharp, irregular contact, lo light gray, damp, very dense, silly very fme SANDSTONE; wavy discontinuous, thin orange-brown, iron-oxidized layers common TORREY SANDSTONE (Continued) ) 29.7': Material grades lo slighUy coarser silty, fine SANDSTONE 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-5 6-2-97 Date Project Drilling Co. _ Hole Diameter Elevation Top of Hole 315 ft. Lennar/Bressi Ranch Sheet Project No. of 2 4971009-002 San Diego Drilling 30 in. Drive Weight Ref. or Datum Type of Rig E-lOO Bucket Aut 0-25', 4,113#; 25-47'. 2,98U; 47-72', 2.168# Drop 30 in. Mean Sea Level a"" 30- 35- 40- 45- 50- 55- 6SL u sz 0> a o (0_J L CD Ifl 01 TJ 3 <n o z a E (0 US §8 as 7/2" Vli-s CH-OI u Q a sy 31 L O 109.5 112.6 13.9 14.7 US' SM ML Logged By Sampled By GEOTECHNICAL DESCRIPTION | KBC KBC @ 34.1': Material grades mto sUty very fine SANDSTONE @ 36': Material grades to slighUy coarser again ( 40': Off-white, well-cemented SANDSTONE nodule n n Ll H Ll > 45.5'; Grades into light brown, damp, very dense, sdty, fme SANDSTONEj^ ) 46.5': Possible perched ground water encountered @ 49": Dark gray, dry, very dense, fme sandy SILTSTONE; fissUe \@ 50': Practical refiisal Total DepUi = 50'2" Downhole Logged to 46.5' Ground Water (Perched?) Encountered at 46-1/2' BackfUlcd on June 2, 1997 Ll Ll H 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-6 Date 6-3-97 Project Drilling Co. Hole Diameter _ Elevation Top of Hole 215 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 1 Project No. Type of Rig of 2 30 in. Drive Weight Ref. or Datum 0-25', 4.113#; 25-47', 2.981# 4971009-002 E-lOO Bucket Auger Drop 30 in. Mean Sea Level aO* a3 u sz tJ) a o (O-J c. CD in 01 Tl 3 o z a E m CO as Ifl/N CH-OI u a a sy 31 L a 2-c 01 in GEOTECHNICAL DESCRIPTION Logged By _ Sampled By RKW/KBC KBC 10- 4-\ Fr: N38E, 80SE Fr; N40E, 72NW SC SM 124.4 SC B: N50W, 2NE Fr: N65E, 75-90N 30- SM LANDSLIDE DEPOSPfS (Ols) <S) 0': Brown, moist, stiff, sandy CLAY/ clayey SAND, homogeneous, rooUets common : Gray-brown, moist, slighUy clayey SAND to dense, fme SAND; contains small blebs of light brown SAND ( 9'; Grades to motUed light olive-green and light brown, moist, medium dense, clayey SAND; jumbled (graben material?) ) 9.5': Calcium carbonate stringers common ) 10.6'-14.2': Grades into light brown, damp, medium dense, sUty fme to medium S,\ND 14': Randomly-oriented fractures, calcium carbonate lined 15': Density increases 15.6': Near horizontal fracmre ) 17.5'; Cemented concretions ( 17.9': Very irregular undulatory contact to light orange-brown, moist, dense, fine to coarse SAND; massive, slighUy cemented, olive-green, very fme SILTSTONE rip-up clasts aiiundant, few granitic fragments ! 19.7': Very irregular contact to light gray to light brown, moist, dense, silty fme SAND, rip-up dast of fme to coarse sand common J 2r-21.8': Light brown, silty fme to coarse SiAND ' 22.5': Grades (over approximately 5") to fme lo medium SAND ! 25.5': Cemented zone 6" thick, minor seepage, fissile fine sandy SILT ) 26.1': Rupmre surface at base of cemented zone; no definite surface, in fdled mncated on cemented zone DEL MAR FORMATION (Td) @ 26.1': Material below cemented zone is moderately sheared and has a higher clay content @ 26.4': Sharp, irregular contact to olive-green, moist, very dense, silty. very fine SANDSTONE; iron-oxide stained zones, manganese staining and iron-oxide stains along tectonic shears 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-6 of 4971009-002 Date 6-3-97 Sheet 2 Project Lennar/Bressi Ranch Project No. Drilling Co. San Diego Drilling Type of Rig E-lOO Bucket Aug Hole Diameter 30 in. Drive Weight 0-25', 4.113#; 25-47'. 2.981# Drop 30 in. Elevation Top of Hole 215 ft. Ref. or Datum Mean Sea Level a3 o .C 0) a o ni-i L CD in 01 TJ 3 a E m us §8 "Qfc 0. inr\ CH-OI u a a sy 31 L Q 0,6 3.^ in ;cj Os US GEOTECHNICAL DESCRIPTION Logged By _ Sampled By RKW/KBC KBC 30- 35 — 40- 45- 50 55- 14 121.9 14.3 ? SM DEL MAR FORMATION (Continued) > 32.5': Well-cemented concretion, mmor seepage I 34.3': Gradational change to grayjo olive-gray, more friable SANDSTONE Total DepUi = 42.5' Downhole Logged to 41.5' No Ground Water Encountered at Time of Drillmg Hole Backfdled on June 3, 1997 1 -I 1 -I 1 J ^ ] 1 -I 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-7 6-4-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 210 ft. Lennar/Bressi Ranch San Diego Drilling Sheet Project No. Type of Rig 1 of 30 in. Drive Weight Ref. or Datum 0-25'. 4.113#; 25-47'. 2MU Mean Sea Level 4971009-002 E-lOO Bucket Auger Drop 30 in. a"" (zsZ u sz tJ) a o (0_l c C9 in 01 TJ 3 o z a E m us in^s CH- OI u a a sy 31 C Q Os CO GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC/RKW 10-C:N70E, 15NW GC:N40E, 12SE GC:N25E, MSE 20- 25- 2SL CL SM CL LANDSLIDE DEPOSITS (Ols) @ 0': Mottled light olive-green and light brown, damp to slighUy moist, stiff, sUty CLAY; massive, iron-oxide stained zones, moderately, sheared, rooUets in upper 12 inches > 2.8': Contains scattered zones of light brown, slighUy, moist, dense, sdty, fme to medium SAND, iron-oxide stained, massive > 4': Becomes blocky CLAY @ 6'; Becomes slighUy cemented @ 6.3': Gradational change to pale olive-green, slighUy moist, dense, silty fme SAND, massive, scattered iron-oxide blebs, slighUy micaceous > 9': Very faint cross-bedding dipping to the north 10.3': Sharp, irregular contact to olive-green, moist, stiff, sUty CLAY, blocky; iron-oxide stained zones ' 13.1': Sharp irregular contact to clayey SAND (jumbled clay and sand mix?) I 13.3'; Light olive-green, moist, medium stiff, sUty CLAY; highly weatfiered and punky; possible mpture zone, material below is very jumbled and relatively soft ' 14'; Discontinuous plastic layer, approximately 1/2" thick I 14.2': Very minor seepage I 14.5': Clay becomes stifl^and blocky I 16.5'; Contams zones of fme- to mediura-gramed SAND '17': Gradational change to olive-green sandy CLAY; blocky shiny randomly-oriented shear surfaces I 19'; Discontinuous sand layer (pale olive-green, moist, dense, fme to medium SAND) > 20' to 22': Up to 1" thick, near vertical sand infdled fracture (desiccation crack?) @ 23': Gradational change to CLAY; becomes increasingly blocky and sheared, iron-oxide staining present along shiny shear surfaces, shears are discontinuous and randoinly oriented 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-7 6-4-97 Date Project Drilling Co. _ Hole Diameter Elevation Top of Hole 210 ft. Lennar/Bressi Ranch San Diego Drilling 30 in. Sheet 2 Project No. Type of Rig of Drive Weight Ref. or Datum 0-25'. 4.113tf; 25-47'. 2.981iy Mean Sea Level 4971009-002 E-lOO Bucket Auge Drop 30 in. 30- 35- 40- 45- 50 — 55- o s: 01 a o ai_i L CD in 01 TJ 3 RS:N80E, 1-2NW a E (U US 58 as fc QL 10 Ifl/^ CH-OI u a a sy 31 C Q OIC w fc ^cJ — US oB us CL "CL' SM GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC/RKW LANDSLIDE DEPOSITS (Continued) ©31': Seepage on northeast side of boring @ 32': Clay becomes jumbled and highly weathered j@ 32.4'; Rupmre surface - 1/16" or less, sharp, irregular, highly plastic soft clayseam DEL MAR FORMATION (Td) @ 32.4': Pale olive-green, moist, very stiff, clayey SILTSTONE, massive, iron-oxide stained zones @ 33.3': Gradational change to gray olive-green, moist, hard, sUty, very fme SANDSTONE; massive, micaceous @ 36': Increasing iron-oxide stained zones > 40': Light brown, moist, dense, sUty fme SANDSTONE; massive Total DepUi = 41' Geologically Logged to 38' Veiy Minor Ground Water Seepage at 14 and 31 Feet Backfdled on June 4, 1997 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-8 Date 6-4-97 Project Drilling Co. Hole Diameter _ Elevation Top of Hole 225 ft. Lennar/Bressi Ranch San Diego Drilling Sheet Project No. Type of Rig 1 of 30 in. Drive Weight Ref. or Datum 0-25'. 4.113#; 25-47'. 2.981# Mean Sea Level 4971009-002 E-lOO Bucket Auger Drop 30 in. a3 u .C 01 ao n)_i L CD in 01 TJ 3 a E m us S8 as fc a. 31 in^ CH-OI u a a 31 C ID — US oB us GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC/RKW KBC 10 — 15- S;N60E, 26SW S:N80W, 35S C;N65W, 7SE C:N35W, 20NE C;horizontal 20- 25- 2iL ? CL SM CL SM SP SM SM SW LANDSLIDE DEPOSITS (Ols) 1'; Brown, damp, stiff, fme sandy CLAY; organic matter common, 1/8" diameter calcium carbonate blebs coinmon, large and medium pores common 1.7': Very irregular contact to light green, moist, dense, clayey, sUty fme SAND; abundant random gypsum-lined fractares, lust colored manganese stains common 3.5': Gypsum liecomes crystalline along 1/4" fracWres 4': Grades into fme sandy CLAY; blocky, rust colored manganese stains common Irregular gypsum-line 1/4" fracmres; generally dipping 35 degrees soutliwest ) 9': Irregular, irregular, polished and stiiated shears ) 10': Irregular, irregular, polished and striated shears I 10.5': Gradational contact to silty very fme SAND; thin iron-oxide stained stringers common > 12': Gradational contact (over approximately 2") to light gray-brown, moist, very dense, fme to coarse SAND; fmer and coarser beds common, upper 3" orange-brown iron-oxide stained, 1/4" gypsum lining along contact ( 14.5'; Sharp contact to light orange-brown to light brown, moist, dense, medium to very coarse SAND; fme-gravel common ( 14.8': Sharp contact to wet, fme to coarse SAND i 17.3': Sharp waxy contact to light green, damp, very dense, sUty, very fme SAND; blocky, seepage along contact, orange-brown iron-oxide stains common > 23'; Grades to light brown, moist, sUty, fme to medium SAND; iron-oxide stains common 124': White, well-cemented concretion I 24.5': Sand becomes wet ) 25.5': Sand becomes damp to slighUy moist I 27': Gradational contact (approximately 2") to light brown, wet, dense, fine to medium SAND; moisnire increases with depUi I 29': Grades to light brown, wet, dense, fine to coarse SAND 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-8 6-4-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 225 ft. Lennar/Bressi Ranch San Diego Drilling 30 in. Drive Weight Ref. or Datum Sheet 2 Project No. Type of Rig of 4971009-002 0-25'. 4.113#; 25-47'. 2.981^ Mean Sea Level E-lOO Bucket Aug< Drop 30 in. a"* 30- 35 — 40- 45- 50- 55 — U .C 0) a o (B_l L CD in 01 TJ 3 S:N25E, 38SE S:N45E, 38SW RS?:N80W, 32S a E (U US ^o as fc 0. 10 31 in,^ CH-OI o a a 31 L o .5 3.^ in fc o o Ifl^ SCO — US oB us CL ~CL- GEOTECHNICAL DESCRIPTION | Logged By _ Sampled By KBC/RKW KBC LANDSLIDE DEPOSPTS (Continued) @ 29.6': Base of sand is a 2" diick layer of black coarse SAND, followed by a 1-1/2" layer of orange-brown very dense, silty, very fme sand @ 29.8': Sharp contact to light gray-green, tectonically-sheared CLAY approximately 1" Uiick @ 29.9 : Light green, damp, hard, fme sandy CLAY; blocky, iron-oxide staining common along randomly oriented shears @ 30'; Zone of high angle shears to 44.5' @ 35': Color gradually changes to medium gray-green • @ 45': Possible rupWre surface/backscarp continuous around boring tiiin (approximately 1/16") plastic CLAY, very sheared above, less sheared below DEL MAR FORMA'nON (Td) @ 45.2': Gray- olive-green, moist, stiff, silty CLAYSTONE; massive, slighdy ^sheared, slighUy unoxidized Total DepUi = 48' Geologically Logged to 46' Ground Water Seepage at 16.5', 27.4', and 29.8' at Time of Drilling Backfdled on June 5, 1997 1 -I 1 J i -I 1 -I H 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-9 Date 6-5-97 1 Project Drilling Co. . Hole Diameter Elevation Top of Hole 180 ft. Lennar/Bressi Ranch San Diego Drilling Sheet Project No. Type of Rig 30 in. Drive Weight Ref. or Datum 0-25', 4,113jy; 25-47', 2.981# of 2 4971009-002 E-lOO Bucket Auger Drop 30 in. Mean Sea Level a*" u sz 0) a o id-i L CD Ifl 01 TJ 3 a E nl U) as fc o. in.^ CH-OI u Q a sy 31 L a in^ CJ GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC CS:N60E, lOS Bag-1 10 — CL SM I B:N70W, US C:N50W, 5N C:N22E, 21NW XB:N80E, 19S S:EW, 30S I 3 13 SM SW CL CS:N42E, 25NW 30 LANDSLIDE DEPOSn'S(Ols) 1': Dark brown, damp, stiff, fme sandy CLAY; medium pores common, organic material common, few calcium cartionate blebs 1-1/2': Very irregular contact to light green, damp, dense, silty very fine SAND; infdled fractares common along upper contact, few orange-brown iron-oxide stains, few manganese blebs > 5.2": A Uiin (1/2") clayseam composed of very light green tectonized CLAY; thin layer of orange-brown, iron-oxide staining at top and bottom followed by a thin layer of manganese staming at top and bottom contacts > 5.25'; Below clayseam light gray-green, sUty very fme SAND; few iron-oxide stained blebs I 6': Grades to light brown, moist, dense, sUty fme to medium SAND; few orange-brown, iron-oxide blebs ? 13.5' to 14': Zone of orange-brown, iron-oxide staining ; 14.8'; A coarse SAND and gravel sttingcr ) 15'; Sharp slighUy wavy contact to light brown, moist to wet, dense, fme to coarse S.AND; upper 3" are stained orange-brown by iron-oxide, crudely bedded ) 16'; Sharp irregular contact to light gray, moist, dense, silty fine to medium SAND > 17': Sharp iron-oxide stained contact to light yellow-brown, moist, dense, fme to coarse SAND; flame structare at contact, fme gravel common ) 18.5': Area of abundant gravel size fme SANDSTONE clasts ) 19': A 1-foot zone of cross-tiedding; wet to saturated with minor seepage at base ) 20': Wavy approximately horizontal contact to light green, damp, hard fme sandy CLAY; heavily randomly sheared, iron-oxide and minor manganese stains on shear surfaces, blocky, few pocket or coarse SAND fractare mfill? ) 20.5': Continuous wavy, irregular shear; manganese and iron-oxide stains on shear surface, minor seepage @ 24.6': Thin (1/16") continuous clayseam (possible back shear), Uiin layer of tectonized clay along surface of shear, manganese and iron-oxide stains common, minor seepage along surface @ 25': Light olive-green, damp, hard, CllAY; massive 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-9 6-5-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 180 ft. Lennar/Bressi Ranch San Diego Drilling 30 in. Drive Weight Ref. or Datum Sheet 2 Project No. Type of Rig 0-25'. 4.113#; 25-47'. 2.981iy Mean Sea Level of 2 4971009-002 E-lOO Bucket Auge. Drop 30 in. 30- 35 — 40- 45- 50- 55 — u sz 01 a o (O-J c CD in 01 TJ 3 S:N70E, 25NW S:horizontal RS?:horizontal a E ra U) in/-s CH-OI o • a sy 31 t. Q tn^ > oCJ — US oB us CL CL "\@ 37'; Practical refiisal GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC @ 31.5' and 32': Approximately horizontal shear planes ,^_32'^ Possible rupWre surfa^e alorig shear plane DEL MAR~F0RMAT10N (Td) @ 32': Olive-green, damp, hard, CLAYSTONE; blocky Total DepUi = 37' Downhole Logged to 34' Groimd Water Seepage Encountered at 20' and 25' At Time of Drilling Backfdled on June 5, 1997 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-10 Date Project Drilling Co. Hole Diameter 6-5-97 1 Lennar/Bressi Ranch San Diego Drilling 30 in. Sheet Project No. Type of Rig of Elevation Top of Hole 187 ft. Drive Weight Ref. or Datum 0-25'. 4,im; 25-47'. 2,981ff Mean Sea Level 4971009-002 E-lOO Bucket Auger Drop 30 in. D3 5 — 10 — 20- 25- 30- U SZ 0) a o ra_i L CD in 01 TJ 3 C:horizontal C:horizontal C:horizontal C:N75E, ION C:N45W, 15NE O z a E fO US in^ CH- OI u o a 31 C. Q in' in. ius — US oB us CL SM SW SM SP GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC TOPSOIL @ 1': Brown, moist, hard, fme sandy CLAY; orgamc matter common, . rooUets^cornmon "DEL MAR FORMATION (Td)" @ 1.8': Sharp, irregular contact to light green, damp, very dense, sUty fine SANDSTONE; orange-brown iron-oxide stains common >5.9 '; Irregular contact to light gray to orange-brown, damp, very dense, fine to coarse SAND with abundant fme to medium gravel > 7.8': Irregular contact to light gray-brown, damp, very dense, sUty fine to coarse SANDSTONE; scattered fine to medium gravel I 12.5': Sharp veiy irregular erosion surface; fme to medium gravel above contact to light gray, damp, very dense, sUly very fme SANDSTONE I 13.2' to 15": Zone of sheared olive-green CLAYSTONE; blocky shears randomly oriented with manganese and iron-oxide stains 15': Light gray-green, damp, veiy dense, silty, fme to medium SANDSTONE; iron-oxide stains common 17.5': Concretionaiy nodule ) 23': Sharp, wavy contact to light gray-brown, damp to moist, very dense, silty fine to coarse SANDSTONE; iron-oxide stained along contact ) 24.5': Undulating gradational contact to light gray-brown, moist, dense, silty fine to medium SANDSTONE > 27.8': Sharp contact to light orange-brown, damp, dense, medium to coarse SANDSTONE; fine to medium gravel common 505A(11/77) LEIGHTON & ASSOCIATES 6-5-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 187 ft. GEOTECHNICAL BORING LOG LB-10 Lennar/Bressi Ranch 30 in. San Diego Drilling Sheet Project No. of 4971009-002 Drive Weight Ref. or Damm — Type of Rig E-lOO Bucket Augt 0-25'. 4.113#: 25-47'. 2.9Slff Drop 30 in. Mean Sea Level csZ 30- 35 — O s: 01 a o ra_i c CD 40- 45- 50- 55- in 01 TJ 3 <r a e ra CO in^ CH-OI u £3 a 31 c a c^ wfc *^ o o SCO ;cj Os us SM GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC DEL MAR FORMATION (Continued) Total DepUi = 31' Downhole Logged to 28' No Ground Water Encountered at Tune of Drilling Backfdled and Tamped on June 5, 1997 -1 I J ^ ] ] 1 ] 1 J ^ 505A(n/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-U 6-6-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 290 ft. 1 Lennar/Bressi Ranch San Diego Drilling Sheet Project No. Type of Rig of 4971009-002 30 in. Drive Weight Ref. or Damm E-lOO Bucket Auger 0-25'. 4M3ff; 25-47'. 2.981;/; 47-72'. 2.168<' Drop 30 in. Mean Sea Level u .C 0) a o t. CD in 01 TJ 3 O z a e ra us o s o ^IL in ° as fc a. in^ CH-OI o a a sy 31 L a GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 10- CL SC CS;N60E, 12NW STR: N35W, IINW 15- 20- C:N10E, 4W C:NS, 8W CL ML SM SP SM SM/ML 25- C:N60W, 5SW :N40W, 7N, Str:N10-15W, 4W C:N60W, lOS 2iL SM ML SP SM LANDSLIDE DEPOSITS (Ols^ ©1': Dark gray-brown, moist, stiff, medium sandy CLAY; massive, organic matter common, charcoal common @ 2.8': Very irregular contact to mottled orange-brown and gray, moist, medium dense, sandy CLAY; massive, orange-brown, iron-oxide stringers and stains common, few fracture infUls of overlying material, few discontinuous vertical fracmres (approximately 1/4" Uiick), stained mst-brown wiUi manganese : Grades to mottled light gray and orange-brown, moist, medium dense, silty, clayey, fme SAND; massive @ 10': Clayseam: 1/8" Uiick remolded clay, fault stiiations on slip surface, sharp contact to olive-green, moist, hard, CLAY; fissile, abundant gypsum in upper 1-1/2" common below, horizontal discontinuous orange-brown, iron-oxidized stringers abundant ©11'; Gradational (approximately 1") undulating contact to, light gray to light rose-brown, damp, medium dense to dense, clayey, fme sandy SILT; moderately fissde, yellow discontinuous horizontal stringers abundant, scattered gypsum layers @ 13': Grades to light gray, damp to moist, dense, sUty, fme to medium SAND; abundant discontinuous approximately horizontal orange-brown, uxm-oxide stained stiingers, gypsum common @ 13.5': Well-cemented concretion, 1/2" layer of gypsum around perimeter @ 15.5' to 18.5': Light brown to brown zone of moist, dense to very dense, medium to coarse SAND; sheU fragments common, irregular well-cemented concretions common @ 18.5': Sharp contact to very light gray, damp, dense, sUty, very fme SAND thin (1/16") gypsum layer at upper contact, Uiin orange-brown iron-oxide interbeds common (approximately every 1 to 3", Uiin (< 1/4") gypsum layers common (approximately every 5") @ 20.3': Sharp contact to thinly interbedded rose-brown and light gray-brown, damp, dense, clayey, fme sandy SILT and clayey, silty, fme SAND; orange-brown iron-oxidized and yeliow, Uiin, horizontal stringers common, moderately fissUe ® 21': Grades to dark rose-brown, damp, very dense, silty, veiy fme SAND to very fine sandy SILT; fissile, abundant horizontal yellow stringers (approximately every 1/2") @ 22.5' to 23': Layer of brown, damp, medium dense, silty fme to medium SAND ® 24': Black very well-cemented concretion ® 25.3': Light gray, damp, dense, sdty, fme to medium SAND; wavy brown and yellow horizontal stringers common @ 26.5': Sharp contact to dark rose-brown, damp, very dense, fme sandy SILT; yellow and orange-brown, horizontal stringers common, fissile @ 27.5': Undulatory, raptare surface: 1/4" thick remolded, fat plastic clay * on a smooUi shinny surface; very faint sOairions on surface TORREY SANDSTONE (Tt) @27.7': Below mpwrc surface: sharp contact to light orange-brown moist, dense, medium to coarse SANDSTONE; Uiinly bedded 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-11 6-6-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 290 ft. Lennar/Bressi Ranch San Diego Drilling 30 in. Sheet 2 Project No. Type of Rig of 4971009-002 Drive Weight Ref. or Datum 0-25', 4.113#; 25-47'. 2MHi; 47-72' Mean Sea Level E-lOO Bucket Auge 2,168iy Drop 30 in. 014S a3 u JC 0) a o ni_J (. CD Ifl OJ TJ 3 a E ra us ifl^ CH-OI U Q a sy 31 C o us ;cj — US oB us GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30- C:N45W, 8SW 35- 40- 45- C: N5W, 8W C:horizontaI B:horizontal C:horizontal C:hotizontal 4 • 11 50- 9 I 5 125/10" 55- SM SW SM ML TORREY SANDSTONE (TO (Continued) @ 30.5': Cross-beds common ©31': Sharp contact to light gray and light orange-brown, moist, dense, sUty, fme to medium SANDSTONE; Uiinly bedded @ 34': Grades to fme to coarse SANDSTONE > 37': Sharp contact to light gray and orange-brown, medium to very coarse SANDSTONE Ml'; Sharp, wavy contact to interbedded light gray and light orange-brown, iron-oxide stained beds of moist, dense, silty fine to medium SANDSTONE, Uiinly bedded DEL MAR FORMATION (Td) © 44.5': Sharp contact to dark gray, damp, very dense, fme sandy SILTSTONE, ground water encountered @ 45': Sharp contact to light gray-brown, moist, dense, sUty fme SANDSTONE \@ 50.9': Drilling halted due to abundant caving of sahirated sand Total DepUi = 50.9' Downhole Logged to 47' Ground Water Encountered at 44.5' at Time of Drilling Seepage at 40 Feet and 47 Feet at Time of Drilling Backfdled on June 6, 1997 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-12 6-9-97 Date Project Drilling Co. _ Hole Diameter Elevation Top of Hole 315 ft. 1 Lennar/Bressi Ranch San Diego Drilling Sheet Project No. Type of Rig of 4971009-002 30 in. Drive Weight Ref. or Datum E-lOO Bucket Auger 0-25'. 