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HomeMy WebLinkAboutCT 02-14-04; BRESSI RANCH PA 9 UNIT 4; SUPPLEMENTAL GEOTECHNICAL INV; 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 eiahtoli .and Associates, inc. A LEIGHTON GROUP COMPANY C7b3 CL Leighton and Assodates, 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 EI Camino Real and Palomar Airport Road in Carlsbad, Califomia. The purpose ofthis 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 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 testing, 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 different planning areas of the 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. Wagntr, CEC CEG 1612 Director of Geology Distribution: I Addressee Lennar Homes, Attention: Mr. Dale Greenhaigh PDC, Attention; Ms. Marina Wurst 3934 Murphy Canyon Road, Suite 8205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 • www.leightongeo.com 4971009-005 TABLE OF CONTENTS Section Page 1.0 INTRODUCTION 1 1.1 PURPOSE AND SCOPE OF SERVICES I 1.2 SITE DESCRIPTION I 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-SPECIFIC GEOLOGY 5 2.2.1 Documented Fill Soils (Map Symbol - Af) 5 2.2.2 Undocumented Fill Soils (Map Symbol - Afu) 5 2.2.3 Topsoil (Unmapped) 6 2.2.4 Alluvium/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 Liquefaclion and Dynamic Settlement 9 2.5.2 Uniform Building Code Seismic Parameters 9 2.6 GROUNDWATER 10 2.7 ENGINEERING CHARACTERISTICS OF ON-SITE SOILS 10 2.7.7 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 17 4.1.5 Fill Placement and Compaction 17 4.1.6 Settlement of Deep Fills 17 4.1.7 Expansive Soils and Selective Grading 18 1 - I 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 MONITORING 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 I - GEOTECHNICAL MAP - IN POCKET PLATE 2 - REMEDLU. GRADING MAP - IN POCKET APPENDICES APPENDIX A - REFERENCES APPENDIX B - BORING AND TRENCH LOGS APPENDEX C - LABORATORY TEST PROCEDURES AND TEST RESULTS APPENDIX D - GENERAL E/\RTHWORK AND GRADING SPECIFICATIONS FOR ROUGH-GRADING I Leighton and Associates, Inc. A LEIGHTOM 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). • Reconnaissance 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 preliminaty 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. I -1 - Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY BASE MAP: Thomas Bros. GeoFinder for Windows, San Dlego County, 1995, Page 1127 1 "=2,000" 0 1000 2000 4000 Scale in Feet Lennar / Bressi Ranch 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 ultimately 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 property, and 6) fences along the perimeter 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 plaiming 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 conunercial planning 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) constraction 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 Laboratorv 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 •3 - 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 trenches 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 sunmiary 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). I -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 disfributions 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 Symbol - 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 underneath the fill. 2.2.2 Undocumented Fill Soils (Map Svmbol - Afii) Undocumented fill soils were observed jn a njiinber 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. Leighton and Associates, Inc. A LEIGHTON GROUP COIVIPANY 971009-005 2.2.3 Topsoil (Unmapped) The topsoil encountered diu-ing 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 - Oal/Qcol) Potentially compressible deposits of alluvium were encountered in the major and most of the tributary 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 investigafion, 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 Svmbol - Qls) Several landslides have been identified within the subject property. The approximate limits ofthese 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 propeity boundaries. A geotechnical summary Tncrudihg' a desoTption of each numbered landslide/landslide and the preliiriinary recommendations to' mitigate the landslide is also presented on Table 1 (presented at the rear ofthe 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 COIVIPANY 971009-005 minor depending 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 borings, 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 potenfially 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. butfressing 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 gradingj.may require off-site grading in order to mitigate the landslide. 2.2.6 Santiago Fonnation (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 trench logs from previous investigations, this recent change should be taken into account. I •7- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 2.3 Geologic Stmcture The general stracture ofthe 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 rapture surfaces encountered in the borings generally frend parallel to the bedding. Jointing on-site is very variable, but predominantly trends 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 encountered 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 result of regional tectonic shearing of the relatively stiff and unyielding siltstone and claystone. 2.4 Faulting 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 fault 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 fauh zones such as the San Andreas, San Jacinto and Elsinore Faults Zones, as well as along less active faults such as the Rose Canyon Fauh 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. TJie nearest known active fauh 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 rapture at the site is considered low. Leighton and Associates, inc. A LEIGHTON GROUP COMPANY 971009-005 2.5 Seismic Considerations The principal seismic considerations for most stractures in southem Califomia are surface rapturing of fault traces and damage caused by ground shaking or seismically induced ground settlement. The possibility of damage due to ground rapture 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 Stractural 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 fault is the Rose Canyon Fault 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 Fault Zone, which is located approximately 23.5 miles (38 kilometers) east of the site. The soil profile type at the site, following the planned gradmg is anticipated to be Sr. 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 drainage 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 groimd 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 constraction 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 constraction 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 constraction for the presence of ground water. Remedial measures, if any, can be reconunended on a case-by-case basis during the grading and constraction 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 fhe Santiago Formation and sandy surficial soils are anticipated to be in the very low to moderate expansion range. The sihstone 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 I -10- Leighton and Associates, Inc. A LEIGHTON GROUP COIVIPANY 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 finish 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 constraction 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/Alluvium/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. I 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 of the proposed cut slopes (especially cut slopes composed of claystones/sihstones of the Santiago Formation) may be surficially unstable and remedial measures such as the constraction 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 buttresses are presented on the Remedial Grading 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 of the soil stracture (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. I -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 fiiture 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 faults 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 rapture at the site is considered low. • The main seismic hazard that may affect the she is ground shaking from one of the active regional fauhs. • 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. • 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^these in 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-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 Fonnation, 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 constraction 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 ofthe 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 planned major cut slopes that will be comprised of siltstones and/or claystones of the Santiago Formation will require stabilization measures to mitigate 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 constraction of stractures 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 trench 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 conflict, 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 stractural fill or engineered stractures, the areas should be cleared of surface obstractions, any existing debris, unsuitable material (such as desiccated documented fill soils, undocumented fill soils, topsoil, colluvium, alluvium, landslide deposits, and weathered formational materials) and stripped of vegetation. Vegetation and debris should be removed and properly disposed of off-site. Holes resulting from the removal of buried obstractions 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 consuhant; 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 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 undocumented 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 trash, constraction 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 stripped 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 vvill 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 plarmed grading should be removed to competent material during site grading in order to remove the highly disturbed and weathered material. The actual depth of stripping 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. 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 Transition Conditions In order to reduce the potential for differential settlement in areas of cut/fill fransitions, we recommend the entire cut portion of the transition building pads be overexcavated and replaced with properly compacted fill to mitigate the transition condition beneath the proposed stracture. For transitions 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 franskions beneath multi-unit and large commercial stractures, 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 constraction 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 constraction settlement of onsite fills to be on the order of a maximum of 3 inches. Release of building pad areas for constraction of stractures in fill areas deeper than 50 feet should be made based on the results of surface settlement monuments placed at the completion of grading. 17- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 Provisional information indicates the release of building pads for constraction 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 Fonnation 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 fmish 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 minhnum 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 stractures (by providing a minimum 2 percent fall of the overexcavation bottom towards the street or existing fill). 4.2 Slope Stability Review of the 200-scale tentative tract map/grading plans (PDC, 2001b), indicates that cut and fill slopes will be constracted 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 resuhs of our investigation and geologic interpretations, the proposed slopes were analyzed for gross stability utilizing the STABL slope stability program and surficial stability using the infmite 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. -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 Stability 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 constracted 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 constraction of buttresses) and geotechnical recommendations are adhered to. 19- our 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 constraction 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 constracted 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 constraction 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 butfress designs, where appropriate, to increase the overall slope static factor-of-safety to at least a 1.5. Where buttresses are recommended, the preliminary dimensions are presented on the appropriate cross-section. A summary of the landslides is presented on Table 1. Prior to constraction of the recommended buttresses 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 trimming 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 constraction 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 conditions •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 constraction. Backcut safety is the responsibility of the contractor. 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-constraction reaction to accommodate such failures and keep their occurrence to a minimum. 4.2.2 Surficial Stability 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 sihstones 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 control 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 structures. 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 infiltration 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. •21 -Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 4.3.1 Canvon Subdrains In 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 140N 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 fmal site grading plans. However, preliminary canyon subdrain locations are presented on the Remedial Grading Map (Plate 2). Details for subdrain constraction 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 positive 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 constracted on-site in order to minimize slope instability. The subdrains should be placed along the heel of the buttress 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 constracted 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 stractures 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 slightiy 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). •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. Constraction of settlement-sensitive stractures 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 stractures 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 infiltration into the subgrade soils if the downspouts are properly cormected 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 ranoff velocity. Deep-rooted vegetation should also be established to protect against surficial slumping. Oversteepening of existing slopes should be avoided during fine grading and constraction unless supported by appropriately designed retaining stractures. We recommend terrace drains on the slopes be designed by the civil engineer and be constracted 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 Constraction 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. Constraction 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 construction 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 Geotechnical Summary of Existing Landslides 971009-005 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 landsUde is unknown, but anticipated to be on the order of 10 to 15 feet. A buttress approximately 60 feet wide with 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 LandsUde 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 surface was reportedly encountered in Exploratory Trench GT-42 at a depth of 8 feet below the ground surface. Complete removal of the relatively large surficial slump to competent formational material within the Umits 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 will 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. 3 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 limits of the proposed grading; and therefore, no remedial grading is needed. However, we recommend that the fill slope key excavation for the proposed fiU slope west of this landsUde be geologically mapped to identify any evidence that the landslide may encroach into the fill slope key. Table 1 Geotechnical Summary of Existing Landslides (continued) 971009-005 Landslide Reference Number Location Geologic Conditions Conclusions and Recommendations 4 Southeast side of OS-1 LandsUde 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 landsUde 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. 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 landsUde 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 landsUde 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- IO (Cross-Section D-D') Landslide complex is a relatively large and deep block- slide type landslide that may include more than one landsUde mass. The landslide complex appears to have moved as at least two semi-competent blocks along a north to northwest dipping mpture surface 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-fiUing of the canyon to the northwest with compacted fill will effectively buttress the landslide complex. Table 1 Geotechnical Summarv of Existing Landslides (continued) 971009-005 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 landsUde. The landsUde appears to have moVed as a relatively coherent mass of material. Thickness of landslide is unknown, but anticipated to be on the order of20to35 feet thick. Construction 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 landslide. 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 landsUde 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. 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 Ukely 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 will 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 landsUde and provide an adequate factor of safety for the proposed fill slopes. The estimated size of the buttress at the toe of the landslide is 100 feet wide and 15 feet deep at the toe. A stability 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 unsuitable 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 defme the landslide geometrv and the buttress design. Table 1 Geotechnical Summary 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') Landslide complex is a relatively small block-slide type landslide. Based on Geocon Boring GLB-15 located offsite, the landsUde failed along a clayseam within the Santiago Formation claystone at a depth of approximately 13 feet below the ground surface (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 landslide. A proposed cut slope on the off-site property will be made through the front of the landsUde. 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 fill slope located north of the properfy line, In addition 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. 10 Southeastem comer of PA-11 (Cross-Section I-I') Landslide is a relatively small block-slide type landslide. The landslide mpture surface 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 landsUde 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 Une. 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 reconimended along the proposed toe of the fill slope located north of the properfy line. In addition 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 southeastern comer of PA-11 (Cross-Section H-H') LandsUde is similar to Landslide No. 10 (i.e. a relatively small surficial slump). The landslide mpture surface was encountered in Boring LB-26 at a depth of approximately 25 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 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 properfy line. In addition 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. 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 mpture 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 the landslide is Ukely buried by recent alluvium/colluvium. Based on the current proposed grades of PA-12, die fill on and in front of the lower portion of the landsUde effectively buttresses the landslide, and therefore, no buttress key is required. However, the unsuitable and potentially compressible portion of the landslide should be removed to competent material. Removal depths of the unsuitable material are estimated to be on the 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 landsUde appears to have moved as a semi-competent block on a relatively flat rapture surface. The landslide rapture surface was encountered in Boring LB-7 at a depth of approximately 32.5 feet below the ground surface (at an approximate elevation of275 feet). It appears that the landslide failed 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. - 1 Some type of buttress will be required to stabilize the landslide. However, based on the current proposed grades, unknown geometry of the upper portion of the landsUde, and our understanding that grading cannot occur within the open space area dictates that a buttress cannot be designed within the current parameters. An additional investigation and analvsis are recommended 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 landsUde appears to have moved as a semi-competent block on a relatively flat rapture surface. The landslide rapture surface was encountered in Boring LB-7 at a depth of approximately 32.5 feet below the ground surface (at an approximate elevation of275 feet). It appears that the landslide failed 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. to better defme the landsUde eeometrv and the buttress 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 landsUde appears to have moved as a semi-competent block on a relatively flat rapture surface. The landslide rapture surface was encountered in Boring LB-7 at a depth of approximately 32.5 feet below the ground surface (at an approximate elevation of275 feet). It appears that the landslide failed 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. desipn and/or desipn 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 landsUde appears to have moved as a semi-competent block on a relatively flat rapture surface. The landslide rapture surface was encountered in Boring LB-7 at a depth of approximately 32.5 feet below the ground surface (at an approximate elevation of275 feet). It appears that the landslide failed 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 stabilize the landsUde. 14 Southem portion of PA-13 Landslide is a relatively small block-slide type landslide. The landslide rapture surface is anticipated to be at the same approximate elevation as Landslide 15 (i.e. approximately 190 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 landsUde 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 die order of 10 to 15 feet. The proposed ui-fiUing of the canyon to the west will effectively buttress the landslide. In addition, it should be anticipated that 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. u, J Table 1 971009-005 Geotechnical Summarv of Existing Landslides (continued) Landslide Reference Number Location Geologic Conditions 1 Conclusions and Recommendations 15 Southem portion of PA-13 (Cross-Section J-J') Landslide is essentially the same as LandsUde 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 groimd surface (at an approximate elevation of 190 feet). It appears that the landsUde failed along clayey siltstone bed directly below a cemented zone witiiin the Santiago Formation. The landsUde is estimated to be up to approximately 25 to 30 feet deep. The lower end of the landsUde is Ukely 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 will effectively buttress the landsUde. 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 stabilize 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 depth of 34 feet below the ground surface (at an approximate elevation of 200 feet) near the top of a claystone bed within the Santiago Formation, 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-filUng of the canyon to the west with compacted fill will effectively buttress the landslide. 17 Northem portion of PA-13 Landslide is essentially the same as Landslide No, 16 (i,e, a relatively small block-slide type landslide). The landslide rapture surface is anticipated to be at the same approximate elevation as Landslide 16 (i,e, approximately 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 landsUde 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 will effectively buttress the landslide. Table 1 Geotechnical Summarv of Existing Landslides (continued') 971009-005 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. LandsUde 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 die 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 die unstable landslide in the open space/natural slope above the building pad to the west). As an altemative, grading in the open space may be performed to stabilize the 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 rupture 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 surface (at an approximate elevation of 242 feet) within a weak claystone bed in the Santiago Fonnation. 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-filling of the canyon to die 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 tiie limits of fill. 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. o o I o o 0\ c o T3 a u e e o o c o o c o c o c o u o 'bi) _o o o c o o o •a 4> e CJ B 8-.s S a- o W) o .S •— «i a> ^ „_ 1^ J B o ^ 4-. •—• o « t- t* .-s •» •e u o .s IZl 4> C > -a "S "a C3 O <U 2 a. Is T3 il IU u T3 11 J x> •X3 c i. s « .2 o o x> t O 1 00 O Ol D. O e " ca 971009-005 APPENDIXA References Blake, Thomas F., 1996, EQFAULT, Version 2.2. -, 1998, FRISK SP. Eisenberg, L.I., 1985, Pleistocene Faults and Marine Terraces, Northem San Diego County jn Abbott, P.L., Editor, On the Manner of Deposition of the Eocene Strata in Northem San Diego County, 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 SanDiego County in Abbott, P.L., ed.. On the Manner of Deposition of the Eocene Sfrata 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-27I4-T01, dated March 23, 1982. , 1982b, Report of Phase I Geotechnical Study, Bressi Ranch, Carlsbad, Califomia, File No. D- 2714-T02, dated June 4, 1982. , 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, Carlsbad, Califomia, ProjectNo. 04787-12-01, dated January 15, 1993. , 1996, Geologic Investigation, Rancho Carrillo - El Fuerte Detention Basin Embankment and Existing Bressi Dam, Carlsbad, Califomia, Project No. 04787-12-11, dated November 25,1996. , 1998, Final Report of Testing and Observation Services During Site Grading, El Fuerte Detention Embankment, Rancho Carrillo, Carlsbad, Califomia, Project No. 05845-12-07, dated November 20, 1998. , 2000, Supplemental Soil and Geologic Investigation, Villages of La Costa - The Greens, Carlsbad, Califomia, ProjectNo. 06403-12-01, dated March 24, 2000. Hannan, D., 1975, Faulting in the Oceanside, Carlsbad and Vista Areas, Northem San Diego County, Califomia in Ross, A. and Dowlens, R.J., eds.. Studies on the Geology of Camp Pendleton and Westem San Diego County, Califomia: San Diego Association of Geologists, pp. 56- 59. 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-l 971009-005 APPENDIX A (continued) Intemational Conference of Building Officials (ICBO), 1997, Uniform 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, Fault Activity Map of Califomia and Adjacent Areas; Califomia Division of Mines and Geology, Geologic Data Map 6, Scale 1:750,000. Leightonand Associates, Inc., 1992, City of Carlsbad, Geotechnical Hazards Analysis and Mapping Study, 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, ProjectNo. 4971009-002, dated March 26, 1998. , 2000a, Geotechnical Review of Conceptual Grading Plans for the Wetland Restoration Area, Bressi Ranch, Carlsbad, Califomia, 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 Costa, Bressi Ranch Development, Carlsbad, Califomia, ProjectNo. 971009-005,dated January 5,2001. , Undated, Unpublished In-House Geotechnical Data. Lindvall, S.C, and Rockwell, T.K., 1995, Holocene Activity of the Rose Canyon Fault Zone in San Diego, Califomia: Joumal of Geophysical Research, V. 100, No. B12, p. 24,124-24,132. PDC, 2001a, Cut/Fill Exhibit, 200 Scale, Bressi Ranch, Carlsbad, Califomia, dated February 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, I.E., 1990, Planning Scenario for a Major Earthquake, San Diego-Tijuana Metropolitan Area: Califomia Division of Mines and Geology, Special Publication 100, 180 p. Rockwell, T.K., and Lindvall, S.C, 1990, Holocene Activity of the 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 in EnvironmentalPerils, San Diego Region: San Diego Association of Geologists, p. 37-46. Tan, S.S., and Kennedy, M.P., 1996, Geologic Maps of the Northwestem 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 Metropolitan 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, Joumal 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 Mmes 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 of the Northem-Central Coastal Area, San Diego County, Califomia: 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 ; i i i APPENDIXA (continued) Ziony, J.L, and Yerkes, R.F., 1985, Evaluafing Earthquake and Surface-FaultingPotentialm 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 Date Source Flight Photo No(s) 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 Project Drilling Co. Hole Diameter 9-18-00 Lennar/Bressi Ranch Gallagher Drilling 30 in. _ Drive Weight Elevation Top of Hole 435 ft. Ref. or Datum Sheet 1 of 3 Project No. Type of Rig 971009-005 Bucket Auger 0-35 5,740#'s, 30-58. 