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Home My WebLink AboutCT 00-06; BRESSI RANCH MASS GRADING; SUPPLEMENTAL GEOTECHNICAL INVESTIGATION; 2001-03-14Leighton and Associates GEOTECHNICAL CONSULTANTS SUPPLEMENTAL GEOTECHNICAL INVESTIGATION FOR MASS GRADING, BRESSI RANCH, CARLSBAD, CALIFORNIA March 14,2001 1961 - 2001 ^MM=^ Leighton and Associates A GTG Company GEOTECHNICAL CONSULTANTS SUPPLEMENTAL GEOTECHNICAL INVESTIGATION FOR MASS GRADING, BRESSI RANCH, CARLSBAD, CALIFORNIA March 14, 2001 Project No. 971009-005 •4. Prepared For: LENNAR HOMES 5780 Fleet Street, Suite 320 Carlsbad, Califomia 92008 3934 Murphy Canyon Road, #B205, San Diego, CA 92123-4425 (858) 292-8030 • FAX (858) 292-0771 • www.lelghtongeo.com ^j^^nr^ Leigiiton and Associates A GTG Company March 14, 2001 GEOTECHNICAL CONSULTANTS ProjectNo. 971009-005 To: 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 of the 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 additionai 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) forthe 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. Respectfiilly submitted, LEIGHTON AND ASSOCIATES, INC. Tim J. Lawson, RCE 53388 Principal Consuhing Engineer Randall K. Wagn%r, CEG 1612 Director of Geology Distribution: (10) Addressee (2) Lennar Homes, Attention: Mr. Dale Greenhaigh (1) PDC, Attention: Ms. Marina Wurst 3934 Murphy Canyon Road, #8205, San Diego, CA 92123-4425 (858) 292-8030 • FAX (858) 292-0771 • www.leightongeo.com 4971009-005 TABLE OF CONTENTS Section ^ 1.0 INTRODUCTION ^ 1.1 PURPOSE AND SCOPE OF SERVICES ' 1.2 SITE DESCRIPTION ^ 1.3 PROPOSED DEVELOPMENT ^ 1.4 SUPPLEMENTAL SURFACE INVESTIGATION AND LABORATORY TESTING 3 2.0 GEOTECHNICAL CONDITIONS ^ 2.1 REGIONAL GEOLOGY ^ 2.2 SrrE-SPEcmc GEOLOGY ^ 2.2.1 Documented Fill Soils (Map Symbol -Af) ^ 2.2.2 UndocumentedFill Soils (Map Symbol - Afu) ^ 2.2.3 Topsoil (Unmapped) • ^ 2.2.4 Alluvium/ Colluvium, Undifferentiated (Map Symbol - Qal/Qcol) o 2.2.5 Landslide Deposits (Map Symbol -Qls) ^ 2.2.6 Santiago Formation (Map Symbol -Ts) 2.3 GEOLOGIC STRUCTURE ^ 2.4 FAULTING ^ 2.5 SEISMIC CONSIDERATIONS ^ 2.5.1 Liquefaction and Dynamic Settlement ^ 2.5.2 Uniform Building Code Seismic Parameters ^ 2.6 GROUNDWATER - 2.7 ENGINEERING CHARACTERISTICS OF ON-SITE SOEJS 10 2.7.1 Expansion Potential 2.7.2 Soluble Sulfate Content 2.7.3 Excavation Characteristics 2.7.4 Earthwork Shrinkage and Bulking ^ ^ 2.8 SLOPE STABILITY 2.9 SETTLEMENT OF DEEP FILLS ' 3.0 CONCLUSIONS 4.0 RECOMMENDATIONS 1^ 4.1 EARTHWORK 4.1.1 Site Preparation 412 Removal and Recompaction of Unsuitable Soils 17 4.1.3 Excavations 4.1.4 Cut/Fill Transition Conditions ^ 4.1.5 Fill Placement and Compaction 4.1.6 Settlement of Deep Fills ^ 4.1.7 Expansive Soils and Selective Grading 4971009-005 TABLE OF CONTENTS (Continued) xtion ^ 4.2 SLOPE STABILTTY 4.2.1 Deep-Seated Stability 4.2.2 Surficial Stability 4.3 CONTROL OF GROUND WATER AND SURFACE WATERS 21 22 4.3.1 Canyon Subdrains ''f' 4.3.2 Buttress and Stability Fill Subdrains 4.3.3 Cut Slope Seepage Conditions 4.4 SETTLEMENT MONITORING 23 4.5 SURFACE DRAINAGE AND LOT MAINTENANCE 23 4.6 GRADED SLOPES 4.7 PLAN REVIEW /VND CONSTRUCTION OBSERVATION 24 5.0 LIMITATIONS FIGURES FIGURE 1 - SITE LOCATION MAP - PAGE 2 FIGURES 2 THROUGH 14 - GEOLOGIC CROSS-SECTIONS A-A' THROUGH M-M' - IN POCKET TABLES TABLE 1 - GEOTECHNICAL SUMMARY OF EXISTING LANDSLIDES - REAR-OF-TEXT TABLE 2 - EARTHWORK SHRINKAGE AND BULKING ESTIMATES - PAGE 11 TABLE 3 - SLOPE STABILITY SOIL PARAMETERS - PAGE 19 PLATES PLATE 1 - GEOTECHNIC/VL MAP - IN POCKET PLATE 2 - REMEDIAL GRADING MAP - IN POCKET APPENDICES APPENDDC A - REFERENCES APPENDIX B - BORING AND TRENCH LOGS APPENDK C - LABORATORY TEST PROCEDURES AND TEST RESULTS APPENDDC D - GENERAL EARTHWORK AND GRADING SPECIFICATIONS FOR ROUGH-GRADING - n • 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 ofthe 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 ofthe site. • A supplemental subsurface exploration program consisting of the excavation, sampling and logging of 8 large-diameter exploratory borings and 56 exploratory trenches across the site. The large-diameter borings and trenches were excavated to evaluate the characteristics of the subsurface soils. Logs of the borings and trenches are presented in Appendix B. Included in Appendix B, are logs of previous borings and trenches excavated by Leighton and others that are pertinent to the development of Bressi Ranch. • Laboratory testing of representative samples obtained during our preliminary and supplemental subsurface exploration programs (Appendix C). • Geotechnical analysis of the data accumulated during our supplemental investigation including seismic and slope stability analysis. • Preparation ofthis 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 ofthe 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. V HUMMI NORTH BAS E MAP : Thomas Bros. GeoFlnder for Windows, San Dlego County, 1995, Page 1127 0 1000 2000 4000 1"=2,000' 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 ofthe 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 ofthe 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 SDGt&E, water and sewer line easements crossing the site in westem, central and southem portions ofthe site; 5) several dirt roads which cross the property, and 6) fences along the perimeter ofthe property. 1.3 Proposed Development Detailed site grading and development plans were not available as of the date of this report. However, we understand that the proposed site development will include 13 planning areas across the site for light industrial, commercial, and residential purposes. In general, the light industrial planning areas are located in the northem portion of the site along Palomar Airport Road while the commercial 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) constmction of El Fuerte Road from Palomar Airport Road to existing portion of the road south of the Bressi Ranch Property; and 3) improvements to El Camino Real along the northwestem side of the Bressi Ranch Property. In addition, the development will include relatively large open space areas, interior streets, underground utilities, and other associated improvements. 1.4 Supplemental Surface Investigation and Laboratory Testing Our supplemental subsurface investigation consisted of the excavation, logging and sampling of 8 large-diameter borings (utilizing a bucket-auger drill rig) and the excavation of 56 exploratory trenches (in addition to the previously excavated 7 small-diameter borings, 21 large-diameter borings and 30 exploratory trenches The borings and trenches were excavated to a maximum depth of approximately 116 and 15 feet, respectively. The large-diameter borings were entered by our -3 • 971009-005 geologist and down-hole logged. Logs of the borings and trenches are presented in Appendix B. The approximate locations ofthe 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 summary of the test results are presented in Appendix C. The density/moisture determinations of the undisturbed samples obtained from the borings are shown on the boring logs (Appendix B). -4- 971009-005 2.0 GEOTECHNICAL CONDITIONS 2.1 Regional Geologv 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 ofthis unit, erosion and regional tectonic uplift created the valleys and ridges ofthe 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 Geologv Formational materials of the Tertiary-aged Santiago Fomiation and surficial units consisting of landslide deposits, colluvium, alluvium, topsoil and artificial fill soils were encountered during our preliminary and supplemental investigations of the site. The areal distributions ofthe 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 ofthe geologic units present on the site is described below (youngest to oldest). 2.2.1 Documented Fill Soils (Map Svmbol - Af) As observed, the documented fill was associated with prior grading of the Poinsettia Lane, El Fuerte Road, Palomar Airport Road, and Melrose Drive roadway alignments. As-graded Geotechnical Reports documenting the fill placement and grading operations (Appendix A) indicate the fill soils were placed at 90 percent relative compactions. However, we anticipate that the upper portion of the fill may have become desiccated and minimal removals (i.e. on the order of 1 to 5 feet) may be needed prior to the placement of additional fill. In addition, we anticipate the removal of unsuitable soils along the perimeter of the fills were not made outside a 1:1 (horizontal to vertical) projection from the existing toe-of-slope down to competent formational material undemeath the fill. 2.2.2 Undocumented Fill Soils (Map Svmbol - Afii) Undocumented fill soils were observed in a number of places on the site. The undocumented fill was generally associated with the grading of the on-site dirt roads, retention basins, and prior farming activities. These fill soils are estimated to range from 1 to 25 or more feet in depth, and generally consist of dry to damp, loose or soft sand and clay. All existing fills located within the limits of grading should be considered potentially compressible and unsuitable in their present state for stmctural support. The undocumented fill soils should be removed to competent formational material within the limits of the proposed grading. -5- 971009-005 2.2.3 Topsoil (Unmapped) The topsoil encountered during our field investigation mantles the majority of the site. The topsoil, as observed, consisted predominantly of a light-brown to brown, damp to moist, medium dense to stiff, sandy to silty clay and some clayey to silty sands. These soils were generally massive, porous, and contained scattered roots and organics. The unsuitable topsoil is estimated to be from 1 to 4 feet in thickness; however, localized areas of thicker accumulations of topsoil may be encountered during grading. 2.2.4 Alluvium/ Colluvium. Undifferentiated (Map Svmbol - Qal/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 investigation, we did not differentiate the alluvial and colluvial deposits and therefore, these soils are mapped and presented as undifferentiated alluvium/coUuvium 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/coUuvium 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 of these landslides are shown on the Geotechnical Map (Plate 1) and the Remedial Grading Map (Plate 2). To aid in the discussion of the landslides, each landslide and/or landslide complex has been Numbered 1 through 24 (as indicated on the Remedial Grading Map). It should be noted that several of these landslides are outside the limits of grading while others extend beyond the property boundaries. A geotechnical summary including a description of each numbered landslide/landslide and the preliminary recommendations to mitigate the landslide is also presented on Table 1 (presented at the rear of the text). The landslide deposits include graben material (and associated colluvial soils), relatively undisturbed blocks of formational material and weathered fonnational 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 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 potentially instability concems and compressible nature, the landslide deposits within the limits of the planned grading are considered unsuitable for stmctural support in their present condition and remedial measures (i.e. buttressing with fill and/or removals of the unstable and potentially compressible portions) will be required. Preliminary recommendations for the stabilization of the landslides are presented in Section 4.2, on Table 1, and indicated on the Remedial Grading Map (Plate 2). With regard to the ancient landslides, site development appears feasible from a geotechnical standpoint. However, Landslides Numbers 5, 9, 9A, and 12, all of which, extend off-site (or outside the proposed limits of grading).may require oflf-site grading in order to mitigate the landslide. 2.2.6 Santiago Formation (Map Svmbol - 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. -7- 971009-005 2.3 Geologic Stmcture The general stmcture of the bedrock appears to be near horizontal. Based on the subsurface data, bedding within the Santiago Formation generally exhibits variable bedding with strikes ranging from northwest to northeast and dips typically 5 to 15 degrees to the southeast and northwest. Locally, cross bedding was observed with dips steeper than 15 degrees. Clay seams and/or landslide mpture surfaces encountered in the borings generally trend parallel to the bedding. Jointing on-site is very variable, but predommantly 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 fauhs. By definition of the Califomia Mining and Geology Board, an active fauh is a fauh that has had surface displacement within Holocene time (about the last 11,000 years). The State Geologist has defined a potentiallv active fauh 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 Fauh 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 bythe Alquist-Priolo Act (Hart, 1997). San Diego, like the rest of southem California, is seismically active as a resuh of being located near the active margin between the North American and Pacific tectonic plates. The principal source of seismic activity is movement along the northwest-trending regional fault zones such as the San Andreas, San Jacinto and Elsinore Faults Zones, as well as along less active fauks 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 fauhing was not encountered during our field investigation. The nearest known active fauh is the Rose Canyon Fauh Zone, which is considered a Type B Seismic Source based on the 1997 Uniform building Code (UBC), and is located approximately 7.0 miles (11.2 kilometers) west of the site. Because of the lack of known active faults on the site, the potential for surface mpture at the site is considered low. 971009-005 2.5 Seismic Considerations The principal seismic considerations for most stmctures in southern Califomia are surface mpturing of fault traces and damage caused by ground shaking or seismically induced ground settlement. The possibility of damage due to ground mpture at the site is considered low since active faults are not known to cross the site. Hazards from seiches and tsunamis are not present as the site is located away from the immediate coastal area and there are no large standing bodies of water in or near the site. The seismic hazard most likely to impact the site is ground-shaking resuhing from an earthquake on one ofthe major regional faults. The effects of seismic shaking can be reduced by adhering to the most recent edition of the Uniform Building Code and design parameters of the Stmctural Engineers Association of Califomia. 2.5.1 Liquefaction and Dvnamic Settlement Liquefaction and dynamic settlement of soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose granular soils underlain by a near-surface ground water table are most susceptible to liquefaction, while the stability of most silty clays and clays is not adversely affected by vibratory motion. Because of the dense nature of the underlying formational material and lack of a shallow permanent groundwater table, it is our opinion that the potential for liquefaction or seismically induced dynamic settlement across the majority of the site due to the design earthquake is low. However, relatively shallow groundwater and loose sandy soils are present in the main canyons and the potential for liquefaction of these in considered moderate unless provisions to mitigate the potential liquefaction are not performed during site grading. We anticipate that after the removal of the unsuitable material above the ground water table, placement of fill soils on the order of 15 to 20 feet above the current grades in these areas and consolidation of the saturated sandy soils occur (after the placement of the fill soils), the potential for surface manifestation of liquefaction in these areas will be low. 2.5.2 Uniform Building Code Seismic Parameters The site is located within Seismic Zone 4. The closest active fauh is the Rose Canyon Fauh Zone, which is considered a Type B Seismic Source (per 1997 UBC criteria) and is located approximately 7.0 miles (11.2 kilometers) west of the site. The closest Type A Seismic Source is the Julian segment of the Elsinore Fauh Zone, which is located approximately 23.5 miles (38 kilometers) east of the site. The soil profile type at the site, following the planned grading is anticipated to be Sc. Near source factors of Na = 1.0 and Nv= 1.0 are considered appropriate base on the seismic setting. 971009-005 2.6 Ground Water Ground water was encountered in a number of the exploratory borings and trenches 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 ofthe 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 trench logs (Appendix B). The ground water table encountered m the main drainages is generally perched ground water within the alluvial soils. The ground water that was encountered in the main canyons of the site at the time of our prelimmary 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 buttress and stability fills as indicated in Appendix D. The approximate location of recommended canyon subdrains are depicted on the Remedial Grading Map (Plate 2). Specific subdrain recommendations will be made when more detailed grading plans are developed. It should be noted that ground water levels might vary at the time of constmction from those elevations encoimtered during our preliminary and supplemental investigations. Since the elevations at which ground water was encountered were generally below anticipated finish grade elevations, it is our opinion that ground water related problems should be minimal provided the recommendations presented in this report are incorporated into the design and constmction of the project. It is our recommendation, however, that periodic inspection be made by either our soil engineer or engineering geologist during the grading operations and/or constmction for the presence of ground water. Remedial measures, if any, can be recommended on a case-by-case basis during the grading and constmction operations. 2.7 Engineering Characteristics of On-site Soils Based on the resuhs of our current geotechnical investigation, previous geotechnical investigations of the site (Appendix A), laboratory testmg of representative on-site soils, and our professional experience on adjacent sites with similar soils, the engineering characteristics ofthe on-site soils are discussed below. 2.7.1 Expansion Potential The expansion potential of the on-site soils ranges from very low to very high. The sandstone within the Santiago Formation and sandy surficial soils are anticipated to be in the very low to moderate expansion range. The siltstone and claystone of the Santiago Formation, as well as the clayey topsoil, alluvium, and colluvium are anticipated to have a medium to very high expansion potential. Geotechnical observation and/or laboratory testing upon completion of the graded pads are recommended to determine the actual expansion potential of finish grade soils on the graded lots. To reduce the possibility of having expansion soils at or near fmish pad grades, the clayey soils should be placed in deeper fill areas or outside the limits of the building pads, hi addition, building pads 10- 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 testmg 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 constmction equipment. Localized cemented zones may require heavy ripping. If a significant amount of oversize material (typically over 8 inches in maximum dimension) is generated, it should be placed to prevent possible settlement ofthe 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^ulking 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. -11 - 971009-005 2.8 Slope Stability Our review of the 200-scale tentative tract map/grading plan (PDC, 2001b) indicates that the proposed cut and fill slopes on the site are proposed at a maximum inclination of 2:1 (horizontal to vertical) and up to approximately 50 and 70 feet in height, respectively. Our analysis indicates that the proposed fill slopes will have a deep-seated factor of safety of at least 1.5. With regard to natural slopes, our geotechnical analysis indicates the natural slopes should be grossly stable provided unforeseen geologic conditions are not present. However, our analysis indicates that some ofthe proposed cut slopes (especially cut slopes composed of claystones/siltstones ofthe Santiago Formation) may be surficially unstable and remedial measures such as the constmction of replacement/stability fills along the slope faces will be required. Slope stability analysis was also performed in areas underlain by landslides. Our analysis indicates that buttresses will be required in order to provide a minimum factor-of-safety of 1.5 or greater for slopes or grading pads proposed in areas of landslides. The reconimended preliminary buttresses are presented on the Remedial Graduig 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 maimers. One is short-term (elastic) settlement due to the wei^t of the overlying fill soils compressing the soil and driving the water out of the soil stmcture (consolidation). This typically occurs during or within a few months after the completion of grading. In general, silty to clayey soils will compress more slowly than sandy/granular soils. The second manner is long-term settlement, which typically occurs on the order of years after the fill soils are placed and is triggered by the additional wetting of the soils due to irrigation/precipitation. This occurs even to properly compacted fill soils and even though subdrains are installed. Silty to clayey soils typically settle as much as two times the amount that sandy soils will. Preluninary recommendations are presented in Sections 4.1.6 and 4.4. 12- 971009-005 3.0 CONCLUSIONS Based on the results of our supplemental geotechnical investigation at the subject site and our review ofthe 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 ofthe site. • Based on our subsurface exploration and review of pertinent geotechnical reports, the site is underlain by the Santiago Formation, landslide deposits, alluvium, colluvium, topsoil and documented and undocumented fill soils. • The undocumented fill, topsoil, colluvium, alluvium and weathered formational materials are considered unsuitable in their present state and will require removal and recompaction in areas of proposed development or future fill. • Due to potentially instability concems and compressible nature, the landslide deposits within the limits of the planned grading are considered unsuitable for structural support in their present condition and remedial measures (i.e. buttressing with fill and/or removals of the unstable and potentially compressible portions) will be required. Preliminary recommendations for the stabilization of the landslides are presented in Section 4.2, on Table 1, and indicated on the Remedial Grading Map (Plate 2). • Sihstone 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 mpture at the site is considered low. • The mam seismic hazard that may affect the site is ground shaking from one of the active regional faults. • Evidence for 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 ofthese in 13 - 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/coUuvium 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 frending 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 Formation, as well as the clayey topsoil, alluvium, and colluvium are anticipated to have a medium to very high expansion potential. • Based on our professional experience on adjacent sites, the on-site soils should posses a negligible to moderate soluble sulfate content. However, some of the soils may possess a high sulfate content. • With the exception of localized cemented zones within the Santiago Formation, it is anticipated that the on-site sedimentary and surficial soils may be excavated with conventional heavy-duty constmction equipment. Localized cemented zones may require heavy ripping. • All oversized material should be placed in accordance with the recommendations presented in Section 4.0 and Appendix D to minimize settlement of the material around the oversized rocks. • In general, when recompacted as fill soils, the surficial units (including landslide deposits, topsoil, colluvium, alluvium, etc.) are anticipated to shrink and the bedrock materials are likely to bulk. • It is anticipated that any 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 m Section 4.2. • Potential settlement of relatively deep fills is anticipated to mainly occur during or within a few months following the completion of grading. However, areas of deep fill should be monitored to ensure that the majority of the settlement occurs prior to constmction of stmctures and other settlement sensitive improvements. In addition, lots underlain by fill differential thicknesses in excess of 20 feet will require the utilization of a special foundation design (i.e. a post-tensioned slab design). • The potential for long term settlement of the alluvial materials within the main canyons, if not removed during grading, is potentially significant. 14- 971009-005 4.0 RECOMMENDATIONS 4.1 Eartiiwork 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 tt-ench excavation and backfill. We recommend tiiat eartiiwork on-site be performed in accordance with tiie following recommendations, tiie City of Carlsbad grading requirements, and the General Eartiiwork 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 stmctural fill or engineered stmctures, the areas should be cleared of surface obstmctions, any existing debris, unsuitable material (such as desiccated documented fill soils, undocumented fill soils, topsoil, colluvium, alluvium, landslide deposits, and weathered formational materials) and stripped of vegetation. Vegetation and debris should be removed and properly disposed of off-site. Holes resulting from the removal of buried obstmctions that extend below finished site grades should be replaced with suitable compacted fill material. Areas to receive fill and/or other surface improvements should be scarified to a minimum depth of 6 to 12 inches, brought to an above-optimum moisture condition, and recompacted to at least 90 percent relative compaction (based on American Standard of Testing and Materials [ASTM] Test Method D1557). 4.1.2 Removal and Recompaction of Unsuitable Soils As discussed in Sections 2.2 and 3.0, portions of the site are underiain 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 ofthe required removals should be determined during grading operations by the geotechnical consultant; however, estimated removal depths are summarized below. 1) Existing Documented Fill The desiccated upper portion of the existing documented fills located in the eastem and southeastem portions of tiie 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. 