4.113#; 25-47'. 2,9SU; 47-72'. 2.168# Drop 30 in. Mean Sea Level a"" £33 u x: 01 ao «_i L CD Ifl 01 TJ 3 a E ra cn as fc a in/^ CH-OI o a a 31 L Q iCJ -US Os CO GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC C:horizontal B:N40W, lOSW 10- CL SM C:N20W, 8SW SW 15- C:N70W, 20S 20- CL SM 25 — ML LANDSLIDE DEPOSfPS (Ols) @ 1': Red-brown, damp, stiff, fme sandy CLAY; organic material common @ 1.2'; Grades to orange-brown, moist, dense, silty, fme to medium SAND; light gray-brown mottles common, massive, few vertical fractares © 2.2': Grades (over approxunately 2") to light gray-brown, damp to moist, silty fme SAND; massive, yeilow horizontal stringers common; orange-brown, stams common, moderately fissile, few gypsum blebs, few vertical fracWres © 3': Becomes very fissile 10.7': Shaip contact to orange-brown, damp, dense, sUty fine to coarse SAND, crudely intertwdded wiUi light gray-brown sUt, fme SAND above and below, gypsum layers coinmon below 15.2' to 16'; Well-cemented concretionary layer 16.8'; SlighUy irregular contact to gray-green, damp, hard, sUty CLAY; blocky, abundant orange-brown approximate horizontal stringers ' 19' to 21': Grades, to gray-green, dense, silty fme SAND; few high angle fracwres > 21'-22': Light gray, damp, dense, silty fme to medium SAND; massive > 22': Light gray-green, damp, very dense, silty, very fme SAND; orange-brown, horizontal stiingers common, irregular discontinuous gypsum layers common ! 24.5': Grades to thinly interbedded, light gray, dense, brown and orange-brown, damp, very dense, silty fine SAND; yellow horizontal stringers common, gypsum layers common, very fissUe ) 26.5': Grades to predominantiy rose-brown, fme sandy SILT wiUi intertieds as described above; moderately fissile > 28.5': Grades to orange-brown, moist, dense, sdty, fme to medium SAND; large concretionary nodules common, shell fragments common; few area of coarse SAND 505AC11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-12 6-9-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 315 ft. Lennar/Bressi Ranch San Diego Drilling 30 in. Drive Weight Ref. or Datum Sheet 2 Project No. Type of Rig of 4971009-002 E-lOO Bucket Aug. 0-25'. 4.113#; 25-47'. 2.98U; 47-72'. 2.168# Drop 30 in. Mean Sea Level 40- 45- 50 — 55- U SZ 0) a o ra_i L us in 01 TJ 3 B:N65E, 4NW C;hori2ontal RS;N34E, IINW C:N15E, 6W FR:N80E, 14E a E ra us §8 as fc Ifl^ CH-OI u a a sy 31 L CS US — US Os us SM ML SP -cx- SM CL GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC LANDSLIDE DEPOSPTS (Continued) < 35.5': Shell fragments become rare ) 37.2': Irregular contact to light gray, dense, moist, sUty fine SAND; Uiin orange-brown and brown interbeds common ) 37.5': Gradational contact to light gray, moist, very dense, sUty fme SAND wiUi rose-brown, orange-brown and yellow wavy horizontal interbeds common } 39': Grades to predominantiy rose-brown, fme sandy SILT wiUi Uiin interbeds as described above common, very fissUe I 40 to 41'; Brown to white, moderately to well-cemented concretionary layer 141.2': Seepage encountered I 42.5' to 44.7': Area of predominantiy light gray silty fme SANDSTONE I 42.5' to 44.7'; Grades to predominantiy rose-brown, damp, very dense, fine sandy SILTSTONE wiUi mterbeds as described above; very fissUe ) 46' to 46.5': Black well-cemcnted concretionary layer; shell fragments coinmon, coarse SAND above and below ) 47':- Irregular wavy sharp contact to dark gray, damp, hard, silty, CLAY; slightiy fissUe ! 47.2': Sharp planar 1/8" Uiick rupWre surface, tectonized CLAY along slickened surface, truncates l"-1.5" wide gypsum-lined orange-brown fracWres DEL MAR FORMA'nON (Td) I 51-1/2'; Grades to light gray, moist, dense, silty fine to medium SANDSTONE 1 \ 1 i 1 J i ] -I 1 1 55.5': Wavy horizontal contact to light gray and orange-brown, wet. dense, I medium to coarse SANDSTONE |-| I 56.5': Becomes light gray j > 57.2': Sharp contact to olive-green, damp, hard, sandy CLAYSTONE to claystone; few fracwres H 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-12 6-9-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 315 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 3 Project No. Type of Rig of 4971009-002 30 in. Drive Weight Ref. or Datum E-lOO Bucket Auger 0-25', 4,113#; 25-47'. 2.981^; 47-72'. 2.168# Drop 30 in. Mean Sea Level a3 u sz 01 ao ra_i c CD in 01 TJ 3 a E ra us 31 in^ CH-OI u a a \^ 31 t. CJ .us Os us GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 60- FR:N20E, 36NW 65- CL DEL MAR FORMATION (Continued) I 67': Ground water encountered 70 — Total DepUi = 69' Downhole Logged to 67.5' Seepage Encountered at 41', 47', and 57' at Time of Drdling Ground Water Encountered at 67' at Time of Drilling Backfdled on June 9, 1997 75- 80- 85- 3SL 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-13 6-10-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 265 ft. Lennar/Bressi Ranch San Diego Drilling 30 in. Drive Weight Ref. or Datum Sheet Project No. Type of Rig 1 of 0-25'. 4.113#; 25-47'. 2.981iy Mean Sea Level 4971009-002 E-lOO Bucket Aug Drop 30 in. Depth (feet) Graph 1c Log Uti tudes ample No. B1 ous Per Foot >y Density (pcf) «i s ^8 ll 1 Class. J.S.C.S.) GEOTECHNICAL DESCRIPTION Logged By KBC us a O CJ Sampled By KBC 0 — CL TOPSOIL ' © 0': Brown, damp, stiff, fme sandy CLAY; organic material common, sand ' blebs, common, rooUets common B:EW, 13N SM TORREY SANDSTONE (Tl) © 0.8': Very irregular contact to light brawn, moist, medium dense, sUty fme SANDSTONE; few medium pores in upper 1-foot, massive, organic material coinmon ©2.3': Thin black layer of peat @ 3.3': Irregular erosion surface to light gray-brown, moist, medium dense, sUty fine SANDSTONE; orange-brown, interbeds common, few yellow mterbeds, moderately weaUiered, fissUe © 5': Very irregular contact to yellow-gray, wet, loose, fme to medium SANDSTONE; orange-brown and sUtier in upper 3", massive 5 ? SP TORREY SANDSTONE (Tl) © 0.8': Very irregular contact to light brawn, moist, medium dense, sUty fme SANDSTONE; few medium pores in upper 1-foot, massive, organic material coinmon ©2.3': Thin black layer of peat @ 3.3': Irregular erosion surface to light gray-brown, moist, medium dense, sUty fine SANDSTONE; orange-brown, interbeds common, few yellow mterbeds, moderately weaUiered, fissUe © 5': Very irregular contact to yellow-gray, wet, loose, fme to medium SANDSTONE; orange-brown and sUtier in upper 3", massive C:N10E, lONW ? CL @ 7': Sharp contact to light gray, wet to moist, stiff to hani, fme sandy sUty CLAYSTONE; seepage above contact, discontinuous randomly oriented Uiin orange-brown and red-brown stringers common @ 8': Material becomes crambly 10 — — _ ' 1 ' 15 — ? SM © 11.5': Material becomes blocky and is heavily fractared; fractares are lined wiUi orange-brown staining ® 13': Black sandstone concretion @ 13.5': Grades to gray, moist, very dense, silty fme SANDSTONE; massive, few approximate vertical fracWres, few lined with gypsum 20 — y FR:N15E, 62NW ? @ 19'; Steep fracWre, gypsum and iron-oxide stains along surface C:N42E, 52NW ® 22': Sharp contact to inclusions of gray-green, damp, very dense, sUty fme to medium SANDSTONE 25 — FR:N15E, 30NW ? © 24.2': Planer fractare; orange stained on surface @ 27.7'; Gradations contact (dipping approximately 20 degrees northwest) to orange-brown, moist, dense, medium to coarse SANDSTONE C:horizontal • ML/SM DEL MAR FORMATION?(Tdl •'^^'.• ML/SM ©28.8'; Undulating contact to light gray, moist, dense, fine sandy. 1 SILTSTONE tn .iltv fine .SANnSTONF. ' 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-13 6-10-97 Date Project Drilling Co. _ Hole Diameter Elevation Top of Hole 265 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 2 Project No. Type of Rig of 30 in. Drive Weight Ref. or Datum 0-25', 4,n3if; 25-47'. 2.981# Mean Sea Level 4971009-002 E-lOO Bucket Auger Drop 30 in. a*" 03 30- 35- 40- 45- 50- 55- U SZ 0) a o ra_i L CD in 01 TJ 3 a E ra us as fc a 10 tn^ CH- OI u a a sy 31 C o L" in^ CJ u SM GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC DEL MAR FORMATION? (Td) (Continued) Total DepUi = 31' Downhole Logged to 29.5' Seepage Encountered at 7', 12.5', 19', and 24', at Time of Drilling Ground Water Encountered at 29 Feet at Time of Drilling Backfdled on June 10, 1997 505A(n/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-14 Date Project Drilling Co. Hole Diameter 6-10-97 Lennar/Bressi Ranch San Diego Drilling 30 in. Elevation Top of Hole 235 ft. Drive Weight Ref. or Damm Sheet Project No. Type of Rig 1 of 0-25'. 4.113#; 25-47'. 2Mlff Mean Sea Level 4971009-002 E-lOO Bucket Aut • Drop 30 in. r t l £ f! i i-T 10- 20- 25- 2iL u .c 0) ao ra_j L CD in 01 TJ 3 B;N10E, 4W CS:N80E, 40SE C:horizontal CS:N35E. 30SE FR:N3E, 67E a E ra us in/s CH-OI u Q a sy 31 L a Sc^ CO CL SM CL SM ML CL SM ML SW GEOTECHNICAL DESCRIPTION Logged By _ Sampled By RKW/KBC KBC LANDSLIDE DEPOSrTS (Ols) ) 1 : Brown, damp, hanl, fme sandy CLAY; organic material common, few \~ medium pores, calcium carbonate blebs common near base | ) 1.7': Irregular gradational contact to light gray-brown, moist, dense. sUty fine SAND; approximately horizontal orange-brown stiingers coriimon. crudely liedded Dark brown discontinuous 1" Uiick zones of tectoiuzed clay, l- ;lv sheared ' ' M.8'to4.2': moderately sheared } 4.5'; Fractare infill of moist. loose to medium dense, fine to coarse SAND; fme pebbles common, few inclusions of brown tectonized clay, few gravels, massive, few large pores, rare charcoal @ 7.2': Very uregular gradational contact to light to dark gray, moist, stiff, fme sandy, sUty CLAY; orange-brown motfles common, few calcium carbonate blebs, charcoal common, massive © 8.5': Grades to sUty fme to medium SAND; charcoal common © 10': Undulating contact to dark gray-brown, moist, hard, clayey, fme sandy SILT; massive, orange-brown mottles abundant, gypsum blebs coinmon © 11.8' to 12.8'; Zone of moderately sheared light olive-green CLAY @ 12.5'; Grades to light gray and orange-brown, moist, dense, slighUy, clayey. sUty fme to medium SAND; light gray approximately 1" Uiick wavy sdty CLAY interiieds common ' 15': Lense of fracWre infUl of light orange-brown to light gray, moist, dense, sUty fine to coarse SAND; few fme gravels 16": Angular irregular contact to dark gray-brown, moist, hard, clayey, fme sandy SILT; sandy mterbeds common 17': Grades to light brown, moist, dense, silty fme to medium SAND; massive, coarser areas common 18'; White, moderately cemented concretionary nodule ( 20': Grades to fme to coarse SAND; fme gravels common, massive > 26.5': Gypsum-lined fracWres L L L L h L L L L L 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-14 6-10-97 Date Project Drilling Co. _ Hole Diameter Elevation Top of Hole 235 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 2 Project No. Type of Rig of 30 in. Drive Weight Ref. or Damm 0-25', 4M3ff; 25-47', 2,9m 4971009-002 E-lOO Bucket Auger Drop 30 in. Mean Sea Level a3 u sz 0) ao ra_i c CD Ifl 01 TJ 3 a E ra us as in^ CH- OI u a a sy 31 C o i c - o o »"2 ;cj .us Os us GEOTECHNICAL DESCRIPTION Logged By _ Sampled By RKW/KBC KBC 30- 35- FR:N10W, 65E C:horizontal FR;N5E, 70E RS:N80E, 8SE 40- FR:N80E, 18S FR;N60W, 40SW 45- 50- 55- SW CL SM CL ? LANDSLIDE DEPOSITS (Continued) © 30.5': Fracwre (possible backscarp) © 33'; Wavy sharp contact to olive-green, moist, stiff, CLAY; minor shearing in clay along contact © 33.5; Grades to olive-freen, moist, dense, clayey, medium to coarse SAND @ 34.3': Clayseam rupWre surface offsets fracWre (1/4" Uiick tectonized _ clay) "DEL MAR FORMA'nON (Td) © 35.5': Olive-green CLAY as described above © 36': Becomes hard, blocky and fracWred ! 40.2'; Thin (1/4") fracWre, polished surface moist, CLAY above fracWres ) 41.2'; Fracwre, l/4"-l/2" Uiick area of tectonized CLAY above polished surface (43': Moderate seepage Total Depdi = 47' Downhole Logged to 45' Minor Seepage at 33'. 39', 40', and 43' at Time of DriUing Backfdled on June 10, 1997 505A(11/77) LEIGHTON & ASSOCIATES 6-11-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 310 ft. GEOTECHNICAL BORING LOG LB-15 Lennar/Bressi Ranch 30 in. San Diego Drilling Drive Weight Ref. or Datum Sheet Project No. Type of Rig 1 of 3 4971009-002 E-lOO Bucket AUE,„ 0-25'. 4.113<': 25-47'. 2981^: 47-72'. 2.168;^ Drr^p 30 in. f X % - il r-i ^ 10- 15- 20- 25- o sz 0) a o ra_i L CD Mean Sea Level in 01 TJ 3 C:N50E, 9SE C:horizontal C:horizontal Bag-2 @7'-10 C;N70E, 4SE C;N75W, 20SW C:EW, 8S B:N45W, 20S C:horizontal C:N5W, 20E a £ ra us %o as CH- OI u Q a sy 31 C Q 01 C W fc o TZ I 4 I 4 ;-5 ?24'-26 _co ML SM CL ML SM SW CL GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC TORREY SANDSTONE (fi7~ ® 1': Light gray to light gray-green, damp, dense, fme sandy, SILTSTONE; Wocky, orange-brown stiingers common, carbonate coating on ped @ 1.5': Sharp, wavy contact to light orange-brown, damp, medium dense sUty fine to coarse SANDSTONE; massive, few shell fragments ® 4': Light gray clay stiingers common © 5'-6': Shell fragments and fme gravels common ® 5.5': Large black weH-cemented concretion, shells common I | © 6': Contact along black wavy 1" tiiick bed to orange-brown, damp dense 11 sUty fme to medium SANDSTONE; massive ' ' @6.5': Sharp contact to light green, moist, stiff. sUty CLAYSTONE; red brown Uim SILTSTONE horizontal stringers common, moderately fissUe, randomly oriented gypsum-lined fracWres common, gypsum blebs common Ll Ll ' 10 : Sharp gypsum-lmed contact to light gray to light rose-brown, damp dense, clayey, SILTSTONE; moderately fissUe, massive, approximately j I horizontal orange-brown stringers conunon M - 13.5'-14.5'; Black concretionary nodule, abundant gypsum-lined fracWres 1^ 15': Sharp contact to light gray wiUi orange-brown motfles. moist, dense. sUty fme to medium SANDSTONE; massive ' 17': Sharp contact to off-white, moist, dense, fine to coarse SANDSTONE; fliickly bedded, fmer beds common, cross-beddmg above contact Ll 11 ) 21.8': Sandstone becomes wet ) 22.3'; Sharp contact to light gray to light gray-green, moist, hard, silty CLAYSTONE; moderately fissile, orange-brown and yellow horizontal strmgers common, few gypsum-lined stiingers } 25.6'; Thin sandstone interbeds common ! 26': Sharp contact to gray, moist, dense, fine to coarse SANDSTONE; diiidy bedded, orange-brown and red-brown stains along bedding common L L 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-15 6-11-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 310 ft. Lennar/Bressi Ranch San Diego Drilling 30 in. Sheet 2 Project No. Type of Rig of 4971009-002 Drive Weight Ref. or Damm E-lOO Bucket Auger 0-25', 4.113#; 25-47'. 2981<y; 47-72'. 2,l6Sff Drop 30 in. Mean Sea Level 30- 35- 40 — 45- 50- 55 — U .C 0) ao ra_j c. CD in 01 TJ 3 C:horizontal 505A(11/77) a e ra cn tn o t o as fc CL 7 I g 8 I 24/8" Ift^ CH-OI U a a sy 31 L a oic ti § ^ o u \CJ Os U) SW CL GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC TORREY SANDSTONE (Continued) ©31': Sandstone is moist lo wet V © 32.3':_ Sandstone becomes very coarse, few rip-up clasts "DEL MAR FORMATION (Td)~ @ 32.7': Contact to light gray, moist, stiff to hard, slighfly sandy sUty, CLAYSTONE; orange-brown and.red-brown motfles common ! 45': Few randomly oriented fracwres, rose-brown, manganese staining common along fractares I 55': Claystone grades to sandy CLAYSTONE LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-15 Date Project Drilling Co. Hole Diameter 6-11-97 Lennar/Bressi Ranch 30 in. San Diego Drilling Sheet Project No. of 4971009-002 Elevation Top of Hole 310 ft. Drive Weight Ref. or Damm Type of Rig E-lOO Bucket Aug 0-25'. 4.113#: 25-47'. 29SM: 47-72'. 2.168# Drop 30 in. Mean Sea Level 60- 65 — 70- 75- 80- 85 U s: 01 ao ra_j c CD in 01 TJ 3 a E ra CO 3 O^ as\ 1 in<-\ CH-OI u CI a sy JI L CS 10 1 25/6" ^ fc ^ o o —US CL GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC DEL MAR FORMATION (Continued) @ 60': Sandy claystone grades to CLAYSTONE Total DepUi = 70.5' Downhole Logged to 68' No Ground Water Encountered (minor seepage at 22') Backfdled on June 12. 1997 n Ll LI Ll "Ll Ll H a H w L L 5a5A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-16 Date 6-12-97 Lennar/Bressi Ranch San Diego Drilling Project Drilling Co. Hole Diameter 30 in. Drive Weight Elevation Top of Hole 280 ft. Ref. or Datum Sheet _ Project No. Type of Rig 1 of 4971009-002 E-lOO Bucket Auger 0-25', 4,113;y; 25-47'. 2981#; 47-72'. 2.168# Drop 30 in. Mean Sea Level sz O) a o ra_i L CD in 01 TJ 3 a E ra CO 58 as fc CL CH-OI u CJ a sy 31 L Q OlO fc ^ o o Sc/5 GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC C:horizontal C:horizontal 10- 15- 20- 25- I Bag-2 J15'-17 I 13 C:horizontal -sc- SM ML/CL CL SM SW CL . TOPSOIL 1© 0.5': Red-brown, moist, medium dense, medium sandy CLAY; few > fractares TORREY SANDSTONE (Tt) © 0.8': Gradational contact to light orange-brown, to light gray, moist, dense, silty fme to medium SANDSTONE; few Uiin SILTSTONE interiieds @ 3': Sharp contact to orange-brown, moist, dense, sUty fme to coarse SANDSTONE; 1" thick rose-brown sUtstone bed at contact, massive DEL MAR FORMA'nON (Td) @ 5': Wavy contact to light gray, moist, very stiff, clayey SILTSTONE to sUty CLAYSTONE, crambly, approximately horizontal orange-brown stringers common ©7': Becomes hard and moderately fissUe © 7.5': Concretionary nodule; moderately cemented 10': Becomes moderately blocky and fracWred 13.5'; Grades to olive-green, damp, hard, fme sandy CLAYSTONE; massive, few fractares (21': White well-cemented concretionary nodule } 22'; Becomes sandier ) 23.5' to 25.5': Large well-cemented white concretionary nodule J 24.5': Contact partially obscured by concretion to light gray and orange-brown, moist, dense, fine to coarse SANDSTONE; cradely bedded I 28.5': Sharp undulating contact to olive-green, damp, hard. CLAYSTONE; massive, blocky, coarse SANDSTONE infills along fracWres at upper contact 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-16 Date 6-12-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 280 ft. Lennar/Bressi Ranch Sheet Project No. of 4971009-002 San Diego Drilling 30 in. Drive Weight Ref. or Datum Type of Rig E-lOO Bucket Augt 0-25'. 4.113#; 25-47'. 2981^; 47-72'. 2.168;^ Drop 30 in. Mean Sea Level 30- 35- 40- 45 50- 55- u sz 01 a o ra_i L CD in 01 TJ 3 S: N65E, 25SE C:horizontal FR:N5E, 40E O z a E ra CO S8 as 5 • 10 in^ CH-OI u a a 31 C Q CL SW CL GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC DEL MAR FORMATION (Continued) > 32.5'; AVhite, well-cemented concretionary nodule ! 33': Claystone is moderately fracWred, orange-brown iron-oxide and rose-brown manganese stains on fracwre and ped surfaces common ! 36.5': Shear plane wiUi approximately 3/4" of sheared CLAYSTONE along wavy polished surfaces > 40.4': Very irregular contact to light gray-brown, damp to wet, very dense, fme to coarse SANDSTONE ! 41.3'; Horizontal sharp contact to olive-green, damp to moist, hard, CLAYSTONE; fracWred and blocky ! 41.3'; Continuous fracwre wifli week seepage, sand common along fractare > 46': Grades to light gray-green, less blocky and fractared ' 52': Becomes moderately blocky and fractared @ 58.5': Grades to olive-green CLAYSTONE 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-16 6-12-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 280 ft. Lennar/Bressi Ranch San Diego Drilling 30 in. Sheet 3 Project No. Type of Rig of 4971009-002 Drive Weight Ref. or Datum E-100 Bucket Auger 0-25'. 4.113#; 25-47'. 2981#; 47-72'. 2.168iy Drop 30 in. Mean Sea Level 60- u sz 0) a o ra_i L CD Ul 01 TJ 3 a E ra us as fc CL in^ CH-OI o Q a sy JI L CS ^ o o ISc^ GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 65- 70 — CL DEL MAR FORMATION (Continued) @ 63': Moderately fractared 19 75 — 80- 85- 3SL. Total DepUi = 71' Downhole Logged to 69' Minor Seepage at 42' Backfdled on June 12, 1997 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-17 6-13-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 380 ft. Lennar/Bressi Ranch San Diego Drilling 30 in. Drive Weight Ref. or Damm Sheet Project No. Type of Rig 1 of 4 4971009-002 E-120 Bucket Augi 0-30'. 4,99U; 30-60'. 3.841;^; 60-90'. 2.446# Drop 30 in. Mean Sea Level csZ 25 — C; horizontal F:N15E, 75W C;N55E, 5NW F:N5E, 65E C:EW, 5S C: horizontal a E ra us S8 as I iflrv CH-OI u o a sy 31 L a SM GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC TORREY SANDSTONE (TO 1': Light gray-brown, damp to moist, dense, silty fine to medium SANDSTONE; Uiinly bedded, orange-brown, iron-oxide stained beds common, fractares common, few calcium caibonate linings, calcium carbonate-lined fault ! 3.7'; Wavy contact to light gray, damp, dense, sUty fme SANDSTONE; vertical calcium carbonate luied fracWres common, massive, fault is stamed orange-brown on eiUier side of sharp slip plane ! 9': Material grades to orange-brown, fme to coarse SANDSTONE ? 