4300Ps, 58-87 3.100jy's Drop 12 in. Mean Sea Level 10- 15- 20- 25- 2iL u x: ro a o ro_i c tD •a 3 B:N35E SSE Bihorizontal Bihorizontal — FR:N61E, 46S CS;N20E, 7NW XB:N5W, 27NE 01 a ra CL I BuIk-3 I I I 3t (U u o a Jl L Q 111.6 9.5 121.4 115.2 118.6 8.0 15.3 11.6 CO SM SM CL SM CL SM CL SM GEOTECHNICAL DESCRIPTION | Logged By _ Sampled By MDJ/RKW MDJ TERTIARY SANTIAGO FORMATION fT.-;a1 @ 0': Silty SANDSTONE: orange-brown, damp, dense; fossiliferous @ 5": Silty fme SANDSTONE: orange-brown, damp, dense Dense layer at 5.5' @ 6'; Silty CLAYSTONE: green, damp, dense @ 7": Silty SANDSTONE @ 8'-9': Cemented zone-concretionary layer: fossiliferous @ 9": 3^" 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 I 20': Silty CLAYSTONE: green, damp to moist, very stiff ) 23': Concretionary layer I 25.5": Silly fme SANDSTONE: light gray-brown, damp, very dense, ' 27.6': Erosional contact/cross-bedding j 1 "J j 1 ] j 1 ] I j 1 f J 505A(11/77) LEIGHTON & ASSOCIATES 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 Gallagher Drilling Sheet 2 Project No. Type of Rig of 971009-005 Bucket Auger 0-35 5,740#'s, 30-58, 4,300^'s, 58-87 3,100;y's Drop _12^ in. Mean Sea Level o Z ro ao 10 _i c. CD VI •D a E m C/) CQ CH-IU CJ O Q. L Q 0)5 2^ 01 - o u CJ ci o:: cn GEOTECHNICAL DESCRIPTION Logged By Sampled By MDJ/RKW MDJ SO- BS— 40- B:N85E, 6S 45- B:horizontal 50- 55 — I I 111.2 17.8 SM 111.6 17.7 SM-CL CL SM ML SM-SC SM SANTIAGO FORMATION (Continued^ @ 30': Silty, very fine to fme SANDSTONE: gray-brown to orange-brown, damp; iron-oxide staining common @ 32': Krotovina (remnant animal burrows) @ 36': Abundant iron-staining, scattered Krotovina ) 39.5': Concretion ) 40': Silty, very fme 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 1 43': Silty fme SANDSTONE: orange-brown, damp, dense ) 47'-47.3': Concretionary layer ) 47.3': Clayey to fine sandy SILTSTONE I 49': Concretionary layer, irregular contact I 50': Silty fme SANDSTONE to silty clayey SANDSTONE: orange-brown to green, damp, vety dense I 52': Same as at SO' but color changes to orange-brown @ 54': Fossiliferous concretionary layer 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 3 Project No. Type of Rig of 971009-005 Bucket Auger 30 in. Drive Weight Ref. or Datum 0-35 Sjm's, 30-58. 4.300#'s. 58-87 3.100;y's Mean Sea Level Drop 12 in. sz ro o. o (d_j £. CD •D 3 a e ffl cn CQ CH- OI u o a C o at 2t 0) ^ O o _c/) CO' GEOTECIINICAL DESCRIPTION Logged By Sampled By MDJ/RKW MDJ 60- 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 @ 68': Silty fme 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 Depth = 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 Project Drilling Co. Hole Diameter Elevation Top of Hole 438 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet 1 Project No. Type of Rig of 3 971009-005 Bucket Auger 30 in. Drive Weight Ref. or Datum 0-35 5,740jy's, 30-58, 4.300;y's, 58-87 3,100/Ps Mean Sea Level Drop 12 in. a* o !c ro ao (O-l £. lfl 01 T3 3 a E ffl Crt a CH-OI u Cl a £. O OJC ^ o o jCrt o -to Crt' 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 CS:N44W, SNE C:generally horizontal 15- 20- 25- 2SL B:horizontal FR:N15W, 42W I 107.2 20.1 I 2 • 3 109.2 19.1 I 3 • 3 115.9 13.1 I 4 • 3/8" 117.2 11.7 SM SM ML CL PT SM ML SM TERTL\RY 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': Very fine 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.S': Paper thin black organic rich peat bed @ 12.8': Contact to silty 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 @ IS': Silty fine to medium SANDSTONE: light gray, damp, very dense @ 18': Fine sandy SILTSTONE bed; light gray, moist, slightly plastic @ 18.5'-19.3': Cemented zone, fossiliferous @ 19.3': Silty fme SANDSTONE: light gray and yellow orange-brown, damp very dense; traces of clay, fossils common @ 20'-21.5': Cemented zone, fossiliferous < 25': Fossiliferous coarse sand bed: orange-brown; approximately 3" thick < 25.5': Steep fracture offsets fossiliferous bed by approximately 8" I 25.5': Silty fine to medium SANDSTONE: light gray to yellow-gray, damp to moist, dense I 27': Concretionary nodule I 29.7': Minor seepage, red-brown, iron-oxide stained 505A<11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-23 9-18-00 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 438 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 5.740iy's. 30-58. 4.300#'s, 58-87 3,100iy's Mean Sea Level Drop 12 in. o .c ro a o ffl_i L CD Ifl OJ X) 3 a E ffl Crt a. 3) CH-0) u o a \^ 3> £. a 0)5 3a- ^ OJ ^ o o GO _Crt Crt GEOTECHNICAL DESCRIPTION Logged By Sampled By MDJ/KBC MDJ 30- B:horizontal 35- FR:N15W, 45SW C:horizontal 40- 4+ •V + 45- J:N25W, 74N 50-B;horizontal 55- I 10 Bulk-7 109.3 121.7 19.7 ML SM SM/ML 12.9 ML SM-ML ML SM/ML SM 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 fine to medium SANDSTONE: light gray, damp, very dense > 35.5': Erosional contact, irregular contacts, iron-oxide stained 1 36.3': Fracture with approximately 1' offset I 36.5'; Moderate seepage > 37'; Horizontal contact to silty fine to medium SANDSTONE and interbedded fme sandy SILTSTONE: dark gray to blue-gray; very dense, unoxidized > 39': Concretionary layer > 40': Black organic rich layer ~ 1" thick with underlying Concretionary nodule > 42': Cemented zone I 43': Silty very fme SANDSTONE to sandy SILTSTONE: dark gray, damp, very dense, unoxided i > 47.5': Clayey SILTSTONE bed I SO'-Sl': Clayey SILTSTONE bed; weakly plastic I 52': Silty fine SANDSTONE: gray, damp, very dense i 54.6'-S8': Fine sandy SILTSTONE bed: dark brown to dark gray, moist, very dense; organic-rich ' 58'-60': Interbedded SILTSTONE and silty fine SANDSTONE: dark gray, damp, very dense; intert)eded peat stringers common, unoxidized 1 505A(11/77) LEIGHTON & ASSOCIATES GEOTECIINICAL BORING LOG LB-23 9-18-00 Date 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, 4,300jy's. 58-87 3.100iy's Mean Sea Level Drop 12 in. 60- u .c ro a o rti_j c CD V) 0) TJ 3 OJ a ffl Crt CD h a. CH-QJ u a a 3> C D '. C - o o jCrt o Crt GEOTECIINICAL DESCRIPTION Logged By _ Sampled By MDJ/KBC MDJ 65- 70- 75 — 80- SM SANTIAGO FORMATION (Continuedl ©60': Silty fine SANDSTONE: dark gray, damp, very dense; interbedded peat stringers common, unoxidized Total Depth = 80 Feet Geologically Logged to 76 Feet Seepage at 29.7 Feet, 32.5 Feet, and 36.5 Feet Backfllled: 9/20/00 85 — 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-24 Date Project Drilling Co. Hole Diameter 9-20-00 1 Lennar/Bressi Ranch Gallagher Drilling Sheet Project No. Type of Rig of 971009-005 Bucket Auger 30 in. Elevation Top of Hole 356 ft. Drive Weight Ref. or Datum 0-35 5,740<y's, 30-58, 4,300^'s, 58-87 S.lOOi^'s Mean Sea Level Drop 12 in. o JZ ro a o ffl_i c CD Ifl OJ T) 3 a E ffl trt (D CH-OJ u a a 31 L Q GEOTECIINICAL DESCRIPTION | Logged By Sampled By MDJ/KBC MDJ B:generally horizontal 10- 15- 20 — 25- 2SL I I I 3 • 4 I 4 I 5 108.4 I1S.9 UI.7 115.2 15.6 12.2 16.6 14.9 SC SM TOPSOIL © 0'; Clayey SAND: brown, damp to moist, loose; rootlets TERTIARY SANTIAGO FORMATION (Tsa) @ 1.5': (Weathered) silty SANDSTONE: orange-brown, damp to moist, dense; slightly fractured, fracmres infilled with brown silty SAND > 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 I 7.3': Discontinuous concretionary layer 10': Silty fine SANDSTONE: light gray, damp, very dense; iron-oxide staining, slightly micaceous 12': Calcium carbonate layer: — 1" tiiick 15': Silly fine SANDSTONE: light gray with orange-brown iron-oxide staining, damp, dense ' 19.6': Iron-oxide stained, concretionary nodule, sand becomes moist I 20': SANDSTONE: laminated bedding visible; yellow-brown, interbedded with gray sandstone i 22.3': Minor to moderate seepage encountered < 29': Moderate seepage al 29' ' 29.3'-30.3': Concretionary nodules up to 12" in diameter < 29'-30': Silty fine SANDSTONE: orange-brown to gray, damp to moist, very dense; iron-oxidized stained 505A(11/77) LEIGHTON & ASSOCIATES GEOTECIINICAL BORING LOG LB-24 Date Project Drilling Co. Hole Diameter 9-20-00 Lennar/Bressi Ranch Gallagher Drilling Sheet 2 Project No. Type of Rig of 971009-005 Bucket Auger 30 in. Elevation Top of Hole 356 ft. Drive Weight Ref. or Datum 0-35 5,7m's, 30-58. 4.300#'s. 58-87 3,100#'s Mean Sea Level Drop _12_ o .c ro a o ffl_j L. CJJ tn 0) •D 3 o +- 01 o^ dUI CQ Qi ffl a Crt 1/1^ CH-OJ u Q a 31 C a ^ o o > o3 Crt GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/KBC MDJ 30-• 5/9" B:horizontal 35- 40- '•-•fi^ ® <§>• 45- 50- 113.3 16.0 SM SANTIAGO FORMATION (Continued) ML SM I 6 • 7 112.1 15.8 ) 34.5'-37': Slightly clayey SILTSTONE; gray-brown, damp to moist, hard; thinly laminated; yellow and orange-brown staining common > 37': Large concretionary nodule -12" in diameter 1 37': Silly fine SANDSTONE: gray-brown, damp to moist, very dense; yellow to orange-brown staining common ) 40.5'-4r: Concretionary nodules common I 47': Heavy seepage encountered 55- Total Depth = SO Feet Geologically Logged to 46 Feet Seepage at 22.3 Feet, 29 Feet, and 47 Feet Backfllled: 9/20/00 505A(11/77) LEIGHTON & ASSOCIATES GEOTECIINICAL 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. Sheet 1 of 3_ Project No. Type of Rig 971009-005 Drive Weight Ref. or Datum 0-35 5.740<y's. 30-58. 4.300iy's. 58-87 3.100#'s Mean Sea Level Bucket Auger Drop 12 in. u ro Q. O ffl_J L CD in OJ TJ 3 a B ffl Crt a 31 Ifl/-.. CH-OI u Cl a V-/ 31 C Q - O o l/l^ IS "5 _cn o; Crt GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/KBC MDJ 10-n+t-v-t B:N40E, 4W 4^ 15-B;gene tally horizontal 20- 25- C:N54E, 6W CS:N40W, SSW I • t I I 2 • 3 Bulk-3 4 • 2 I I 5 I 5 108.0 16.1 115.9 8.8 117.4 8.5 121.5 9.3 ML SM CL TERTIARY SANTIAGO FORMATION TTsa) © 0': Very fine sandy clayey SILTSTONE: green-gray, damp, medium dense; horizontal and vertical calcium stringers, iron-oxidized staining along bedding I 4'-8': Steeply dipping fractures/joints Steeply fractured I 9.3': Cemented zone, irregular contacts > 10': Very fme sandy clayey SILTSTONE; orange-brown, damp, dense; calcium carbonate stringers common, few shell fossils 11.5'; Cemented zone ' 12'; Calcium carbonate-lined fracture 13.5': Grades into very fine SANDSTONE 14.5': Silty very fme SANDSTONE: orange and gray-brown, damp, dense; calcium caibonate stringers common 15.7': SUly SANDSTONE: gray, damp, dense; slighdy friable ! 18.6'; Laminated bedding common, fractures/joints infilled with calcium carbonate cominon ) 20'; Silty fme SANDSTONE; light gray, damp, very dense, orange and red iron-oxidized staining, calcium carbonate common ' 36': Silty CLAYSTONE: green, damp, stiff I 27.8': Plaslic clayseam (less than 1/2" thick) -I j 1 j 1 \ j 1 j j 1 ] 505A{11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-25 Date 9-21-00 Project Drilling Co, Hole Diameter Elevation Top of Hole 282 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 5J40PS, 30-58. 4.300jy's, 58-87 3.100#'s Mean Sea Level Drop 12 in. u JZ ro a o ffl_j £. CD tn 01 T) 3 a B ffl CO CO 31 ifli-^ CH- OI o Q a 31 C o in^ > _trt Crt GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/KBC MDJ 30-1 35- 40- 45-C:horizontal FR:N62E, 30NW 50 — C:N3W, I5NE 55- I Bulk-8 112.3 107.0 15.1 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 © 41': Dark gray, organic-rich bed (~ 1" thick) @ 41.5': Silty fme SANDSTONE: dark gray, damp, very dense, unoxidized > 45': Silty fine to medium SANDSTONE: gray-brown, damp to moist, dense; yellow stringers common ) 49.5': Seepage encountered ' 51': Silty CLAYSTONE: gray-green, damp, hard; moderately blocky silty claystone 1 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 Sheet 3 Project No. Type of Rig of 971009-005 Bucket Auger 30 in. Drive Weight Ref. or Datum 0-35 5,740iy's, 30-58, 4,300/y's. 58-87 3.100#'s Mean Sea Level Drop 12 m. o sz ro a o ffl_j L CD in OJ TJ 3 a E ffl to a in.^ CH- OJ u a a 31 C Q 0»C o u jCrt .to Os Crt GEOTECHNICAL DESCRIPTION Logged By Sampled By MDJ/KBC MDJ 60- 65- 70- 75- 80- 85 • Total Depdi = 59 Feet Dowhole Logged to 56 Feet Seepage encountered at 49.5 Feet Backfllled: 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 Project No. Type of Rig of 971009-005 30 in. Drive Weight Ref. or Datum Bucket Auger 0-35 5,740#'s, 30-58. 4.300#'s. 58-87 3,100;y's Drop 12 Mean Sea Level tn 01 TJ 3 a E ffl Crt 5° O^ CQ h in^ CH- OI u a a 31 £. O 3..- -to Ov CO GEOTECHNICAL DESCRIPTION Logged By Sampled By MDJ/RKW MDJ _ --^irtr FR:N20E, 6N FR:N28W, 25NE RS;E-W, 39N RS;N85W, 34NE RS;N60W, 1-3SE I • 2 I I 2 • 3 I 3 • 2 I 4 I 2 121.3 10.7 115.5 14.1 110.4 15.1 114.4 15.8 ML ML/SC SC CL CL OUATERNARY LANDSLIDE DEPOSITS (Ols) © 0': Clayey sandy SILTSTONE: green-gray, damp, medium dense; randomly oriented fracmres I 5': Clayey silty SANDSTONE to clayey sandy SILTSTONE: green, damp, stiff I 6'; Clayey silty medium SAND: yellow-brown, damp to moist, medium dense I 6.5': Sandy CLAYSTONE: green, damp, medium stiff; very fractured; blocky; irregular upper contact 10'; Sandy CLAYSTONE: green, damp, stiff, very fractured, fracmres are steeply dipping and randomly oriented IS': Medium sandy CLAYSTONE: green, damp, stiff; fracwred; becomes more stiff at 17' and less fractured I 20'; Silty CLAYSTONE: green, damp, stiff; fractured > 20.9'; Minor seepage I 21': Backshear; polished striated and grooved surface with 1/16" remolded clay alwve polished surface ) 23.5': Backshear: polished and striated surface, no remolded clay along surface . @ 25.3': Rupmre surface: moderately plastic remolded clayseam 1/16" thick, \ 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 with depth, iron-oxide staining common 505A(11/77) 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 Sheet 2 Project No. Type of Rig of 3 971009-005 30 in. Bucket Auger Drive Weight Ref. or Datum 0-35 5,740iy's, 30-58, 4.300iy's, 58-87 S.lOOi^'s Drop J2_ in. Mean Sea Level a*" o sz ro a o ffl_i c CD in OJ TJ 3 a E ffl CO CD CH-OJ u o a 31 C Q ^ o o in^ oO _Crt o3 Crt GEOTECHNICAL DESCRIPTION Logged By Sampled By MDJ/RKW MDJ 30- 35- 40-B:N-S8-10W B;N45E, HSE 45-B:horizontal 50- 55- 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 lo 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 ! 46.4'-47.5': Claystone rip-up clasts common I 49': Irregular erosional contact to silty fine SANDSTONE; lightbrown, damp, very dense ' 56': Silty CLAYSTONE: dark gray-green, damp, very stiff, heavily fractured, seepage along top of claystone ' 57': Becomes hard -I 1 ] j j i 1 4 1 ] 505A(11/77) LEIGHTON & ASSOCIATES GEOTECIINICAL BORING LOG LB-26 9-21-00 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 242 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 5,740iy's, 30-58. 4.300#'s. 58-87 3.100»'s Mean Sea Level Drop 12 in. u JZ ro a o ffl_i L CD in OJ TJ 3 a E ffl CO a CH-OJ u a a 31 t. Q .V - o u jco -to o; Crt GEOTECIINICAL DESCRIPTION Logged By Sampled By MDJ/RKW MDJ 60- 65- 70- 75- 80- 85- 3iL Total Depth = 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 Backfllled: 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. 1 Lennar/Bressi Ranch Gallagher Drilling Sheet Project No. Type of Rig of 971009-005 30 in. Drive Weight Ref. or Datum 0-35 5,740jy's, 30-58, 4.300#'s, 58-87 3,100#'s Mean Sea Level Bucket Auger Drop 12 in. Depth (feet) Graph i c Log Attitudes Sample No. Blous Per Foot Dry Density (pcf) Moisture Content Soi1 Class. (U.S.C.S.) GEOTECHNICAL DESCRIPTION Logged By MDJ/RKW Sampled By MDJ 0 — OUATERNARY LANDSLIDE DEPOSITS (Ols) © 0': Sandy CLAY: brown, damp, loose; calcium carbonate blebs common - @2': Silty CLAY: light brown to gray-brown, damp, soft; mottled clay chunks within silty clay matrix; few sand-infilled fracmres © 3': Sandy CLAY: green, damp to moist, soft; fractured irregular upper contact, mottled light gray, damp to moist, calcium carbonate stringers 5 — • 1 push lOS.O 16.7 CL 10 — i 1 push 99.1 21.2 CL @ 10': Sandy CLAY: green, damp to moist, soft ©12': Becomes medium stiff 15 — RS:NI0-1SW, 5 SW B;generally horizontal ; "ML" " SM " @ 16': Rupture surface: slighdy irregular, indistinct plastic zone, no defmite ' surface, l/4"-l/16" thick, material below appears to be hard and ' sli|htly blocky; material above weathered and somewhat dismrbed TERTIARY SANTL\GO FORMATION (Tsa) @ 16': Saiidy SILTSTONE: pale olive-green, moist, stiff to very stiff, massive to slightly blocky, becomes less blocky with depth, scattered iron-oxide staiiung © 17.5': SUty to clayey SANDSTONE: light gray, damp, very dense © 20'; Silty clayey fme SANDSTONE; green, damp, very dense 20 RS:NI0-1SW, 5 SW B;generally horizontal 3 1 5/10" 122.4 13.0 CL " @ 16': Rupture surface: slighdy irregular, indistinct plastic zone, no defmite ' surface, l/4"-l/16" thick, material below appears to be hard and ' sli|htly blocky; material above weathered and somewhat dismrbed TERTIARY SANTL\GO FORMATION (Tsa) @ 16': Saiidy SILTSTONE: pale olive-green, moist, stiff to very stiff, massive to slightly blocky, becomes less blocky with depth, scattered iron-oxide staiiung © 17.5': SUty to clayey SANDSTONE: light gray, damp, very dense © 20'; Silty clayey fme SANDSTONE; green, damp, very dense -1 @ 20.5'; Silty CLAYSTONE; green-gray, damp, hard, moderately fracmred © 20.5': Seepage encountered - FR:N73W, HNE @ 22': Becomes blocky, with discontinuos short fracmres @ 22.5': Becomes massive and hard @ 23': Cemented zone 25 — -*•'..• SM @28'; Silty fine SANDSTONE; orange-brown, damp, dense to very dense 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 Bucket Auger 30 in. Drive Weight Ref. or Datum 0-35 5,740iy's, 30-58. 4,300#'s, 58-87 3,100iy's Drop 12 in. Mean Sea Level iz+-sz ro a o ffl_j L. CD lft OJ TJ 3 a E ffl Crt O^ ml in^ CH-OJ o C3 a \./ 31 C a CJ .to GEOTECHNICAL DESCRIPTION Logged By Sampled By MDJ/RKW MDJ 30-• 4/4" 123.6 II.I SM 35- SANTIAGO FORMATION (Continued) @ 30'; Silty fine SANDSTONE: light brown to yellow-brown, damp to moist, very dense © 30.5'; Cemented zone Total Depth = 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 Gallagher Drilling 30 in. Sheet 1 of 3 Project No. Type of Rig 971009-005 Drive Weight Elevation Top of Hole 418 ft. Ref. or Datum Bucket Auger 0-35 5.740<y's. 30-58. 4.300tf's. 58-87 3,100;y's Drop 12 in. Mean Sea Level IO- IS— 20- 25- 2iL u JZ ro a o ffl_i c CD v7 in OJ TJ 3 B:horizontal XB:N45E, 30SE a E ffl Crt CD I 1 • S I 31 in^ CH- OI u o a 31 C Q 112.4 111.8 ^ o o 8.0 13.3 in^ _Crt Crt SM ML SM ML SM SM GEOTECIINICAL 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 I2-8'-13.3': Very fine sandy SILTSTONE: gray, damp, dense; laminated 1S.3'-I5.6': Very fine sandy SILTSTONE: gray, damp, dense, laminated 16.2": Clay-lined cross t>edding within silty fine SANDSTONE: 1/4" thick 1 20': Silty fine SANDSTONE: orange to gray brown, damp, very dense; fossilferous; iron-oxidized staining > 20.8'-21.6': Cemented zone, iron-oxidized staining -I 1 ] j 1 ] j i ] -I i 1 j 505A(11/77) LEIGHTON & ASSOCIATES GEOTECIINICAL BORING LOG LB-28 Date Project Drilling Co. Hole Diameter 9-26-00 Lennar/Bressi Ranch Gallagher Drilling Sheet 2 Project No. Type of Rig of 971009-005 Bucket Auger 30 in. Drive Weight Elevation Top of Hole 418 ft. Ref. or Datum 0-35 5,740jy's, 30-58. 4.300jy's. 58-87 3,100iy's Mean Sea Level Drop 12 in. o sz ro a o ffl_i £. CD tn OJ TJ 3 a E ffl Crt CQ oi in^ CH-OI u Q a 31 C Q aj-5 3u. in OJ - o o Si"' _Crt oB Crt GEOTECIINICAL DESCRIPTION Logged By Sampled By MDJ/KBC MDJ 30- •t + + 35- 40-B:N30W, 20E 45- 50- C;E-W, 4S B:N60E, 38S 55- I 4 • 7 115.0 12.3 m.o 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 thin remnant bedding and cross-bedding common © 32'-33': Cemented zone I 40': Silty 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 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#'s, 58-87 3.100#'s Mean Sea Level Drop 12 m. u Jl ro a o ffl-j c to tn OJ TJ 3 OJ a ffl CO CO c OJ a in/-s CH-OJ u a a 31 C a - o o in^. %^ cjU _<o o3 Crt GEOTECIINICAL DESCRIPTION Logged By _ Sampled By MDJ/KBC MDJ 60-16 106.3 7.5 SM 65- C:generally horizontal 80- SANTIAGO FORMATION (Continued) © 60.5': Silty fine SANDSTONE: light gray-brown, damp, very dense; variable thin bedding and cross-bedding common CL SM > 68.2: 1/4" thick CLAYSTONE bed: brown, damp, stiff, irregular contact; discontinuous •j i 1 J Total Depth = 80 Feet Geologically Logged to 78 Feet No ground water encountered at time of drilling Backfilled: 9/26/00 85- H 1 J j * 5a5A(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 Bucket Auger 30 in. Drive Weight Ref. or Datum 0-35 5,740#'s. 30-58, 4,300lPs, 58-87 3,l00rs Mean Sea Level Drop 12 in. in 01 TJ 3 a E ffl CO CQ m CL Ift.-^ CH-OI u o a 31 c a 0)^5 OJ in ^ o u in^ _to o3 Crt GEOTECIINICAL DESCRIPTION Logged By Sampled By KBC KBC 10- 25- SC CL SM CL CL/SC CL ARTIFICIAL FILL UNDOCUMENTED (Afti) © 0'-2': Drill pad TERTIARY SANTUGO FORMATION (Tsa) © 2'-5': Fine sandy CLAYSTONE: olive-green, damp, hard: cartronate-lined fractures common blocky; calcium > 5'-5.8'; Inegular contact to very fme 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 I 6.8'-15.5': Silty fme to coarse SANDSTONE; light green with yellow and orange-brown staining, damp, dense; friable; few calcium carbonate-lined fractures 14.5'; Becomes slighdy coarser grained 15': Clayey intraclasts common 15.5': Gradational contact (over ~ I') to sandy CLAYSTONE; gray-green, damp, very hard; coarser sand at upper contact grading to fine to medmm sandy CLAYSTONE at approximately 16.5'; blocky; orange-brown staining common 18': Grades to sandy CLAYSTONE/clayey SANDSTONE; olive-green, damp, hard/dense I 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 claystone zones > 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. Sheet 2 Project No. Type of Rig of 971009-005 Elevation Top of Hole 275 ft. Drive Weight Ref. or Datum 0-35 5.740^'s. 30-58. 4.300#'s. 58-87 3dO0ff's Mean Sea Level Bucket Auger Drop 12 in. ! Depth (feet) Graph i c Log Attitudes Sample No. B1 ous Per Foot Dry Dens i ty (pcf) Mo i sture Content (Ji) Soi1 Class. (U.S.C.S.) GEOTECHNICAL DESCRIPTION Logged By KBC Sampled By KBC CL SANTIAGO FORMATION (Continued) @ 30'; Fine to medium sandy CLAYSTONE: lighl gray-green, damp, hard 35 — ... @ 37': Becomes sandier 40 — V © 39'-42'; Becomes weakly blocky widi shiny ped faces © 40'-42': Coarse sand-lined fracmre IP • - f @ 42': Concretionary nodule © 42'; Sandy CLAYSTONE, becomes very hard 4 J • ' • / SC © 45": Gradational contact to clayey SANDSTONE: gray-green, damp, very dense • - .- SM @ 47': Grades to slighUy clayey, silty fine SANDSTONE: light gray, damp, very dense; yellow and orange-brown staining common 50 — • • - © 49'; Grades to silty fme to medium SANDSTONE: light brown, damp, dense; friable; yellow and orange-brown staining common -@ 52': Concretionary nodule © 52.5': Becomes very dense 55 — fy:- ©55'-57': Large concretionary nodule - SW @ 57'-^!': Grades to silty fine to very coarse SANDSTONE; light greenish brown, damp, dense; sand grains, coarser with depth; orange and yellow-brown stains common; few fine gravels near base ^. ^ -* 1 505A(11/77) LEIGHTON & ASSOCIATES GEOTECIINICAL BORING LOG LB-29 9-27-00 Date Project DriUing Co. Hole Diameter Elevation Top of Hole 275 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, 4,300jy's, 58-87 3.100^'s Mean Sea Level Drop 12 u JZ ro a o ffl_j £. CD lft OJ TJ 3 a E ffl Crt CQ " C QJ a tn/-\ CH- OI u a a 31 C o I' 3., Ift^ _trt Crt' 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 CUSC @ 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 fracmred; shiny ped faces Total Depth = 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 Appendix B (continued) T-31 through T-87 Exploratory Trenches From: Leighton and Associates, Current Investigation 971009-005 Test Pit Number Description T-31 OUATERNARY ALLUVIUM (Oall @ 0'-6': Sandy clay: dark brown, moist to wet, soft; abundant large pores; becomes sandier with depth @ 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 T-32 OUATERNARY ALLUVIUM (Oal) @ 0'-3': Sandy clay: dark brown, moist to wet, soft; abundant large pores; becomes sandier with depth @ 3'-6': Clayey sand: light gray-brown, moist, loose TERTIARY SANTLAGO FORMATION (Tsa) @ 6'-7': (Weathered): Silty fine to medium sandstone: orange-brown and light gray, moist, medium dense @ T-7.5': Silty fine to medium sandstone: light gray with orange-brown iron-oxide staining, damp, dense B-l 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 TOPSOIL 0'-2': Silty fine sand: light brown to brown, dry, loose; fine to medium pores common, few large pores, rootlets common @ 2'-3.25': Sandy clay: dark brown, moist, stiff TERTLA.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 (g4'-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 SANTLVGO 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 fine sandstone: light gray, damp, dense T-36 TOPSOIL @ 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 ARTIFICL\L 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-3 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': Siltstone: light-red-brown to gray-brown, dry, dense; weakly fissile; yellow-brown iron oxide staining along bedding common T-39 OUATERNARY COLLUVIUM (Ocol) 0'-2': Silty, fine to medium sand: light brown, damp, loose; abundant large to very large pores @2'-T: 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 TERTIARY SANTLAGO FORMATION (Tsa) @ 6'-7': (Weathered) Fine sandy claystone: light gray-green, moist, very stiff to hard (g 7'-8': Fine sandy claystone: light gray-green, damp to moist, very hard B-4 971009-005 Description 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 @ O'-l.5': Silty fine to medium sand: light reddish brown, damp, loose; abundant fine pores QUATERNARY TERRACE DEPOSITS (Ot) (g 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 | T-48 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 TTsa) T-48 @ 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 T-49 OUATERNARY COLLUVIUM (Ocol) T-49 (g 0'-7': Sandy clay; dark brown, damp to moist, soft to stiff TERTIARY SANTIAGO FORMATION TTsa) T-49 (@ 7'-9': Silty fine sandstone; light gray with orange-brown iron-oxide staining, moist, dense T-50 QUATERNARY COLLUVIUM (Ocol) @ 0'-6.5': Silty clay: brown, damp to moist, soft to firm; rootlets in top 5' TERTIARY SANTIAGO FORMATION TTsa) T-50 @ 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 O'-l.