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, constmction debris, and decomposable material should be removed and disposed of off-site. 3) Topsoil Areas to receive fill which are on slopes flatter than 5:1 (horizontal to vertical) and where normal benching would not completely removed the topsoil, should be 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/coUuvium is located above the water table, this will most likely entail complete removal of these materials to competent bedrock. In areas where a shallow water table prevents the removal of these materials using conventional earthmoving equipment, (i.e. scrapers), we recommend the remaining material be removed by top loading (wet removal) or be surcharged and drained with wick drains. At the present time, we recommend fiirther investigation of the areas where shallow ground water is present within the alluvial soils in order to determine the compressibility characteristics of the alluvial soils. Based on the results of the additional evaluation, specific geotechnical recommendations can be provided conceming the mitigation of the deep saturated alluvium and fill soils placed in these areas. 5) Landslide Deposits The landslide deposits within the limits of the planned grading should be removed to competent material during site grading in order to remove the highly disturbed and weathered material. The actual depth of 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- 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 ttansitions, we recommend the entire cut portion of the transition building pads be overexcavated and replaced with properly compacted fill to mitigate the fransition condition beneath the proposed stmcture. For ttansitions less steep than a 2:1 (horizontal to vertical), the overexcavation ofthe cut portion of the building pad should be a minimum of 4 feet below the planned fmish grade elevation of the pad. For cut/fill ttansitions steeper than a 2:1 (horizontal to vertical) and for ttansitions beneath multi-unit and large commercial stmctures, site specific overexcavation recommendations should be made after the final grading and development plans are completed. All overexcavations should extend laterally at least 10 feet beyond the building perimeter or footprint. 4.1.5 Fill Placement and Compaction The on-site soils are generally suitable for use as compacted fill provided they are free of organic material, trash or debris, and rock fragments larger than 8 inches in maximum dimension. All fill soils should be brought to above-optimum moisture conditions and compacted in uniform lifts to at least 90 percent relative compaction based on the laboratory maximum dry density (ASTM Test Method D1557). The optimum lift thickness required to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fill should be placed in lifts not exceeding 8 inches in compacted thickness. Placement and compaction of fill should be performed in general accordance with the current City of Carlsbad grading ordinances, sound constmction practices, and the General Earthwork and Grading Specifications of Rough-Grading presented in Appendix D. 4.1.6 Settlement of Deep Fills Subsequent to removals of compressible soils, fills of up to approximately 70 to 80 feet in thickness are planned on the site. Our experience and analysis indicates that potential settlement in these deep fill areas maybe on the order of 10 inches (depending on compactive effort) and may take as long as 6 months (or longer) to occur. Most of this settlement is anticipated to occur during grading. We anticipate that post constmction settlement of onsite fills to be on the order of a maximum of 3 inches. Release of building pad areas for constmction of stmctures in fill areas deeper than 50 feet should be made based on the results of surface settlement monuments placed at the completion of grading. 17- 971009-005 Provisional information indicates the release of building pads for constmction in areas not underlain by saturated alluvium will be on the order of 3 months following grading. 4.1.7 Expansive Soils and Selective Grading The laboratory test results and our professional experience with similar materials on sites in the vicinity indicate that the on-site soils possess a very low to very high expansion potential. As a result, the presence of highly expansive materials within 5 vertical feet from finish grade will require special foundation and slab considerations (i.e. the use of a post- tension foundation system). In general, this condition should be limited to finish grade pads comprised of Santiago Formation claystone or siltstone (generally below an approximate elevation of 270 to 300 feet msl across the site) or where these materials are utilized as compacted fill within 5 feet of finish grade. As an altemative to the use of a post-tension foundation system on lots possessing a medium to very high expansion potential, the building pads may be overexcavated a minimum of 5 feet below finish pad grade and replace with properly compacted fill possessing very low to low expansion potential (i.e., the sandy soil of the Santiago Formation present in the higher elevations of the site. Should this altemative be chosen, the overexcavation should extend across the entire lot and be graded such that water does not accumulate beneath the stmctures (by providing a mmimum 2 percent fall of the overexcavation bottom towards the stteet or existing fill). 4.2 Slope Stabilitv Review of the 200-scale tentative tract map/grading plans (PDC, 2001b), indicates that cut and fill slopes will be constmcted to maximum heights on the order of 50 and 70 feet, respectively. We understand that these finished slopes are planned at inclinations of 2:1 (horizontal to vertical) or flatter. Based on the results of our investigation and geologic interpretations, the proposed slopes were analyzed for gross stability utilizing the STABL slope stability program and surficial stability using the infinite slope equation with steady-state seepage. The parameters utilized in our slope stability analysis are based on our laboratory testing, our experience with similar soil types, and our professional judgment. The parameters utilized in the slope stability analysis are presented on Table 3. A summary of our slope stability analyses is presented below. -1{ 971009-005 Table 3 Slope Stability Soil Parameters Material Moist Unh Weight (pcf) Saturated Unit Weight (pcf) Friction Angle (degrees) Cohesion (psO Artificial Fill Soils 125 130 25 200 Quatemary Alluvium 125 130 18 100 Landslide Material 125 130 18 100 Clay Seam/Rupture Surface 120 125 8 100 Santiago Formation (sandstone) 130 135 30 300 Santiago Formation (claystone along bedding) 130 135 13.5 100 Santiago Formation (claystone across bedding) 130 135 30 300 4.2.1 Deep-Seated Stabilitv 1) Fill Slopes The materials anticipated for use in fill slope grading will predominantiy consist of sandy and silty to clayey soils of the Santiago Formation. Our analysis, assuming homogeneous slope conditions, indicates the anticipated fill slopes up to the maximum proposed heights of 70 feet will have a calculated factor of safety of 1.5 or greater with respect to potential, deep-seated failure. The proposed slopes should be constmcted in accordance with the recommendations of this report, the attached General Earthwork and Grading Specifications for Rough-grading (Appendix D), and City of Carlsbad grading code requirements. 2) Cut Slopes/Landslide Stabilization Engineering analysis of the proposed 2:1 (horizontal to vertical) cut slopes up to a maximum height of approximately 50 feet indicates the deep-seated stability of the slopes, in general, are stable from a geotechnical standpoint provided adverse geologic conditions are not present. The resuhs 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 gradmg is performed (i.e. the constmction of buttresses) and our geotechnical recommendations are adhered to. 19. 971009-005 However, cut slopes consisting of Santiago Formation claystones and siltstones may be surficially unstable and may require the constmction of stability or replacement fills on the slopes. Based on our subsurface exploration (Appendix B), we anticipate that the majority of the cut slopes below an approximate elevation of 270 to 300 feet msl will consist of Santiago Formation claystones and sihstones. The stability fill keys should be constmcted a minimum of 15 feet wide, at least 5 feet below the toe-of- slope grade, and have a minimum 2 percent into-the-slope inclination. The approximate locations of the stability fill keys are presented on the Remedial Grading Map (Plate 2). A typical detail for stability fill constmction is provided in the attached General Earthwork and Grading Specifications (Appendix D). In addhion. Geologic Cross-Sections A-A' through M-M' (Figures 4 through 17) were prepared in areas of landslides to further evaluate slope stability and to provide butttess designs, where appropriate, to increase the overall slope static factor-of-safety to at least a 1.5. Where buttresses are recommended, the preluninary dimensions are presented on the appropriate cross-section. A summary of the landslides is presented on Table 1. Prior to constmction of the recommended butfresses presented herein, the provisional stability recommendations should be reviewed and additional butfress design analysis performed based on the actual design grading plans. We recommend the geotechnical consultant document and geologically map all excavations including cut slopes during grading. The purpose of this mapping is to substantiate the geologic conditions assumed in our analyses. Additional investigation and stability analysis may be required if unanticipated or adverse conditions are encountered during site development. 3) Slope Face Compaction and Finishing Due to the high expansion potential of the claystones and siltstones within the Santiago Formation, special compaction procedures will be necessary in order for the specified compaction to be achieved out to the slope face. Soils placed within 15 feet of the face of slope should consist of a mixture of clay and sand. The sole use of highly expansive clayey or clean sandy material within 15 feet of the face of slope should be avoided. Overbuilding the slope faces a minimum of 5 feet and frimming them back or frequent back-rolling with sheepsfoot compactors (at 1- to 3-foot vertical intervals) and back-rolling the completed slope with a short-shank sheepsfoot may be utilized to achieve the specified compaction of the slope face. 4) Stability for Temporarv Backcut Slopes During Grading The temporary backcut slopes that will be created during removal of unsuitable materials or constmction of the butfress 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 condhions •20- 971009-005 and 1:1 (horizontal to vertical) inclinations in other locations. In critical areas, we may recommend a conttactor's representative observe the backcut for signs of instability during butfress constmction. Backcut safety is the responsibility ofthe confractor. It is of utmost importance to schedule the earthwork sequence such that the time between removal and recompaction is reduced to a minimum. Full-time geologic inspection should be performed during backcut excavation, not only to confirm the geologic conditions but also to provide early waming of incipient failure of the temporary excavations and to allow in-constmction reaction to accommodate such failures and keep their occurrence to a minimum. 4.2.2 Surficial 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 reconimended stability fills along the slopes exposing Santiago Fonnation claystones or siltstones as discussed in Section 4.2.1, Part 2. 4.3 Confrol 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 cunently exist at the site. However, a perched ground water condition is present within the alluvial soils in the main drainages ofthe property. The confrol of ground water in a hillside development is essential in order to reduce the potential for undesirable surface flow, hydrostatic pressure and the adverse effects of ground water on slope stability. We recommend that measures be taken to properly finish grade the site such that drainage water is directed away from top-of-slopes and away from proposed stmctures. No pondmg of water should be permitted. Drarnage design is within the purview of the design civil engineer. Even with these provisions, our experience indicates that shallow ground water/perched ground water conditions can develop in areas where no such ground water conditions existed prior to site development, especially in areas where a substantial increase in surface water infilfration results from landscape irrigation. We recommend that an engineering geologist be present during grading operations to observe and record possible future seepage areas and provide field recommendations for mitigation of fiiture potential seepage. •21 - 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 sunounded by a minimum of 9-cubic feet (per linear foot) of 3/4-inch gravel wrapped in a filter fabric (Mfrafi MON or equivalent). Where the subdrain is placed on fill in order to outlet the subdrain, the subdrain should consist of solid PVC pipe. The subdrain should have a minimum fall of at least 1 percent. Specific subdrain recommendations will be made upon our review of the final site grading plans. However, preliminary canyon subdrain locations are presented on the Remedial Grading Map (Plate 2). Details for subdrain constmction are provided in the attached General Eartiiwork and Grading Specifications (Appendix D). The actual need and/or location of canyon subdrains should be based on the evaluation of the configuration ofthe 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 butfress and stability fills constmcted 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 mtervals. The subdrains should be placed and constmcted in accordance with the recommendations presented in Appendix D. 4.3.3 Cut Slope Seepage Condhions 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 condhions are likely at these contacts. Slopes exposing these condhions (especially when the area at the top of the slope will be inigated and/or where stmctures will be located at the toe-of-slope) should be evaluated by the geotechnical consultant to determine if some type of subdrain system should be placed to intercept the groundwater seepage. Recommendations to mitigate the seepage conditions include installing a toe-of-slope subdrain system, installing a subdrain system at or slightly below the contact between the permeable and impermeable materials or by replacing the slope with a stability fill (discussed in Section 4.2.1, Part 2). -22- 971009-005 4.4 Settlement Monitoring We recommend that fills greater than 50 feet m 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 detennined following a review of the site grading plans by the project geotechnical consultant. Constmction of settlement-sensitive stmctures in these deep fill areas should be postponed until anticipated settlement is within tolerable limits based on the analysis of the geotechnical consultant. 4.5 Surface Drainage and Lot Maintenance Poshive drainage of surface water away from stmctures is very important. No water should be allowed to pond adjacent to buildings or the top of slopes. Positive drainage may be accomplished by providing drainage away from buildings at a gradient of at least 2 percent for a distance of at least 5 feet, and further maintained by a swale of drainage path at a gradient of at least 1 percent. Where limited by 5-foot side yards, drainage should be directed away from foundations for a minimum of 3 feet and into a collective swale or pipe system. Where necessary, drainage paths may be shortened by use of area drains and collector pipes. Eave gutters also help reduce water inflitration into the subgrade soils if the downspouts are properly connected to appropriate outlets. Property owners should be reminded of the responsibilities of hillside maintenance practices (i.e., the maintenance of proper lot drainage; the undertaking of property unprovements 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 runoff velocity. Deep-rooted vegetation should also be established to protect against surficial slumping. Oversteepenmg of existing slopes should be avoided during fine grading and constmction unless supported by appropriately designed retaining stmctures. We recommend tenace drains on the slopes be designed by the civil engineer and be constmcted in accordance with cunent City of Carlsbad specifications. Design of surface drainage provisions are within the purview of the project civil engineer. -23- 971009-005 4.7 Plan Review and Constmction Observation The provisional recommendations contained in this report must be confirmed once the actual grading plans are available. At that time, addhional investigation and analysis maybe required. Construction 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 condhions. All footing excavations should be reviewed by this office prior to placing steel or concrete. •24- 971009-005 5.0 LIMITATIONS The conclusions and recommendations in this report are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and tests. Such information is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological conditions can occur within small distances and under varying climatic conditions. Changes in subsurface conditions can and do occur over time. Therefore, the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton and Associates has the opportunity to observe the subsurface conditions during grading and consfruction ofthe project, in order to confirm that our preliminary findings are representative for the site. •25 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 ground water seepage zones observed in the area). The backscarp was identified in Exploratory Trench T-27. The thickness of landslide is unknown, but anticipated to be on the order of 10 to 15 feet. A butfress 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 Southeastern portion of PA-2 (Cross-Section E-E') Landslide is essentially the same as Landslide No. 1 (i.e. a relatively large surficial slump). The landslide appears to have moved as a relatively incoherent mass of material. Failure was probably related to saturation conditions of the weathered zone based on evidence of ground water seepage zones observed in the area. The basal slip 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 limits of grading is recommended. The removal depth is estimated to be on the order of 10 to 15 feet. In addition, it should be anticipated that the proposed fill slope near the bottom of the landslide 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 centtal 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 fill slope west of this landslide be geologically mapped to identify any evidence that the landslide may encroach into die fill slope key. Table 1 Geotechnical Summary of Existuig Landslides (continued) 971009-005 Landslide Reference Number Location Geologic Conditions Conclusions and Recommendations 4 Southeast side of OS-1 Landslide is a relatively large surficial slump. Landslide appears to have moved as a relatively incoherent mass of material. Failure was probably related to saturation conditions based on evidence of ground water seepage observed in the area. Thickness of landslide is unknown, but anticipated to be on the order of 10 to 20 feet. Complete removal of the relatively large surficial slump to competent formational material withm 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 landshde 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 targe 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 imknovm, but anticipated to be on the order of 10 to 20 feet. Complete removal of the relatively large surficial slump to competent formational material is recommended since the landslide is completely within the limits of grading. The removal depth is estimated to be on the order of 10 to 20 feet. A subdrain system including possible panel drains in areas of observed and/or potential ground water seepage zones may be needed. 6 Southwest side of PA-6 and northwest side of PA- 10 (Cross-Section D-D') Landslide complex is a relatively large and deep block- slide type landslide that may include more than one landslide mass. The landslide complex appears to have moved as at least two semi-competent blocks along a north to northwest dipping 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 foimd to be potentially compressible and unsuitable for the support of fill or surface unprovements. Remove the potentially compressible soil to competent landslide material in the upper portion of the landshde. The removal depth is estimated to be on the order of 20 to 25 feet. The proposed m-filling of the canyon to the northwest with compacted fill will effectively buttress the landslide complex. m o o I OS o o r-~ c s o O 60 o O 1 J8 o 2 •« ea > 4> (ID'S (U -O e •S rS .2 •o «J2 1 1 S "S .s ^ X) c o p cs V. 4> O .2 -"^ ^ (U IU r- S 1:1 tn O § 3 ^ It. O C « .a Co U O 60 CO rv .S 3 x> *^ o c a> -a cd +i ro u CO ^ c u a3 <u .£> .> cd u o a> o •s O Q. _ (U —. cn a> ••" •S U <n ^ <u c*-i --^ O u eS O " 11 2 .2 I ^ O = c cn u M tn U •=! I? •a < E o u e ^ 2 o x> Tn U 8 2 <3 .S (u ;s 5b o u <D S- ^ R" 2 2 S ci,.2 a. c o CJ o -J eci ^ o S O 1 D. — <LI O 2 a. I c _o '*.» CJ *> 00 < CL, c o 'S o D. E « < CL, c o ••E o : CL E u •S 3 O C/D Stl o •T3 I J C o 00 Table 1 Geotechnical Summary of Existing Landslides ("continued) 971009-005 Landslide Reference Number Location Geologic Condhions 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 landslide failed along a clayseam within the Santiago Formation claystone at a depth of approxunately 13 feet below the ground surface (at an approxunate 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 landslide. Constraction of a buttress on the order of 60 feet wide with a depth of approximately 25 feet (or through the landslide rapture surface) is recommended along the proposed toe of die fill slope located north of the property 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 butfress is also reconimended. 10 Southeastem comer of PA-11 (Cross-Section I-F) Landslide is a relatively small block-slide type landslide. The landslide rapture 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 landslide failed along a weak clay bed within the Santiago Formation claystone. The landslide is estimated to be up to approxunately 25 to 30 feet deep. A fill slope is proposed on the lower portion of the landslide north of the property line. Constraction of a butttess on the order of 60 feet wide with a depth of approximately 10 feet (or through the landslide rapture surface) is recommended along the proposed toe of the fill slope located north of the property line. In addition removal of the upper approximately 5 to 10 feet of the landslide mass to competent material is also recommended. A subdrain system in the butfress is also recommended. 11 Southem portion of PA-8 and southeastem comer of PA-11 (Cross-Section H-H') Landslide is similar to Landslide No. 10 (i.e. a relatively small surficial slump). The landslide rapture 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 butfress on the order of 60 feet wide with a depth of approximately 10 feet (or through the landslide rapture surface) is recommended along the proposed toe of the fill slope located north of the property line. In addition removal of the upper approximately 5 to 10 feet of the landslide mass to competent material is also recommended. A subdram system in the butfress is also recommended. Table 1 971009-005 Geotechnical Summary of Existing Landslides (continued) Landslide Reference Number Location Geologic Conditions Conclusions and Recommendations 12 Southem portion of PA-8, southeastem portion of PA-11, and westem portion of PA-12 (Cross-Sections C-C and G-G') Landslide is relatively large and extends partially off- site to the south. The landslide appears to have moved as a semi-competent block on a rapture surface that is dipping approximately 5 degrees to the soutiieast. The landslide is estimated to be up to approximately 30 to 50 feet deep. The lower end of the landslide is likely buried by recent alluvium/coUuvium. Based on the current proposed grades of PA-12, the fill on and in front of the lower portion of the landslide effectively butfresses the landslide, and therefore, no butfress 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 landslide 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 Formation claystone just above a sandstone unit The landslide is estimated to be approximately 35 to 80 feet thick. Some type of butfress will be required to stabilize the landslide. However, based on the current proposed grades, unknown geometry of the upper portion of the landslide, and our understanding that grading cannot occur within the open space area dictates that a buttress cannot be designed within the current parameters. An additional mvestigation and analvsis are recommended to better define the landslide eeometrv and the butfress design and/or desien grades in front of the landsUde 13 Northwestem portion of PA-12 and the southem portion of OS-3 (Cross-Section F-F') Landslide is relatively large and extends partially into an open space area (OS-3). The landslide appears to have moved as a semi-competent block on a relatively flat rapture 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 Formation claystone just above a sandstone unit The landslide is estimated to be approximately 35 to 80 feet thick. need to be raised in order stabUize 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. approxunately 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 landslide is likely buried by recent alluvium/coUuvium. 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 m-filling of the canyon to the west will effectively butfress the landslide. In addition, it should be anticipated that the upper end of the landsUde will need to be completely removed to competent fonnational 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. Table 1 Geotechnical Summary of Existing Landslides (continued) 971009-005 Landslide Reference Number Location Geologic Conditions Conclusions and Recommendations 15 Southem portion of PA-13 (Cross-Section J-J') Landslide is essentially the same as Landslide No. 14 (i.e. a relatively small block-slide type landslide). The landslide rapture surface was encountered in Boring LB-6 at an approximate depth of 26 feet below the ground surface (at an approximate elevation of 190 feet). It appears that the landslide failed along clayey siltstone bed directly below a cemented zone within the Santiago Formation. The landslide is estimated to be up to approximately 25 to 30 feet deep. The lower end of the landsUde is likely buried by recent alluvium/coUuvium. Removal tiie potentially compressible soil to competent landslide material in the upper portion of the landsUde 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 butfress 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 StabiUze 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 sur&ce (at an approxunate 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/coUuvium. 