9.5' to 10.5': Orange-brown concretionary layer; well-cemented shells common, stams are trancated by fault ! II': Grades from orange-brown stained, sdty fme SANDSTONE back to light gray sUty fme sandstone ) 12.1': Thin 1" Uiick light gray sdty CLAYSTONE bed along contact to tan-brown, damp, dense, sdty fme SANDSTONE; massive ) 14'; Grades to orange-brown ) 15': Thm fault trace (approximately 1/16" wide) apparent displacement: east side down 1/2" > 18'; Wavy irregular contact to off-white, damp, dense, sdty fme SANDSTONE I 18.5": -Orange-brown, moderately:cemented concretionary nodule I 21': Sharp, slighUy wavy contact to orange-brown, moist, dense. sUty fine to medium SANDSTONE; Uiickly interbedded wiUi light gray-brown silty fme SANDSTONE @ 25.5': Orange-brown concretionary nodule © 26.2': Grades to light gray silty fine SANDSTONE ©28': Thin fault trace CL I ® 29.5': Sharp contact to light grav. moist, hard, silty CLAYSTONE; J -I 1 4 I w 1 \\ 1 Ll W H • W Ll 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-17 6-13-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 380 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 2 Project No. Type of Rig of 4971009-002 30 in. Drive Weight Ref. or Datum E-120 Bucket Auger 0-30'. 4.991#; 30-60', 3.841#; 60-90', 2.446^ Drop 30 in. Mean Sea Level 30- 35- 40- 45- 50 — U .C 01 ao ra_j c CD C: horizontal Ifl 01 T) 3 B:N25W, 8SW F: N5E, 70E a E ra us ^8 as fc CL I Ifl^ CH-OI U a a sy 31 C o 5 fc ;cj .us Os us CL SM CL SM SC SM GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC concretionary nodule at contact; few Uim orange-brown interbeds 1 30': Fault is stained orange-brown in CLAYSTONE I 31': Material gradually becomes sandier I 31.5': Grades to light gray, moist, dense, sUly fine SANDSTONE ) 32.5': Grades to light gray-brown, moist, hard, sdty CLAYSTONE; weakly fissile I 34.5'; Sharp contact to light gray-brown, damp, dense. sUty fme to very fine SANDSTONE; Uiinly bedded, cross-bedding common, orange-brown stain common ) 45': Abundant orange-brown stains ) 45.5' to 46.5': White well-cemented concretionary nodule ) 46.5': Very irregular contact to gray to gray-brown, moist, hard, fme sandy CLAYSTONE; orange-brown intertieds common ) 48.5'; Grades to light gray, moist, dense, sUty fme SANDSTONE; orange-brown stains common @52': Grades lo orange-brown © 53.5' to 55.5': Dark brown, well-cemented concretionary nodule ® 55': Sharp 1/4" red-brown fault trace 58.5' to 59.7': Dark brown, moderately to well-cemented concretionary layer; shell fragments common 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-17 6-13-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 380 ft. Lennar/Bressi Ranch San Diego Drilling 30 in. Drive Weight Ref. or Datum Sheet 3 Project No. Type of Rig of 4971009-002 E-120 Bucket Auge 0-30'. 4.991#; 30-60'. 3.84U; 60-90'. 2.446^ Drop 30 in. Mean Sea Level ^5 — 80— — — • C: horizontal C: horizontal C; N55E, 5S C: horizontal a E ra us o T o ^IL Ifi 2 as fc a. 1 15 6 • 14 Bag-7 Ifl^ CH- OI U a a 31 C a _co Os us SM ML CL ML GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC @ 60': Contact below concretion materia! to orange-brown, moist, dense silty fine to medium SANDSTONE © 61.5' to 63': Red-brown 1" wide near vertical fracWres common; gypsum lined ® 63': Thin (1/2") red-brown SILTSTONE layer; fracWres stop ® 63'; Contact to gray-brown, moist, dense, sdty fme to very fme SANDSTONE; Uiinly bedded, clayey units common © 68.5': Grades to orange-brown, sdty. fme to medium SANDSTONE @ 69.3': Sharp contact to dark gray-brown, moist, very dense, fme sandy clayey SILTSTONE; abundant fliin interbeds of rose-brown and yellow-brown sUtstone, horizontal gypsum stringers common, vertical gypsum-lined fracWres common > 77': Sharp, wavy contact to dark gray, damp, very dense, clayey, fme sandy. SILTSTONE; thinly bedded, few gypsum-lined fracWres @ 85.1' to 86': Dark gray, coarse, sandy moderately cemented concretionary layer @ 86': Dark gray, moist, hard, silty CLAYSTONE © 86.6' to 86.9': Claystone is very fissile @ 86.9': A 2" layer of plastic fat clay ® 87': Sharp contact to dark gray, damp, very dense, clayey fine sandy SILTSTONE, diinly bedded © 87.2' to 88.6': Light gray well-cememed concretionary nodule 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-17 6-13-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 380 ft. Lennar/Bressi Ranch Sheet Project No. of 4971009-002 San Diego Drilling 30 in. Drive Weight Ref. or Damm Type of Rig E-120 Bucket Auger 0-30', 4,99lff; 30-60', 3.841<y; 60-90', 2,446# Drop 30 in. Mean Sea Level u sz 0) a o ra_j L CD in 01 TJ 3 a E ra CO 3 O^ ifl^ CH-OI u a a sy 31 C i C - O o in^ acj — US us' GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 90- 95- 100-I 16/6" C; horizontal 105 — 110 — 115- ML TORREY SANDSTONE (Continued) ©91': Few clayeyer units CL SM ) 97'-98': White well-cemented concretionary nodule ) 98': Grades to dark brown, moist, hard, sUty CLAYSTONE; light gray sandy SILTSTONE layers common 101': Light gray well-cemented concretionary nodule • 103': Sharp contact to gray to light gray, damp, dense, sUty fme to medium SANDSTONE Total DepUi =116' Downhole Logged to 114' No Ground Waler Encountered at Time of Drilling Backfilled on June 16, 1997 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-18 Date 6-17-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 405 ft. Lennar/Bressi Ranch San Diego DriUing Sheet 1 Project No. Type of Rig of 3 4971009-002 30 in. Drive Weight Ref. or Datum E-120 Bucket Augt 0-30'. 4,99li/i 30-60'. 3.841#; 60-90'. 2.446# Drop 30 in. Mean Sea Level a"" csZ u sz 0) ao ra_i L CD Ifl 01 TJ 3 a E ra us u. 3 2 as fc a Ifiy-s CH-OI o a a 31 C Q 01*5 - O o > — US us GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC 10- 15- C: horizontal C:N50W, 5NE F:NS. 57W B:N55W. ION CL SM I SC SM C:N30W, I5NE B:N85W. 9N 20- 25- 2iL F:N5W. 71W B:N87W, ION TOPSOIL @ I': Brown, moist, stiff, fine to medium sandy CLAY; fme pores common, rootiets common, calcium carbonate blebs conunon, few charcoal fragments @ 2': Discontinuous layer (0.4' Uiick) of calcium carbonate TORREY SANDSTONE (Tt) @ 3.5': Discontinuous wavy contact to interbedded orange-brown and gray, moist, medium dense, sdty fme SANDSTONE; calcium carbonate lined fracWres and concretions common @ 5.5': Calcium carbonate layer 0.5' thick @ 6'; Shaip contact to orange-brown, moist, medium dense, sUty fine to medium SANDSTONE; massive @ 7'; Fine to coarse S.\NDSTONE; fine gravel and shell fragments common, 1/2" duck carbonate-filled fracWres conunon, abundant calcium cartionate blebs 10': Bed (0.5' Uiick) of olive-green, moist, stiff, medium to coarse sandy CLAYSTONE; shell fragments common, fissde. calcium carbonate blebs common 11': Green claystone motUes common 12'; Very irregular contact to light gray, moist, medium dense, clayey, sdty fme SANDSTONE; abundant random orange-brown stains, fracWres common, fissUe in areas, calcium carbonate blebs common 13': Areas of deep red and rose-brown mangnesium staining 14': SlighUy wavy, gradational contact to off-white, damp, dense, sdty fme I SANDSTONE; Uiirdy bedded, yellow stains common parallel to liedduig, orange-brown blebs common I 24': Thin calcium carbonate-lined fractare ) 25': Brown, moderately cemented concretionary nodule ) 27.5': Black, moderately cemented concretionary nodule J ] t w Ki ,LI Ll W W w n 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-18 Date 6-17-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 405 ft. Lennar/Bressi Ranch San Diego Drilling 30 in. Sheet 2 Project No. Type of Rig of 3 4971009-002 Drive Weight Ref. or Damm E-120 Bucket Auger 0-30'. 4.991iy; 30-60'. 3.841;y; 60-90'. 2.446>y Drop 30 in. Mean Sea Level in 01 TJ 3 a E ra us ifi^ CH-OI O a a sy JI L O 0l5 01 Ifl in^ CJ GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30-T SM F:N15W. 76SW B:NS.10E F:NS, 62E 35- 40- • C:N85E, 5S C: horizontal C; horizontal ML SM TORREY SANDSTONE (Continued) ) 31.5': Two faults intersect, lower fault is west side up ) 31.7': Yellow-brown concretionary nodule I 38': Sharp wavy contact to light gray, moist, very dense, sdty very fme SANDSTONE; massive > 41' to 42': Orange to red-brown, moderately cemented concretionary nodule ) 41.5'; Sharp contact to light gray, moist, dense, fine sandy SILTSTONE; fissUe, red-brown and orange-brown stains along contact > 43': Sharp contact to light gray, moist, dense to very dense, sUty fme to medium SANDSTOfjE; diinly bedded, yellow stains common >45': Irregular fractare / 50': Sharp contact to light gray, moist, very dense, silty very fme SANDSTONE; thmly bedded, orange-brown stains common, rose-brown stains along contact > 53' to 53.5': White well-cemented concretionary layer; abundant shells ) 53.5': Becomes massive > 57.5' to 58.5': White, well-cemented concretionary layer, shells common 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-18 Date 6-17-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 405 ft. Lennar/Bressi Ranch Sheet Project No. of 4971009-002 San Diego Drilling 30 in. Drive Weight Ref. or Datum Type of Rig E-120 Bucket Augei 0-30', 4,99U; 30-60', 3.841#; 60-90', 2,446# Drop 30- in. Mean Sea Level aC o3 o sz 0) a o ra_j L as Ifi 01 Tl 3 a E ra us ^8 2^ as fc a in^ CH-OI u CI a s.y Jl L Q 01-5 «> fc GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC 60- 65- B: horizontal C; horizontal C: horizontal 70- 75- 80- 85- 3SL I 16 SM TORREY SANDSTONE (Continued) @ 60.5': Bed of orange-brown, moist, medium dense, silty fine to medium SANDSTONE ) 62.5': Sharp contact to orange-brown, moist, medium dense to dense, sdty fme to medium SANDSTONE; massive I 64.5': Sharp contact to light gray to gray, moist, dense, sUty very fme SANDSTONE; Uiudy bedded ) 65' to 65.5': White, well-cemented concretionaiy layer ! 72': Sharp contact to orange-brown, moist, medium dense, sUty fine to medium SANDSTONE; massive ) 74' to 74.7': White, well-cemented concretionary layer } 74.7': Contact to light gray to gray, moist, very dense, sdty fine to very fin<„ SANDSTONE; Uiinly bedded Total DepUi = 81' Downhole Logged to 78' No Ground Water Encountered at Time of Drilling Backfdled on June 17, 1997 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-19 6-17-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 285 ft. Lennar/Bressi Ranch San Diego Drilling Sheet Project No. Type of Rig 1 of 30 in. Drive Weight Ref. or Datum 0-30'. 4.991#; 30-60', 3.841# 4971009-002 E-120 Bucket Auger Drop 30 in. Mean Sea Level a*" a3 u sz 01 a o ra_i c CD Ifl 01 TJ 3 a E ra us S8 as Ifi/S CH-OI u a a •sy 31 L CJ Ifl^ Gcj — US oB us GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC C: horizontal 10- CL "SM" CL SM CL ML/CL 15- 20- C;N85W. 30N B:N60W. lOS C:N20E, 5W SM 25 — SM SW TOPSOIL J*™*".! taojst, stiff, fme sandy CLAY;_organic material^common^ TORREY SANDSTONE (Tt) @ 1': Sharp, wavy contact to light yellow-brown, moist, medium dense to dense, sUty fme to coarse SANDSTONE; Uiin well-cemented beds common @ 2.8' to 3.3': Light brown well-cemented concretionaiy layer; shell fragments common @ 3.3': Sharp contact to gray, moist, stiff, fme sandy CLAYSTONE; crambly, calcium carbonate blebs common, yeilow-brown and orange-brown stiingers common, few fracWres © 3.8'-*': Orange-brown, sUty, fme to coarse SANDSTONE bed @ 4.5': Claystone is less crambly and more fissde with increasing depUi : Grades to light gray to gray, moist, dense, fme sandy SILTSTONE and CLAYSTONE; thin yellow and orange-brown stringers common; weak to moderate fissUity, few fractares with orange-brown iron-oxide staining • 15'-15.5': Bed of off-white, moist, dense, sUty fme to medium SANDSTONE ' 16': Rose-brown SILTSTONE, interbeds common 1.18:8': Irregular layer of mterjnixed orange-bro-wn, fme to medium SANDSTONE and light gray sandy CLAYSTONE I 19.1'; Sharp, wavy contact to off-white, moist, dense. sUty. fme to medium SANDSTONE, cradely bedded I 20' to 20.4': Orange-brown to brown bed of moist, dense, fine to coarse SANDSTONE; abundant rip-up clasts ) 21.5': Sharp contact to light gray, moist, dense, fme to coarse SANDSTONE; flimly bedded 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-19 6-17-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 285 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 2 Project No. Type of Rig of 4971009-002 30 in. Drive Weight Ref. or Datum 0-30', 4,99U; 30-60', 3.841# Mean Sea Level E-120 Bucket Aug Drop 30 in. JC 0) ao ra_i L CD Ifl 01 TJ 3 a E ra us Ifl/S CH-OI u a a sy 31 C CJ GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30- : horizontal SW CL TORREY SANDSTONE (Continued) @ 30': Claystone rip-ups and stringers common ® 32': Minor seepage \^_^2-5.'L Seepage_is^moderate DEL MAR FORMATION (""Td)~ @ 32.5': Wavy contact to light olive-green to olive-green CLAYSTONE; heavUy fracWred, seepage along fracWres, blocky '37.5'; Minor caving 14 IL 45- 1 \ 1 J 1 ] J 50- Total Depdi = 47' Downhole Logged to 40' Seepage at 32' Ground Water at 40' Hole Backfdled on June 18, 1997 55- n Ll n Ll H 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-20 6-18-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 250 ft. Lennar/Bressi Ranch San Diego Drilling Sheet Project No. Type of Rig 1 of 2 30 in. Drive Weight Ref. or Datum 0-30', 4,99W; 30-60'. 3.841# Mean Sea Level 4971009-002 E-120 Bucket Auger Drop 30 in. I I I I I ci3 10- 15- 20- 25- 2SL o sz 0) a o ra_i c us in 01 TJ 3 F;N70E, 55S RS;N30E, 5' SE FR:N20W, 82SW a E ra OJ o -i o ^IL in 2 as fc a. I 31 lfi/-s CH-OI U o a 31 C. a 3^ Ifl C 01 it - o u Ifi^^ oCJ — US oB US CL sc CL SM GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC LANDSLIDE DEPOSITS (Ols) r @3': MixWre of dark brown and dark gray-brown, moist, hard, fme sandy CLAY; organic material common, few medium pores Gradational contact to dark ^ray-brown, moist, stiff, fme sandy CLAY; plastic, crambly texWre. calcium carbonate blebs Grades to light olive-green, moist, stiff, fme sandy CLAY; plastic, crambly, calcium carbonate blebs common, gray-brown motUes common, gypsum blebs abundant ) 7'; Black manganese stains common > 7.8' to 8.4': Pocket of orange-brown clayey SAND ) 9.5': Fractare infill: Reddish brown, moist, medium dense, zone of clayey fme to medium SAND; green and brown motUes common, gypsum blebs and pockets common, wide (approximately 3 feet) pocket of infdl material on souUi side of hole, north side of hole and tielow fractare is crambly to blocky light olive-green CLAY, clay is crambly along base of infdl 16': Clay is hard blocky and moderately fracmred @ 18': Tliin (approximately 1/8 inch) shear, 1/4 inch of crambly clay along ' shear, yeilow-brown molding below shear, red-brown manganese stains ' lielow DEL MAR FORMATION (Td) Light olive-green, moist, very dense, clayey SANDSTONE; massive, few red-brown, manganese stains in upper portions © 21': Material grades to light olive-green, moist, hard, sandy CLAYSTONE; blocky. heavUy fracWred > 27': Grades to gray-green, moist, very dense, silty fine to medium SANDSTONE; massive 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-20 Date 6-18-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 250 ft. Lennar/Bressi Ranch Sheet Project No. of 4971009-002 San Diego Drilling 30 in. Drive Weight Ref. or Datum Type of Rig E-120 Bucket Auge 0-30'. 4,991^'; 30-60', 3,841/y Drop 30 in. Mean Sea Level ^ nl u sz 01 a o ra_j c CD in 01 TJ 3 a E ra us §8 CQ in^ CH-OI u Q a sy 31 (- a GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30- 35- 40- 45-C: horizontal 50- 12 SM DEL MAR FORMATION (Continued) © 30': Off-white, well-cemented concretions 1 32': Grades to sUty fme to coarse SANDSTONE > 34.5': Grades to orange-brown; material is moist to wet I 37': Very irregular wavy contact to gray-green, moist, very dense, sUty fme SANDSTONE; massive > 40': White, well-cemented concretionary nodule SW CL > 45': Sharp contact to light orange-brown, wet, dense, fine to coarse SANDSTONE; massive, weak seepage ) 47': Sharp contact to olive-green, moist, hard, fme sandy CLAYSTONE 55- 60- Total DepUi = 50' Downhole Logged to 48.5' Minor Seepage at 45' Backfdled on June 18, 1997 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-21 6-18-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 230 ft. Lennar/Bressi Ranch Sheet Project No. 1 of 4971009-002 San Diego Drilling 30 in. Drive Weight Ref. or Datum N/A Type of Rig E-120 Bucket Auger Drop 30 in. Mean Sea Level aZ u sz 0) a o ra_j c CD in 01 TJ 3 a E ra cn as in/-\ CH-OI u a a 31 C CJ ^CO us Logged By _ Sampled By GEOTECHNICAL DESCRIPTION KBC KBC 10- 15- 20 — 25- 30- CL SM SW SM TOPSOIL 1': Brown, moist, stiff, fine sandy CLAY; organic material common, rooUets common OUATERNARY ALLUVIUM (Oal) - @ 2': Gradational contacUoTitowii, moist, medium dense, sUty fme to medium SAND; organic material common, rooUets common, clayey sand layers common 13'; Brown, sand mixed wiUi light green, moist, fme to medium sandy CLAY; motUed DEL MAR FORMATION (Td) ® 15': Light gray-brown, moist, dense to very dense, fine to coarse SANDSTONE; massive I 19': Sharp contact to orange-brown, damp, dense, fme to coarse SANDSTONE; massive > 22': Light gray-brown, moist, dense, fme to coarse SANDSTONE I 28': Light olive-green, moist, very dense, sdty fme SANDSTONE; massive 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-21 6-18-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 230 ft. Lennar/Bressi Ranch San Diego Drilling 30 in. Drive Weight Ref. or Damm Sheet 2 Project No. Type of Rig of N/A Mean Sea Level 4971009-002 E-120 Bucket Augi Drop 30 in. u 30- 35 — 40- 45 — 50- 55 — SZ 0) ao ra_i c CD in 01 TJ 3 <E a E ra CO as in.^ CH-OI u a a s^ Jl L a ifi^ > _cn oB us SW CL GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC DEL MAR FORMATION (Continued) @ 30': Light green, moist, dense, fine to coarse SANDSTONE; massive ® 31'; Olive-green, moist, hard, fine sandy CLAYSTONE; blocky. fracWred Total DepUi = 34' Downhole Logged to 33' No Ground Water Encountered at Time of Drilling Backfdled on June 18, 1997 1 1 J i J i ] ^ 1 \ i 505A(11/77) LEIGHTON & ASSOCIATES 971009-005 Appendix B (continued) B-1 through B-7 Small-Diameter Borings From: Leighton and Associates, 1997, Preliminary Geotechnical Investigation, Bressi Ranch, Carlsbad, Califomia, ProjectNo. 4971009-002, dated July 29, 1997 GEOTECHNICAL BORING LOG B-1 Lennar/Bressi Ranch Date 5-21-97 Project Drilling Co. Barge's Drilling Hole Diameter 8 in. Drive Weight Elevation Top of Hole +/- 200 ft. Ref. or Datum Sheet 1 of _^ Project No. 4971009-02 140 pounds Mean Sea Level Type of Rig Hollow-Stem Augt Drop 30 in. c I- 200 195 190 185- 180 175- CJw 10- 15- 20- 25- 2iL u .C01 ao ra_i c CD Ifl 01 O z o z a E ra us as 40 29 63 71 5 I 50/6" 6 1 50/5 in^s CH-OI u a a 31 L a 101.9 100.1 106.6 110.4 115.3 116.5 18.9 18.6 18.3 18.2 14.5 12.4 Ifl'; fSc/5 — US oB us CL SC SM SM GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC OUATERNARY ALLUVIUM (Oal) @ 1': Dark brown, damp, hard, fine to medium sandy CLAY; abundant fme pores, few charcoal fragments ' 5': Light orange-brown, moist, medium dense, clayey, fme to medium SAND; few fme pores ' 10': Orange-brown, moist, hard, fme to medium sandy CLAY; rare carbonate nodules 15': Light green, moist, very dense, slighdy clayey, sdty fme to medium SAND; orange-brown, iron-oxide stains common DEL MAR FORMATION (Td) @ 20': Light green, moist, very dense, sdty. fine to medium SAND; micaceous ) 25': Light green, moist, very dense, silty. fine to medium SAND Total DepUi = 25-1/2' No Ground Water Encountered at Time of Drdling Backfdled on May 21, 1997 Ll Tl • 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-2 Lennar/Bressi Ranch Sheet 1 of _J2_ Project No. 4971009-02 Date 5-21-97 Project Drilling Co. Barge's Drilling Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight 140 pounds Drop _30^ in. Elevation Top of Hole -)-/- 175 ft. Ref. or Datum Mean Sea Level c o^ 175 a E ra CO in^ CH-OI u a a 31 L. a CO ;cj — US oB us GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC 170- 165- 160- 155- 150 145-1 30 17 24 3 I 35 4 I 50 55 SM 104.7 104.9 11.8 14.4 SC 111.8 17.8 CL 113.8 15.3 110.7 18.2 OUATERNARY ALLUVIUM (Oal) © 1': Light brown, moist, medium dense, sdty. fme to medium SAND; few fine pores ) 5': Brown, moist, medium dense, clayey, fme to medium SAND; few charcoal fragments i 10': Brown, moist, hard, fine to medium sandy CLAY 15'; Brown, moist, hard, fme to medium sandy CLAY @ 19.5': Ground water encountered @ 20': Light gray-brown, moist, hard, fme to medium sandy CLAY; few charcoal fragments 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-2 Lennar/Bressi Ranch Date 5-21-97 Project Drilling Co. Barge's Drilling Hole Diameter 8 in. Drive Weight Elevation Top of Hole +/- 175 ft. Ref. or Damm Sheet Project No. of 4971009-02 140 pounds Mean Sea Level Type of Rig Hollow-Stem Aug Drop 30 in. 01 i> .CO .us us' SW SC SM GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC ® 30': Brown, sawrated, medium dense, coarse SAND > 40': Light green. saWrated, hard, fme to medium sandy CLAY DEL MAR FORMA'nON (Td) ® 45': Light brown, wet. very dense, sUty fme to medium SAND @ 45.5': DrUling tiecame more difficult (per driller) © 50': Gray, moist, very dense, fme to medium SANDSTONE Total Depfli = 50.5' Ground Water Encountered at 19.5' Backfdled on May 27, 1997 a H n Ll Li L| W L L L L 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-3 Lennar/Bressi Ranch Sheet 1 of 2 Project No. 4971009-02 Date 5-27-97 Project Drilling Co. Barge's Drilling Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight 140 pounds Drop 30 in. Elevation Top of Hole -f/- 220 ft. Ref. or Datum Mean Sea Level 01 ft.oi 220- 215 210 205- 15 200 195-25- in 01 a E ra us lag-l J2'-5' 2 I 26 3 • 23 4 I 24 5 I 38 22 in^ CH-OI o Q a sy 31 L a 94.8 101.8 100.1 102.2 96.6 20.3 17.8 17.7 24.7 25.2 CL SC SM GEOTECHNICAL DESCRIPTION Logged By Sampled By MRM/KBC MRM/KBC OUATERNARY ALLUVIUM (Oal) 1 3'; Brown, moist, stiff, sandy CLAY I 5'; Dark brown/brown, moist, stiff, sUty, fme sandy CLAY 10': Brown, moist, very stiff, clayey SAND 15': Light brown, wet, medium dense, clayey fine to medium SAND 119': Ground water encountered I 20': Light brown, wet, medium dense, sdty fme to medium SAND 