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 SANTLVGO 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 ALLUVIUM/COLLUVnJM (Oal/Ocol) T-53 @ 0'-15': Clayey silty sand: brown, moist to damp, loose TERTIARY SANTLVGO FORMATION (Tsa) @ 15'-16' (Weathered) sandy claystone: green, damp, stiff @ 16'-16.5': Sandy claystone: green, damp, stiff B-9 971009-005 Test Pit Number Description TOPSOIL @ 0'-2.5': Sandy clay: brown, damp to moist, loose; rootlet T-54 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 TOPSOIL (g0'-2'; Sandy clay: brown, moist, soft T-55 TERTLVRY SANTLVGO FORMATION (Tsa) @2'-4.5': Silty claystone; green, damp, stiff; upper 2-3' weathered TOPSOIL @ 0'-2': Sandy clay: brown, moist, soft . i. T-56 TERTLVRY SANTLVGO FORMATION (Tsa) @ 2'-4' (Weathered) silty claystone: green to orange-brown, damp to moist, stiff, fractured, porous @ 4'-5': Silty claystone, green, damp, stiff B-10 971009-005 Test Pit Number Description T-57 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 T-58 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 TOPSOIL @ O'-l.5': Silty clayey sand; brown, damp to moist, loose T-59 TERTIARY 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 Description T-60 OUATERNARY LANDSLIDE DEPOSITS rois9^ 1 T-60 — — —~ --X '..J. 1 @0'-9'; Sandy clay: Red-brown to gray-brown, damp, medium stiff; calcium carbonate stringers, yellow-orange iron- oxidize staining TERTIARY SANTIAGO FORMATION TTsa) T-60 @ 9'-10'; Silty sandstone: gray, damp, dense T-61 ARTIFICIAL FILL-UNDOCUMENTED rAfi.) T-61 @ 0-13': Silty sand to sandy clay: brown to black, moist to wet, loose; branches, cloth, organic odor TERTIARY SANTLVGO FORMATION ^T.sa) T-61 @ 13'-14'; (Weatherecl) silty clayey, very fine sandstone; gray-green, moist, dense @\2': Ground water seepage encountered ARTIFICIAL FILL-UNDOCUMENTED tAfn) T-62 @0'-5'; Sandy clay to clayey sand; brown, dry to moist, loose; broken pipe, branches and miscellaneous debris j OUATERNARY ALLUVIUM/COLLUVIUM (Oal/Ocol) T-62 @ 5'-7'; Silty clayey sand: brown, moist, medium dense TERTIARY SANTIAGO FORMATTON CTsa) T-62 @ 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 T-63 Description ARTIFICIAL FILL-UNDOCUMENTED (Afu) @ 0'-4': Silty sand; brown, dry to damp, loose; branches at base of fill OUATERNARY COLLUVIUM (Qcol) @ 4'-7.5'; Sandy clay; dark brown, moist, medium dense TERTIARY SANTIAGO FORMATION (Tsa) @ 7.5'-9': Silty fme to medium sandstone; orange-brown, moist, medium dense to dense; weathered 7.5'-8.5' T-64 TOPSOIL (S) O'-l'; Silty sand; brown, damp, loose TERTLVRY SANTLVGO FORMATION (Tsa) @ 0'-2.5'; Silty sandstone; light gray-brown, damp, medium dense; iron-oxide stained (g 2.5'-3.5'; Silty sandstone; gray-brown, damp, dense T-65 TOPSOIL @ 0'-3.5': Sandy clay: brown, damp, loose TERTLVRY SANTIAGO FORMATION (Tsa) @ 3.5'-4.5'; Silty very fine sandstone: gray-brown, damp, medium dense (@ 4.5'-5'; Silty very fine sandstone: gray-brown, damp, dense B-13 971009-005 Test Pit Number Description T-66 TOPSOIL @ O'-l'; Clayey sand; brown, damp, loose to medium dense TERTIARY SANTIAGO FORMATION fTsa) T-66 (@ r-3.5': Silty medium sandstone: orange-brown, damp, dense; iron-oxide staining T-67 OUATERNARY ALLUVIUM/COLLUVIUM (Oal/Ocol) T-67 @ 0'-6': Silty sandy clay: brown to dark brown, damp to moist, loose TERTIARY SANTIAGO FORMATION rTsa) T-67 (g6'-7'; Silty fme sandstone; light brown, damp, dense; fossiliferous cemented zone at 7' T-68 OUATERNARY COLLUVfUM (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 TERTLVRY SANTIAGO FORMATION TTsa) T-68 @ 16'-17': (Weatiiered) slightly clayey, silty fine to medium sandstone: yellow-brown, moist, medium dense to dense B-14 971009-005 Description OUATERNARY COLLUVIUM (Qcol) 0'-8': Clayey sand; dark brown, moist to wet, medium dense @ 8'-16': Clayey sand: yellow to orange-brown, moist to wet, medium dense TERTIARY SANTIAGO FORMATION (Tsa) @ 16'-17': (Weathered) fme sandy claystone: light gray- green, moist, stiff; cmmbly @ 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 @ 2'-4'; Sandy clay; yellow-brown and light gray-green, moist, stiff TERTLVRY SANTLVGO 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 Test Pit Number • • Description T-71 OUATERNARY COLLUVIUM (Ocol) @ 0'-3.5'; Sandy clay; dark brown, damp to moist, stiff TERTIARY SANTIAGO FORMATION (Tsa) @3.5'-6'; Silty fine to medium sandstone: yellow to slightly greenish brown, damp, dense T-72 OUATERNARY COLLUVIUM (Ocol) @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 TTsa) 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 Test Pit Number Description 1 T-74 TOPSOIL @ 0'-2'; Sandy clay; dark brown, damp to moist, stiff; few medium pores TERTIARY SANTIAGO FORMATION (Tsa) T-74 @ 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 T-75 OUATERNARY COLLUVIUM (Ocol) T-75 (@ 0'-7'; Sandy clay; greenish brown, moist, stiff; calcium carbonate blebs, common at 2'-3.5' TERTIARY SANTIAGO FORMATION (Tsa) T-75 @ 7'-10'; (Weathered) Sandy claystone; light gray-green, orange-brown, mottles common, moist, stiff to very stiff @ lO'-l 1.5': Sandy claystone; light gray-green and orange- brown, damp to moist, hard; blocky T-76 OUATERNARY COLLUVRJM (Ocol) @ 0'-5': Silty fine to medium sand: reddish brown, damp, loose to medium dense TERTIARY SANTIAGO FORMATION (Tsa) T-76 @ 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 B-17 971009-005 Test Pit Number Description T-77 OUATERNARY COLLUVIUM (Ocol) (@ 0'-21.5-f': Slightly clayey sand: brown to light reddish brown, moist, medium dense T-78 OUATERNARY COLLUVIUM (Ocol) @ 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; fi-iable; shel! fragments common OUATERNARY COLLUVIUM (Ocol) 1 T-79 @ 0'-22'-t-: Silty clayey sand to sandy clay: brown to orange brown; damp to moist, medium stiff T-80 QUATERNARY COLLUVIUM (Ocol) T-80 (@ 0'-4.5': Silty clayey sand: brown, damp, loose TERTLVRY SANTLAGO 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 1 Test Pit Number Description j T-81 TOPSOIL (§0'-3'; Sandy clay; brown, damp, loose [ TERTIARY SANTIAGO FORMATION (Tsa) @3'-4': Clayey very fine sandstone; light orange-brown, 1 damp, medium dense 1 (^4'-4.5'; Clayey very fine sandstone: light brown, damp, dense T-82 TOPSOIL @0'-2.5': Sandy clay; brown, damp, soft 1 TERTIARY SANTLVGO FORMATION (Tsa) (@ 2.5'-3.5'; Silty, very fine to fine 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 1 Test Pit Number Description ARTIFICIAL FILL-UNDOCUMENTED (Afu) (@ 0'-2'; Silty sand; brown, damp, loose T-84 TOPSOIL @ 2'-3'; Silty sandy clay; brown, damp, soft TERTIARY SANTIAGO FORMATION tTsa) @3'-4': Silty sandstone: light brown, damp, dense QUATERNARY COLLUVIUM (Ocol) T-85 (g0'-6': Clayey sand to sandy clay: brown, damp, loose TERTLVRY SANTIAGO FORMATION TT.sa) @ 6'-7': Silty claystone: gray-green, damp, stiff; weathered from 6'-6.5' TOPSOIL T-86 @ 0'-2.5': Silty clayey sand: brown, damp, loose to medium dense TERTIARY SANTIAGO FORMATION (Tsa) @ 2.5'-4': Silty fine to medium sandstone: orange-brown, damp to moist, dense; weathered fi-om 2.5'-3.5' TOPSOIL (@ O'-l.5'; Silty sand; brown, damp to dry, loose T-87 TERTIARY SANTIAGO FORMATION (Tsa) @ 1.5'-3.5': (Weathered) Silty fine sand, orange-brown, damp to dry, medium dense (g 3.5'-4.5'; Silty fine sandstone; light brown, damp, dense B-20 971009-005 B-21 971009-005 Appendix B (continued) LB-1 through LB-21 Large-Diameter Borings From: Leighton and Associates, 1997, Preliminary Geotechnical Investigation, Bressi Ranch, Carlsbad, Califomia, ProjectNo. 4971009-002, dated July 29, 1997 GEOTECHNICAL BORING LOG LB-1 Date Project Drilling Co. Hole Diameter 5-22-97 Lennar/Bressi Ranch San Diego Drilling Sheet Project No. Type of Rig 1 of 30 in. Elevation Top of Hole 395 ft. Drive Weight Ref. or Datum 0-25'. 4.113iy; 25-47'. 2,981# 4971009-002 E-100 Bucket Auger Drop 30 in. Mean Sea Level o3 10- o a o ffl_j c CD in OJ TJ 3 15- 20- 25- C: horizontal C: horizontal C; horizontal 2SL 505A(11/77) §8 ID I push I 2 I 2 2/4" in<-N CH-OJ u • a \^ 31 C o 94.7 107.8 CO CL GEOTECIINICAL DESCRIPTION Logged By _ Sampled By KBC KBC TOPSOIL @ 1": Brown, damp to moist, stiff, fine sandy CLAY; sandstone fragments common, rootlets and organic material common 27.3 19.3 111.9 4 I 8 I 114.5 13.1 ? 15.5 1 CL SM CL SM TORREY SANDSTONE (Tt) Vety irregular contact to olive-green, moist, hard, silty CLAYSTONE; abundant fractures, orange-brown, iron-oxide stains cominon along fracmres, few interbedded silty sandstone units, carbonate nodules, common tliin yellow-brown, iiregular inteibeds common approximately every 3 inches 10': Gradational contact to very light green to gray, moist, very dense, silty fme SANDSTONE, orange-brown, iron-oxide stains common, few cartx)nate nodules • 12': Approximately horizontal irregular contact to green, moist, dense silty fme SANSTONE; approximately 2" of orange-brown sandstone at upper contact I 12.5': Horizontal gradational contact (approximately 4 inches) to Ught green and brown, stiff, moist, CLAYSTCJNE; fissile, thin yellow irregular siltstones beds approximately 2 inches apart I 14': Gradational contact (approximately 4 inches) to light gray, very dense, silty fme 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 > 20'3"; Light brown, damp, very dense, silty fme to medium SANDSTONE; well-cemented, few shells ( 21': Brown, wet to samrated, veiy dense, silty fme to coarse SANDSTONE with abundant shell fragments > 22': Orange-brown, samrated, 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; thin bedding common I 25': Light green, moist to wet, vety dense, silty, fme to medium SANDSTONE; micaceous LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-1 Date 5-22-97 of Project Drilling Co, Hole Diameter Elevation Top of Hole 395 ft. Lennar/Bressi Ranch San Diego Drilling Sheet Project No. 4971009-002 Type of Rig E-100 Bucket Aug 30 in. Drive Weight Ref. or Datum 0-25\ 4.113#; 25-47'. 2.981# Mean Sea Level Drop _30_ u .c ro ao ffl_j c lft 01 TJ 3 a. e ffl CO tD Ifl^ CH-OI o a a 3> C a flj-$ ^ o o in^ — CO o3 CO GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30-112.8 14.7 SM TORREY SANDSTONE (Continued) 35 — 40- 45- 50 — 55- Total Depth = 31' Seepage Encountered at 22' Backfllled on May 22. 1997 -I j ] j 1 -I i J 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 Sheet Project No. 1 of 4971009-002 San Diego Drilling 30 in. Drive Weight Ref. or Datum Type of Rig E-100 Bucket Auger 0-25', 4,113#; 25-47'. 2,981^ Drop 30 in. Mean Sea Level u .C 0) ao ffl_i c CD in OJ TJ 3 O a E ffl CO §8 °^ <Q g a in/->. CH-oj u a a s./ 31 C Q OJ-5 — to CO GEOTECIINICAL DESCRIPTION Logged By _ Sampled By KBC KBC Ir?V7r CL SM" TOPSOIL @ 0-1'; Red-brown, moist, stiff, fine to medium sandy CLAY; abundant rootlets near surface 112.4 12.5 10- TORREY SANDSTONE (Tt) @ 1'; Irregular contact lo light gray, damp, dense, silty fme SANDSTONE; thin red-brown, iron-oxide stained layers common near upper contact, fracmres common, thin yellow beds common (approximately every 3 to 4 inches) @ 6'; Gradational contact to off-white, damp, very dense, silly very fme SANDSTONE; thin iron-oxide stained layers common every 3 to 4 inches 1 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-brown color @ 21'; Light gray, moist, dense, silty fme to medium SANDSTONE; thin (approximately 1/4 inch), yellow and gray-brown interbeds common @ 22': Gradational contact to red-brown, moist, dense, silty fme to medium SANDSTONE; few thin gray silty fme SANDSTONE interbeds ? ) 26.5': Irregular conlact to brown, saturated, loose, fine sandy SILT to silty fine SANDSTONE; very thin (approximately 1 millimeter) thick organic rich layers abundant ) 27': Sharp contact to thinly interbedded light gray and orange-brown moist, dense, silty fine SANDSTONE ) 27.5'; Sharp contact to light gray to brown, moist, very dense, silty fme to medium SANDSTONE; abundant shell fragments 505A(11/77) LEIGHTON & ASSOCIATES Date 5-23-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 320 ft. GEOTECHNICAL BORING LOG LB-2 Lennar/Bressi Ranch 30 in. San Diego Drilling Drive Weight Ref. or Datum Sheet 2 Project No. Type of Rig of 0-25'. 4.113#; 25-47'. 2.981# Mean Sea Level 4971009-002 E-100 Bucket Aug Drop 30 in. a** a3 30- 35- 40- 45- U .c ro ao ffl_i L tD 50 55 • in OJ TJ 3 B: N20W, I2S C: N20E, SNW ig-5 . ?35'-37 a E ffl to CO I 4 • 7 in.^ CH- OJ o Q a 31 C a III.I lft g ^ o o 15.7 2 _to 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 thin beds of yellow and brown SILTSTONE, seepage at contact ) 29': Gradational contact to light gray, moist to samrated, dense, silty fine SANDSTONE with thin intebeds of yellow and rose-brown, silty fine sandstone to siltstone I 30.5'; Gradational contact (approximately 2 inch) to thinly inteibedded rose-brown, yellow and light gray, moist to saturated, very dense siltv fme SANDSTONE; seepage common ' I 34.7": Shaip contact to gray, damp, very dense, fine sandy SILTSTONE with inteibedded brown, fme sandy SILTSTONE in upper 1-1/2 feet ) 37.5'; Ground water encountered Total Depth = 39' Downhole Logged to 37-1/2' Ground Water Encountered at 37-1/2' Backfilled on May 23, 1997 1 -I 1 j ] 1 n n w H 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-3 Date 5-23-97 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 4971009-002 30 in. Drive Weight Ref. or Datum E-100 Bucket Auger 0-25'. 4.113#; 25-47'. 2.981#; 47-72', 2.168^ Drop 30 in. Mean Sea Level o X 0) ao ffl_i c CD in OJ T» 3 a E ffl CO §8 o^^ CO in^ CH- OI u a a 31 C a GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC/RKW KBC C: N45W, 6N C: N65W, I0-15N I push/1 U6.0 5.1 10- C: N45W, 7N 101.3 22.7 15-C: N20W, 15N C; N65W, HN 20-I 110.6 18.6 C: N75E, 12E 25- 30- C: NSOW, 8N CL CL" SM CL SM CL SM TOPSOIL @ 0': Dark gray-brown, dry to moist, stiff, clayey SAND to sandy CLAY; blebs of calcium carbonate TORREY SANDSTONE (Tt) @ 1': Irregular contact lo olive-green, moist, stiff, sandy CLAYSTONE, blebs of topsoil and light gray SAND ©2.1'; Sharp slightly irregular contact (1/2" of iron-oxide staining) to off-white, moist, dense, silw fme SANDSTONE; massive, few infilled near vertical fracmres, infilled with gray-brown sandy CLAY, few calcium cartxmate-lined fractures (trend approximately noitheast; dipping steeply east) @ 3.5": Approximately 1" thick iron-oxide stained l)ed @ 4.6': Beds t)ecome more cemented @ 5.6': Erosional conlact (inegular) to olive-green, slightly moist, haid, silty CLAYSTONE, veiy blocky, numerous randomly-oriented fractures, infilled with silty SANDSTONE, iron-oxide stains along fracmres I 8.5': Scattered sandstone blebs, becomes less blocky, red iron-oxide staining common 10.4': Becomes more clayey, moist, fissile claystone to 11.5' ' 11.5': Becomes blocky again 14.6': Sharp slightly irregular contact to light gray-brown, mottled orange and yellow-brown, moist, dense, silty fme SANDSTONE; few iron-oxide stained zones, slightly friable, highly weathered concretion (approximately 5" in diameter) 16.6': Gradational contact (over approximately 3") to olive-green CLAYSTONE 17.1': Erosional contact (1/4 to 3/4" thick) to orange-brown silty fme SANDSTONE bed I 19': Claystone grades into, silty, fine SANDSTONE (over approximately 5") I 19.5'; Concretion > 20.1': Sharp contact to 3/4 inch layer of orange-brown, silly fme SANDSTONE bed ( 23'; Erosional contact to approximately 3/4" layer of orange-brown, silty fine SANDSTONE ) 25.5'-26.3': Cemented zone; contact to olive-brown SANDSTONE, massive ) 29.5': Conlact to silty fine SANDSTONE 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-3 Date 5-23-97 Project Drilling Co. _ Hole Diameter 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-100 Bucket Au 0-25'. 4.113<': 25-47'. 2.98U: 47-72'. 2A68ff Drop 30 in Mean Sea Level a.'» 30- 35- 40- 45- 50 — 55- U .c ro ao ffl_i c ts in OJ TJ 3 C; N20W, 5N XB; N25W, 8S a E ffl to 5 • 5 I 6 • 27 CH- OI u a a 31 C o 114.9 112.0 112.2 14.1 cn lft in ffl — CO oe CO SM SW 16.7 ? 18.2 SM SW SM GEOTECIINICAL DESCRIPTION Logged By Sampled By KBC/RKW KBC TORREY SANDSTONE (Continued) ' 31.5': Cemented zone (1.5' thick); contact to fme to coarse SANDSTONE I 35.5'-36.r: Cemented zone i 39.1'-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, silty fme (- SANDSTONE; iron-oxide stamed, micaceous ' [ r @ 47.9": Sharp iiregular contact to fme to coarse SANDSTONE ! 49.7': Shaip inegular contact to silty, veiy fme SANDSTONE; minor seepage along contact ) 52'-54': Concretionary nodule > 56': Sandstone is weakly cemented > 59.5': Sandstone is less cemented r h 505A<11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-3 Date 5-23-97 Project Drilling Co. Hole Diameter _ Elevation Top of Hole 395 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 3 Project No. Type of Rig of 4971009-002 30 in. Drive Weight Ref. or Damm E-100 Bucket Augei 0-25'. 4,n3ff; 25-47', 2,981#; 47-72', 2.168# Drop 30 in. Mean Sea Level 03 o JZ ro ao ffl_i c CD in 01 TJ 3 <r o z a E ffl CO ^8 ID iny-\ CH- OJ U a a 31 L a ift^ — CO o3 CO GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC/RKW KBC 60- 65- SM TORREY SANDSTONE (Continued) I 25 114.0 16.3 70- Total Depfli = 69' Downhole Logged to 65' Minor Seepage at 49.7' Backfllled on May 28, 1997 75- 80- 85 505A(11/77) LEIGHTON & ASSOCIATES 5-28-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 380 ft. GEOTECHNICAL BORING LOG LB-4 Lennar/Bressi Ranch 30 in. San Diego Drilling Drive Weight Ref. or Damm Sheet 1 Project No. Type of Rig of 0-25'. 4.113iy: 25-47'. 2.981# 4971009-002 E-100 Bucket Au: Mean Sea Level Drop 30 in. 10- 15 — 20- U X 0) a o ffl_i t. tD D5 25 in 01 TJ 3 B: N85E, 9S F; N20E, 85SW a E ffl CO B; N25W, 9NE 2 Ipush/l O lft O tag a C: horizontal C; horizontal C: -EW, 2S tn^ CH-OJ o Q a s. 31 C crt 89.9 107.5 3 I 3 N35W, lOSW N70E, ISS 112.0 01^5 3 in 31.4 19.1 16.7 in' in. ffl' ico _cn 05 CO 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) ® '•^'A,X^^4!?S,^'^''..?°°i?'^' •".''8''' gray-green, damp, hard, fine sandy t-LJVYSlXJNE; thm discontmuous and irregular, orange-brown and yellow-brown, silly fme SANDSTONE interbeds, common approximately every 3", large carbonate-lined fracmre thin carbonate-lined beds common @ 3': Becomes fissile @4'-6'; Becomes blocky @ 6': Becomes slighfly more sandy; fissile @ 7': Becomes clayey again > 11 -12 : Large concretionary nodule; approximately 1/2" of red-brown iron-oxidation around perimeter; upper 3" of nodule is Stage FV calcium caitmnate H 2-1/2': Gradational contact (approximately 5") to light gray-green damp very dense, silty fme SANDSTONE; orange-brown, iron-oxide stained' Sllty fme sandstone, interbeds common > 14.5': Sharp irregular contact to orange-brown, silty, fme to medium SANDSTONE; few ttiin irregular, discontinuous gray inteibeds [ r > 16.7': Irregular gradational contact (approximately 3") to light gray, damp very dense, sflty veiy fme SANDSTONE; iiregular, discontmuous fliiiT orange-brown intert>eds ' ">n'*ct to orange-brown, silty fine SANDSTONE |-I 17.8 :. Grades (over approximately 4").to light gray, damp, veiy dense, silty^ fme SANDSTONE with few orange-brown, thin discontinuous silty ' sandstone interbeds ? 22'; Irregular contact to white concretion layers; upper 2 inches are red-brown, iron-oxidized silty fme SANDSTONE ^ v?flo^EA°,™°"?' '=°"'act to light green, damp, dense, sflty, veiy fine bANUSTONE; Uun irregular, discontinuous yellow-brown and orange-brown iron-oxidized, interbeds common } 24': Grades to light gray > 25.5': Large concretionary nodule witfi abundant shells, orange-brown iron-oxidation abundant > 27': Sharp contact to approximately 3" fliick, light gray, damp, dense, silty CLAYSTONE bed > 27.2"; Light gray, dark gray, and yellow interbeds common I 1 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 Sheet Project No. of 4971009-002 San Diego Drilling 30 in. Drive Weight Ref. or Datum Type of Rig E-100 Bucket Auger 0-25'. 4.113#; 25-47'. 2.981# Drop 30 in. Mean Sea Level lft 01 TJ 3 a E ffl CO in/% CH-OI u a a 31 C a — CO CO GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 115.6 12.6 SM 35- II6.6 16.0 SO — C: horizontal B: N60W, ION SS-fi: N80E, I7N CL SM TORREY SANDSTONE (Continued) I 31.5'-33': Orange to red-brown concretionary layer, irregular contact at top and bottom ' 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, sflty CLAYSTONE; .. fissUe, thin yellow-brown and orange-brown, iron-oxide stained interl>eds common ) 49.4': Sharp contact to white, well-cemented concretionaiy layer to 50' depfli; shell fragments common at base ) 50.2': Irregular contact to light gray, sflty CLAYSTONE as above; fliin calcite-lined beds common; discontinuous > 52,7': Grades into light gray-brown, damp, very dense, sflty fme SANDSTONE; massive, orange-brown, iron-oxide stainmg common ! 53.5': Orange-brown concretionary nodule ) 54': Gradational contact to light gray-brown, moist, very dense, silty fme SANDSTONE; abundant diin yellow-brown and brown interbeds ) 57': Very ttiin discontinuous calcium carbonate stringers dipping approximately 70 degrees south 505A(11/77) LEIGHTON & ASSOCIATES Date Project Drilling Co. GEOTECHNICAL BORING LOG LB-4 5-28-97 Lennar/Bressi Ranch San Diego Drilling Sheet Project No. of 4971009-002 „ . „. . _ Type of Rig E-100 Bucket Aufcc Hole Diameter 30 m. Drive Weight 0-25'. 4.113iy: 25-47'. 2.981iy ^ Elevation Top of Hole 380 ft. Ref. or DaUim Mean Sea Level Drop 30 in. 60- ift OJ TJ 3 65- 70 — 75- 80- 85 — B: N70E. 6N O z 01 a E ffl CO 31 •+-4- •"o Ulz-N 3ir CH- o"-OJ u "—' 1 o a <D g a 31 L O C wg o' rz o o8 CO SM CL Logged By Sampled By GEOTECHNICAL DESCRIPTION KBC KBC TORREY SANDSTONF. (Continued) @ 63.5'; Interbeds are slighdy less common and more irregular Total Deptfi = 69' Downhole Logged to 67.5' No Ground Water Encountered at Time of Drilling Backfflled on May 29, 1997 a ' 66': Orange-brown, iron-oxidized concretionaiy layer (approximately 3" H fliick) above dark gray-brown, damp, hard, sflty CLAYSTONE-massive w N U H ri 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. 1 of 2 4971009-002 San Diego Drilling 30 in. Drive Weight Ref. or Datum Type of Rig E-100 Bucket Auger 0-25', 4,113^; 25-47'. 2.981^; 47-72'. 2.168jy Drop 30 in. Mean Sea Level 0J/£ Q3 u s: ro a o ffl_i c cs in 01 TJ 3 a E ffl CO §8 o"- co OJ Ift/-^ CH-OI u a a 3> C a in' in, ffl' GO — CO o5 CO GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC C: N60E, 8S B: NISW, IOW C: N42W, 6S IO- IS— 20- C; N30W, SS I I • 2 ag-2 >5'-9' I 10S.6 20.1 115.2 11.2 117.4 12.2 CL SC SM TOPSOIL @ 0': Brown, moist, very stiff, fme sandy CLAY; rooflets common near surface @_l^l/2'j^ TopsoU gradually becomes sandier TORREY SANDSTONE (Tt) @ 2'; Light brown wifli orange-brown motfles, moist, dense, clayey fme SANDSTONE @ 2.6': Sharp contact to, off-white, damp, very dense, sflty fme SANDSTONE; animal borrows infflled with topsofl common in upper 6", fliin orange-brown, iron oxidized sflty SANDSTONE intertjeds common @ 4': Sandstone gradually changes to a light gray-green color @ 6.3'-6.8': Thin (approximately I") calcium cartronate layers @ 7.4'; Material grades over approximately 4"to orange-brown, sflty fme to medium SANDSTONE @ 8,2'; Few shell fragments @ 8.4': Off-white, well-cemented SANDSTONE layer (calcium carbonate and sUica cement) shell fragments common @ 9.2': Irregular sharp contact to red-brown, moist, dense, sflty fme to medium SANDSTONE @ 9.5': Grades to light gray-green, damp, very dense, sflty fme SANDSTONE; tfiin orange-brown iron-oxidized wavy discontinuous layers common, few calcium carbonate nodules, iron-oxide staining decreases with depfli 17.4': Orange-brown iron-oxide staining, gradually decreases, yellow-brown thin wavy, irregular inteibeds common 1 23': White, well-cemented SANDSTONE concretion; dark red-brown iron-oxidation around perimeter ( 26.2': Sharp, irregular contact, to light gray, damp, very dense, silty very fme SANDSTONE; wavy discontinuous, ttiin orange-brown, iron-oxidized layers common TORREY SANDSTONE (Continued) @ 29.7": Material grades to slighfly coarser silty, fme SANDSTONE 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-5 Date Project Drillmg Co. Hole Diameter 6-2-97 Lennar/Bressi Ranch San Diego Drilling 30 in. Elevation Top of Hole 315 ft. Drive Weight Ref. or Damm Sheet 2 of 2 Project No. 4971009^)02 Type of Rig E-100 Bucket Aukv. 0-25'. 4.113iy; 25-47'. 2.981#; 47-72'. 2,16811 Drop 30 in. Mean Sea Level 30- O SZ ro ao ffl_j c to lft OJ TJ 3 a E ffl CO §8 ift.^ CH-OJ u o a 31 C o oji> Ift jco o; CO GEOTECIINICAL DESCRIPTION Logged By Sampled By KBC KBC 35- 40- 45- 50- 55 — 1 109.5 13.9 SM ® 34.1': Material grades into sflty very fine SANDSTONE @ 36': Material grades to slighfly coarser again 112.6 14.7 c I \- r i 45.5'; Grades into light brown, damp, very dense, sflty, fme SANDSTONE|^ } 46.5': Possible perched ground water encountered H I 40': Off-white, well-cemented SANDSTONE nodule ML 7/2" @ 49': Dark gray, dry, very dense, fme sandy SILTSTONE; fissfle \@ 50': Practical refusal Total Deptii = 50'2" Downhole Logged to 46.5' Ground Watei (Perched?) Encountered at 46-1/2' Backfflled on June 2, 1997 i r 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-6 Date 6-3-97 Project Drilling Co. Hole Diameter Elevation Top of Hole Lennar/Bressi Ranch San Diego Drilling Sheet Project No. Type of Rig 1 of 30 in. 215 ft. Drive Weight Ref. or Datum 0-25'. 4.113;^; 25-47'. 2,981lf 4971009-002 E-100 Bucket Auger ___ Drop 30 in. Mean Sea Level a* Q3 o .c ro a o ffl_j L ts in OJ TJ 3 a E ffl CO §8 ta ifl/-\ CH-OI U Q a \^ 31 C Q lfl' lft, ffl' O — CO o; to GEOTECHNICAL DESCRIPTION Logged By _ Sampled By RKW/KBC KBC 10- Fr: N38E, 80SE Fr: N40E, 72NW SC SM 124.4 11.7 SC B: NSOW, 2NE Fr: N65E, 75-90N 30- ? SM LANDSLIDE DEPOSrTS (Ols) @ 0'; Brown, moist, stiff, sandy CLAY/ clayey SAND, homogeneous, rooflets common I 6'; Gray-brown, moist, slighdy clayey SAND to dense, fme SAND; contains small blebs of light brown SAND 1 9': Grades to motfled light olive-green and light brown, moist, medium dense, clayey SAND; jumbled (graben material?) I 9.5': Calcium caitxmate stiingers common I 10.6'-I4.2': Grades into light brown, damp, medium dense, sUty fme to medium SAND 14': Randomly-oriented fracmres, calcium caitxmate lined 15': Density increases 15.6': Near horizontal fracmre > 17.5'; Cemented concretions ) 17.9'; Veiy irregular undulatoiy contact to light orange-brown, moist, dense, fine to coarse SAND; massive, slighdy cemented, olive-green, very fine SILTSTONE rip-up clasts abundant, few granitic fragments } 19.7': Veiy iiregular contact to light gray to light brown, moist, dense, sUty fme SAND, rip-up clast of fme to coarse sand common > 2r-21.8': Light brown, sflty fme to coarse SAND J 22.5': Grades (over approximately 5") to fme to medium SAND @ 25.5': Cemented zone 6" fliick, minor seepage, fissile fine sandy SILT I® 26.1': Rupture suiface at base of cemented zone; no defmite surface, , in-fflled mncated on cemented zone DEL MAR FORMATION (Td) @ 26.1': Material tielow cemented zone is moderately sheared and has a higher clay content @ 26.4': Sharp, iiregular contact to olive-green, moist, very dense, silty, veiy 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 Lennar/Bressi Ranch 4971009-002 Date 6-3-97 Project Drilling Co. San Diego Drilling Type of Rig E-100 Bucket Aug^. Hole Diameter 30 in. Drive Weight 0-25'. 4.113#; 25-47'. 2.981iy Drop 30 in. Sheet Project No. Elevation Top of Hole 215 ft. Ref. or Damm Mean Sea Level a"" 30- 35- 40- O .c ro a o ffl_i t. to in OJ TJ 3 a E ffl CO GQ 14 lft/-N CH- OI U Q a 31 C a 121.9 ^6 2-K 14.3 ? to ^tj — to SM GEOTECHNICAL DESCRIPTION Logged By _ Sampled By RKW/KBC KBC DEL MAR FORMA'nON (Continued) @ 32.5'; WeU-cemented concretion, minor seepage > 34.3': Gradational change to gray.to olive-gray, more friable SANDSTONE H ] j i W 45- 50- 55- Total Deptti = 42.5' Downhole Logged to 41.5' No Ground Water Encountered at Time of DrUlmg Hole Backfilled on June 3, 1997 1 -I 1 J j ! n -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 Damm 0-25', 4,n3»; 25-47'. 2,98U 4971009-002 E-100 Bucket Auger Drop 30 in. Mean Sea Level o sz ro ao ffl_i c ts in OJ TJ 3 a E ffl CO o lft o IQ g a in,-N CH-OJ u a a \^ 31 t. Q — CO o3 to GEOTECIINICAL DESCRIPTION Logged By _ Sampled By KBC KBC/RKW 10-C:N70E, 15NW CK::N40E, 12SE GC:N25E, HSE 20- 25- 30- CL SM CL 9 LANDSLIDE DEPOSITS (Ols) @ O': Motfled light olive-green and lighl brown, damp to slighfly moist, stiff, sUty CLAY; massive, iron-oxide stained zones, moderately, sheared, rooflets in upper 12 inches 1 2.8': Contains scattered zones of light brown, slighfly, moist, dense, sUty, fme to medium SAND, iron-oxide stained, massive I 4'; Becomes blocky CLAY I 6'; Becomes slighfly cemented 1 6.3': Gradational change to pale olive-green, slighfly moist, dense, sflty fme SAND, massive, scattered iron-oxide blebs, slighfly micaceous @ 9'; Very faint cross-bedding dipping to flie norfli @ 10.3': Sharp, irregular contact to olive-green, moist, stiff, sflty CLAY, blocky; iron-oxide stained zones 13.1': Sharp irregular contact to clayey SAND (jumbled clay and sand mix?) 13.3'; Light olive-green, moist, medium stiff, sflty CLAY; highly weathered and punky; possible rupture zone, material below is very jumbled and relatively soft 14': Discontinuous plastic layer, approximately 1/2" thick 14.2': Very minor seepage 14.5': Clay becomes stiff and blocky ' 16.5': Contains zones of fme- to medium-grained SAND •17': Gradational change to olive-green sandy CLAY; blocky shiny . randomly-oriented shear surfaces 1 19'; Discontinuous sand layer (pale olive-green, moist, dense, fine to medium SAND) 1 20' to 22': Up to 1" fliick, near vertical sand infflled fracmre (desiccation crack?) I 23': Gradational change lo CLAY; becomes increasingly blocky and sheared, iron-oxide staining present along shiny shear surfaces, shears are discontinuous and randomly 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. Drive Weight Ref. or Datum Sheet 2 Project No. Type of Rig of 0-25'. 4.113iy; 25-47'. 2,98lff Mean Sea Level 4971009-002 E-100 Bucket Auge Drop 30 in. 30- 35- 40 — U .c ro a o ffl_i c tD in OJ TJ 3 RS;N80E, 1-2NW o +• z 01 §8 a e to g ffl a. CO 10 in.^ CH-OJ u a a \^ 31 C Cl Si'« — CO CO 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 plasdc soft 1. _ _ fl^yseam DEL MAR FORMATlbfj rrd)" @ 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, sflty, veiy fine SANDSTONE; massive, micaceous @ 36': Increasing iron-oxide stained zones 1 j 1 J @ 40': Light brown, moist, dense, sUty fme SANDSTONE; massive 45- 50- 55- 60- Total Depfli = 41' GeologicaUy Logged to 38' Very Minor Ground Water Seepage at 14 and 31 Feet Backfflled on June 4, 1997 ] j 1 -I 1 j i 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 Sheet Project No. Type of Rig 1 of 30 in. Drive Weight Ref. or Damm 0-25'. 4.113#; 25-47'. 