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 butfress 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 landslide is likely buried by recent alluvium/coUuvium. Removal the potentiaUy 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 butfress the landslide. Table 1 Geotechnical Summary of Existmg Landslides (contmued) 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. Landslide appears to have moved as a relatively coherent mass of material. Thickness of landslide is unknown, but anticipated to be on the order of 10 to 20 feet. Complete removal of the relatively large surficial slump to competent formational material within the Umits of grading is recommended. A building setback may be required adjacent to the landsUde (due to tiie 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 landsUde outside the limits of grading. 19 OS-3 and OS-7? And northwest portion of PA- 13 (Cross-Section A-A') Landslide is a moderately sized block-slide type landslide. The landslide appears to have moved as a semi-competent block on a rapture surface that is dipping approximately 10 to 12 degrees to the east. The landslide rapture surface was encountered in Boring LB-20 at an approximate depth of 18 feet below the ground surface (at an approximate elevation of 242 feet) within a weak claystone bed in the Santiago Formation. The landsUde is estimated to be up to approximately 20 to 25 feet deep. The lower end of the landslide is Ukely buried by recent alluvium/coUuvium. The proposed in-filling of the canyon to the west with compacted fill will effectively butfress the landslide. However, the landslide should be removed to competent formational material from a 1:1 projection down and away from the limits of fill. 20a and 20b OS-4 Landslide complex appears to be a relatively large block-slide type landsUde completely located in an open space area. Since the landslide is completely within an open space area, no remedial grading is required. 21a and 21b OS-4 LandsUde complex appears to be a relatively large block-slide type landsUde completely located in an open space area. Since the landsUde is completely within an open space area, no remedial grading is required. Table 1 Geotechnical Summary of Existuig Landslides (continued) 971009-005 Landslide Reference Number Location Geologic Condhions Conclusions and Recommendations 22 OS-4 LandsUde complex appears to be a relatively large block-slide type landslide completely located in an open space area. Since the landslide is completely within an open space area, no remedial grading is required. 23 OS-2? Landslide is a small surficial slump. The landslide appears to have moved as a relatively incoherent mass of material. The thickness of the slide is unknown but believed to be on tiie order of 5 to 15 feet tiiick. Complete removal of the small surficial slump to competent formational material since the landslide is completely within the limits of grading. The removal deptii is estimated to be on flie order of 5 to 15 feet. 24 PA-3 Landslide is a small surficial slump in saturated coUuvium behind an earthen embankment. Completely remove the small surficial slump along with the colluvium. Extend the canyon subdrain through this area. 971009-005 APPENDIXA References Blake, Thomas F., 1996, EQFAULT, Version 2.2. , 1998, FRISK SR Eisenberg, L.L, 1985, Pleistocene Faults and Marine Tenaces, 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 ofthe Eocene Strata in Northem San Diego County: San Diego Association of Geologists, Field Trip Guidebook, pp. 19-35. Geocon, Inc., 1982a, Soil and Geologic Reconnaissance, Bressi Ranch, San Diego County, Califomia File No. D-2714-TOl, dated March 23, 1982. -, 1982b, Report of Phase I Geotechnical Sttidy, Bressi Ranch, Carisbad, Califomia File No D- 2714-T02, dated June 4, 1982. -, 1992, Preliminary Geotechnical Investigation, Rancho Camllo, Villages E, J, and K, Carisbad, Califomia, Project No. 04787-12-04, dated December 30, 1992. , 1993, Geologic Investigation for Rancho Canillo Project - Major Roads, Carisbad, Califomia, Project No. 04787-12-01, dated January 15, 1993. -, 1996, Geologic Investigation, Rancho Carrillo - El Fuerte Detention Basin Embankment and Existing Bressi Dam, Carlsbad, California, 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 Can-illo, Carlsbad, Califomia, Project No. 05845-12-07, dated November 20, 1998. , 2000, Supplemental Soil and Geologic Investigation, Villages of La Costa - The Greens, Carisbad, California, Project No. 06403-12-01, dated March 24, 2000. Hannan, D., 1975, Faulting in the, Oceanside, Carisbad and Vista Areas, Northem San Diego County, Califomia jn 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- Hart, E.W., 1997, Fault-Rupttire Hazard Zones in Califomia, Alquist-Priolo Special Studies Zones Act of 1972 with Index to Special Studies Zones Maps: Departmentof Conservation, Division of Mines and Geology, Special Publication 42. A-l 971009-005 APPENDIX A (continued) Intemational Conference of Building Officials (ICBO), 1997, Unifomi Building Code, Volume I - Administrative, Fire- and Life-Safety, and Field Inspection Provisions, Volume II - Stmctural Engineering Design Provisions, and Volume III - Material, Testing and Installation Provision, ICBO. Jennings, C.W., 1994, Fauh Activity Map of Califomia and Adjacent Areas; Califomia Division of Mines and Geology, Geologic Data Map 6, Scale 1:750,000. Leighton and Associates, Inc., 1992, City of Carlsbad, Geotechnical Hazards Analysis and Mapping Sttidy, 84 Sheets, dated November, 1992. , 1997, Preliminary Geotechnical Investigation, Bressi Ranch, Carlsbad, Califomia Project No 4971009-002, dated July 29,1997. , 1998,Recommendations for Overexcavation of Potentially Compressible Materials, for Onsite Portion of Land Outfall Sewer Relocation Project, Future Poinsettia Lane, Bressi Ranch, Carlsbad, Califomia, Project No. 4971009-002, dated March 26, 1998. , 2000a, Geotechnical Review of Concepttial Grading Plans for the Wetland Restoration Area, Bressi Ranch, Carisbad, California, Project No. 4971009-005, dated January 25, 2000. , 2000a, Geotechnical Review of Land-Use Plans for Bressi Ranch, Carlsbad, Califomia, ProjectNo. 4971009-005,dated March 2,2000. , 2000c, Wetland Restoration Area Grading, Bressi Ranch, Carlsbad, Califomia, Project No 4971009-005, dated April 17, 2000. , 2000d, Remedial Quantity Estimates, Offsite Portion of Proposed Poinsettia Lane, Bressi Ranch Development,Carlsbad, Califomia, ProjectNo. 971009-005, dated August 25,2000. —, 2001, Geotechnical Feasibility Study, Offsite Poinsettia Lane, Alicante Road and Bonow Sites Within The Greens of The Villages of La Costa, Bressi Ranch Development, Carlsbad, Califomia, ProjectNo. 971009-005, dated Januarys, 2001. , Undated, Unpublished In-House Geotechnical Data. Lindvall, S.C, and Rockwell, T.K., 1995, Holocene Activity of the Rose Canyon Fault Zone in San Diego, Califomia: Joumal of Geophysical Research, V. 100, No. B12, p. 24, 124-24,132. PDC, 2001 a, Cut/Fill Exhibit, 200 Scale, Bressi Ranch, Carisbad, Califomia, dated Febmary 14,2001. PDC, 2001b, Tentative Tract Map/Grading Plan, 200 Scale, Bressi Ranch, Carisbad, Califomia, undated, received Febmary 16,2001. A-2 971009-005 APPENDIX A (continued) Reichle, M.S., and Kahle, J.E., 1990, Planning Scenario for a Major Earthquake, San Diego-Tijuana 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 Fauh 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 Environmental Perils, 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 Mefropolitan 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 Fauh 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 Fauh Zone, Southem Califomia: Califomia Division of Mines and Geology, Open-File Report 93-2,45p. Weber, F.H., 1982, Recent Slope Failures, Ancient Landslides and Related Geology ofthe Nortiiem-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 APPENDIXA (contmued) Ziony, J.L, and Yerkes, R.F., 1985, Evaluating Earthquake and Surface-FauhingPotential jn 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 ___ DriUing Co. Hole Diameter 9-18-00 Lennar/Bressi Ranch Gallagher Drilling Sheet 1 of 3 Project No. Type of Rig 971009-005 Bucket Auger 30 in. _ Drive Weight Elevation Top of Hole 435 ft. Ref. or Datum 0-35 5.740jy's, 30-58. 4,300#'s. 58-87 3,im's Drop 12 in. Mean Sea Level u !E 0) ao (D-l c CD cn QJ TJ D a B CD ai QL (U u Q a L • '- C - o o GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/RKW MDJ 5 — 10- is- io— B:N35E SSE B:horizontal Brhorizontal FR.N61E. 46S CS:N20E, 7NW 25- 2SL - ••s XB:N5W, 27NE I 2 I 4 Bulk-3 I 4 I 3 I 111.6 121.4 115.2 118.6 9.5 8.0 15.3 11.6 SM SM CL SM CL SM CL SM TERTL\RY SANTIAGO FORMATION (Tsa) @ 0': Silty SANDSTONE: orange-brown, damp, dense; fossiliferous @ S': Silty fine SANDSTONE: orange-brown, damp, dense Dense layer at 5.5' @6': SUty CLAYSTONE: green, damp, dense @7': Silty SANDSTONE @ 8'-9': Cemented zone-concretionary layer: fossiliferous @ 9': 3-4" thick blocky claystone bed: very thin sand stringers within bed U': 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 I 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 @ 25.5": Silty fme SANDSTONE: light gray-brown, damp, very dense, I 27.6': Erosional contact/cross-bedding 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-22 Date Project DriUing Co. Hole Diameter 9-18-00 Lennar/Bressi Ranch Gallagher Drilling Sheet 2 Project No. Type of Rig of 971009-005 Bucket Auger 30 in. Elevation Top of Hole 435 ft. Drive Weight Ref. or Datum 0-35 5,740;^'$, 30-58, 4,3m's, 58-87 3,100iy's Drop J2_ in. Mean Sea Level Q3 30- u (D_l L CD tn OJ TJ 3 o •f- z OJ a B m fe <0 CL CO Jl CH- OJ u a a Jl c a w fe ^ o CJ jco o .c/3 Logged By Sampled By GEOTECHNICAL DESCRIPTION MDJ/RKW MDJ 35 — 40 — lit B:N85E, 6S 45- B: honzontal I * - 50- 55- fin- 1 I I 111.2 17.8 SM 111.6 17.7 SM-CL CL SM ML SM-SC SM SANTIAGO FORMATION rContinued) @ 30': Silty, very fine to fine SANDSTONE: gray-brown to orange-brown, damp; iron-oxide staining common @ 32': Krotovina (remnant animal burrows) I 36': Abundant iron-staining, scattered Krotovina I 39.5': Concretion I 40": Silty, very fine SANDSTONE and clayey SILTSTONE: minor silty claystone beds, orange-brown to green, damp, very dense to hard I 40.5': Silty CLAYSTONE: green, damp, dense; irregular contact ) 43': Silty fine SANDSTONE: orange-brown, damp, dense I 47'-47.3': Concretionary layer 1 47.3": Clayey to fine sandy SILTSTONE > 49': Concretionary layer, irregular contact > 50': Silty fine SANDSTONE to silty clayey SANDSTONE: orange-brown to green, damp, very dense 52': Same as at 50' but color changes to orange-brown I 54': Fossiliferous concretionary layer 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-22 Date 9-18-00 Project Drilling Co. Hole Diameter Elevation Top of Hole 435 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet 3 Project No. Type of Rig of 971009-005 Bucket Auger 30 in. Drive Weight Ref. or Datum 0-35 5,740#'s. 30-58. 4,300#'s, 58-87 3.100iy's Mean Sea Level Drop 12 in. ^ Al u Sl 0) Q.O <0_l t. CD l/> OJ TJ 3 a E Vi <Q fe Q. III/-.. OJ u a a Jl u a .V _cn GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/RKW MDJ 60- B:N40W, 15S 65- B:horizontal 70- 75- SM SM/ML CL/ML I 13 112.0 14.0 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 SM ML I 68': Silty fine SANDSTONE: dark gray, damp to moist, dense, minor seepage encountered to 70' I 70': Very fme sandy SILTSTONE: dark gray, damp, hard; traces of clay, well indurated Total Depth = 77 Feet Geologically Logged to 71 Feet Minor seepage at 68 to 70 feet Backfllled: 9/22/00 80- 85- 3iL 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 Project No. Type of Rig 1 of 3 971009-005 Bucket Auger 30 in. Drive Weight Ref. or Datum 0-35 5.740jy's. 30-58. 4.300iy's. 58-87 3.100#'s Drop 12 in. Mean Sea Level 5 — 10- 15- 20- 25 — U Z 0) Q. O (D-l C CD in 01 T3 3 B:horizontal B:horizontaI CS:N44W, 5NE C:generally horizontal B:horizontal FR;N15W, 42W a E 10 C/J to fe Q. I I 2 I 3 I 3 I 3 4 I 3/8 IS\/-^ CM- OJ U a a \^ Jl L C3 107.2 109.2 115.9 117.2 01 •$ CJ 20.1 19.1 13.1 11.7 CJ o .WJ C/J SM SM ML CL PT SM ML SM GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/KBC MDJ TOPSOIL @ 0': Clayey silty SAND: gray-brown, damp to moist, medium dense TERTL^RY SANTIAGO FORMATION (Tsa) @ 3": Irregular transitional contact to silty fme SANDSTONE: light gray, damp, medium dense; iron-oxide staining along fractures and bedding common > 6.8': Very fme sandy SILTSTONE: gray, damp, dense, orange and yellow staining along laminations common; weakly fissile 10': Becomes very dense I 12.3': Paper thin, plastic (less than 1/8") clayseam within 2" thick finely laminated bed I 12.5': 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, dainp, very dense; fossiliferous, (gastropod and mulloskshells); iron-oxide stained ) 15": Silty fme to medium SANDSTONE: light gray, damp, very dense > 18': Fine sandy SILTSTONE bed: light gray, moist, slighdy plastic ) 18.5'-19.3': Cemented zone, fossiliferous ) 19.3': Silty fine SANDSTONE: light gray and yellow orange-brown, damp vety dense; traces of clay, fossils conmion ) 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" @ 25.5': Silty fine to medium SANDSTONE: light gray to yellow-gray, damp to moist, dense @ 27': Concretionary nodule @ 29.7': Minor seepage, red-brown, iron-oxide stained 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-23 Date Project Drilling Co. Hole Diameter 9-18-00 Lennar/Bressi Ranch Gallagher Drilling Sheet 2 Project No. Type of Rig of 971009-005 Bucket Auger 30 in. Elevation Top of Hole 438 ft. Drive Weight Ref. or Datum 0-35 5.740;y's. 30-58. 4.300#'s. 58-87 3.100#'s Mean Sea Level Drop 12 in. u s: CJJ Q. O «_! L CD tn OJ T) 3 0 z (U §8 Q. E CQ fe ID (/J {ll/-\ CM- QJ U a a. Jl L. a .C/J CO Logged By Sampled By GEOTECHNICAL DESCRIPTION MDJ/KBC MDJ 30- B:horizontal 35- FR:N15W, 45SW C:horizontal 40-I 10 45- J:N25W, 74N Bulk-7 50-B:horizontal 55 — '•zl »~ 6SL 109.3 19.7 121.7 12.9 ML SM SM/ML 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 fme to medium SANDSTONE: light gray, damp, very dense ! 35.5': Erosional contact, irregular contacts, iron-oxide stained ) 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 I 40': Black organic rich layer - 1" thick with underlying concretionary nodule I 42': Cemented zone I 43': Silty very fine SANDSTONE to sandy SILTSTONE: dark gray, damp, very dense, unoxided I 47.5': Clayey SILTSTONE bed I 50'-5r: Clayey SILTSTONE bed; weakly plastic I 52': Silty fine SANDSTONE: gray, damp, very dense © 54.6'-58': Fine sandy SILTSTONE bed: dark brown to dark gray, moist, very dense; organic-rich 58'-60': Interbedded SILTSTONE and silty fine SANDSTONE: dark gray, damp, very dense; interbeded peat stringers common, unoxidized 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-23 Date 9-18-00 Project Drilling Co. Hole Diameter _ Elevation Top of Hole 438 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet 3 Project No. Type of Rig of 971009-005 Bucket Auger 30 in. Drive Weight Ref. or Datum 0-35 S.740#'s. 30-58. 4.300<y's. 58-87 3,100^5 Mean Sea Level Drop 12 in. Q3 u .C DJ a o n)_i c CD tn OJ TJ 3 O z 0. B m C/J m fe CH-OJ U Q a Jl L CD flj^j £ ^ o CJ Gcj _C/J cn' GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/KBC MDJ 60- 65- 70- 75- SM SANTIAGO FORMATION (Continued) @ 60': Silty fine SANDSTONE: dark gray, damp, very dense; interbedded peat stringers common, unoxidized 80 — Total Depth = 80 Feet Geologically Logged to 76 Feet Seepage at 29.7 Feet, 32.5 Feet, and 36.5 Feet Backfilled: 9/20/00 85 — 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-24 Date 9-20-00 1 Project DriUing Co. Hole Diameter Elevation Top of Hole 356 ft. Lennar/Bressi Ranch Gallagher DrilHng Sheet Project No. Type of Rig of 971009-005 Bucket Auger 30 in. Drive Weight Ref. or Datum 0-35 5.740<y's, 30-58. 4.300iy's. 58-87 3.100iy's Mean Sea Level Drop 12 in. C33 Ul u OJ .— TJ JZ CJJ 3 a o •1-(D-J .— -t- CD 4- <E o z OJ a E (D cn CD fe CL trt/-\ CM-QJ U a a \^ Jl L a QJC w fe ^ o o ,cn .C/J cn' GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/KBC MDJ 5 — 10- 15- 20 — 25- B:generally horizontal I I I I 108.4 115.9 111.7 115.2 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, fractures infilled with brown silty SAND I 4: Iron concretions common, sandstone becomes denser with depth I 5': Silty fine SANDSTONE: light gray, damp, very dense; iron-oxidized staining common I 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" thick 15": Silty fine SANDSTONE: light gray with orange-brown iron-oxide staining, damp, dense I 19.6': Iron-oxide stained, concretionary nodule, sand becomes moist I 20': SANDSTONE: laminated bedding visible; yellow-brown, interhedded with gray sandstone ' 22.3': Minor to moderate seepage encountered @ 29': Moderate seepage at 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 GEOTECHNICAL BORING LOG LB-24 Date Project DriUing 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 5.740#'s. 30-58. 4.300#'s. 58-87 3.100#'s Mean Sea Level Drop 12 in. u s: CJJ Q. O (D_J (-CD OJ •D 3 O z QJ a (D cn CQ fe CL tfl.-. CH-OJ U a 0. Jl L Q CJ GO _cn oB cn GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/KBC MDJ 30-• 5/9" 113.3 16.0 SM SANTIAGO FORMATION (Continued) B:horizontal 35 — 40- ML SM ) 34.5'-37': Slightly clayey SILTSTONE: gray-brown, damp to moist, hard; thinly laminated; yellow and orange-brown staining conmion I 37': Large concretionary nodule —12" in diameter > 37'; Silty fine SANDSTONE: gray-brown, damp to moist, very dense; yellow to orange-brown staining common ® I 112.1 15.8 ) 40.5'-4r: Concretionary nodules common 45- 50- I 47': Heavy seepage encountered Total Depth = 50 Feet Geologically Logged to 46 Feet Seepage at 22.3 Feet, 29 Feet, and 47 Feet Backfilled: 9/20/00 55- 505A{11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-25 Date 9-21-00 Project DriUing Co. Hole Diameter Elevation Top of Hole 282 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet Project No. Type of Rig 1 of 971009-005 Bucket Auger 30 in. Drive Weight Ref. or Datum 0-35 5,740jy's. 30-58. 4.300<y's. 58-87 3,100^8 Mean Sea Level Drop 12 in. a. o (D_J £. CD in OJ TJ 3 a E (D cn CQ fe Q- (fl/^ CM-QJ U O CL Jl C a OJO w fe ^ o a cn GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/KBC MDJ 10- 15 — It f f. 20- 25- 2SL B:N40E, 4W B:generally horizontal C:N54E, 6W CS:N40W, SSW I 1 • 1 2 I 3 I Bulk-3 4 12 I I 5 I 5 108.0 115.9 117.4 121.5 16.1 8.8 8.5 9.3 ML SM CL TERTIARY SANTIAGO FORMATION (Tsa) @ 0': Very fine sandy clayey SILTSTONE: green-gray, damp, medium dense horizontal and vertical calcium stringers, iron-oxidized staining along bedding @ 4'-8': Steeply dipping fracnires/joints Steeply fractured I 9.3': Cemented zone, irregular contacts < 10': Very fine 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 carbonate stringers common 1S.7': Silty SANDSTONE: gray, damp, dense; slighdy friable ) 18.6': Laminated bedding common, fractures/joints infilled with calcium carbonate common > 20': Silty fme SANDSTONE: light gray, damp, very dense, orange and red iron-oxidized staining, calcium carbonate common 1 36'; Silty CLAYSTONE: green, damp, stiff 1 27.8': Plastic clayseam (less than 1/2" thick) 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-25 Date 9-21-00 Lennar/Bressi Ranch Gallagher Drilling Project Drilling Co. Hole Diameter 30 in. Drive Weight Elevation Top of Hole 282 ft. Ref. or Datum Sheet 2 of 3 Project No. 971009-005 Type of Rig Bucket Auger 0-35 5.740#'s. 30-58. 4.300#'s. 58-87 3.100#'s Drop 12 in. Mean Sea Level 30- 35- 40- 45- 50- 55- u r. CJJ CL O (D_J C. CD 1^ in QJ TJ 3 C;horizontal FR;N62E, 30NW C:N3W, 15NE o ••-z QJ §8 a E CQ fe (D CL cn I 7 I 6 Bulk-8 Ifl.^ QJ U O CL 31 L • 112.3 107.0 ^ o u 15.1 15.8 _cn cn ML SM ML SM CL Logged By Sampled By GEOTECHNICAL DESCRIPTION MDJ/KBC MDJ 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 I 39': Cemented zone, dark gray; fossiliferous ) 39.6': Clayey sandy SILTSTONE: brown to orange-brown, damp, vety dense; iron-oxide staining; irregular erosional contact below cemented zone 141': Dark gray, organic-rich bed (— 1" thick) 1 41.5': Silty fine SANDSTONE: dark gray, damp, very dense, unoxidized © 45': Silty fine to medium SANDSTONE: gray-brown, damp to moist, dense; yellow stringers common )49.S'; Seepage encountered ' 51': Silty CLAYSTONE: gray-green, damp, hard; moderately blocky silty claystone I 56': Becomes very hard and less blocky 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-25 Date Project Drilling Co. Hole Diameter 9-21-00 Lennar/Bressi Ranch Gallagher Drilling Sheet 3 Project No. Type of Rig of 971009-005 Bucket Auger 30 in. Elevation Top of Hole 282 ft. Drive Weight Ref. or Datum 0-35 S,740)y's. 30-58, 4.300#'s. 58-87 3.100#'s Drop 12 in. Mean Sea Level tn u OJ •— TJ OJ 3 a o •1-<0_J .— c. +-CD At Q3 Q. E ID cn CQ fe CL Jl (fl^ C4-OJ U a a j< c. • (fl ^ fe ^ o u CJ jcn o C/j 3 GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/KBC MDJ 60- 65- 70- 75- 80- 85 — 00- Total Depth = 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 DrUling Co. Hole Diameter Elevation Top of Hole 242 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet Project No. Type of Rig 1 of 971009-005 Bucket Auger 30 in. Drive Weight Ref. or Datum 0-35 SJAOrs. 30-58. 4.300#'s. 58-87 3.100)y's Mean Sea Level Drop 12 in. tn OJ TJ 3 O z a E (D cn <Q fe CL tfl^ CM- QJ U a CL Jl c. a QJ5 Ifl 0) >t - O CJ GO _cn o3 tn GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/RKW MDJ -TZr~r FR:N20E, 6N 1 FR:N28W, 25NE L— RS:E-W, 39N _ RS:N85W, 34NE 3::^^ RS;N60W, 1-3SE I I 2 I 3 I 3 • 2 I 4 • 2 121.3 115.5 110.4 114.4 10.7 14.1 15.1 15.8 ML OUATERNARY LANDSLIDE DEPOSITS (Ols) ©0': Clayey sandy SILTSTONE: green-gray, damp, medium dense; randomly oriented fractures ML/SC SC CL @ 5': Clayey silty SANDSTONE to clayey sandy SILTSTONE: green, damp, stiff @ 6': Clayey silty medium SAND; yellow-brown, damp to moist, medium dense @ 6.5': Sandy CLAYSTONE: green, damp, medium stiff; very fracmred; blocky; irregular upper contact 10': Sandy CLAYSTONE: green, damp, stiff, very fracmred, fracmres are steeply dipping and randomly oriented 15": Medium sandy CLAYSTONE: green, damp, stiff; fracWred; becomes more stiff at 17' and less fractured CL ! 20': Silty CLAYSTONE; green, damp, stiff; fractured 120.9': Minor seepage > 21': Backshear: polished striated and grooved surface with 1/16" remolded clay above polished surface @ 23.5': Backshear: polished and striated surface, no remolded clay along surface @ 25.3': Rupture 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 Driilling Sheet 2 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<y's Mean Sea Level Drop 12 in. Depth (feet) Graph i c Log Attitudes Sample No. Blous Per Foot Dry Dens 1ty (pcf) Q)-5 "<« fe ^ O CJ Soi1 Class. (U.S.C.S.) GEOTECHNICAL DESCRIPTION Logged By MDJ/RKW Sampled By MDJ 30 — — j;1 CL SANTIAGO FORMATION (Continued) 5 1 1/6" 99.9 14.4 - @ 32': Silty CLAYSTONE: green, damp, hard; iron-oxidized stained; very minor seepage along fractures @ 34': Cemented zone 35 — • • • •; SM © 34.5': Silty, very fine to fine SANDSTONE; gray-green, dense to very dense; unoxidized ©36': Becomes very dense 40 — B:N-S8-10W CL/SM © 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 -B:N4SE, USB CL/SM © 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 - SM © 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 45 — B;horizontal © 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 50 — @49': Irregular erosional contact to silty fine SANDSTONE: light brown, damp, very dense -- - 55 — * ' • - 6a=L - CL @56': Silty CLAYSTONE: dark gray-green, damp, very stiff, heavily fractured, seepage along top of claystone ©57'; Becomes hard 505A{11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-26 Date Project DriUing Co. Hole Diameter 9-21-00 Lennar/Bressi Ranch Gallagher Drilling Sheet 3 Project No. Type of Rig of 971009-005 Bucket Auger 30 in. Elevation Top of Hole 242 ft. Drive Weight Ref. or Datum 0-35 5,740)y's. 30-58. 4.300#'s, 58-87 3.100#'s Mean Sea Level Drop 12 in. nz u sz DJ CL O (D_i L CD Ifl OJ TJ 3 a E (D cn CQ ifl^ ct- OJ u o a Jl c. a CJ ,cn u .cn cn' GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/RKW MDJ 60- 65- 70- 75- 80- 85 — 90- 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 Date 9-22-00 Lennar/Bressi Ranch Project Drilling Co. Hole Diameter 30 in. Drive Weight Elevation Top of Hole 236 ft. Ref or Datum Gallagher Drilling Sheet Project No. Type of Rig 1 of 971009-005 Bucket Auger 0-35 5.740#'s. 30-58. 4.300<y's. 58-87 3,100^8 Mean Sea Level Drop 12 in. a** u .C DJ 0.0 ID_I L CD Ifl QJ T3 3 O z Q. E fD cn CD fe (L VI/-\ CM- QJ O Q a. c a CJ jcn CJ .cn cn GEOTECHNICAL DESCRIPTION Logged By Sampled By MDJ/RKW MDJ IO- IS— RS;N10-15W, 5 SW B:generally horizontal 20 — FR:N73W, HNE 25- I push 105.0 16.7 I 2 I push 99.1 21.2 I 5/10" 122.4 13.0 2SL CL CL "ML- SM CL SM OUATERNARY LANDSLIDE DEPOSITS (Ols) @ 0'; Sandy CLAY; brown, damp, loose; calcium carbonate blebs common I 2': Silty CLAY: light brown to gray-brown, damp, soft; mottled clay chunks within silty clay matrix; few sand-infilled fractures I 3': Sandy CLAY; green, damp to moist, soft; fractured irregular upper contact, mottled light gray, damp to moist, calcium carbonate stringers 10': Sandy CLAY: green, damp to moist, soft 12': Becomes medium stiff ' © 16': Rupture surface: slightly irregular, indistinct plastic zone, no definite * surface, l/4"-l/16" thick, material below appears to be hard and slighUy_block^; material alxjve^weaft^ _and somewhat tlisnii^ed TERTmtY SANTL\GO FORMATION (Tsa) ©16': Sandy SILTSTONE: pale olive-green, moist, stiff to vety stiff, massive to slightly blocky, becomes less blocky with depth, scattered iron-oxide staining @ 17.5': Silty to clayey SANDSTONE; light gray, damp, very dense © 20": SUty clayey fme SANDSTONE: green, damp, very dense @ 20.5": Silty CLAYSTONE: green-gray, damp, hard, moderately fracmred ©20.5': Seepage encountered © 22': Becomes blocky, with discontinues short fractures ©22.5': Becomes massive and hard ©23': Cemented zone I 28': Silty fine SANDSTONE: orange-brown, damp, dense to very dense 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-27 Date Project DrUling Co. Hole Diameter 9-22-00 Lennar/Bressi Ranch Gallagher Drilling Sheet 2 Project No. Type of Rig of 971009-005 Bucket Auger 30 in. Elevation Top of Hole 236 ft. 