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-3 of 2 4971009-02 Date 5-27-97 Sheet 2 Project Lennar/Bressi Ranch Project No. Drilling Co. Barge's Drilling Type of Rig Hollow-Stem Augt Hole Diameter 8 in. Drive Weight 140 pounds Drop 30 in. Elevation Top of Hole +1- 220 ft. Ref. or Damm Mean Sea Level UJ 190 185 180 175 170 165 CJ 45- 55- 'ftO-l 6n- Ifl 01 O z a E ra us 10 <n fc CL 28 21 50/4" 50/5" in^ CH-OI u Q a sy 31 £. O lSc/5 cjCJ — US 'oB us sc SC/SM SP GEOTECHNICAL DESCRIPTION Logged By Sampled By MRM/KBC MRM/KBC 1 30': Light gray-brown, wet, medium dense, silty, clayey fine SAND ) 40'; Light gray-brown, wet, medium dense, mterbedded sUty fme to medium sandy CLAY and clayey fme to medium SAND ( 46': Drilling tiecame more difficult (per driller) I 50': Greenish brown, wet, very dense, fme to medium SAND ML DEL MAR FORMA'nON (Td) \ '^'KJ @ 53': Drilling became more difficult (per driller) I 55': Olive-green, damp, very dense, fine sandy SILTSTONE Total Depth = 55'5" Ground Water Encountered at 19' Backfilled on May 27, 1997 1 H i H w Ll H LJ H n 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-4 Date Project Drilling Co. Hole Diameter 5-27-97 Lennar/Bressi Ranch Sheet Project No. 1 of 2 4971009-02 Barge's Drilling 8 in. Drive Weight Elevation Top of Hole -f/- 240 ft. Ref. or Damm 140 pounds Type of Rig Hollow-Stem Auger Drop 30 in. Mean Sea Level c o^ Is LU O z a E ra us ^8 as fc a IflrN CH-OI U a a sy 31 C o cj GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC 240 235 230 225- 215 25- 210-1 30 28 47 3 I 35 25 110.2 99.5 104.5 CL 16.2 15.4 SC 19.8 CL 2 OUATERNARY ALLUVIUM (Oal) ® 1': Brown, moist, stiff, fine sandy CLAY; fme to medium pores common. rooUets common @ 5': Brown, moist, very stiff, fme sandy CLAY; fme to medium pores common, rooUets common 10': Brown, moist, medium dense, clayey fme to medium SAND; fme pores common, few rooUets 15': Light brown, moist, hard, fme sandy CLAY; few rooUets ) 19'; Ground water encountered } 20': No recovery of sample 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-4 Lennar/Bressi Ranch Date 5-27-97 Project Drilling Co. Barge's Drilling Hole Diameter 8 in. Drive Weight Elevation Top of Hole +/- 240 ft. Ref. or Damm Sheet Project No. of 4971009-02 140 pounds Mean Sea Level Type of Rig Hollow-Stem Augt Drop 30 in. c 210- 205 200 195 190- 185 im-l m. 30- 35- 40- 45- 50- 55- U XO) ao ra_i c CD m a E ra U) lo ^fc a 60 81/9" Ifl^ CH-OI O o a sy Jl L CS o o in . I3C/5 SP SP SM GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC ) 30': Light brown, moist, very dense, clayey, fme to coarse SAND; few fme gravel J 32'; DrUling became more difficult (per drUler) DEL MAR FORMA'nON rid) ©37': Drilling became very difficult ) 40': Light olive-green, damp, very dense, sUty fine SANDSTONE; moderately cemented 1 -I 1 Total DepUi = 40'9" Ground Water Encountered at 19' Backfdled on May 28, 1997 1 J ^ ] H n Ll H 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-5 Lennar/Bressi Ranch Date 5-28-97 Project Drilling Co. Barge's Drilling Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight 140 pounds Drop 30 in. Sheet 1 of 2 Project No. 4971009-02 Elevation Top of Hole -f/- 138 ft. Ref. or Datum Mean Sea Level c o^ u JZU) ao ra_j L CD in 01 a E ra us lo s^ 5fc CL in^-s CH-OI o a a sy Jl L Q GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC .i 135 130- 10- 125 15- 120 20- 115 25- 110 Jag-l H'-5' 2 SC I 33 32 109.3 107.1 12.7 9.6 SW 4 • 26 106.5 5 • 43 105.3 19.9 17.2 CL 17 OUATERNARY ALLUVIUM (Oal) I 2': Brown wiUi light brown mottles, damp, medium dense, clayey fme to medium SAND; few roodets ) 5': Light brown, damp, medium dense, sdty fme to coarse SAND; few fme pores 10': Brown, moist, very stiff, fme to medium sandy CLAY 13 '2": Ground water encountered 15': Brown, moist, hard, fme to medium sandy CLAY ) 20'; Light brown, wet, very stiff, fine to medium sandy CLAY 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-5 5-28-97 Lennar/Bressi Ranch Date Project Drilling Co. Hole Diameter Elevation Top of Hole +/- 138 ft. Ref. or Datum Barge's Drilling Sheet 2 Project No. of 4971009-02 8 in. Type of Rig Hollow-Stem Auge Drive Weight 140 pounds Prop 30 jn. Mean Sea Level c o^ m 105 too 95- 90 85- 80- 35 — 50 55- a E ra CO 10 §8 2^ as h 26 25 61/9" smi in^ CH-OI u cs a sy Jl L CS jco sc SM GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC @ 30': Light gray and light brown, wet to sawrated, medium dense, clayey, fine to medium SAND ) 40'; Light green, wet, medium dense, clayey, fme to coarse SAND DEL MAR FORMATION (Tril © 51': Light blue-green, moist, very dense, sdty, fme SANDSTONE; weakly cemented © 55-1/2': Practical refusal © 55-1/2': Light blue-green, moist, very dense, silty fine SANDSTONE; well \ cemented Total Depfli = 56' Ground Water Encountered at 13'2" Backfilled on May 28, 1997 ] 1 1 1 \ i j 1 ] 4 1 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-6 Lennar/Bressi Ranch Sheet 1 of _J, Project No. 4971009-02 Date 5-28-97 Project Drilling Co. Barge's Drilling Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight 140 pounds Drop 30 in. Elevation Top of Hole -I-/- 180 ft. Ref. or Datum Mean Sea Level U JCO) ao ra_i L CD in 01 a E ra us S8 2^ as fc CL CH-OI U a a sy Jl C a - o CJ — US oB us GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC 180- 175 170 10 165 160 155 lag-l }r-5' SM OUATERNARY ALLUVIUM (Oal) @ 1': Brown, damp, loose, slighfly clayey, sdty fme SAND; rooUets and organic material common 2 • 13 I 98.9 11.2 2 17 ) 8-1/2': Ground water encountered 10'; Light brown, sawrated, medium dense, slighUy clayey, sdty, medium to coarse SAND 24 CL 15': Light gray and light brown, wet, very stiff, fme to medium sandy CLAY 32 » 20'; Intertiedded light gray and orange-brown, sawrated, dense, slighfly clayey. sUty, fme to coarse SAND 75/1 r CL DEL MAR FORMATION (Td) @ 23': DrUling became more difficult (per drdler) > 25': Light green, damp, hanl, CLAYSTONE Total Depfli = 26-1/2' Ground Water Encountered at 8-1/2' Backfdled on May 28. 1997 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-7 Date 5-28-97 Lennar/Bressi Ranch Project Drilling Co. Hole Diameter 8 in. Drive Weight Elevation Top of Hole +/- 210 ft. Ref. or Damm Barge's Drilling Sheet 1 of __l Project No. 4971009-02 140 pounds Mean Sea Level Type of Rig Hollow-Stem Auge Drop 30 in. It «> fc ^ o a 19.7 20.8 25.3 21 US _</) oB us SM GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KAB CL )UATERNARY,ALLUVIUM (Qal) > 3'; Light brown, damp, medium dense, sdty fme to medium SAND wiUi roots and orgamc debris common Uiroughout I 5': Brown, damp, medium dense to very stiff, clayey to sUty fme SAND and sUty fine sandy CLAY 10'; As at 5 feet slight increase in moisWre content SM 15': Mottled green and purple, moist, very stiff, clayey SILT to sUty CLAY DELMAR FORMATION (Tri>" > 20': Light greenish tan, moist, very dense, sdty, fine SANDSTONE weakly cemented and slighUy oxidized Total DepUi = 21'6" Ground Water Encountered at 16' Backfdled on May 28. 1997 1 i i ] ^ 1 -I 1 -I 505A(11/77) LEIGHTON & ASSOCIATES Appendix B (continued) T-l through T-30 Exploratory Trenches From: 971009-005 Leighton and Associates, 1997, Preliminary Geotechnical Investigation, Bressi Ranch, Carlsbad, Califomia, ProjectNo. 4971009-002, dated July 29, 1997 LOG OF TRENCH NO.: T-l Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: BackLioe Logged by; KBC Elevation: 450' Location: Carlsbad Ol o > I CD O GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) TOPSOIL A @ 0-1.5': Light brown to brown, damp to moist, soft to slightly stiff, fine sandy clay; organic rich TORREY SANDSTONE B (3 1.5'-5'; Light brown, moist, dense, silty fine to medium sandstone; thinly bedded unmapped Tt SC/CL Sf^ 2 (Q' 3" O zs > CO as o o » CO GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: N15°E TOTAL DEPTH AT 5 FEET NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 LOG OF TRENCH NO. T-2 Project Name:_ Project Number: Equipment: Lennar/Bressi Ranch 4971009-002 Backhoe Logged bv: KBC Elevation: Location: 425' Carlsbad cn o I > GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) TOPSOIL unmapped CL (a 0-2' Light brown to gray-brown, damp to moist, soft to slightly stiff, fine sandy clay; rootlets common, organic material common, very porous Off-white with orange-brown stains common, moist, dense, silty fine to medium sandstone; massive LOG OF TRENCH NO.: T-3 cn o > Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 275' Locati on: Carlsbad GEOLOGIC A^ITUDES DATE: 6/26/97 DESCRIPTION: ENGINEERING PROPERTIES GEOLOGIC UNIT USCS Sample No. Moist. Density (pcf) LANDSLIDE DEPOSITS A 0 0-3': Brown, damp to moist, soft to slightly stiff, fine to medium sandy clay; rootlets and organic material common B (a 3'-5': Orange-brown, moist, loose to medium dense, silty, fine to coarse sand; massive, infilled fractures common C @ 5'-9': Off-white to light gray, moist, loose to medium dense, fine to coarse sand; calcium carbonate layers common, few thin sandy clay beds Qls SC SM SW LOG OF TRENCH NO. T-4 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged by: KBC Elevation: 280' Location: Carlsbad cys o I > CO o GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist, Density (pcf) (1) BS: N25°E, 75°SE LANDSLIDE DEPOSITS A @ 0-3': Brown, damp to moist, soft to slightly stiff, fine to medium sandy clay; rootlets and organic material common B (a 3'-9': Orange-brown, and light gray, moist, loose to medium dense, fine to medium sand; massive; few infilled fractures Qls TORREY SANDSTONE Tt CD o O 3 > CO CO o o 5' (D (0 West of landslide backscarp Torrey Sandstone bedrock and overlying topsoil is medium dense to dense; thinly bedded SC SW SM LOG OF TRENCH NO. T-5 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 285' Location: Carlsbad GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION; GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) TOPSOIL A (a 0-2.5' unmapped SC/CL Light brown to brown, damp to moist, loose to medium dense, clayey fine to medium sand to sandy clay o 3 O 3 po > CO CO o o OUATERNARY COI I.UVIUM/ALLUVIUM B @ 2.5-13'; Greenish brown, moist, loose to medium dense, clayey, silty fine to medium sand to clayey, fine to medium sand DFL MAR FORMATION C (a 13'-15': Light brown and olive-green, moist, stiff to very stiff, ,sand claystone; crumbly to blocky Qal SM/SC Td CL GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 0 TREND; NS LOG OF TRENCH NO.: T-6 o > CO o Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 340' Locati on; Carlsbad GEOLOGIC AHITUDES DATE; 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. iX) Density (pcf) TOPSOIL A @ 0-1.5' unmapped Light brown to brown, damp to moist, loose to medium dense, clayey fine to medium sand; organic rich, rootlets common SM OUATERNARY COLLUVIUM/ALLUVIUM •Qal B (a 1.5-5.5' CD ID O 3 « o Q TORREY SANDSTONE C (a 5.5'-6.5': Brown, moist, medium dense, silty, clayey fine to me(jium sand; organic material and rootlets common Pale brown to light brown, damp to moist, medium dense to dense, silty fine to medium sandstone SC Tt SM GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE:5-10° STREND: NS LOG OF TRENCH NO.: T-7 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv; KBC Elevation: 240' Location; Carlsbad o I > CO o GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. {%) Density (pcf) (1) BS: N45°E, 70°SE 2. (Q ZT O 3 > CO CO o o <D OS TOPSOIL A (3 0-2': Light brown to brown, damp to moist, loose to medium dense, silty, fine to medium sand to clayey fine to medium sand; rootlets and organic material common DEL MAR FORMATION B (a 2'-7': Light olive-green to olive-green, damp, hard, fine, sandy claystone; blocky, fractured POSSIBLE LANDSLIDE DEPOSITS C Possible landslide backscarp on south side of trench unmapped SM/SC Td Qls: CL CL GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 20°SE TREND: N45°W Possible Ladslide Backscarp IIII 4-4-4- TOTAL DEPTH AT 7 FEET _ NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 LOG OF TRENCH NO.: T-8 CJS o I > CO o Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevati on: 170' Locati on: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) TOPSOIL/TERRACE DEPOSIT A (a 0-2': Dark gray, damp, dense, silty fine to medium sand; gravel common DEL MAR FORMATION B (a 2'-6': Light gray-brown, damp to moist, dense, silty fine to medium sandstone Qt Td SM SM £5. Q zr o 3 > 0» o o 2. (D CD GRAPHIC REPRESENTATION ' SCALE; 1" =5' SURFACE SLOPE: 0 TREND: NS IIII IIII TOTAL DEPTH AT 6 FEET NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 LOG OF TRENCH NO.; T-9 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equipment: Backhoe Logged by; KBC LOG OF TRENCH NO. T-10 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 240' Locati on: Carlsbad cn o I > CO o GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) CD (O 3" O 3 > CO 09 O O 2. CD CO (1) BS: N70°E. 70°S TOPSOIL A (a 0-2'; Brown, damp to moist, loose to stiff, fine to medium sandy clay; rootlets and organic material common DEL MAR FORMATION B (a 2'-7': Light olive-green, damp to moist, hard, fine sandy claystone; crumbly to blocky, moderately fractured LANDSLIDE DEPOSITS C Steep fractured zone (landslide rupture surface), landslide deposit in south side of trench south side of trench' unmapped Td Qls SC CL CL GRAPHIC REPRESENTATION SCALE: 1":=5' SURFACE SLOPE: 15°S TREND: N20°W LOG OF TRENCH NO. T-11 cn o > I Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 425' Locati on: Carlsbad GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) TOPSOIL (a 0-1.5' Brown, moist, soft, to slightly stiff, fine to medium sandy clay; rootlets common TORREY SANDSTONE B @ 1.5'-6' unmapped Tt Off-white, moist, dense, silty fine to medium sandstone; few orange-brown iron-oxide stains CL SM I- GRAPHIC REPRESENTATION SURFACE SLOPE: 10°E TREND: N70°W LOG OF TRENCH NO. T-12 cn o > I CO o Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv; KBC Elevation: 415' Location: Carlsbad GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) TOPSOIL A (a 0-2.5': Brown, moist, stiff, fine sandy clay; rootlets common TORREY SANDSTONE . . . B (a 2.5'-6': Gray-brown to greenish brown, moist, dense, clayey fine to medium sandstone unmapped Tt CL SC 2. (Q 3' O 3 > CO CO o o » CD 09 GRAPHIC REPRESENTATION SCALE: 1" SURFACE SLOPE: 15°E TREND: EW LOG OF TRENCH NO. T-13 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged by; KBC Elevation: 325' Location: Carlsbad cn o I GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moi st {%) Density (pcf) TOPSOIL/COLLUVIUM A (a 0-2.5' Brown, moist, stiff, fine to medium sandy clay; organic material and rootlets common TORREY SANDSTONE B (a 2.5'-5': unmapped Tt Light orange-brown, moist, medium dense to dense, silty fine to medium sandstone CL SM CD S 3" GRAPHIC REPRESENTATION SCALE: 1" = 5 SURFACE SLOPE: 5°W TREND: N60°E LOG OF TRENCH NO. T-14 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged by; KBC Elevation: 340' Locati on: Carlsbad cn o I > CO o GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) TOPSOIL/COLLUVIUM A (a 0-4': Dark gray-brown, moist to wet, loose to medium dense, slightly clayey, silty fine to medium sand TORREY SANDSTONE B (a 4'-6': Light gray-brown, moist to wet, medium dense to dense, silty fine to medium sandstone unmapped Tt SM SM 2. (Q 3" O 3 > CO 09 o o 2. CO CO GRAPHIC REPRESENTATION' SCALE: 1" = 5' SURFACE SLOPE: 5°W TREND: N60°E LOG OF TRENCH NO.: T-15 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 360' Locati on: Carlsbad I > GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) TOP.SOIL/COLLUVIUM A (a 0-1': Light brown, damp, loose, silty fine to medium sand TORREY SANDSTONE B (a l'-6': Light gray, moist, dense, silty fine to medium sandstone (a 2.5'-3.5': Moderately cemented concretionary nodule unmapped Tt SM SM r- (a T o 3 > -CO GRAPHIC REPRESENTATION: SCALE: 1" = 5' SURFACE SLOPE: 5°W TREND: N70°E LOG OF TRENCH NO. T-16 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equ i pment: Backhoe Logged by; KBC Elevation: 340' Location; Carlsbad cn o I > GEOLOGIC ATTITUDES m DATE: 6/26/97 DESCRIPTION: COLLUVIUM A (3 0-3': Dark gray-brown, moist, loose to medium dense, slightly clayey, silty fine to medium sand B @ 3'-9': Dark brown, wet, medium dense, slightly clayey, silty fine to medium sand; gravel common near base TORREY SANDSTONE C @ 9'-10': Light gray-brown, moist, dense, silty very fine sandstone GEOLOGIC UNIT ENGINEERING PROPERTIES USCS unmapped Tt SM SM SM Sample No. Moist. Density (pcf) LOG OF TRENCH NO.: T-17 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment; Backhoe Logged bv: KBC Elevati on: 385' Locati on: Carlsbad GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moi st. Density (pcf) TOPSOIL/COLLUVIUM A (3 0-3.5': Dark brown to dark gray-brown, moist to wet, fine to medium sandy clay: organic rich, rootlets common TORREY SANDSTONE B @ 3.5'-5': Light gray, moist, dense, silty fine sandstone unmapped Tt CL SM 9 T o •3 GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: N45°E LOG OF TRENCH NO.: T-18 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 325' Location: Carlsbad g GEOLOGIC > CO o ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) r 3" O 3 > C9 09 o o 09 CO 09 ARTIFICIAL FILL (undocumented) A (a 0-3': Light brown, damp, loose, silty fine sandy; concrete fragments and rebar common OUATERNARY COLLUVIUM/ALLUVIUM B (a 3'-9': Dark gray-brown, moist to wet, soft to slightly stiff, fine to medium sandy clay TORREY SANDSTONE C (3 9'-10': Light gray and orange-brown, moist, dense, silty fine to medium sandstone Afu Qal Tt SM CL SM GRAPHIC REPRESENTATION SCALE: 1" =5' SURFACE SLOPE: 4°W TREND: N80°E LOG OF TRENCH NO.: T-19 -3 3L •y o -3 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment; Backhoe Logged bv: KBC Elevati on: 355' Locati on: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: ARTIFICIAL FILL (undocumented) A (a 0-6': Light olive-green, moist, soft to stiff, fine to medium sandy clay; massive, crumbly B @ 6'-10'; Greenish brown, moist to wet, soft to stiff, fine to medium sandy clay (37': Moderate seepage TORREY SANDSTONE C @ 10'-15' Dark gray, moist to wet, slightly stiff to stiff, clayey siltstone to silty claystone, moderately fissile GEOLOGIC UNIT Afu Tt ENGINEERING PROPERTIES USCS CL CL CL/ML Sample No. Moist. Density (pcf) GRAPHIC REPRESENTATION SCALE: 1";=5' SURFACE SLOPE: 0 TREND: N40°E LOG OF TRENCH NO.: T-20 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 290' Location: Carlsbad cn o > I CO o GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) COLLUVIUM @ 0-5.5': Light brown to brown, damp to moist, loose to medium dense, slightly clayey, silty fine to medium sand DEL MAR FORMATION (3 5.5'-8': Light green, moist, stiff to hard, silty claystone; fissile, crumbly unmapped Td SM CL CSS S > 09 CO O o (D 09 GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 2-3°W TREND: N60°W LOG OF TRENCH NO.: T-21 9 ti5 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv; KBC Elevation: 340' Location: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: ARTIFICIAL FTl \. (Undocumented) A (3 0-5'; Brown, damp to moist, loose, silty fine to medium sand OUATERNARY COLLUVIUM/ALLUVIUM B @ 5'-10': Gray-brown, moist to wet, medium dense, silty, clayey, fine to medium sand DEL MAR FORMATION C (3 10'-12': Light olive-green, moist, stiff, fine sandy claystone; crumbly GEOLOGIC UNIT Afu Qal Td ENGINEERING PROPERTIES USCS SM SC CL Sample No. Moist. Density (pcf) GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 1-2°W TREND: N70°E LOG OF TRENCH NO. T-22 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 320' Location: Carlsbad cn o .a I > CO O GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) TOPSOIL A (a 0-2' unmapped Light brown to red-brown, damp, loose to medium dense, slightly clayey, silty, fine to medium sand, rootlets common TORREY SANDSTONE B (a 2'-6': Light gray, moist, dense, silty, fine to medium sandstone Tt SM SM 2, Q 3" o 3 > 09 09 O O » cS 09 GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 5°S TREND: N20°W TOTAL DEPTH AT 6 FEET NO GROUND WATER ENCOUNTERED BACKFILLED; 6/26/97 LOG OF TRENCH NO. T-23 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment; Backhoe Logged bv: KBC Elevation: 290' Location: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) TOPSOIL/COLLUVIUM A @ 0-4": Brown, damp to moist, loose to medium dense, silty, clayey, fine to medium sand; rootlets and organic matter common DEL MAR FORMATION B @ 4'-8': Light green, moist, stiff, sandy claystone; crumbly unmapped Td SC CL "2, £3 3" O 3 .a JS O s GRAPHIC REPRESENTATION. SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: N50°W I 11 I IIII IIII IIII TOTAL DEPTH AT 8 FEET NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 LOG OF TRENCH NO.: T-24 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equ 1 pment: Backhoe Logged bv: KBC Elevati on: 315' Location: Carlsbad cn o GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moi st. Density (pcf) CO o TOPSOIL A (a 0-1.5': Reddish brown, damp, loose to medium dense, silty, clayey, fine to medium sand; rootlets common TORREY SANDSTONE B (3 1.5'-6': Light brown, damp, dense, silty fine to medium sandstone unmapped Tt SC SM <D O o 3 > 09 09 O O » CO 09 GRAPHIC REPRESENTATION-SCALE: 1"=5' SURFACE SLOPE: 0 TREND: N40°E LOG OF TRENCH NO.: T-25 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 230' Location: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) OUARTERNARY COLLUVIUM/ALLUVIUM A (a 0-2 • Qal a B : Dark gray to black, wet, stiff, silty, fine sandy, clay: abundant organic material (a 2'-8': Light gray-brown, wet. stiff, silty fine sandy clay; organic material common DEL MAR FORMATION C @ 8'-12': Light brown, moist to saturated, clayey fine to medium sandstone @ 10': Ground water encountered Td CL CL SC GRAPHIC REPRESENTATION' l SCALE: 1" = 5' SURFACE SLOPE: 0. TREND: N25°E LOG OF TRENCH NO. T-26 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 210' Location: Carlsbad cn p I > CO o GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moi st. Density (pcf) QUATERNARY COLLUVIUM/ALLUVIUM A @ 0-2': Brown, moist, loose, silty fine to medium sand, rootlets common, organic material common B (a 2'-4': Light brown, moist, loose to medium dense, silty fine to medium sand C & 4'-15': Dark gray to black, moist to wet, clayey, fine to medium sand Qal. SM SC 3" 09 O o (D 09 GRAPHIC REPRESENTATION: SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: N25°E LOG OF TRENCH NO.: T-27 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 235' Location: Carlsbad <n o I > o GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) (1) BS: N25°W, 75°NE (2) B: N30°W, 15°SW TOPSOIL A @ 0-2': Brown to red-brown, damp to moist, loose to medium dense silty to clayey, fine to medium sand DEL MAR FORMATION B (3 2'-9': Light brown, orange-brown and gray, damp, dense, medium to coarse sandstone; thickly bedded OUATERNARY LANDSLIDE DEPOSITS C East of rupture surface unmapped Td SP Qls r CD •a 3" 3 > » 09 O O 0) CO GRAPHIC REPRESENTATION: SCALE: 1" = 5' SURFACE SLOPE: lO^E TREND: N70°E LOG OF TRENCH NO. T-28 cn o > I CO o Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged by: Elevation: Location: KBC 250' Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) QUATERNARY COLLUVIUM/ALLUVIUM DEL (3 0-14': Dark gray-brown, moist to wet, clayey fine to medium sand to sandy clay; organic rich (3 9': Ground water encountered MAR FORMATION B (3 14.5'-15': Qal Td Light green and orange-brown, wet, stiff, claystone; crumbly, few concretionary nodules with shells common SC/CL CL LOG OF TRENCH NO.: T-29 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment; Backhoe Logged bv: KBC Elevati on: Location: Carlsbad ->>. <o o GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) (1) C: N70°E. 3°NW >• Z3 TORREY SANDSTONE A @ 0-2.5': Light pink to off-white, damp, dense, silty fine sandstone to sandy siltstone: fissile DEL MAR FORMATION B @2.5'-3.5': Light gray-green, damp, hard, silty, claystone to clayey siltstone; fissile C @3.5'-6': Light olive-green, damp, hard, sllty claystone; fissile, thin bedding, gypsum layers along bedding common, orange-brown stains along beds common Tt Td SM/ML CL/ML GRAPHIC REPRESENTATION I SCALE: 1" = 5' SURFACE SLOPE: 10°S TREND: ^I10°E IIII IIII IIII "•"TH 1 I IIII IIII IIII III! IIII IIII 1 1 1 1 1 1 f 1 Illi 1 * \ ' ~ ' " -' /, - <^^^ Illi 1 1 11 IIII 1 1 1 —r —1—1—1—1— 1 1 1 1 1 1 f 1 Illi .