2,9811/ Mean Sea Level 4971009-002 E-100 Bucket Auger Drop 30 in. .c ro ao ffl_j t. CO in OJ TJ 3 a E ffl CO §8 to g a in^ CH-OI u Q a \^ 3) L O CJ GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC/RKW KBC IO- IS— S;N60E, 26SW S;N80W, 35S C:N65W, 7SE C:N3SW, 20NE C:horizontal I 20- 25- 2SL ? ? CL SM CL SM SP SM SM SW LANDSLIDE DEPOSFTS (Ols) ® 1': Brown, damp, stiff, fme sandy CLAY; organic matter common, 1/8" diameter calcium carbonate blebs common, large and medium pores common @ 1.7'; Very irregular contact to light green, moist, dense, clayey, sflty fme SAND; abundant random gypsum-lined fracwres, rust colored manganese stains common @ 3.5': Gypsum l>ecomes ciystalline along 1/4" fractares @ 4': Grades into fine sandy CLAY;, blocky, rust colored manganese stains common > 7': Irregular gypsum-line 1/4" fracmres; generally dipping 35 degrees souttiwest I 9': Irregular, irregular, pohshed and striated shears I 10': Irregular, irregular, polished and striated sheais I 10.5': Gradational contact to sUty very fme SAND; thin iron-oxide stained stiingers common 1 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 linmg along contact I 14.5'; Sharp contact to light orange-brown to light brown, moist, dense, medium to very coarse SAND; fme-gravel common I 14.8'; Sharp contact to wet, fme to coarse SAND 17.3': Sharp waxy contact to light green, damp, very dense, sUty, very fme SAND; blocky, seepage along contact, orange-brown iron-oxide stains } 23": Grades to light brown, moist, sUty, fme to medium SAND; iron-oxide stains common } 24': White, well-cemented concretion } 24.5'; Sand becomes wet ) 25.5': Sand becomes damp to slighfly moist > 27'; Gradational contact (approximately 2") to light brown, wet, dense, fine to medium SAND; moisture increases wifli depth I 29': Grades to light brown, wel, 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 Damm Sheet 2 Project No. Type of Rig 0-25'. 4.113iy; 25-47'. 2.981jy Mean Sea Level of 2 4971009-002 E-100 Bucket Auge. Drop 30 in. 40- 45- 50- 55- U s: ro ao ffl_j c tD in 01 TJ 3 S;N25E, 38SE S:N45E, 38SW RS?:N80W, 32S a E ffl CO CQ 3 Bag-2 I I 10 in^ CH-OI o C3 a 31 t-Q .CO CL -ct- GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC/RKW KBC LANDSLIDE DEPOSFTS (Continued) @ 29.6'; Base of sand is a 2" ttiick layer of black coarse SAND, followed by a 1-1/2" layer of orange-brown very dense, sflty, very fine sarid @ 29.8'; Sharp contact to light gray-green, tectonically-sheared CLAY approximately 1" thick @ 29.9 : Light green, damp, hard, fme sandy CLAY; blocky, iron-oxide staining common along randomly oriented shears @ 30': Zone of high angle sheais to 44.5' I 35'; Coloi gradually changes to medium gray-green • @ 45': Possible rupWre surface/backscarp continuous around boring thin (approximately 1/16") plastic CLAY, very sheared above, less sheared IKIOW DEL MAR FORMA-nON (Td) @ 45.2": XJray- olive-green, moist, stiff, sUty CLAYSTONE; massive, slighfly sheared, slighdy unoxklized Total Deptti = 48" Geologically Logged to 46' Ground WaterSeepage at 16.5', 27.4', and 29.8' at Time of Drilling Backfflled on June 5, 1997 j ] j 1 -I 1 j j 1 -I 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 Sheet 1 Project No. Type of Rig of 30 in. Drive Weight Ref. or Datum 0-25'. 4,n3M; 25-47'. 2.981# 4971009-002 E-100 Bucket Auger Drop 30 in. Mean Sea Level u .c ro a o ffl_i c cs in OJ TJ 3 a E ffl CO in.^ CH-OI o C3 a 31 C Q -to to GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC CS:N60E, IOS 10- CL SM I 2 • 7 B:N70W, IIS C;NS0W, SN C:N22E, 2INW XB;N80E, 19S S:EW, 30S I SM SW CL CS:N42E, 25NW 30- LANDSLIDE DEPOSrrS(Ols) @ 1': Dark brown, damp, stiff, fme sandy CLAY; medium pores common, organic material common, few calcium cartx)nate blebs @ 1-1/2': Very irregular contact to light green, damp, dense, sUty very fine SAND; infflled fractures common along upper contact, few orange-brown iron-oxide stains, few manganese blebs I 5.2': A thin (1/2") clayseam composed of very light green tectonized CLAY; tfiin layer of orange-brown, iron-oxide staining at top and bottom followed by a ttiin layer of manganese staining at top and bottom contacts I 5.25': Below clayseam light gray-green, sflty very fine SAND; few iron-oxide stained blebs > 6': Grades to light brown, moist, dense, silty fine 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 sOinger ) 15': Sharp slighfly wavy contact to light brown, moist to wet, dense, fine to coarse SAND; upper 3" are stained orange-brown by iron-oxide, crudely l>edded ! 16': Sharp irregular contact to light gray, moist, dense, sUty fine to medium SAND ) 17': Sharp iron-oxide stained contact to light yellow-brown, moist, dense, fme to coarse SAND; flame stnicWre at contact, fine gravel common ) 18.5': Area of abundant gravel size fme SANDSTONE clasts ) 19': A 1-foot zone of cross-bedding;.wet to saturated witti minor seepage at base ) 20': Wavy approximately horizontal contact to light green, damp, hard fme sandy CLAY; heavUy randoinly sheared, iron-oxide and minor manganese stains on shear surfaces, blocky, few pocket or coarse SAND fractare inffll? > 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), tfiin layer of tectonized clay along surface of shear, manganese and iron-oxide stains common, minor seepage along surface > 25': Light olive-green, damp, hard, CLAY; massive 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-9 6-5-97 Date Project DriUing 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 of 0-25'. 4.113iy; 25-47'. 2,98lff Mean Sea Level 4971009-002 E-100 Bucket Auge. Drop 30 in. 30- 35 — 40- 45- 50- 55- 6Sh O SZ ro a o ffl_i c cs in OJ TJ 3 <r S:N70E, 25NW S:horizontal RS?:horizontal a E ffl CO So to g a Vt/-\ CH-OI u Q a 31 t. a in'^ CL CL GEOTECHNICAL DESCRIPTION I Logged By _ Sampled By KBC KBC @ 3I.S' and 32'; Approximately horizontal shear planes ^_32'[_ Possible ruptare surface aloiig shear plane DEL MAR FORMATION (Td) @ 32': Olive-green, damp, hard, CLAYSTONE; blocky \® 37': Practical refusal Total Deptti = 37' Dowrdiole Logged to 34' Ground Water Seepage Encountered at 20' and 25' At Time of Drflling Backfflled on June S, 1997 ] j 1 1 j 1 J j 1 j 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-10 6-5-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 187 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'. 2.98K' 4971009-002 E-100 Bucket Auger Drop 30 in. Mean Sea Level u .c ro ao ffl_i c cs in OJ TJ 3 OJ a ffl CO ig a 3> in^ CH- OJ u Cl a 31 C- o ^g - o o o'-J — CO oB CO GEOTECIINICAL DESCRIPTION Logged By _ Sampled By KBC KBC C:horizontal 6' -.. ' I C:horizontal C:horizontal 10- CL SM SW SM 1 • 6 20-I 2 • 7 C:N75E, ION 25- C:N45W, 15NE JUL SP TOPSOIL @ I': Brown, moist, hard, fme sandy CLAY; organic matter common, rooflets^common "DEL MAR FORMA'nON (Td) @ 1.8': Sharp, irregular contact to light green, damp, very dense, sflty fine SANDS'TONE; orange-brown iron-oxide stains common > 5.9'; Irregular contact to light gray to orange-brown, damp, very dense, fine to coarse SAND wifli abundant fme to medium gravel > 7.8': Irregular contact to light gray-brown, damp, very dense, sflty fme lo coarse SANDSTONE; scattered fine to medium gravel 12.5': Sharp veiy iiregular erosion surface; fme to medium gravel above contact to light gray, damp, very dense, sflty very fme SANDSTONE 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, very dense, sflty, fme to medium SANDSTONE; iron-oxide stains conunon 17.5': Concretionaiy nodule I 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 Date 6-5-97 GEOTECHNICAL BORING LOG LB-10 Project Drilling Co. Hole Diameter Elevation Top of Hole 187 ft. Lennar/Bressi Ranch 30 in. San Diego Drilling Drive Weight Ref. or Damm Sheet 2 Project No. Type of Rig 0-25'. 4.113jy; 25-47'. 2.981# Mean Sea Level . of 2 4971009-002 E-100 Bucket Augt. Drop 30 in. 30- 35- 40- 45- 50- 55- O !c ro a o ffl_j c CD in OJ TJ 3 a E ffl CO §8 CH- OI o C3 a s. 31 C o w g ^ o o in'^ oB CO SM GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC DEL MAR FORMA'nON (Continued) Total Depfli = 31' Downhole Logged to 28' No Ground Water Encountered at Time of Drilling Backfflled and Tamped on June 5, 1997 ] -I 1 ] 1 j 1 j j 1 j 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-11 Date 6-6-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 290 ft. Lennar/Bressi Ranch San Diego Drilling Sheet Project No. Type of Rig I of 4971009-002 30 in. Drive Weight Ref. or Damm E-100 Bucket Auger 0-25', 4,n3ff; 25-47', 2.98M; 47-72'. 2,168ff Drop 30 in. Mean Sea Level a3 u i ro a o ffl_i c ts Ift OJ TJ 3 a E ffl CO to g a in^ CH- OJ o a a 31 C a OJC w g ift'^ — CO oB CO GEOTECIINICAL DESCRIPTION Logged By _ Sampled By KBC KBC 10- CL SC CS:N60E, I2NW STR: N35W, UNW I 1 15- 20- C:N10E, 4W C;NS, 8W I CL ML SM SP SM SM/ML 25- C:N60W, SSW :N40W, 7N, Str:N10-lSW, 4W C:N60W, IOS SM ML SP SM LANDSLIDE DEPOSITS (Ols) @ 1'; Dark gray-brown, moisl, stiff, medium sandy CLAY; massive, organic matter common, charcoal common > 2.8': Very irregular contact to motded orange-brown and gray, moist, medium dense, sandy CLAY; massive, orange-brown, iron-oxide stringers and stains common, few fractare infflls of overlying material, few discontinuous vertical fracwres (approximately 1/4" tfiick), stained mst-brown with manganese > 6': Grades to motfled light gray and orange-brown, moist, medium dense, sflty, clayey, fme SAND; massive @ 10': Clayseam: 1/8" thick remolded clay, faint striations on slip surface, shaip contact to olive-green, moist, hard, CLAY; fissUe, 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 fissfle, yeUow discontinuous horizontal stringers abundant, scattered gypsum layers @ 13': Grades to light gray, damp to moist, dense, sflty, fme to medium SAND; abundant discontinuous approximately horizontal orange-brown, iron-oxide stained stringers, gypsum common @ 13.5': WeU-cemented concretion, 1/2" layer of gypsum around perimeter @ 15.5' to 18.5': Light brown to brown zone of moist, dense to vety dense, medium to coarse SAND; sheU fragments common, iiregular well-cemented concretions common @ 18.5': Shaip contact lo very light gray, damp, dense, sflty, very fme SAND thin (1/16") gypsum layer at upper conlact, thin orange-brown iron-oxide intertieds common (approximately every 1 to 3", thin (< 1/4") gypsum layers common (approximately every 5") @ 20.3': Sharp contact to fliinly mterbedded rose-brown arid light gray-brown, damp, dense, clayey, fine sandy SILT and clayey, sflty, fme - SAND; orange-brown iron-oxidized and yellow, thin, horizontal stringers common, moderately fissfle ® 21': Grades to dark rose-brown, damp, very dense, sUty, very fine SAND to very fine sandy SILT; fissUe, abundant horizontal yellow stringers (approximately eveiy 1/2") ® 22.5' to 23': Layei of brown, damp, medium dense, silty fine to medium SAND @ 24': Black very well-cemented concretion ® 25.3': Light gray, damp, dense, sflty, 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': Undulatoiy, raptare surface: 1/4" ttiick remolded, fat plastic clay * on a smoofli shinny surface; very faint straitions on surface TORREY SANDSTONE (Tt) @ 27.7': Below mptare surface: sharp contact to light orange-brown moist, dense, medium lo coarse SANDSTONE; ttiiifly bedded 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-11 Date 6-6-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 290 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-100 Bucket Augi 0-25'. 4.113#; 25-47', 2.981#; 47-72'. 2,16811 Drop 30 in. Mean Sea Level u sz ro a o ffl-j c CD in 01 TJ 3 O z a E ffl CO lft o CQ QJ Ift^ CH-OI u Q a 31 C o lft' lft, ffl' G' -to Os CO GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30- C:N45W, 8SW 35- C: NSW, 8W 40- C:horizontal 45- B;horizontal C;horizontal C:horizontal 50- 55- I 4 I 11 ? I 5 125/10' SM SW SM ML TORREY SANDSTONE (Tt) (Continued) @ 30.5': Cross-beds common @ 31'; Shaip contact to light gray and light orange-brown, moist, dense, sflty, fme to medium SANDSTONE; tfiinly bedded 1 34': Grades to fme to coarse SANDSTONE > 37'; Sharp contact to light gray and orange-brown, medium to veiy coaise SANDSTONE I 41': Sharp, wavy contact to interl)edded light gray and light orange-brown, iron-oxide stained beds of moist, dense, sflty fme to medium SANDSTONE, fliinly bedded DEL MAR FORMATION (Td) ® 44.5'; Shaip contact to dark gray, damp, veiy dense, fme sandy SILTSTONE, ground water encountered @ 45': Sharp contact to light gray-brown, moist, dense, sflty fine SANDSTONE \® 50.9': Drilling halted due to abundant caving of satarated sand Total Deptti = 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 DriUmg Backfflled on June 6, 1997 1 j 1 -I 1 -I 1 ] 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-12 Date 6-9-97 1 Project Drilling Co. Hole Diameter Elevation Top of Hole 315 ft. Lennar/Bressi Ranch San Diego Drilling Sheet Project No. Type of Rig of 4971009-002 30 in. Drive Weight Ref. or Datum 0-25' E-100 Bucket Auger 4.113#; 25-47'. 2.981#; 47-72'. 2,l68ff Drop 30 in. Mean Sea Level o .c ro ao ffl_i t. a lft OJ TJ 3 O z a E ffl CO 5o CO g a in/-. CH-OJ o a a \^ 31 C. Q .5 C OJ lft Os CO GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC C:horizontal B;N40W, lOSW 10- CL SM C:N20W, SSW SW 15- C;N70W, 20S 20- CL SM 25- 2SL ML LANDSLIDE DEPOSFTS (Ols) ® I': Red-brown, damp, stiff, fme sandy CLAY; organic material common @ 1.2': Grades to orange-brown, moist, dense, sflty, fme to medium SAND; light gray-brown motttes common, massive, few vertical fractares @ 2.2': Grades (over approximately 2") to light gray-brown, damp to moist, sUty fme SAND; massive, yellow horizontal stringeis common; orangerbrown, stains common, moderately fissUe, few gypsum blebs, few vertical fractares @ 3': Becomes very fissUe ® 10.7': Sharp contact to orange-brown, damp, dense, sUty fme to coaise SAND, crudely intertiedded with light gray-brown sUt, fme SAND above and below, gypsum layers common lielow 15.2' to 16': Well-cemented concretionary layer 16.8'; Slighfly irregular contact to gray-green, damp, hard, silty CLAY; blocky, abundant orange-brown approximate horizontal stringeis i 19' to 21': Gradesto gray-green, dense, sUty fme SAND; few high angle fracmres > 2r-22'; Light gray, damp, dense, sflty fme to medium SAND; massive > 22': Light gray-green, damp, veiy dense, sflty, very fme SAND; orange-brown, horizontal stringeis common, irregular discontinuous gypsum layers common > 24.5': Grades to thinly inteibedded, light gray, dense, brown and orange-brown, damp, very dense, sflty fme SAND; yellow horizontal stringers common, gypsum layers common, very fissUe > 26.5': Grades to predominandy rose-brown, fine sandy SILT witfi intertieds as described above; moderately fissfle ) 28.5': Grades to orange-brown, moist, dense, silty, fme to medium SAND; large concretionary nodules common, shell fragments common; few area of coarse SAND 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-12 Date 6-9-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 315 ft. Lennar/Bressi Ranch San Diego Drilling 30 in. Sheet 2 Project No. Type of Rig of 3 4971009-002 Drive Weight Ref. or Datum E-100 Bucket Augi 0-25'. 4.113#; 25-47'. 2.981^; 47-72'. 2.168# Drop 30 in. Mean Sea Level a* 30- 35- 45- 50- 55- U SZ ro a o ffl_i c tD lft OJ TJ 3 B:N65E, 4NW C:horizontal RS:N34E, UNW C:NI5E, 6W FR:N80E, HE O Z a E ffl CO §8 to g a (ft^ CH-OI u a a \^ 31 C C3 Ift'^ — CO Ov CO SM ML SP -CL- SM CL GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC LANDSLIDE DEPOSFTS (Continued) ' 35.5'; SheU fragments tiecome rare @ 37.2': Irregular contact to light gray, dense, moist, sUty fine SAND; tfiin orange-brown and brown interbeds common @ 37.5': Gradational contact to light gray, moist, very dense, sUty fme SAND I with rose-brown, orange-brown and yellow wavy horizontal inteibeds common @ 39': Grades to predominantty rose-brown, fme sandy SILT wifli ttiin interbeds as described atiove common, very fissfle @ 40 to 41': Brown to white, moderately to well-cemented concretionaiy layer @41.2': Seepage encountered 1 -I i J I H > 42.5| to 44.7'; Area of predominantty light gray sflty fme SANDSTONE ) 42.5' to 44.7': Grades to predominandy rose-brown, damp, very dense, fine sandy SILTSTONE wifli mteibeds as described above; very fissUe @ 46' to 46.5': Black weH-cemented concretionary layer; shell fragments common, coarse SAND above and below , @ 47::-'Irregular wavy sharp contact to dark gray, damp, hard. sUty, CLAY; I slighfly fissUe i@ 47.2': Sharp planar l/8".thick ruptare surface, tectonized CLAY along I slickened surface, tiuncates 1-1.5" " " ' I fractares DEL MAI^l^ORMATOi^ rril)~ ~ ' wide gypsum-lined orange-brown I 51-1/2'; Grades to light gray, moist, dense, sUty fine to medium SANDSTONE ] j n w : Wavy horizontal contact to light gray and orange-brown, wet, dense, I ledium to coarse SANDSTONE H H @ 55.5' medium @ 56.5': Becomes light gray @ 57.2': Shaip contact to olive-green, damp, hard, sandy CLAYSTONE to claystone; few fractares 505A(11/77) LEIGHTON & ASSOCIATES GEOTECIINICAL BORING LOG LB-12 Date 6-9-97 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-100 Bucket Auger 0-25', 4.113#; 25-47', 2.981iy; 47-72'. 2,168;!' Drop 30 in. Mean Sea Level 03 u sz ro ao ffl_j c CD tft OJ TJ 3 a E ffl CO CQ 31 lft/-\ CH-OJ U a a 31 L • Ov CO GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 60- FR:N20E, 36NW 65- /^>^^ CL DEL MAR FORMATION (Continued) 1 67': Ground water encountered 70- Total Depfli = 69' Downhole Logged to 67,5' Seepage Encountered at 41', 47', and 57' at Time of DrUling Ground Water Encountered at 67' at Time of Drilling Backfflled on June 9, 1997 75- 80- 85- 3SL 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-13 Date 6-10-97 Project DriUing Co. Hole Diameter Elevation Top of Hole 265 ft. Lennar/Bressi Ranch San Diego Drilling Sheet Project No. Type of Rig 1 of 30 in. Drive Weight Ref. or Damm 0-25'. 4,113#; 25-47'. 2.981# 4971009-002 E-100 Bucket Aug.. Drop 30 in. Mean Sea Level Q3 o .c ro a o ffl_i c cs in OJ TJ 3 O z a E ffl to to g a in^ CH-OI u o a 31 C Q g — to oB CO GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC B:EW, 13N C;N10E, lONW 10- ? IS — FR:N4S,E, 30NW FR;N15E, 62NW C:N42E, 52NW FR:N15E, 30NW I C:horizontal CL SM SP CL SM ML/SM TOPSOIL @ 0': Brown, damp, stiff, fine sandy CLAY; organic material common, sand ' blebs, conunon, rooflets common TOM^'y SANDSTONElft)" ~ @ 0.8': Very irregular contact to light brown, moist, medium dense, sflty fme SANDSTONE; few medium pores in upper I-foot, massive, orgame material common @2.3': Thin black layer of peat @ 3.3': Irregular erosion surface to light gray-brown, moist, medium dense, sflty fine SANDSTONE; orange-brown, mtertwds common, few yellow interbeds, moderately weathered, fissUe @ 5": Very irregular contact to yellow-gray, wet, loose, fme to medium SANDSTONE; orange-brown and sfltier in upper 3", massive 1 7': Shaip contact to light gray, wet to moist, stiff to hard, fme sandy sUty CLAYSTONE; seepage above contact, discontinuous randomly oriented thin orange-brown and red-brown stringers common 1 8': Material becomes crambly 11.5': Material becomes blocky and is heavUy fractared; fractares arc lined wifli orange-brown staining 13': Black sandstone concretion 13.5': Grades to gray, moist, very dense, sflty fme SANDSTONE; massive few approximate vertical fractares, few lined witti gypsum 19': Steep fracwre, gypsum and iron-oxide stains along surface > 22': Sharp conlact to inclusions of gray-green, damp, very dense, sflty fme to medium SANDSTONE ) 24.2': Planer fractare; orange stained on surface 1 27.7': Gradations contact (dipping approximately 20 degrees northwest) to orange-brown, moist, dense, medium to coarse SANDSTONE li I H n ,fi w ri w w a DEL MAR FORMATION?(Td) @ 28.8': Undulating contact to light gray, moist, dense, fine sandy, SILTSTONE, tn .ilty fine SANDSTONE 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-13 Date Project Drilling Co. Hole Diameter 6-10-97 Lennar/Bressi Ranch San Diego Drilling Sheet 2 Project No. Type of Rig 30 in. Elevation Top of Hole 265 ft. Drive Weight Ref. or Damm 0-25'. 4.113iy; 25-47', 2.981# of _ 4971009-002 E-100 Bucket Auger Drop 30 in. Mean Sea Level a"" Q3 .c ro a o ffl_i c CD in OJ TJ 3 a E ffl CO to 31 in^ CH-OI u a a 31 S. o ._ fll ;tJ CO' GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30-10 SM DEL MAR FORMATION? (Td) (Continued) 35- 40- 45- 50- 55- 60- Total Depfli = 31' Downhole Logged to 29.5' Seepage Encountered at 7', 12.5', 19', and 24", at Time of Drflling Ground Water Encountered at 29 Feet at Time of Drflling Backfflled on June 10, 1997 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 30 in. Sheet Project No. Type of Rig 1 of Drive Weight Ref. or Damm 0-25'. 4.113iy; 25-47'. 2.9811^ Mean Sea Level 4971009-002 E-100 Bucket Aug.. Drop 30 in. aO* cziZ 10- 20- 25- 2SL o .c ro ao ffl_i c cs CS:N35E, 30SE in 01 TJ 3 B:N10E, 4W CS:N80E, 40SE C:horizontal FR:N3E, 67E O z a E ffl CO §o to g a I in^ CH-OI o CJ a v^ 31 C o L 3.^ Ift c OJ - o tJ lft' lft, ffl' GCJ — CO oB CO CL SM CL SM ML CL SM ML SW GEOTECHNICAL DESCRIPTION Logged By Sampled By RKW/KBC KBC LANDSLIDE DEPOSTTS (Ols) 1'; Brown, damp, hard, fme sandy CLAY; organic material common, few \ medium nores. calcium rartwinatp hipbc rnmmnn n#.ar Kacf. I medium pores, calcium carbonate blebs common near base ) 1.7': Irregular gradational conlact to light gray-brown, moist, dense, sflty fine SAND; approximately horizontal orange-brown sti-ingers common, crudely bedded ! 3.8' to 4.2': Dark brown discontinuous I" ttiick zones of tectonized clay, moderately sheared !4.5': Fracwre infUl 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 I 7.2': Very irregular gradational contact to light to daik gray, moist, stiff, fine sandy, sflty CLAY; orange-brown motfles common, few calcium caibonate blebs, charcoal common, massive I 8.5': Grades to sflty 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 common 11.8' to 12.8': Zone of moderately sheared light olive-grcen CLAY 12.5': Grades to light gray and orange-brown, moist, dense, slightty, clayey, sflty fme to medium SAND; light gray approximately I" fliick wavy sUty CLAY interbeds common IS': Lense of fracmre infUl of light orange-brown to light gray, moist, dense, sUty fme to coarse SAND; few fine gravels 16': Angular irregular contact to dark gray-brown, moist, hard, clayey, fme sandy SILT; sandy intertieds common 17".- Grades to light brown, moist; dense, sUty fme to medium SAND; massive, coaiser areas common 18': White, moderately cemented concretionary nodule > 20': Grades to fme to coarse SAND; fme gravels common, massive 1 26.5': Gypsum-lined fracwres r ^ r 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-14 Date 6-10-97 Project Drilling Co. Hole Diameter Elevation Top of Hole Lennar/Bressi Ranch San Diego Drilling Sheet 2 Project No. Type of Rig 30 in. 235 ft. Drive Weight Ref. or Damm 0-25'. 4,11311; 25-47'. 2,9811/ of 2 4971009-002 E-100 Bucket Auger Drop 30 in. Mean Sea Level in 0) TJ 3 O z a E ffl CO IO g a in/-v C4-OJ u a a C CJ 5-Si'« — CO oa CO Logged By _ Sampled By GEOTECHNICAL DESCRIPTION RKW/KBC KBC 35- FR:N10W, 6SE •3'~=rg; C:horizontal FR:N5E, 70E RS;N80E, SSE 40— - ~ FR:N80E, 18S FR:N60W, 40SW 45 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-green, moist, dense, clayey, medium to coarse SAND @ 34.3'; Clayseam lupwre surface offsets fracwre (1/4" fliick tectonized clay) "DEL MAR FORMA'nON (Td) @35.5'; Olive-grcen CLAY as described above @ 36': Becomes hard, blocky and fractared ! 40.2': Thin (1/4") fracwre, polished surface moist, CLAY atxive fractares ) 41.2'; Fracwre, l/4"-I/2" ttiick area of tectonized CLAY above polished surface ) 43': Moderate seepage Total Deptti = 47' Downhole Logged to 45' Minor Seepage at 33', 39', 40', and 43' at Time of DrUling BackfUled on June 10, 1997 50- 55- 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. Drive Weight Ref. or Datum Sheet Project No. Type of Rig 1 of 3 4971009-002 E-100 Bucket Augerj 0-25'. 4.113iy; 25-47'. 298W; 47-72'. 2.168iy Drop 30 Mean Sea Level 03 5 — lo- ts— 25 — 2SL o sz ro ao ffl_i L. CD lft OJ TJ 3 C:N50E,9SE C:horizontal C:horizontal .g-2 @7'-10 C:N70E, 4SE C:N75W, 20SW C:EW, 8S B:N45W, 20S C:horizontal C:N5W, 20E a E ffl CO Bag-1 @0'-3' 4 • 4 g-5 J24'-26 Ift^ CH-OI u CD a N. 31 C a cu- lt ML SM CL ML SM sw CL GEOTECIINICAL DESCRIPTION Logged By Sampled By KBC KBC TORREY .SANDSTONE (Tt) @ I'; Light gray to light gray-green, damp, dense, fme sandy, SILTSTONE; blocky, orange-brown stringers common, cartionate coating on ped faces @ 1.5': Shaip, wavy contact to light orange-brown, damp, medium dense, sUty fine to coarse SANDSTONE; massive, few shell fragments ® 4'; Light gray clay stringers common @ 5'-6': SheU fragments and fine gravels common @ 5.5": Large black well-cemented concretion, shells common @ 6': Contact along black wavy I" thick bed to orange-brown, damp, dense sUty fme to medium SANDSTONE; massive @ 6.5': Shaip contact to light green, moist, stiff, sflty CLAYSTONE; red-brown ttiin SILTSTONE horizontal stiingers common, moderately fissfle, randomly oriented gypsum-lined fractares common, gypsum blebs common 10'; Sharp gypsum-lined contact to light gray to light rose-brown, damp, dense, clayey, SILTSTONE; moderately fissfle, massive, approximately horizontal orange-brown stringers common I 13.5'-I4.5'; Black concretionary nodule, abundant gypsum-lined fractares I 15': Sharp contact to light gray wifli orange-brown motfles, moist, dense, sUty fme to medium SANDSTONE; massive < 17': Sharp contact to off-white, moist, dense, fme to coarse SANDSTONE; ttiickly tiedded, fmer tieds common, cross-liedding aliove contact )21.8': Sandstone becomes wet 1 22.3'; Sharp contact to light gray to light gray-green, moist, haid, sUty CLAYSTONE; moderately fissile, orange-brown and yellow horizontal stringers common, few gypsum-lined stiingers >25.6': Thin sandstone inteibeds common ) 26'; Sharp contact to gray, moist, dense, fine to coarse SANDSTONE; thinly bedded, orange-brown and red-brown stains along Iwdding 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-15 Date 6-11-97 I*roject Drilling Co. Hole Diameter Elevation Top of Hole 310 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 2 Project No. Type of Rig of 4971009-002 30 in. Drive Weight Ref. or Damm E-100 Bucket Auger 0-25'. 4,113«; 25-47'. 2981#; 47-72'. 2,168ff Drop 30 in. Mean Sea Level a3 o .c ro a o ffl_i L CD lft OJ TJ 3 a E ffl CO o lft £Q g a ift^ CH-OI o a a v^ 31 C Q - O O 111' tft, ffl' oB to GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30- C:horizontal 35- 40- 45 — 50- 55- sw CL TORREY SANDSTONE (Continued) ©31': Sandstone is moist to wet @ 32.3';_Sarid«oneJ)ecomes_veiT^^ few rip-up clasts "DEL MAR FORMATION (Td) @ 32.7': Contact to light gray, moist, stiff to hard, slighfly sandy sflty, CLAYSTONE; orange-brown and red-brown motfles common I 7 • 8 I 45': Few randomly oriented fracwres, rose-brown, manganese staining common along fracwres 8 I 24/8" 1 55': Claystone grades to sandy CLAYSTONE 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-15 Date 6-11-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 310 ft. Lennar/Bressi Ranch San Diego Drilling Sheet Project No. of 3 4971009-002 30 in. Drive Weight Ref. or Damm Type of Rig E-100 Bucket Aug. 0-25'. 4.113#; 25-47'. 2981//: 47-72'. 2.168ff Drr^p 30 in. Mean Sea Level 60- 65- 70- O X ro a o ffl_i L ts in 01 TJ 3 a E ffl to • 25/6" 10 1 25/6" ift/^ CH-OI u a a 31 C a 01-5 w g *- rt — CO o3 CO CL GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC DEL MAR FORMATION (Continued) @ 60': Sandy claystone grades to CLAYSTONE • i 75- 80- 85- 3SL Total Depfli = 70.5' Downhole Logged to 68' No Ground Water Encountered (minor seepage at 22') Backfflled on June 12, 1997 n, n n D 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 Sheet Project No. Type of Rig 1 of 3 4971009-002 30 in. Drive Weight Ref. or Datum E-100 Bucket Auger 0-25', 4,113#; 25-47'. 29811^; 47-72'. 2,168# Drop 30 in. Mean Sea Level aZ 10- 15- 20- 25- 3SL u .c ro ao ffl_i c ts ^1 7^ lft OJ TJ 3 C;horizontal C:horizontal C:horizonlal a E ffl CO I Bag-2 ^?I5'-I7 I 13 Iflz-V CH-OI o a a \^ 31 t. O W g CO -SC- SM ML/CL CL SM SW CL GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC TOPSOIL '@ 0.5': Red-brown, moist, medium dense, medium sandy CLAY; few 1 fractares TORREY SANDSTONE (Tt) @ 0.8': Gradational contact to light orange-brown, to light gray, moist, dense, sflty fme to medium SANDSTONE; few fliin SILTSTONE interbeds @ 3': Shaip conlact to orange-brown, moist, dense, sflty fme to coarse SANDSTONE; I" thick rose-brown sUtstone bed at contact, massive DEL MAR FORMA'nON (Td) @ 5': Wavy conuct to light gray, moist, veiy stiff, clayey SILTSTONE to sUty CLAYSTONE, cmmbly, approximately horizontal orange-brown stringers common @ 7': Becomes haid 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 fracwres '21': White well-cemented concretionary nodule I 22': Becomes sandier > 23.5' to 25.5': Large well-cemented white concretionary nodule I 24.5': Contact partially obscured by concretion to light gray and orange-brown, moist, dense, fine to coarse SANDSTONE; crudely bedded I 28.5': Sharp undulating contact to olive-green, damp, hard, CLAYSTONE; massive, blocky, coarse SANDSTONE infills along fractares 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-100 Bucket Aug. 0-25', 4,113ff; 25-47', 2981iy; 47-72'. 2.168<» Drop 30 in. Mean Sea Level o sz ro a o ffl_j c ts lft OJ TJ 3 O z a E ffl to in o -» o to g a in^ CH-OJ o C3 a 31 L CD — CO oB CO GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30- 35- S: N65E, 25SE 40- C:horizontal FR;N5E, 40E 45- 50- 55- ? I to CL SW CL DEL MAR FORMATION (Continued) I 32.5': White, well-cemented concretionary nodule I 33': Claystone is moderately fractared, orange-brown iron-oxide and rose-brown manganese stains on fractare and ped surfaces common ! 36.5': Shear plane wifli 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 shaip contact to olive-green, damp to moist, hard, CLAYSTONE; fractared and blocky ) 41.3': Continuous fractare with week seepage, sand common along fractare I 46'; Grades to light gray-green, less blocky and fracWred I 52'; Becomes moderately blocky and fracWred I 58.5': Grades to olive-green CLAYSTONE 1 J ^ ] j 1 j 1 -I 1 u 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 Sheet 3 Project No. Type of Rig of 4971009-002 30 in. Drive Weight Ref. or Datum E-100 Bucket Auger 0-25'. 