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 Z DJ a o (D-J c CD Ifl Q) T3 3 a E CD cn CQ fe CL tfl^ CH-QJ O O 0. Jl L - o u _cn cn GEOTECHNICAL DESCRIPTION Logged By Sampled By MDJ/RKW MDJ 30-I 4/4" 123.6 11.1 SM 35- SANTIACiO 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 (Jeologically logged to 34 Feet Backfilled: 9/25/00 40 — 45- 50- 55- 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-28 Date Project Drilling Co. Hole Diameter 9-26-00 Lennar/Bressi Ranch Sheet 1 of 3 Project No. 971009-005 Gallagher Drilling 30 in. Drive Weight Elevation Top of Hole 418 ft. Ref. or Datum Type of Rig Bucket Auger 0-35 5.740#'s. 30-58. 4,300^8, 58-87 3,100#'s Drop 12 in. Mean Sea Level u E OJ a. o <D_I L CD tn QJ TJ 3 O z CL E ID tn CQ tfl^ CH-QJ U a CL JJ L a w £ ^ O LJ cn _<n cn GEOTECIINICAL DESCRIPTION Logged By _ Sampled By MDJ/KBC MDJ 10- 15- B:horizontal 20- + 4 25- 3SL XB:N45E, 30SE I I 112.4 8.0 111.8 13.3 SM ML SM ML SM SM TERTIARY SANTIAGO FORMATION (Tsa) ©0': Silty fine SANDSTONE: light gray, damp, dense; few calcium carbonate stringers I 7'-8': Well cemented concretionary nodule, orange i 10': Silty fine SANDSTONE: light gray-brown, damp, very dense; micaceous i 12.8'-13.3': Very fine sandy SILTSTONE: gray, damp, dense; laminated 15.3'-1S.6': Very fine sandy SILTSTONE: gray, damp, dense, laminated 16.2": Clay-lined cross bedding within silty fine SANDSTONE: 1/4" thick @ 20'; Silty fine SANDSTONE; orange to gray brown, damp, very dense; fossilferous; iron-oxidized staining © 20.8'-21.6'; Cemented zone, iron-oxidized staining 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-28 Date 9-26-00 Project DrUling Co. Hole Diameter Elevation Top of Hole Lennar/Bressi Ranch Gallagher Drilling Sheet 2 Project No. Type of Rig of 971009-005 Bucket Auger 30 in. 418 ft. Drive Weight Ref. or Datum 0-35 5.740iy's, 30-58. 4.300#'s, 58-87 3.100<y's Mean Sea Level Drop 12 in. Q3 u Sl OJ CL O (D-J c CD in QJ TJ 3 CL E ID cn §8 CO Jt til's CH-OJ O a CL Jl L a QJ5 •5 £ ^ O u > u u .cn cn GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/KBC MDJ 30- 35 — 40-B;N30W, 20E 45- 50 — C:E-W. 4S B:N60E. 38S ss — I 4 • 7 115.0 12.3 111.0 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 1 48.5': Conlact to silty very fine SANDSTONE; gray-brown, damp, dense; iron-oxidized staining i 51.7': Silty fine SANDSTONE: light gray, damp, dense 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-28 Date 9-26-00 Project DriUing 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,mrs Mean Sea Level Drop 12 in. u Sl DJ a o 01 _J L CD Ifl QJ TJ 3 QJ a CD cn CQ <fl/-\ CM-QJ O CI CL \^ Jl L Q *«£ O CJ .cn cn GEOTECIINICAL DESCRIPTION Logged By _ Sampled By MDJ/KBC MDJ 60-1 16 106.3 7.5 SM 65- 70 — 75- 80- C:generally horizontal SANTIAGO FORMATION (Continued) @ 60.5': Silty fine SANDSTONE: light gray-brown, damp, very dense; variable thin bedding and cross-bedding common CL SM I 68.2: 1/4" thick CLAYSTONE bed: brown, damp, stiff, irregular contact; discontinuous Total Depth = 80 Feet Geologically Logged to 78 Feet No ground water encountered at time of drilling Backfilled: 9/26/00 85- 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL 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 Project No. Type of Rig 1 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^$ Mean Sea Level Drop 12 in. TJ 3 O z CL E CD cn §8 °^ CQ fe CL lfl/-v CH- QJ U a CL Jl L a Qii> tfl QJ - O O o .tn cn GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC 20 — SC CL SM CL CUSC CL ARTIFICIAL FILL UNDOCUMENTED (Afii) @ 0'-2': Drill pad TERTIARY SANTIAGO FORMATTON (Tsa) ©2'-5': Fine sandy CLAYSTONE: olive-green, damp, hard: blocky; calcium carbonate-lined fractures common © 5'-5.8': Irregular contact to very fine Si^NDSTONE: off-white, damp, very dense; orange-brown staining conmion © S.8'-6.8': Silty fme to medium SANDSTONE; orange-brown, damp, dense iron-oxide stained @ 6.8'-15.5': Silty fme to coarse SANDSTONE; light green with yellow and otange-brown staining, damp, dense; friable; few calcium carbonate-lined fractures 114.5'; Becomes slightly coarser grained I IS': Clayey intraclasts common I 15.5"; Gradational contact (over -1') to sandy CLAYSTONE: gray-green, damp, very hard; coarser sand at upper contact grading to fine to medium sandy CLAYSTONE at approximately 16.5'; blocky; orange-brown staining common 1 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 I 27': Gradational contact to fine to medium sandy CLAYSTONE: light gray-green, damp, hard; few red to orange-brown, manganese and tron-oxide stains 505A{11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-29 Date 9-27-00 Project Drilling Co. Hole Diameter Elevation Top of Hole 275 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet 2 Project No. Type of Rig of 3 971009-005 Bucket Auger 30 in. Drive Weight Ref. or Datum 0-35 S,740iy's. 30-58. 4,300ff's. 58-87 3.100#'s Mean Sea Level Drop 12 in. QJJ" Q3 Ifl u QJ •— TJ s: OJ 3 a o 4-(D_l •— c -t-CD •t-<E O z OJ CL CD cn |fl/-N QJ O o a Jl L CJ ,cn o .cn cn' GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC 30- 35- 40- 45- 50- 55- Y//. CL SC SM SW SANTIAGO FORMATION (Continued) © 30': Fine to medium sandy CLAYSTONE: light gray-green, damp, hard > 37': Becomes sandier > 39'-42': Becomes weakly blocky with shiny ped faces I 40'-42': Coarse sand-lined fracwre ) 42': Concretionary nodule ) 42': Sandy CLAYSTONE, becomes very hard I 45': Gradational contact to clayey SANDSTONE: gray-green, damp, very dense ! 47': Grades to slightly clayey, silty fine SANDSTONE: light gray, damp, very dense; yellow and orange-brown staining common > 49': Grades to silty fine to medium SANDSTONE: light brown, damp, dense; friable; yellow and orange-brown staining common @ 52'; Concretionary nodule @S2.S'; Becomes very dense > 55'-S7': Large concretionary nodule I S7'-6r: 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 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-29 9-27-00 Date Project Drilling Co. _ Hole Diameter Elevation Top of Hole 275 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet 3 Project No. Type of Rig of 971009-005 Bucket Auger 30 in. Drive Weight Ref. or Datum 0-35 5J40ff's. 30-58. 4.300#'s. 58-87 3.100#'s Mean Sea Level Drop 12 in. u Z OJ ao <o_i c CD Ifl QJ TJ 3 O z a E (D cn CQ J> ifl^ c<+- 01 u o a L. a - o CJ jcn CJ .cn cn' GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 60- C;N30E, 25E 65- 70- 75- SW CL SANTIAGO FORMATION (Continued) ©61': Erosional contact to sandy CLAYSTONE: light gray-green, damp, hard to very hard; red-brown manganese? staining common CL/SC © 65"; Becomes a sandy CLAYSTONE to clayey SANDSTONE: light gray-green, damp, hard/very dense CL > 74': Grades to sandy CLAYSTONE: olive-green and rose-brown, damp to moist, hard: blocky and fractured; 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 1 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 OUATERNARY ALLUVIUM (Oal) @ 0'-6': Sandy clay: dark brown, moist to wet, soft; abundant large pores; becomes sandier with depth T-31 @ 2.5'-3.5': Clayey sand bed: light gray-brown, moist, loose TERTIARY SANTIAGO FORMATION (Tsa) @ 6'-6.5' (Weathered): Silty fine to medium sandstone: orange-brown and light gray, moist, medium dense @ 6.5'-7': Silty fine to medium sandstone: light gray with orange-brown iron-oxide staining, damp, dense OUATERNARY ALLUVIUM (Oal) @ 0'-3': Sandy clay: dark brown, moist to wet, soft; abundant large pores; becomes sandier with depth T-32 @ 3'-6': Clayey sand: light gray-brown, moist, loose TERTIARY SANTIAGO FORMATION (Tsa) @ 6'-7': (Weathered): Silty fine to medium sandstone: orange-brown and light gray, moist, medium dense 7'-7.5': Silty fine to medium sandstone: light gray with orange-brown iron-oxide staining, damp, dense B-l 971009-005 Test Pit Number T-33 T-34 Description 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; fme to medium pores common, few large pores, rootlets common @ 2'-3.25': Sandy clay: dark brown, moist, stiff TERTIARY SANTIAGO FORMATION (Tsa) @ 3.25'-4': (Weathered) Silty fine to medium sandstone: light gray with orange-brown iron-oxide staining common, moist, medium dense; medium pores common @4'-5': Silty fme sandstone: light gray, damp, dense B-2 971009-005 Test Ph Number Description T-35 TOPSOIL @ 0-1.5': Silty fine sand: light brown to brown, dry, loose; fine to medium pores common, few large pores, rootlets common @ 1.5'-2': Sandy clay: dark brown, moist, stiff TERTIARY SANTIAGO FORMATION (Tsa) @ 2'-3': (Weathered) Silty fine to medium sandstone: light gray with orange-brown iron-oxide staining common, moist, medium dense; medium pores common @ 3'-4': Silty fine sandstone: light gray, damp, dense T-36 TOPSOIL @0-\.5': Silty fine to medium sand: brown, damp, loose; few medium pores, rootlets common TERTIARY SANTLAGO FORMATION (Tsa) @\.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 (OaP @ 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'-7': Sandy clay: dark brown, moist, stiff TERTIARY SANTIAGO FORMATION (Tsa) @ 7'-7.5': Clayey fine sandstone: light gray-green, damp to moist, dense T-40 OUATERNARY COLLUVIUM (Ocol) @ 0'-6': Fine sandy clay: brovwi, wet, soft TERTIARY SANTIAGO FORMATION (Tsa) @ 6'-7': (Weathered) Fine sandy claystone: light gray-green, moist, very stiff to hard @ 7'-8': Fine sandy claystone: light gray-green, damp to moist, very hard B-4 971009-005 Test Ph Number Description T-41 OUATERNARY COLLUVIUM (Ocol) T-41 @ 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) T-41 @ 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 T-42 TOPSOIL @ 0'-I.5': Silty fine to medium sand: light reddish brown, damp, loose; abundant fine pores OUATERNARY TERRACE DEPOSITS (Ot) T-42 @ 1.5'-4': Silty, fine to medium sand: red-brown, damp to moist, dense; fine to large pores common TERTIARY SANTIAGO SANDSTONE (Tsa) T-42 @ 5'-7': Fine sandy claystone: greenish gray with orange- brown iron oxide staining, moist, stiff to very stiff; cmmbly B-5 971009-005 Test Pit Number Description TOPSOIL @ 0'-2': Slightiy clayey, silty fine sand: brown, damp, loose; fine to medium pores common T-43 TERTL^iRY SANTIAGO FORMATION (Tsa) @ 2'-2.5': (Weathered) Fine sandy siltstone: light-red-brown to light gray, moist, medium dense @2.5'-5': Fine sandy siltstone: light-red-brown to light gray, damp, dense 5'-5.5': Fossiliferous concretionary layer (cemented sandstone) TOPSOIL (Ocol) 0'-3.5': Clayey, fine to medium sand: yellow-brown, damp to moist, loose; rootlets common T-44 TERTIARY SANTIAGO SANDSTONE (Tsa) @ 3.5'-4' (Weathered) Silty fine sandstone: light gray with orange iron oxide staining, moist, medium dense to dense @ 4'-7': Silty fine sandstone: light gray with orange-brown iron oxide staining, damp, dense TOPSOIL @ O'-l': Sihy fine sand: brown, damp, loose, rootlets common, fine to medium pores common T-45 TERTIARY SANTIAGO SANDSTONE (Tsa) @ r-1.5': (Weathered) Siity fine sandstone: light gray-brown, damp, medium dense; blocky @ 1.5'-2': Silty fine sandstone: light gray-brown, damp, dense j B-6 971009-005 Test Pit Number Description T-46 OUATERNARY ALLUVIUM /COLLUVIUM (Oal-Ocol) @ 0'-4': Fine sandy clay to clayey fine sand: brown, moist, soft to loose; rootlets common TERTIARY SANTIAGO SANDSTONE (Tsa) @ 4'-4.5': (Weathered) Fine sandy siltstone: light gray, damp, dense T-47 ARTIFICIAL FILL - UNDOCUMENTED (Afii) @ 0'-3': Sandy clay to clayey sand: brown, damp, soft to loose; rootlets common; fine to medium pores common OUATERNARY COLLUVIUM (Ocol) @ 3'-7': Sandy clay: Brown, moist, stiff TERTIARY SANTIAGO SANDSTONE (Tsa) 7'-8': (Weathered) Silty fine to medium sandstone: orange- brown, moist, medium dense @ 8'-9': (Weathered) Sandy claystone: light gray to greenish gray, moist to wet, stiff @ 9'-10': Sandy claystone: light gray to greenish gray, moist, hard @ lO'-l 1': Silty sandstone: light gray, damp, dense B-7 971009-005 Test Pit Number T-48 T-49 Description TOPSOIL @ O'-l .5': Silty fine sand: Brown, damp, loose; fine pores common @ 1.5'-4': Sandy clay: dark brown, moist, stiff TERTIARY SANTIAGO FORMATION (Tsa) @ 4'-4.5' (Weathered) Silty fine to medium sandstone: Light gray-brown with orange-brown iron-oxide staining common, moist, medium dense @ 4.5'-5': Silty fine sandstone: light gray, damp to moist, dense OUATERNARY COLLUVIUM (Ocol) @ 0'-7': Sandy clay: dark brown, damp to moist, soft to stiff TERTIARY SANTLAGO FORMATION (Tsa) @ 7'-9': Silty fine sandstone: light gray with orange-brown iron-oxide staining, moist, dense T-50 OUATERNARY COLLUVIUM (Ocol) @ 0'-6.5': Silty clay: brown, damp to moist, soft to firm; rootlets in top 5' TERTIARY SANTIAGO FORMATION (Tsa) @ 6.5'-8.5': Silty clay: gray-green, damp, firm to stiff; weathered, blocky, fractured B-8 971009-005 Test Ph Number Description T-51 TOPSOIL @ O'-l.5': Silty fine sand: brown, moist, loose; porous TERTIARY SANTIAGO FORMATION (Tsa) T-51 @ 1.5'-3.5': (Weathered) Silty fine sandstone: gray-brown, damp, medium dense; iron oxide stained; 4" claystone bed at base @ 3.5'-4.5': Silty fine sandstone: light gray-brown, damp, dense; iron-oxidized staining T-52 OUATERNARY ALLUVIUM/COLLUVIUM (Oal/Ocol) T-52 @ 0'-9.5': Silty clayey sand: brown, moist, loose TERTIARY SANTLAGO FORMATION (Tsa) T-52 @ 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/COLLUVIUM fOal/Ocol) T-53 @ 0'-15': Clayey silty sand: brown, moist to damp, loose TERTIARY SANTDVGO FORMATION (Tsa) @ 15'-16' (Weathered) sandy claystone: green, damp, stiff @ 16'-16.5': Sandy claystone: green, damp, stiff B-9 971009-005 Description 1 Test Pit Number T-54 TOPSOIL @ 0'-2.5': Sandy clay: brown, damp to moist, loose; rootlet TERTIARY SANTIAGO FORMATION (Tsa) @ 2.5'-5': Silty sandstone: light brown, damp, medium dense; weathered @ 5'-6': Silty fine to medium sandstone: light brown, damp, dense; blocky T-55 TOPSOIL @ 0'-2': Sandy clay: brown, moist, soft TERTIARY SANTIAGO FORMATION (Tsa) @ 2'-4.5': Silty claystone: green, damp, stiff; upper 2-3' weathered T-56 TOPSOIL @ 0'-2': Sandy clay: brown, moist, soft TERTIARY SANTLAGO 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 T-58 T-59 TOPSOIL O'-O.75': Silty sand: brown, damp, loose TERTIARY SANTIAGO FORMATION (Tsa) @ 0.75'-l .5': Silty claystone: green, damp, stiff, weathered @ 1.5'-3': Clayey silty sandstone: orange-brown, damp, medium dense; weathered 3'-3.5': Silty medium sandstone: light brown, damp, dense; @ 3.5': Refusal on fossiliferous concretionary layer TOPSOIL @ 0-2.5': Silty sandy clay: brown, damp, loose; scattered rootlets in top 4" TERTIARY SANTIAGO FORMATION (Tsa) @ 2.5'-4': Silty claystone: green, damp, medium stiff (weathered) 4'-4.5': Silty claystone: green, damp, stiff TOPSOIL O'-l .5': Silty clayey sand: brown, damp to moist, loose TERTIARY SANTLAGO 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 Ph Number Description OUATERNARY LANDSLIDE DEPOSITS (Ols?) @ 0'-9': Sandy clay: Red-brown to gray-brown, damp, medium stiff; calcium carbonate stringers, yellow-orange iron- oxidize staining TERTIARY SANTIAGO FORMATION (Tsal @ 9'-10': Silty sandstone: gray, damp, dense T-61 T-62 ARTIFICIAL FILL-UNDOCUMENTED (Afu) {^0-13': Silty sand to sandy clay: brown to black, moist to wet, loose; branches, cloth, organic odor TERTL\RY SANTL\GO FORMATION (Tsa) @ 13'-14': (Weathered) silty clayey, very fine sandstone: gray-green, moist, dense @\2': Ground water seepage encountered ARTIFICIAL FILL-UNDOCUMENTED (Afu) @ 0'-5': Sandy clay to clayey sand: brown, dry to moist, loose; broken pipe, branches and miscellaneous debris OUATERNARY ALLUVIUM/COLLUVRJM (Oal/Ocol) @ 5'-7': Silty clayey sand: brown, moist, medium dense TERTIARY SANTIAGO FORMATION (Tsa) @ 7'-9': Sandy claystone: gray-green, moist, medium stiff (very weathered), laminated @ 9'-9.5': Silty claystone: gray-green, damp to moist, stiff; iron-oxide staining B-12 971009-005 Test Ph Number T-63 T-64 T-65 Description ARTIFICIAL FILL-UNDOCUMENTED (Afu) @ 0'-4': Silty sand: brown, dry to damp, loose; branches at base of fill OUATERNARY COLLUVIUM (Ocol) 4'-7.5': Sandy clay: dark brown, moist, medium dense TERTIARY SANTIAGO FORMATION (Tsa) @ 7.5'-9': Silty fine to medium sandstone: orange-brown, moist, medium dense to dense; weathered 7.5'-8.5' TOPSOIL @ O'-l': Silty sand: brown, damp, loose TERTL\RY SANTLAGO FORMATION (Tsa) @ 0'-2.5': Silty sandstone: light gray-brown, damp, medium dense; iron-oxide stained 2.5'-3.5': Silty sandstone: gray-brown, damp, dense TOPSOIL 0'-3.5': Sandy clay: brown, damp, loose @ TERTL\RY 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 (Tsa^ @ r-3.5': Silty medium sandstone: orange-brown, damp, dense; iron-oxide staining T-67 OUATERNARY ALLUVIUM/COLLUVIUM (Oal/Ocol) T-67 (g 0'-6': Silty sandy clay: brown to dark brown, damp to moist, loose TERTIARY SANTIAGO FORMATION (Tsa^ @6'-7': Silty fine sandstone: light brown, damp, dense; fossiliferous cemented zone at 7' T-68 OUATERNARY COLLUVIUM (Ocol) @0'-6': Clayey sand: dark brown, moist to wet, medium dense @ 6'-16': Clayey sand: yellow to orange-brown, moist to wet; medium dense TERTIARY SANTLAGO FORMATION (Tsa) @ 16'-17': (Weathered) slightly clayey, silty fine to medium sandstone: yellow-brown, moist, medium dense to dense B-14 971009-005 Test Ph Number Description OUATERNARY COLLUVIUM (Ocol) @ 0'-8': Clayey sand: dark brown, moist to wet, medium dense @ 8'-16': Clayey sand: yellow to orange-brown, moist to wet, medium dense T-69 TERTIARY SANTIAGO FORMATION (Tsa) @ 16'-17': (Weathered) fine sandy claystone: light gray- green, moist, stiff; crumbly @ 17'-18': Fine sandy claystone: light gray-green, damp to moist, hard TOPSOIL @ 0'-2': Sandy clay: yellow-brown to brown, damp, loose to stiff; few medium pores, calcium carbonate blebs common T-70 @ 2'-4': Sandy clay: yellow-brown and light gray-green, moist, stiff TERTIARY SANTLAGO 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 Ph 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 @ 7.5'-18.5-1-': Slightly clayey fine sand: yellow-brown, moist, medium dense; medium pores common T-73 OUATERNARY COLLUVIUM (Ocol) @ 0'-6': Sandy clay: dark brown, moist, stiff TERTIARY SANTIAGO FORMATION (Tsa) @ 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 T-74 TOPSOIL @ 0'-2': Sandy clay: dark brown, damp to moist, stiff; few medium pores TERTIARY SANTIAGO FORMATION (Tsa) @ 2'-3': (Weathered) Clayey sandstone: light gray-green, damp to moist, stiff to very stiff; blocky @ 3'-5.5': Clayey sandstone: light gray-green, damp, hard; blocky T-75 OUATERNARY COLLUVIUM (Ocol) @ 0'-7': Sandy clay: greenish brown, moist, stiff; calcium carbonate blebs, common at 2'-3.5' TERTIARY SANTLAGO FORMATION (Tsa) @ 7'-10': (Weathered) Sandy claystone: light gray-green, orange-brown, mottles common, moist, stiff to very stiff @ 10'-1I.5': Sandy claystone: light gray-green and orange- brown, damp to moist, hard; blocky T-76 OUATERNARY COLLUVIUM (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+': Slightly clayey sand: brown to light reddish brown, moist, medium dense T-78 OUATERNARY COLLUVIUM (Ocol) @ 0'-3': Silty fme to medium sand: brown, damp, loose; abundant fine to large pores TERTIARY SANTIAGO FORMATION (Tsa) 3'-8.5': Silty fine to coarse sandstone: light gray to orange- brown, damp, medium dense to dense; friable; shell fragments common T-79 OUATERNARY COLLUVIUM (Ocol) @ 0'-22'-l-: Silty clayey sand to sandy clay: brown to orange brown; damp to moist, medium stiff T-80 OUATERNARY COLLUVIUM (Ocol) @ 0'-4.5': Silty clayey sand: brown, damp, loose TERTIARY SANTIAGO FORMATION (Tsa) T-80 @ 4.5'-6': (Weathered) Silty claystone: orange-brown to green, damp, medium stiff @ 6'-7': Silty claystone: green, damp, stiff B-18 971009-005 Test Ph Number Description T-81 TOPSOIL @ 0'-3': Sandy clay: brown, damp, loose TERTIARY SANTIAGO FORMATION (Tsa) @3'-4': Clayey very fine sandstone: light orange-brown, damp, medium dense @4'-4.5': Clayey very fine sandstone: light brown, damp, dense T-82 TOPSOIL @0'-2.5': Sandy clay: brown, damp, soft TERTIARY SANTIAGO FORMATION (Tsa) @ 2.5'-3.5': Silty, very fine to fine sandstone: light brown, damp, dense; weathered @ 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) T-83 @ 2'-3': (Weathered) Silty fine sandstone: orange-brown, damp, medium dense @ 3'-4': Silty fine sandstone: light gray-brown, damp, dense B-19 971009-005 Test Pit Number Description T-84 ARTIFICIAL FILL-UNDOCUMENTED (Afu) @ 0'-2': Silty sand: brown, damp, loose TOPSOIL @ 2'-3': Silty sandy clay: brown, damp, soft TERTIARY SANTIAGO FORMATION (Tsa) @ 3'-4': Silty sandstone: light brown, damp, dense T-85 OUATERNARY COLLUVIUM fOcoI) @ 0'-6': Clayey sand to sandy clay: brown, damp, loose TERTIARY SANTIAGO FORMATION (Tsa) @ 6'-7': Silty claystone: gray-green, damp, stiff; weathered from 6'-6.5' T-86 TOPSOIL @ 0'-2.5': Silty clayey sand: brown, damp, loose to medium dense TERTIARY SANTIAGO FORMATION (Tsa) @ 2.5'-4': Silty fine to medium sandstone: orange-brown, damp to moist, dense; weathered from 2.5'-3.5' T-87 TOPSOIL @ O'-l .5': Silty sand: brown, damp to dry, loose TERTIARY SANTIAGO FORMATION (Tsa) 1.5'-3.5': (Weathered) Silty fine sand, orange-brown, damp to dry, medium dense @ 3.5'-4.5': Silty fine sandstone: light brown, damp, dense B-20 971009-005 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 5-22-97 Project DriUing Co. Hole Diameter Elevation Top of Hole 395 ft. Lennar/Bressi Ranch San Diego Drilling Sheet Project No. Type of Rig 1 of 30 in. Drive Weight Ref. or Datum 0-25'. 4.113iy; 25-47'. 2.981iy 4971009-002 E-lOO Bucket Auger Drop 30 in. Mean Sea Level Q3 u .C OJ a o «B_I L CD in OJ TJ 3 a E ni tn ifl^ CM- QJ U Q a. 31 L a l6 3.^ cn in in _crj to GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC CL TOPSOIL @ 1': Brown, damp to moist, stiff, fine sandy CLAY; sandstone fragments conmion, rootlets and organic material common CL I push 94.7 27.3 10- TORREY SANDSTONE (Tt) @ 4': Vety irregular contact to olive-green, moist, hard, silty CLAYSTONE; abundant fractures, orange-brown, iron-oxide stains common along fractures, few interbedded silty saixlstone units, carbonate nodules, common thin yellow-brown, irregular interbeds common approximately every 3 inches 2 • 2 107.8 19.3 C; horizontal 15 — 20- C; horizontal 3 I C: horizontal 25- SM CL SM I 10': Gradational contact to very light green to gray, moist, very dense, silty fme SANDSTONE, orange-brown, iron-oxide stains common, few carbonate nodules I 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 gtadadonal contact (approximately 4 inches) to light green and brown, stiff, moist, CLAYSTONE; fissile, thin yellow irregular siltstones beds approximately 2 inches apart '14': Gradational contact (approximately 4 inches) to light gray, very dense, silly fine to medium SANDSTONE; micaceous I 15'7': Approximately horizontal, irregular contact to brown to red-brown, moist, dense, silty, fme to coarse SANDSTONE; shell fragments common to atHindant 2/4" 111.9 13.1 4 • 8 114.5 15.5 @ 20'3": Light brown, damp, very dense, silly fme to medium SANDSTONE well-cemented, few shells @ 21": Brown, wet to saturated, very dense, silty fme to coarse SANDSTONE with abundant shell fragments @ 22': Orange-brown, saturated, dense, silty fme to medium SANDSTONE (2 inches thick), minor seepage ©22.1': Horizontal sharp contact to light green, wet to saturated, very dense, silty fine to medium SANDSTONE; thin bedding common @ 25'; Light green, moist to wet, very dense, silty, fme to medium SANDSTONE; micaceous 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-1 Date Project DriUing Co. Hole Diameter 5-22-97 Lennar/Bressi Ranch San Diego Drilling Sheet 2 Project No. Type of Rig of 30 in. Elevation Top of Hole 395 ft. Drive Weight Ref. or Datum 0-25'. 4.113#; 25-47'. 2.981# 4971009-002 E-lOO Bucket Auger Drop 30 in. Mean Sea Levei nt OJ ao <D_I c. CD tn QJ TJ 3 a E (D cn CD fe IL in.^ CH-IU o o a C a GO _tn to 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' BackfUled on May 22, 1997 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-2 5-23-97 Date Project DriUing Co. Hole Diameter Elevation Top of Hole 320 ft. Lennar/Bressi Ranch San Diego Drilling Sheet Project No. Type of Rig 1 of 30 in. Drive Weight Ref. or Datum 0-25'. 4.113#; 25-47'. 2.981# 4971009-002 E-lOO Bucket Auger Drop 30 in. Mean Sea Level nZ s: OJ ao (O-l c. CD tn QJ •D 3 a E <D tn CO fe a CM-QJ U a a 3> C a ojiJ w £ ot CJ GH _cn tn" GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC CL 'SM" TOPSOIL @ 0-1'; Red-brown, moist, stiff, fme to medium sandy CLAY; abundant rootlets near surface 112.4 12.5 10- TORREY SANDSTONE (Tt) @ 1'; Irregular contact to light gray, damp, dense, silty fine SANDSTONE; thin red-brown, iron-oxkle stained layers common near upper contact, fractures common, Ihin yellow beds common (approximately every 3 to 4 inches) ) 6': Gradational contact to off-white, damp, very dense, silty very fme SANDSTONE; diin iron-oxide stained layers common every 3 to 4 inches ) 9': Grades into silty fme to medium SANDSTONE I 114.5 12.5 15- 20-112.5 13.3 B: N80E, 9S C: N45W, 4SE 25 — 2SL C; NlOW, 5E C: horizontal @20': Grades to orange-brown color ©21': Light gray, moist, dense, silty fme to medium SANDSTONE; thin (approxunately 1/4 mch). 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 contact 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 fliinly interbedded light gray and orange-brown moist, dense, silty fme SANDSTONE @ 27.5'; Sliarp contact to light gray to brown, moist, very dense, silty fine to medium SANDSTONE; abundant shell fragments 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-2 Date 5-23-97 Project DriUing Co. Hole Diameter Elevation Top of Hole 320 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 2 Project No. Type of Rig 30 in. Drive Weight Ref. or Damm 0-25'. 4.113#; 25-47'. 2.981# of 2 4971009-002 E-lOO Bucket Auger Drop 30 in. Mean Sea Level in u 01 •— TJ s: DJ 3 ao •1-ID_1 c -f- CD At o z a E <D tn CD tn^ CH-OI u a a \. DJ C a GH _C/J oB cn GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30- 35- B: N20W, 12S 4 • 7 I 111.1 15.7 SM C: N20E, 5NW ig-5 J35'-37 ML ) 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'; Gradadonal contact to light gray, moist to saturated, dense, silty fine SANDSTONE with fliin intebeds of yellow and rose-brown, silty fine sandstone to siltstone ! 30.5': Gradational contact (approximately 2 inch) to thinly interbedded rose-brown, yellow and light gray, moist to saturated, very dense, silty fme SANDSTONE; seepage common I 34.7': Sharp contact to gray, damp, very dense, fine sandy SILTSTONE with interbedded brown, fine sandy SILTSTONE in upper 1-1/2 feet > 37.5'; Ground water encountered 40 — Total Depth = 39' Downhole Logged to 37-1/2' Ground Water Encountered at 37-1/2' BackfUled on May 23, 1997 45 — 50- 55 — 505A{11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-3 Date Project Drilling Co. _ Hole Diameter 5-23-97 Lennar/Bressi Ranch San Diego Drilling Sheet 1 Project No. Type of Rig of 3 4971009-002 30 in. Elevation Top of Hole 395 ft. Drive Weight Ref. or Datum E-lOO Bucket Auger 0-25'. 