—' • , IIII 1 1 1 —r —1—1—1—1— 1 1 1 1 1 1 f 1 Illi s — 1 — ^ IIII 1 1 1 —r —1—1—1—1— 1 1 1 1 1 1 f 1 Illi IIII 1 1 1 —r —1—1—1—1— TOTAL DEPTH AT 6 FEET _ NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 " LOG OF TRENCH NO.: T-30 o I > CO o Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC El evati on: 385" Location: Carlsbad GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) 2. IQ > 09 09 O O SO CD CO QUATERNARY COLLUVIUM/ALLUVIUM A (3 0-1.5': Light brown, damp, loose, silty fine to medium sand; rootlets common B (3 1.5'-5.5': Brown, moist, loose to medium dense, silty fine to medium sand; organic material common C (3 5.5'-8.5': Dark gray-brown, moist, dense, clayey fine to medium sand; organic rich TORREY SANDSTONE D (3 8.5'-10': Light blue-green, moist, dense to very dense, silty, clayey, fine sandstone Qal SM SM Tt SC GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: N40°W 971009-005 Appendix B (continued) GLB-12, GLB-14, GLB-15,and GLB-17 through GLB-19 e Large-Diameter Borings From: Geocon, 2000, Supplemental Soil and Geologic Investigation, Villages of La Costa - The Greens, Carlsbad, Califomia, ProjectNo. 06403-12-01, dated March 24, 2000 PROJECT NO. 06403-12-01 BORING LB 12 ELEV. (MSL.) 215 EQUIPMENT' DATE COMPLETED 11/24/99 ROTARY BUCKET 30" Hyi- lUJ ea ^iL ai cs -o o MATERL\L DESCRIPTION TOPSOIL Stiff, humid to dry, dark gray-brown, Sandy CLAY SAmiAGO FORMATION Dense, damp, light brown to tan, Silty, fme SANDSTONE, with coarse lenses, massive 122.9 11.7 Dense, damp, light olive, very Silty, very fine SANDSTONE to Sandy SILTSTONE Dense, damp to moist, light brown, Silty, medium SANDSTONE _-N;S^ lOE^ very_irregular degosition_contact_ Hard, moist, olive to brown, Silty, Sandy CLAYSTONE, with irregular l"-2' lenses of sandstone, with scattered gravel Hard, moist, olive, Silty CLAYSTONE; fractured, massive 108.0 20.6 -Joint with 1/4", jarosite-stained clay lining N80E 30S ^ 6 . Figure A-24, Log of Boring LB 12 LCG SAMPLE SYMBOLS O ... SAMPLING UNSUCCESSFUL C @ ... DISTURBED OR BAG SAMPLE B STANDARD PENETRATION TEST CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) [ Y ... WATER TABLE OR SEEPAGE 1 NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE OATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONO.TIONS AT OTHER LO^^^^^ ' 3JECT NO. 06403-12-01 r PTH :N FEET [ SAMPLE NO. >- to O -I o X SOIL CLASS (USCS) BORING LB 12 ELEV. (MSL.) 215 EQUIPMENT DATE COMPLETED 11/24/99 ROTARY BUCKET 30" US 30 MATERL^LL DESCRIPTION r 32 - J4 - LB 12-6 .- 16 I 18 - 40 -Slight seepage along fracture -12" horizontal deposition contact Very hard, damp, gray-olive, Sandy SILTSTONE, with some clay -Massive, no fractures, difficult drilling ML 14/7" BORING TERMINATED AT 41 FEET »ure A-25, Log of Boring LB 12 . 1 1 1 1 LCG SAMPLE SYMBOLS ""SUCCESSFUL @ ... DISTURBED OR BAG SAMPLE E. B. . STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED) . CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE 1 OVTE INOirj^rFn IT *^ SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS HOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECTNO. 06403-12-01 DEPTH IN FEET SAMPLE NO. >-LD O _I O X SOIL CUSS (USCS) BORING LB 14 ELEV. (MSL.) 195 EQUIPMENT DATE COMPLETED 11/29/99 ROTARY BUCKET 30" LU _co« o - 2 - 6 8 - - 10 - 12 MATEIUAL DESCRIPTION m m m m LB14-1 ^ "':fi::i - 14 - 16 - - 18 - - 22 20 --B14-2 - 24 - 26 - 28 SC SM ML SM CL TOPSOIL Loose, dry, dark gray-brown, Qayey, fine SAND SANTIAGO FORMATION Dense, damp, light brown to tan, Silty, fine to medium SANDSTONE Dense, damp, light olive, Sandy SILTSTONE, with trace clay Very dense, damp, light brown-tan, Silty, fine to medium SANDSTONE -Becomes moist -Very irregular scour-contact into weathered claystone (to a clay seam), N70E, lOS, wet, plastic. _ 1/2-1 "_thick_ Hard, moist, light olive, very Silty CLAYS'TONE, with some sand interbedded throughout -Discontinuous clay seams (slickensided fi^ctures and varying dips in 6" zone) Figure A-28, Log of Boring LB 14 8/10-124.2 14.0 LCG SAMPLE SYMBOLS El ... SAMPLING UNSUCCESSFUL B 0... DISTURBED OR BAG SAMPLE EU .. STANDARD PENETRATION TEST .. CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE MOTE; I".^Tr'-'^'^. SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE OATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LO^TIONS AND TI^ ? 3JECT NO. 06403-12-01 ;PTH !N FEET SAMPLE NO. Ct. >-LU CD H- O <r _l 3t o a X z 1— Z) M o _l CE CD SOIL CLASS (USCS) BORING LB 14 ELEV. (MSL.) 195 EQUIPMENT .DATE COMPLETED 11/29/99 ROTARY BUCKET 30" tLI 30 --MATEIUAL DESCRIPTION -B14-3 32 - 14 16 38 - 40 - 15/8- ML Very dense, moist, gray-olive. Clayey SILTSTONE; with some very fine sand -Horiront^ b«lding^ Very hard, moist, dark olive-brown, Silty CLAYSTONE, massive LB 14-4 "-B14-5 42 CL 15/8" BORING TERMINATED AT 42 FEET ! ?"re A-29, Log of Boring LB 14 LCG SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL C ^ ... DISTURBED OR BAG SAMPLE ik) STANDARD PENETRATION TEST CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE " DA^TNoTcATfo'Tr*?.: MnT'LVp°»u4^^^^^ *^ '"^ ^•'"'^'^ °« FRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AHD TIMES. PROJECT NO. 06403-12-01 BORING LB 15 ELEV. (MSL.) EQUIPMENT 250 DATE COMPLETED 11/30/99 ROTARY BUCKET 30" IN H3 5-°- a ot - 24 - - 26 - 28 MATERLVL DESCRIPTION LANDSLIDE DEBRIS Loose, humid, dark brown, very Clayey, fine SAND -Becomes medium dense, damp, light olive, very Clayey, fine to coarse SAND -Highly weathered and fractured -Clay seam, l/8--l/4"; N65E, 25N, joint, with calcium sulfate lining Stiff, moist,. oTive, very Sandy CLAYSTONE^ with" some silt, very fractured, weathered -Fracture and clay seam; 1/8"-1/4"; N60E, 8-lOSE, wet, plastic and slickensided, throughgoLng, with calcium sulfate lining -Remolded clay seam; l/4"-I/2", N50W, 15-20NE; wet, plastic and throughgoing, with orange iron oxide staining-base of slide SANTIAGO FORMATION Hard, moist, olive, Silty CLAYSTONE; fractured, but massive and intact 1/6" 106.7 21.0 -Becomes medium olive -Massive, moderate fracturing -Discontinuous clay seams; zone - 12" thick at N40W 30-40NE -Becomes very hard, massive, with few fractures -Horizontal ^ransitiqn io siltstone^and sandstone Dense, damp, light brown to tan, Silty, fine SANDSTONE -3-6" thick cemented sandstone Figure A-30, Log of Boring LB 15 122.2 13.4 LCG SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL c. . STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED) S ... DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE ¥ ••• WATER TABLE OR SEEPAGE ""^^^ SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE OATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AHD TIMES. OJECT NO. 06403-12-01 :PTH IN FEET SAMPLE NO. CH 5-LU C3 H-O <r _l O CS X z 1— M o -J cc to SOIL CLASS (USCS) BORING LB 15 ELEV. (MSL.) 250 EQUIPMENT .DATE COMPLETED 11/30/99 ROTARY BUCKET 30" '.US'-UJ tn ay 30 MATERIAL DESCRIPTION I-B15-4 LB15-5 32 - J4 36 - 38 - 40 --B15-6 m m m m m m m. m :'t-*:f: 20/11" -Becomes medium to very coarse-grained and massive 20 128.9 12.4 BORING TERMINATED AT 41 FEET F'gure A-31, Log of Boring LB 15 r LCG SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL C , @ ... DISTURBED OR BAG SAMPLE B. STANDARD PENETRATION TEST CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE n»Tc'-*J°ur,°,n.^c°.^"''//" CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE OATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOWTVCS^ Z TI^ PROJECT NO. 06403-12-01 BORING LB 17 ELEV. (MSL.) EQUIPMENT 240 .DATE COMPLETED 12/1/99 ROTARY BUCKET 30" u>°, Ul a: >- §L Hi C3 CQ a 25 MATERIAL DESCRIPTION FELL Soft, himiid. mottled dark brown to light olive, Silty CLAY, with some sand, porous texture, rootlets SANTIAGO FORMATION Very stiff, damp, medium olive, Silty CLAYSTONE; very fractured, brittle -Near-horizontal contact (transitional over several inches) _ Dense, damp, light olive to brown, very SUty" fine SANDSTONE, with some clay -6" X 24" lenticular concretion -Becomes light brown to tan, very Silty fine SANDSTONE -Becomes medium-grained (orange, horizontal 3" bed) -Becomes orange, coarse-grained -Becomes very moist, orange, Silty, very coarse SANDSTONE -Slight seepage (perched above sharp, horizontal, scour-contact _ Hard, moist, light olive, very Clayey SILTSTONE -Cemented, fine sandstone, 6"-8"-l--, gray, horizontal at base Figure A-34, Log of Boring LB 17 8/10" 127.4 11.5 LCG SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL S ... DISTURBED OR BAG SAMPLE C... STANDARD PENETRATION TEST • B ... CHUNK SAMPLE T DRIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAISE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC B0RIMI5 DR TBFMrH mr.TTnu .ur, .T TUC DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSVFACE CON-'m^^^^^^ OTHER LcSAH0°NS AND TIMES :OJECT NO. 06403-12-01 EPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING LB 17 ELEV. (MSL.) 240 EQUIPMENT DATE COMPLETED 12/1/99 ROTARY BUCKET 30" ;uj' LU u. u 2t us 111 -o u 30 MATERIAL DESCRIPTION :^17-4 32 - 34 36 - 38 - 40 - 42 Dense, wet, light olive, Silty, medium SANDSTONE -Slight seepage -Scoured deposition-contact; NlOE, lOW (with - 1" iron-stained basal l^er) Hard, moist, medium olive, Silty CIIA"Y^ST6NE 14 123.4 12.3 -Becomes very sandy (lenses) -Becomes very hard, dark olive-gray, Silty CLAYSTONE 20/10" BORING TERMINATED AT 42 FEET \ gure A-35, Log of Boring LB 17 LCG SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E , @ ... DISTURBED OR BAG SAMPLE B STANDARD PENETRATION TEST CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE T.lT>'^.«°.L?i^^''""'*"^^ CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECTNO. 06403-12-0 BORING LB 18 ELEV. (MSL.) 215 EQUIPMENT DATE COMPLETED 12/1/99 ROTARY BUCKET 30" O rr . <CEN 2u: .3L Oz o MATERLU. DESCRIPTION COLLUVIUM Soft, damp, dark brown, Sandy CLAY SANTL\GO FORMATION Hard, moist, medium light, olive-brown, very Silty CLAYSTONE Dense, damp, light brown to tan, Silty, fine SANDSTONE -Near-horizontal contact Hard, moist, light mediiun olive, Sandy CLAYSTONE, some silt -Deposition-contact, N65E, lOS Dense, damp, light olive-brown, very Sandy SILTSTONE -Cemented sandstone layer 12"-!-- thick, ~ 20" wide Oense) -Horizontal contact Dense, damp, light tan-olive, Silty, fine SANDSTONE, massive BORING TERMINATED AT 25 FEET Figure A-36, Log of Boring LB 18 LCG SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B. . STANDARD PENETRATION TEST • . . DRIVE SAMPLE (UNDISTURBED) S ... DISTURBED OR BAG SAMPLE B. . CHUNK SAMPLE I . . WATER TABLE OR SEEPAGE ""^^^ nA^T™°/r.rc?.^"''.r*';^ CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. OJECT NO. 06403-12-01 BORING LB 19 ELEV. (MSL.) 275 EQUIPMENT DATE COMPLETED 12/1/99 ROTARY BUCKET 30" Wi Hi a Qi' to H O tu MATERIAL DESCRIPTION TOPSOIL Stiff, damp, dark brown, Sandy CLAY SANTIAGO FORMATION Loose to medium dense, damp, reddish-brown, very Clayey, fine SAND, with gypsmn, very weathered sandstone Dense, damp, light olive, Sandy SILTSTONE Dense, damp, reddish-brown, Silty, fine SANDSTONE -Fossiliferous, with organic odor -Ceinented sandstone ^concretion) 121.1 Dense, moist, light olive. Clayey SILTSTONE, with some sand -Horizontal bedding-contact Very stiff, very moist, medium olive, Silty CLAYSTONE, with interbedded sandstone (fossiliferous) and gypsum, and jarosite (iron sulfate) coatings on fractures Dense, moist, reddish-brown, Silty, fine SANDSTONE; very fossiliferous gure A-37, Log of Boring LB 19 9.4 LCG SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL @ ... DISTURBED OR BAG SAMPLE B ... STANDARD PENETRATION TEST B ... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE ' LAVfND°tCA?in^TT*'il^.n?LV^^^^^^^ " SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECTNO. 06403-12-01 DEPTH IN FEET SAMPLE NO. CC >-LU to h-o <i: _l 3 o C X 2 h-H O _1 to SOIL cuss (USCS) BORING LB 19 ELEV. (MSL.) 275 EQUIPMENT DATE COMPLETED 12/1/99 ROTARY BUCKET 30" z^g O 30 32 MATEIUAL DESCRIPTION -B19-6 34 - - 36 - 38 - 40 42 ^19-7 LB 19-8 :^19-9 44 - ML Hard, moist, olive, Silty CLAYSTONE -Strong seepage at 34.5 feet -Horizontal contact 107.2 21.5 CL Hard, wet, medium-dark olive, Silty CLAYSTONE -Fractured (with water seepage) and jarosite/gypstmi coatings ::-t -Horizontal contact Deiise, moist, reddish-brown, Silty, meditmi to coarse SANDSTONE SM 16 "L-ML Very hard, moist, dark gray-olive, Silty CLAYSTONE to Clayey SILTSTONE BORING TERMINATED AT 45 FEET Figure A-38, Log of Boring LB 19 LCG SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL E, @ ... DISTURBED OR BAG SAMPLE B . .. STANDARD PENETRATION TEST .. CHUNK SAMPLE .. DRIVE SAMPLE (UNDISTURBED) .. WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 971009-005 Appendix B (continued) EFB-1 through EFB-4 Small-Diameter Borings From: Geocon, 1996, Geologic Investigation, Rancho Carrillo - El Fuerte Detention Basin Embankment and Existing Bressi Dam, Carlsbad, Califomia, Project No. 04787-12-1L dated November 25, 1996 BORING B 1 184 ELEV. (MSL.) EQUIPMENT DATE COMPLETED CME 55 10/14/96 2 O H UJ MATERIAL DESCRIPTION FILL Medium dense, moist, orange-brown. Clayey, fine lo medium SAND Stiff, moist, dark brown. Sandy CLAY Becomes stiff, slightly moist, orange, olive and iiehi brown, Sandy CLAY TERRACE DEPOSITS Very dense, slightly moist, orange-brown, Silty fine SAND Becomes medium dense, moist, orange-brown, Clayey, fine to medium SAND to Sandy CLAY Becomes very stiff, very moist, orange-brown and gray, Sandy CLAY Figure A-1 Log of Boring B 1, page 1 of 2 20 15 74 29 30 122.1 111.7 il6.9 SAMPLE SYMBOLS • . . SAMPLING UNSUCCESSFUL E.. . STANDARD PENETRATION TEST • . . DRIVE SAMPLE (UNDISTURBED) . DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE . WATER TABLE OR SEEPAGE NOTE; ™ OF SUBSURFACE COHDIT^^^^^^^ HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. DEPTH IN FEET SAMPLE NO. tt: >-Ul to 1-o <E _J 3 o C X z t-H o _J a: <ss SOIL CLASS (USCS) BORING B 1 ELEV. (MSL.) 184 EQUIPMENT DATE COMPLETED CME 55 10/14/96 ^\Js° LU lu^as n ^ sy tu, ce o tu: cm - 0 2 - 4 - - 6 10 12 14 16 18 - 20 22 24 - 26 - 28 - Bl-1 SC Bl-2 CL Bl-3 CL BI-4 [TTf SM Bl-5 SC-CL Bl-6 CL MATERIAL DESCRIPTION FILL Medium dense, moist, orange-brown. Clayey, fine to medium SAND Stiff, moist, dark brown, Sandy CLAY Becomes stiff, slightly moist, orange, olive and light brown, Sandy CLAY TERRACE DEPOSITS Very dense, slightly moist, orange-brown, Silty fine SAND Becomes medium dense, moist, orange-brown. Clayey, fine to medium SAND to Sandy CLAY Becomes very stiff, very moist, orange-brown and gray, Sandy CLAY 20 15 74 29 30 122.1 I 1 1.7 116.9 12.2 13.9 16.0 Figure A-1 Log of Boring B 1, page 1 of 2 RC11 SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL C... STANDARD PENETRATION TEST ^ ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE M ... DRIVE SAMPLE (UNDISTURBED) 1 I ... WATER TABLE OR SEEPAGE n.r,- ^uoiUKr«i.c LUNUIUUNb bHOWN KfcREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCAT/ONS AND VlMES PROJECT NO. 04787-12 SAMPLE SYMBOLS ^ ••- SAMPLING UNSUCCESSFUL B.. . STANDARD PENETRATION TEST • .. Rcn . DRIVE SAMPLE (UNDISTURBED) S ... DISTURBED OR BAG SAMPLE B .. UriTC . rur , . CHUNK SAMPLE ? • . WATER TABLE OR SEEPAGE I PROJECTNO. 04787-12-11 BORING B 3 ELEV. (MSL.) 141 EQUIPMENT DATE COMPLETED CME 55 10/15/96 a: us tijWcQ tu,: Ct: cs ii -o o MATERIAL DESCRIPTION ALLUVIUM Firm, moist, brown, Sandy CLAY Becomes loose, wet, orange-brown, Sandy CLAY to Clayey SAND Becomes stiff to very stiff, saturated, orange-brown and gray, Silty CLAY Becomes soft, samrated, orange-brown, Sandy CLAY to Clayey SAND Becomes firm to stiff, saturated, gray and orange-brown, Sandy CLAY with silt Becomes firm, saturated, olive-gray, Sandy CLAY ;HELBY 27 5 HELBY HELBY 22 !HELBY 10 109.9 106.7 102.8 95.5 21.9 23.3 23.8 29.6 RC11 Figure A-4 Log of Boring B 3, page 1 of 2 " SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL B... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) . . DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE Y ... WATER TABLE OR SEEPAGE NOTE: Of SUB^^^^^ APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE UATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECTNO. 04787-12-1 1 Figure A-5 Log of Boring B 3, page 2 of 2 RC11 SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) B... DISTURBED OR BAG SAMPLE B... CHUNK SAMPLE J ... WATER TABLE OR SEEPAGE ""^^^ DA^TP^Tumr.Tcn^"",?? CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATVONS AND TIMES PROJECTNO. 04787-17-11 BORING B 4 143 ELEV. (MSL.) EQUIPMENT DATE COMPLETED CME 55 10/15/96 ALLUVIUM Soft, wei, orange-brown, very Sandy CLAY Becomes soft, samrated, gray-brown Silty CLAY with little sand Becomes soft, saturated, oranee-brown and prav Sandy, Silty CLAY ^ ^' Loose, saturated, orange-brown, fine to coarse SAND with little sill Medium dense, saturated, green-blue, Silty fine to medium SAND -No recovery at 25 feet Interbedded, very loose, saturated, olive-gray, fine to coarse SAND and soft, saturated, gray Clavev SILT to Silty CLAY . -Lenses are about 6 inches thick Figure A-6 Log of Boring B 4, page 1 of 2 ~ SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL S ... DISTURBED OR BAG SAMPLE B B ;LU' tiJ, STANDARD PENETRATION TEST CHUNK SAMPLE UIC a: 17 105.4 24.4 RC11 DRIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE PROJECT NO. 04787-12-11 DEPTH IN FEET 30 -• SAMPLE NO. B4-6 32 - 34 36 - 38 - - 40 /A ce >-UJ us t— o a: -J o Q X Z h-ID H o _J oc to B4-7 I B4-8 SOIL CLASS (USCS) BORING B 4 ELEV. (MSL.) EQUIPMENT 143 DATE COMPLETED CME 55 10/15/96 MATERIAL DESCRIPTION ML SC z«3 Becomes medium dense, saturated, olive, Sandy SILT DELMAR FORMATION Very dense, saturated, orange-brown, Clayey, fine to medium SAND with gravel \ -Refusal at 41 feet BORING TERMINATED AT 41 FEET 19 Q ust -o a 111.5 68/7" Figure A-7 Log of Boring B 4, page 2 of 2 19.6 SAMPLE SYMBOLS . SAMPLING UNSUCCESSFUL B.. . STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED) s.. . DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE Y . . WATER TABLE OR SEEPAGE I DATETHnirATPn ,T A ADO.:,XC. ^'"^ *^ SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES. 971009-005 Appendix B (continued) BM-27 through BM-28 € Large-Diameter Borings From: Geocon, 1993, Geologic Investigation for Rancho Carrillo Project - Major Roads, Carlsbad, Califomia, ProjectNo. 