4.113#; 25-47'. 2981^; 47-72'. 2,168ff Drop 30 in. Mean Sea Level a*" o x: ro a o rt_j L ts in OJ TJ 3 O z a E ffl CO =g a. in^ CH- OJ o a a \^ 31 C o o|5 c 01 ^ o o in u GEOTECIINICAL DESCRIPTION Logged By _ Sampled By KBC KBC 60- 65 — 70- CL DEL MAR FORMA'nON (Continued) @ 63'; Moderately fractared I 19 75- 80- 85- 3SL Total Deptti = 71' Downhole Logged to 69' Minor Seepage at 42' Backfflled on June 12, 1997 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-17 Date 6-13-97 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 Aug 0-30'. 4.991#; 30-60'. 3.841ii<; 60-90'. 2.446/1 Drop 30 in. Mean Sea Level in OJ TJ 3 C: horizontal F:N15E, 75W C:N55E, SNW F:N5E, 65E C:EW, SS C: horizontal a E ffl CO I I 31 Ift.^ CH-OJ u Q a w 3> L a w g GO — CO o3 CO SM GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC TORREY SANDSTONE (Tt) @ I'; Light gray-brown, damp to moist, dense, sflty fine to medium SANDSTONE; thiifly bedded, orange-brown, iron-oxide stained beds common, fractares common, few calcium cattxmate linings, calcium cartxmate-lined fault I 3.7'; \Vavy contact to light gray, damp, dense, sflty fme SANDSTONE; vertical calcium carbonate lined fracwres common, massive, fault is stained orange-brown on «ither side of sharp slip plane I 9': Material grades to orange-brown, fme to coarse SANDSTONE I 9.5' to lO.S': Orange-brown concretionary layer; well-cemented shells common, stains are tiuncated by fault I U': Grades from orange-brown stained, sflty fme SANDSTONE back to light gray sflty fme sandstone I 12.1': Thin I" ttiick light gray sUty CLAYSTONE bed along contact to tan-brown, damp, dense, sUty fme SANDSTONE; massive 14': Grades to orange-brown 15': "Thin fault trace (approximately 1/16" wide) apparent displacement: east side down 1/2" @ 18': Wavy irregular contact to off-white, damp, dense, sUty fine SANDS'TONE ® 18.5'; Orange-brown, moderately cemented concretionaiy nodule > 21'; Sharp, slighfly wavy contact to orange-brown, moist, dense, sflty fine to medium SANDSTONE; fliickly interbedded witti light gray-brown sflty fme SANDSTONE @ 25.5': Orange-brown concretionary nodule @ 26.2': Grades to light gray sUty fine SANDSTONE @28': Thin fault trace CL I @ 29.5': Sharp contacl to light gray, moist, hard, silty CLAYSTONE; n n H Ll H a H n n 505A<11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-17 Date 6-13-97 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 Datum Type of Rig E-120 Bucket Auger 0-30'. 4,991#; 30-60'. 3.841#; 60-90'. 2,4460 Drop 30 in. Mean Sea Level a** a3 o sz ro ao ffl_j c CD lft OJ TJ 3 O z a E ffl to §8 tD OJ tft/-N CH-OJ o C3 a 31 t. • > o:: CO GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30- 35-C; horizontal 40- B:N25W, SSW 45- 50 — 55- J&fL F: NSE, 70E CL SM CL SM SC SM concretionary nodule at contact; few thin orange-brown interbeds > 30': Fault is stained orange-brown in CLAYSTONE 131': Material gradually becomes sandier > 31.5': Grades to light gray, moist, dense, sUty fine SANDSTONE > 32.5': Grades to light gray-brown, moist, hard, sUty CLAYSTONE; weakly fissUe I 34.5': Sharp contact to light gray-brown. damp, dense, sUty fme to very fine SANDSTONE; thitfly 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 interbeds common I 48.5': Grades to light gray, moist, dense, sUty fme SANDSTONE; orange-browTi stains common ®52': Grades to 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 Sheet 3 Project No. Type of Rig of 4971009-002 30 in. Drive Weight Ref. or Datum E-120 Bucket Auge 0-30'. 4.991#; 30-60'. 3,84U; 60-90'. 2,446;^ Drop 30 in. Mean Sea Level in OJ TJ 3 a E ffl CO to g a in/-\ CH-OJ o a a 31 C a GEOTECIINICAL DESCRIPTION Logged By _ Sampled By KBC KBC r IS SM C: horizontal 65- 70-— -T / • C: horizontal 75—: C: NSSE, SS 80- ML I 6 • 14 85 — •/.\ V;. C: horizontal Bag-7 90 ' -~ CL ML ® 60': Contact below concretion material to orange-brown, moist, dense, silty fine to medium SANDSTONE @ 61.5' to 63': Red-brown 1" wide near vertical fractares common; gypsum lined @ 63': Thin (1/2") red-brown SILTSTONE layer; fracwres stop ® 63': Contact to gray-brown, moist, dense, sUty fme to very fine SANDSTONE; fliiijy liedded, clayey units common ) 68.5': Grades to orange-brown, sUty, fme to medium SANDSTONE > 69.3': Sharp contact to dark gray-brown, moist, very dense, fme sandy clayey SILTSTONE; abundant thin 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; fliiifly liedded, few gypsum-lined fractares @ 85.1' to 86': Dark gray, coarse, sandy moderately cemented concretionary layer @ 86'; Dark gray, moist, hard, sflty 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, tfiinly bedded @ 87.2' to 88.6': Light gray well-cemented 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. Sheet of Lennar/Bressi Ranch 4971009-002 San Diego Drilling Project No. Type of Rig E-120 Bucket Auger 30 in. Drive Weight Ref. or Damm 0-30'. 4.991#; 30-60', 3,841//; 60-90'. 2.446# Mean Sea Level Drop 30 in. o .c ro ao ffl_i c ts in OJ TJ 3 a E ffl CO 3 2 to\ in.^ CH- OI u Q a 31 L Q tig ^ O u > -to oB CO GEOTECIINICAL DESCRIPTION Logged By _ Sampled By KBC KBC 90- 95- 100- ML TORREY SANDSTONE (Continued) ® 91': Few clayeyer units CL I 16/6" C: horizontal 105- 110- 115 — SM > 97'-98': White well-cemented concretionary nodule > 98': Grades to dark brown, moist, hard, sflty CLAYSTONE; light gray sandy SILTSTONE layers common 101': Light gray well-cemented concretionary nodule 103': Sharp contact to gray to light gray, damp, dense, sflty fme to medium SANDSTONE Total Depfli =116' Downhole Logged to 114' No Ground Water 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 Drilling 30 in. Drive Weight Ref. or Datum Sheet Project No. Type of Rig 1 of 4971009-002 E-120 Bucket Auge 0-30'. 4.991#; 30-60'. 3.841#; 60-90'. 2,446// Drop 30 in. Mean Sea Level civ!; o JC ro ao ffl_i c ts in 0) TJ 3 O z a E ffl CO §8 o^ CQ 31 Ift/^ CH-OI O Cl a 31 C CZl OJ c- w g o u GO —to o; CO GEOTECHNICAL DESCRIPTION | Logged By _ Sampled By KBC KBC -3 to — 15- C; horizontal C:N50W, SNE F:NS, 57W B:N55W, ION CL SM I SC SM C:N30W, ISNE B:N85W, 9N 20- F:NSW, 71W B:N87W. ION TOPSOIL > 1 Brown, moist, stiff, fine to medium sandy CLAY; fme pores common, rooflets common, calcium carbonate blebs common, few charcoal fragments 2*: Discontinuous layer (0.4' thick) of calcium carbonate TORREY .SANDSTONE (Tt) @ 3.5': Discontinuous wavy contact to interbedded orange-brown and gray, rnoist, medium dense, sUty fine SANDSTONE; calcium carbonate lined fractares and concretions common @ 5.5'; Calcium caitxinate layer 0.5' thick @ 6'; Shaip contact to orange-brown, moist, medium dense, sUty fine to medium SANDSTONE; massive @ 7': Fine to coarse SANDS'TONE; fme gravel and shell fragments common, 1/2" tfiick carbonate-fflled fractares common, abundant calcium carbonate blebs ® 10' @ ir @ 12' @ 13' @ 14' : Bed (O.S' fliick) of olive-green, moist, stiff, medium to coarse sandy CLAYSTONE; shell fragments common, fissUe, calcium carbonate blebs common : Green claystone motfles common : Very irregular contact to light gray, moist, medium dense, clayey, sUty fme SANDSTONE; abundant random orange-brown stains, fractares common, fissUe in areas, calcium carbonate blebs common : Areas of deep red and rose-brown mangnesium staining : Slighfly wavy, gradational contact to off-white, damp, dense, sflty fme SANDSTONE; fliinly bedded, yellow stains common parallel to bedding, orange-brown blebs common ) 24': Thin calcium carbonate-lined fracwre ) 25': Brown, moderately cemented concretionary nodule » 27.5': Black, moderately cemented concretionary nodule 1 1 J j j 1 j I h y H 505A{11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-18 6-17-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 405 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 2 Project No. Type of Rig of 4971009-002 30 in. Drive Weight Ref. or Damm E-120 Bucket Auger 0-30', 4.991iy; 30-60'. 3.841iy; 60-90'. 2,446// Drop 30 in. Mean Sea Level lft OJ TJ 3 a E ffl to Ift^ CH-OJ u C3 a 31 C CJ 01-5 01 in ift'^ GEOTECIINICAL DESCRIPTION Logged By _ Sampled By KBC KBC SM F;N15W. 76SW B:NS,10E F;NS, 62E 40- C;N85E,SS C: horizontal C; horizontal 7 -y^iiv, 55- ML SM TORREY SANDSTONE (Continued) @ 31.5'; Two faults intersect, lower fault is west side up ® 31.7': Yellow-brown concretionary nodule J 38'; Sharp wavy contact to light gray, moist, very dense, sflty 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 contacl to light gray, moist, dense to very dense, sflty fine to medium SANDSTONE; thinly bedded, yellow stains common ) 45': Irregular fracWre I 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 1 53.5': Becomes massive > 57.5' to 58.5': White, weH-cemented concretionary layer, shells common 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-18 Date 6-17-97 Project DrillmgCo. 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 Auget 0-30'. 4,991#; 30-60', 3,841iy; 60-90', 2,446;^ Drop 30 in. Mean Sea Level a*" u sz ro a o ffl_i c IS in 01 TJ 3 a E ffl CO CQ tn^ CH-OI o o a 31 t. O - o CJ tft' lft, ffl' G' Oc CO GEOTECIINICAL DESCRIPTION Logged By _ Sampled By KBC KBC 60- 65- B: horizontal C; horizontal C: horizontal 70- 75 — 80- I I 16 SM TORREY SANDSTONE (Continued) ® 60.5': Bed of orange-brown, moist, medium dense, sflty fine to medium SANDSTONE ? 62.5': Sharp contact to orange-brown, moist, medium dense to dense, sflty fme to medium SANDSTONE; massive I 64.5': Shaip contact to light gray; to gray, moist, dense, sUty very fme SANDSTONE; diinly bedded > 65' to 65.5': White, well-cemented concretionary layer 1 72': Sharp contact to orange-brown, moist, medium dense, sUty fme to medium SANDSTONE; massive ? 74' to 74.7': White, well-cemented concretionaiy layer ! 74.7': Contact to light gray to gray, moist, very dense, sUty fme to veiy SANDSTONE; fliinly bedded i j j 1 fm( _ 85- 3SL Total Deptti = 81' Downhole Logged to 78' No Ground Water Encountered at Time of Drilling Backfflled 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'. 3.841iy 4971009-002 E-120 Bucket Auger Drop 30 in. Mean Sea Level g«! 03 o sz ro a o ffl_i c tD lft 01 TJ 3 a E ffl to ID Ift^ CH-OI U o a \^ 31 C a 01 c w g ;tj Ox CO 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, IOS C:N20E, 5W 25- 2SL JL SM SM SW TOPSOIL @ 0': _Browii, mojst^ stiff, fine sandj; CLAY;_organic materiaUornmon TORREY SAND.STONE (Tt) ©I': Sharp, wavy contact to light yellow-brown, moist, medium dense to dense, sflty fme to coarse SANDSTONE; ttiin well-cemented beds common @ 2.8' to3.3'; Lightbrown well-cemented concretionary layer; shell fragments common ® 3.3': Sharp contact to gray, moist, stiff, fme sandy CLAYSTONE; crambly, calcium cartionate blebs common, yeUow-brown and orange-brown stiingers common, few fractares @ 3.8'-4': Orange-brown, sUty, fme to coarse SANDSTONE bed @ 4.5': Claystone is less crambly and more fissUe witti increasing deptti ® 9': 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 wifli orange-brown iron-oxide staining 15'-15.5'; Bed of off-white, moist, dense, sflty fme to medium SANDSTONE 16': Rose-brown SILTSTONE, interbeds common I 18:8': Irregular layer of intennixed orange-brown, fme to medium SANDSTONE and.light gray .sandy CLAYS'TONE > 19.1': Sharp, wavy contact to off-white, moist, dense, sflty, 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; ttiinly 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 30 in. Drive Weight Ref. or Datum Sheet 2 Project No. Type of Rig of 4971009-002 0-30'. 4,991ff; 30-60'. 3.841# Mean Sea Level E-120 Bucket Aup;^. Drop 30 in. a** Q3 30- _jrtL -/ C: horizontal 45- 50- 55- U .c ro ao ffl_i c CD Ifl 01 TJ 3 a E ffl CO §8 ID I 14 31 Ifl.^ CH-OI u o a 31 C a .5 3.*- in 3Z in' tn, ffl' SCO CjO — CO oB CO sw CL GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC TORREY SANDSTONE (Continued) @ 30': Claystone rip-ups and stringers common I 32'; Minor seepage ^32.5':_ Seepage is moderate DEL MAR FORMATION (Td) @ 32.5'; Wavy contact to light olive-green to olive-green CLAYSTONE; heavfly fractared, seepage along fractares, blocky < 37,5': Minor caving Total Deptti = 47' Downhole Logged to 40' Seepage at 32' Groimd Watei at 40' Hole BackfUled on June 18, 1997 H "Ll H D W n n [] ±1 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 San Diego Drilling Sheet Project No. Type of Rig 1 of 30 in. Drive Weight Ref. or Datum 0-30'. 4.991#; 30-60', 3.841iy 4971009-002 E-120 Bucket Auger Drop 30 in. Mean Sea Level oii^ O Z ro ao ffl_i c CD Ift 01 TJ 3 O z a E ffl to CQ g a CH- OI o Q a \^ 31 C Q ^ g > GH — CO oB to Logged By _ Sampled By GEOTECIINICAL DESCRIPTION KBC KBC 10- CL F:N70E, 55S RS:N30E, 5' SE I FR:N20W, 82SW 25 — 2SL SC CL SM LANDSLIDE DEPOSITS (Ols) @ 1': MixWre of dark brown and dark gray-brown, moist, hard, fme sandy CLAY; organic material common, few medium pores @ 2': Gradational contact to dark gray-brown, moist, stiff, fme sandy CLAY; plastic, crambly texWre, calcium carbonate blebs @ 3': Grades to light olive-green, moist, stiff, fme sandy CLAY; plastic, crambly, calcium carbonate blebs common, gray-brown motfles common, gypsum blebs abundant > 7': Black manganese stains common ) 7.8' to 8.4': Pocket of orange-brown clayey SAND ' 9.5': Fracwre inffll; Reddish brown, moist, medium dense, zone of clayey fme to medium SAND; green and brown motfles common, gypsum blebs and pockets common, wide (approximately 3 feet) pocket of inffll material on soutti side of hole, north side of hole and below fracwre is crambly to blocky light olive-green CLAY, clay is crambly along base of inffll 16': Clay is hard blocky and moderately fracWred @ 18': Thin (approximately 1/8 inch) shear, 1/4 inch of crambly clay along ' shear, yeilow-brown mottiing below stiear, red-brown manganese stams ' beiow DEL MAR FORMA'nON (Td) Light olive-green, moist, vety 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 I 27': Grades to gray-green, moist, very dense, silty fine to medium SANDSTONE; massive 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-20 Lennar/Bressi Ranch 4971009-002 Date 6-18-97 Project Drilling Co. ^ San Diego Drilling Type of Rig E-120 Bucket AURC Hole Diameter 30 in. Drive Weight 0-30'. 4.991;^; 30-60'. 3,841/1 Drop 30 in. Sheet 2 of _2 Project No. Elevation Top of Hole 250 ft. Ref. or Datum Mean Sea Level 30- 35- 40- 45- 50- 55 — .c ro ao ffl_i t. ts lft OJ TJ 3 C: horizontal O z a E ffl CO CQ g a 12 IftrN CH-OI O Cl a x^ 31 C C3 3., Ov CO SM SW CL GEOTECIINICAL DESCRIPTION Logged By _ Sampled By KBC KBC DEL MAR FORMATION (Continued) @ 30': Off-white, well-cemented concretions 1 32': Grades to sflty fme to coarse SANDSTONE ) 34.5'; Grades to orange-brown; material is moist to wet 1 37': Very irregular wavy conlact to gray-green, moist, very dense, sflty fme SANDSTONE; massive I 40': White, well-cemented concretionary nodule ) 45': Sharp contact to light orange-brown, wet, dense, fine to coarse SANDSTONE; massive, weak seepage 1 47': Sharp contact to olive-green, moist, hard, fme sandy CLAYSTONE Total Deptti = 50' Downhole Logged to 48.5' Minor Seepage at 45' Backfflled on June 18, 1997 ] ] 1 -I 1 -I i J "j ! n w 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 Sheet Project No. 1 Of 4971009-002 30 in. Drive Weight Ref. or Damm N/A Type of Rig E-120 Bucket Auger Drop 30 in. Mean Sea Level a*" ciz; 5 — 10 — 15- 20- 25- 2SL. sz ro ao ffl_j t. ts lft 01 TJ 3 O z a E ffl CO to g a ift^ CH- OI o a a 31 C a «A »• g ^ o u — CO to^ CL SM SW SM GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC TQPSQIL I 1': Brown, moist, stiff, fme sandy CLAY; organic material common, roottets common OUATERNARY ALLUVHIM (naTy - @ 2': Gradational contact to brown, moist, medium dense, sUty fme to medium SAND; organic material common, rooflets common, clayey sand layeis common > 13': Brown, sand mixed wifli light green, moist, fme to medium sandy CLAY; motfled DEL MAR FORMA-nON (Td) @ 15': Light gray-brown, moist, dense to veiy dense, fine lo coaise SANDSTONE; massive • 19': Shaip contact to orange-brown, damp, dense, fme to coaise SANDSTONE; massive I 22'; Light gray-brown, moist, dense, fme lo coarse SANDSTONE ) 28': Light olive-green, moisl, veiy dense, sUty 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 N/A Sheet 2 Project No. Type of Rig of Mean Sea Level 4971009-002 E-120 Bucket Augu Drop 30 in. a*" Q3 30- O SZ ro a o ffl_j c ts in OJ TJ 3 <r a E ffl CO O lfl o CQ g a in/-v CH- OI o a a \. 31 C a w g ^ o o GO — CO oB CO GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 35 — 40- 45- 50- 55- SW CL DEL MAR FORMATION (Continued) ® 30': Light green, moist, dense, fine to coarse SANDSTONE; massive ©31': Olive-green, moist, hard, fine sandy CLAYSTONE; blocky, fractared i Total Depfli = 34' Downhole Logged to 33' No Ground Water Encountered at Time of Drflling BackfUled on June 18, 1997 J j 1 j 1 -1 i -I H n 505A(11/77) LEIGHTON & ASSOCIATES 971009-005 Appendix B (continued) B-l 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-l Lennar/Bressi Ranch Sheet 1 of _A Project No. 4971009-02 Date 5-21-97 Project Drilling Co. Barge's Drilling Type of Rig Hollow-Stem Auge Hole Diameter 8 in. Drive Weight 140 pounds Drop 30 in. Elevation Top of Hole -t-/- 200 ft. Ref. or Datum Mean Sea Level o z a E ffl CO tft^ CH-OI U CJ a 31 t. O w g ^ o o GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC 200- 195 190- 185- 15 ISO- 20 175 170 CL I • 40 29 101.9 lOO.l 18.9 18.6 SC OUATERNARY ALLUVIUM (Oal) @ I': Dark brown, damp, hard, fine to medium sandy CLAY; abundant fine pores, few charcoal fragments ) 5': Light orange-brown, moist, medium dense, clayey, fine to medium SAND; few fme pores 63 106.6 18.3 10': Orange-brown, moist, hard, fme to medium sandy CLAY; rare carbonate nodules 71 U0.4 18.2 SM IS': Light green, moist, veiy dense, slighfly clayey, sflty fme to medium SAND; orange-brown, iron-oxide stains common 5 • 50/6" 115.3 14.5 SM DEL MAR FORMA'nON (Td) @ 20': Light green, moist, very dense, sflty, fine to medium SAND; micaceous 1 j 1 -I i J i ] j n 6 • 50/5" 116.5 12.4 @ 25': Light green, moisl, very dense, sflty, fine to medium SAND Total Depfli = 25-1/2' No Ground Water Encountered at Time of Drflling Backfflled on May 21, 1997 +1 H 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-2 • Lennar/Bressi Ranch Date 5-21-97 Project DriUing 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/- 175 ft. ReL or Datum Mean Sea Level c 175- 170- 165 160 155 150- ^ o 25- ift OJ a E ffl CO S8 to g a 17 24 3 I 35 4 I 50 5 • 55 Ift/^ CH-OI U o a 31 t-O 104.7 104.9 111.8 113.8 110.7 11.8 14.4 17.8 15.3 SI 18.2 jco ;o .<o OJ- SM SC CL GEOTECIINICAL DESCRIPTION Logged By Sampled By KBC KBC QUATERNARY ALLUVIUM (Oal) @ I': Light brown, moist, medium dense, sflty, fme to medium SAND; few fine pores > 5": Brown, moist, medium dense, clayey, fme to medium SAND; few charcoal fragments ' 10'; Brown, moist, hard, fme to medium sandy CLAY 15': Brown, moist, hard, fme to medium sandy CLAY I 19.5': Ground water encountered I 20': Light gray-brown, moist, hard, fme to medium sandy CLAY; few charcoal fragments 505A(11/77) LEIGHTON & ASSOCIATES 5-21-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole -F/- 175 GEOTECHNICAL BORING LOG B-2 Lennar/Bressi Ranch Barge's Drilling Sheet Project No. of 4971009-02 8 in. Drive Weight ft. Ref. or Datum Type of Rig Hollow-Stem Auge 140 pounds .Drop 30 in. Mean Sea Level LlJ a E ffl to o 1 o in o £Q g a ift,^ CH-OI o Q a vy 31 C • l6 3a- in lft' tft, ffl' GO — to oB CO GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC 145 140 135 130 125 35- 120 inH ffl, 37 45 50/5" 50/ 5-12 SW > 30': Brown, satarated, medium dense, coarse SAND SC ( 40'; Light green, satarated, hard, fine to medium sandy CLAY SM DEL MAR FORMA'nON (Td) @ 45"; Light brown, wet, very dense, sflty fme to medium SAND ® 45.5': DrUling became more difficult (per drfller) > 50': Gray, moist, very dense, fme to medium SANDSTONE Total Deptti = 50.5' Ground Water Encountered al 19.5' Backfflled on May 27, 1997 1 j 1 -I i J j ] tl 1 n w 505A(11/77) LEIGHTON & ASSOCIATES Date 5-27-97 Project Drilling Co. GEOTECHNICAL BORING LOG B-3 Lennar/Bressi Ranch Sheet 1 of 2 Project No. 4971009-02 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-/- 220 ft. Ref. or Datum Mean Sea Level c I- UJ o z o z a E ffl to (D Iftys CH-OJ O o a 31 c D i c - o o GEOTECIINICAL DESCRIPTION Logged By Sampled By MRM/KBC MRM/KBC 220 215- 210 205 15- 200 195 25- 100- 30 26 23 4 I 24 5 I 38 I 22 CL 94.8 101.8 20.3 17.8 100.1 17.7 SC 102.2 24.7 2 96.6 25.2 SM OUATERNARY ALLUVIUM (Oal) > 3': Brown, moist, stiff, sandy CLAY I 5': Dark brown/brown, moist, stiff, sflty, fme sandy CLAY 10': Brown, moist, veiy stiff, clayey SAND 15': Light brown, wet, medium dense, clayey fme to medium SAND @ 19': Ground watei encountered @ 20': Light brown, wet, medium dense, sflty fme to medium SAND 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-3 Date Project Drilling Co. Hole Diameter 5-27-97 Lennar/Bressi Ranch Barge's Drilling Sheet Project No. of 4971009-02 8 in. Drive Weight Elevation Top of Hole -f/- 220 ft. Ref. or Datum 140 pounds Type of Rig HoUow-Stem Auge Mean Sea Level _ Drop 30 in. 190 185 180 175- 170- 165 ml 35- 40- 45- tn 01 a E ffl tn 10 CQ g Q. 28 21 50/4" 50/5" tn^ CH-QJ u a a vy 31 t-O OIC wg tn lft lft ffl GO — CO Ov CO SC SC/SM SP ML GEOTECHNICAL DESCRIPTION Logged By Sampled By MRM/KBC MRM/ KBC > 30': Lighl gray-brown, wet, medium dense, silty, clayey fine SAND ) 40': Light gray-brown, wet, medium dense, inteibedded sUty fme to medium sandy CLAY and clayey fme to medium SAND I 46': DrUling became more difficult (per driller) < SO': Greenish brown, wet, very dense, fme to medium SAND DEL MAR FORMA'nON (Td) ^ /^gy @ 53': Drilling became more difficulf (per driller) I 55': Olive-green, damp, very dense, fine sandy SILTSTONE Total Deptti = 55'S" Ground Water Encountered at 19' Backfilled on May 27, 1997 1 -I i J j 1 -I 1 H 505A<11/77) LEIGHTON & ASSOCIATES Date Project 5-27-97 GEOTECHNICAL BORING LOG B-4 Lennar/Bressi Ranch Sheet 1 of 2 Project No. 4971009-02 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-/- 240 ft. Ref. or Damm Mean Sea Level UJ o z a E ffl to lft/-v CH-OI O Q a vy 31 t. a - o o >, GO _to oB to Logged By Sampled By GEOTECHNICAL DESCRIPTION KBC KBC 240- 235 230 225 15- 220 20- 215- 25 28 47 3 I 35 25 CL 110.2 16.2 99.5 15.4 SC 104.5 19.8 CL OUATERNARY ALLUVIUM (Oal) 1': Brown, moist, stiff, fme sandy CLAY; fme to medium pores common, rooflets common I 5": Brown, moist, very stiff, fme sandy CLAY; fme to medium pores common, roottets common 10': Brown, moist, medium dense, clayey fme to medium SAND; fme pores common, few rooflets 15': Light brown, moist, hard, fine sandy CLAY; few rooflets I 19': Ground water encountered ) 20': No recovery of sample 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-4 Date 5-27-97 Lennar/Bressi Ranch Project Drilling Co. Hole Diameter 8 in. Drive Weight Elevation Top of Hole +/- 240 ft. Ref. or Damm Barge's Drilling Sheet Project No. of 4971009-02 140 pounds Type of Rig Hollow-Stem Auge. Mean Sea Level Drop 30 in. 210 205 200 195 190- 185- m-\ m a<" ci3 30- 35- 40- 45- 50- 55 — xro ao ffl-j c tD lft OJ o z a E ffl CO 60 81/9" Ift/^ CH-OI O Q a V 31 L Q o 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 ® 32': DrUling became more difficult (per drUler) 1 -I j DEL MAR FORMA'nON (Td) ® 37': DrUling became very difficult @ 40': Light olive-green, damp, very dense, sUty fme SANDSTONE; moderately cemented 1 Total Deptti = 40'9" Ground Water Encountered at 19' Backfdled on May 28, 1997 j 1 ] 1 1 ] j 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-5 Lennar/Bressi Ranch 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. Sheet 1 of 2 Project No. Elevation Top of Hole -f/- 138 ft. Ref or Datum Mean Sea Level "SOJ Slit lU in OJ a E ffl CO o Ift o s g a Iftyv CH-OI O a a vy 31 L CZI oO — CO CO- GEOTECIINICAL DESCRIPTION Logged By Sampled By KBC KBC 135 130- 125- 120 115- 25- 110 @r-5' 2 SC 33 32 4 • 26 5 • 43 17 109.3 107.1 12.7 9.6 SW 106.5 105.3 19.9 XZ 17.2 CL OUATERNARY ALLUVIUM (Oal) ) 2': Brown wifli light brown motttes, damp, medium dense, clayey fme to medium SAND; few rooflets I 5': Light brown, damp, medium dense, sflty 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 I 20': Light brown, wet, very stiff, fme to medium sandy CLAY 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-5 of Lennar/Bressi Ranch 4971009-02 Date 5-28-97 Project Drilling Co. Barge's DriUing Type of Rig Hollow-Stem Auge Hole Diameter 8 in. Drive Weight 140 pounds Drop 30 in. Sheet Project No. Elevation Top of Hole -F/- 138 ft. Ref. or Datum Mean Sea Level c 105 100 95 90 85- 80- 30- 40- 45- 50- 55- lft 01 O z a E ffl to 10 1 CQ 26 25 61/9" ift/^ CH-OI O a a vy 31 C Q 01- OJ ^ O o lft G'^ — CO CO 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 (Td) ® 51': Light blue-green, moist, very dense, sUty, 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 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-6 Date 5-28-97 Project Drilling Co. Lennar/Bressi Ranch Sheet 1 of 1 Project No. 4971009-02 Barge's Drilling Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight 140 pounds Drop 30 in. Elevation Top of Hole -t-/- 180 ft. Ref. or Damm Mean Sea Level I- tu a<" 03 o nro ao ffl_i L CS lft 01 o z a E ffl CO tftyv CH-OJ U a a 31 t-Cl ;g - o o Ift'^ oH — CO o9 CO GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC 180 175- 170 10- 165 160 155 SM OUATERNARY ALLLTVIUM (Oal) @ 1': Brown, damp, loose, slighdy clayey, sflty fme SAND; rooflets and organic material common 2 I 13 I 98.9 U.2 2 17 > 8-1/2': Ground water encountered ' 10'; Light brown, sawrated, medium dense, slightty clayey, sflty, medium to coarse SAND 24 CL ' 15': Light gray and light brown, wet, very stiff, fme to medium sandy CLAY 32 SM I 20': Interbedded light gray and orange-brown, sawrated, dense, slighfly clayey, sflty, fme to coarse SAND 75/11" CL DEL MAR FORMATION (Td) ® 23': Drilling became more difficult (per driller) I 25': Light green, damp, hard, CLAYSTONE Total Deptti = 26-1/2' Ground Water Encountered at 8-1/2' Backfilled on May 28, 1997 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-7 Lennar/Bressi Ranch Sheet Project No. of 4971009-02 Date 5-28-97 Project Drilling Co. Barge's Drilling Type of Rig Hollow-Stem Auge. Hole Diameter 8 in. Drive Weight 140 pounds Drop 30 in. Elevation Top of Hole -f-/- 210 ft. Ref. or Damm Mean Sea Level LU tft «j o z a E ffl CO tft/.