4.113#; 25-47'. 2,98lff; 47-72'. 2,16M Drop JO in. Mean Sea Level Depth 1 (feet) Graph i c Log Attitudes Sample No. Blous Per Foot Dry Density (pcf) Mo i sture Content C/.') Soi1 Class. (U.S.C.S.) GEOTECHNICAL DESCRIPTION Logged Bv KBC/RKW Sampled By KBC 0 — '7'~.'—r': CL ~cC ~ TOPSOIL @ 0': Dark gray-brown, dry to moist, stiff, clayey SAND to sandy CLAY; blebs of calcium carbonate TORREY SANDSTONE (Tt) @ 1"; Irregular contact to olive-green, moist, stiff, sandy CLAYSTONE, blebs of topsoU and light gray SAND ©2.1': Sharp slighdy irregular contact (1/2" of iron-oxide staining) to C: N45W, 6N SM TORREY SANDSTONE (Tt) @ 1"; Irregular contact to olive-green, moist, stiff, sandy CLAYSTONE, blebs of topsoU and light gray SAND ©2.1': Sharp slighdy irregular contact (1/2" of iron-oxide staining) to 5 — C; N65W. 10-15N ' |push/l 116.0 5.1 CL off-white, moist, dense, sUw fine SANDSTONE; massive, few infdled near vettical fractures, infUled with gray-brown sandy CLAY, few calcium carbonate-lined fractures (trend approxinutely northeast; dipping steeply east) @ 3.5": Approximately 1" thick iron-oxkie stained bed @ 4.6'; Beds become more cemented @ 5.6": Erosional contact (irregular) to olive-green, slighdy moist, hard, sUty CLAYSTONE, vety blocky. numerous randomly-oriented fractures. infUled with sUty SANDSTONE, iron-oxkle stains along fractures -~. —J @ 8.5'; Scattered sandstone blebs, becomes less blocky, red iron-oxide staining common 10 — 7—_ 2 1 ' 101.3 22.7 - C: N45W. 7N 1 1 ' 101.3 22.7 @ 10.4'; Becomes more clayey, moist, fissUe claystone to 11.5' -— @ 11.5'; Becomes blocky again 15 — C; N20W, 15N SM CL SM @ 14.6': Sharp slighdy irregular contact to light gray-brown, molded orange and yellow-brown, moist, dense, sUty fme SANDSTONE; few iron-oxide stained zones, slighdy 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 — — C; N65W, 14N SM CL SM 20 — ' - • • ' 1 110.6 18.6 @ 19': Claystone grades into, sUty, fine SANDSTONE (over approximately 5") @ 19.5": Concretion @ 20.1': Sharp contact to 3/4 inch layer of orange-brown, sUty fme SANDSTONE bed -C; N75E, 12E @ 23': Erosional contact to approximately 3/4" layer of orange-brown, sUty fine SANDSTONE 25 — - - @ 25.5'-26.3': Cemented zone; contact to olive-brown SANDSTONE, massive :: N50W, 8N ® 29.5': Contact to silty fine SANDSTONE 505A{11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-3 Date Project Drilling Co. Hole Diameter 5-23-97 Lennar/Bressi Ranch Sheel 2 of _3 Project No. 4971009-002 San Diego Drilling 30 in. Drive Weight Elevation Top of Hole 395 ft. Ref. or Datum Type of Rig E-lOO Bucket Auger 0-25'. 4.113#; 25-47'. 2.981#; 47-72'. 2.168# Drop 30_ in. Mean Sea Level ! Depth (feet) Graph i c Log Attitudes Sample No. Blous Per Foot Dry Density (pcf) Mo 1sture Content (X) Sol 1 Class. (U.S.C.S.) GEOTECHNICAL DESCRIPTION Logged By KBC/RKW Sampled By KBC 30 — 1 ' 114.9 14.1 SM TORREY SANDSTONE (Continued) — .• ••. SW @ 31.5'; Cemented zone (1.5' thick); contact to fme to coarse SANDSTONE 35 — •- '. ' • @ 35.5'-36.r; Cemented zone 40 — o' . @ 39.1'-39.9': Cemented zone; sciattered concretions below _ @42.7'-43': Cemented zone; irregular contact 45 — '•• 1'. SM @ 44.5": Grades to sUty fme to medium SANDSTONE C; N20W, 5N XB: N25W, 8S _ 1 _ 112.0 16.7 @ 45.8': Grades to light gray to light gray-brown, moist, dense. sUty fine SANDSTONE; iron-oxide stained, micaceous @47.9': Sharp hregular contact to fme to coarse SANDSTONE — C; N20W, 5N XB: N25W, 8S ' 1 112.0 16.7 SW @ 45.8': Grades to light gray to light gray-brown, moist, dense. sUty fine SANDSTONE; iron-oxide stained, micaceous @47.9': Sharp hregular contact to fme to coarse SANDSTONE 50 — ? SM @ 49.7': Sharp irregular contact to sUty, very fme SANDSTONE; minor seepage along contact - ® 52'-54': Concretionary ncxlulc 55 — ' 1 27 112.2 18.2 - - 1 @ 56': Sandstone is weakly cemented 60^ ® 59.5': Sandstone is less cemented 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-3 5-23-97 Date Project Drilling Co. _ Hole Diameter Elevation Top of Hole 395 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 3 Project No. Type of Rig of 3 4971009-002 30 in. Drive Weight Ref. or Damm E-lOO Bucket Augei 0-25'. 4.113#; 25-47'. 2.981#; 47-72'. 2.168# Drop 30_ in. Mean Sea Level a nz u .C DJ ao (O-l c. CD Ifl 01 TJ 3 O z a E (0 cn to fe a CH-OJ 0 n a Jl L n 0(5 3... m fe ^ o o GH _cn o3 CO GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC/RKW KBC 60- 65- SM TORREY SANDSTONE (Continued) 25 114.0 16.3 70 — Total Depth = 69' Downhole Logged to 65' Minor Seepage at 49.7' BackfUled on May 28, 1997 75 — 80 — 85 — 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-4 5-28-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 380 ft. Lennar/Bressi Ranch San Diego Drilling 30 in. Sheet Project No. Type of Rig 1 of 3 Drive Weight Ref. or Damm 0-25'. 4.n3ff; 25-47'. 2.981# 4971009-002 E-lOO Bucket Auger Drop 30 in. Mean Sea Level QJJ" nZ u !E OJ a o ID_I L CD in QJ TJ 3 a E ID cn CO CH-IU u Q a Jl c n 01^5 w fe _cn GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 5 — B: N85E, 9S F: N20E, 85SW B; N25W, 9NE 10- CL CL 89.9 31.4 2 Ipush/l 107.5 19.1 15-C: horizontal 20- 25- 3SL C: horizontal SM I 3 I 3 112.0 16.7 C: -EW, 2S B; N35W, lOSW B: N70E, 15S CL TOPSOIL @ 0-1.5'; Brown, damp, stiff, fine sandy CLAY; roodets conunon TORREY SANDSTONE (Tt) @ 1.5': Very irregular contact to light gray-gteen, damp, hard, fine sandy CLAYSTONE; thin discontinuous and irregular, orange-brown and yellow-brown, sUty fme SANDSTONE interbeds, common approximately every 3", large carbonate-lined fracmre, fliin carbonate-lined beds common @ 3': Becomes fissUe @ 4'-6'; Becomes blocky @ 6': Becomes slighdy more sandy; fissUe @ 7": Becomes clayey again ' ir-12': Large concretionary nodule; approximately 1/2" of red-brown iron-oxidation around perimeter; upper 3" of nodule is Stage FV calcium carbonate 12-1/2': Gradational contact (approximately 5") to light gray-green, damp, very dense, sUty fme SANDSTONE; orange-brown, iron-oxide stained sUty fme sandstone, interbeds common 14.5': Sharp irregular contact to orange-brown, sUty, fme to medium SANDSTONE; few thin irregular, discontinuous gray interbeds 16.7': Irregular gradational contact (approximately 3") to light gray, damp, veiy dense, sUty veiy fine SANDSTONE; irregular, discontmuous thin orange-brown interbeds 17.3': Irregular contact to orange-brown. sUty fme SANDSTONE 17.8': Grades (over approximately 4") to light gray, damp, very dense, sUty fine SANDSTONE with few orange-brown, thin discontinuous sUty sandstone interbeds } 22': Irregular contact to white c:oncretion layers; upper 2 inches are red-brown, iron-oxidized sUty fine SANDSTONE > 22.7': Sharphorizontal contact to light green, damp, dense, sUty, vety fine SANDSTONE; thin irregular, discontinuous yellow-brown and orange-brown iron-oxidized, interbeds common ) 24': Grades to light gray ) 25.5': Large concretionary nodule wiUi abundant shells, orange-brown, iron-oxidation abundant ) 27': Sharp contact to approximately 3" thick, light gray. damp, dense, silty CLAYSTONE bed > 27.2": Light gray, dark gray, and yellow interbeds common 505A{11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-4 of 3 4971009-002 Date 5-28-97 Sheet 2 Project Lennar/Bressi Ranch Project No. Drilling Co. San Diego Drilling Type of Rig E-lOO Bucket Auger Hole Diameter 30 in. Drive Weight 0-25'. 4,n3iti 25-47'. 2.981# Drop 30 in. Elevation Top of Hole 380 ft. Ref or Datum Mean Sea Level nZ Sl DJ ao ID_I c CD Ifl QJ •D 3 a E CO tn §8 o^ CQ Ifl^ CH-OI U Q a \^ Jl c • cn _cn tn' GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30-1 115.6 12.6 35 — 40- 45- 50- 55- C; horizontal B: N60W. ION B: N80E. 17N I 116.6 16.0 SM CL SM TORREY SANDSTONE (Continued) > 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-oxklized layer approximately 5" thick, irregular contact at top and bottom ! 48.5': Gradational contact to.light gray, damp, hard, sU^ CLAYSTONE; .. fissile, thin yellow-brown and orange-brown, iron-oxide stained interbeds common ) 49.4': Sharp contact to white, weU-<xmented concretionary layer to 50' depth; shell fragments common at base ) 50.2': Irregular contact to light gray, sUty CLAYSTONE as above; thin calcite-lined beds common; discontinuous ) 52.7'; Grades into light gray-brown, damp, very dense, sUty 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 thin yellow-brown and brown interbeds I 57': Very tiiin discontinuous calcium carbonate stringers dipping approximately 70 degrees south 505AC11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-4 5-28-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 380 ft. Lennar/Bressi Ranch San Diego Drilling Sheet Project No. of 4971009-002 30 In. Drive Weight Ref or Damm 0-25'. 4.113#; 25-47'. 2.98U Type of Rig E-lOO Bucket Auger Mean Sea Level Drop 30 in. Depth (feet) Graph i c Log Attitudes Sample No. B1 OUS Per Foot Dry Density (pcf) Mo i sture Content (X) Soi1 Class. (U.S.C.S.) GEOTECHNICAL DESCRIPTION Logged By KBC Sampled By KBC 60 — B: N70E, 6N SM TORREY SANDSTONE (Continued) @ 63.5': Interbeds are slightiy less common and more irregular 65 — CL - @ 66': Orange-brown, iron-oxidized concretionary layer (approximately 3" thick) above dark gray-brown, damp, hard, sUty CLAYSTONE; massive -•—- @ 66': Orange-brown, iron-oxidized concretionary layer (approximately 3" thick) above dark gray-brown, damp, hard, sUty CLAYSTONE; massive 70 — Total Depth = 69' Downhole Logged to 67.5' No Ground Water Encountered at Time of DrUling BackfUled on May 29, 1997 75 — - 80 — - 85 — - -- 50—J- -- 50SA(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-5 6-2-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 315 ft. Lennar/Bressi Ranch Sheet Project No. of 4971009-002 San Diego Drilling 30 in. Drive Weight Ref. or Damm Type of Rig E-lOO Bucket Auger 0-25'. 4.113#; 25-47'. 2.981#; 47-72', 2,l68ff Drop J0_ in. Mean Sea Level a Q3 u .C DJ ao ID_1 c CD in QJ TJ 3 o z a E ID cn CD tn^ CH- OI u a a N Jl c a 016' 5- ifl' lfl, ID' CO GH _cn oB cn GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC C; N60E, 8S 5 — B: N15W, low ^;/^ C: N42W, 6S 10- 15- 20 — 25- C: N30W, 5S 2iL I 1 • 2 ag-2 5'-9' 105.6 20.1 I 115.2 11.2 I 117.4 12.2 CL SC SM TOPSOIL @ 0'; Brown, moist, very stiff, fme sandy CLAY; rootlets common near surface ®_l-l/2'; TopsoU gradually becomes sandier TORREY SANDSTONE (Tt) @ 2': Light brown with orange-brown motties, moist, dense, clayey fme SANDSTONE @ 2.6'; Sharp contact to, off-white, damp, very dense, sUty fme SANDSTONE; animal borrows infilled with topsoU common in upper 6", thin orange-brown, iron oxidized sUty SANDSTONE interbeds common ® 4': Sandstone gradually changes to a light gray-green color @ 6.3'-6.8': Thin (approximately 1") calcium carbonate layers @ 7.4': Material grades over approximately 4"to orange-brown, sUty fme to medium SANDSTONE @ 8.2': Few sheU fragments @ 8.4': Off-white, weU-cemented SANDSTONE layer (calcium carbonate and sUica cement) shell fragments common @ 9.2': Irregular sharp contact to red-brown, moist, dense, sUty fme to medium SANDSTONE @ 9.5': Grades to light gray-green, damp, very dense, sUty fme SANDSTONE; thm orange-brown iron-oxidized wavy discontinuous layera common, few calcium carbonate nodules, iron-oxide staiiung decreases with depdi 17.4': Orange-brown iron-oxide staming, gradually decreases, yellow-brown thin wavy, irregular interbeds common > 23'; White, well-cemented SANDSTONE concretion; dark red-brown iron-oxidation around perimeter > 26.2': Sharp, irregular contact, to light gray, damp, very dense, sUty very fme SANDSTONE; wavy discontinuous, Uiin orange-brown, iron-oxidized layers common TORREY SANDSTONE (Continued) ® 29.7': Material grades to slightiy coarser sUty, fine SANDSTONE 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-5 Date Project Drilling Co. _ Hole Diameter 6-2-97 Lennar/Bressi Ranch Sheet Project No. of 4971009-002 San Diego Drilling 30 in. Elevation Top of Hole 315 ft. Drive Weight Ref. or Damm Type of Rig E-lOO Bucket Auger 0-25'. 4.113#; 25-47'. 2.981iy; 47-72'. 2,l6Sff Drop 30 in. Mean Sea Level nz Ifl o 01 TJ x: OJ 3 ao +-(D_l •— c +• CD -f- <C o z a E ID cn CD Ifl^ CH-OI u a a >. Jl c n GH _tn oB in GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30-1 35 — 40- 45 — 50 — 55 — 109.5 13.9 112.6 14.7 7/2" SM ML ©34.1'; Material grades into sUty very fine S/WDSTONE ® 36'; Material grades to slightiy coarser again ® 40': Off-white, well-cemented SANDSTONE nodule J 45.5': Grades into light brown, damp, very dense, sUty, fme SANDSTONE > 46.5': Possible perched ground water encountered > 49': Daric gray, diy, very dense, fme sandy SILTSTONE; fissUe \ca) 50': Practical refiisal Total Depth = 50'2" Downhole Logged to 46.5' Ground Water (Perched?) Encountered at 46-1/2" BackfUled on June 2, 1997 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-6 Date 6-3-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 215 ft. Lennar/Bressi Ranch San Diego Drilling Sheet Project No. Type of Rig 1 of 2 4971009-002 30 in. Drive Weight Ref or Datum 0-25'. 4.113iy; 25-47'. 2.981# E-lOO Bucket Auger Drop 30 in. Mean Sea Level nt Sl DJ ao ID-I L CD m OJ TJ 3 a E ID CO §o 0^ <n fe a ifl^ CH-OI 0 Q a Jl c a flj-5 a GH _cn tn' GEOTECHNICAL DESCRIPTION Logged By _ Sampled By RKW/KBC KBC 10- Fr: N38E, 80SE Fr: N40E, 72NW B: N50W, 2NE Fr: N65E, 75-90N 25- 2SL SC SM 124.4 11.7 SC SM LANDSLIDE DEPOSFFS (Ols) @ 0'; Brown, moist, stiff, sandy CLAY/ clayey SAND, homogeneous, rootiets common ! 6'; Gray-brown, moist, slightiy clayey SAND to dense, fme SAND; contams smail blebs of light brown SAND ® 9'; Grades to mottied light olive-green and light brown, moist, medium dense, clayey SAND; jumbled (graben material?) @ 9.5': Calcium carbonate stringers common @ 10.6'-14.2': Grades into light brown, damp, medium dense, sUty fme to medium SAND @ 14': Randomly-oriented fractures, calcium carbonate lined @ 15': Density increases @ 15.6': Near horizontal fracmre ® 17.5': Cemented concretions @ 17.9': Vety irregular undulatory contact to light orange-brown, moist, dense, fine to coarse SAND; massive, slightiy cemented, olive-green, vety fine SILTSTONE rip-up clasts abundant, few granitic fragments @ 19.7': Very irregular contact to light gray to light brown, moist, dense, sUty fine SAND, rip-up ciast of fme to coarse sand common @ 2r-21.8': Light brown, sUty fme to coarse SAND ® 22.5': Grades (over approximately 5") to fme to medium SAND @ 25.5': Cemented zone 6" tiiick, minor seepage, fissile fine sandy SILT 26.1': Rupture surface at base of cemented zone; no definite surface, , in-fUled tuncated on cemented zone DEL MAR FORMATION (Td) ® 26.1'; Material below cemented zone is mcxierately sheared and has a higher clay content ® 26.4': Sharp, irregular contact to olive-green, moist, very dense, silty, very fine SANDSTtDNE; iron-oxide stained zones, manganese staining and iron-oxide stains along tectonic shears 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-6 Date 6-3-97 Project Drilling Co. _ Hole Diameter Elevation Top of Hole 215 ft. Lennar/Bressi Ranch Sheet Project No. of 4971009-002 San Diego Drilling 30 in. Drive Weight Ref or Damm Type of Rig E-lOO Bucket Auger 0-25'. 4.113iy; 25-47'. 2.981# Drop 30 in. Mean Sea Level Depth 1 (feet) Graph 1c Log Attitudes Sample No. Blous Per Foot Dry Density (pcf) Moisture Content (X) Soi1 Class. (U.S.C.S.) GEOTECHNICAL DESCRIPTION Logged Bv RKW/KBC Sampled By KBC 30 — - . 2 14 121.9 14.3 SM DEL MAR FORMATION (Continued) ? @ 32.5'; Well-cemented concretion, minor seepage 35 — @ 34.3': Gradational change to gray.to olive-gray, more friable SANDSTONE 40 — - 45 — Total Deptii = 42.5' Downhole Logged to 41.5' No Ground Water Encountered at Time of DrUImg Hole BackfUled on June 3, 1997 50 — - -- _ - 55 — - - 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 2 30 in. Drive Weight Ref. or Damm 0-25'. 4.113iy; 25-47'. 2.981# 4971009-002 E-lOO Bucket Auger Drop 30 in. Mean Sea Level Depth 1 (feet) Graph i c Log Attitudes Sample No. Blous Per Foot Dry Density (pcf) Moisture Content (5J) Soi1 Class. (U.S.C.S.) GEOTECHNICAL DESCRIPTION Logged By KBC Sampled By KBC/RKW 0 — — CL LANDSLIDE DEPOSITS (Ols) ® 0': Mottied light olive-green and light brown, damp to slightiy moist, stiff, silty CLAY; massive, iron-oxide stained zones, moderately, sheared, rootiets in upper 12 inches ®2.8': Contains scattered zones of light brown, slightiy, moist, dense, sUty, -fme to medium SAND, iron-oxide stained, massive 5 — — • _ @ 4'; Becomes blocky CLAY SM ® 6': Becomes slighdy cemented @ 6.3': Gradational change to pale olive-green, slightiy moist, dense, sUty fine SAND, massive, scattered iron-oxide blebs, slightiy micaceous 10 — C:N70E. 15NW CL @ 9': Very faint cross-bedding dipping to die north @ 10.3': Sharp, irregular contact to olive-green, moist, stiff, sUty CLAY, blocky; iron-oxide stained zones 15 — CK::N40E, I2SE C3C:N25E, MSE ? @ 13.1': Sharp irregular contact to clayey SAND (jumbled clay and sand mix?) ® 13.3': Light olive-green, moist, medium stiff, sUty CLAY; highly weathered and punky; possible mpture 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; blcKky shiny randomly-oriented shear surfaces 20 — 1 @ 19": Discontinuous sand layer (pale olive-green, moist, dense, fme to medium SAND) @ 20' to 22': Up to 1" thick, near vertical sand infUled fracmre (desiccation crack?) - . • ® 23": Gradational change to CLAY; becomes increasingly blocky and sheared, iron-oxide staining present along shiny shear surfaces, shears are discontinuous and randomly oriented 25 — - ~ -- _~ - - 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 2 Project No. Type of Rig of 30 in. Drive Weight Ref. or Datum 0-25'. 4.113#; 25-47'. 2.981# Mean Sea Level 4971009-002 E-lOO Bucket Auger Drop 30 in. .c DJ ao ID_I c CD in QJ TJ 3 o z a E ID CO CD in^ CH-OJ u n a \r' Jl c o tn fe ^ o u GH _cn o3 cn GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC/RKW 30- -A-z!t RS:N80E, 1-2NW 35- 40-.1 10 CL "CL" SM LANDSLIDE DEPOSITS (Continued) ©31': Seepage on northeast side of boring ® 32': Clay becomes jumbled and highly weathered . \@ 32.4'; Rupture surface - 1/16" or less, sharp, irregular, highly plastic soft clayseam DEL MAR'FORMATTON (Td)" ® 32.4': Pale olive-green, moist, very stiff, clayey SILTSTONE, massive, iron-oxide stained zones @ 33.3': Gradational change to gray olive-green, moist, hard, sUty, very fme SANDSTONE; massive, micaceous ® 36': Increasing iron-oxide stained zones ® 40": Light brown, moist, dense, sUty fme SANDSTONE; massive 45 — 50 — 55- Total Deptii = 41' GeologicaUy Logged to 38' Veiy Minor Ground Water Seepage at 14 and 31 Feet BackfUled on June 4, 1997 505A(11/77) LEIGHTON & ASSOCLVTES GEOTECHNICAL BORING LOG LB-8 Date 6-4-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 225 ft. Lennar/Bressi Ranch San Diego Drilling Sheet I of 2 Project No. Type of Rig 30 in. Drive Weight Ref. or Damm 0-25', 4.113iy; 25-47', 2.981# Mean Sea Level 4971009-002 E-lOO Bucket Auger Drop 30 in. a* a* u X OJ ao <a_i L CO Ifl OJ TJ 3 O z a E ID CO CD fe a in.^ CH-OJ u a a \ Jl c a flj^$ u GH _cn CO' GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC/RKW KBC lo- ts- S:N60E. 26SW S;N80W, 35S C:N65W, 7SE C;N35W, 20NE C;horizontaI 20- 25- 2SL ? ? CL SM CL SM SP SM SM SW LANDSLIDE DEPOSITS (Ols) @ 1'; Brown, damp, stiff, fine sandy CLAY; orgaiuc matter common, 1/8" diameter calcium cartranate blebs common, large and medium pores common @ 1.7': Veiy irregular contact to light green, moist, dense, clayey, sUty fme SAND; abundant random gypsum-lined fracmres, mst colored manganese stains common @ 3.5': Gypsum becomes crystalline along 1/4" fractures ® 4': Grades into fme sandy CLAY; blocky, mst colored manganese stains common @7' : Irregular gypsum-line 1/4" fracmres; generally dipping 35 degrees southwest ! 9'; Irregular, irregular, polished and striated shears ) 10': Irregular, irregular, polished and striated shears ) 10.5'; Gradational contact to sUty very fme SAND; thin iron-oxide stained stringers common > 12': Gradational contact (over approximately 2") to light gray-brown, moist, vety dense, fme to coarse SAND; fmer and coarser beds conunon, upper 3" orange-brown iron-oxide stained, 1/4" gypsum lining along contact I 14.5'; Shaip contact to light orange-brown to light brown, moist, dense, medium to veiy coarse SAND; fme-gravel common I 14.8': Sharp contact to wet, fine to coarse SAND 17.3": Sharp waxy contact.to light green, damp, very dense, sUty, very fine SAND; blocky, seepage along contact, orange-brown nvn-oxide stains common ) 23': Grades to light brown, moist. sUty. fme to medium SAND; iron-oxide stains common ) 24': White, well-c^mented concretion } 24.5': Sand becomes wet I 25.5'; Sand becomes damp to slightiy moist ) 27'; Gradational contact (approximately 2") to light brown, wet, dense, fine to medium SAND; moisture increases witii depth I 29'; Grades to light brown, wet, dense, fine to coarse SAND 505A{11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-8 Date 6-4-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 225 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 2 Project No. Type of Rig 30 in. Drive Weight Ref or Damm 0-25'. A.in/t; 25-47'. 2,981iy of 2 4971009-002 E-lOO Bucket Auger Drop 30 in. Mean Sea Level U s: DJ a o ID_J c CO in OJ TJ 3 O z a E ID tn ?u. IO in^ CH-QJ u a a \. Jl L Q flji> S^^ GH _cn tn' GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC/RKW KBC 30- 35 — S;N25E, 38SE CL S:N45E, 38SW 40- LANDSLIDE DEPOSITS (Continued) @ 29.6'; Base of sand is a 2" thick layer of black coarse SAND, followed by a 1-1/2" layer of orange-brown very dense, sUty. very fme sand @ 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 shears to 44.5' @ 35': Color gradually changes to medium gray-green I 10 45-RS?:N80W, 32S •CL" @ 45': Possible mpure surface/backscaip continuous around boring thin (approximately 1/16") plastic CLAY, very sheared above, less sheared ' below DEL MAR FORMATION (Td) @ 45.2': Cray- olive-green, moist, stiff, sUty CLAYSTONE; massive, slightiy sheared, slighdy unoxklized 50- Total Deptti = 48' (jeologically Logged to 46' Ground Water Seepage at 16.5', 27.4", and 29.8' at Time of Drilling BackfUled on June 5, 1997 55 — 505AC11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-9 Date 6-5-97 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 4971009-002 30 in. Drive Weight Ref. or Damm 0-25', 4.113#; 25-47'. 2.981# E-lOO Bucket Auger Drop 30 in. Mean Sea Level a"" nt u Si OJ ao ID_I c. CD in OJ TJ 3 o z a E (D cn ifl/> CH-QJ U a a \. Jl c Q » fe o-t _cn oB cn GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC CS:N60E. IOS Bag-1 10- CL SM I 15-B;N70W, US C:N50W, SN C:N22E, 21NW XB;N80E, 19S S:EW, 30S I SM SW CL 25 — CS;N42E, 25NW LANDSLIDE DEPOSITS(Ols) ® 1': Dark brown, damp, stiff, fme sandy CLAY; medium pores common, organic material common, few calcium carixmate blebs @ 1-1/2'; Very irregular contact to light green, damp, dense, sUty very fine SAND; infUled fractures common along upper contact, few orange-brown iron-oxide stains, few manganese blebs ? 5.2': A thm (1/2") clayseam composed of very light green tectonized CLAY; tiim layer of orange-brown, iron-oxide staining at top and bottom followed by a diin layer of manganese staining at top and bottom contacts ! 5.25': Below clayseam light gray-green, sUty very fine Si^D; few iron-oxide stained blebs > 6': Grades to light brown, moist, dense, sUty fme to medium SAND; few orange-brown, iron-oxide blebs i 13.5' to 14'; Zone of orange-brown, iron-oxide staining > 14.8': A coarse SAND and gravel stringer i 15': Sharp slighdy wavy contact to light brown, moist to wet, dense, fme to coarse SAND; upper 3" are stained orange-brown by iron-oxide, cnidely bedded } 16': Sharp irregular contact to light gray, moist, dense, sUty fme to medhim SAND } 17': Shaip iron-oxide stained contact to light yellow-brown, moist, dense, fme to coarse SAND; flame structure at contact, fine gravel common > 18.5': Area of abundant gravel size fme SANDSTONE clasts > 19': A \-foot zone of cross-bedding; wet to saturated with minor seepage at base ) 20': Wavy approximately horizontal contact to light green, damp, hard fme sandy CLAY; heavUy randomly sheared, iron-oxide and minor manganese stains on shear surfaces, blocky, few pocket or coarse SAND fracwre infUl? ! 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), thin 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 Date 6-5-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 180 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 2 Project No. Type of Rig of 30 in. Drive Weight Ref. or Datum 0-25'. 4.113#; 25-47'. 2.981^ Mean Sea Level 4971009-002 E-lOO Bucket Auger Drop 30 in. a"" Sl OJ ao (D_l c CD in 01 TJ 3 0 -t- z Ql §8 a E cofe ID a CO in.-\ CH-QJ U a a Jl c Q ojii 3 GH _tn cn' GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30-S;N70E, 25NW S:horizontal RS?;horizontal 35- 40 — 45- 50- 55- CL CL @ 31.5' and 32': Approximately horizontal shear planes ^ 32'|_ Possible mpmre suiface_alorig shear plane DEL MA"R FORMATION (Td) ® 32': Olive-green, damp, hard, CLAYSTONE; blocky \@ 37': Practical refusal T Total Deptti = 37' Downhole Logged to 34' Ground Water Seepage Encountered at 20' and 25' At Time of Drilling Backfilled on June 5, 1997 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 30 in. Sheet Project No. Type of Rig 1 of 2 Drive Weight Ref. or Datum 0-25'. 4.113#; 25-47'. 2.981# Mean Sea Level 4971009-002 E-lOO Bucket Auger Drop 30 in. nz s: DJ a o ia_i L CD Ifl OJ TJ 3 O z a E ID CO ll\/-\ CH-QJ U a a Jl L a QJ c. 3 w £ o' CJ GH _cn oB cn GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC C:horizontal C:horizontal C:horizontal IO- IS- 20 — C;N75E, ION 25- C:N45W, 15NE 20: CL SM SW SM I I SP TOPSOIL @ r : Brown, moist, hard, fme sandy CLAY; organic matter common, rootiets common DEL MAR FORMATION (Td) @ 1.8': Sharp, irregular contact to light green, damp, very dense, sUty fme SANDSTONE; orange-brown iron-oxide stains common ) 5.9': Irregular contact to light gray to orange-brown, damp, veiy dense, fine to coarse SAND with aburidant fme to medium gravel 1 7.8': Irregular contact to light gray-brown, damp, very dense, silty fme to coarse SANDSTONE; scattered fine to medium gravel I 12.5': Sharp very irregular erosion surface; fme to medium gravel above contact to light gray, damp, very dense, sUty very fme SANDSTONE I 13.2' to 15': Zone of sheared olive-green CLAYSTONE; blocky shears randomly oriented with manganese and iron-oxide stains ' 15': Light gray-green, damp, very dense, sUty, fine to medium SANDSTONE; iron-oxide stains common I 17.5': Concretionaiy nodule > 23': Sharp, wavy contact to light gray-brown, damp to moist, very dense, silty fine to coarse SANDSTONE; iron-oxide stained along contact ) 24.5': Undulating gradational contact to light gray-brown, moist, dense, silly fme to medium SANDSTONE I 27.8': Shaip conuct to light orange-brown, damp, dense, medium to coarse SANDSTONE; fme to medium gravel common 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-10 Date 6-5-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 187 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 2 Project No. Type of Rig of 2 30 in. Drive Weight Ref or Damm 0-25'. 