04787-12-01, dated January 15,1993 BORING BM 27 ELEV. (MSL) 215 EQUIPMENT _DATE COMPLETED 12/4/91 E-lOO BUCKET RIG MATERIAL DESCRIPTION TOPSOIL Medium stiff to stiff, moist, brown, Sandy CLAY: minor rootlets, voids DELMAR FORMATION Hard, damp, light to medium green, fine Sandy CLAYSTONE: loose and highly weathered to 5 feet, abundant disseminated caliche, orange to dark red oxide staining, very massive -Becomes less saiidy and very hard at 13 feet Subhorizontal lense of very dense, very moist to moist, light yellowish green, Silty fine to coarse SANDSTONE -Somewhat gradational contact, 1/4 inch pebbles, minor seepage from 21 to 24 feet Hard, cfamp, fight to mediurn green," fiiie Sandy CLAYSTONE BORING TERMINATED AT 26 FEET o M " (- ? in in ^ 111 d z tu a - 10 10 20/10' >5 IT 112.8 123.4 tu e o O 15.4 12.6 Log of Boring BM 27, page 1 of 1 CROR SAMPLE SYMBOLS '"^"•''"^ UNSUCCESSFUL S ... DISTURBED OR BAG SAMPLE B.. 0.. . STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) . CHUNK SAMPLE T ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. BORING BM 27 ELEV. (MSL) 215 EQUIPMENT _DATE COMPLETED 12/4/91 E-lOO BUCKET RIG z ,„ -hi • u. 01 ^ CO s- H IU a u >-0- a iu2 ^ o o MATERIAL DESCRIPTION TOPSOIL Medium stiff to stiff, moist, brown, Sandy CLAY: minor rootlets, voids DELMAR FORMATION Hard, damp, light to medium green, fine Sandy CLAYSTONE: loose and highly weathered to 5 feet, abundant disseminated caliche, orange to dark red oxide staining, very massive -Becomes less sandy and very hard at 13 feet Subhorizontal lense of very dense, very moist to moist, light yellowish green, Silty fine to coarse SANDSTONE -Somewhat gradational contact, 1/4 inch pebbles, minor seepage from 21 to 24 feet Hard, cfamp, fight "to medium"green,~ f ine" Sandy CLAYSTONE 10 10 10 112.8 15.4 123.4 12.6 20/10" J BORING TERMINATED AT 26 FEET Log of Boring BM 27, page 1 of 1 CROl SAMPLE SYMBOLS ° "•• UNSUCCESSFUL S ... DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) 0 ... CHUNK SAMPLE Y ... WATER TABLE OR SEEPAGE NOTE: THE LOC OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AI THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. DEPTH IN FEET SOIL CUSS (USCS) BORING BM 28 ELEV. (MSL) 290 EQUIPMENT _DATE COMPLETED 12/4/91 E-IOO BUCKET RIG 2 U K UJ IU a a: ID >• tr a lu^; ir n t - 0 MATERIAL DESCRIPTION "3M28-1 - 4 - 3M28-: - 6 10 12 14 16 "3M28-: "3M28- 18 20 22 - 24 - 26 "3M28-: "3M28-( CL TOPSOIL Medium stiff to stiff, damp to moist, orange-brown Sandy CLAY c;.-ML-;;c SM DELMAR FORMATION Hard, damp, light to dark green, fine Sandy SILTSTONE/CLA YSTQNE to Silty/ Clayey fine SANDSTONE -Loose and highly weathered to 5 feet, excavates blocky, orange oxide staining, abundant caliche veinlets -Subhorizontal 4 to 6 inch lense of silty fine SANDSTONE at 9.6 feet -Gradational contact at 14 feet Very dense, damp, fight ye How" to "light" green, Silty fine SANDSTONE: grades into fine to very coarse sandstone below 16 feet CL-CH Hard, damp, green CLAYSTONE: very massive and blocky, black and orange oxide staining along fractures, abundant shining parting surfaces -Very thin highly irregular, subhorizontal, orange-brown clay seam at 18 feet, no apparent remolding BORING TERMINATED AT 26 FEET 113.4 15.6 116.2 15.3 Log of Boring BM 28, page 1 of 1 SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL I] S... DISTURBED OR BAG SAMPLE 0 CROR STANDARD PENETRATION TEST CHUNK SAMPLE • ... DRIVE SAMPLE (UNDISTURBED) I ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES. BORING BM 28 ELEV. (MSL) 290 EQUIPMENT _DATE COMPLETED 12/4/91 E-IOO BUCKET RIG M " I- in in UJ a Ul , UJ5 *• o u MATERIAL DESCRIPTION TOPSOIL Medium stiff to stiff, damp to moist, orange-brown Sandy CLAY DELMAR FORMATION Hard, damp, light to dark green, fine Sandy SILTSTONE/CLAYSTONE to Silty/ Clayey fine SANDSTONE -Loose and highly weathered to 5 feet, excavates blocky, orange oxide staining, abundant caliche veinlets -Subhorizontal 4 to 6 inch lense of silty fine SANDSTONE at 9.6 feet -Gradational contact at 14 feet Very dense, damp, lighl yelfow to light green, Silty fine SANDSTONE: grades into fine to very coarse sandstone below 16 feet Hard, damp, green CLAYSTONE: very massive and blocky, black and orange oxide staining along fractures, abundant shining parting surfaces -Very thin highly irregular, subhorizontal, orange-brown clay seam at 18 feet, no apparent remolding 113.4 15.6 116.2 15.3 BORING TERMINATED AT 26 FEET Log of Boring BM 28, page 1 of 1 CROR SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE 0 .. CHUNK SAMPLE WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE OATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES. 971009-005 Appendix B (continued) SBM-6 through SBM-9 Small-Diameter Borings From: Geocon, 1993, Geologic Investigation for Rancho Carrillo Project - Major Roads, Cadsbad, Califomia, Project No. 04787-12-01 dated January 15, 1993 DEPTH IN FEET - 0 - 4 - :;BM6-1 10 12 14 - 16 20 22 - 24 SAMPLE NO. I BM6- :;BM6- BM6- 2 SOIL CLASS (USCS) sc sc SP-SC SM SM BORING SBM 6 ELEV. (MSL) 175 EQUIPMENT _DATE COMPLETED 4/24/92 MAYHEW 1000 ROTARY MATERIAL DESCRIPTION TOPSOIL Loose to medium dense, damp, dark grayish brown, fine to medium, Clayey SAND ALLUVIUM ~ Loose to medium dense, moist, medium grayish brown, fine to medium slightly clayev to Clayey SAND ^ ^ Loose to medium dense, moist to wet, light grayish brown, mottled, fine to meditjm SAND to slightly clayey SAND Becomes medium dense, moist, very light greenish brown, mottled, fine to medium Silty SAND DELMAR FORMATION Dense, moist, very light green to white, fine to medium slightly silty SANDSTONE BORING TERMINATED AT 25 FEET IL 13 TT T9" 66 >- H Q: a 111.8 Tn3r 115.4 ^ o o 1.9 "nrr 13.1 Figure A-8 Log of Boring SBM 6, page 1 of 1 SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST 0 ... CHUNK SAMPLE CROR DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE DEPTH IN FEET SAMPLE NO. > a o _i o r t- SOIL CLASS (USCS) BORING SBM 6 ELEV. (MSL) 175 EQUIPMENT DATE COMPLETED 4/24/92 MAYHEW 1000 ROTARY a 2 \ Q. ^ >- M Ul Q O tr MATERIAL DESCRIPTION - 2 - :;BM6-I - 6 -I 10 12 14 - ;BM6- ^;BM6-: 16 - 20 BM6-^ 22 - 24 1 SC TOPSOIL Loose to medium dense, damp, dark grayish brown, fine to medium, Clayey SAND SC I ALLUVIUM Loose to medium dense, moist, medium grayish brown, fine to medium slightly clayey to Clayey SAND 13 111.8 I SP-SC Loose to medium dense, moist to wet, light grayish brown, mottled, fine to medium SAND to slightly clayey SAND TT SM Becomes medium dense, moist, very light greenish brown, mottled, fine to medium Silty SAND TT rr3T SM DELMAR FORMATION Dense, moist, very light green to white, fine to medium slightly silty SANDSTONE 66 115.4 BORING TERMINATED AT 25 FEET igure A-8 Log of Boring SBM 6, page 1 of 1 CROR SAMPLE SYMBOLS ^ " . SAMPLING UNSUCCESSFUL B.. . STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED) B .. . DISTURBED OR BAG SAMPLE 0.. . CHUNK SAMPLE Z •• . WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I I I I I I I - 0 PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE NO. 2 - :;BM7-I :;BM7- I >-o o -1 o z h 1 SOIL CLASS (USCS) BORING SBM 7 ELEV. (MSL) 170 DATE COMPLETED 4/24/92 EQUIPMENT MAYHEW 1000 ROTARY SC SM TERRACE DEPOSFTS Dense to very dense, damp, light brown, fine to coarse. Gravelly SAND with some clay Very dense, moist, medium brown, fine to medium, Silty SAND with small chunks of green claystone BORING TERMINATED AT 11 FEET IU So 52 47 Figure A-9 Log of Boring SBM 7, page 1 of 1 >-h-M UJ • o 115.0 117.1 SAMPLE SYMBOLS ^ SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST • 0 ... CHUNK SAMPLE Y 6.4 12.2 CROR DRIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE ''''''~~sr::^L\^^^^^^^^ BORING SBM 8 ELEV. (MSL) 142 EQUIPMENT DATE COMPLETED 4/24/92 MAYHEW 1000 ROTARY MATERIAL DESCRIPTION lOPSOIL Firm, dry to damp, very dark brown to black Sandy CLAY -Water table after stabilizing at 1 foot ALLUVIUM Very loose, saturated, grayish brown mottled, fine Clayey SAND Becomes medium soft, grayish brown, Sandy CLAY to Clayey SAND -Gravel at 13 feet Becomes soft, saturated, bluish gray, slightiy sandy CLAY, interbedded with brown, medium to coarse SAND and little gravel Becomes firm, grayish blue, slightly sandy CLAY z So cr Q 91.8 Becomes dark blue to black CLAY to slightly sandy CLAY to Clayey SAND hi ^ o o 33.7 767 Figure A-10 Log of Boring SBM 8, page 1 of 2 CROR SAMPLE SYMBOLS ^'""^"''^ UNSUCCESSFUL DISTURBED OR BAG SAMPLE B.. 0.. . STANDARD PENETRATION TEST . CHUNK SAMPLE • . Y . .. DRIVE SAMPLE (UNDISTURBED) .. WATER TABLE OR SEEPAGE NOIE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. BORING SBM 8 ELEV. (MSL) 142 EQUIPMENT DATE COMPLETED 4/24/92 MAYHEW 1000 ROTARY MATERIAL DESCRIPTION -Layer of sand with pieces of decomposed wood from 31 to 31.5 feet Becomes dark blue to black CLAY to slightly sandy CLAY to Clayey SAND (Continued) -Becomes gravelly from 38 to 40 feet Becomes medium dense, saturated, dark gray, fine to coarse SAND Becomes medium dense, saturated, black, Sandy GRAVEL with some cobbles -Becomes very cobbly at 47 feet -Heavy caving from 47 feet, very difficult drilling DELMAR FORMATION Very dense, wet, very light greenish gray, fine Clayey SAND BORING TERMINATED AT 54 FEET 2 " H 5 m So. 27 24 95.8 126.3 uib' sS 30.6 13.4 Figure A-ll Log of Boring SBM 8, page 2 of 2 CRO.^ SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL B... STANDARD PENETRATION TEST S ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE 1 ... DRIVE SAMPLE (UNDISTURBED) 1 Y ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE OATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECTNO. 04787-12-01 BORING SBM 9 130 DATE COMPLETED 4/27/92 ELEV. (MSL) EQUIPMENT MAYHEW 1000 ROTARY »- H 3 Q. 1^ a: o iu-5 n t MATERIAL DESCRIPTION TOPSOIL Soft, damp to moist, dark brown, Sandy CLAY ALLUVIUM Soft, wet to saturated, dark brown mottled, Sandy CLAY -Water table after stabilizing at 7 feet Becomes fine, saturated, medium grayish brown, Sandy CLAY to Clayey SAND -Medium dense, saturated, light brown, slightly clayey sand lense from 11 to 11.5 feet TT Becomes loose, saturated, light brown mottled, fine to medium Clayey SAND to slightly clayey sand -Becomes loose to medium dense at 20 feet 13 Becomes soft, saturated, light brown, Sandy CLAY and Clayey SAND 106. wrr 19.9 Figure A-12 Log of Boring SBM 9, page 1 of 3 CROR SAMPLE SYMBOLS ° ••• "'^SUCCESSFUL B.. . STANDARD PENETRATION TEST H ... DRIVE SAMPLE (UNDISTURBED) H ... DISTURBED OR BAG SAMPLE 0.. . CHUNK SAMPLE Y ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATICHS AND TIMES. i i i i i I i i M U i i i i i PROJECT NO. 04787-12-01 BORING SBM 9 ELEV. (MSL) 130 EQUIPMENT DATE COMPLETED 4/27/92 MAYHEW 1000 ROTARY MATERIAL DESCRIPTION Becomes stiff, saturated, dark brown mottled Slightly sandy CLAY -Becomes light gray and yellowish brown at 35 feet Becomes soft, light green and medium brown Sandy CLAY with thin layers of fine to medium slightly clayey SAND Becomes dark bluish gray and black. Clayey SAND to Sandy CLAY Becomes stiff, grayish blue mottled, Sandy CLAY B'econiies loose, saturated,"grayish"blue," fine to medium Clayey SAND to slightly clayey SAND -Becomes gravelly from 59 feet Figure A-13 Log of Boring SBM 9, page 2 of 3 ''1 UJ in 9 lU d S 5 T5" 11 73" go >-5; a Q 94.8 "50" tub* cc 30.1 SAMPLE SYMBOLS ^ ' .. SAMPLING UNSUCCESSFUL E.. . STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED) ' ^ . .. DISTURBED OR BAG SAMPLE 0.. . CHUNK SAMPLE Y .. . WATER TABLE OR SEEPAGE .... „, .^s,^.^s.^rr^^iL v.vjnL.inuni anuwN m:Kl:UN AfPLlfcS ONLY AT THE SPEC FIC BORING OR TRENCH LOCATION km AT THP DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER L^MIONS JJND TI^ES. I PROJECT NO. 04787-12-01 DEPTH IN FEET h 60 62 - 64 - SAMPLE NO. -12 SOIL CLASS (USCS) GC BORING SBM 9 ELEV. (MSL) 130 EQUIPMENT DATE COMPLETED 4/27/92 MAYHEW 1000 ROTARY H y I- W^CD a. ^ MATERIAL DESCRIPTION Dark blue, Clayey SAND and cobbles BORING TERMINATED AT 65 FEET PRACTICAL REFUSAL 1 (Figure A-14 Log of Boring SBM 9. page 3 of 3 5D723 >-F- ^ H gu! go tr Q SAMPLE SYMBOLS • .. SAMPLING UNSUCCESSFUL B .. DISTURBED OR BAG SAMPLE 0 CROR .. STANDARD PENETRATION TEST .. CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE n".^Tc'-°M °^ SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE COND IT IONS AT OTHER LOCAT\'ONS AND TIMEI^ I 971009-005 Appendix B (continued) GB-4, GB-15,and GB-16 Large-Diameter Borings From: Geocon, 1988, Preliminary Soil and Geologic Investigation For La Costa - Northwest Area, Carisbad, Califomia, ProjectNo. D-4230-H01, dated November 11,1988 File No. D-4230-H01 November Ll, 1988 BORING 4 Fl CVATinN 1 20 .DATE DRILLED. in/^/aa EQUIPMENT E-IOO 30" Rotary Bucket S«2 X..- MATERIAL DESCRIPTION B4-1 10 12 14 16 B4-4 _ 18 . - 20 CL ALLUVIOM Stiff, moist, dark grayish—brcjxim, Sandy CLAY becoiaes vei^r aoist - 1 111.1 15.- I PUSH ^ 12" 103.C strong seepage (in saxtd) water table (caving) ;;ULK 20.: SW CL Loose, saturated, light brovm, coarse SAND Soft, wet, dark brorra, Sandy CLAY PUSH - 12" 105.3 21. BORING TEBIUNATED AT 20.0 FEET (REFUSAL) Figure A-4, Log of Test Boring 4 SAMPLE SYMBOLS n SAMPLING UNSUCCESSFUL C H DISTORBeOon BAG SAMPLE fi. .STANOARO PENETRATION TEST -CHUNK SAMPLE • DRrvE SAMPLE lUNOISTURBEDI ?• _ WATER TABLE OR SEEPAGE NOTE. THE LOG OF SUBSunFiCe CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE DATE INDICATED ITIS NOT WARRANTED TO 8E REPRESENTATIVE OF SUBSURFACE CONDITIONS ATOTHER LOCATIONS ANO TIMES 1-j Pile Mo. D-4230-H01 •fovember Ll, 1988 r I I h 2 4 6-1 h 8 l- [ 1- 10- J.2 14- 16- 18 20- 22- - 24- 26- 28- 30- B15-1 A' I y X' y A B15-4 B15-5 CL CL-ML ML CL SM- SC BORING 15 ELEVATION, 305 EQUIPMENT 30" Rotary Bucket .DATE DRILLED I0/17./Rq MATERIAL DESCRIPTION TOPSOIL Hard, slightly moist, brown, Sandy CTLAY with SILT fractures DELMAR FORMATION Hard, moist, light olive, Silty CLAYSTONE to very Clayey SILTSTONE Bedding nearly horizontal Bedding N60U, 5SV.' Hard, moist, liglit orange/olive-mottled, Clayey SILTSTONE; some very fine SAND r Bedding nearly horizontal Hard, moist, olive-mottled, Silty CLAYSTONE; yellow-white gypsum stringers; slight to moderate fracturing — Few steep hematite-filled fractures; N40E, 85SE (joints) ~ Cemented zone (calciun carbonate cement about 12" fossil shells) — Remolded CIAY seam 1/8-1/4" thick; N60E 2°S Dense, moist, light olive-tan Silty fine to medium SANDSTONE; some CLAY 3/12' 107.9 2/0" 3/12" (108.4 19.i BULK JAMP... (No s. tmpl 118.2 05 18. 13. Figure A-23, Log of Test Boring 15 (Boring 15 Continued next page) SAMPLE SYMBOLS n SAMPLING UNSUCCESSFUL E] DISTURBED OH BAG SAMPLE C STANOARO PENETRAnON TEST B CHUNK SAMPL-E • DRIVE SAMPLE (UNDISTURBED) _ WATER TABLE OR SEEPAGE II'?TMVn/Tc?,?n?/.^^oSV"/*.5^'^°^°''''°''S SHOWN HERE AT THE DATE INDICATED IT IS NQTWARRANTED TO BE REPRESENTATIVE OF SUBSURFACECONOITIONS AT OTHER LOCATIONS AND TIMES File No. D-4230-HOL November 11, 1988 BORING 15 (Continued) ELEVATION _DATE DRILLED 10/12/88 EQUIPMENT 30" Rotary Bucket 3Z 20 - 32 MATERIAL DESCRIPTION -34 - - 36 -38 - -40 - -42 - -44 - - 46 - - 48 - 50 - 52 - 54 - 56 - 58 - 60 - Hard, moist, olive-brown mottled Silty, Sandy CLAYSTONE Remolded CLAY seam 1/8-1/4" thick; 3°SW; throughgoing gypsum Hard, moist, medium-olive, silty CLAYSTONE; abundant gypsum seams; "random fracturing Remoded CLAY seam 1/8-3/4" thick; NlOW, S^SW, throughgoing, ^Tith large crystals of gypsum within gouge _ 5 106.6 IBULK J 20.° AMPL: Dense, moist, light orange-tan, medium SANDSTONE Contact nearly horizontal; sharp depositional Hard, moist, dark olive—brown mottled with yellow, Silty CLAYSTONE; gypsum seams, random fracturing; fossiliferous and carbonaceous Becomes very dark olive/black and carbonaceous, seepages of slight to moderate flow \| Remolded CLAY seams 1/4-1/2"; N20W,5°SW ii at contact 92.0 [BULK Very dense, dark gray, cemented, fine Silty SANDSTONE; fossiliferous Cemented zone; CaCO^-f BORING TERMINATED .AT 59 FEET (REFUSAL) 29.1 AMPL: Figure A-24, Log of Test Boring 15 SAMPLE SYMBOLS d SAMPLING UNSUCCESSFUL H DISTURBED OR BAG SAMPLE B_ B_ STANDARD PENETRATION TEST CHUNK SAMPL€ 1 DRIVE SAMPLE (UNDISTURBED) ?• _ WATER TABLE OR SEEPAGE NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLYATTHE SPECIFIC BORING ORTHENCH LOCATION ANO ATTHE DATElNDlCATED.lTlSNOTWARRANTEDTOBEREPRESENTATlVEOFSUBSURFACECONDITIONSAroTHERLO^^ ^ile No. D-4230-:'101 ovember 11, 1988 BORING ELEVATION, 300 .DATE DRii.LFn 10/13/88 EQUIPMENT E-lOO, 30" Rotary Bucket 0(j_ 2° I I i MATERIAL DESCRIPTION CL 2 - 4 - 6 - 1TOPSOIL * hard, humid, brown, Sandy CLAY, highly \ fractured becomes very stiff and slightly moist SM - 10 - - 12 - - 14 - 16 - 18 - B16-1 IpELMAR FORMATION II Very dense, humid, light gray-blue, very Silty 1, fine SANDSTONE; iron-stained, carbonate, ll weathering at top ll— shells ^ bedding N20W10S ~ strongly iron-stained r 20 - 22 24 - 26 28- ML hard, slightly moist, light grey-blue. Clayey SILSTONE, iron-stained, fissile, hematite filled joint N4SE82E - layer of stiff, moist, orange Sandy SILTY, friable, fossiliterous; N20W10S bottom contact — iron-stained, Sandy with fossils •PUSH 7" 1 93.4 29.5 B16-2 i SM :-l;ivi-: j-'.l •.•.!.•. stiff, moist, orange-broxm. Clayey SILT, fossiliterous, - cemented lenses - iron-stained, fossiliterous, rip-up clast of grey-blue SILSTONE 10 118.0 14.0 scour contact I \ \ very dense, humid, light tan, very Silty fine SANDSTONE, iron-stained in places iron-stained thinly bedded, dipping approximately lO'S iron-stained, lenses of friable, organic rich SILT with gypsum stringers J' Figure A-25, Log of Test Boring 16 (Boring 16 continued next page) SAMPLE SYMBOLS IZl SAMPLING UNSUCCESSFUL S DISTURBED OR BAG SAMPLE C — STANDARD PENETRATION TEST B CHUNK SAMPL-E NOTE THE LOO OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOCATION AND ATTHE DATE INDICATED ITIS NQTWARRANTED TO BE REPRESENTATIVE OF SUBSURFACECONOITIONS ATOTHER LOCATIONS ANO TIMES • DBIVE SAMPLE (UNDISTUBBEO) ?• _ WATER TABLE OR SEEPAGE File No. D-4230- November 11, 19^ HOI BORING 16 (Continued) ELEVATION _OATE DRILLED 10/13/88 EQUIPMENT Sic 38 - 30 MATERIAL DESCRIPTION B16 h -32 - -34 - -36 - -38 - B16-4 . CL ^— scoured contact, generally horizontal _ 9 B16-5 B16-6 •40 4f , hard, slight moist to moist, light blue-grey •' Sandy SILSTONE BULK SAMPLi SM 11^ II 77^ : ,|l very stiff, moist, reddish-broTra, Silty III CLAYSTONE 111 many non-continuous remolded planes with gypsum, general orientation N5W7S continuous medium stiff, very moist, grey remolded CLAY N30W5S 15 117.8 BULK I 15.1 f AMPLE becomes.organic rich, gypsum and sulfur-rich very dense, very moist, grey Silty fine to medium SAITOSTONE, slight seepage very strong cemented BORING TERMINATED AT 40 FEET (REFUSAL) Figure A-26, Log of Test Boring 16 SAMPLE SYMBOLS Q SAMPLING UNSUCCESSFUL .B . [3 DISTURBED OR BAG SAMPLE B. .STANDARD PENETRATION TEST -CHUNK SAMPLE • DRIVE SAMPLE IUNOISTUF<BEDI _ WATER TABLE OR SEEPAGE NOTE. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING ORTRENCM LOCATION ANO ATTHE OATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OFSUBSURFACECONOITIONS ATOTHER LOCATIONS AND TIMES Appendix B (continued) CPT-9 and CPT-10 ® Cone Penetrometer Tests 971009-005 From: Geocon, 1988, Preliminary Soil and Geologic Investigation For La Costa - Northwest Area, Carlsbad, Califomia, Project No. D-4230-H01, dated November 11, 1988 i i DEPTH IH METERS I L 1 1 1 1 1 I 1 I T* T* r r 7* r DEPTH IN FEET omoinoinOMoOTO T ^ T' . . . . T» . • - C3 (CJ. tr cc §2. z tfl 13 U UJ o tf)U OTOg. U. tu <n z t-o o LJ IT Ft i -1—I—I—I—(—I—I—I I I—I—I—I—r—f—I—r-T—I—(—I—r-T—r—7—( i i i f i i i—r inai/ioinoino DEPTH IN FEET o in I 1 1 1 1 r- o M CM n u) -I 1 T- CO r- 03 -T 1 1 1 1— Ol o —I <ri -I 1 in DEPTH IN METERS UJ az UJ f- UJ 3: D CO h- Ul cn I I- Q. O UJ LU a- ^ o CO UJ Q_ Z o u o c: is ,5= Ul m fM 03 o O UJ RANCH -230-1 F15CK < CD £ro 1-CD £ro in ••ODCD a az jzcn u IxJ ZDr-, u CO -z. 1 < 2 to ^ ^ 1 F— F-tJ CJ r) UJ LU CC " —) —) 1— UJ a O CO H- cc QZ Z cc Q_ Q_ C3 I ^ r V V <r V • r, •-3 O-l a:> ujcn o o - } a: |1_ to I I I I ( I I I I I I—J I I—I I I I I I a in CM I 1 1— a -« (M I CO o I Q. O UJ tc Ul I- UJ z D OC t- llS z •• Ijj UJ cc Ul Q_ z u I, Is fe m CD (M 00 O O HI 7 ^ I u O UJ ro ^ CM u. Cuiu (X) - CD CD CD Z z u z < z z I (O o I o a o =3 tu UJ oc " -1 -J I- UJ a a (o I OC£C Z CE a_ Q_ •- a 971009-005 a... Appendix B (continued) GT-1 through GT-47 Exploratory Trenches From: Geocon, 1982b, Report of Phase I Geotechnical Study, Bressi Ranch, Carlsbad, Califomia, File no. D-2714-T02, dated June 4, 1982 COTO DE CAZ.A LTD @ 0 0 0 t i - 8 10 - 12 •/ . • /.: •• y-: LOa t TRENCH NO. 1 TOPSOIL V Loose, damp, light brown, Silcy Sandy CLAY/Clayey SAND TERRACE DEPOSIT Dense, damp, ceddlsh-brown, weakly cetnencGd, Clayey SANDSTONE TDRREY SANDSTONE Very dense, damp, light gray-olive, weakly cemenced. interbedded very fine 5 rLTSTONE/SANDSTONE V TRENCH TERMINATED AT U.Q F££T "igure , log of Tesc Trench 1 (XNrorr A-1 GEOCON lUCOKrORAtfC CDTt) DE C.\Z.\ LTD ^ I) 11) ••arr . 0 8 10 12 lit 16 18 H 20 Let ifiCtrioM Of TT I I •:i'i TRENCH NO. 2 TOPSOIL Loose, damp, light brown, Sllcy Clayey SAND TORREY SANDSTONE Rlghly weathered, ooisc, reddish-yellow, griy OO cried, very fine SUcy SAKDSTOKE Dense (sClff). weathered, calichefied, Ughc gray SILTSTONE v Very aciff, damp, gray, well bedded, attitude approximately horizontal, well cemented SILTSTQtfE Very dense, molac, reddiah-brown, hard, well cemented SAJQSTONZ. highly foasiliferou$ becomes very hard TRENCH REFUSAL AT 19.5 FEET Sirr cotrttrr Figure Log of Test Trench 2 A'2 GEOCXDN Li ' i ^ .-y :j.-> .1,1. '-'-II l-l DL i..\Z.\ LTD [gl 1111 ! f t i 10 12 1^ . 16 TORREY SANDSTONE «l8hly weathered, calichefied, light T^ gray SILTSTONE ^ \—becomes very stiff, daap, grav SILTSTONE ^' ^ ^ "^^P- reddish-brown SANDSTONE, highly fo«iiiferou. Very dense, damp, Ughc gray, nadium cemented, fine SANDSTONE -becomes very veil cemented, finely bedded SANDSTONS TRENCH TEKillNATED AT Ij.O FEET figure , Log of Tesc Trench 3 A-3 GEOCOsF inConroRATCo fi 2717 COTO DE CAZ.-V LTD ©012 • 0 2 . 6 - a - lo- ll lit 16 ust t l-.I;'. •i'i;?i:. i:i.r- TRENCH NO. 4 TOPSOIL • Light brown, dawp, Sllty Sandy CLAY TORREY SANDSTONE Medium dense, diimp, fraccured, caliche- fied, oUve gray, very fine SANDSTONE Highly fractured, weathered, caliche- fled, daap, Ughc gray SILTSTONE Very dense, daap, Ughc gray, aassive, very fine Silcy SANDSTONE 1 Dense, daap, reddiah-brown SANDSTONE, highly foaaiUferoua \ v«ry dense, daap. light gray, medium to w«ll cemenced, very fine, niasalve, Sllcy SANDSTONE becomes moccled llghC gray, reddish- yellow SANDSTONE TRENCH TERHINATED AT 16.0 FEET e/tr A'.' ws/triMTt Figure , Log or Tesc Trench 4 A-A GEOCON 12.