\ CH-OJ u o a vy 31 t. 13 l6 W g Ift'^ GO oc CO GEOTECIINICAL DESCRIPTION Logged By Sampled By KBC KAB 210- 205 200-10- 195-15- 190- 185-25- SM OUATERNARY. ALLUVIUM (Oal) 33 105.7 19.7 CL I 3': Light brown, damp, medium dense, sflty fme to medium SAND witti roots and organic debris common throughout I 5': Brown, damp, medium dense to very stiff, clayey to sflty fme SAND and sflty fine sandy CLAY 2 • 40 105.2 20.8 10': As at 5 feet slight increase in moistare content I 51 95.8 25.3 15': Motfled green and purple, moist, very stiff, clayey SILT to sflty CLAY SM DEL MAR FORMATION (Td) 50/5" @ 20': Light greenish tan, moist, very dense, sflty, fine SANDSTONE, weakly cemented and slightty oxidized Total Deptti = 21'6" Ground Water Encountered at 16' Backfflled on May 28, 1997 505A(11/77) LEIGHTON & ASSOCIATES 971009-005 Appendix B (continued) T-l through T-30 Exploratory Trenches From: 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: Backhoe Loggecj bv: KBC Elevation: 450' Location: Carlsbad Ol o > I o GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) TOPSOIL A (a 0-1.5': Light brown to brown, damp to moist, soft to slightly stiff, fine sandy clay; organic rich TORREY SANDSTONE B @ 1.5'-5': Light brown, moist, dense, silty fine to medium sandstone; thinly bedded unmapped Tt SC/CL SM CD (O rr o 3 > CO CO o o CO GRAPHIC REPRESENTATION SCALE: 1" =5' SURFACE SLOPE: 0 TREND: N15°E J I l _L TOTAL DEPTH AT 5 FEET NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 LOG OF TRENCH NO. T-2 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged by: KBC Elevation: 425" Location: Carlsbad Ol o -mi I CO o GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) TOPSOIL A (3 0-2' unmapped CL Light brown to gray-brown, damp to moist, soft to slightly stiff, fine sandy clay; rootlets common, organic material common, very porous TORREY SANDSTONE B (3 2'-5': Off-white with orange-brown stains common, moist, dense, silty fine to medium sandstone; massive Tt SM lO' 3' o 3 > CO ce o o S" CO GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 7°S TREND: N60°W llll •4-4-4- TOTAL DEPTH AT 5 FEET 4 NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 LOG OF TRENCH NO. T-3 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe KBC Logged by:. Elevation: Locati on: Carlsbad 275' Ol o I > CD O GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) 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'-5": Orange-brown, moist, loose to medium dense, silty, fine to coarse sand; massive, infilled fractures common C (a 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 9 o s 3 > CO CO o o CO GRAPHIC REPRESENTATION. SCALE: 1" =5' SURFACE SLOPE: 15°S TREND: N50°W LOG OF TRENCH NO.: T-4 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 280' Location: Carlsbad o GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) CO o (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 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 o I > I CO o GEOLOGIC ATTITUDES CD a 3" O 3 > CO CO o o CO CO Project Mamp- I pnnar/Rressi Ranch Project Number: 4971009-002 Equipment: Backhoe Logged by: KBC Elevati on: 285' Locati on: Carlsbad DATE: 6/26/97 DESCRIPTION: TOPSOIL A unmapped (a 0-2 5'' Light brown to brown, damp to moist, loose to medium dense, clayey fine to medium sand to sandy clay OllATFRNARY Cnil IIVIIIM/ALLUVIUM B (a 2 5-13'• Greenish brown, moist, loose to medium dense clayey, silty fine to medium sand to clayey, fine to medium sand GEOLOGIC UNIT ENGINEERING PROPERTIES Qal USCS SC/CL SM/SC Sample No. Moist. Density (pcf) 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 ATTITUDES CP (Q 3" O 3 > CO CO o o CD CO DATE: 6/26/97 DESCRIPTION: TOPSOIL A @ 0-1.5' Light brown to brown, damp to moist, loose to medium dense, clayey fine to medium sand; organic rich, rootlets common OUATERNARY COLLUVIUM/ALLUVIUM B @ 1.5-5.5': TORREY SANDSTONE C @ 5.5'-6.5'; Brown, moist, medium dense, silty, clayey fine to medium sand; organic material and rootlets common Pale brown to light brown, damp to moist, medium dense to dense, silty fine to medium sandstone GEOLOGIC UNIT unmapped Qal Tt ENGINEERING PROPERTIES USCS SM SC SM Sample No. Moist. Density (pcf) GRAPHIC REPRESENTATION SURFACE SLOPE:5-10° STREND; NS LOG OF TRENCH NO. T-7 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equipment: Backhoe Logged bv: KBC Elevation: 2401 Locati on: Carlsbad Oi o I > CO o GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) (1) BS: N45°E, 70°SE (D O 3" ^ O 3 > CO CO O o ta (D CO TOPSOIL A @ 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 @ 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 LOG OF TRENCH NO. T-8 Ol o w I > CO o Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 170' Location: Carlsbad GEOLOGIC AHITUDES 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 DFL MAR FORMATION B (a 2'-6': Light gray-brown, damp to moist, dense, silty fine to medium sandstone Qt Td SM SM (D 3" O 3 > CO CO o o » CD CO GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: NS llll llll •4—M- Q 'o O'-O ^ I I I I 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 Equi pment: Backhoe Logged bv: KBC Elevati on: 215' Location: Carlsbad 01 o I > CO o GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moi st. {%) Density (pcf) ARTIFICIAL FILL (undocumented) A (a 0-5.5': Light greenish brown, damp to moist, medium dense, clayey fine to medium sand; crumbly, massive LANDSLIDE DEPOSITS B @5.5'-8': Brown, moist, medium dense, silty, clayey, fine to medium sand Afu Qls SC SC r- » IQ 3" O 3 GRAPHIC REPRESENTATION SCALE: 1" SURFACE SLOPE: 15°S TREND: NS LOG OFTRENCH NO. T-10 Ol o > CO o CD IQ 3" 3 09 O O s CD Project Namp: I pnnar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 240' Locati on: Carlsbad GEOLOGIC ATTITUDES (1) BS: N70°E, 70°S DATE: 6/26/97 DESCRIPTION: 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 GEOLOGIC UNIT unmapped Td Qls ENGINEERING PROPERTIES USCS SC CL CL Sample No. Moist, {%) Density (pcf) GRAPHIC REPRESENTATION SCALE; 1"=5' SURFACE SLOPE: 15°S TREND: N20°W LOG OF TRENCH NO. T-11 Ol o > CO o Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 425' Location: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) TOPSOIL @ 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 (D S 3' O 3 GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: Wt TREND: N70= > CO ot o -o tt - S" 0» TOTAL DEPTH AT 6 FEET NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 LOG OF TRENCH NO.: T-12 Ol o -.A I > CO o (Q Z 3 09 o o CD CO 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: 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 GEOLOGIC UNIT unmapped Tt ENGINEERING PROPERTIES USCS CL SC Sample No. Moist. {%) Density (pcf) GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 15°E TREND: EW TOTAL DEPTH AT 6 FEET NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 LOG OF TRENCH NO.: T-13 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 325' Location: Carlsbad Ol o I > CO o GEOLOGIC ATTITUDES CD O 3" 3 > 00 0» o o » #^ CD CO DATE: 6/26/97 DESCRIPTION: TOPSOIL/COLLUVIUM A @ 0-2.5' Brown, moist, stiff, fine to medium sandy clay; organic material and rootlets common TORREY SANDSTONE B (a 2.5'-5': Light orange-brown, moist, medium dense to dense, silty fine to medium sandstone GEOLOGIC UNIT unmapped Tt ENGINEERING PROPERTIES USCS CL SM Sample No. Moist. Density (pcf) GRAPHIC REPRESENTATION SCALE: 1" =5' SURFACE SLOPE: 5°W TREND: N60°E TOTAL DEPTH AT 5 FEET _| NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 LOG OF TRENCH NO,: T-14 Ol o I > CO o CD OQ 3" O 3 > 0» 0» o 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: 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 GEOLOGIC UNIT unmapped Tt ENGINEERING PROPERTIES USCS SM SM Sample No. Moist. Density (pcf) GRAPHIC REPRESENTATION SCALE: 1" = 5 SURFACE SLOPE: 5°W TREND: N60°E LOG OF TRENCH NO.: T-15 Ol o > CO o Project Name: I ennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe ._ Logged bv: KBC Elevation: 3601 Locati on; Carlsbad GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION; GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) TOPSOIL/COLLUVIUM A @ 0-1': Light brown, damp, loose, silty fine to medium sand TORREY SANDSTONE B 0 r-6': Light gray, moist, dense, silty fine to medium sandstone @ 2.5'-3.5': Moderately cemented concretionary nodule unmapped Tt SM SM <D (Q 3" 3 > 0» 09 O O a CD 09 GRAPHIC REPRESENTATION. SCALE: 1" = 5' SURFACE SLOPE: 5°W TREND: N70°E llll -4-4-4-4 1-4-4-4-4 I I I I TOTAL DEPTH AT 6 FEET NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 LOG OF TRENCH NO.: T-16 Ol o •A I > CO o Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 340' Location: Carlsbad GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) COLLUVIUM A (a 0-3' unmapped B (a 3'-9' Dark gray-brown, moist, loose to medium dense, slightly clayey, silty fine to medium sand Dark brown, wet, medium dense, slightly clayey, silty fine to medium sand; gravel common near base TORREY SANDSTONE C Tt (3 9'-10': Light gray-brown, moist, dense, silty very fine sandstone SM SM SM CD LOG OF TRENCH NO. T-17 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 3851 Locati on: Carlsbad 01 o > CO o GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) TOPSOIL/COLLUVIUM A (a 0-3.5': Dark brown to dark gray-brown, moist to wet, fine to medium sandy clay; organic rich, rootlets common TORREY SANDSTONE B (a 3.5'-5': Light gray, moist, dense, silty fine sandstone unmapped Tt CL SM CD IQ > 09 09 O O tt © 09 GRAPHIC REPRESENTATION SCALE: 1" =5' SURFACE SLOPE: 0 TREND: N45°E TOTAL DEPTH AT 5 FEET NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 LOG OF TRENCH NO.: T-18 Ol o Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv; KBC Elevation: 325' Location: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) CO o ARTIFICIAL FILL (undocumented) 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 (a 9'-10': Light gray and orange-brown, moist, dense, silty fine to medium sandstone Afu Qa- Tt SM CL SM CD ID > 09 09 O O tt CD 09 GRAPHIC REPRESENTATION SCALE: 1" =5' SURFACE SLOPE: 4°W TREND: N80°E TOTAL DEPTH AT 10 FEET. NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 ' LOG OF TRENCH NO. T-19 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevati on: 355' Location: Carlsbad 01 o I > CO o GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. {%) Density (pcf) ARTIFICIAL FILL (undocumented) A Afu (a 0-6': Light olive-green, moist, soft to stiff, fine to medium sandy clay; massive, crumbly B (a 6'-10'; Greenish brown, moist to wet, to medium sandy clay (37': Moderate seepage TORREY SANDSTONE soft to stiff, fine (a 10'-15': Dark gray, moist to wet, slightly stiff to stiff, clayey.siltstone to silty claystone, moderately fissile Tt CL CL CL/ML (D IO 3- O 3 > 09 09 O O tt CD CO GRAPHIC REPRESENTATION SCALE: 1":=5' SURFACE SLOPE: 0 TREND: N40°E llll llll r i^rr^^tTi I TOTAL DEPTH AT 15 FEET. MODERATE SEEPAGE 7 FEET BACKFILLED: 6/26/97 • LOG OF TRENCH NO.: T-20 Ol o CO o CD IQ > 09 CO O o (D 09 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 . Equi pment: Backhoe Logged bv: KBC Elevation: 290' Locati on: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: COLLUVIUM (a 0-5.5": Light brown to brown, damp to moist, loose to medium dense, slightly clayey, sllty fine to medium sand DEL MAR FORMATION (a 5.5'-8': Light green, moist, stiff to hard, silty claystone; fissile, crumbly GEOLOGIC UNIT unmapped Td ENGINEERING PROPERTIES USCS SM CL Sample No. Moist. GRAPHIC REPRESENTATION : SCALE: 1" = 5' SURFACE SLOPE: 2-3°W TREND: N60°W Density (pcf) LOG OF TRENCH NO.: T-21 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 3401 Location: Carlsbad Ol o I > CO o GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) £2, IQ 3 > 0) 0> o o tt CD 09 ARTIFICIAL FILL (Undocumented) A (a 0-5': Brown, damp to moist, loose, sllty fine to medium sand QUATERNARY COLLUVIUM/ALLUVIUM B la 5'-10': Gray-brown, moist to wet, medium dense, silty, clayey, fine to medium sand DEL MAR FORMATION C (a 10'-12': Light olive-green, moist, stiff, fine sandy claystone: crumbly Afu Qal Td SM SC CL GRAPHIC REPRESENTATION SCALE: 1" =5' SURFACE SLOPE: 1-2°W TREND: N70°E LOG OF TRENCH NO. T-22 cn o I > CO o Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 320' Locati on: Carlsbad 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 CO IQ LOG OF TRENCH NO, T-23 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equipment: Backhoe Logged bv: KBC Elevation: 290' Locati on: Carlsbad Ol o I > CD O GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) TOPSOIL/COLLUVIUM A (3 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 CO oi 3" o 3 > 09 09 o o tt CD 09 GRAPHIC REPRESENTATION. SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: N50°W llll 4-4 llll -4-4-4-4-4-4-4 TOTAL DEPTH AT 8 FEET -| NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 LOG OF TRENCH NO. T-24 Ol o I > CO o Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment; Backhoe Logged bv: KBC Elevation: 315' Locati on: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) TOPSOIL A (3 0-1.5': Reddish brown, damp, loose to medium dense, silty, clayey, fine to medium sand; rootlets common TORREY SANDSTONE B (a 1.5'-6': Light brown, damp, dense, silty fine to medium sandstone unmapped Tt SC SM CD S 3" O 3 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 01 o GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. (X) Density (pcf) CO o CD IQ 3" O 3 QUARTERNARY COLLUVIUM/ALLUVIUM A (3 0-2': Dark gray to black, wet, stiff, silty. fine sandy, clay; abundant organic material B @ 2'-8': Light gray-brown, wet, stiff, silty fine sandy clay; organic material common DEL MAR FORMATION C (a 8'-12': Light brown, moist to saturated, clayey fine to medium sandstone (a 10': Ground water encountered Qal Td CL CL SC GRAPHIC REPRESENTATION^ i SCALE: 1" = 5 SURFACE SLOPE: 0. TREND: N25°E LOG OF TRENCH NO.: T-26 cn o I > CO o Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 210' Location: Carlsbad GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moi st. Density (pcf) OUATERNARY COLLUVIUM/ALLUVIUM A (a 0-2' Qal, B (a2'-4' Brown, moist, loose, silty fine to medium sand, rootlets common, organic material common Light brown, moist, loose to medium dense, silty fine to medium sand SM @ 4'-15': Dark gray to black, moist to wet, clayey, fine to medium sand SC CO IQ 3" 2r 0) o o s CD 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 by; KBC Elevation: 235" Location: Carlsbad 01 o > I CD 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 LOG OF TRENCH NO.: T-28 Ol o I > CO o Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 250' Location: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) OUATERNARY COLLUVIUM/ALLUVIUM A (a 0-14': Dark gray-brown, moist to wet, clayey fine to medium sand to sandy clay; organic rich (39': Ground water encountered DEL MAR FORMATION B (3 14.5'-15': Light green and orange-brown, wet, stiff, claystone; crumbly, few concretionary nodules with shells common Qal Td SC/CL CL CD IQ 3" 3 > 09 09 O O tt f«* CD 09 GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: N20°E LOG OF TRENCH NO.: T-29 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged by: KBC Elevation: Location: Carlsbad Ol o i > CO o GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) TORREY SANDSTONE A (3 0-2.5' (1) C: N70°E, 3°NW r CD IQ' 3- 3 Light pink to off-white, damp, dense, silty fine sandstone to sandy siltstone; fissile DEL MAR FORMATION B (3 2.5'-3.5': Light gray-green, damp, hard, silty, claystone to clayey siltstone; fissile C (3 3.5'-6': Light olive-green, damp, hard, silty claystone; fissile, thin bedding, gypsum layers along bedding common, orange-brown stains along beds common Tt Td SM/ML CL/ML GRAPHIC REPRESENTATION SURFACE SLOPE: 10°S TREND: N10°E LOG OF TRENCH NO.: T-30 cn o > CO o Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged by; KBC Elevation: 385" Locati on: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTIQN: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) OUATERNARY COLLUVIUM/ALLUVIUM A (3 0-1.5': Light brown, damp, loose, silty fine to medium sand; rootlets common Oal B (ai.5'-5.5': C @5.5'-8.5': TORREY SANDSTONE D (a 8.5'-10': 2. IQ > <0 0> o o s CD 09 Brown, moist, loose to medium dense, silty fine to medium sand; organic material common Dark gray-brown, moist, dense, clayey fine to medium sand; organic rich Light blue-green, moist, dense to very dense, silty, clayey, fine sandstone 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, Project No. 06403-12-01, dated March 24, 2000 PROJECTNO. 06403-12-01 BORING LB 12 ELEV. (MSL.) EQUIP.MENT 215 DATE COMPLETED 11/24/99 ROTARY BUCKET 30" IO iui5 CC^ cn UJ MATERIAL DESCRIPTION TOPSOIL Stiff, humid to dry, dark gray-brown, Sandy CLAY SANTIAGO FORMATION Dense, damp, light brown to tan, Silty, fine 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 d^gosition coiitact Hard, moist, olive to brown, Silry, 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 Figure A-24, Log of Boring LB 12 LCG SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL S ... DISTURBED OR BAG SAMPLE C... STANDARD PENETRATIOM TEST a ... CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) I UATER TABLE OR SEEPAGE I NOTE: THE LOG OF SUBSURFACE CONOITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING QR TRENCH LOCATION AND AT THE OATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURfACE CONDITIONS AT OTHER LOCATIONS AND TIMES. ' DJECT NO. 06403-12-01 BORING LB 12 ELEV. (MSL.) 215 EQUIPMENT DATE COMPLETED 11/24/99 ROTARY BUCKET 30" CJ a ot MATERLAL DESCRIPTION -Slight seepage along fracmire -12" horizontal deposition contact Very hard, damp, gray-oUve, Sandy SILTSTONE, with some clay -Massive, no fractures, difficult drilling 14/7" BORING TERMINATED AT 41 FEET ^ flire A-25, Log of Boring LB 12 LCG SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL Cl S ... DISTURBED OR BAG SAMPLE B STANDARD PENETRATION TEST CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) .. UATER TABLE OR SEEPAGE No.e: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATlou Ann AT THP DATE INDICATED. .T IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT LTHER LOATIONS AND TIMES PROJECT NO. 06403-12-01 - 2 - - 4 - 6 - DEPTH IN FEET 20 22 24 - 26 10 12 - - 14 - 16 - - 18 - SAMPLE NO. LD O O H .B14-1 |:-t- •:^: -B14-2 28 - SOIL CLASS (USCS) SC SM ML SM CL BORING LB 14 ELEV. (MSL.) 195 EQUIPMENT DATE COMPLETED 11/29/99 ROTARY BUCKET 30" MATERIAL DESCRIPTION TOPSOIL Loose, dry, dark gray-brown, CTayey, fine SAND SANTIAGO FORMATION Dense, damp, light brown to tan, Silty, fine to medium SANDSTONE Dense, damp, light olive, Sandy SILTSTONE, with trat:e clay Very dense, damp, light brown-tan, Silty, fine to medium SANDSTONE COS" coH 8/10- -Becomes moist -Very Irregular scour-contact into weathered claystone (to a clay seam), N70E, IOS, wet, plastic, l/2-r_thick Hard, moist, light olive, very Silty CLAYSTONE, with some sand mterbedded throughout -Discontinuous clay seams (slickensided fractures and varying dips in 6' zone) Figure A-28, Log of Boring LB 14 go 124.2 U4C Z3. o 14.0 LCG SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL @ ... DISTURBED OR BAG SAMPLE C... STANDARD PENETRATION TEST B... CHUNK SAMPLE 1 .. DRIVE SAMPLE (UNDISTURBED) I ! .. UATER TABLE OR SEEPAGE (• NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TREHCH LOCATION AHO AT THE OATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. P 3JECT NO. 06403-12-OI PTH !N FEET SAMPLE NO. 5- LD O SOIL CLASS (USCS) BORING LB 14 ELEV. (MSL.) 195 EQUIPMENT DATE COMPLETED 11/29/99 ROTARY BUCKET 30" cJ Ui C3 cn UJ -o u ^30 MATERIAL DESCRIPTION LB14-3 32 )4 - J6 ?8 - [ 40 - 15/8" ML Very dense, moist, gray-olive. Clayey SILTSTONE; with some very fine sand -Horizontal holding^ Very hard, moist, dark olive-brown, Silty CLAYSTONE, massive J314-4 ~-B14-5 CL 15/8" BORING TERMINATED AT 42 FEET F >ure A-29, Log of Boring LB 14 SAMPLE SYMBOLS LCG SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE C... STANDARD PENETRATION TEST B ... CHUHK SAMPLE N E: DRIVE SAMPLE (UNDISTURBED) UATER TABLE OR SEEPAGE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATIOH AND AT THE DATE INDICATED. IT IS HOT WARRAHTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOcS^IONS AND TIMES PROJECT NO. 06403-12-01 BORING LB 15 ELEV. (MSL.) 250 EQUIPME.NT DATE COMPLETED 11/30/99 ROTARY BUCKET 30" MATERLVL DESCRIPTION LANDSLIDE DEBRIS Loose, humid, dark brown, very Clayey, fine SAND -Becomes medium dense, damp, light olive, very Clayey, fine to coarse SAND -Higtily weathered and fracmred N65E, 25N, joint, with -Clay seam, 1/8"-1/4" calcium siilfate lining Stiff, moist, olive, very Sandy CLAYSTONE~ with" some silt, very fracmred, weathered -Fracture and clay seam; l/8"-l/4"; N60E, 8-lOSE, wet, plastic and slickensided, throughgoing, with calcium sulfate lining -Remolded clay seam; l/4"-l/2'', NSOW, 15-20NE; wet, plastic and throughgoing, with orange iron oxide staining-base of slide SANTIAGO FORMATION Hard, moisl, olive, Silry CLAYSTONE; fracmred, but massive and intact -Becomes medium olive -Massive, moderate fracmring -Discontinuous clay seams; zone - 12" thick at N40W 30-40NE -Becomes very hard, massive, with few fracmres -Horizontal ^ransition to siUstone and sandstone Dense, damp, light brown to tan, Silry fine SANDSTONE -3-6" thick cemented sandstone Figure A-30, Log of Boring LB 15 LJ ID 1/6" >-0- a ot 106.7 21.0 122.2 13.4 SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL c. . STANDARD PENETRATION TEST • . .. DRIVE SAMPLE (UNDISTURBED) @ ... DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE .. UATER TABLE OR SEEPAGE ...^ wr ^uoou,,r«i,i: i-uNuiiiuHi SHOWN HtREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATIOH AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES DJECT NO. 06403-12-01 •PTH IN FEET SAMPLE NO. >-CD O _1 o X SOIL CLASS (USCS) BORING LB 15 ELEV. (MSL.) 250 EQUIPMENT DATE COMPLETED 11/30/99 ROTARY BUCKET 30" I LU' §u: a: o *-o o 30 -MATERIAL DESCRIPTION LB15-4 _B15-5 32 - J4 - 36 - 38 40 :315-6 I fi 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 LCG r SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL C @ ... DISTURBED OR BAG SAMPLE B STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED) CHUNK SAMPLE I ... UATER TABLE OR SEEPAGE E: THE LOG OF SUBSURFACE COHDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORIHG OR TREHCH LOCATION AHD AT THE OATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIOHS AT OTHER LOCATIONS AHO TIMES. PROJECT NO. 06403-12-01 BORING LB 17 ELEV. (MSL.) EQUIPMENT 240 DATE COMPLETED 12/1/99 ROTARY BUCKET 30" MATERIAL DESCRIPTION FILL Soft, humid, mottled dark brown to light olive, SUty CLAY, with some sand, porous texture, rootlets SANTIAGO FORMATION Very stiff, damp, medium olive, SUty CLAYSTONE; very fracmred, 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 SUty 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 JUJ' I^K gcJ CK^ 127.4 8/10" (0 H O Ul 11.5 Figure A-34, Log of Boring LB 17 LCG SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL c. .. STANDARD PENETRATION TEST • . . DRIVE SAMPLE (UNDISTURBED) S ... DISTURBED OR BAG SAMPLE B. .. CHUNK SAMPLE ^ . . WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIOHS SHOWH 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 EPTH IH FEET SAMPLE NO. 5- to O —I o X SOIL CLASS (USCS) BORING LB 17 ELEV. (MSL.) 240 EQUIPMENT DATE COMPLETED 12/1/99 ROTARY BUCKET 30" 3- a S5 -o a 30 32 MATERIAL DESCRIPTION :^17-4 SM 34 - 36 38 40 - CL :^17-5 -B17-6 42 Dense, wet, light olive, SUty, medium SANDSTONE -Slight seepage -Scoured deposition-contact; NlOE, IOW (with — 1" iron-StainedJiasal layer) Hard, moist, molium olive, SUty CLA'^STONE 14 123.4 12.3 -i -Be<x)mes very sandy (lenses) -Becomes very hard, dark olive-gray, SUty CLAYSTONE 20/10" BORING TERMINATED AT 42 FEET "^•gure A-35, Log of Boring LB 17 \ LCG SAMPLE SYMBOLS • SAMPLING UHSUCCESSFUL C , DISTURBED OR BAG SAMPLE B , .. STANDARD PENETRATION TEST ORIVE SAMPLE (UNDISTURBED) •• CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE TE: THE LOG OF SUBSURFACE COHDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE OATE IHDICATED. IT IS NOT UARRAHTED TO BE REPRESENTATIVE OF SUBSURFACE COHDITIONS AT OTHER LC^ATIo"^^^ PROJECTNO. 06403-12-01 BORING LB 18 ELEV. (MSL.) 215 EQUIPMENT DATE COMPLETED 12/1/99 ROTARY BUCKET 30" MATERIAL DESCRIPTION COLLUVIUM Soft, damp, dark brown, Sandy CLAY SANTIAGO FORMATION Hard, moist, medium light, olive-brown, very SUty CLAYSTONE Dense, damp, light brown to tan, Silty, fine SANDSTONE -Near-horizontal contact Hard, moist, light medium olive, Sandy CLAYSTONE, some silt -Deposition-contact, N65E, IOS Dense, damp, light olive-brown, very Sandy SILTSTONE -Cemented sandstone layer 12"-!-- thick, Oense) -Horizontal contact 20" wide Dense, damp, light tan-olive, SUty, fine SANDSTONE, massive BORING TERMINATED AT 25 FEET Myi— >- cn, UJ, CK^ a ill Figure A-36, Log of Boring LB 18 LCG SAMPLE SYMBOLS • SAMPLING UHSUCCESSFUL C... STANDARD PENETRATION TEST • @ ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE X .. DRIVE SAMPLE (UNDISTURBED) .. UATER TABLE OR SEEPAGE l"^c^.^,l.^^^.^"'^,^''? ^°'""T>0»'S SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATIOH AHD AT THE OATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONOITIONS AT OTHER LOCATIONS AND TIMES. OJECT NO. 06403-12-01 iPTH IN fEET SAMPLE NO. cc >-LU LO 1— O <r _J O o X z 1— l-l o _1 a: C3 SOIL CLASS (USCS) BORING LB 19 ELEV. (MSL.) 275 EQUIPMENT DATE COMPLETED 12/1/99 ROTARY BUCKET 30" nyi- n u^%^ go a S^ u MATERIAL DESCRIPTION :319-1 10 -B19-2 -B19-3 12 - 14 16 - 18 - 20 - 22 24 - 26 - 28 m pfrrf CL SC ML SM ML TOPSOIL Stiff, damp, dark brown, Sandy CLAY SANTTAGO FORMATION Loose to medium dense, damp, reddish-brown, very Clayey, fine SAND, with gypsum, very weathered sandstone Dense, damp, light olive, Sandy SILTSTONE Dense, damp, reddish-brown, Silty, fine SANDSTONE -FossUiferous, with organic odor -Cementecl^ sandstone (concretion) 121.1 9.4 Dense, moist, light olive. Clayey SILTSTONE, with some sand -Horizontal bedding-contact Very stiff, very moist, medium olive, SUty CLAYSTONE, with interbedded sandstone (fossiliferous) and gypsum, and jarosite (iron sulfate) coatings on fracmres Dense, moist, reddish-brown, Silty, fine SANDSTONE; very fossiliferous gure A-37, Log of Boring LB 19 LCG SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL I] S ... DISTURBED OR BAG SAMPLE B STANDARD PENETRATION TEST CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) UATER TABLE OR SEEPAGE •E: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATIOH AND AT THE OATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES. PROJECT NO. 06403-12-01 DEPTH IN FEET SAMPLE NO. ce >• LU CD t-O <E _l o Q X 1— ^ M O _l CC CD SOIL CLASS (USCS) BORING LB 19 ELEV. (MSL.) 275 EQUIPMENT DATE COMPLETED 12/1/99 ROTARY BUCKET 30" *-?u. mUJ ca §u. go LUC cc ilL - 30 --B19-6 - 32 - 34 - - 36 - - 38 - 40 - 42 - 44 -B19-7 :319-8 -B19-9 MATERLVL DESCRIPTION ML Hard, moist, olive, SUty CLAYSTONE -Strong seepage at 34.5 feet -Horizontal contact 107.2 21.5 CL Hard, wet, mediimi-dark olive, SUty CLAYSTONE -Fractured (with water seepage) and jarosite/gypsum coatings -Horizontal contact Dense, moist, reddish-brown, Silty, medium to coarse SANDSTONE SM :L-ML Very hard, moist, dark gray-olive, SUty CLAYSTONE to Clayey SILTSTONE 16 BORING TERMINATED AT 45 FEET Figure A-38, Log of Boring LB 19 LCG SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL @ ... DISTURBED OR BAG SAMPLE C... STANDARD PENETRATION TEST B ... CHUNK SAMPLE .. DRIVE SAMPLE (UNDISTURBED) .. UATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE CONOITIONS SHOWN HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AHD AT THE DATE INDICATED. IT IS NOT UARRANTED 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 ELEV. (MSL.) 184 EQUIPMENT DATE COMPLETED CME 55 10/14/96 MATERIAL DESCRIPTION FELL Medium dense, moist, orange-brown, Clayey, Tine lo 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, Tine 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 UJ • cc ot 12.2 111.7 1 16.9 13-9 16.0 Figure A-l Log of Boring B 1, page 1 of 2 Rcn SAMPLESYMBOLS SAMPLING UNSUCCESSFUL C... STANDARD PENETRATION TEST S ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE • . T . . DRIVE SAMPLE (UNDISTURBED) . 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. BORING B 1 ELEV. (MSL.) 184 EQUIPMENT DATE COMPLETED CME 55 10/14/96 MATERIAL DESCRIPTION FILL Medium dense, moisl, orange-brov,Ti, Clayey, fme 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 uiKo ce cn 20 15 74 29 30 122.1 1 11.7 ; 16.9 cc ZZ). UJ 12.2 13.9 16.0 Figure A-l Log of Boring B 1, page 1 of 2 RCI 1 SAMPLESYMBOLS UNSUCCESSFUL E... STANDARD PENETRATION TEST S... DISTURBED OR BAG SAMPLE B... CHUNK SAMPLE B... DRIVE SAMPLE (UNDISTURBED) I ... WATER TABLE OR SEEPAGE '*°^^'' nlTr'"°,L°,^..^.'i^^""*" CONDITIONS SHOUN 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. PROJECT NO. 04787-12-11 BORING B 2 ELEV. (MSL.) 183 EQUIPMENT DATE COMPLETED CME 55 10/15/96 MATERIAL DESCRIPTION FILL Medium dense, moisl, orange-brown. Clayey, fine to medium SAND -Becomes orange-brown and gray sandy clay Very stiff, moist, brown, Sandy CLAY TERRACE DEPOSITS Medium dense, moist, orange-brown, Silty, fine to medium SAND Dense, moist, gray-brown, Silty, fine to medium SANDwithclay Medium dense, dry, gray and red, fme to medium GRAVEL Stiff to very stiff, wet to saturated, orange-brown, Sandy CLAY with little gravel BORING TERMINATED AT 27 FEET REFUSAL Figure A-3 Log of Boring B 2, page 1 of 1 SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST • S ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE T I- 1— > '.in'- 16 gu: go Bs ^o o 24 Medium dense, very moist, mottled orange-brown. Clayey, fine to medium SAND to Sandy CLAY with little gravel 110.0 13,6 36 36 28 114.2 13.8 RCll DRIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE nlrp^^L^r.^.c^.^"'"''^" 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 PROJECT NO. 04787-12-1 BORING B 3 ELEV. (MSL.) 141 EQUIPMENT DATE COMPLETED CME 55 10/15/96 MATERIAL DESCRIPTION cc u. 2<«3 H' Q UJ; cc ot - 24 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 sUt Becomes firm, saturated, olive-gray, Sandy CLAY Figure A-4 Log of Boring B 3, page 1 of 2 5 HELBY 27 5HELBY 109.9 106.7 ;HELBY 22 102.8 ;HELBY 10 95.5 21.9 23.3 23.8 29.6 SAMPLE SYMBOLS u.. . SAMPLING UNSUCCESSFUL E.. . STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED) s.. . DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE ? •• . WATER TABLE OR SEEPAGE n7TP iun.rATrr, ,r ,7. , ' APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES PROJECTNO. 04787-12-11 BORING B 3 141 ELEV. (MSL. EQUIPMENT DATE COMPLETED CME 55 10/15/96 MATERIAL DESCRIPTION Becomes soft, saturated, olive-gray. Silly CLAY with little sand -Becomes firm Becomes medium dense, samrated, olive, Sandy SILT DELMAR FORMATION Dense, saturated, olive, fine coarse SAND with little clay -Refusal at 45 feet Very dense, saturated, orange-brown. Clayey GRAVEL BORING TERMINATED AT 46 FEET Figure A-5 Log of Boring B 3, page 2 of 2 11 11 91.3 32.7 101.3 82/11 25.2 RCll SAMPLE SYMBOLS . SAMPLING UNSUCCESSFUL B.. . STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED) m.. . DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE z . UATER TABLE OR SEEPAGE 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 CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-11 BORING B 4 ELEV. (MSL.) EQUIPMENT 143 DATE COMPLETED CME 55 10/15/96 MATERIAL DESCRIPTION ALLUVIUM Soft, wet, orange-brown, very Sandy CLAY Becomes soft, saturated, gray-brown, Silry CLAY with little sand Becomes soft, samrated, orange-brown and erav Sandy, Silty CLAY Loose, saturated, orange-brown, fine to coarse SAND with little silt Medium dense, saturated, green-blue, Silry, fine to medium SAND -No recovery at 25 feet Interbedded, very loose, saturated, olive-gray, fine to coarse SAND and soft, saturated, gray Clayey SILT to SUty CLAY -Lenses are about 6 inches thick Figure A-6 Log of Boring B 4, page 1 of 2 SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL E... STANDARD PENETRATION TEST • B ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE I jUl' l-^U. <i:£\ ujt:^o Jen*- ili^S >- UJS cc go cc^ a o 17 105.4 24.4 RCll DRIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE PROJECT NO. 04787-12-11 BORING B 4 ELEV. (MSL.) EQUIPMENT 143 DATE COMPLETED CME 55 10/15/96 MATERIAL DESCRIPTION Becomes medium dense, saturated, olive, Sandy SILT DELMAR FORMATION Very dense, samrated, orange-brown, Clayey, fine to medium SAND with gravel -Refusal at 41 feet BORING TERMINATED AT 41 FEET figure A-7 Log 2 of 2 a:>;:\ cc CD 19 68/7" CO LU Q >-CC Q 111.5 LU: cc ot 19.6 RCll SAMPLE SYMBOLS • .. . SAMPLING UNSUCCESSFUL E.. . STANDARD PENETRATION TEST • .. . ORIVE SAMPLE (UNDISTURBED) . DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE ? -. 