4.113#; 25-47', 2,9SU 4971009-002 E-lOO Bucket Auger Drop 30 in. Mean Sea Level ii-*- U Z OJ ao IO_l L CO in OJ xs 3 a E ID tn in/-\ CH-OJ o CI a N. 31 t. a SH GH _tn oB cn GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC 30-SM DEL MAR FORMATION (Continued) 35- 40- 45- 50- 55 — Total Depdi = 31' DowiUiole Logged to 28' No Ground Water Encountered at Time of Drilling BackfUled and Tamped on June 5, 1997 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-11 6-6-97 Date Project Drilling Co. _ Hole Diameter Elevation Top of Hole 290 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 1 Project No. Type of Rig of 2 4971009-002 30 in. Drive Weight Ref. or Damm E-lOO Bucket Auger 0-25'. 4.113#; 25-47'. 2.981/'; 47-72'. 2,16M Drop 30 in. Mean Sea Level a E ID cn (ft^ CH-OJ u a a s. Jl C. a QJ^5 w £ u GH _cn cn' GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 5— 1^ 10—.. 25 — CL SC CS:N60E, 12NW STR: N35W, IINW I I CL ML SM SP SM SM/ML C:N60W, SSW :N40W, 7N, SU-;N10-1SW, 4W C;N60W, IOS SM ML SP SM LANDSLIDE DEPOSITS (Ols) ® 1': Dark gray-brown, moist, stiff, medium sandy CLAY; massive, organic matter common, charcoal common I 2.8': Very irregular contact to mottied orange-brown and gray, moist, medium dense, sandy CLAY; massive, orange-brown, iron-oxide stringers and stains common, few fracture infills of overlying material, few discontinuous vertical fractures (approximately 1/4" thick), stained rust-brown witii manganese : Grades to mottied light gray and orange-brown, moist, medium dense, sUty, clayey, fme SAND; massive ® 10': Clayseam; 1/8" thick remolded clay, faint striations on slip surface, sharp 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 fissUe, yeUow discontinuous horizontal stringers abundant, scattered gypsum layers @ 13': Grades to light gray, damp to moist, dense, sUty, fine 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 very dense, medhim to coarse SAND; shell fragments common, irregular weU-c^mented concretions common @ 18.S': Sharp contact to very light gray. damp, dense, sUty, veiy fme SAND thin (1/16") gypsum layer at upper contact, ttiin orange-brown iron-oxide interbeds common (approximately every 1 to 3', thin (< 1/4") gypsum layers conunon (approximately every 5") ® 20.3': Sharp contact to diinly interbedded rose-brown arid tight gray-brown, damp, dense, clayey, fme sandy SILT and clayey, sUty, fme-SAND; orange-brown iron-oxkiized and yellow, thin, horizontal stiingers common, moderately fissUc @ 21'; Grades to dark rose-brown, damp, very dense, sUty, veiy fme SAND to veiy fine sandy SILT; fissUe, abundant horizontal yellow stringers (approximately every 1/2") @ 22.5' to 23'; Layer of brown, damp, medium dense, silty fine to medium SAND @ 24': Black very well-cemented concretion ® 25.3': Light gray, damp, dense, silty, 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, horizontai stringers common, fissile @ 27.5': Undulatory, rupMre surface; 1/4" ttiick remolded, fat plastic clay ' on a smooth shiimy surface; very faint straitions on surface TORREY SANDSTONE (Tt) ® 27.7': Below mpure surface: sharp contact to light orange-brown moist, dense, medium to coarse SANDSTONE; ttiinly bedded 505A{11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-11 Date 6-6-97 Project DriUing 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-lOO Bucket Auger 0-25', 4.113#; 25-47'. 2.981#; 47-72'. 2.168# Drop 30 in. Mean Sea Level nt u Sl OJ ao (D_l t-CD Ifl 01 TJ 3 O z a E ID tn CD in^ CH-OI o Q a N. Jl c n w g *- o o %^ GH _cn tn' GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30-SM C:N45W, 8SW 35- C; NSW, 8W 40 — SW 4 • 11 C:horizontal 45- B:horizontal C;horizontal C:horizontal 50- 51 9 SM ML I 25/10" 55 — TORREY SANDSTONE (Tt) (Continued) @ 30.5': Cross-beds common ©31': Sharp contact to light gray and light orange-brown, moist, dense, sUty, fme to medium SANDSTONE; ttiinly bedded > 34": Grades to fme to coarse SANDSTONE @ 37': Sharp contact to light gray and orange-brown, medium to veiy coarse SANDSTONE > 41': Shaip, wavy contact to interbedded light gray and light orange-brown, iron-oxide stained beds of moist, dense, sUty fine to medium SANDSTONE, ttiinly bedded DEL MAR FORMATION (Td) © 44.5': Shaip contact to dark gray, damp, very dense, fme sandy SILTSTONE. ground water encountered © 45': Sharp contact to light gray-brown, moist, dense, sUty fine SANDSTONE \® 50.9': Drilling halted due to abundant caving of samrated sand Total Deptii = 50.9' Downhole Logged to 47' Ground Water Encountered at 44.5' at Time of Drilling Seepage at 40 Feet and 47 Feet at Time of Drilling Backfllled on June 6, 1997 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 Sheet Project No. Type of Rig 1 of 3 4971009-002 30 in. Drive Weight Ref. or Datum E-lOO Bucket Auger 0-25'. 4.113#; 25-47'. 2.981#; 47-72'. 2.168# Drop _30_ in. Mean Sea Level nt u !c OJ a o ID_I L CD in OJ TJ 3 a E ID CO CO in^ CH- OI u a a DJ L a OJ-S S«« GH _tn oB to GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC IO- IS- 20- 25- 3Sh C:horizontal B:N40W, lOSW C:N20W, SSW C:N70W, 20S CL SM SW CL SM ML LANDSLIDE DEPOSITS (Ols) ® 1': Red-brown, damp, stiff, fme sandy CLAY; organic material common @ 1.2': Grades to orange-brown, moist, dense, sUn, fme to medium SAND; light gray-brown motties common, massive, few vertical fractures @ 2.2': Grades (over approximately 2") to light gray-brown, damp to moist, sUty fme SAND; massive, yeilow horizontal stringers common; orange-brown, stains common, moderately fissUe, few gypsum blebs, few vertical fracmres @ 3': Becomes veiy fissUe 10.7': Sharp contact to orange-brown, damp, dense, sUty fine to coarse SAND, crudely interbedded with light gray-brown sUt, fme SAND above and below, gypsum layers common below 15.2' to 16': Well-cemented concretionary layer @ 16.8': Slighdy irregular contact to gray-green, damp, hard, sUty CLAY; blocky, abundant orange-brown approximate horizontal stringers 19'to 21': Grades to gray-green, dense, sUty fme SAND; few high angle fracmres > 2l'-22': Light gray, damp, dense, sUty fine to medium SAND; massive I 22': Light gray-green, damp, vety dense, sUty, very fme SAND; orange-brown, horizontal stringers common, irregular discontinuous gypsum layers common ) 24.5'; Grades to thirUy interbedded, light gray, dense, brown and orange-brown, damp, very dense, sUly fme SAND; yellow horizontal stringers common, gypsum layers conunon, very fissUe > 26.5': Grades to predominantiy rose-brown, fine sandy SILT witii interbeds as described above; moderately fissile I 28.5': Grades to orange-brown, moist, dense, silty, fme to medium SAND; large concretionaiy nodules common, shell fragments common; few area of coarse SAND 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 2 Project No. Type of Rig of 4971009-002 30 in. Drive Weight Ref or Damm E-lOO Bucket Auger 0-25'. 4.113#; 25-47'. 2.981<'; 47-72% 2,16M Drop 30 in. Mean Sea Level a*' nz .C OJ ao ID_J c CO tn QJ TJ 3 o z a E ID cn CD fe a Iflz-N CH-IU u Q a Jl c a ^cn _cn GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30-SM LANDSLIDE DEPOSFTS (Continued) 35- B:N65E, 4NW 40- C;horizontal 45- RS:N34E, IINW 50- 55 — C:N1SE, 6W FR:N80E, 14E ft"—^ ML SP CL- I 35.5': SheU fragments become rare > 37.2': Irregular contact to light gray, dense, moist, sUty fine SAND; thin orange-brown and brown intetbeds common ) 37.5': Gradational contact to light gray, moist, very dense. sUty fme SAND with rose-brown, orange-brown and yellow wavy horizontal interbeds common ! 39': Grades to predominantiy rose-brown, fme sandy SILT with thin interbeds as described above common, veiy fissUe ? 40 to 41': Brown to white, moderately to well-cemented concretionary layer >41.2'; Seepage encountered ) 42.5' to 44.7': Area of predominantiy light gray sUty fme SANDSTONE I 42.5' to 44.7'; Grades to predominantiy rose-brown, damp, very dense, fme sandy SILTSTONE with interbeds as described above; very fissUe ® 46' to 46.5': Black well-cemented concretionary layer; shell fragments common, coarse SAND above and below © 47':. Irregular wavy sharp contact to dark gray, damp, hard, sUty. CLAY; I slightiy fissUe \@ 47.2"; Shall) planar l/8".ttiick mpWre surface, tectonized CLAY along I slickened suiface. tiuncates 1-1.5" wide gyi fracmres ; gypsum-lined orange-brown SM DEL MAR FORMATION rFd) > 51-1/2': Grades to light gray, moist, dense, sUty fine to medium SANDSTONE CL I 55.5': Wavy horizontal contact to light gray and orange-brown, wet, dense, medium to coarse SANDSTONE I 56.5': Becomes light gray I 57.2": Shaip contact to olive-green, damp, hard, sandy CLAYSTONE to claystone; few fractures 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 Sheet 3 Project No. Type of Rig of 4971009-002 30 in. Drive Weight Ref. or Datum E-lOO Bucket Auger 0-25'. 4.113iy; 25-47'. 2.981#; 47-72'. 2.168# Drop 30. in. Mean Sea Level Att i tudes Jl Depth (feet) Graph1c Log Att i tudes Sample No Blous Per Foot Dry Densit (pcf) Mo i sture Content C/. So i1 C1 ass (U.S.C.S.: GEOTECHNICAL DESCRIPTION Logged By KBC Sampled By KBC 60 — — _ CL DEL MAR FORMATION (Continued) 65 — FR:N20E, 36NW - ® 67': Ground water encountered V - 70 — Total Deptti = 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 DrUling BackfUled on June 9. 1997 75 — - 80 — - 85 — • - 90—1- - 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-13 6-10-97 Date Project Drilling Co. _ Hole Diameter Elevation Top of Hole 265 ft. Lennar/Bressi Ranch San Diego Drilling 30 in. Sheet Project No. Type of Rig 1 of Drive Weight Ref. or Damm 0-25'. 4.1l3ff; 25-47'. 2.981# 4971009-002 E-lOO Bucket Auger Drop 30 in. Mean Sea Level Sl OJ ao ID-I c CD in OJ TJ 3 a E ID cn u. CD in^ CH- OI 0 Q a Jl c Q o' i: o Sc" _cn oB cn GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC 5 — B;EW, 13N C:N10E, lONW 10- 15- 20 — 25— FR:N4SE, 30NW FR:N1SE, 62NW C;N42E. 52NW FR:N15E, 30NW C:horizontal I I CL SM SP CL SM ML/SM TOPSOIL @ 0'; Brown, damp, stiff, fme sandy CLAY; organic material common, sand ' blebs, common, rootiets common TORREY SANDSTONE (Tt) ® 0.8': Very irregular contact to light brown, moist, medium dense, sUty fme SANDSTONE; few medium pores in upper 1-foot, massive, organic material common ® 2.3': Thin black layer of peat ® 3.3': Irregular erosion suiface to light gray-brown, moist, medium dense, sUty fme SANDSTONE; orange-brown, interbeds common, few yellow mteibeds, mcxierately weathered, fissUe @ 5': Very irregular contact to yellow-gray, wet, loose, fme to medium SANDSTONE; orange-brown and sUtier in upper 3", massive ® 7'; >8': Sharp contact to light gray, wet to moist, stiff to hard, fine sandy sUty CLAYSTONE; seepage above contact, discontinuous randomly oriented thin orange-brown and red-brown stiingers common Material becomes cmmbly > 11.5': Material becomes blocky and is heavUy fracmred; fracmres are lined with orange-brown staming '13': Black sandstone concretion I 13.5': Grades to gray, moist, very dense, sUty fme SANDSTONE; massive few approximate vertical fracmres, few lined with gypsum ® 19': Steep fracture, gypsum and iron-oxide stains along surface I 22': Shaip contact to inclusions of gray-green, damp, very dense, sUty fme to medium SANDSTONE > 24.2': Planer fractare; orange stained on surface @ 27.7'; Gradations contact (dipping approximately 20 degrees northwest) to orange-brown, moist, dense, medium to coarse SANDSTONE DEL MAR FORMATION?(Td) ® 28.8': Undulating contact to light gray, moist, dense, fine sandy, •STT.T.«!TONR. tn silty fine SAND.STONF. 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-13 6-10-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 265 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 2 Project No. Type of Rig of 2 30 in. Drive Weight Ref. or Damm 0-25'. 4.113iy; 25-47'. 2,98U 4971009-002 E-lOO Bucket Auger Drop 30 in. Mean Sea Level nt o r. DJ a o ID_I L CD in OJ TJ 3 o z a E ID CO CQ in^ CH- QJ U o a s 31 L n 0|-5 SH GH _cn cn' GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30-10 SM DEL MAR FORMATION? (Td) (Continued) 35- 40- 45- 50 — 55- Total Deptti = 31' Downhole Logged to 29.5' Seepage Encountered at 7'. 12.5', 19', and 24*, at Time of Drilling Ground Water Encountered at 29 Feet at Time of DrUling BackfUled 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 Sheet Project No. Type of Rig 1 of 2 30 in. Drive Weight Ref. or Datum 0-25'. 4.113#; 25-47'. 2,98U 4971009-002 E-lOO Bucket Auger Drop 30 in. Mean Sea Level feo! nt s: D) a o ID_J L CO Ifl QJ TJ 3 O z a E ID cn CD Ifl^ CH- QJ U a a Jl c. a S<^ GH _cn GEOTECHNICAL DESCRIPTION Logged By _ Sampled By RKW/KBC KBC 5 — B:N10E, 4W CS;N80E, 40SE 10-C;horizontal CS;N35E, 30SE I 15- 20-I 25- 3SL FR:N3E, 67E CL SM CL SM ML CL SM ML SW LANDSLIDE DEPOSITS (Ql?) 1' Brown, damp, hard, fme sandy CLAY; organic material common, few medhim pores, calcium carbonate blebs common near base i 1.7'; Irregular gradational contact to light gray-brown, moist, dense, sUty fme SAND; approximately horizontal orange-brown stringers common, cmdely bedded i 3.8' to 4.2': Daric brown discontinuous 1 * thick zones of tectonized clay, moderately sheared } 4.5': Fracture infill of moist, loose to medium dense, fme to coarse SAND; fme pebbles common, few inclusions of brown tectonized clay, few gravels, massive, few large pores, rare charcoal > 7.2': Very irregular gradational contact to light to dark gray, moist, stiff, fine saiidy, sUty CLAY; orange-brown motties common, few calcium carbonate hlebs, charcoal common, massive I 8.5"; Grades to sUty fme to medium SAND; charcoal common I 10': Undulating contact to dark gray-brown, moist, hard, clayey, fme sandy SELT; massive, orange-brown motties abundant, gypsum blebs common i 11.8' to 12.8': Zone of moderately sheared light olive-green CLAY ' 12.5': Grades to light gray and orange-brown, moist, dense, slightiy, clayey, sUty fme to medium SAND; light gray approximately 1" thick wavy sUty CLAY intetbeds common I 15': Lense of fracWrc infUl of light orange-brown to light gray, moist, dense, sUly fine to coarse SAND; few fme gravels I 16': Angular irregular contact to dark gray-brown, moist, hard, clayey, fme sandy SILT; sandy interbeds common I 17': Grades to light brovm, moist, dense. sUty fme to medium SAND; massive, coarser areas common i 18': White, moderately cemented concretionary nodule I 20'; Grades to fme to coarse SAND; fine gravels common, massive I 26.5': Gypsum-lined fracmres 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-14 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 235 ft. Drive Weight Ref. or Damm 0-25'. 4,im; 25-47'. 2,981ff of 2 4971009-002 E-lOO Bucket Auger Drop 30 in. Mean Sea Level OJ/" nt Sl OJ ao ID_1 c. CD Ifl 01 TJ 3 a E ID cn CD (fl/-. CH-OI U a a Jl c n w g ^ o u CJ .cn cn" GEOTECHNICAL DESCRIPTION Logged By _ Sampled By RKW/KBC KBC 30- 35 — FR:N10W, 65E C:borizontal FR:N5E, 70E RS:N80E, SSE 40- FR:N80E, 18S FR:N60W, 40SW 45 — SW CL SM CL ? ? LANDSLIDE DEPOSITS (Continued) © 30.5': Fracture (possible backscarp) © 33': Wavy sharp contact to olive-green, moist, stiff, CLAY; minor shearing m ciay along contact © 33.5: Grades to olivcrgreen, moist, dense, clayey, medium to coarse SAND @ 34.3': Clayseam mpture surface offsets fracture (1/4" thick tectonized • clay) DEL MAR FORMATION (Td) ©35.5': Olive-green CLAY as described above © 36': Becomes hard, blocky and fracmred ) 40.2': Thin (1/4") fracwre, polished surface moist, CLAY above fractures > 41.2"; Fracture, l/4"-l/2" thick area of tectonized CLAY above polished surface ) 43'; Moderate seepage 50- Total Deptti = 47' Dowidiole Logged to 45' Mmor Seepage at 33", 39', 40', and 43' at Time of Drilling Backfilled on June 10. 1997 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 Sheet Project No. Type of Rig 1 of 3 4971009-002 30 in. Drive Weight Ref. or Datum E-lOO Bucket Auger 0-25'. 4.113#; 25-47'. 2981#; 47-72'. 2,168# Drop 30 in. Mean Sea Level Sl DJ ao ni-j L CO in OJ TJ 3 O z a E ID CO iii/s CH-QJ O a a Jl L. n Sc/5 GH _cn oB cn GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC Bag-l @0'-3' C:N50E,9SE 10 — C:horizontal C;hoiizontal Bag-2 @7'-10 ML SM C:N70E, 4SE CL ML 15 — 20 — C;N75W, 20SW C:EW, 8S B:N45W, 20S SM SW I 4 14 C:horizontal 25-(J24'-26 2SL C:N5W, 20E CL 1 TORREY SANDSTONE (Tt) © 1': Light gray to light gray-green, damp, dense, fme sandy, SILTSTONE; blocky, orange-brown stringers common, carbonate coating on ped faces ® 1.5'; Sharp, wavy contact to light orange-brown, damp, medium dense, sUty fine to coarse SANDSTONE; massive, few sheU fragments © 4': Light gray clay stiingers common ® 5'-6': SheU fragments and fine gravels common @ 5.5': Large black weU-cemented concretion, sheUs common ® 6'; Contact along black wavy 1" thick bed to orange-brown, damp, dense, sUty fine to medium SANDSTONE; massive © 6.5": Sharp contact to light green, moist, stiff. sUty CLAYSTONE; red-brown thin SILTSTONE horizontal stiingers common, moderately fissUe, randorrUy oriented gypsum-lined fracmres common, gypsum blebs common © 10': Sharp gypsum-lined contact to light gray to light rose-brown, damp, dense, clayey, SIL'FSTONE; moderately fissUe, massive, approximately horizontal orange-brown stiingers common © 13.5'-I4.5'; Black concretionaiy nodule, abundant gypsum-lined fracmres ' 15': Shaip contact to light gray with orange-brown motties, moist, dense, sUty fine to medium SANDSTONE; massive 17': Shaip contact to off-white, moist, dense, fine to coarse SANDSTONE; ttiickly bedded, fmer beds common, cross-bedding above contact )21.8': Sandstone becomes wet } 22.3': Shaip contact to light gray to light gray-green, moist, hard, sUty CLAYSi'ONE; moderately fissUe, orange-brown and yellow horizontal sningers common, few gypsum-lined stringers ) 25.6'; Thin sandstone interbeds common > 26': Sharp contacl to gray, moist, dense, fine to coarse SANDSTONE; ttiiiUy bedded, orange-brown and red-brown stains along bedding common 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-15 Date Project Drilling Co. Hole Diameter 6-11-97 Lennar/Bressi Ranch Sheet Project No. of 4971009-002 San Diego Drilling 30 in. Elevation Top of Hole 310 ft. Drive Weight Ref. or Damm Type of Rig E-lOO Bucket Auger 0-25'. 4.113iy; 25-47'. 2981iy; 47-72'. 2.168# Drop 30 in. Mean Sea Level U !c OJ ao 10 _i c. CO Ifl OJ TJ 3 o +• z 01 S8 o^ a E n fe ID a cn in^ CH-OJ u Q a Jl c a In g o u cn .cn cn' GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30- 1 C:horizontal 35- 40 — SW CL TORREY SANDSTONE (Continued) ©31'; Sandstone is moist to wet .® 32.3':_Saridstone_becomes very coarse, few rip-up clasts DEL MAR FORMATION (Td) ) 32.7': Contact to light gray, moist, stiff to hard, slighdy sandy sUty, CLAYSTONE; orange-brown and red-brown motties common 7 • 8 45- 50- ) 45'; Few randomly oriented fractures, rose-brown, manganese staining common along fracmres I 8 • 24/8' 55-I 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 3 Project No. Type of Rig of 4971009-002 30 in. Drive Weight Ref or Damm E-lOO Bucket Auger 0-25', 4.113#; 25-47'. 298U; 47-72'. 2.168# Drop 30 in. Mean Sea Level £33 .C DJ ao lO-l c CD m OJ TJ 3 a E ID CO 3 ° O^ CO tn-^ CH- OI u o a Jl c Q flji> w fe ^ O u in^ S"5 GH _co oB tn GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 60-CL DEL MAR FORMATION (CQPtinned) © 60': Sandy claystone grades to CLAYSTONE 65- 70-10 1 25/6" 75- 80- 85 — 3iL Total Deptfi = 70.5' DowrUiole Logged to 68' No Ground Water Encountered (minor seepage at 22') BackfUled on June 12. 1997 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. 1 of 4971009-002 San Diego Drilling 30 in. Drive Weight Ref. or Damm Type of Rig E-lOO Bucket Auger 0-25'. 4,ll3ff; 25-47'. 298W; 47-72', 2.168# Drop _30_ in. Mean Sea Level u X OJ ao (a_j c CD Ifl OJ TJ 3 a E ID cn CD (fl^ CH-QJ U a a \. 31 L. C3 flji) W fe ^ O u _cn cn GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC C:horizontal C:horizontal 10-I 15-g-2 ^15'-17 20-I 13 25 — C:horizontal 2SL -SC- SM ML/CL CL SM SW CL • TOPSOIL 1® 0.5': Red-brown, moist, medium dense, medium sandy CLAY; few ' fracmres TORREY SANDSTONE (Tt) ® 0.8': Gradational contact to light orange-brown, to light gray, moist, dense, sUty fme to medium SANDSTONE; few tfiin SILTSTONE intetbeds @ 3': Sharp contact to orange-brown, moist, dense, sUty fine to coarse SANDSTONE; 1" thick rose-brown sUtstone bed at contact, massive DEL MAR FORMATION (Td) @ 5': Wavy contact to light gray, moist, very stiff, clayey SILTSTONE to sUty CLAYSTONE, cmmbly, approximately horizontal orange-brown stnngers common ® 7': Becomes hard and moderately fissUe @ 7.5'; Concretionary nodule; mcxierately cemented @ 10'; Becomes moderately blocky and fracmred 13.5'; Grades to olive-green, damp, hard, fme sandy CLAYSTONE; massive, few fracmres ! 21'; White well-cemented concretionary nodule ) 22': Becomes sandier i 23.5' to 25.5'; Large weU-cemented white concretionary nodule 5 24.5': Contact partially obscured by concretion to light gray and orange-brown, moist, dense, fine to coarse SANDSTONE; crudely bedded ® 28.5': Sharp undulating contact to olive-green, damp, hard, CLAYSTONE; massive, blocky, coarse SANDSTONE infills along fracmres at upper contact 505A(11/77) LEIGHTON & ASSOCIATES I 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 3 4971009-002 San Diego Drilling 30 in. Drive Weight Ref. or Datum Type of Rig E-lOO Bucket Auger 0-25', 4.113<y; 25-47'. 2981i»; 47-72'. 2.168j» Drop 30 in. Mean Sea Level £33 u .C OJ a o ID_J L CD in 01 TJ 3 a E ID tn <Q fc a ifl/^ CH-OI o a a 31 C a 01 c - o u > GH _cn GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30- 35 — S; N65E. 25SE 40- C; horizontal FR:N5E, 40E 45- 50 — 55- 60- II 5 • 10 I CL SW CL DEL MAR FORMATION (Continued) I 32.5': White, weU-cemented concretionaiy nodule I 33': Claystone is moderately fracmred, orange-brown iron-oxide and rose-brown manganese stains on fracmre and ped surfaces common ) 36.5': Shear plane witti approximately 3/4" of sheared CLAYSTONE along wavy polished surfaces > 40.4': Very irregular contact to light gray-brown, damp to wet, very dense, fme to coarse SANDSTONE ) 41.3'; Horizontal sharp contact to olive-green, damp to moist, hard, CLAYSTONE; fracmred and blocky ) 41.3': Continuous fracmre with week seepage, sand common along fracwre ) 46'; Grades to light gray-green, less blocky and fractured ® 52'; Becomes moderately blocky and fracWred I 58.5': Grades to olive-green CLAYSTONE 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 San Diego Drilling Sheet 3 Project No. Type of Rig of 4971009-002 30 in. Drive Weight Ref. or Damm E-lOO Bucket Auger 0-25'. 4.113iy; 25-47'. 298U; 47-72'. 2,l68ff Drop 30 in. Mean Sea Level a"" nt u X OJ ao ID_I L CD in OJ TJ 3 a E 10 tn CD III/-. CH- OI u n a •Sr/ Jl c n ai$5 wfe o u SH .cn tn' GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 60- 65- 70 — CL DEL MAR FORMATION (Continued) I 63'; Moderately fracWred I. 19 75 — 80- 85- Total Deptti = 71' Downhole Logged to 69' Minor Seepage at 42' BackfUled 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 Sheet 1 Project No. Type of Rig of 4971009-002 30 in. Drive Weight Ref. or Damm E-120 Bucket Auger 0-30'. 4,99U; 30-60'. 3.841#; 60-90'. 2.446iy Drop 30 in. Mean Sea Level lfl OJ TJ 3 a E ID to CD fe a in^ CH- OI u n a Jl L a 3 Ifl CJ .cn Os tn GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC C; horizontal F;N15E. 7SW C:N55E. SNW F:N5E. 6SE C;EW. 5S horizontal SM 1 I 6 I 2 • 7 TORREY SANDSTONE (Tt) ® 1'; Light gray-brown, damp to moist, dense, sUty fine to medium SANDSTONE; thinly bedded, orange-brown, iron-oxide stained beds common, fracmres common, few calcium carbonate linings, calcium carbonate-lined fault @ 3.7'; Wavy contact to light gray, damp, dense, sUty fme SANDSTONE; vertical calcium cartionate lined fracWres corrmion, massive, fault is stained orange-brown on either side of sharp slip plane > 9': Material grades to orange-brown, fme to coarse SANDSTONE ) 9.5' to 10.5': Orange-brown concretionary layer; well-cemented shells common, stains are truncated by fault } 11': Grades from orange-brown stained, sUty fme SANDSTONE back to light gray sUty fme sandstone I 12.1': "Fhin 1" tiiick light gray sUty CLAYSTONE bed along conuct to tan-brown, damp, dense, sUly fine SANDSTONE; massive 14': Grades to orange-brown 15': Thin fault trace (approximately 1/16" wide) apparent displacement: east side down 1/2" I 18': Wavy irregular contact to off-white, damp, dense, sUty fme SANDSTONE I 18.5': Orange-brown, moderately cemented concretionary nodule > 21': Shaip, slightiy wavy contact to orange-brown, moist, dense, sUty fine to meciium SANDSTONE; ttiickly interbedded witti light gray-brown sUty fme SANDSTONE ) 25.5'; Orange-brown concretionary nixlule > 26.2": Grades to light gray silty fine SANDSTONE I 28': Thin fault trace CL I ® 29.5': Sharo conoct to light gray, moist, hard, silty CLAYSTONE; 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-17 6-13-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 380 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 2 Project No. Type of Rig of 4971009-002 30 in. Drive Weight Ref. or Datum E-120 Bucket Auger 0-30', 4,99lff; 30-60', 3,841#; 60-90'. 2.446# Drop _30_ in. Mean Sea Level nt u Z DJ a o ia_j c. CD Ifl 01 TJ 3 a E ID tn to tn^ CH-OJ u CD a 31 C a lfl »• fe ot SH GH _cn cn' GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30- -1 35- 40- 45- 50- 55- C: horizontal I B:N2SW. 8SW F: NSE, 70E CL SM CL SM SC SM concretionary nodule at contact; few ttiin orange-brown interbeds ® 30'; Fault is stamed orange-brown in CLAYSTONE ©31': Material gradually becomes sandier @ 31.5': Grades to light gray, moist, dense. sUty fine SANDSTONE ® 32.5': Grades to light gray-brown, moist, hard, silty CLAYSTONE; weakly fissUe I 34.5'; Shaip contact to light gray-brown, damp, dense, sUty fme to very fine SANDSTONE; thiiUy bedded, cross-bedding common, orange-brown stain common @ 45': Abundant orange-brown stams ® 45.5' to 46.5': White well-cemented concretionary nodule @ 46.5': Very irregular contact to gray to gray-brown, moist, hard, fme sandy CLAYSTONE; orange-brown intertieds common ® 48.5': Grades to light gray, moist, dense, sUty fme SANDSTONE; orange-brown stams 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 Date 6-13-97 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 4 4971009-002 30 in. Drive Weight Ref. or Datum E-120 Bucket Auger 0-30', 4.991iy; 30-60'. 3.841#; 60-90'. 