-2-4.-9G 10:l,S -Qj u S5H 2717 COTO DE C.\Z.\ LTD (S 1)10 0 2 J 6 - •10 - 12 - 16 y- , V T- I.OIS J (MIT I ON '•.\.\.\ 7- nlENCH NO. 5 \ TOPSOIL Soft Co miidium stiff, damp, reddish- brown, Silcy Sandy CLAY TORREY SANDSTONE Highly weathered, damp, moccled light gray-reddish, very fine Sandy Clayey SILTSTONE/CLAYSTONE, _ grades into massive Sandy CLAYSTONE DELMAR FORJ'IATION Very stiff, damp, oltve-green-gray CLAYSTONE wich shiny parting surfaces TRENCH TERMINATED AT 16.0 FEET figure , Log of Teac Trench 5 At.l Sfotsrun scurrrrr A-5 GEOCON 24- SIU 111: 19 'S'Jij S5S 27 17 COTO DE C.AZ.A LTD ® (111 (.0* f Of A'.' CCS TNT TRENCH NO. 6 2 . Lit: TOPSOIL Sofc, taoisc, Ughc brown, Silcy Sandy CLAY TORREY SANDSTONE I Highly weathered, moisc, reddish-gray. fine shaley SANDSTONE \ reddish-brown, medlua-grained SANDSTONE 6 . e - 10 - 12 lA . Ll6 . V •18 - interbedded, Shaley, moisc, dense, Ughc gray-reddish-browa, very fine SANDSTONE; several calicheficd Layers approximacaly 1/2-1" chick.; bedding accitude hocizoncal or dipping gencly (1-3°) coward the west 103.2 M: •IV •l-l- becomes maaaiva, very dense, damp, gray, fine- co medium-grained SANDSTONE becomes moccled, gray-reddiah-brovn SANDSTONE Very dense, damp, Interbedded Ughc gray, fine, medium cemenced SANDSTONE and reddish-brown, medium ceaenced, mtdiua-grained SANDSTONE. Very fine, dlsconclnuous, ahaley SILTSTONE layers (approxinjitely 1/10-1/20" chick) within the SANDSTONE Mas 16,0 TRENCH TERMINATED AT 17.5 FEET figure , Log of leac Trench 6 A-6 GEOCON iHcokroKAtco 12.-24.-96 10:19 Q-u S.5S 2717 COTO DE C.-VZ.^ LTD © U1.5 Dirru IN . 0 6 8 10 12 lU J \.03 t LOCJTiaN Of •I r i •i.i":i. MtCII^TlCN TRENCH NO. 7 TOPSOIL Soft, moisc to wet. reddish-brown Silty Sandy CLAY TORREY SANDSTONE ' ~" Medium dense, highly wcachcrcd, moisc, light gray, interbedded fine SANDSTONE I and reddish-brown, medium-grained to coarse S.VNDSTONE -becomes very dense, damp. Ughc gr«y, massive, medium cemenced, fine Silcv SANDSTONE ^ \ \ hard, reddish-brown-black, disconcin- uous concrecions with foasiia .grades -into very dense, damp, inter- bedded light gray, fine SANDSTONE and reddish, medium SANDSTONE, bedding atcitudea horisontal TRENCH TERMINATED AT 12.5 FEET figure , Log of Tost Trench 7 At.' A-7 GEOCON iHoaapoKATio i. i-'ll.l UL I. .Ai.-i HI.) UIG - 0 2 - U . 6 - 8 10 H 12 14 !• 16 18 • 20 • tAlUMtM l.0i M tAltl»Lt MM TRENCH NO. 9 Bitr OtNSirr A(.f TOPSOIL Soft, moist, dark brown, Sllcy Sandy CLAY TORREY SANDSTONE Highly wenchered, damp, calichefled, incerbedded gray, very fine SILTSTONE/ SANDSTONE and reddiah-brown SANDSTONE grades inCo very stiff, damp, purple- gray SILTSTONE Very dense, hard, damp, reddiah-brown wlch black manganflse stain, well cemented, fossiliferous SANDSTONE Very Stiff, damp, purplish-gray, finely bedded, well cemented SILTSTONE. bedding attitude horiioncal '— Chin reddish SANDSTONE interbeds Very hard, damp, dense, well cemented, coarse-grained, olive gray SANDSTONE TRENCH TERMINATED AT 18,5 FEET Figure , Log of Teat Trench 8 A-8 VOltTll»< GEOCON iKco»ro«*T«o COTO DE C..^Z.-\ LTD 12) (11; I I U 4 6 8 10 UBeUTIQN Of 9-1 9-2 TRENCH NO. 9 Soft, moisc, dark gray-brown, Silcy CLAY V TORREY SANDSTONE Highly weachered, moisc, moccled, incerb^dded Ughc jiray-reddish-brown, fine, Sandy Clayey SILT, bedding actitudes N10°W/4ov becomes denser Very dansa, damp, Ughc gray, fine Silcy SANDSTONE TRENCH TERJ^IINATED AT 10.0 FEET TRENCH NO, 10 IH-'LJCt At.' BULK 107.8 aanrfi/r S I'r wt SAMPLE 15.5 2 - 10-1 ALLUVIUM Very sofc, loose, wee, dark gray-brown, mottled, Silcy Clayey SAND with randomly oriented, black 1"-10" chick Clayey zones BULK SAMPLE \ TORREY SANDSTONE Dense, moisc, Ughc gray, weakly cemenced, very fine SANDSTONE TRENCH TERMINATED AT 8.0 FEET figyre . Log ot Teac Trenches 9 and 10 A-9 GEOCON iNCdkfOtATID '••-r-f-^.vv.l^i'-.-. .^^ • tn> 11.} : ^ 1 'Q' / 1 4 Holi 2 717 COTO DE C.\Z.\ LTD 12) I.I 1 s i ? . 0 - 6 11-2 UKAtlOft Of II 'Mv m. OflQ/nf-TiOit TRENCH NO. 11 TOPSOIL Soft, wee, dark grayish-brown. Sllcy CLAY TORREY SANDSTONE Dftnse, weachered, damp, interbedded reddish-yellow, medium to coarse SAND- \ STONE and Ughc gray, Cine-grained Silcy \ SANDSTONE ^ becomes very hard, highly ceraenCed, incerbedded reddish-yellow/gray SAND- STONE, very slow digging TRENCH TERMINATED AT 7.0 FEET figure , Log of Test Trench 11 Cfr- At.' BULK 115-4 cxnrzKT SAMPLE 13.4 A-10 GEOCON ir*conro«*TCD 1• - -i • il 0 i 1.1; 21 71 4 y .5 a 2 717 COTO DE CAZ.A LTD ©019 . 2 . 4 , 6. 8 - 10 - 12 - lA . . 16 • 18 -I 20 22 12-1 12-2 i.i7<; » Of SAU'i.S V. I-. TRENCH NO. 12 TOPSOIL Very sofc, damp to moist, llghc reddish- brown, Silcy Sandy CLAY \ TORREY SANDSTONE Highly weachered, fractured, damp, reddish-brown-gray, Sandy CLAY Very stiff, damp, purplish-gray, well bedded, shaley SILTSTONE, bedding attitude approximately N-S/4W, thickness of beds approximately 1-2" p—.manganese and iron scatning along bedding planes Very dense, raoisc, reddish-brown, weakly cemenced, mediun-CO coarae- gratned SANDSTONE becomes interbedded, very dense, damp, reddish-brown and gray SANDSTONE -j--— grades inco llghc gray, weakly cemenced SANDSTONE wich sciff, dark gray SILTSTONE Incerbeds TRENCH TERMINATED AT 22.0 FEET iM^fLACC 0»r atuSITy At I BULK 105-2 anrtnr SAMPLE 22.0 Figure , Log of Tesc Trench 12 A-U fMC0KPOKAT«B 12- 24 il Ij 1II : ^"714 f>r,fi 2717 COTO DE CAZA LTD - 2 . 4 . 6 10 H 12 14 16 18 20 Loa t Of 71 13-1 13-2 -'A TRENCH NO. 13 lOPSOIL Sofc, damp, dark brown, Silcy CLAY V TORREY SANDSTONE Very dense, damp, interbedded (mottled) reddleh-brown/lighc gray, medium- co coarse-grained, weakly cemenced SAND- STONE, bedding attlCude N85E/4°N \ Very dense, reddish-brown SANDSTONE •becomes olive gray-reddish-bcown moctled SANDSTONE .— heavy manganese concentration Very dense, damp, olive green-gray, medium cemented SILTSTONE with occa- sional thin reddish, fine SANDSTONE incerbeds ( Bedding Plane Faulc, approximately 1/2" ' highly sheared gummy gray CLAY, accitude V N60E/2'=>NV Very dcnse/sClff, damp, incerbedded I moccled fine, olive gray SANDSTONE/ \ dark gray SILTSTONE TRENCH TERMINATED AT 19.0 FEET Figure , Log of Tesc Trench 13 OtMSiry At > BULK 111,6 UOI3TU*t eairtMr SAMPLE 17.7 A-12 GEOCON . 2 . . 4 . , 6 r 10 12 lA 16 14-1 Of SJLUfH 7^. V. r oescjtiFTio/i '"-"CACC _____ TRENCH NO. 14 • Very sofc, loose, damp, dark brown. Sllcy CLAY Highly weachered, calichefied, soft/ loose, damp, whldsh-can, Sllcy Clavev SAND/SILT grades inco mftdiua dense to dense, daan. olive gray, weakly cemenced. Clayey Sandy SILTSTONE. frequent reddish-brown iron scain becomes dense, damp, moCtled olive grecn-gray-reddish, very fine SANDSTONE 0»T OtHilfT At.' f— Bedding Plane Faulc, highly sheared moist, dark gray CUY, thickness 2"-5", acclcude approxiraacely horizontal Very dense, damp, incerbedded, Ughc isray/reddish-brown, fine SANDSTONE wich occasional black manganese stain very hard, highly ccmenCed concretion BULX SAMPLE TRENCH REfUSAL AT 15.0 FEET figure , Log of Test Trench 14 A-13 GEOCON INCORrOKATftO -L- «D iM:.;4 -£i'7l4 >i ^ H 27 i; COTli DE CAZA LTD @) 0112 2- 4 . 6- 6 10 12 14 tMfte LOt * LDCMTraif Of 15-1 15-1 T TRENCH NO. 15 TOPSOIL Sofc, damp, llghc brown, Silcy Sandy CLAY •-:•... TORREY SANDSTONE Highly weachered, damp, reddish-tan moctled, fine SAND V Very dense, damp, whitiah-lighe gray, maaslvc, weakly cemenced, £ina-graln«d SANDSTONE — grades into mottled, reddish-gray, very dense SANDSTONE Very dense, damp, light gray, medium cemented, fine SANDSTONE TR£;NCU TERMINATED AT 12.5 FEET Figure , Log ot Tesc Tranch 15 kt.t BULK U7.2 uaxrutt SAMPLE 9.7 A-14 GEOCON i-Uiu UL (.AZA LID 12] I) I I3 I i m 8 10 h 12 14 SAMf<.t or \ TORREY SANDSTONE Highly weathered, damp, reddish-light gray mottled, interbedded fine SANDSTONE grades inco highly calichefled, llghC gray Silty SANDSTONE, bedding accifuds ^ NIOE/A^E OtSCH^TWH TRE.NCH NO. 16 TOPSOIL Sofc, damp, dark brown Silcy CLAY Ueachered, damp, mocclftd light reddtsh- browrt-gray SANDSTONE Very dense, damp, inCerbeddcd, purplish- gray, very fine SANDSTONE/SILTSTONE, bedding aCCicude approximately horl- zonCal Co dips 4^* coward E-SE TRENCH TEWIINATED AT 12.5 FEET Figure , Log Ol Test Trench 16 m-fLAOr Birr Att % »rr wt A-15 GEOCON iHeonro«»T«o '-1.I1U UIL l-.-V^.-i LID 1^ 1.1 U 4 ra' uyuTion of SetC^IATIQM 0*f At.' cmntvr . 0 2 , I- 6 8 10 • 12 14 -I - 16 y 1 .1. : i::i:l; •I-; -J- TRENCH NO. 17 TOPSOIL Sofc, damp, grayish-brown, fine, Clayey SAND/Sandy CLAY V DELMAR FORMATION Stiff, moisc. greenish-dark gray- blackish, fraccured SILTSTONE becomes blackish-grecn-gray, very stiff CLAYSTONE wlch shiny parting surfaces \ grades inco dark gray, Sandy Clayey SILTSTONE, frequent manganese and iron staining grades Inco dark gray-brown, well cemenced, very fine Stlcy SANDSTONE becomes very stiff, reddish-brown, calichefied SILTSTONE grades into greenish-brown. Clayey, calichefled SILTSTONE TRENCH TERMINATED AT 16.0 FEET Figure . Log of Tesc Trench 17 A-16 GEOCON iNCaikro*oT«B ' A .y .J o ..111 1-Ull.l UL L.\^A LID Ifi I.I U O 0 2 . 6 8 -10 - •12 - 14 - 16 • ••/•.'•• /•I-.- WCitlOH of lAltf^l . becomes dark reddish-brown and very loose fine SAND y mi TRENCH NO. 18 ALLUVIUM! Loose, moisc, blacklah-brown. Sllty Clayey SAND becomes wec seepage, caving heavy seepage IM-'LACt BtNt/rr At.' •rOISTuHf ft* neve % *t, , TRENCH TERMINATED AT 16.0 FEET Figure , Log of Tesc Trench 13 A-17 GEOCON '> .JO ..I 1-l.lil.l UL LIU 1^ II I.I Ij fjittrit . 2 . . 4 . 6 - 8 10. 12 . 14 16 18 -1 20 ^^:&t LOB a tjXAtlOJt Of 4m T \f- • • •• • ••< • •, : •l 11' At*trw^ oesefiATioM TRENCH NO. 19 \ TOPSOIL Loose, damp, dark gray, Silty Sandy CLAt/SAND ALLUVIUM Loose, moist to wet, reddish-brown, fine Sllcy Clayey SAND — becomes wet V Stiff, dark brown, moisc CLAY (Paieosol) grades Inco dense, moisc co wet, reddish-dark brown. Clayey SAND become* Ughc brown-tan, motsc, Silty Clayey SAND/Sandy CLAY \ LANDSLIDE DEBRIS Highly weathered, calichefled, damp co moist, moccled whltiah-can, pale olive green, Sllty Sandy CLAY/SILT - rBmold*d olive green CLAYSTONE sheared plane - accitude approximacely horizoncal JEULAA FORMAT I 6N ^1 Highly weachered, calichefled, moisc pale olive green, Silcy CLAYSTONE ll becomes medium stiff ift-'L A Ct OiHirr At.' TRENCH T£R,MI.N'ATED AI JO.O FEET •KStSTijAt CCNTt^r figure , Log of Te»t Trench 19 A-18 (TiTinrY^Kr O I 1 -I O . j 0 J. I 1 coro DE CAZA LTD 12) 11II I 2 . . 8 10 - 12 - 14 16 . 18 20 SA'"\.[ mMtCA y • l-;I.F 20-1 LOS f tf iMALC If IXSCf* tion TRENCH NO. 20 ALLUVIUM Loose, dry to damp, dark gray-brown. Silcy Clayey SAND/Sandy CLAY Loose, dark brown, moist, Silcy Clayey SAND /~Nedium dense, wee, reddish-brown, SiiCy -I Clayey fine SAND becomes saCuraced ——heavy seepage, caving TRENCH TERMINATED AT 10.S FEET figure , Log of Tesc Trench 20 •t-'i. A CC 0*r OCMSITY uaisruitt cturrtr % "r - A-19 G±ijOOUN' 12 2 4 • 9 ti 111:2 •a'714 S5S 271: COTO DE CAZA LTD - 0 \- 4 6 8 10. 12- 14- 16 LOf M LactriOM Cf UttfLt oese'ifTNjM TRENCH NO. 21 TOPSOIL Sofc. damp, dark brown, Silcy CLAY DELMAR FORMATION Highly weachered, fraccured, calichefied damp, dark olive-gray. Clayey Sandy SILTSTONE Very dense, damp, olive green, weakly cemenced. Clayey, very coarse SANDSTONE grades inco Sandy CLAYSTONE Very stiff, damp, olive green, massive, Sllcy CLJ\YSTONE wich shiny parclng surfaces V TRENCH TERMINATED AT 15.0 FEET Figure , Log of Test Tranch 21 iti'»iAce OMT OtflilTY Af.f COTvr \ ttr tl A-20 GEOCON •Q'/14 boH 271; COTO DE CAZA LTD ) 0 0 9 ti 6 8 10 2 - 4 • 6 8. 10- 16 .Z Loose, damp, reddish-dark brown, Silcy Sandv CLAY DELMi\R FORMATION ' ~ Weathered, calichefied, damp, light Olive green, Sllcy Sandy CLAY/SAND •-grades inco very dense, damp, olive green-gray, well cemented, medium- grained, very fine massive SANDSTONE TRENCH TERMINATED AT 10.0 FEET TRENCH NO. 23 TOPSOIL Loose, dry, light brown, Silty SAND UNT)SLlDe D^BftlS • Soft to medium stiff, dry, pinkish- purple Sandy CLAY 'M^ALACt Highly discurbed. fraccured. calichefled, dry, whitish-oUve, fine SILTSTONE; randomly oriented shear planes; highly sheared, moist. oUve green. Clayey zones throughout the sllded mass: several cohesionless, coarse, Sandy irregularly-shaped zones TRENCH TERMLNATED AT 15,0 FEET Figure , Log of Test Tranches 22 and 23 A-21 GEOCON iHCWRroBATig lZ-Z4 iiis iu:zy 'a'714 S5S 27i: COTO DE CAZA LTD I I.I 11.1 OtTTft III ttr lAA/fLt LOt i LOCATIfiM ef tunf^-l tl*r*fft MtC^fTIOM BUT OtMiirr At.' fOlSTWAt OJtrvtT i. 0 2 A V 6 TRENCH NO. 24 8 - 10 14 |-|> 71 I I TOPSOIL Soft CO medium stiff, damp, dark brown, Silcy Sandy CLAY \ TORREY SANDSTONE Dense, weachered, damp, reddish-can, medium-grained, weakly cemenced SANDSTONE DEUIAR FORMATION Highly weathered, calichefled, olive green-reddish-Can incerbedded SILTSTONE/ \ SA-SDSTONE; bedding atcicude horizoncal V or dipping 1-2*^ coward west grades Inco very stiff, daap, olive green, Silcy CLAYSTONE wlch random iron and manganese scalnlng Tl^ENCH TERMINATED AT 12.5 FEET figure , Log Tesc Trench Ik A-22 GEOCON .i.m.i UL i^.Ai.A LIU 14) I.I 1 1 LOf t iOtarioN Bf 'T'ftl.f PCiC^lfTION OUT BfMjirr At,' TRENCH NO, 25 ropsoiL ~ ~~~* Loose, damp, reddish-brown, Sandy CUY DELMAR FOiy-UTION (TORREY SANDSTONE) Transition zone! Highly weathered, calichefied, damp, moccled olive green CLAYSTONE and reddish-brown SAN'DSTONE grades inco dense, olive green*" CLAYSTONE interbedded with chin, reddish-brown-tan SANDSTONE, thickness of sandstone layers l/4"-l" Very dense, hard, damp, well cemenced, incerbedded olive green. Clayey, coarse SANDSTO.NE and reddish-purple, light gray, medium-grained SANDSTONE chick- ness of beds 2"-10"; cannon bail con- cretions wichin this assemblage deveiopec along Che bedding planes; beddlns accitude NLSE/A^'E TRENCH TERMINATED AT 14.5 FEET ii^*LA ce UOIfTliAf % W'f wt figure Log of Tesc Trench 25 A-23 GEOCON iNco«r9»AT«a i 2 4 H b 1I I : ;j i i 'a'714 8.58 2717 COTO DE CAZA LTD )012 ctrrn • 0 8 10 12 14 16 LOt LXArioM Of I t -l •.): OttC/tlATIOIt TRENCH HO. 26 TOPSOIL Sofc. moist, dark brown, Sllcy Sandy CLAY TORRES SANDSTONE Highly weachered, fractured, calichefied , damp, light gray-tan, very fine Siltv \ SANDSTONE Very stiff, damp, Ughc gray-purplish, well cemented SILTSTONE with occasional thin (l/2"-l/4" chick) ceddlsh-brown SANDSTONE Incerbeds; bedding attitude N40°W/e°NE minor faulc N85W/vertlcal \ —Bedding Plane Fault, highly sheared, remolded, moist, dark gray-purple CLAY with several gypsum seams (approximace- ly l/2"-l/4" chick); shear sone 4"-6" thick: acclcude N20W/4"=-5*'E TRENCH TERMINATED AT 14.5 FEET ')i.^LAer QItT ert} try At.l tttHtTutt % wt figure , Log ot Tcsc Trench 26 A-24 GEOCON 12 • • 2 4 • • 9 6 1 U : .311 ©714 858 2717 COTO DE CAZA LTD 12) 01.0 SAMfU UXATlOH Of oesoitirrioM Citr Btmirr At.l cotitur % wt TRENCH NO. 27 . 6 It \ TOPSOIL Very loose, damp co moisc, reddish- dark brown, Silcy Sandy CLAY/SILT DELMAR FOR>UTION Highly weachered, fraccured, calichefied, damp, Ughc olive green, fine Sandy Clayey SILTSTONE wich reddish-brown \ l/2"-l/4" chick. Sandy interbeds grades into very dense, hard, massive, damp, fine-grained Sllcy SANDSTONE becomes coarse and very well cemented TRENCH TERMINATED AT 7.5 FEET figure , Log ot Teat Trench 27 A-25 GEOCON J. i • i 4 • i/ U 1 11 ; J 1 'a'7l4 858 271'; COTO DE CAZA LTD 014 rOT LO* * jx^riot Of iAttnJ ixszui^rioit TRENCH NO. Z8 TOPSCIL ~— Very loose, dry, light rcddlsh-brown, itt'.fLACt OAr At.l nOJSruAt caumiT S I'r wr V 2' 4 . 6- 8 . - lo- ll . 14 . 16 m y Sllcy Clayey SAND LANDSLIDE DEBRIS (SOIL CREEP) Soft, moisc CO wee. pale olive green, highly discurbed, sheared, remolded, Sandy CLAY wlch numerous reddlsh-brown- tan, irregularly-shaped Sandy zones grades into highly fractured, Sandv SILTSTONE (Base of Slide) no distinctive slip plane DEL^tAR FORMATION Sciff, fraccured, damp, massive, olive \ green, Clayey SILTSTONE Very dense, moist, reddish-can, oedlum- co coarse-grained, weakly cemenced SANDSTONE; dips approximaccly 4O-5Q coward SE TRENCH TERMINATED AT 16.0 FEET Figure , Log or Test Trench 28 A-2& GEOCOSJ uu UL UL; II1 5 I 1 f ' I 1. T r . 7 - 4 • 6 10 12 14 16 18 20 SA>l*\i HLMtCIf LOB LCCATIOM or l/\ I I I 1 liwwvn \ oescri^riott TRENCH NO. 29 TOPSOIL Sofc CO medium stiff, damp, dark erav Silcy CUY DELMAR FOR^IATION Dense, damp, pale olive green, fine, weakly cemented. Silty SANDSTONE wich occasional reddish SANDSTONE interbeds; bedding acclcude N35W/5°NE " very hard, highly cemented, coarse, can SANDSTONE concrecion Very dense, damp, pale olive-green, well CO very well cemented, medium-r to coarse-grained SANDSTONE; bedding accitude approxiaacely horizoncal very chin reddish-brown SANDSTONE interbed TRE.NCH TERMINATED AT 19.0 FEET figure , Log ot Tesc Trench 29 •M"LASf BMr at MS ITY At,' tottri/Ac COtttxT A-2 7 GEOCON iNcgiiroKATIO i-^ --4 iio ill : .'K' 'a'7 1 4 858 271" COTO DE CAZA LTD (2) 01(3 IM *Ajiru Li* * LOCITIOH Of »<*w^ oescfifTioM IMm^L A et DtMlirr tt.' •fOlSTuft anrtrif H "r 10 12 n 11 TRENCH NO, 30 \ TOPSOIL Soft. damp, dark gray-brown, Sllty CLAY DELMAR FORMATION Highly weathered, fraccured, damp, oUve green CLAYSTONE grades Into very stiff, damp, olive green, massive CLAYSTONE bedding attitude horizontal or dipping 2^ coward west TRENCH TER:IINAT£D AT 12.0 FEET Figure , Log of Test Trench 30 A-23 GEOCON •Q" / i 4 « 0 6 2 717 COTO DE CAZA LTD I 01 • IM ttr . 0 . 2 . . 4 - 6 . 8 • 10 12 lAvt(.i LOB a uXAtiOn or SAMftC /•\.yy .1.1: o<scn*riOM TRENCH .NO. 31 TOPSOIL Loose, dry, light brown-tan. Silty Clayey SAND TORREY SANDSTONE \ Medium dense, weachered, calichefled, light gray, Silty, very fine SANDSTONE grades inco dense to very dense, damp, interbedded light gray and light reddish-brown, fine SANDSTONE; bedding attitude NI5°E/5*W Stiff, damp, gray, medium cemented SILTSTONE grades Into light gray, damp, weakly cemenced, medium-grained SANDSTONE wich occasional thin reddish-brown SANDSTONE incerbeds, chickness of incerbeds l"-4" TRENCH TERMINATED AT 11.0 FEET Figure , Log of Tesc Trench 31 iM-fLACt B»r ocxsifr At.l COMTCXT X I'r tr GEOCON tNCOirOMATfO i-- 24.nb ui:.j;j '<:i-7 1 4 858 271 7 COTO DE CAZA LTD © 0 1 S MLmui^ - 4 • 6 8 10 LO* f V}CAtlO*< Of SMtau ft'wirtt.*' ^ft-fw-m tiw-vn DCSCflfTIOM TRENCH NO. 32 TOPSOIL Very loose, dry to damp, Ughc grayish- brown, Silty Clayey SAND DELMAR FORilATION 1 Weathered, fractured, damp, pale olive- \ gray, calichefied, Silcy SANDSTONE L. grades into very dense, damp, pale olive green, medium- co coarse-grained, highly cemenced SANDSTONE iM-riACt »»r OtMlirr At.l TRENCH TERMINATED AT 8.5 FEET figure , Log of Tesc Trench 32 X "/ wt A-30 GEOCON i i • - -1 0 i 11 : .j .3 'a' / 1 4 8 58 2 7 1: COTO DE CAZA LTD 12] 0 1 9 rar . 2 - 6 - - 8 • 10 • 12 14 SAunc 16 - f. a-:. y •: i r. LOS $ LD/unoN af '. y. y •2. oescmfTiON TRENCH NO. 33 STREAM TERRACE DEPOSITS Medium densa, damp, reddish-brown, Sllcy Clayey SAND with numerous angular mecavolcanic rock fragmencs becomes dense, raoisc. reddish-brown, coarse, Clayey SAND f grades into massive, stiff, damp to moist, mottled gray-reddish-brown, Sandy SILT/Silty SAND Stiff, moist, mottled dark gray, blackish CLAY wlch Irregular dark brown, Sandy zones TRENCH TERMINATED AT 15.0 FEET figure , Log of Tesc Trench 33 OUT otMsirr A'.t uCiSTuMr A-31 GEOCON l«COll»0liATtD 1 - - -1 • il o 11.1 : .j 4 'a'7l4 858 2717 COTO DE CAZA LTD 12) 0 2 0 tar 6 8 10 12 14 16 18 20 i.^'Lt LO* W LCKAriOM Of n Mi *fwiww1T artc/nrrfOM TRE.NCH NO. 34 TOPSOIL Soft, damp, brown, Sllcy Sandy CLAY/ SAND LANDSLIDE DEBRIS ' " Highly discurbed, sheared, remolded, damp, moccled reddlsh-brown-dark btown- black, Silcy CLAY, SAND becomes soft, moisc, mottled reddish- brown, light olive green SAND/CLAY Soft, moisc. highly discurbed, sheared oUve CLAY random Sandy zones within a moisc. Ughc olive, sheared Clayey mass — Slip Plane, attitude approximately / horizontal (6-8' below flood plain) TRENCH TERMINATED AT 19.0 PEET figure . Log ot Teat Trench 3 OtHSI'r Al.' ttOHTUIt COirrxr S ft/ wt A-32 GEOCON J. i - -I il 0 i 1.1 : ..) 0 'Q' V 1 4 a 5 « 2 7 17 COTO DE CAZA LTD 12) 0 2 1 SAMflf MUMirf ot A LffCArioi of fAMAie oe summon 0*r etMSirr At.' mOlfTUlrt >C trt wt TRENCH NO. 35 4 - 6- 8 10 12 -I 14 16 l-l I VA-- TOPSOIL Soft, damp, reddish-brown, Silty Sandy CLAY ,/ .• .: ^ 'f. •. y-. f- •• ^ • •: •••''.'/ •f . f.' /. • • • . 'A. •/••• • LANDSLIDE DEBRIS Highly fractured, disturbed, weathered, fine-grained, light gray-ollve SANDSTONE Clayey seams along fractures; random reddish-brown, Sandy zones becomes light gray-olive, highly fractured CLAYSTONE wich frequent hematite concencraclons; randomly orienced, frequent shear planes minor slip surface TRENCH TERMINATED AT ii.O FEET figure , Log of Test Trench 35 A-33 GEOCON iMConrokATio i -i O .J o 'i-iiii Dt (.AZA LTD ftrr • 0 iJAIftJt mjiiatit LD* * UOeATlOM Of tAJAf\4 oese/nfTioM TRENCH NO. 36 B^r etMtifr At.' MfxtTuAt CWTBtr S "r •* - A- • 6 8 10 J 12 TOPSOIL I Very loose, dry, light brown-can, \ Sllty SAND TORREY SANDSTONE Highly weathered, damp, calichefied, light gray-can-graylsh, incerbedded \ very fine SANDSTONE 1 'bedding attlcude appco>cimacely \ NASE/lO-a^'NW \ •"becomes very dense, tflassive, damp. Ughc gray, fine SANDSTONE wlch occasional reddish hematice scain —grades into massive, hard, fine ca medium gray SANDSTONE TRENCH TERMINATED AT 12,0 FEET Figure Log of Tesc Trench 36 A-3 A GEOCON 'Win 0.0 0 / 17 COTO DE CAZA LTD ) 0 2.3 iM /or jAuff.e 10 1 12 14 16 LOC » l^TIOM ar SAMric ii'i: .