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. 971009-005 Appendix B (continued) BM-27 through BM-28 € Large-Diameter Borings From: Geocon, 1993, Geologic Investigation for Rancho Carrillo Project - Major Roads, Carisbad, Califomia, ProjectNo. 04787-12-0L dated January 15, 1993 BORING BM 27 ELEV. (MSL) 215 EQUIPMENT _DATE COMPLETED 12/4/91 E-100 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 sandy and very hard at 13 feet -It <x 2 \ [11'iia Q. K ^ Sl. o 112.8 123.4 10 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, fine Sandy CLAYSTONE BORING TERMINATED AT 26 FEET UJ ^ ^ o o 15.4 12.6 10 70/10" Log of Boring BM 27, page 1 of 1 CROR SAMPLE SYMBOLS ° - ^INSUCCESSFUL S ... DISTURBED OR BAG SAMPLE C... STANDARD PENETRATION TEST Q ... CHUHK SAMPLE 1 ... DRIVE SAMPLE (UNDISTURBED) Y. ... WATER TABLE OR SEEPACE HOTE: THE LOG OF SUBSURFACE 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 LOCATIONS AND TIMES. BORING BM 27 ELEV. (MSL) 215 EQUIPMENT _DATE COMPLETED 12/4/91 E-100 BUCKET RIG §"•-lU M y H in cn Z SJ -I UJ ^ m ^\ IE Q IU: a. ?! ; z • 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~greeri,~ fiiie Sandy CLAYSTONE BORING TERMINATED AT 26 FEET 112.8 15.4 123.4 12.6 10 10 10 :2o/io' Log of Boring BM 27, page 1 of 1 CROK SAMPLE SYMBOLS ^ ^^^^^^^ UNSUCCESSFUL B ... STANDARD PENETRATION TEST S ... DISTURBED Oft BAG SAMPLE 0 ... CHUHK SAMPLE .. DRIVE SAMPLE (UNDISTURBED) .. WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONOITIONS SHOWH HEREOH APPLIES ONLY AT THE SPECIFIC BORIHG OR TRENCH LOCATION ANO AT THE OATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. BORING BM 28 ELEV. (MSL) 290 EQUIPMENT _DATE COMPLETED 12/4/91 E-100 BUCKET RIG MATERIAL DESCRIPTION H y H- cc in 1-^3 m UJ Ct O Z O o TOPSOIL Medium stiff to stiff, damp to moist, orange-brown Sandy CLAY ML-JC 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, light 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 IS 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 ° - UNSUCCESSFUL S ... DISTURBED OR BAG SAMPLE c. 0.. STANDARD PENETRATION TEST 1 ... DRIVE SAMPLE (UNDISTURBED) CHUNK SAMPLE ? ••• "ATER TABLE Ofi SEEPAGE NOTE- THE LOG OF SUBSURFACE CONOITIONS SHOUN HEREOH APPLIES ONLY AT THE SPECIFIC BORIHG OR TRENCH LOCATION ANO AT THE OATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONOITIONS AT OTHER LOCATIONS AND TIMES. BORING BM 28 ELEV. (MSL) 290 EQUIPMENT _DATE COMPLETED 12/4/91 E-100 BUCKET RIG MATERIAL DESCRIPTION M " 1- <I ft \ a. ^ >1- 12^ 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, light 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 CROf. SAMPLE SYMBOLS ° - UNSUCCESSFUL S ... DISTURBED OR BAG SAMPLE c. 0. .. STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) 1 .. CHUNK SAMPLE ? ••• WATER TABLE Ofi SEEPAGE NOTE: THE LOG OF SUBSURFACE CONOITIONS SHOWH 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 ANO TIMES. 971009-005 Appendix B (continued) - SBM-6 through SBM-9 1 © • Small-Diameter Borings From: Geocon, 1993, Geologic Investigation for • Rancho Carrillo Project - Major Roads, • Carlsbad, Califomia, ProjectNo. 04787-12-01, dated January 15, 1993 OEPTH IN FEET SAMPLE NO. >-CD O _l o I t- SOIL CLASS (USCS) BORING SBM 6 ELEV. (MSL) 175 EQUIPMENT DATE COMPLETED 4/24/92 MAYHEW 1000 ROTARY in a ^ >-I- H So Q: '- o o MATERIAL DESCRIPTION 4 - ;;BM6-I 10 :;BM6- 12 - 14 ,;BM6- - 16 - 20 ^;BM6-. 22 - 24 SC TOPSOIL Loose to medium dense, damp, dark grayish brown, fine to medium. Clayey SAND SC ALLUVTUM Loose to medium dense, moist, medium grayish brown, fine to medium slightly clayey to Clayey SAND 13 SP-SC Loose to medium dense, moist to wet, light grayish brown, mottled, fine to medium SAND to slightly clayey SAND SM Becomes medium dense, moist, very light greenish brown, mottled, fine to medium Silty SAND SM DELMAR FORMATION E)ense, moist, very light green to white, fine to medium slightly silty SANDSTONE BORING TERMINATED AT 25 FEET Figure A-8 Log of Boring SBM 6, page 1 of 1 TT 66 111.8 TTO" 115.4 1.9 TTT 13.1 CROR SAMPLESYMBOLS . SAMPLING UNSUCCESSFUL C. . STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED) . 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 ORTRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES. OEPTH IN FEET SAMPLE NO. O O _l o X I- SOIL CLASS (USCS) BORING SBM 6 ELEV. (MSL) 175 EQUIPMENT DATE COMPLETED 4/24/92 MAYHEW 1000 ROTARY M y I- <i 2 \ ^ «3 z S J UJ }t! m a ^ u. in So • ujij gz o - 10 MATERIAL DESCRIPTION 2 - :;BM6-I I; BM6- SC SC TOPSOIL Loose to medium dense, damp, dark grayish brown, fine td medium, Clayey SAND ALLUVIUM Loose to medium dense, moist, medium grayish brown, fine to medium slightly clayey to Clayey SAND 13 111.8 I 12 - 14 - :iBM6-2 - 16 20 22 24 - BM6- 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 T5" SM DELMAR FORMATION Dense, moist, very light green to white, fine to medium slightly silty SANDSTONE 66 115.4 11.9 TTT 13. BORING TERMINATED AT 25 FEET -igure A-8 Log of Boring SBM 6, page 1 of 1 CROR SAMPLESYMBOLS SAMPLING UNSUCCESSFUL S ... DISTURBED OR BAG SAMPLE E.. . STANDARD PENETRATION TEST . CHUNK SAMPLE 1... DRIVE SAMPLE (UNDISTURBED) T ... WATER TABLE OR SEEPAGE NOTE: THE LOC OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATIOH 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 I I i I I I I I I I I I PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE NO. 4 - :;BM7-1| - 6 10 > o o _l o I H :iBM7-: SOIL CLASS (USCS) SC SM BORING SBM 7 ELEV. (MSL) 170 EQUIPMENT DATE COMPLETED 4/24/92 MAYHEW 1000 ROTARY MATERIAL DESCRIPTION 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 Ul ID 52 47 Figure A-9 Log of Boring SBM 7, page 1 of 1 M So >-i oc Q 115.0 SAMPLE SYMBOLS "• s*"'''-"''^ UNSUCCESSFUL c IU: tr ?! : z o o 6.4 12.2 CROR STANDARD PENETRATION TEST .. DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE • ... DRIVE SAMPLE (UNDISTURBED) I ... UATER TABLE OR SEEPAGE NOTE: •[^"E '.OG 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 LSCAT10MS ANO\\^ES. BORING SBM 8 ELEV. (MSL) 142 EQUIPMENT DATE COMPLETED 4/24/92 MAYHEW 1000 ROTARY M ^ I- ^^3 5 S D a ^ cr Zl , MATERIAL DESCRIPTION lOPSOlL Firm, dry ^o 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, slightly sandy CLAY, interbedded with brown, medium to coarse SAND and little gravel Becomes firm, grayish blue, slightly sandy CLAY Becomes dark blue to black CLAY to slightly sandy CLAY to Clayey SAND Figure A-10 Log of Boring SBM 8, page 1 of 2 91.8 "7^ 33.7 "TITT CROR SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL E. ^ ... DISTURBED OR BAG SAMPLE 0 STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE HOTE: 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 REPRESEHTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES. BORING SBM 8 ELEV. (MSL) 142 EQUIPMENT DATE COMPLETED 4/24/92 MAYHEW 1000 ROTARY M ^ H UJ S; CO Q. ^ >-»- _ M >-i Q: Q cr 3 L- in gz 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 27 24 95.8 126.3 30.6 13.4 Figure A-ll Log of Boring SBM 8, page 2 of 2 CROR SAMPLESYMBOLS SAMPLING UNSUCCESSFUL B.. . STANDARD PENEIRATION TEST 1 ... DRIVE SAMPLE (UNDISTURBED) S ... DISTURBED OR BAG SAMPLE 0.. . CHUNK SAMPLE 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. PROJECTNO. 04787-12-01 BORING SBM 9 ELEV. (MSL) 130 EQUIPMENT DATE COMPLETED 4/27/92 MAYHEW 1000 ROTARY MATERIAL DESCRIPTION M y H z«3 Q. t v> > So 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, slighdy clayey sand lense from II to 11.5 feet Becomes loose, saturated, light brown mottled, fine to medium Clayey SAND to slightly clayey sand -Becomes loose to medium dense at 20 feet Becomes soft, saturated, light brown, Sandy CLAY and Clayey SAND I Figure A-12 Log of Boring SBM 9, page 1 of 3 TT 13 106. mu 19.9 T0T77 CROR SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL B... STANDARD PENETRATION TEST • ... ORIVE SAMPLE (UNDISTURBED) ... 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 LOCATIOH AND AT THE OATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 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 shghtly sandy CLAY -Becomes light gray and yellowish brown at 35 feet -Becomes gravelly from 59 feet -1 Figure A-13 Log of Boring SBM 9, page 2 of 3 SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B... STANOARD PENETRATION TEST OlSTURBEO OR BAG SAMPLE 0 ... CHUNK SAMPLE (0 IU 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 Beccjmes loose", "saturated," grayish" blue, fine to medium Clayey SAND to slightly clayey SAND 11 TT > H So Q 94.8 TM3r "90" Q: P, • o o -^^ 30.1 "223" 257? CROR ORIVE SAMPLE (UNDISTURBED) UATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH lorATlnu LMCS .T TUT OATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFAC^cSND^^'oNS°AVoTHER LSC'AT.ONS ASO^IMEI. PROJECTNO. 04787-12-01 DEPTH IN FEET SAMPLE NO. >-C3 O -I o I SOIL CLASS (USCS) BORING SBM 9 ELEV. (MSL) 130 EQUIPMENT DATE COMPLETED 4/27/92 MAYHEW 1000 ROTARY UJ «3 >- H UJ Q O >-S; cr in gz 60 - 62 - 64 SbM9 -12 MATERIAL DESCRIPTION GC Dark blue. Clayey SAND and cobbles 5U/2.5" BORING TERMINATED AT 65 FEET PRACTICAL REFUSAL Figure A-14 Log of Boring SBM 9, page 3 of 3 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E . ^ ... DISTURBED OR BAG SAMPLE 0 . STANDARD PENETRATION TEST CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE |N0IE: THE LOG OF SUBSURFACE CONDITIONS SHOWH HEREOH APPLIES ONLY AT THE SPECIFIC BORIHG OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 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, Project No. D-4230-H01, dated November 11,1988 File Mo. November D-4230-H01 11, L988 ELEVATION. BORIiSIG 4 L2Q_ .DATE DRILLED. in/'^/«« EQUIPMENT E-IOO 30" Rotary Bucket ,-u>> z«5 2z MATERIAL DESCRIPTION ALLUVIUM Stiff, moist, dark grayish—broxTO, Sandy CLAY becomes very noist 111.1 15. PUSH 12" _ 10 - 12 _ 14 . 16 _ 18 _ strong seepage (in sand) water table (caving) Loose, saturated, light brovm, coarse Soft, wet, dark brovTO, Sandy CLAY 103 lULK 20.: SlUlPLE PUSH 12" 105.3 21. - 20 BORING TEBini^ATED AT 20.0 FEET (REFUSAL) Figure A-4, Log of Test Boring 4 SAMPLE SYMBOLS n SAMPLINQ UNSUCCESSFUL K OlSTURBEO on BAG SAMPLE C—STANOARO PENETRATIOM TEST B _ CHUNK SAMPLE I DRIVE SAMPLE (UNOISTURBEDI X _ WATER TAOLE OR SEEPAGE NOTC THELOGOFSUBSURFACECONOITIONSSMOWNHEBEONAPPLmSONLVATTHESPEClFlCBORlNQORTReNCHLOCATION^^^^^ AT THI OATEINOICATED ,TIS NOT WABRANTED TO BE REPRESENTATIVE OF SUBSURFACECONDITIONS ATOTHER LOCATIONS ANO TIMES ^ile. Mo. D-4230-H01 lovember II, 1988 < CO v7_ NOW •< lrt o BORING 15 ELEVATION. 305 .DATE DRILLED 10/17./8K EQUIPMENT 30" Rotary Bucket 5<a :^uj;s 05 s 05 30 MATERIAL DESCRIPTION CL TOPSOIL Hard, slightly moist, brown, Sandy CTLAY with SILT fractures B15-1 h 8- LO- 12- 14- 16- CL-ML DELMAR FORMATION Hard, moist, light olive, Silty CLAYSTONE to very Clayey SILTSTONE Bedding nearly horizontal Bedding N60W, SSW 1/ [ 24- 26- 28- 30- B15-4 B15-5 ML CL SM- SC Hard, moist, light orange/olive-mottled. Clayey SILTSTONE; some very fine SAND Bedding nearly horizontal Hard, moist, olive-mottled, Silty CLAYSTONE; yellow-white gypsTom stringers; slight to moderate fracturing — Few steep hematite-filled fractures; N40E, 85SE (joints) — Cemented zone (calciun carbonate cement about 12" fossil shells) r Remolded CLAY seam 1/8-1/4" thick; N60E 2''S Dense, moist, light olive-tan Silty fine to medium SANDSTONE; some CLAY Figure A-23, Log of Test Boring 15 3/12" 107.9 18.: 3/12" 108.4 BULK 19.f : lAMPLE 2/0" (iTo s.impl ) LIS.2 13.! (Boring 15 Continued next oage) SAMPLE SYMBOLS n SAMPLING UNSUCCESSFUL H DISTURBED OR BAG SAMPLE B STANOARO PENETRATION TEST H_ CHUNK SAJMPL^ • _ ORIVC SAMPLE (UNOISTURBEDI ?• _ WATER TABLE QR SEEPACJE '^5l^V„"^..I:°°°''^'^^^"''''*<^^'^°'^°''''ONS SHOWN HEREON APPLIES ONLYATTHE SPECIFICBORING ORTTIENCHLOCATlONAisin AT THE OATE INDICATED IT IS NOTWARRANTEO TO BE REPRESENTATIVE OF SUBSURFACECONOmSNi AV^TSERTI^noS^iND HME^ File No. D-4230-H0! November 11, L988 BORING 15 (Concinued) ELEVATION DATE DRILLED 10/12/88 EQUIPMENT 30" Rotary Bucket asjO t V} 05 - 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-L/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, 5''SW, throughgoing, \rLth large crystals of gypsum within gouge 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 at contact Very dense, dark gray, cemented, fine Silty SANDSTONE; fossiliferous Cemented zone; 0300^+ _ 5 106.6 BULK 20.° AMPL: 92.0 [BULK 3 29.1 AMPL". l:- BORING TERMINATED .^T 59 FEET (REFUSAL) Figure A-24, Log of Test Boring 15 SAMPLE SYMBOLS cn SAMPLING UNSUCX:£SSrUL B—.STANDARD PENETRATION TEST • _ ORIVE SAMPLE lUNOISTUHBEDl 1 1 B OlSTURBEO OR BAG SAMPLE B — CHUNK SAMPLE 1 _ WATER TABLE OR SEEPAGE NOTE TME LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPEOFICBORING OR TRENCH LOOTION ANO ATTHE OATE INDICATED. IT IS NOTWARRANTEDTO BE REPRESENTATIVE OF SUBSURFACE CO NOtnONS ATOTHERLOCATIONS AND TIMES '^ile No. D-4230-H01 ovember 11, 1988 BORING 16 ELEVATION. 300 .DATE DRILLED 10/13/88 EQUIPMENT E-IQO, 30" Rotary Bucket pi lO MATERIAL DESCRIPTION CL 1TOPSOIL 2 -;.|-J.-i--- \ hard, humid, brown, Sandy CLAY, highly 4 -SM I fractured becomes very stiff and slightly moist 6 - - 8 - - 10 - - 12 - - 14 - 16 - 18 - •,..-|;.V; >'l'X :r:r.-.i.- B16-1 iiw- IpELMAR FORMATION II Very dense, humid, light gray-blue, very Silty iS fine SANDSTONE; iron-stained, carbonate, h weathering at top l'— shells ^ bedding N20W10S — strongly iron-stained 20 - 22 - 24 - -26- t 28 ML hard, slightly moist, light grey-blue. Clayey SILSTONE, iron-stained, fissile, henatite filled joint N4SE82E — layer of stiff, moist, orange Sandy SILTY, friable, fossiliterous; N20W10S bottom contact — iron-stained, Sandy xrtth fossils •PUSH 7" 1 93.4 29.5 ••-I;'I- •IM:I:; ;'--|;:L' SM stiff, moist, orange-brown. 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 I fine SANDSTONE, iron-stained in places \ "— iron-stained 1 '— thinly bedded, dipping approxinately ICS iron-stained, lenses of friable, organic rich SILT with gypsum stringers Figure A-25, Log of Test Boring 16 (Boring 16 continued next page) SAMPLE SYMBOLS n SAMPLING UNSUCCESSFUL B. S _ DISTURBED OR BAG SAMPLE B. .STANDARD PENETRATION TEST -CHUNK SAMPLE • DRIVE SAMPLE lUNOISTUWBED) ?• _ WATEB TABLE OR SEEPAGE ATTHEOATEINOICATEOITISNOTWARRANTEDTOBEREPRESENTATIVEOFSUBSURFACECONDITIONSATOTHERLOCATIO^^^ File No. November D-4230-H01 11, 19? BORING 15 (Continued) ELEVATION _DATE DRILLED 10/13/88 QUIPMENT 5si«> zu. u.' 3Z §8 - 30 - 32 - -34 - -36 - -38 - •40 hi MATERIAL DESCRIPTION ^— scoured contact, generally horizontal I hard, slight moist to moist, light blue-grey I Sandy SILSTONE BULK SAMPL^ i| very stiff, moist, reddish-broxTn, Silty 111 CLAYSTONE many non-continuous remolded planes with gypsum, general orientation N5W7S continuous medium stiff, very moist, grey remolded CLAY N30W5S becomes_organic rich, gypsum and sulfur-rich 1 very dense, very moist, grey Silty fine to I medium SANDSTONE, slight seepage very strong cemented 15 117.8 BULK 15.Li t 1 AMPLEj BORING TERMINATED AT 40 FEET (REFUSAL) T Figure A-26, Log of Test Boring 16 SAMPLE SYMBOLS D SAMPLING UNSUCCESSFUL S DISTURBED OR BAG SAMPLE .B_STANOAflD PENETRATION TEST B _ CHUNK SAMPLE • DRIVE SAMPLE lUNOISTUnSEOI _ WATER TABLE OR SEEPAOE NOTE. THE LOQ OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOCATION AND ATTHEOATEINOICATED, IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES 971009-005 Appendix B (continued) CPT-9 and CPT-10 ® Cone Penetrometer Tests From: Geocon, 1988, Preliminary Soil and Geologic Investigation For La Costa - Northwest Area, Carisbad, Califomia, ProjectNo. D-4230-H01, dated November 11,1988 FRICTION RESISTflNCE TSF(KC/CH* J z 3E 8 ZO 9 U) 10 11 12 13H u 15 to IS 120 z2S 30 35 40 45 50 0 iqo Ilil i CONE RESISTflNCE TSF(KC/CH*) 1^0 200 250 300 SOIL COLUHN 3^0 400 ' * * • FRICTION RflTIO (%) 3 4 4a •20 10 IS Q 1 2 h 3 4 S - 7 -25 : -30 -35 40 45 TJ 3: 8 2 m 93) tn -50 ho 11 12 13 U "-IS 400 PROJECT: l-A COSTA RANCH NW PRQJECT NUMBER: 99-230-1702 INSTRUMENT NUMBER : F15CKE088 DATE:10-06-1988 ' fhe Earth fechnology Corporation CONE PENETROMETER TEST PROBE: CPT-9 0- 1- 2 3H 4 S 6- 7- '35- 36 37 38-1 FRICTION RESISTHNCE TSF(KG/CH«) 6 4 2 0 0 -J ' h—I 1- t—i 10 IS 20 115 120 125- SO too 1°. I . CONE RESISTflNCE TSF (KC/CH») ISO 200 250 sqo SSO 400 SOIL COLUMN FRICTION RflTIO a) 400 I < 1 g—- : :r—1 : • — • 1 '- 1 • •— -1 —•—1 - 5 - 10 r Q 15 - 20 120 5 - 6 - 7 "3t -35 -36 •37 PROJECT; LA COSTA RANCH NW PROJECT NUMBERt89-230-1702 INSTRUMENT NUMBER: F1SCKE088 DflTEt 10-06-1988 S Jhs Earth Technology Corporation CONE PENETROMETER TEST PROBE : CPT.-I0 971009-005 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 •O- / 1 -I br,>i - 7 1 7 COTO DE C.\Z.\ LTI) ® (1119 . 0 10 - - 12 - tea » Of :'A • •/: /• • T.1ENCH NO. 1 \ TOPSOIL Loose, damp, lighc brown, Silcy Sandy CLAY/Clayey SAND TERRACE DEPOSIT ~~ ~ Dense, damp, ceddlsh-brown. weakly cemented, Clayey SANDSTONE TORREY SANDSTONE ' " "— Very dense, damp, llghc gray-olive, weakly cemenced. interbedded very fine 5ILTSTONE/SANDSTONE TRENCH TElUMrNATED AT 11.0 FEET Figure , Log at Teac Trench i airr A-l GEOCON iHcearoiiAtca Li' I 14 0 .5 .5 J. I 1 I COTO DE C.\Z.\ LTD ® 010 trr • 8 10 - 12 . It* . 16 - 18 - 20 - -TTT I tfiUTIOM Of TRENCH NO. \ rOPSOIL Loo8«, damp, Light brown, Sllcy Clayey SAND TORREY SANDSTONE Highly weachered, oolsc, reddiah-yellow. gray moccled, very fine Sllcy SANDSTONE Dense (sClff). weachered, callchefied, Ughc gray SILTSTONE Very aclff, damp, gray, well bedded, accicude approximately horizontal, veil cemenccd SILTSTONE Very dense, moiat, reddlsh-brown. hard, weli cemenccd SANDSTONE, highly foaaillferou« ,becomes very hard TRENCH REFUSAL AT 19.5 FEET Ot/tSIf Al ' Figure Log of Teat Trench 2 co»rttfr A-2 GEOCON Li I J. 4 o .: I 1 110 DL c.AZ.A LTD Id 11 I i IN TIT 6 . h 10 12 14 V 16 LOt 4 Uxur/OM or ^\ I 1 TOPSOIL TRENCH NQ. 3 Loose, damp, reddish-brovn, S^ndy TORREY SANDSTONE Highly weathered, callchefied. UgUc > gray SILTSTONE ^ \,— becomes very sclff, da^ip, gray SILTSTONE ^ ^ — "^^P. reddish-brown SANDSTONE, highly fos^iiif^^^^ ' 1 ^^°P' lighc gray, medium cemented, fine SANDSTONE -becomes very veil cemenced, finely bedded SANDSTONE ^ TRENCH TERMINATED AT 13.0 FEET Figure . Log of Tesc Trench J i;t DtNsnr lOtsTtMe % *'r-r A-3 GEOCOsr I n < d n r o II 12 -24. 96 10: "STU S.5S 2717 COTO DE C.\Z.\ LTD [2]012 WatriOM ex BtlC^l^rtcit fim irr Ar./ ItOtSTLHIt 5t *v . 0 . 2 . 6 - a 10 12 Ih 16 FT TRENCH NO. A TOPSOIL Lighc brown, dawp, Sllty Sandy CLAY •I; I; !•';•'•• Llit' TORREY SANDSTONE Medium denae, damp, fraccured, callche- fied, olive gray, very fine SANDSTONE Highly fractured, weachered, callche- fied, daap. Ughc gray SILTSTONE V.l.T: Very denae, damp, Ughc gray, massive, very fine Sllcy SANDSTONE Denae, daap, reddlsh-brown SANDSTONE, highly foaaillferous t L 1 Very dense, damp, light gray, medium ' to w«ll cemenced, very fine, massive, Siley SANDSTONE •-"becomea moccled llghC gray, reddlsh- yelloo SANDSTONE TRENCH TERMINATED AT 16.0 FEET Figure , Log of Tesc Trench u A-A GEOCON 12 24 -96 10: IS "a"-14 S5H 2717 COTO DE C.\Z.\ LTD 1013 6 S h 10 12 - 16 I.OS t UX*TIOH .^l?Tyr l-J' OCSCHifTiau TRENCH NO. 5 \ TOPSOIL ~~" Sofc CO nmdlum stiff, damp, reddlsh- brown, Silcy Sandy CLAY TORKEY SANDSTONE ^ " ILLghly weathered, damp, moccled light grayreddish, very fine Sandy Clayey SILTSTONE/CLAYSTONE grades into massive SAOdy CLAYSTONE DELMAR FORMATION Very sciff. damp, ollve-green-gray CLAYSTONE wich shiny parCing surfaces TRENCH TERMINATED AT 16.0 FEET Figure , Log of Tesc Trench 5 B»r atMSiTf Af.' uotsruitr A-5 GEOCON A-l ill) 10:1 9 •^714 858 2717 COTO DE C.\Z.\ LTD IOU 2 . 6 e 12 14 16 • •18 UMIX/ WCtTIOM •f.l..'. r.'.'.: • fi or%cMifrio/i TRENCH NO. 6 TOPSOIL Sofc, molsc, lighc brown, Sllcy Sandy CLAY V \TORREY SANDSTONE \ Highly weachered. molsc, reddlah-gray. \\ fine ahaley SANDSTONE \w—reddish-brown, medium-grained SANDSTONE \ Interbedded, Shaley, moisc, denae, Ughc gray-reddlsh-brown, very fine SANDSTONE; several callchefied Layers ^ approximacaly 1/2-1" thick.; bedding I acclcude horizontal or dipping gencly \ (1-3°) coward the west becomes massive, very dense, damp, gray, fine- co medium-grained SANDSTONE becomes moccled. gray-reddlah-brovn I SANDSTONE Very dense, damp, Incerbedded Ughc gray, fine, medium cemenced SANDSTONE and raddiah-brown. medium cemenced, o«dium-gr*lned SANDSTONE. Very fine, disconclnuous, shaley SILTSTONE layers (approximately 1/10-1/ZO" chick) vithin the SANDSTONE mass 0*r Pfusirr Ar.t IOS. 2 TRENCH TERMINATED AT 17.5 FEET tt^tri/itt CCNrarr 16,0 Figure , Log of T«ac Trench 6 A-6 GEOCON (NcokroKAtto 12/24.-96 10:19 0714 8.58 2717 COTO DE C.\Z.\ LTD )lo ocrm nrr . 4 . 6 - 8 -10 12 14 or Blrwv^ TRENCH NO. 7 TOPSOIL Sofc, moist to wec. reddlsh-brown, stity Sandy CLAY * hard, reddish-brown-black. dlseoncin- uoua concrecions with fosaiia -grades -Into very dense, damp, Inter- bedded llghc gray, fine SANDSTONE and reddiah, medium SANDSTONE, bedding attitudes horlaontal TORREY SANDSTONE Medium dense, highly weachered, moisc. ^ light gray, incerbedded fine SANDSTONE \ and reddish-brown, medium-grained to \_ coarse S.\NDSTONE -becopaes very dense, damp. Ughc gray, massive, medium cemenced, fine Sllcy \ SANDSTONE TRENCH TERMINATED AT 12.5 FEET 0/tr oen s iry AC ttCttTV»( eturtvT Figure , Log of Tesc Trench 7 A-7 GEOCON iMflaaroiiArao 1^ 016 1. . 4 6 - 8 - 10 12 14 . 16 18 -j • 20 . TRENCH NO. 8 TOPSOIL Soft, moist, daric brown, Sllcy Sandy CLAY TORREY SANDSTONE Highly weachered, damp, calicheflad, interbedded gray, very fine SILTSTONE/ SANDSTONE and reddish-brown SANDSTONE grades into very stiff, damp, purple- gray SILTSTONE Vcjry dense, hard, damp, reddiah-brown with black manganese scain, well ceaented, fossiliferous SANDSTONE Very Stiff, damp, purpUah-gray, finely bedded, well cemented SILTSTONE, bedding attitude horizontal — Chin reddish SANDSTONE interbeds Very hard, damp, dense, well oamented. coarse-grained, olive gray SANDSTONE TRENCH TERMINATED AT 18,5 FEET anr Bins irr At.' Figure , Log of Test Trench 6 A-8 itCtlTuH OEOCON iweo»fOiiAT«» XX I n 0 0 0 11 i COTO DE C.\Z.\ LTD 1 01 • . 2 - 6 • 8 10 0 2 k • S*-*f,t 7 9-1 9-2 uxuriofi of "•l-.r. BtSCl^ll'tlOK TOPSOIL TRENCH NO. 9 Sofc, moisc, dark gray-brown, Sllcy CLAY V TORREY SANDSTONE Highly weathered, moiat, mottled, incerbp.rtded lighc jiray-reddlsh-brown, fine, Sandy Clayey SILT, bedding actitudes N10°M/4ow becomes denser Very densa, damp, lighc gray, fine Sllcy SANDSTONE V TRENCH TERMINATED AT 10.0 FEET TRENCH NO. 10 0*r OCMsirr AC.t BULK 107.8 "t^iiruift eatTtttr S t'r wf SAMPLE 15.5 10-1 '•{••>•' M 'm ALLUVIUM " ^ • Very sofc, loose, wec, dark gray-brown, mottied, Silty Clayey SAND with randomly oriented, black 1"-10" chick Clayey 2ones BULK SAMPLE \ TORREY SANDSTONE Denae, molsc, lighC gray, weakly cemenced, very fine SANDSTONE TRENCH TERMINATED AT 8,0 FEET Figure , Log of Test Trenches 9 and 10 A-9 GEOCOSr iMCdkyOaATtD 'QM 4 « 0 8 2 7 1; COTO DE C.\Z.\ LTD ® II18 LOt * WUfiOtt or UinfU oe SQItlfTlOlt •M-*l.*OC Otttfirr At.' >t^trij»t CCnrcHr 0 2 A 4 6 J TRENCH NO. 11 7" Z ll- ll- TOPSOIL Soft, wet, dark grayish-brown. SllCy CLAY TORREY SANDSTONE Dense, weachered, damp, Interbedded reddlah-'yellow, mediun to coarse SAND- \ STONE and Ughc gray, fine-grained Silcy \ SANDSTONE ^—becomes very hard, highly cemenCed, incerbedded reddlsh-yellow/gray SAND- STONE, very slow digging BULX 115-4 SAMPLE 13.4 TRENCH TEBMINATED AT 7.0 FEET Figure , Log of Test Trench 11 A-10 GEOCON 1 u : A' i 'ii' 7 i 4 a 5 8 2 717 COTO DE C.\Z.\ LTD la 01 9 tur 6 , 8 - 10 - 12 - 14 . 16 - 18 -j •20 22 SJMfLC mMtte* 12-1 12-2 LOC » LDlUTiafi of UUfLC I -LJ- oeiori'Tiot TRENCH NO. 12 TOPSOIL Very sofc, damp to moisc, lighc reddlsh- brown, Silcy Sandy CLAY TORREY SANDSTONE Highly weachered, fraccured, damp, reddish-brown-gray, Sandy CLA.Y V Very sciff, damp, purplish-gray, well bedded, shaley SILTSTONE, bedding atcicude approximately N-S/4W, thickness of beds approxiraately 1-2" p~-manganese and iron staining along bedding planes Very dense, moist, reddish-brown, weakly cemented, medium-CO coarse- grained SANDSTONE becomes interbedded, very dense, damp, reddish-brown aad gray SANDSTONE -j--— grades Into lighc gray, weakly cemented SANDSTONE ulth sclff, dark gray SILTSTONE Interbeds TRENCH TERMINATED AT 22.0 FEET Otr otnSirr At I BULX 105-2 uajrvtrt ctTtrtrtr % 4e, -t SAMPLE 22.0 Figure , Log of Test Trench 12 A-U GEOCON IHCORroaATID .:4 • SI 6 1II : 'a'714 858 271; COTO DE CAZ.A LTD (2) 0 2 0 etic/nrrion 9»r OtMSirr At' TRENCH NO. 13 /i 11 . 2. z TOPSOIL Sofc, daap. dark brown, Sllcy CLAY . 6 . 8 . 10 - 20 V TORREY SANDSTONE Very dense, damp, interbedded (mottled) reddiah-brown/Ughc gray, medium- co coarse-grained, weakly cemented SAND- STONE, bedding atClCudft NSSE/i'^N \^ Very denae, reddish-brown SANDSTONE \ \ becomes olive gray-reddlsh-brown mottled SANDSTONE — —heavy manganese concencradon Very dense, damp, oUve green-gray, medium cemenced SILTSTONE wich occa- sional Chin reddish, fine SANDSTONE Interbeds I—Bedding Plane Faulc, approximately 1/2" highly sheared gummy gray CLAY, acclcude N60E/2*'NW BULK 111.6 SAMPLE 17.7 \ Very dcnse/sClff, damp, interbedded moccled fine, oUve gray SANDSTONE/ dark gray SILTSTONE TRENCH TERMINATED AT 19.0 FEET Figure . Log of Test Trench 13 A-12 GEOCON iMeoi«»o«»Tfo CXSCJII^TIQM j uaisTu»t ornsirr ctnrz>tr At ' \ % ,r, ^ _______ TRENCH NO. 14 TOiwr ~ • Very sofc, loose, damp, dark brown. Silcy CLAY VimrrCT55TSNr~ — Highly weachered, oalichefied, soft/ __S^/SlJr' Sllty Clayey grades inco medlua dense to dense damn, oliye gray, weakly cemenced! Clayey Sandy SILTSTONE. frequent reddish-brown iron scain — becomaa dense, damp, mottled olive green-gray-reddish, very fine SANDSTONE Bedding Plane Faulc. highly sheared, moist, dark gray ClAY, thickness 2"-":" acclcude approximacely horizoncal BULK SAMPLE H Very dense, damp, Incerbedded, Ughc H Ki-ay/reddiah-brown. fine SANDSTONE wlch occasional black manganese atain \— very hard, highly cemented concrecion TRENCH REJUSAL AT IS.O FEET ^•Isure . Log at Test Trench 14 A-13 GEOCON INCORPOBATID 7 1 4 .y 5 « 2 71" CljTi:) DE CAZA LTD ] 0 (I 2 0 2 4 . 8 10 I- 12 14 SMfLt tuntt* LO* * uxtriaif Of 15-1 15-L Hmmttfl otsc*irriOn TRENCH NO. 15 TOPSOIL Soft, dajnp, llghc brown, Sllcy Sandy CLAY TORREY SANDSTONE Highly weachered, damp, reddish-can mottled, fine SAND V Very dense, damp, whiclsh-Ughe gray, maaslve, weakly cemenccd, fina-gralned SANDSTONE grades Into moccled, reddish-gray. > • grac \ very denae SANDSTONE m-AL^et Very dense, damp, Ughc gray, medium ceaented, fine SANDSTONE TRENCH TERMINATED AT 12.5 FEET ifr Otusirr Al.' BULK 117.2 s^MPLl: 9.7 uoisrun emrtfir Figure , Log ot Tesc Tranch 15 A-14 GEOCON X ^ .y.j .3 '-U1U DL (.AZA LTD 0 0.3 IM tut Sfttrct mjttaef LCiCAriott or OCsmirrioH Bitr Ofisirr At r eatrtiff % t'r rt TRE.NCK NO. 16 TOPSOIL Sofc, damp, dark brown Sllty CLAY . 2 . . 6 - 8 - 10 - 12 14 11 I \ TORREY SANDSTONE Highly weathered, damp, reddlsh-lighc gray moctled. incerbedded fine SANDSTONE - grades into highly callchefied, lighC gray Silty SANDSTONE, bedding aCClcudc \ NIOE/4OE \ A V (Jeachered, damp, moccled llghc reddish- brown-gray SANDSTONE Very dense, damp, interbedded, purplish- gray, very fine SANDSTONE/SILTSTONE, bedding aCtitude approximataly hori- zontal CO dips 4*^ toward E-SE TRENCH TERillNATED AT 12.5 FEET gure Log OC Tesc Trench 16 A-15 GEOCON IHCOnfOaATIO >-.'-<li.l uc i..-iz..-\ HI.) 0 0 4 UtH.t tumc Loe » iOt^rioM or lAurtt tinytn oeSCflfriQil 0»v eensirr At.' ItOIJTUMe ar/rtvr % tr, .1 TRENCH NO. 17 . 2 - 8 - 10 12 14 J - 16 7 Z ffl TOFSOIL Sofc, damp, grayish-brown, fine,. Clayey SAND/Sandy CLAY V DELMAR FORMATION Sciff, moist, greenlsh-datk gray- blackish, fractured SILTSTONE becomes blackish-green-gray, very stiff ^^ CLAYSTONE wlch shiny parting surfaces \ grades inco dark gray, Sandy Clayey SILTSTONE, frequent manganese and Iron scainlng V grades Into dark gray-brown, well cemented, very fine Sllcy SANDSTONE becomes very aCiff, reddish-brown, callchefied SILTSTONE grades into greeniah-brown. Clayey, callchefied SILTSTONE TRENCH TEBMINATED AT 16.0 FEET Figure . Log of Tesc Trench 17 A-16 GEOCON ineaitrQ«AT*e 0 0 5 , 6 -10 12 14 ' 16 SAJiftr Lit * or '' '.-.'•' A afsemiiriaii TRENCH NO. 18 ALLUVIUM—— Loose, moisc, blacklsh-brown. Sllty Clayey SAND becomes dark reddish-brown and very loose fine SAND ll^'LACf cmr At,' —— becomes wec seepage, caving heavy seepage TRENCH TERMINATED AT 16.0 FEET Figure . Log of Tesc Trench 13 •tijisrvitf % tt, A-17 GEOCON I.U 11,1 I't I. .