2.446# Drop _30_ in. Mean Sea Level in 01 TJ 3 O z a E 10 CO flj Ifl/^ CH- OI u a a N. Jl c a OJ-5 ^t s« GH _cn GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC 15 SM C: horizontal 65 — : horizontal C; NSSE. SS 85 — C: horizontal ML I 14 Bag-7 CL ML © 60': Contact below concretion material to orange-brown, moist, dense, silty fme to medium SANDSTONE >61.5' to 63' luied Red-brown 1" wide near vertical fracmres common; gypsum ® 63': Thm (1/2") red-brown SILTSTONE layer; fracwres stop © 63': Contact to gray-brown, moist, dense, sUty fine to vety fine SiWDSTONE; thiiUy bedded, 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 ttiin 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; ttunly bedded, few gypsum-lmed fracmres @ 85.1' to 86'; Dark gray, coarse, sandy moderately cemented concretionary layer ® 86': Dark gray, moist, hard, sUty 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, ttiinly bedded @ 87.2' to 88.6': Light gray well-cemented concretionary nodule 505A(11/77) LEIGHTON & ASSOCIATES GEOTECIINICAL BORING LOG LB-17 Date Project Drilling Co. Hole Diameter 6-13-97 Lennar/Bressi Ranch Sheet Project No. of 4971009-002 San Diego Drilling 30 in. Elevation Top of Hole 380 ft. Drive Weight Ref. or Damm Type of Rig E-120 Bucket Auger 0-30'. 4.991»; 30-60'. 3,84Hf; 60-90'. 2.446# Drop 30 in. Mean Sea Level a<" U x: DJ a o ID_I L CO in 01 TJ 3 o z a E ID cn CD Ifl^ CH-IU U Q a N. 31 C. n 01 $> 3u. s« GH _tn cn' GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 90- 95- 100 — I 16/6' C: horizontal 105 — 10 — 15- ML TORREY SANDSTONE (Continued) ©91': Few clayeyer units CL SM > 97'-98'; White well-cemented concretionary nodule ! 98': Grades to daric brown, moist, hard, sUty CLAYSTONE; light gray sandy SILTSTONE layers conunon © 101': Light gray well-cemented concretionary nodule ' 103': Sharp contact to gray to light gray, damp, dense, sUty fme to medium SANDSTONE Total Deptti =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 Project Drilling Co. _ Hole Diameter 6-17-97 1 Lennar/Bressi Ranch San Diego Drilling Sheet Project No. Type of Rig of 4971009-002 30 in. Elevation Top of Hole 405 ft. Drive Weight Ref. or Datum E-120 Bucket Auger 0-30'. 4.991#; 30-60'. 3.841^; 60-90'. 2.446# Drop _30_ in. Mean Sea Level tn QJ TJ 3 QJ a 10 cn §8 o^ CD h Ifl^ CH-OJ u CD a 31 t- a oj-5 *- o o GH _cn oB tn GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC C; horizontal C:N50W. SNE F;NS, S7W B:N55W. ION CL SM SC SM C:N30W, 15NE B:N85W. 9N I 2 • 5 F:N5W, 71W B:N87W, ION TOPSOIL : Brown, moist, stiff, fine to medium sandy CLAY; fme pores common, rootiets common, calcium carbonate blebs common, few charcoal fragments : Discontinuous layer (0.4' tiiick) of calcium carbonate TORREY SANDSTONE (Tt) ® 3.5'; Discontinuous wavy contact to interbedded orange-brown and gray, moist, medium dense, sUty fine SANDSTONE; calcium carbonate lined fiacWres and concretions common ® 5.5': Calcium cartionate layer 0.5' thick ® 6'; Sharp contact to orange-brown, moist, medium dense, sUty fme to medium SANDSTONE; massive ® 7': Fine to coarse SANDSTONE; fine gravel and shell fragments common, 1/2' thick carbonate-fUled fracwres common, abundant calcium carbonate blebs © 10': Bed (0.5' thick) of olive-green, moist, stiff, medium to coarse sandy CLAYSTONE; shell fragments common, fissUe, calcium carbonate blebs common ©11'; Green claystone motttes common ® 12': Very irregular contact to light gray, moist, medium dense, clayey, sUty fme SANDSTONE; abundant random orange-brown stams, fracwres common, fissUe in areas, calcium carbonate blebs common @ 13': Areas of deep red and rose-brown mangnesium staining © 14': Slightiy wavy, gradational contact to off-white, damp, dense, sUty fme Si\NDSTONE; ttiinly bedded, yellow stains common parallel to bedding, orange-brown blebs common I 24': Thin calcium carbonate-lined fracmre > 25': Brown, moderately cemented concretionary ncxiule I 27.5'; Black, moderately cemented concretionaiy nodule 505A{11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-18 Date Project Drilling Co. Hole Diameter 6-17-97 Lennar/Bressi Ranch San Diego Drilling Sheet 2 Project No. Type of Rig of 3 4971009-002 30 in. Elevation Top of Hole 405 ft. Drive Weight Ref. or Damm E-120 Bucket Auger 0-30'. 4,99lff; 30-60'. 3.841#; 60-90'. 2.446# Drop 30 in. Mean Sea Level lfl OJ TJ 3 a E ID tn to fe a ifl/% CH-OI U a a 31 L. n cn -tn GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC F;N15W. 76SW B:NS.10E F:NS. 62E SM C;N85E. 5S C; horizontal I C: horizontal ML SM TORREY SANDSTONE (Continued) © 31.5'; Two faults intersect, lower fault is west side up ® 31.7': YeUow-brown concretionary nodule I 38': Sharp wavy contact to light gray, moist, very dense, sUty very fme SANDSTONE; massive ) 41' to 42': Orange to red-brown, moderately cemented concretionaiy nodule ! 41.5'; Shaip contact to light gray, moist, dense, fine sandy SILTSTONE; fissUc. red-brown and orange-brown stains along contact ) 43': Shaip contact to light gray, moist, dense to very dense, sUty fme to medium SANDSTONE; thinly bedded, yellow stains common ) 45': Irregular fracwre ® SO': Sharp contact to light gray, moist, very dense, sUty very fme SANDSTONE; thinly bedded, orange-brown stains common, rose-brown stains along contact © 53' to 53.5'; White well-cemented concretionary layer; abundant shells © 53.5': Becomes massive > 57.5' to 58.5': White, well-cemented concretionary layer, shells common 505AC11/77) 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 Sheet 3 Project No. Type of Rig of 3 4971009-002 30 in. Drive Weight Ref or Datum E-120 Bucket Auger 0-30'. 4,99l#; 30-60', 3,841#; 60-90', 2.446;^ Drop 30_ in. Mean Sea Level nt u Sl DJ ao (D_J L CD in QJ TI 3 o z a E ID tn tofe a ifl^ CH-OJ u a a 31 L n 01-5 01 in GH _tn tn' GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 60-B; horizontal SM C: horizontal 65-C: horizontal 70- 75- 80-I 16 TORREY SANDSTONE (Continued) ® 60.5': Bed of orange-brown, moist, medium dense, sUty fine to medium SANDSTONE ! 62.5': Sharp contact to orange-brown, moist, medium dense to dense, sUty fme to medium SANDSTONE; massive ) 64.5': Sharp contact to light gray to gray, moist, dense, sUty very fme SANDSTONE; ttimly bedded > 65' to 65.5'; White, weU-cemented concretionary layer > 72': Sharp contact to orange-brown, moist, medium dense, sUty fme to medium SANDSTONE; massive ! 74' to 74.7': White, well-cemented concretionary layer ! 74.7': Contact to light gray to gray, moist, very dense, sUty fme to very fmd_ SANDSTONE; ttiinly bedded 85- 3iL Total Deptti = 81' Downhole Logged to 78' No Ground Water Encountered at Time of Drilling BackfUled on June 17, 1997 505A{11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-19 Date 6-17-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 285 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 1 Project No. Type of Rig of 2 30 in. Drive Weight Ref. or Damm 0-30'. 4.991iy; 30-60'. 3,84li/ 4971009-002 E-120 Bucket Auger Drop 30 in. Mean Sea Level u .C OJ a o (0_l L CO tn 01 TJ 3 O z a E ID tn \llr\ CH-OJ U n a Jl c n flji> «j g ^ o CJ sen a* .cn tn' GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC C: horizontal 5 — lo- ts- 20- 25- C;N85W. 30N B;N60W. IOS C:N20E, 5W CL "SM~ CL SM CL ML/CL I SM SM SW TOPSOIL 0^ _Brown, moist, stiff, fine sand^ CLAY;_organic material^common TORREY SANDiSTONE (Tt) @ 1': Shaip, wavy contact to light yellow-brown, moist, medium dense to dense, sUly fine to coarse SANDSTONE; thin well-cemented beds common ® 2.8' to 3.3': Light brown well-cemented concretionary layer; shell fragments common © 3.3': Sharp contact to gray, moist, stiff, fme sandy CLAYSTONE; cmmbly, calcium cartionate blebs common. yeUow-brown and orange-brown stringers common, few fracwres ® 3.8'-4': Orange-brovra, sUty, fme to coarse SANDSTONE bed ® 4.S': Claystone is less cmmbly and more fissUe with increasing depth ; Grades to light gray to gray, moist, dense, fme sandy SILTSTONE and CLAYSTONE; ttiin yellow and orange-brown stringers common; weak to moderate fissUity. few fracmres with orange-brown iron-oxide staining ' 15'-15.5'; Bed of off-white, moist, dense, sUty fme to medium SANDSTONE 16'; Rose-brown SILTSTONE, intetbeds common >.18;8': Irregular layer of intennixed orange-brown, fme to medium SANDSTONE and light gray sandy CLAYSTONE > 19.1": Sharp, wavy contact to off-white, moist, dense. sUty. fme to medium SANDSTONE, cradely bedded I 20' to 20.4': Orange-brown to brown bed of moist, dense, fme 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 Date Project Drilling Co. Hole Diameter 6-17-97 Lennar/Bressi Ranch San Diego Drilling Sheet 2 Project No. Type of Rig of 4971009-002 30 in. Elevation Top of Hole 285 ft. Drive Weight Ref. or Datum 0-30'. 4,99l«; 30-60'. 3.841# Mean Sea Level E-120 Bucket Auger Drop 30 in. QJi^ nt Sl a ao ID_I c. CD in OJ TJ 3 o z a E ID cn §8 o^ ea iii/-\ CH-OJ u CJ a Jl c. a 01-S In g S«« GH _tn cn' GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30-T : horizontal SW CL TORREY SANDSTONE (Continued) @ 30'; Claystone rip-ups and stringers common @ 32': Minor seepage ^ 32.5': Seepage is moderate DEL MAR FORMATION (Td) I 32.5': Wavy contiict to light olive-green to olive-green CLAYSTONE; heavUy fracWred. seepage along fracwres, blocky I 37.5': Minor caving 14 45- 50 — Total Deptti = 47' Downhole Logged to 40' Seepage at 32' Ground Water at 40' Hole BackfUled on June 18, 1997 55 — 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-20 Date Project Drilling Co. _ Hole Diameter 6-18-97 Lennar/Bressi Ranch San Diego Drilling Sheet Project No. Type of Rig 1 of 2 30 in. Elevation Top of Hole 250 ft. Drive Weight Ref or Damm 0-30', 4,99U; 30-60', 3.841iy Mean Sea Level 4971009-002 E-120 Bucket Auger Drop 30 in. nt u .C OJ ao ID_I c. CD in OJ TJ 3 a E 10 tn to ifl^ CH-OJ u n a V 3J I. a SH GH _tn GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 10- CL LANDSLIDE DEPOSITS (Ols) r )3': MixWre of dark brown and dark gray-brown, moist, hard, fme sandy CLAY; organic material common, few medium pores Gradational contact to dark gray-brown, moist, stiff, fme sandy CLAY; plastic, cmmbly texWre, calcium carbonate blebs Grades to light olive-green, moist, stiff, fme sandy CLAY; plastic, crumbly, calcium carbonate blebs common, gray-brown mottles common, gypsum blebs abundant F;N70E, SSS I 1 • 1 15- RS:N30E, 5' SE > 7': Black manganese stains common ) 7.8' to 8.4': Pocket of orange-brown clayey SAND I 9.5': Fracwre infUl: Reddish brown, moist, medium dense, zone of clayey fme to medium SAND; green and brown motties common, gypsum blebs and pcKkets common, wide (approximately 3 feet) pocket of infUl material on south side of hole, north side of hole and below fracwre is cmmbly to blocky light olive-green CLAY, clay is crambly along base of infUl I 2 • 3 FR;N20W, 82SW 2SL SC CL ' 16': Clay is hard blocky and moderately fracmred © 18': "Fhin (approximately 1/8 inch) shear, 1/4 inch of crambly clay along shear, yellow-brown mottiing below shear, red-brown manganese stains I* ' below *~" DEL MAR FORMATION ITHl 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 SM © 27': Grades to gray-green, moist, very dense, silty fine to medium SANDSTONE; massive 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-20 Date 6-18-97 Project Drilling Co. Lennar/Bressi Ranch Sheet Project No. of 4971009-002 San Diego Drilling Type of Rig E-120 Bucket Auger Hole Diameter 30 in. Drive Weight 0-30', 4,99lff; 30-60'. 3,84U Drop J0_ in. Elevation Top of Hole 250 ft. Ref. or Datum Mean Sea Level nt o Sl OJ ao •O-l c CD Ifl 01 TJ 3 O z a E ID cn CD 31 Ifl^ CH-OI u a a 3J L a In g ^ o u _co cn' GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30- 35- 45-C: horizontal SO- 12 SM DEL MAR FORMATION (Continued) ® 30': Off-white, well-cemented concretions ) 32': Grades to sUty fme to coarse SANDSTONE ) 34.5': Grades to orange-brown;material is moist to wet I 37': Very irregular wavy contact to gray-green, moist, very dense, sUty fme SANDSTONE; massive ! 40'; White, well-cemented concretionary nodule SW CL ) 45': Shaip contact to light orange-brown, wet, dense, fine to coarse SANDSTONE; massive, weak seepage > 47'.; Sharp contact to olive-green, moist, hard, fme sandy CLAYSTONE 55- Total EJeptti = 50' Downhole Logged to 48.5' Minor Seepage at 45' BackfUled on June 18, 1997 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-21 Date 6-18-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 230 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 1 Project No. Type of Rig of 4971009-002 30 in. Drive Weight Ref. or Datimi N/A E-120 Bucket Auger Drop 30 in. Mean Sea Level ^•*-a"" nt u £ OJ ao ID_J L CO in 01 TJ 3 a E 10 CO CD fe CL Ifl^ CH-OI U a a \^ Jl L n oji> « g o u > GH _cn oB cn GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC IO- IS- 20 — 25 — CL SM SW SM IQE5QIL. ©1': Brown, moist, stiff, fme sandy CLAY; organic material common, roodets common OUATERNARY ALLUVIUM (Oal) ® 2': Gradational contact to brown, moist, medium dense, sUty fme to medium SAND; organic material common, roodets common, clayey sand layers common I 13': Brovm, sand mixed widi light green, moist, fme to medium sandy CLAY; mottled DEL MAR FORMATION (Td) @ 15': Light gray-brown, moist, dense to veiy dense, fine to coarse SANDSTONE; massive 19': Sharp contact to oiange-brovra, damp, dense, fine to coarse SANDSTONE; massive > 22'; Light gray-brown, moist, dense, fme to coarse SANDSTONE ® 28': Light olive-green, moist, 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 Sheet 2 Project No. Type of Rig of 30 in. Drive Weight Ref or Damm N/A Mean Sea Level 4971009-002 E-120 Bucket Auger Drop 30 in. Depth (feet) Graph i c Log Attitudes Sample No. Blous Per Foot Dry Density (pcf) Moisture Content C/.") Soi1 Class. (U.S.C.S.) GEOTECHNICAL DESCRIPTION Logged By KBC Sampled By KBC 30 — sw DEL MAR FORMATION (Continued) © 30': Light green, moist, dense, fine to coarse SANDSTONE; massive © 31': Olive-green, moist, hard, fine sandy CLAYSTONE; blocky, fracWred CL DEL MAR FORMATION (Continued) © 30': Light green, moist, dense, fine to coarse SANDSTONE; massive © 31': Olive-green, moist, hard, fine sandy CLAYSTONE; blocky, fracWred 35 — Total Deptti = 34' Downhole Logged to 33' No Ground Water Encountered at Time of Drilling BackfUled on June 18, 1997 40 — - 45 — - 50 — - 55 — - -- 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, CaHfomia, ProjectNo. 4971009-002, dated July 29, 1997 Date 5-21-97 Project Drilling Co. GEOTECHNICAL BORING LOG B-l 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 -!-/- 200 ft. Ref or Datum Mean Sea Level c LU in 0) o z a E ID cn CD Ifl.^ CH- OJ 0 CD a Jl t. a .V CJ GH _cn cn' GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC 200- 195- 190 10— 185 180 175 25 — 170-1 30 CL 40 29 101.9 100.1 18.9 18.6 SC 63 106.6 18.3 I 71 110.4 18.2 SM 5 I 50/6" 115.3 14.5 SM 6 1 50/5" 116.5 12.4 OUATERNARY ALLUVIUM (Oal) ® 1': Dark brown, damp, hard, fme to medium sandy CLAY; abundant fine pores, few charcoal fragments > 5': Light orange-brown, moist, medium dense, clayey, fme to medium SAND; few fme pores 10': Orange-brown, moist, hard, fme to medium sandy CLAY; rare carbonate nodules 15': Light green, moist, very dense, slightty clayey, sUty fine to medium SAND; orange-brown, iron-oxide stains common DEL MAR FORMATION (Td) @ 20': Light green, moist, very dense, sUty, fine to medium SAND; micaceous > 25': Light green, moist, veiy dense, sUty, fine to medium SAND Total Deptti = 25-1/2' No Ground Water Encountered at Time of Drilling BackfUled on May 21, 1997 505A{11/77) LEIGHTON & ASSOCIATES Date 5-21-97 Project Drilling Co. GEOTECHNICAL BORING LOG B-2 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 -h/- 175 ft. Ref or Datum Mean Sea Level OJ r 01 QJ Sroj 0 -t- z OJ §8 o^ mp flj fe 10 a C/J in^N CH-OI u Q a 31 C. a 01-5 "In g ot u S^" GH _co cn' GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC 175- 170 165- 155- 150- I41i 1f] SM 17 24 I 3 • 35 4 • SO I 5 • 55 104.7 104.9 11.8 14.4 SC 111.8 17.8 CL 113.8 15.3 110.7 18.2 OUATERNARY ALLUVIUM (Oal) ® 1': Light brown, moist, medium dense, sUty, fme to medium SAND; few fine pores J 5': Brown, moist, medium dense, clayey, fme to medium SAND; few charcoal fragments ' 10'; Brown, moist, hard, fine to medium sandy CLAY IS': Brown, moist, hard, fine to medium sandy CLAY > 19.5': Ground water encountered > 20': Light gray-brown, moist, hard, fme to medium sandy CLAY; few charcoal fragments 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-2 Date 5-21-97 Project Drilling Co. Hole Diameter Elevation Top of Hole -I-/- 175 ft. Lennar/Bressi Ranch Barge's Drilling Sheet 2 Project No. Type of Rig of 4971009-02 8 in. Drive Weight Ref or Datum 140 pounds Hollow-Stem Auger Drop 30 in. Mean Sea Levei c 5oj It UJ sit. in OJ a E (0 cn CQ in.^ CH-OI u a a Jl c Q QJ5 S"5 GH _tn GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC 145 37 SW > 30': Brown, samrated, medium dense, coarse SAND 140 35- 135- 130- 125 120 lis 45 SC 50/5" SM 50/ 5-12 > 40': Light green, sawrated, hard, fme to medium sandy CLAY DEL MAR FORMATION (Td) ® 45': Light brown, wet, very dense, sUty fme to medium SAND ® 45.5'; DrUling became more difficult (per driller) } 50': Gray, moist, veiy dense, fine to medium SANDSTONE Total Deptti = 50.5' Ground Water Encountered at 19.5' BackfUled on May 27, 1997 505A{11/77) LEIGHTON & ASSOCIATES Date 5-27-97 GEOTECHNICAL BORING LOG B-3 Lennar/Bressi Ranch Sheet 1 of 2 Project No. 4971009-02 Project Drilling Co. Barge's Drilling Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight 140 pounds Drop 30 in. Elevation Top of Hole -I-/- 220 ft. Ref. or Datum Mean Sea Level fliT Ul in QJ o z a E 10 tn flj ifl^ CH-QJ U Q a 31 L a OJ- 3u- lA SH GH _cn cn' GEOTECHNICAL DESCRIPTION Logged By Sampled By MRM/KBC MRM/KBC 220 215 210 205 200 195- CL lag-1 )2'-5' 2 • 26 23 94.8 101.8 20.3 17.8 4 • 24 100.1 17.7 SC 5 • 38 102.2 24.7 6 U 22 96.6 25.2 SM OUATERNARY ALLUVIUM (Oal) I 3': Brown, moist, stiff, sandy CLAY ) 5'; Dark brown/brown, moist, stiff, sUty, fme sandy CLAY 10': Brown, moist, veiy stiff, clayey SAND © 15'; Light brown, wet, medium dense, clayey fme to medium SAND ©19'; Ground water encountered ® 20': Light brovra, wet, medium dense, sUty fme to medium SAND 505A{11/77) LEIGHTON & ASSOCIATES Date 5-27-97 Project Drillmg Co. Hole Diameter 8 in. Drive Weight Elevation Top of Hole +1- 220 ft. Ref. or Datum GEOTECHNICAL BORING LOG B-3 Lennar/Bressi Ranch Sheet Project No. of 4971009-02 Barge's Drilling 140 pounds Type of Rig Hollow-Stem Auger Drop 30 in. Mean Sea Level c UJ a"* nt o z a E ID cn flj ifl^ CH-OJ u CD a 31 C CD OJ-5 3 W g o-J: CJ -CJ cn' GEOTECHNICAL DESCRIPTION Logged By Sampled By MRM/KBC ^ff^M/KBC 190 30-28 185 35- 180 40- 175 45- 170 50- 165-55-10 21 50/4" 50/5" SC @ 30': Light gray-brown, wet, medium dense. sUty, clayey fine SAND SC/SM > 40'; Light gray-brown, wet, medium dense, interbedded sUty fme to medium sandy CLAY and clayey fme to medium SAND @ 46': Drilling became more difficult (per drUler) SP ® 50': Greenish brown, wet, very dense, fme to medium SAND DEL MAR FORMATION (Td) ficUlf (per ML ) 53': Drilling became more difficult (per driller) @ 55'; Olive-green, damp, very dense, fine sandy SILTSTONE Total Deptii = 55'5" Ground Water Encountered at 19' Backfilled on May 27, 1997 505A(11/77) LEIGHTON & ASSOCIATES Date Project Drilling Co. 5-27-97 GEOTECHNICAL BORING LOG B-4 Lennar/Bressi Ranch Sheet Project No. of 2 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-/- 240 ft. Ref. or Damm Mean Sea Level Ol lfl OJ o z a E ID CO OJ in/^ CH- OJ o a a 31 C a ^ o u SH GH _cn IB GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC 240 235- 230 220- 215- 21(1-1 28 I 2 • 47 I 3 I 35 25 110.2 16.2 99.5 15.4 104.5 19.8 CL SC CL OUATERNARY ALLUVIUM (Oal) ® 1': Brown, moist, stiff, fme sandy CLAY; fme to medium pores common, rootiets common ) 5'; Brown, moist, very stiff, fme sandy CLAY; fme to medium pores common, rootiets common 10': Brown, moist, medium dense, clayey fme to medium SAND; fme pores common, few rootiets 15': Light brown, moist, hard, fine sandy CLAY; few rootiets ) 19': Ground water encountered } 20': No recovery of sample 505A{11/77) LEIGHTON & ASSOCIATES Date Project Drilling Co. _ Hole Diameter 5-27-97 GEOTECHNICAL BORING LOG B-4 Lennar/Bressi Ranch Barge's Drilling Sheet 2 Project No. Type of Rig of 4971009-02 8 in. Elevation Top of Hole -1- /- 240 ft. Drive Weight Ref or Damm 140 pounds Hollow-Stem Auger Drop 30 in. Mean Sea Level c ±t 0 ZD) ao 10-I L CO a E ID cn §o o^ flj fc a in^ CH-OJ u Q a \. 31 L O .V cn _cn GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC 210 30- 205 35 — 200 40- 195 45- 190-50- 185 55- 60 81/9" SP SP SM @ 30': Light brown, moist, very dense, clayey, fme to coarse SAND; few fme gravel @ 32'; Drilling became more difficult (per driller) DEL MAR FORMATION (Td) ® 37': DrUling became very difficult ) 40': Light olive-green, damp, very dense, sUty fine SANDSTONE; moderately cemented Total Deptti = 40'9" Ground Water Encountered at 19' BackfUled on May 28, 1997 505A(11/77) LEIGHTON & ASSOCIATES Date 5-28-97 Project Drilling Co. GEOTECHNICAL BORING LOG B-5 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-/- 138 ft. Ref or Datum Mean Sea Level c UJ o z a E 10 CO OJ lltr\ CH-OI U CD a 31 c o CJ cn _cn oB cn GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC 135 130 125- 120 115- 110 Bag-1 @r-5' 2 SC I 33 32 109.3 107.1 12.7 9.6 SW I 4 • 26 106.5 19.9 CL I 5 I 43 105.3 17.2 17 OUATERNARY ALLUVIUM (Oal) > 2'; Brown witti light brown motties, damp, medium dense, clayey fme to medium SAND; few rootiets ' 5': Light brown, damp, medium dense, silty fme to coarse SAND; few fme pores 10': Brown, moist, very stiff, fme to medium sandy CLAY 13'2": Ground water encountered 15': Brown, moist, hard, fme to medium sandy CLAY © 20'; Light brown, wet, very stiff, fme to medium sandy CLAY 505A(11/77) LEIGHTON & ASSOCIATES Date 5-28-97 Project Drilling Co. Hole Diameter Elevation Top of Hole -f /- 138 GEOTECHNICAL BORING LOG B-5 Lennar/Bressi Ranch Barge's Drilling Sheet 2 Project No. Type of Rig of 4971009-02 8 in. Drive Weight ft. Ref. or Datum 140 pounds Mean Sea Level Hollow-Stem Auger Drop 30 in. c tu £33 a E ID cn fll tn^ CH-OJ u a a 31 C Q 011) "in fe SH GH _tn o3 GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC 30- 105 35- 100 40- 95 45- 90 50- 85- 55- 80 26 SC 25 61/9" SM @ 30': Light gray and light brown, wet to samrated, 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 Deptti = 56' Ground Water Encountered at 13'2" Backfilled on May 28, 1997 r 505A(11/77) LEIGHTON & ASSOCIATES 5-28-97 GEOTECHNICAL BORING LOG B-6 Lennar/Bressi Ranch Sheet Project No. of 4971009-02 Date Project Drilling Co. Barge's Drilling Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight 140 pounds Drop 30 in. Elevation Top of Hole -f/- 180 ft. Ref or Damm Mean Sea Level UJ O XDJ ao ID-I c CD in OJ a E ID cn 03 Ifl/^ CH-OI u a a 3> C a w g »H o .cn cn' GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC 180 175 170 10- 165- 160 155 25- iffli in SM OUATERNARY ALLUVIUM (Oal) ® I': Brown, damp, loose, slightiy clayey, sUty fme SAND; rootiets and organic material common 2 • 13 98.9 11.2 2 17 I 8-1/2'; Ground water encountered 10'; Light brown, saWrated, medium dense, slightty clayey, sUty, medium to coarse SAND 24 CL 15'; Light gray and light brown, wet, veiy stiff, fme to medium sandy CLAY 32 SM ( 20'; hiteibedded light gray and orange-brown, sawrated, dense, slightiy clayey, sUty, fme to coarse SAND 75/11' CL DEL MAR FORMATION (Td) ® 23': Drilling became more difficult (per driller) ) 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 Date 5-28-97 Project Drilling Co. GEOTECHNICAL BORING LOG B-7 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 -I-/- 210 ft. Ref or Damm Mean Sea Level c It 111 nZ a E ID cn CD fc a in^ CH-OI u o a 31 C. a 01 Ir GH _cn cn GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KAB 210 205 200 195 190- 185- mljo. SM I 33 105.7 19.7 CL QUATERNARY/ALLUVIUM (Oal) I 3': Light brown, damp, medium dense, sUty fme to medium SAND witfi roots and organic debris common ttiroughout > 5': Brown, damp, medium dense to very stiff, clayey to sUty fme SAND and sUty fme sandy CLAY 40 105.2 20.8 10'; As at 5 feet slight increase in moisWre content I 51 95.8 25.3 21 15': Mottled green and purple, moist, very stiff, clayey SILT to sUty CLAY SM DEL MAR FORMATION (Td) 50/5" ® 20': Light greenish tan, moist, very dense, sUty, fine SANDSTONE, weakly cemented and slighdy oxidized Total Deptfi = 2r6" Ground "Water Encountered at 16' BackfUled 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 cn o I > to o Pro.iect Name: Lennar/Bres.