|.i'l; ;i;i:ii •i;i;r OCSC^lftlOM TRENCH NO. 37 TOPSOIL Loose, dry to damp, Ughc brown. Clayey SAND TORRCT SANDSTONE Highly weathered, calichefied, llghc gray-can, very fine, Sllty SANDSTONE calichefled, reddish-brown-gray SA.NDSTONE interbed: bedding acclcude approximacely horizontal grades inco olive-gray, damp, medium cemenced, very fine, Sllcy SANDSTONE very hard, highly cemented, grayish- brown, fossiliferous SANDSTONE bed Very dense, damp, reddish-brown, medium to well cemenced, mediuffl-gralned, fossiliferous SANDSTONE Very dense, damp, light gray, very fine SANDSTONE TRENCH TERMINATED AT 15.0 FEET iM^LACC Oirr OCMSf rr A I. ' figure . Log of Test Trench 37 A-35 vouruAt % tr, wr GEOCON |HC0»»O«ATIt> A- .lu i<),.ju 'U' ( i 4 !y;jt, Z I 11 COTO DE CAZA LTD 12) 1.12 4 OtFTIt IM rttr XJJtfLt MLMtCM LPCAriOM Of tAUAU OffCitiArtoM IM^^LACt OtM4lfr All *KXJTUirt catrtNT X J'r wf TRENCH NO. 33 2 , . 6 8 10 i 12 14 V 16 • 18 TTTT. ;:i:|:^ • ,», *« •.i:i'I- U.NUSLIDE DEBRIS Highly discurbed, fractured, calichefled. dry, whitish-tan, very fine, Sllty SAND , fractured, damp, dark black SILTSTONE ^' sean V Interbedded. damp, purple-gray, sheared SILTSTONE wich yellowish, very chin, Clayey SILT interbeds; atruccure dipping 15° coward south . f '• •• f. . . • . . • . 'f.. ' V. . '''' •'•'y • -y.: • / • • V- •'• • • •. .'-y ' f : • grades Into reddish-brown, sheared Clayey SANDSTONE becomes coarser and massive TRENCH TERMINATED AT 18.0 FEET Figure . Log of L'esc Trench 38 A-36 GEOCON 'O' / 1 4 a a a 2 717 COTO DE CAZA LTD 10 25 . 4 • - 6 -I 8 10 12 14 A 16 SA*ir\.S • • •< • • y •• y. • ^••::--y^ • • .'A; •, / •/ • /•, •. • • .A '• • y. y LPi » UKATtOM or SAJ"Lt ^fimruY.mr OSSOIfTIQM TRENCH NO. 39 TOPSOIL Very loose, dry, light brown. Clayey \ Silcy SA.M)/CLAY UNDSLIDE DEBRIS Highly disturbed, remolded, sheared, moist, olive green CLAY/SAND with random reddish-brown zoniis becomes very loose, moisc to wet, coarse, cohesionless Clayey SAND Slip Plane dipping south approximately lOO becomes medium sciff, highly fractured, moisc, olive green CUYSTONE wlch shiny parclng Surfaces 0»r OCN sirr At I yOlSTUirc covrevi- 'li I', wt TRENCH TERMINATED AT 16.0 FEET figure , Log of Test Trench 39 A-37 GEOCCN iMConro«AT»p i^J I.I 2 Ci eejcBiArioM 'M-ALAte BUT aCMSirr At.l tfonruf^ ccnrDrf X At, wt TRENCH NO. 40 TORREY SANDSTONE Highly weathered, loose, wee to saturated, raddish-can-olive green. Sandy CUY/SAND grades inco dense, wee, Ughc gray- can, coarse, weakly cemenced SANDSTONE TRENCH TERMINATED AT 10.0 FEET figure TRENCH NO. 41 TOPSOIL Loose, damp, Ughc brown, Silcy CUY DELMAR FORMATION Highly weachered, damp, olive green, Silty CLAYSTONE Dense, damp, weachered. graylsh-can, cohesionless SANDSTONE, contact attitude N25E/4SE -becomes very dense, damp, Kraylah- can mottled, well cemenced, taaaslve SANDSTONE wlch several highly cemenced, hard interbeds , becomes reddish-tan. coarse aod very weakly cemented TRE.\CH TERMINATED .\T 11.0 FEET , Log of Test Trenches AO and 41 A-38 GEOCON Iv: - - -J iiu ill : .j.^ •<:i'714 808 2717 COTO DE CAZA LTD 12) 0 2'; !'' i • i i I L . 10 . • 0 • 2 4 - 12 - SAUfLt IVMiC* LOC t lOCATIOM Of uMfie f*-tlr^,r. Igrades inco weathered, sheared, moist. \j olive Rreen CUY wich randomly oriented shear planes — Slip Plane dips 3''-4'^ coward east oesefifTiot/ TRENCH NO, 42 LANDSLIDE DEBRIS (SOIL CREEP) Sofc, remolded, wee. Ughc reddish- brown, Sllcy Sandy CUY DEUiAR FOR.'>UTION Weachered, fractured, moist, olive green, Sandy SILTSTONE grades into massive, very dense, damp, olive green, medium to well cemented, very fine, Silty SANDSTONE TRENCH TERHINATED AT 11.0 FEET fL^ure , Log oc Trench Wl e*r otMtiTr At.l voisruitr ccnrtrrr "X, tr, wt A-39 GE(XX)N INCORrO»ATiD 111.' UL L.-\L.\ LiU 1^ 0 2 8 'M-J'LACf otsciriFrioM BUT BtMfirr At.' TRENCH NO. 4.1 ORGANIC DEBRIS (BRUSH FILL) Very loose, wee. dark brown-black SAND. CUY, wooden debris ALLUVIUM Very loose, wet, reddish-brown, Silcy Clayey SAND ' TORREY SANDSTONE Very sciff, damp, purple-pinkish-gray, well bedded, shaley SILTSTONE, very Chin, reddish-yellow, fine Clayey SAND incerbeds, chickness of incerbeds 1/10" Chickness of SILTSTONE beds l"-l/2" grades inco very dense, moific co wet moccled Ughc gray-reddish-brown, medium-grained, weakly cemented SANDSTONE TRENCH TERMINATED AT 13,5 FEET figure , Log of Trench A3 •^sru/wf omtrtr % A', wr' A-40 GEOCON 1 i - -I • y o i u : .j il 'Cl' 7 1 4 8 5 8 2 7 17 COTO DE CAZA LTD 12)029 . 2 . . 4 . - 6 nrr 6. • 8 SAun.C WJ*tM LOO * LXAriov Of )t^AI.*' Atfrt-» 9i^w\/yf 7. y CfSCiriATICM TRE.N'CH NO. 44 TOPSOIL Very loose, light hrown, dry. Clayey SA.Nb TORREY SANDSTONE Highly weathered, fractured, damp, \ interbedded fine, light gray, Sandy [\ SILTSTONE and reddish-brown, fine ^^_£ANDSTON£ very hard, highly cemenced, fossiliferous concretion 4"-6" thick Very dense, damp, moctled reddish-brown- gray SANDSTONE grades into light gray, very fine, weakly cemented SANDSTONE with reddlsh- brown, chin Sandy Incerbeds. bedding attitude NaO^'E/SW TRENCH TERMINATED AT 7.5 FEET TRENCH NO. 45 \ TOPSOIL Very sofc, wet, dark brown, Silty Sandy CUY DELMAR FORMATION Highly weachered, fractured. callchefUd olive green, Sllcy CUYSTONE. bedding accitude N-S/6W OUT BfMiirr Very dense, damp, li^ht tan. medium- grained, medliwi CO well cemented, massive SANDSTONE TRE.NCH TEfLMINATED AT 0.0 FEET Figure , Log of Trenches 44 and 45 A-41 Hoisrunt COMTvir % ir, wt IHCOIPOKAT'O GEOCXDN IPO li- 24. yij iu: .JH '(^'714 858 27i; COTi) DE CAZA LTD 12)0.30 IM ftrr UAim.t lO* M LMTIOM Of iltr** »ttc*ifrii})i llt-ALACt BAY MMiirr At.l CUvrtMT . 0 TRENCH NO. 46 2 . 4 , - 6 6- 10- . 12 . 14. 16- TOPSOIL Very loose, dry, light gray-brown, \ Silcy SAND TORREY SANDSTONE Dense, daap, whicish-gray. medium- grained, weakly cemented SANDSTONE grades into coarse, grayish-can, medium- to coarse-grained, weakly cemented SANDSTONE ,— becomes moccled light tan-reddish- / brown SANDSTONE DELMAR FORJ-UTIQN Sciff, damp, mottled pale olive- reddlsh-brown. fac CUYSTONE wich shiny parting surfaces V TRENCH TER.M1NATED AT 15.0 FEET Figure , Log oi Tranch 46 A-42 GEOCON lMro»fO*ATrD ^.'.'11.1 UL LIU 1^0.31 8 10' 12. 14 16 18 20 m Ml ALLUVIUM Loose, damp, reddish-brown, Siltv Clayey, fine SA.VD ' ^ m •—- becomes moist to wee becomes saturated, abundant seepage J caving 11^ TI^ENCH TERMINATED AT 19.0 FEET I i Figure . Log of leac Ir ench 4 7 A-43 GEOCON 971009-005 APPENDIX C Laboratory Testing Procedures and Test Results Atterberg Limits: The Atterberg Limits were determined in accordance with ASTM Test Method D4318 for engineering classification of the fine-grained materials and presented in the table below: Sampie Location Liquid Limit (%) Plastic Limit (%) Plastic Index (%) USCS Soil Classification B-2 #7 @40' 35 16 19 CL B-3 #7 @30' 39 16 22 CL B-5 #6 @20' 42 20 22 CL B-6#4@15' 42 17 25 CL Direct Shear Tests: Direct shear tests were performed on selected remolded and/or undisturbed samples, which were soaked for a minimum of 24 hours under a surcharge equal to the applied normal force during testing. After transfer of the sample to the shear box and reloading of the sample, the pore pressures set up in the sample (due to the transfer) were allowed to dissipate for a period of approximately 1 hour prior to application of shearing force. The samples were tested under various normal loads utilizing a motor-driven, strain-controlled, direct-shear testing apparatus at a strain rate of less than 0.001 to 0.5 inches per minute (depending upon the soil type). The test results are presented in the test data. Sample Location Sample Description Test Type Friction Angle (degrees) Apparent Cohesion (psf) LB-25 #3@11- 14' Pale brown silty SAND Remolded to 90% 30 460 LB-25 #8 @ 53' Green gray CLAY Remolded to 90% 26 180 LB-26 #4 @ 20' Pale green sandy CLAY Undisturbed 25 750 LB-28 #1 @ 10' Pale yellow silty SAND Undisturbed 25 100 1 Moisture and Density Determination Tests: Moisture content and dry density determinations were performed on relatively undisturbed samples obtained from the test borings and/or trenches. The results of these tests are presented in the boring and/or trench logs. Where applicable, only moisture content was determined from "undisturbed" or disturbed samples. C-1 971009-005 APPENDIX C (Continued) Expansion Index Tests: The expansion potential of selected materials was evaluated by the Expansion Index Test, U.B.C. Standard No. 18-2 and/or ASTM Test Method 4829. Specimens are molded under a given compactive energy to approximately the optimum moisture content and approximately 50 percent saturation or approximately 90 percent relative compaction. The prepared 1-inch thick by 4-inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water until volumetric equilibrium is reached. The results of these tests are presented in the table below: Sample Location Sample Description Compacted Dry Density (pcf) Expansion Index Expansion Potential Light brown clayey silty sand to sandy clay 101.5 28 Low Maximum Dry Density Tests: The maximum dry density and optimum moisture content of typical materials were determined in accordance with ASTM Test Method Dl 557. The results of these tests are presented the table below: in Sample Location Sample Description Maximum Dry Density (pcf) Optimum Moisture Content (%) LB-25 #3 @ 11-14' Pale brown silty SAND 117.5 13.5 1 1 LB-25 #8 @ 53' Green gray CLAY 111.0 17.5 Consolidation Tests: Consolidation tests were performed on selected, relatively undisturbed ring samples in accordance with Modified ASTM Test Method D2435. Samples were placed in a consolidometerand loads were applied in geometric progression. The percent consolidation for each load cycle was recorded as the ratio ofthe amount of vertical compression to the original 1-inch height. The consolidation pressure curves are presented on the attached figures. Where applicable, time-rates of consolidation were recorded and presented below: Sample Location Coefficient of Consolidation C (cmVsec) B-2 @20' 2.2 x 10-' B-3 @20' 2.3 x 10"^ B-5 @ 15' 2.9 X 10^ C-2 TERA TEST LA BS. INC. DIRECT SHEAR TEST RESULT ASTM D 3080 Project Name: BRESSI RANCH Date: 10/31/00 Project Number; 971009-005 Tested By: BCC Boring Number: LB-25 Checked By: Sample Number: 3 Depth (ft.): 11.0-14.0 Soil Description: PALE BROWN SILTY SAND (SM) VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psf) REL/\XED STRESS (psf) PEAK VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psf) REL/\XED STRESS (psf) COHESION (psi) 550 VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psf) REL/\XED STRESS (psf) FRICTION (deg.) 35 PEAK REUOCED 554 51 44 15 im 660 RELAXED 1108 101 83 15 1515 1245 COHESION (psf) 460 2216 127 104 15 1905 1560 FRICTION (deg.) 30 2500 2000 w a. < CL \-us 1500 1000 500 « -•- JL. \\ 500 1000 1500 STRESS (psf) 2000 2500 TERATEST LABS, INC. DIRECT SHEAR TEST RESULT ASTM D 3080 Project Name: Project Number: Boring Number: Sample Number: Soil Description: BRESSI RANCH 971009-005 LB-25 8 GREENISH GRAY LEAN CLAY (CL) Date Tested By Checked By Depth (ft.) 10/31/00 BCC 53.0 VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psO RELAXED STRESS (psf) PEAK VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psO RELAXED STRESS (psf) COHESION (psO 200 VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psO RELAXED STRESS (psf) FRICTION (deg.) 30 PEAK REIAXED 554 35 31 15 525 465 REUSED 1108 54 45 15 810 675 COHESION (psf) 180 2216 99 86 15 1485 1290 FRICTION (deg.) 26 2000 • 2000 • 2000 • 2000 • 2000 • 2000 • 2000 • 2000 • 2000 • 2000 • 1500-1500-1500-1500-1500-1500-1500-1500-1500-1500-STRAIN (psf] -1. f 00 STRAIN (psf] -1. 00 STRAIN (psf] -1. 00 STRAIN (psf] -1. l! 00 STRAIN (psf] -1. 00 STRAIN (psf] -1. 00 STRAIN (psf] -1. 00 STRAIN (psf] -1. 00 STRAIN (psf] -1. 00 500 • 00 500 • 00 500 • 00 500 • 00 500 • 00 500 • 00 500 • 00 500 • 00 500 • 00 500 • 00 0 • 00 0 • 00 0 • 00 0 • 00 0 • 00 0 • 00 0 • 00 0 • 00 0 • 00 c ) 500 10 00 15 STRESS (psf) 00 20 00 25 00 TERATEST LABS. INC. Project Name: Project Number: Boring Number: Sample Number: Soil Description: DIRECT SHEAR TEST RESULT ASTM D 3080 BRESSI RANCH 971009-005 LB-26 4 PALE GREEN SANDY LEAN CLAY s(CL) Date Tested By Checked By Depth (ft.) 10/30/00 BCC 20.0 VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psO REL/0(ED STRESS (psf) PEAK VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psO REL/0(ED STRESS (psf) COHESION (psf) 750 VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psO REL/0(ED STRESS (psf) FRICTION (deg.) 29 PEAK RELAXED 554 77 74 15 1155 1110 RELAXED 1108 84 78 15 1260 1170 COHESION (psO 750 2216 138 127 15 2070 1905 FRICTION (deg.) 25 TERATEST LABS, INC. DIRECT SHEAR TEST RESULT ASTM D 3080 Project Name: Project Number: Boring Number: Sample Number: Soil Description: BRESSI RANCH 971009-005 LB-28 1 Date Tested By Checked By Depth (ft.) PALE YELLOW POORLY-GRADED SAND WITH SILT (SP-SM) 10/30/00 BCC r 10.1 VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psf) REL/^ED STRESS (psf) PEAK VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psf) REL/^ED STRESS (psf) COHESION (psf) 100 VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psf) REL/^ED STRESS (psf) FRICTION (deg.) 49 PEAK REl-AXED 554 33 30 15 495 450 REL/\XED 1108 103 98 15 1545 1470 COHESION (psf) 100 2216 160 147 15 2400 2205 FRICTION (deg.) 47 Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 1 of 6 LEIGHTON AND ASSOCIATES, INC. GENERAL EARTHWORK AND GRADING SPECIFICATIONS FOR ROUGH GRADING 1.0 General 1.1 Intent: These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s). These Specifications are a part of the recommendations contained in the geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report(s). 1 -2 The Geotechnical Consultant of Record: Prior to commencement of work, the owner shall employ the Geotechnical Consultant of Record (Geotechnical Consultant). The Geotechnical Consultants shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of the grading. Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing. During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial removal" areas, all key bottoms, and benches made on sloping ground to receive fill. The Geotechnical Consultant shall observe the moisture-conditioningand processing of the subgrade and fill materials and perform relative compaction testing of fill to determine the attained level of compaction. The Geotechnical Consultant shall provide the test results to the owner and the Contractor on a routine and frequent basis. Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPEaPICATIONS Page 2 of 6 1-3 The Earthwork Confractor: The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-conditioningand processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications. The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of "spreads" of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform the owner and the Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations. The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. 2.0 Preparation of Areas to be Filled 21 Clearing and Grubbing: Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, goveming agencies, and the Geotechnical Consultant. The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1 percent of organic materials (by volume). No fill lift shall contain more than 5 percent of organic matter. Nesting ofthe organic materials shall not be allowed. If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area. As presently defined by the State of Califomia, most refined petroleum products (gasoline, diesei fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. Leightonand Associates,Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 3 of 6 2.2 Processing: Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction. 2.3 Overexcavation: In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading. 2.4 Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant. Fill placed on ground sloping flatter than 5:1 shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill. 2-5 Evaluation/Acceptance of Fill Areas: All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. 3.0 Fill Material 3.1 General: Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactoryfiU material. 3.2 Oversize: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction. 3030.1094 Leightonand Associates,Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 4 of 6 3.3 Import: If importing of fill material is required for grading, proposed import material shall meet the requirements of Section 3.1. The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed. 4.0 Fill Placementand Compaction 4.1 Fill Layers: Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout. ^ Fill Moisture Conditioning: Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum. Maximum density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method D1557-91). "^-^ Compaction of Fill: After each layer has been moisture-conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM Test Method D1557-91). Compaction equipment shall be adequately sized and be either specifically designed for soil compacfion or of proven reliability to efficiently achieve the specified level of compaction with uniformity. 4-4 Compaction of Fill Slopes: In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method D1557-91. ^•^ Compaction Testing: Field tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to slope faces and at the fill/bedrock benches). 3030.1094 Leightonand Associates,Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 5 of 6 4.6 Frequency of Compaction Testing: Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met. 4.7 Compaction Test Locations: The GeotechnicalConsultantshalldocumentthe approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided. 5.0 Subdrain Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. 6.0 Excavation Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. 3030.1094 Leightonand Associates,Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 6 of 6 7.0 Trench Backfills 7.1 The Contractor shall follow all OHSA and Cal/OSHA requirements for safety of trench excavations. 7.2 All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to 1 foot over the top of the conduit and densified by jetting. Backfill shall be placed and densified to a minimum of 90 percent of maximum from 1 foot above the top of the conduit to the surface. 7.3 The jetting of the bedding around the conduits shall be observed by the Geotechnical Consultant 7.4 The Geotechnical Consultant shall test the trench backfill for relative compaction. At least one test should be made for every 300 feet of trench and 2 feet of fill. 7.5 Lift thickness of trench backflll shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his altemative equipment and method. I f FINISH GRADE m SLOPE FACE -10' MIN.znrzr-.COMPACTED FILLi —TO' MIN.--^ I:-I-£:-JE:-£BE~I-IHH:-I-^^ MIN.-~5«=-I5' MIN.^ ^I^zHHFOVERSIZE JETTED OR FLOODED GRANULAR MATERIAL • Oversize rock Js larger than 8 inches In largest cfinnensioa • Excavate a trench in the compacted fill deep enough to bury ail the rock. • Backfill with granular soil jetted or flooded In place to fin all the vokls. • Donotbury rock within 10 feet of finish grade. • Windrow 0* buried rock shaH be parallel to the finished stope m. ELEVATION A-A' PROFILE ALONG WINDROW JETTED OR FLOODED GRANULAR MATERIAL OVERSIZE ROCK DISPOSAL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS B 4/95 NATURAL GROUND BENCHING REMOVE UNSUITABLE MATERIAL 2" MIN. OVERLAP FROM THE TOP HOG RING TIED EVERY 6 FEET CALTRANS CLASS II PERMEABLE OR #2 ROCK' (9FT.'/FT.) WRAPPED IN FILTER FABRIC FILTER FABRIC (MIRAF1140 OR APPROVED EQUIVALENT) CANYON SUBDRAIN OUTLET DETAIL PERFORATED PIPE 6'^ MIN. V COLLECTOR PIPE SHALL BE MINIMUM 6- DIAMETER SCHEDULE 40 PVC PERFORATED PIPE. SEE STANDARD DETAIL D FOR PIPE SPECIFICATION DESIGN FINISHED GRADE |- 20' MIN. 4 , NON-PERFORATED 6'<^ MIN. FILTER FABRIC (MIRAFI 140 OR APPROVED EQUIVALENT) #2 ROCK WRAPPED IN FILTER FABRIC OR CALTRANS CLASS II PERMEABLE. CANYON SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS C 4/W BACKCUT 1:1 OR FLATTER BENCHING POSITIVE SEAL SHOULD BE PROVIDED AT THE JOI 12* MIN. OVERLAP FROM THE TOP HOG RING TIED EVERY 6 FEET (596 OUTLET PIPE (NON-PERFORATED) \ CALTRANS CLASS II PERMEABLE OR #2 ROCK (3FT.»/FT.) WRAPPED IN FILTER FABRIC FILTER FABRIC (MIRAFI 140 OR APPROVED EQUIVALENT) / T-CONNECTION FOR COLLECTOR PIPE TO OUTLET PIPE Mni^^Ji^S^'^^^'^ " ^^^^^^ pipe Shan be Installed with perforattons down or, ^«f^r^?^5®.**®^'^^ ^ ^ geotechnfcal consultant Outlet pipes shall be non<)efforated hL^^I^t^^SS^i^^ shall have at least 8 perforattons unlfomiV spaced per foot Perforatfon shafl bei^to % If drilled holes are used. All subdrain pipes shall have a gradient at least 2% towards the * !s™'!^'J'''lr.p^i!l^'S^ ^'^ 23.5 or ASTM D1527, Schedule 40, or ASTM D3034, SDR 23.5, Schedule 40 Polyvinyl ChtorWe Plastte (PVC) pipe. SJ'^^^^S^^ tJS!^^ no wkJer than twtee the subdrain pipe. Pipe shall be in soil Of SE>30 jetted or flooded in place except for the outside 5 feet whteh shall be native soil backfill. BUTTRESS OR REPLACEMENT FILL SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS D 4/95 rt»MPACTEDtnr PROJECTED PLANE 1 TO1 MAXIMUM FROM TOE OF SLOPE TO APPROVED OnOUNO NATURAL GROUND FILL SLOPE 2'MIN. KEY DEPTH rz3% MIN.—»n:n; U—^15' MIN.- LOWEST BENCH (KEY) REMOVE UNSUITABLE MATERIAL BENCH HEWHT NATURAL GROUND ?»MPACTED~r::*:r FILL-OVER-CUT SLOPE 4'TYPKAL BENCH HEK3HT REMOVE UNSUITABLE MATERIAL • 2'MIN. KEY DEPTH CUT FACC SHALL BE CON8TRUCTB} PRIOR TO Fia PIACEMBIT TO ASSURE ADEQUATE QEOLOQK: CONOmONS OUTFACE TO BE CONSTRUCTED PRIOR TO FtL PtACEMENT\ NATURAL GROUND / OVERBUILT AND TRIM BACK PROJECTED PLANE 1 T01 MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND CUT-OVER-FILL SLOPE DESIGN SLOPE REMOVE NSUfTABLE MATERIAL For Subdrains See Standard Detail C BENCH HEIGHT 2' MIN.- KEY DEPTH L_16'Mlfi£^ I LOWEST BENCH I JKEYt BS4CHMQ SHAU BE DONE WHEN SLOPES ANGLE IS EQUAL TO OR QREATER THAN 5:1 MINIMUM Be4CH HEIOHr SHALL BE 4 FEET MINIMUM FHI. WIDTH SHALL BE 9 FEET KEYING AND BENCHING GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS A REV. 4/11/06