-^/..-V Liu l.l 0 6 oeseAiATioM 0*r Ofntirr A l.l Ccurtur \ t'r It TRENCH NO. 19 TOPSOIL Loose, damp, dark gray, Silcy Sandy CLAY/SAND ALLIA'IL'M Loose, moist to wet, reddiah-brown, fine Sllcy Clayey SAND - becomes wec Sciff, dark brown, molsc CLAY (Paleosol) grades Into denae, moisc co wec, reddtah-dark brown, Clayey SAND becomea Ughc brown-tan, molsc, Silcy Clayey SAND/Sandy CLAY > LANDSLIDE DEBRIS il green. Silcy Sandy CLAY/SILT ramoldad olive green CLAYSTONE Highly weachered. callchefied, damp co moist, moctled whitish-can, pale olive sheared plane attitude approximacely horizoncal loELI-lAft fORMATIdN 'l Highly weachered, callchefied, raoisc, 1 pale oUva green, Sllcy CLAY5T0NF. \ bacomes medium sclff TRENCH TER,MINATED AT JO.O FEET Figure , Log of Teat Trench 19 A-18 Li I H O . j 0 .111, euro DE CAZA LTD f^l 0 0 7 . 0 Ttt 2 . 6 . 8 - 10 - 12 - 1<. 16 . 18 - 20 - SAt/^C 20-1 i.00 I LBOiriON of SAMAlf m cejCA'tfiCt TRENCH NO. 20 ALLUVIUM Loose, dry Co damp, dark gray-brown, Silty Clayey SAND/Sandy CLAY Loose, dark brown, moist, Sllcy Clayey SAND /"Tiediura dense, wec, reddish-brown, SilCy Clayey fine SAND becomes sacuraced —— heavy seepage, caving TRENCH TERMINATED AT 10.5 FEET •l-fLACC OAr OCtsirr ttaisruiK CCNro/T % "r t figure , Log of Tesc Trench 20 A-19 GEOCON •MCaaroaAfto 12- -4. SI6 111: -7 858 2717 COTO DE CAZA LTD 12)0 08 mAtArn LOf M WCATIOM or SAMHJ OCSCAirrio/i lUmAtAef 0€isiry Art •tOttfuH orvtr % tr, tl - 0 TRENCH NO. 21 2 • - 4- • 6- 8- 10. 12 I- 14^ 16 '.'•.*: •/•'••:•: 11 TOPSOIL Sofc. damp, dark brown, Sllcy CLAY DELMAR FORMATION Highly weachered, fraccured, callchefied damp, dark oUve-gray. Clayey SAAdy SILTSTONE Very dense, damp, olive green, weakly cemenced. Clayey, very coarse SANDSTONE V grades inco Sandy CLAYSTONE Very stiff, damp, olive green, massive, Sllcy CLiUSTONE with shiny parcing surfaces V TRENCH TERMINATED AT 15.0 FEET Figure , Log o: Test Tranch 21 A-20 GEOCON laOOk'OlATtO i .. • ^ 4 • ;i o •Q" / i 4 0 5 « 7 1 COTO DE CAZA LTD © 0 0 9 OOtlK SAtrLl tuUtCA 10 2 - 4 • 10- OCtCAlAThjM TRENCH .NO. 22 TOPSOIL Loose, damp, reddish-dark brown, Siltv Sandv CLAY DELM.\R FORMATION ' ' — Weathered, calichefied, damp, light Olive green, silcy Sandy CLAY/SAND " grades Into 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, Ughc brown, SUty SAND Sofc to medium sciff, dry, pinkish- purple Sandy CLAY Highly dlscurbed. fraccured. callchefied dry, whitish-oUve, fine SILTSTONE; randomly orienCed shear planes; highly sheared, molac. oUve green. Clayey zones chroughouc che slided mass; several cohesionless, coarse, Sandy irregularly-shaped zones Log of Test Tranches 22 and 23 A-21 •»-Anet •^STuAt COvrturr S It, r. GEOCON IKCO»rwiiAT«0 i 2 4 • y 6 11.1: 2 y •a'714 858 27i: COTO DE CAZA LTD I 010 otmt lft lAAIAUC tAJktStH LP« i lOOATIOM af tJAtfLt titwvft ttterirriQn itlmAt,Aet OAY OtMSirr Af.l tOlSTuAC CCnrpir % I'r tl , 0 2 . 4. » 6 . • 8- 10* - 14 71 1 I TRENCH NO. 21 TOPSOIL Soft CO medium sciff, damp, dark brown, Sllcy Sandy CLAY \ TORREY SANDSTONE Denae, weachered, damp, reddish-can, medium-grained, weakly cemenced SANDSTONE DELMAR FORMATION Highly weachered, calichefied, olive green-reddish-can incerbedded SILTSTONE/ \ SANDSTONE; bedding atCicude horizontal \ or dipping 1-2^ toward west grades inco very stiff, damp, olive green, Sllcy CLAYSTONE wlch random Iron and manganese staining TI-ENCH TERMINATED AT 12.5 FEET figure , Log oc Test Trench lU A-22 GEOCON .I-HU UL >.,..ii,..\ Lii; l^^J I.) 11 • 8 . 0 2 . - 4 . SAttnx mmafii . 16 LOf I wairig/v or I i^.wwiT OCSCAirjicn TRENCH NO. 25 TOPSOIL Loose, d^i^p. reddish-brown, Sandy CLAY DELMAR FO-RI-LVTION (TORREY SANDSTONE)" Transition zone! Highly weachered, calichetied, damp, moccled olive green CLAYSTONE and reddish-brown SAN^sfwE L grades inco dense, olive zreen " ClAYSTONE incerbedded with chin reddish-brown-can SANDSTONE, chickness ot sandstone layers l/4"-l" V \^7t. ^TA^^'A "^V^^ '^^P' CC^^Cd, Incerbedded olive green. Clayey coarse ANDSTO.VE and reddish-purple' gray, raedium-grained SAMDSTONE, chick- ness of beds 2"-10"; cannon bail con- crecions Wichin chls assemblage developec along the bedding planes; bedding atticude Nr;E/4''E ^ lt^*LAiC our nfSirr AC' TRENCH TERMINATED AT 14.5 FEET figure , Log of Tesc Trench 25 uoisrv't ecnrorr S tr, mf A-22 GEOCON INCQKpgHATCD 1 2 • 4 • y D i U : . j I I 'a'714 858 2717 COTO DE CAZA LTD 12) 01 2 etrrH SAAIA<.t Loa a uotAnoM Of O€tefl»rio/t •H'^LAer firr 0 tus irr At.l ecrcrtr % trr tf TRENCH NO. 26 - 4- - 6- -a 8- .10 12 16 TOPSOIL Sofc, moist, dark brown, Sllty Sandy CLAY TORREY SANDSTONE Highly weachered, fractured, caUchefled damp, lighc gray-tan, very fine Silcy \ SANDSTO.NE Very stiff, damp, Ughc gray-purpllsh, well cemented SILTSTONE with occasional thin (l/2"-l/4" thick) reddlsh-brown ' SANDSTONE interbeds; bedding attitude > N40'^W/6°NE minor fault N85W/vertical Bedding Plane Fault, highly sheared, remolded, moist, dark gray-purple CLAY wlch several gypsum scams (approximace- ly l/2"-l/i" chick): shear aone 4"-6" thick; acclcude N20W/4o-5<'E V TRENCH TERMINATED AT 14,5 FEET Figure , Log oc Tesc Trench 26 A-24 GEOCON 12 • 2 4 • 9 6 1 U : :s 0 'a'714 858 2717 COTO DE CAZA LTD ® 01.3 fAttU WltAfA . 2 . 4 LOt ar lAttt^ •i-'i't cetCAirrioM TRENCH NO. 27 \ TOPSOIL Very loose, dajnp to moisc, reddish- dark brown. Silcy Sandy CLAY/SILT DELMAR FORJ.UTION Highly weachered, fraccured, callchefied damp, light olive green, fine Sandy Clayey SUTSTONE wich reddish-brown I l/2"-l/4" chick. Sandy interbeds grades into very dense, hard, massive damp, fine-grained siicy SANDSTONE - becomes coarse ,nd very well cemenced TRENCH TERMINATED AT 7.5 FEET figure . Log or Test Trench 27 m^ALAoe Oirr otMsirr At.' CotTtnr t tf, w A-25 GEOCON I«CO«rO*AT(a ^ 4 • y 0 i 1,1 : 3 1 'a'714 858 271-COTO DE CAZA LTD lg] 0 1 4 SAMflJ AAjumrTi 10* a OCATIOtt Of SAAX\r ofjo^ifrion itfrLAOt OAr oftsirr At.' lOisruAe cainNT % tr, wf . 0 TRENCH NO. 28 I'OPKOiL Very loose, dry, light reddish-brown. 2 4 4 6 - 8 • 10 12 . 14 , 16 m •:<.m m 3 Sllcy Clayey SAND lANDSLIDE DEBRIS (SOIL CREEP) Soft, molac CO wec, pale olive green, highly dlacurbed, sheared, remolded, Sandy CLAY wich numerous reddlsh-brown- can, irregularly-shaped Sandy zones grades inco highly fraccured, Sandy SILTSTONE (Base of Slide) no discinccive slip plane DEL^tAR FORMATION Stiff, fraccured, damp, massive, olive [ green. Clayey SILTSTONE Very dense, moist, reddish-tan, medium- CO coarse-grained, weakly cemented SANDSTONE; dips approximately ^0-5° coward SE TRENCH TERMI.NATED AT 16.0 F£ET Figure , Log or Test Trench 28 A-2& GEOCCN '-I-11U UL i...\/_A LiU '4i 0 1 5 fitPTh IM ror • 6 • 8 10 12 14 . 16 - 18 20 SAtfLX MuuatA LOa t L£CiriOM or SA^(.( y\ I I 1 TRE.VCH NO. 29 TOPSOIL Sofc CO medium stiff, damp, dark gray. Silty CUY DEL^IAR FORMATION Dense, damp, pale oUve green, fine, weakly cemented. Sllty SANDSTONE wich occasional reddish SANT>STONE incerbeds; bedding acclcude N35M/5°NE •very hard, highly cemenced, coarse, can SANDSTONE concretion Very dense, damp, pale olive-green, well CO very well cemented, medium-r to coarse-grained SANDSTONE; bedding accitude approximately horizoncal very chin reddlsh-brown SANDSTONE Incerbed TRE.NCH TERMINATED AT 19.0 FEET "l-'LACir BAT OtMtlTY At.' tottrvAf catrejfT U tt, ^ Figure , Log of Tesc Trench 29 A..27 GEOCON iKCoiironATiB : -I • y 0 111: ;j 'a'714 858 2717 COTO DE CAZA LTD © 016 rar Li* * LOCAriot Of ti*-^ttr oescumoM IMm.fl. A et oar BtHSirr at.' tOlSTuft anrtnr H 1,-t . 0 7 ft I TRENCH NO. 30 2 , 4 . 6 . 10 • 12 TT 7 \ TOPSOIL Soft. damp, dark gray-brown, Sllcy CLAY DELMAR FORMATION Highly weathered, fractured, daap, oUve green CLAYSTONE V grades into very sclff. damp, olive green, massive CLAYSTONE bedding attitude horizoncal or dipping 2" coward weac TRENCH TERMINATED AT 12.0 FEET Figure . Log of Tesc Trench 30 A-23 GEOCON i... .* il IJ "O" / 1 4 Ooo Z 7 1 7 COTO DE CAZA LTD 1017 Figure , Log of Test Trench 31 A-29 GEOCON i»eo«roiiATfo i • ^ 4 • y 6 1 u : . J . i 'a'7 1 4 858 27 1 7 COTO DE CAZA LTD © 018 JIAtfLt tLmatf Loa « UfiATlitf ar SffU DCtCflATIOM IM-ALACt OAr Otmirr At.' S t'r " TRENCH .W. 32 4. . 6- - 8- • 10 n:U' TOPSOIL Very loose, dry to damp, Ughc graylsh- , brown, Sllty Clayey SAND DELMAR FORJIATION Weachercd, fractured, damp, pale ollve- gray, callchefied, Sllty SANDSTONE grades into very dense, damp, pale olive green, medium- to coarse-grained, highly cemented SANDSTONE TRENCH TERMINATED AT 8.5 FEET Figure , Log of Tesc Trench 32 A-30 GEOCON |r«eoilP9KATfO 1.;: iu. .s.i •<Li>7i4 a5y ;;7i7 COTO DE CAZA LTD 12) 01 9 I }Aiur\t Mvuaf/i rar - 8 110 12 14 16 LOS t UnurioM or lAMfLf tltrvn y. . / • 1^ use ft A TIOM TRENCH NO, 33 STREAM TERPsACE DEPOSITS " ~ Medium dense, damp, reddish-brown, Sllty Clayey SAND with numerous anguli mecavolcanic rock fragmencs becomes dense, moiac. reddlsh-brown coarse, Clayey SAND grades Into maaalve, stiff, daap'To" moist, moccled gray-reddlsh-brown. Sandy SILT/Silty SAND ear otMsirr *tOiSTufr ctnrtrtr % t,, - Stiff, moist, mottled dark gray, blackish CLAY wich irregular dark brown, Sandy zones TRENCH TERiMINATED AT 15.0 FEET Figure , Log of Tesc Trench 33 A-31 GEOCON !NCO«»OliATfO ; -I • y D i l.l : .J 4 'a'l 14 858 271: COTO DE CAZA LTD 121020 nrr . 0 • 2 . 4 6- 10 12 14 16- 18- 20 LD* a LditriOM or SfffU / ortefirrnt, TRE.NCH NO. IU TOPSOIL Sofc, damp, brown, silcy Sandy CLAY/ SAND LANDSLIDE DEBRIS Highly discurbed. sheared, remolded, danp, moccled reddlsh-brown-dark brown- black. Sllcy CLAY, SAND V becomea sofc. moisc, mottled reddish- brown, light olive green SAN'D/CLAY Sofc, molsc, highly disturbed, sheared olive CLAY random Sandy zones within a molsc, Ughc olive, sheared Clayey mass l'— Slip Plane, acclcude approximately / horizoncal (6-8' below flood plain] Off eiKSirr AL' tOMTUf* COirrnr H /'/ tr TRENCH TERMINATED AT 19.0 PEET figure , Log ot Teac Trench 3^ A-32 GEOCON tMCanfORAtto - -1 y 0 i 1,1 : .J 0 'O" / i 4 0 5 0 Z7 i'l COTO DE CAZA LTD 12) 0 21 rrrr SAIfLI MuiiacA OS A WCATIOI or SAMAt,t »*HI>Vl'Jf ocifm^rioir Of BCMS irr At.' •toifruft H trr tf 2 - 4 - - 6 8 10 _I 12 11 - 16 TRENCH NO. 35 II- TOPSOIL Soft, damp, reddlsh-brown, Sllcy Sandy CIAY • •/ ••. •/.-.'. : ''. y. v. •, f. .. • f. .• • •" • .'^ - ' . vl • .f . / • ' /. • ; • . "• ' • y •/.. LANDSLIDE DEBRIS Highly fractured, disturbed, weathered, fine-grained, light gray-olive SANDSTONE Clayey seams along fractures; random reddish-brown, Sandy zones becomes Ught gray-olive, highly fractured CLAYSTONE wich frequenc hematics concencradons: randomly oriented, frequent shear planes minor slip surface TRENCH TERMINATED AT IJ.O FEET Figure , Log oc Tesc Irench 35 A-33 GEOCON IMCOArOftATKO i 4 o .J o .: I 1 cul l.l Dh I. AZA LTD ) 022 rar 2 - 4 - 6- 8 • 10, 12 SAUAtrT iff* a uxuriOM of SAttf%t TORREY SANDSTONE Highly weachered, damp, callchefied, light gray-can-graylsh, Interbedded \ very fine SANDSTONE '.'--bedding aCtltude approximacely \ N45£/1°-2^NU efseairrtait TRENCH NO. 36 TOPSOIL I Very loose, dry, light brown-can, \ Sllty SAND —becomea very dense, massive, damp, light gray, fine SANDSTONE with occasional reddish hematite stain —grades into maaslve. hard, fine to medium gray SANDSTONE TRENCH TERMINATED AT 12,0 FEET Figure , Log of Tesc Trench 36 A-34 aar OfMtifr All MOitruft ccnrvie % "/ -I GEOCON 'ti' / i. 4 0.3 0 / i : CUTO DE CAZA LTD 12)02.3 /or- 0 4 . 8 10 12 14 SAMrt.t mMt*£A 16 . LOC l^CATIOM ar \.\-\ •I-I-I: :i;i:i: *ltw*/» OfSQflAtlOM TRENCH NO. 3 7 TOPSOIL Loose, dry to damp, llghc brown. Clayey SAND TORRF/ SANDSTONE Highly weathered, calichafled, Ughc gray-can, very fine, Silty SANDSTONE — calichefied, reddish-brown-gray SA.NDSTONE interbed: bedding acclcude approximacely horizoncal grades inco ollve-gray, darap, medium cemenced, very fine, Sllcy SANDSTONE very hard, highly cemented, grayish- brown, fossiliferous SANDSTONE bed Very dense, damp, reddish-brown, medium CO well cemenced, medlUffl-grained. fossiliferous SANDSTONE Very dense, damp, light gray, very fine SANDSTONE TRENCH TERMINATED AT 15.0 FEET m^LACC BUT otMsirr At.' Figure . Log of Test Trench 37 voiSTuat Oirritr S t'r rl A-35 GEOCON IM<:0ll»O«ATCt> 1 u HI . .Jl> •O' / 1 4 0 0 Zl I] COTO DE CAZA LTD 1024 OCtrtf IM TTT SJAIftX Muuaea Loa a LOCAno*) Of CKSCflATKOM IM^fLACt ifr OfMSifr Al.' *MX3nnrt cairtnr % t'r •! . 0 TRENCH NO. 33 . 2 . 4 , . 6 . 8 - 10- 12 14 . 16 . 18 TTT: '•nf UNDSLIDE DEBRIS Highly discurbed, fractured, callchefied, dry, whicish-tan. very fine, Sllcy SAND , fraccured, damp, dark black SILTSTONE I seam Interbedded, damp, purple-gray, sheared SILTSTONE wlch yellowish, very chin, Clayey SILX Incerbeds; scruccure dipping 15 toward souch • f •. f. • . . , • y . 'f.'. • ' y. . • y. . • ' •'•> • : • y. • • y. . • • f' • .: • • •. .'-A • • .y.-' •y. :.' r grades Into reddlsh-brown, sheared Clayey SANDSTONE becomes coarser and massive TRENCH TERMINATED AT 18-0 FEET Figure . Log oc lesc Trench 38 A-36 GEOCON . -1 • ;iu ill . .} , 'O' 114 Ooo Zl i: COTO DE CAZA LTD So: . 4 . - 6 - 8 • 10 12 . • 14 ^ ' 16 SAUfLS tuuiet • t-• :y .• . y. •• y. •• /. '•'. : • '. . •/• ' • • y.'. ': •/. . ../ . V-• .-.y. '• • y.: •/•• •. LO* a LOCATIOM Of SAItU OfSCAifriQM TRENCH NO. 39 TOPSOIL Very loose, dry, lighc brown, Clayev \ Silcy SA.SD/CUY UNDSLIDE DEBRIS Highly disturbed, remolded, sheared, moist, olive green CLAY/SAND wlch random reddlsh-brown zones becomes very loose, moisc to wec, coarse, cohesionless Clayey SAND Slip Plane dipping south approximately lOo becomes medium sclff, highly fractured, moist, ollve green CUYSTONE wlch shiny parClng Surfaces iM-ttAoe oar QCiSirr At ' UOI STU AC cet mtr M I'r rt TRENCH TERMINATED AT 16.0 FEET Figure , Log of Teac Trench 39 A-37 GEOCOM IMCOKrOKATIP 1^ 01; 6 . 0 . 2 . 4 . 10 K 8 i 10 12 tAIALt MUHfff LO* a LOCAriOM or LlJ/ \yf\ aitnTt 1 HfSOaiATIOM TRENCH NO. 40 TORREY SANDSTONE Highly weathered, looaa, wec to saturated, raddish-can-olive green, Sandy CUY/SAND grades into dense, wec, light gray- tan, coarse, weakly cemented SANDSTONE TRENCH TERMINATED AT 10.0 FEET TRENCH NO. 41 \ TOPSOIL Loose, damp, Ughc brown, Silcy CUY DELMAR FORMATION 1 Highly weachered, damp, olive green, \ Sllcy CUYSTONE Dense, damp, weachered, graylsh-can, cohesionless SANDSTONE, contact attitude N25E/4SE becomea very dense, damp, graylsh- can moccled, well cemenced, maaalve SANDSTONE wlch several highly cemenced. hard Interbeds "w- becomes reddtah-can, coarse and very weakly cemenccd TRENCH TERMINATED .AT 11.0 FEET B/tr OtMSirr Al.' igure , Log of Test Trenches 40 and 41 A-38 voitrtift ccrimrr % tr, ml GEOCON 1• - 4 - y 0 i 11 : 0 0 'Cl' 7 1 4 5 a .'717 COTO DE CAZA LTD 12)0 27 8 10 ^ 12 SAVAte iwt*C» Loe a LOCATIOM or UMAtC ^••y-.'s i.':i.:i' f^-fi Ilf. *fii1P*t.m aiwmr^ oesofifTioM TRENCH NO. 42 LANDSLIDE DEBRIS (SOIL CREEP) Soft, remolded, wec. Ughc reddlsh- brown, Sllcy Sandy CUY \grades inco weachered. sheared, molsc, / olive green CUY wich randomly oriented shear planes Slip Plane dips coward ease DELMAR FOR>UTION Ueachered, fraccured. moist, olive green, Sandy SILTSTONE grades into massive, very dense, damp, olive green, medium co well cemented, very fine, Silcy SANDSTONE TRENCH TERMINATED AT 11.0 FEET figure . Log of Trench 42 iM,fLAee Ofr otisiTr icisruifr artrtrrr % tf, .t A-39 GEOCON iMconronATio I't L.di-A LiU lei 0 28 oetCAiATioM •if-*LAef I ttOtsruiff etMsirr eenrtvr at.' I % ttr ft TRENCH NO. 43 ORGANIC DEBRIS (BRUSH FILL) Very loose, wec. dark brown-black SAND, CUY, wooden debris (ALLUVIUM Very loose, wet, reddlsh-brown, Sllty Clayey SAND rTORREY SANDSTONE Very aclff, damp, purple-plnklsh-gray, well bedded, shaley SILTSTONE, very Chin, reddish-yellow, fine Clayey SAND incerbeds, chickness of incerbeds 1/10" thickness of SILTSTONE beds l"-l/2" grades into very dense, molsc co wec moccled lighc gray-reddlsh-brown, medium-grained, weakly cemented SANDSTONE TREUCH TERMINATED AT 13.5 FEET figure . Log ot Trench 43 A-40 GEOCON 1 u : .J y 'a' 1 14 8 5 8 71 / COTO DE CAZA LTD 102 9 nrr 4 . 6 8 • 2 4 . SAMn./ LOt a LOCATIOM or SA»tALC 7^ p*f^^l^ \ OfSC/flATICM TRE.NCH NO, 44 TOPSOIL Very loose, light brown, dry. Clayey SA.N(D TORREY SAjroSTONE Highly weathered, fractured, damp, \ incerbedded fine, lighc gray, Sandy [\ SILTSTONE and reddish-brown, fine \ SANDSTONE 'very hard, highly cemenced, fossiliferous concretion 4"-6" thick Very dense, damp, motcied reddtsh-brovn- gray SANDSTONE grades Inco lighc gray, very fine, weakly cemented SANDSTONE with reddlsh- brown, chin Sandy incerbeds, bedding atcicude N30°E/3U TRENCH TE?J-IINATED AT 7. 5 FEET TRENCH NO. 45 \ TOFSOIL Very sofc, wet, dark brown, Silcy Sandy CUY DELHAR FOWW.TION Highly weachered. fractured, callchefled, olive gceen, Siicy CUYSTONE. bedding acclcude N-S/6W Very danae, damp. liRht can. medium- grained, medli.iffl CO weil cemenced, massive SANDSTONE TRE.NCH TERMINATED AT 0.0 FEET lit-AL Act otr orMjirr At.' Figure , Log of Trenches 44 and 45 ¥OISTUIft tCMTXMT X lr, rt A-41 GEOCON lMCOIPa«ATIO I'i- £4- at) 1 U : .J i> 'a'7l4 858 2717 COTO DE CAZA LTD 12)0.3 0 o^mi m nrr V 2 - 4 , 6 8 101 12 \L 16 SAMfl.t lamUf iO* a Lec^noM or SAHftt JTTi alii HiCfifTIOM TRENCH NO. 46 TOPSOIL Very looae, dry, light gray-brown, \ Silcy SAND TORREY SANDSTONE Dense, daap, whicish-gray, medium- grained, weakly cemenced SANDSTONE grades inco coarse, grayish-can, medium- to coarse-grained, weakly cemented SANDSTONE becomes mottled light can-reddish- brown SANDSTONE DEL^ FORMATION Stiff, damp, moccled pale olive- rcddish-brown. fac CUYSTONE wlch shiny parcing surfaces V TRENCH TERMINATED AT 15.0 FEET IM-ALACt Bfr BtMiirr At.' uaixtu»e Cf/nnr H I'r t Figure , Log ot Trench 46 A-42 GEOCON IMCOKfOflATSO i^UiU iit LiU 1^0.31 oeseiiirriOM TRENCH NO. 47 ALLUVIUM " Loose, damp, reddish-brown, Siltv Clayey, fine SAND -~'becomes aiolsc to wec becomes sacuraced, abundant seepage A caving TRENCH itr^MlNAlLD AT I9.0 FEET • Log Of resc rrench 47' A-43 GEOCON 971009-005 APPENDIXC 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: Sample 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 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 APPENDIXC (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 l-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 Densitv Tests: The maximum dry density and optimum moisture content of typical materials were determined in accordance with ASTM Test Method D1557. The results of these tests are presented in the table below: Sample Location Sample Description Maximum Dry Density (pcf) Optimum Moisture Content (%) LB-25 #3 @ 11-14' Pale brown silty SAND 117.5 13.5 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 consolidometer and loads were applied in geometric progression. The percent consolidation for each load cycle was recorded as the ratio of the 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 Coefficientof 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. nr- G5i-jof'e-<^Ai fl 3/ Tcist.inij DIRECT SHEAR TEST RESULT ASTM D 3080 Project Name: Project Number: Boring Number: Sample Number: Soil Description: BRESSI RANCH 971009-005 LB-25 3 PALE BROWN SILTY SAND (SM) Date Tested By Checked By Depth (ft.) 10/31/00 BCC 11.0-14.0 VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psf) RELAXED STRESS (psf) PEAK VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psf) RELAXED STRESS (psf) COHESION (psl) 550 VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psf) RELAXED STRESS (psf) FRICTION (deg.) 35 PEAK RELAXED 554 51 44 15 765 660 RELAXED 1108 101 83 15 1;S15 1245 COHESION (psl) 460 2216 127 104 15 1905 1560 FRICTION (deg ) 30 9nnn 00 9nnn 00 9nnn 00 9nnn 00 9nnn 00 9nnn 00 9nnn 00 9nnn 00 9nnn 00 9nnn 00 CXJ\J\J " -1 cnn 00 CXJ\J\J " -1 cnn 00 CXJ\J\J " -1 cnn 00 CXJ\J\J " -1 cnn 00 CXJ\J\J " -1 cnn 00 CXJ\J\J " -1 cnn 00 CXJ\J\J " -1 cnn 00 CXJ\J\J " -1 cnn 00 CXJ\J\J " -1 cnn 1 00 CXJ\J\J " -1 cnn 1 1 00 STRAIN (psf) A. I \ 00 STRAIN (psf) A. I \ 00 STRAIN (psf) A. I \ 00 STRAIN (psf) A. I \ 00 STRAIN (psf) A. I \ 00 STRAIN (psf) A. I \ < P 00 STRAIN (psf) A. I \ 00 STRAIN (psf) A. I \ 00 STRAIN (psf) A. I \ 00 STRAIN (psf) A. I \ 00 00 00 00 00 00 00 k 00 F 00 00 00 OUU * n 00 OUU * n 00 OUU * n 00 OUU * n 00 OUU * n 00 OUU * n 00 OUU * n 00 OUU * n 00 OUU * n 00 OUU * n 00 ( ) 5( 30 10 00 15 STRESS (psf) 00 20 00 25 00 TERATEST LABS, INC. f^mn-i iar Gci<->tr*tr:t-inic:.-^t Tnt^tirtcy DIRECT SH^AR TEST RESULT ASTIVI 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 (psf) RELAXED STRESS (psf) PEAK VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psf) RELAXED STRESS (psf) COHESION (psO 200 VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psf) RELAXED STRESS (psf) FRICTION (deg.) 30 PEAK RELAXED 554 35 31 15 525 465 RELAXED 1108 54 45 15 810 675 COHESION (psf) 180 2216 99 86 15 1485 1290 FRICTION (deg.) 26 9 nnn 00 9 nnn 00 9 nnn 00 9 nnn 00 9 nnn 00 9 nnn 00 9 nnn 00 9 nnn 00 9 nnn 00 9 nnn 00 £.\J\J\J ' -tenn 00 £.\J\J\J ' -tenn 00 £.\J\J\J ' -tenn 00 £.\J\J\J ' -tenn 00 £.\J\J\J ' -tenn 00 £.\J\J\J ' -tenn 00 £.\J\J\J ' -tenn 00 £.\J\J\J ' -tenn 00 £.\J\J\J ' -tenn 00 £.\J\J\J ' -tenn 00 STRAIN (psf) 00 STRAIN (psf) 00 STRAIN (psf) 00 STRAIN (psf) 00 STRAIN (psf) i 1, 00 STRAIN (psf) 00 STRAIN (psf) 00 STRAIN (psf) 00 STRAIN (psf) 00 STRAIN (psf) 00 00 00 00 00 00 00 00 00 00 00 OUU • n 00 OUU • n 00 OUU • n 00 OUU • n 00 OUU • n 00 OUU • n 00 OUU • n 00 OUU • n 00 OUU • n 00 OUU • n 00 u • ( 3 5( 30 10 00 15 STRESS (psf) 00 20 00 25 00 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-26 4 PALE GREEN SANDY LEAN CLAY s(CL) Date Tested By Checked By Depth (ft.) 10/30/00 BCC 20.0 VERTICAL STRESS (psO PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psf) RELAXED STRESS (psf) PEAK VERTICAL STRESS (psO PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psf) RELAXED STRESS (psf) COHESION (psO 750 VERTICAL STRESS (psO PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psf) RELAXED STRESS (psf) FRICTION (deg.) 29 PEAK RELAXED 554 77 74 15 1155 1110 REUSED 1108 84 78 15 1260 1170 COHESION (psl) 750 2216 138 127 15 2070 1905 FRICTION (deg.) 25 2000 • 00 2000 • 00 2000 • 00 2000 • 00 2000 • 00 2000 • 00 2000 • 00 2000 • 00 2000 • I 00 2000 • 00 00 00 w 00 00 00 00 00 00 00 00 STRAIN (psf) 00 STRAIN (psf) 00 STRAIN (psf) 00 STRAIN (psf) 00 STRAIN (psf) 00 STRAIN (psf) 00 STRAIN (psf) \ 00 STRAIN (psf) 00 STRAIN (psf) 00 STRAIN (psf) 00 00 00 00 00 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 0 00 ( ) 5C )0 10 00 15 STRESS (psf) • 00 2000 25 00 TERATEST LABS, INC. F^r-t^rrl iAr C3(i:trtf.fjc:/-ir-riir:.'j>/ Tu ^tinc/ DIRECT SHEAR TEST RESULT ASTM D 3080 Project Name: Project Number: Boring Number: Sample Number: Soii Description: BRESSI RANCH 971009-005 LB-28 1 Date Tested By Checked By Depth (ft.) 10/30/00 BCC r 10 0 PALE YELLOW POORLY-GRADED SAND WITH SILT (SP-SM) 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 100 VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psO RELAXED STRESS (psf) FRICTION (deg.) 49 PEAK RELAXED 554 33 30 15 495 450 RELAXED 1108 103 98 15 1545 1470 COHESION (psl) 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 SPECIFICATIONSFOR ROUGH GRADING 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 GeotechnicalConsultant 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 preliminarygeotechnical findings, conclusions, and recommendationsprior to the commencementof 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. Leightonand Associates,Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 2 of 6 1.3 The Earthwork Contractor: The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-condifioningand 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 2.1 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 GeotechnicalConsultant. 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 handlingof these materials prior to continuingto work in that area. As presently defined by the State of Califomia, most refined petroleum products (gasoline, diesel 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, fiat, 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 providea flat subgrade forthefiU. 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 determiningelevationsof processed areas, keys, and benches. 3.0 Fill Material 3.1 General: Material to be used as fill shall be essenfially 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 Consultantor mixed with other soils to achieve satisfactory fill 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 feetof future utilities or underground constmction. 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 Ieast48 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 thoroughlyto attain relative uniformity of material and moisture throughout 4.2 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). 4.3 Compaction of Fill: After each layer has been moisture-conditioned, mixed, and evenly spread, it shall be uniformly compactedto not less than 90 percentof maximum dry density (ASTM Test Method D1557-91). Compaction equipment shall be adequately sized and be either specifically designed for soil compaction 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 Dl 557-91. 4.5 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 fil I/bedrock benches). 3030.1094 Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 5 of 6 ^^•6 Frequencv 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. ''•^ .Compaction Test Locations: The Geotechnical Consultant shall document the 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 ofthe fill portion of the slope, unless otherwise recommended by the GeotechnicalConsultant. Leightonand Associates,Inc. GENERAL EARTHWORK AND GRA DING SPECIRCATIONS 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 I 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 backfill 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. PROJECTEO PLANE 1 TOI MAXMAJM FROM TOE Of SLOPE TO APPROVED OROUNO NATURAL OROUND- FILL SLOPE 2' MIN. KEY DEPTH [-^—15' MIR LOWEST BENCH (KEY) REMOVE UNSUfTABLE MATERIAL BENCH HEKJHT NATURAL GROUND J>0MPACTED~::3i»r: 4'TYPICAL FILL-OVER-CUT SLOPE •T: BENCH HEIOHT REMOVE UNSUITABLE MATERIAL I— 2' MIN. KEY DEPTH CUT FACE SHALL BE CONSTRUCTH) PRK7R TO FIU PIACEMENT TO ASSURE ADEOUATE OEOLCXMC CONOmONS OUTFACE TO BE CONSTRUCTED PRIOR TOFILLPLACEMENTv NATURAL QROUND / / OVERBUILT AND TRIM BACK PROJECTEO PLANE 1 TOI MAXIMUM FROM TOE OF SLOPE TO APPROVED OROUND CUT-OVER-FILL SLOPE DESIGN SLOPE REMOVE NSUITABLE MATERIAL For Subdrains See Standard Detail C 2- MIN. KEY DEPTH 3 BENCH HEIOHT .^15' MIK_, LOV/EST BENCH! (KEY) ^CH| B0«CHINQ SHAU BE 0Or« WHEN SLOPES ANGLE 13 EQUAL TO OR GREATER THAN 5:1 MINMUM ee^CH HEKJHT SHALL BE 4 FEET MINIMUM FHi. WOTH SHALL BE 9 FEET KEYING AND BENCHING GENERAL EARTHWORK ANO GRADING SPECIFICATIGNS STANDARD DETAILS A REV.4^1/B6 FINISH GRADE SLOPE FACE JETTED OR FLOODED GRANULAR MATERIAL • Oversize rock is larger than 8 inches in largest dimension. • Excavate a trench In the compacted fill deep enough to bury all the rock. • Backfill with granular soil jetted or flooded In place to fill all the voids. • Do not bury rock within 10 feet of finish grade. • Windrow of buried rock shaH be parallel to the finished skjpe fiH. ELEVATION A-A' PROFILE ALONG WINDROW JETTED OR FLOODED GRANULAR MATERIAL OVERSIZE ROCK DISPOSAL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS B 4/B5 NATURAL GROUND BENCHING REMOVE UNSUITABLE MATERIAL 2r 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 {MIRAFI140 0Rv > f APPROVED \ COLLECTOR PIPE SHALL EQUIVALENT) BE MINIMUM 6* DIAMETER CANYON SUBDRAIN OUTLET DETAIL DESIGN FINISHED GRADE PERFORATED PIPE 6-4^ MIN. SCHEDULE 40 PVC PERFORATED PIPE. SEE STANDARD DETAIL D FOR PIPE SPECIFICATION .NON-PERFORATED 6'^ MIN. FILTER FABRIC (MIRAFI 140 OR APPROVED EQUIVALENT) #2 ROCK WRAPPED IN FILTER FABRIC OR CALTRANS CLASS li PERMEABLE. CANYON SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS C 4/95 OUTLET PIPES 4'4> NON-PERFORATED PIPE, 100' MAX. O.C. HORIZONTALLY, 30' MAX. O.C. VERTICALLY 15' MIN. BACKCUT 1:1 OR FLATTER 2' MIN, POSITIVE SEAL SHOULO BE PROVIOED AT THE JOI 1556 OUTLET PIPE (NON-PERFORATED) CALTRANS CUSS II PERMEABLE OR #2 ROCK (3FT.'/FT.) WRAPPED IN FILTER FABRIC 12- MIN. OVERLAP FROM THE TOP HOG RING TIED EVERY 6 FEET \ FILTER FABRIC (MIRAFI 140 OR APPROVED EQUIVALENT) / T-CONNECTION FOR COLLECTOR PIPE TO OUTLET PIPE SUBDRAIN INSTALLATION - Subdrain collector pipe shall be installed with perforattons down or, unless otherwise designated by the geotechnfcal consultanL Outlet pipes shaH be non-perforated pipe. The subdrain pipe shall have at least 8 perfbratfons uniformly spaced per foot Perforation shafl be y4' to if drflled holes are used. All subdrain pipes shall have a gradient at least 2% towards the outlet SUBDRAIN PIPE - Subdrain pipe shall be ASTM D2751, SDR 23.5 or ASTM D1527. Schedule 40, or ASTM D3034, SDR 23.5, Schedule 40 Polyvinyl Chtoride Plastfc (PVC) pipe. Ail outlet pipe shall be placed in a trench no wider than twtee the subdrain pipe. Pipe shall be in soil of SE>30 Jetted or flooded in place except for the outside 5 feet whfch shall be natwe soil backfill. BUTTRESS OR REPLACEMENT FILL SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS 0 4/95 J