<;i Ranch 1 nqqeid by KBC Pro.iect Number: 4971009-002 Flpvation- 450' Equipment: Backhoe location: CarlsbacJ GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT TOPSOIL unmapped A @ 0-1.5": Light brown to brown, damp to moist, soft to slightly stiff, fine sandy clay: organic rich TORREY SANDSTONE Tt B (a 1.5'-5': Light brown, moist, dense, silty fine to medium sandstone; thinly bedded ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) SC/CL SM CD ta' s 3 > 09 Ot O O ta <D OS GRAPHIC REPRESENTATION SCALE: 1" =5' SURFACE SLOPE: 0 TREND: N15°E llll llll III-l, llll JIM llll llll TOTAL DEPTH AT 5 FEET NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 LOG OF TRENCH NO. T-2 01 o > (D O CD O ZT > CO o o 5' p« CD OS Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equipment: Backhoe Logged by: KBC Elevation: 425" Locati on: Carlsbad GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: TOPSOIL A @ 0-2': Light brown to gray-brown, damp to moist, soft to slightly stiff, fine sandy clay: rootlets common, organic material common, very porous TORREY SANDSTONE B (a 2'-5": Off-white with orange-brown stains common, moist, dense, silty fine to medium sandstone: massive GEOLOGIC UNIT unmapped Tt ENGINEERING PROPERTIES USCS CL SM GRAPHIC REPRESENTATION SCALE: 1" = 5' Sample No. Moist. Density (pcf) SURFACE SLOPE: 7°S TREND: N60°W llll llll •4-4-4-:^-x n -7 / I I I I I I I I I I -I—M- TOTAL DEPTH AT 5 FEET _ NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 LOG OF TRENCH NO. T-3 Ol o > CD O <D S sr 3 OS o o to CD CO Project Name: Lennar/Bressi R^nrh Project Number: 4971009-00? Equi pment: Backhoe Logged by: KBC Elevation: 275' Location: Carlsbad GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: LANDSLIDE DEPOSITS A @ 0-3': B @3'-5' (a 5'-9': Brown, damp to moist, soft to slightly stiff.' fine to medium sandy clay: rootlets and organic material common Orange-brown, moist, loose to medium dense, silty, fine to coarse sand: massive, infilled fractures common Off-white to light gray, moist, loose to medium dense, fine to coarse sand; calcium carbonate layers common, few thin sandy clay beds GEOLOGIC UNIT Qls GRAPHIC REPRESENTATION SCALE: 1" = 5' ENGINEERING PROPERTIES USCS Sample No. Moist. {%) Density (pcf) SC SM SW SURFACE SLOPE: 15°S TREND: N50°W LOG OF TRENCH NO.: 1^4 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged by; KBC Elevation: 280' Location: Carlsbad Ot o GEOLOGIC AHITUDES CD O (1) BS: N25°E. 75°SE CD O O 3 > OS OS o o 5" (D OS DATE: 6/26/97 DESCRIPTION: LANDSLIDE DEPOSITS A & 0-3' B @3'-9' Brown, damp to moist, soft to slightly stiff, fine to medium sandy clay; rootlets and organic material common Orange-brown, and light gray, moist, loose to medium dense, fine to medium sand; massive; few infilled fractures TORREY SANDSTONE C West of landslide backscarp Torrey Sandstone bedrock and overlying topsoil is medium dense to dense; thinly bedded GEOLOGIC UNIT Ols Tt GRAPHIC REPRESENTATION SCALE: 1" = 5' ENGINEERING PROPERTIES USCS SC SW SM Sample No. Moist. Density (pcf) SURFACE SLOPE: 15°S TREND: N60°W LOG OF TRENCH NO.: T-5 o Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 285' Locati on: Carlsbad GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) CD O (D CQ* 3" O TOPSOIL A @ 0-2 5'- Light brown to brown, damp to moist, loose to medium dense, clayey fine to medium sand to sandy clay QUATERNARY COI I UVTilM/ALLUVIUM B @ 2 5-13'- Greenish brown, moist, loose to medium dense, clayey, silty fine to medium sand to clayey, fine to medium sand HFI MAR FORMATION C (3 13'-15': Light brown and olive-green, moist, stiff to very stiff, ^sand claystone; crumbly to blocky unmapped SC/CL Qal SM/SC Td CL GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: NS LOG OF TRENCH NO.: T-6 cn o I > CD O Pro.iect Name: Lennar/Bressi Ranch Loqqed by: KBC ENGINEERING PROPERTIES Project Number: 4971009-002 Elevation: 340' Equipment: Backhoe Location: Carlsbad GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT USCS Sample No. Moist. {%) Density (pcf) TOPSOIL unmapped A @ 0-1.5': Light brown to brown, damp to moist, loose to medium dense, clayey fine to medium sand; organic rich, rootlets common SM OUATERNARY COLLUVIUM/ALLUVIUM Qal B (3 1.5-5.5': Brown, moist, medium dense, silty, clayey fine to medium sand; organic material and rootlets common SC TORREY SANDSTONE Tt C (3 5.5'-6.5': Pale brown to light brown, damp to moist, medium dense to dense, silty fine to medium sandstone SM (0 CQ 3 s 3 OS o o ff CD OS GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE:5-10° STREND: NS LOG OF TRENCH NO.: T-7 cn o > CD O Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged by: KBC Elevation: 240' Location: Carlsbad GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) (1) BS: N45°E. 70°SE CD ai OS o o ff CD OS 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 (3 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 llll llll llll F ossible LadslU le Backscarp llll llll llll llll TOTAL DEPTH AT 7 FEET NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 LOG OF TRENCH NO.: T-8 cn o I > CD O Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged by; KBC Elevati on: 170" Locati on: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) TOPSOIL/TERRACE DEPOSIT A @ 0-2': Dark gray, damp, dense, silty fine to medium sand; gravel common DEL MAR FORMATION B @ 2'-6': Light gray-brown, damp to moist, dense, silty fine to medium sandstone Qt Td SM SM 2. (Q 3- 3- 3 OS o o s CD OS GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: NS LOG OF TRENCH NO. T-9 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged by; KBC Elevation: 215 Location Carlsbad cn o GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) O ARTIFICIAL FILL (undocumented) A (3 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 o CO 3 3 > OS OS o o ff (D OS GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 15°S TREND: NS LOG OF TRENCH NO.: T-10 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged by; KBC Elevation: 240' Locati on: Carlsbad cn o > CD O GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. {%) Density (pcf) CD 2r OS o o ff (D OS (1) BS: N70°E. 70°S TOPSOIL A @ 0-2': Brown, damp to moist, loose to stiff, fine to medium sandy clay; rootlets and organic material common DEL MAR FORMATION B @ 2'-7': Light olive-green, damp to moist, hard, fine sandy claystone; crumbly to blocky, moderately fractured LANDSLIDE DEPOSITS C Steep fractured zone (landslide rupture surface), landslide deposit in south side of trench south side of trench unmapped Td Qls SC CL CL GRAPHIC REPRESENTATION SCALE; 1" = 5' SURFACE SLOPE: 15°S TREND: N20°W LOG OF TRENCH NO.: T-11 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equ i pment: Backhoe Logged by: KBC Elevation: 425' Location: Carlsbad cn o i > CD O GEOLOGIC AHITUDES 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, medium sandy clay; rootlets common fine to TORREY SANDSTONE B (3 1.5'-6': Off-white, moist, dense, silty fine to medium sandstone; few orange-brown iron-oxide stains unmapped Tt CL SM o ZT 3 > OS «s o o ff OS GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 10°E TREND: N70°W LOG OF TRENCH NO. T-12 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equipment: Backhoe Logged bv: KBC Elevation: 415 Location Carlsbad cn o I > CD O GEOLOGIC AHITUDES 2. (D 3" s 3 9» DATE: 6/26/97 DESCRIPTION: TOPSOIL A @ 0-2.5': Brown, moist, stiff, fine sandy clay; rootlets common TORREY SANDSTONE B @ 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 by: KBC Elevation: 325' Location Carlsbad cn o > CD O GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) TOPSOIL/COLLUVIUM A @ 0-2.5': Brown, moist, stiff, fine to medium sandy clay; organic material and rootlets common TORREY SANDSTONE B @ 2.5'-5': Light orange-brown, moist, medium dense to dense, silty fine to medium sandstone unmapped Tt CL SM JD to 3' 3 OS O o s CD OS GRAPHIC REPRESENTATION SCALE: 1" =5' SURFACE SLOPE: 5°W TREND: N60°E LOG OF TRENCH NO.: T-14 cn o > I CO o Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equipment: Backhoe Logged by: KBC Elevation: 340' Locat i on: Carlsbad GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) TOPSOIL/COLLUVIUM A @ 0-4': Dark gray-brown, moist to wet. loose to medium dense, slightly clayey, silty fine to medium sand TORREY SANDSTONE B (3 4'-6': Light gray-brown, moist to wet, medium dense to dense, silty fine to medium sandstone unmapped Tt SM SM CD (Q 3" 3 3 GRAPHIC REPRESENTATION' SCALE: 1" = 5' SURFACE SLOPE: 5°W TREND: N60°E LOG OF TRENCH NO.: T-15 cn o I > CD O Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equ i pment: Backhoe ^ Logged bv: KBC Elevation: 360' Location: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) TOPSOIL/COLLUVIUM A 0 0-1': Light brown, damp, loose, silty fine to medium sand TORREY SANDSTONE B @ r-6': Light gray, moist, dense, silty fine to medium sandstone (3 2.5'-3.5': Moderately cemented concretionary nodule unmappeci Tt SM SM CD (Q ZT B 3 GRAPHIC REPRESENTATION SCALE: 1" =5' SURFACE SLOPE: 5°W TREND: N70°E TOTAL DEPTH AT 6 FEET NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 LOG OF TRENCH NO.: T-16 cn o I > I •A o •V. CD O <D S ZT o 3 OS o o ff $ OS Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equ i pment: Backhoe Logged bv: KBC Elevation: 340' Locati on: Carlsbad GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: COLLUVIUM A B @ 0-3': Dark gray-brown, moist, loose to medium dense, slightly clayey, silty fine to medium sand @ 3'-9': Dark brown, wet, medium dense, slightly clayey. silty fine to medium sand; gravel common near base TORREY SANDSTONE C @ 9'-10 Light gray-brown, moist, dense, silty very fine sandstone GEOLOGIC UNIT unmapped Tt ENGINEERING PROPERTIES USCS Sample No. Moist. i%) Density (pcf) SM SM SM GRAPHIC REPRESENTATION '• SCALE: 1" = 5' SURFACE SLOPE: 5°SW TREND: N40°E LQG OF TRENCH NO.: T-17 cn o > CD O OS o o ff CD OS Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged by: KBC Elevation: 385' Location: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: TOPSOIL/COLLUVIUM 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 @ 3.5'-5': Light gray, moist, dense, silty fine sandstone GEOLOGIC UNIT unmapped Tt ENGINEERING PROPERTIES USCS CL SM Sample No. GRAPHIC REPRESENTATION Moist. Density (pcf) SCALE: 1" =5' SURFACE SLOPE: 0 TREND: N45°E TOTAL DEPTH AT 5 FEET NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 LOG QF TRENCH NO.: T-18 cn o > CD 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) 2. CQ OS o o CD OS ARTIFICIAL FILL (undocumented) A @ 0-3': Light brown, damp, loose, silty fine sandy; concrete fragments and rebar common OUATERNARY COLLUVIUM/ALLUVIUM B (3 3'-9': Dark gray-brown, moist to wet. soft to slightly stiff, fine to medium sandy clay TORREY SANDSTONE C (3 9'-10': Light gray and orange-brown, moist, dense, silty fine to medium sandstone Afu Qal Tt SM CL SM GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 4°W TREND: N80°E LOG OF TRENCH NQ. T-19 cn o I > t o CD O Project Name: Lennar/Bressi Ranch Loqqed by: KBC ENGINEERING PROPERTIES Project Number: 4971009-002 Elevation: 355' Eauioment: Backhoe Location: Carlsbad GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT USCS Sample No. Moist. (%) Density (pcf) ARTIFICIAL FILL (undocumented) Afu A (3 0-6': Light olive-green, moist, soft to stiff, fine to medium sandy clay; massive, crumbly CL B (3 6'-10': Greenish brown, moist to wet, soft to stiff, fine to medium sandy clay (37': Moderate seepage TORREY SANDSTONE CL C (3 10'-15': Dark gray, moist to wet, slightly stiff to stiff, clayey siltstone to silty claystone, moderately fissile Tt CL/ML 1 CD s 3 3 > OS OS o o ff 0* (D OS GRAPHIC REPRESENTATION i SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: N40°E llll IIII llll :\®-; 1 \ '1 F • r f "— Caving . 1^ 1 1 1 llll llll llll llll llll llll llll llll ^ 1 1 1 1/ llll llll llll llll llll llll : \^ / llll llll llll - V -TQTAL DEPTH AT 15 FEET- MODERATE SEEPAGE 7 FEET BACKFILLED: 6/26/97 " LOG OF TRENCH NQ.: T-20 cn o Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged by: KBC Elevation: 290' Location: Carlsbad GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. {%) Density (pcf) CD O COLLUVIUM @ 0-5.5': Light brown to brown, damp to moist, loose to medium dense, slightly clayey, silty fine to medium sand DEL MAR FORMATION (3 5.5'-8': Light green, moist, stiff to hard, silty claystone; fissile, crumbly unmapped Td SM CL (D S 3 3 OS O o ff CD OS GRAPHIC REPRESENTATION ; SCALE: 1" =5' SURFACE SLOPE: 2-3°W TREND: N60°W LOG OF TRENCH NQ.: T-21 Project Name: Lennar/Bressi Ranch Loqqed by: KBC ENGINEERING PROPERTIES Project Number: 4971009-002 Elevation: 340' Equipment: Backhoe Location: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT USCS Sample No. Moist. {%) Density (pcf) ARTIFICIAL FILL (Undocumented) Afu A @ 0-5": Brown, damp to moist, loose, silty fine to medium sand SM QUATERNARY COLLUVIUM/ALLUVIUM Qal B @ 5'-10': Gray-brown, moist to wet, medium dense, silty, clayey, fine to medium sand SC DEL MAR FORMATION Td 1 C (3 10'-12': Light olive-green, moist, stiff, fine sandy claystone; crumbly 1 CL 1 cn o > I o CD O (D S 3 3 9* > OS OS o o ff CD OS GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 1-2°W TREND: N70°E LQG OF TRENCH NO. T-22 cn o Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged by: KBC Elevation: 3201 Location: Carlsbad GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. (.%) Density (pcf) CD O TOPSOIL 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 Tt SM SM @ 2'-6': Light gray, moist, dense, silty, fine to medium sandstone CD S ZT 3 2r OS o o s <D OS GRAPHIC REPRESENTATION SCALE: 1" =5' SURFACE SLOPE: 5°S TREND: N20°W LQG OF TRENCH NO.: T-23 cn o I > CD O CD O 3 o 3 > OS OS o o ff (D OS Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged by; KBC Elevation: 290' Locati on: Carlsbad GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: 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 GEOLOGIC UNIT Td ENGINEERING PROPERTIES USCS SC CL Sample No. Moist. Density (pcf) GRAPHIC REPRESENTATION. SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: N50°W llll llll llll llll llll llll -M-4- L TQTAL DEPTH AT 8 FEET NQ GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 LOG OF TRENCH NQ.: T-24 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged by; KBC Elevation: 315' Locati on: Carlsbad cn o I > CD O GEOLOGIC AHITUDES 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 @ 1.5'-6': Light brown, damp, dense, silty fine to medium sandstone unmapped Tt SC SM <D S 3 s- 3 2r OS o o » CD OS GRAPHIC REPRESENTATION ; SCALE: 1" =5' SURFACE SLOPE: 0 TREND: N40°E LOG OF TRENCH NQ.: T-25 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 230' Locati on: Carlsbad cn o > I CD O GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) » (Q 3" O 3 OS O o ff OS 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 (3 8'-12": Light brown, moist to saturated, clayey fine to medium sandstone (3 10': Ground water encountered Qal Td CL CL SC GRAPHIC REPRESENTATION' SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: N25°E LQG OF TRENCH NO.: T-26 cn o Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged by; KBC Elevation: 210' Location: Carlsbad GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) CO o QUATERNARY COLLUVIUM/ALLUVIUM A @ 0-2': Brown, moist, loose, silty fine to medium sand, rootlets common, organic material common B @ 2'-4': Light brown, moist, loose to medium dense, silty fine to medium sand C (3 4'-15': Dark gray to black, moist to wet, clayey, fine to medium sand Qal, SM SC (D S ZT 3 3r OS o o GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: N25°E LOG OF TRENCH NQ.: T-27 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged by: KBC Elevation: 235' Locati on: Carlsbad cn o I > CD O GEOLOGIC AHITUDES 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 bedaed QUATERNARY LANDSLIDE DEPOSITS C East of rupture surface unmapped Td SP Qls CD O 3- s- 3 > OS OS o o & CD OS GRAPHIC REPRESENTATION SCALE: 1" =5' SURFACE SLOPE: 10°E TREND: N70°E LOG OF TRENCH NO.: T-28 cn o Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 250' Locati on: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) CD O OUATERNARY COLLUVIUM/ALLUVIUM 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 Qal Td B (3 14.5'-15' Light green and orange-brown, wet, stiff, claystone; crumbly, few concretionary nodules with shells common SC/CL CL SS. to zr S" 3 > OS OS o o J9 CD OS GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: N20°E TOTAL DEPTH AT 15 FEET-J GROUND WATER ENCOUNTERED AT 9 FEET" BACKFILLED: 6/26/97 " LOG OF TRENCH NO.: T-29 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged by: KBC Elevati on: Locati on: Carlsbad cn o I > CD O GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) TORREY SANDSTONF A @ 0-2.5': Light pink to off-white, damp, dense, silty fine sandstone to sandy siltstone; fissile (1) C: N70°E, 3°NW DEL MAR FORMATION B @2.5'-3.5': C (3 3.5'-6' Tt Td CD lO' 3" 3 OS o o : Light gray-green, damp, hard, silty, claystone to clayey siltstone; fissile Light olive-green, damp, hard, silty claystone; fissile, thin bedding, gypsum layers along bedding common, orange-brown stains along beds common SM/ML CL/ML GRAPHIC REPRESENTATION SCALE: 1" =5' SURFACE SLOPE: 10°S TREND: N10°E LOG OF TRENCH NO.: T-30 ENGINEERING PROPERTIES USCS Sample No. Moist. i%) Density (pcf) SM SM 1 SC Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged by: KBC Elevation: 385' Locati on: Carlsbad 01 o I > CD O GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT QUATERNARY COLLUVIUM/ALLUVIUM A Qal @ 0-1.5': Light brown, damp, loose, silty fine to medium sand; rootlets common B & 1.5'-5.5' @ 5.5'-8.5' CD S3 3" o 3 > OS OS o o a CD OS TORREY SANDSTONE D (3 8.5'-10': 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 Tt GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: N40°W TOTAL DEPTH AT 10 FEET- NQ GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 971009-005 Appendix B (continued) GLB-12, GLB-14, GLB-15,and GLB-17 through GLB-19 © 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 PROJECT NO. 06403-12-01 BORING LB 12 ELEV. (MSL.) EQUIP.MENT 215 DATE COMPLETED 11/24/99 ROTARY BUCKET 30" tu Jco' cn go n CK^ - 0 MATERL^L DESCRIPTION 2 - - 4 - 6 - - 8 - - 10 - 12 - - 14 - - 16 18 - 20 - - 22 - 24 - 26 - - 28 - -B12-1 CL 5M-ML SM CL-SC CL TOPSOIL Stiff, humid to dry, dark gray-brown, Sandy CLAY SANTIAGO FORMATION Dense, damp, light brown to tan, Silty, fine SAISTDSTONE, with coarse lenses, massive 122.9 11.7 Dense, damp, light olive, very Silty, very fine SANDSTONE to Sandy SILTSTONE Dense, damp to moist, light brown, Silty, medium SANDSTONE -N-S^ lOE, very_ irregular degosition coiitact Hard, moist, olive to brown, Silty, Sandy CLAYSTONE, with irregular I'-l' 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 C ^ ... DISTURBED OR BAG SAMPLE iJ STANOARD PENETRATION TEST CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) | ... UATER TABLE OR SEEPAGE ! NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE OATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. ^ 3JECT NO. r 06403-12-01 PTH :N FEET [ 30 - r 32 - J4 - LB12-6 .- 16 - 18 - - 40 - SOIL CLASS (USCS) ML BORING LB 12 ELEV. (MSL.) 215 EQUIPMENT DATE COMPLETED 11/24/99 ROTARY BUCKET 30" MATEIUAL DESCRIPTION -Slight seepage along fracture -12" horizontal deposition contact Very hard, damp, gray-olive, Sandy SILTSTONE, with some clay -Massive, no fractures, difficult drilling 14/7" 3i. •o u BORING TERMINATED AT 41 FEET A-25, Log of Boring LB 12 LCG SAMPLE SYMBOLS ° ""' UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE B. B. . STANDARD PENETRATION TEST H... DRIVE SAMPLE (UNDISTURBED) . CHUNK SAMPLE ? • - • WATER TABLE OR SEEPAGE NoiE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE OATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES. PROJECTNO. 06403-12-01 DEPTH IN FEET SOIL CUSS (USCS) BORING LB 14 ELEV. (MSL.) 195 EQUIPMENT DATE COMPLETED 11/29/99 ROTARY BUCKET 30" LU eng >- gci a cn?^ - 0 MATERL«LL DESCRIPTION - 2 - - 4 - - 6 - 8 - 10 -:.Bi4-i I: - 12 - 14 - 16 - 18 20 --B14-2 - 22 - - 24 - - 26 - 28 - SC SM ML SM CL TOPSOIL Loose, dry, dark gray-brown. Clayey, fine SAND SANTTAGO FORMATION Dense, damp, light brown to tan, Silty, fine to medium SANDSTONE Dense, damp, light olive, Sandy SILTSTONE, with tracx clay Very dense, damp, light brown-tan, Silty, fine to medium SANDSTONE 8/10" 124.2 14.0 -Becomes moist -Very irregular scour-contact into weathered claystone (to a clay seam), N70E, ICS, wet, plastic, 1/2-1 "thick Hard, moist, light olive, very Silty CLAYSTONE, with some sand interbedded throughout -Discontinuous clay seams (slickensided fractures and varying dips in 6" zone) Figure A-28, Log of Boring LB 14 LCG ^ —, DRIVE SAMPLE (UNDISTURBED) j UATER TABLE OR SEEPAGE i SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL E ^ ... DISTURBED OR BAG SAMPLE B STANDARD PENETRATION TEST CHUNK SAMPLE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON 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. ? DJECT NO. 06403-12-01 :PTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING LB 14 ELEV. (MSL.) 195 EQUIPMENT DATE COMPLETED 11/29/99 ROTARY BUCKET 30" MHi— uiiia uj^cn >-ti' gt u 30 MATERL\L DESCRIPTION -B14-3 32 - (4 - J6 78 - 40 - 15/8" ML Very dense, moist, gray-olive. Clayey SILTSTONE; with some very fine sand -Horizontal balding^ Very hard, moist, dark olive-brown, Silty CLAYSTONE, massive 42 CL 15/8" BORING TERMINATED AT 42 FEET F ^re A-29, Log of Boring LB 14 LCG SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL E ^ ... DISTURBED OR BAG SAMPLE B STANDARD PENETRATION TEST • CHUNK SAMPLE Y. DRIVE SAMPLE (UNDISTURBED) UATER TABLE OR SEEPAGE N E: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE OATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 06403-12-01 BORING LB 15 ELEV. (MSL.) 250 EQUIPMENT DATE COMPLETED 11/30/99 ROTARY BUCKET 30" gci a •o u MATERIAL DESCRIPTION LANDSLIDE DEBRIS Loose, humid, dark brown, very Clayey, fine SAND -Becomes medium dense, damp, light olive, very Clayey, fine to coarse SAND -Highly weathered and fractured -Clay seam, l/8"-l/4"; N65E, 25N, joint, with calcium sulfate lining Stiff, moist, olive, very Sandy CLA YSTONE, with some silt, very fractured, weathered -Fracmre and clay seam; I/8"-l/4"; N60E, 8-lOSE, wet, plastic and slickensided, throughgoing, with calcium sulfate lining -Remolded clay seam; l/4"-l/2", NSCVV, 15-20NE; wet, plastic and throughgoing, with orange iron oxide staining-base of slide SANTIAC30 FORMATION Hard, moist, olive, Silty 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 fractures -Horizontal transition to siltstone and sandstone Dense, damp, light brown to tan, Silty, fine SANDSTONE -3-6" thick cemented sandstone 1/6" 106.7 21.0 122.2 13.4 Figure A-30, Log of Boring LB 15 LCG SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL S ... DISTURBED OR BAG SAMPLE E ... STANDARD PENETRATION TEST ikI ... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON 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. OJECT NO. 06403-12-01 •PTH IN FEET SAMPLE NO. >- CJ) o SOIL CLASS (USCS) BORING LB 15 ELEV. (MSL.) 250 EQUIPMENT DATE COMPLETED 11/30/99 ROTARY BUCKET 30" ^cn° go o a: -o u 30 -315^ -B15-5 32 - J4 - 36 - 38 - 40 --B15-6 MATERL^LL DESCRIPTION 20/11" -Becomes mediimi to very coarse-grained and massive 20 128.9 12.4 BORING TERMINATED AT 41 FEET F gure A-31, Log of Boring LB 15 r LCG SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL E . DISTURBED OR BAG SAMPLE H . STANDARD PENETRATION TEST CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) UATER TABLE OR SEEPAGE k E: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE OATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECTNO. 06403-12-01 BORING LB 17 ELEV. (MSL.) 240 EQUIPMENT DATE COMPLETED 12/1/99 ROTARY BUCKET 30" 24 - 26 - 28 - MATEIUAL DESCRIPTION FELL Soft, humid, mottled dark brown to light olive. Silty CLAY, with some sand, porous texture, rootlets SANTIAGO FORMATION Very stiff, damp, medium olive, Silty CLAYSTONE; very fractured, brittle -Near-horizontal contact (transitional over several inches) Dense, damp, light olive to brown, very Silty, fine SANDSTONE, with some clay -6" X 24" lenticular concretion -Becomes light brown to tan, very Silty, fine SANDSTONE -Becomes medium-grained (orange, horizontal 3" bed) -Becomes orange, coarse-grained -Becomes very moist, orange, Silty, very coarse SANDSTONE -Slight seepage (perched above sharp, horizontal, scour-contact Hard, moist, light olive, very Clayey SILTSTONE -Cemented, fine sandstone, 6"-8"-l--, gray, horizontal at base Figure A-34, Log of Boring LB 17 5UJ' lcn« iUJ; cn cn, UJ, 8/10" 127.4 11.5 LCG SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E ^ ... DISTURBED OR BAG SAMPLE B STANDARD PENETRATION TEST • CHUNK SAMPLE Y. ... DRIVE SAMPLE (UNDISTURBED) ... UATER TABLE OR SEEPAGE NOTE: ;"/„L0G f SUB HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES. ;OJECT NO. 06403-12-01 BORING LB 17 ELEV. (MSL.) EQUIPMENT 240 DATE COMPLETED 12/1/99 ROTARY BUCKET 30" i-^u. gu: NO- CK' C3 MATERIAL DESCRIPTION ^ Dense, wet, light olive, Silty, medium SANDSTONE -Slight seepage -Scoured deposition-contact; NlOE, IOW (with - 1" iron-stained basal layer) Hard, moist, moJiimi olive, Silty CLAYSTONE -Becomes very sandy (lenses) 14 123.4 -Becomes very hard, dark olive-gray, Silty CLAYSTONE 20/10" BORING TERMINATED AT 42 FEET 12.3 '^•gure A-35, Log of Boring LB 17 LCG f SAMPLE SYMBOLS 0- SAMPLING UNSUCCESSFUL @ ... DISTURBED OR BAG SAMPLE E. B. . STANDARD PENETRATION TEST B... ORIVE SAMPLE (UNDISTURBED) . CHUNK SAMPLE ? - • - WATER TABLE OR SEEPAGE TE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES. PROJECTNO. 06403-12-01 BORING LB 18 ELEV. (MSL.) 215 EQUIPMENT DATE COMPLETED 12/1/99 ROTARY BUCKET 30" 5g' gu: go a: 22 zl MATEIUAL DESCRIPTION COLLUVIUM Soft, damp, dark brown, Sandy CLAY SANTIAGO FORMATION Hard, moist, medium light, olive-brown, very Silty CLAYSTONE Dense, damp, light brown to tan, Silty, fine SANDSTONE -Near-horizontal contact Hard, moist, light medium olive, Sandy CLAYSTONE, some silt -Deposition-contact. N65E, ICS Dense, damp, light olive-brown, very Sandy SILTSTONE -Cemented sandstone layer 12"-!-- thick, - 20" wide Oense) -Horizontal contact Dense, damp, light tan-olive, Silty, fine SANDSTONE, massive BORING TERMINATED AT 25 FEET Figure A-36, Log of Boring LB 18 LCG SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL E ^ ... DISTURBED OR BAG SAMPLE B .. STANDARD PENETRATION TEST • .. CHUNK SAMPLE I .. DRIVE SAMPLE (UNDISTURBED) .. UATER TABLE OR SEEPAGE SUBSURFACE CONDITIONS SHOWN HEREON 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 ANO TIMES. OJECT NO. 06403-12-01 iPTH IN fEET SAMPLE NO. Q: 5-LU (.3 t— O <n —I zz. O n X z t— :D M o _l Q: cs SOIL CLASS (USCS) BORING LB 19 ELEV. (MSL.) 275 EQUIPMENT DATE COMPLETED 12/1/99 ROTARY BUCKET 30" Sg' uj^co Q_ w UJ gu: Ui,: a 2 - JB19-1 4 - 6 - 8 - 10 --B19-2 -B19-3 12 14 - 16 - 18 - 20 --B19-4 -B19-5 22 - 24 - 26 - 28 - CL SC ML SM ML CL SM MATERL^LL DESCRIPTION TOPSOIL Stiff, damp, dark brown, Sandy CLAY SANTIAGO FORMATION Loose to medium dense, damp, reddish-brown, very Clayey, fine SAND, with gypsiun, very weathered sandstone Dense, damp, light olive, Sandy SILTSTONE Dense, damp, reddish-brown, Silty, fine SANDSTONE -Fossiliferous, with organic odor -Ceinented sandstone (cxjncretion) 121.1 9.4 Dense, moist, light olive. Clayey SILTSTONE, with some sand -Horizontal bedding;^ontact Very stiff, very moist, medium olive, Silty CLAYSTONE, with interbedded sandstone (fossiliferous) and gypsum, and jarosite (iron sulfate) coatings on fractures Dense, moist, reddish-brown, Silty, fine SANDSTONE; very fossiliferous •gure A-37, Log of Boring LB 19 LCG SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL E... STANDARD PENETRATION TEST ORIVE SAMPLE (UNDISTURBED) S ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE I ... UATER TABLE OR SEEPAGE I -E: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON 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. PROJECT NO. 06403-12-01 DEPTH IN FEET SAMPLE NO. a: >• Ui (3 h- a <E _i o C X Z 1— M o _J CO SOIL CLASS (USCS) BORING LB 19 ELEV. (MSL.) 275 EQUIPMENT DATE COMPLETED 12/1/99 ROTARY BUCKET 30" o M I-<E OC h-ixl <r ^2 cn* gu: gcJ >-b a uiij a: - 30 -B19-6 - 32 - - 34 - - 36 - - 38 - 40 -LB19-7 -B19-8 - 42 - -B19-9 - 44 - MATEIUAL DESCRIPTION ML Hard, moist, olive, Silty CLAYSTONE -Strong seepage at 34.5 feet -Horizontal contact 107.2 21.5 CL Hard, wet, mediimi-dark olive, Silty CLAYSTONE -Fratmired (with water seepage) and jarosite/gypsmn coatings -Horizontal contact Dense, moist, reddish-brown, Silty, medium to coarse SANDSTONE SM L-ML Very hard, moist, dark gray-olive, Silty CLAYSTONE to Clayey SILTSTONE BORING TERMINATED AT 45 FEET 16 Figure A-38, Log of Boring LB 19 LCG SAMPLE SYMBOLS ° ""' ^UNSUCCESSFUL @ ... DISTURBED OR BAG SAMPLE E. B. .. STANDARD PENETRATION TEST B... ORIVE SAMPLE (UNDISTURBED) .. CHUNK SAMPLE I ... UATER TABLE OR SEEPAGE L NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS HOT 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, ProjectNo. 04787-12-11, dated November 25, 1996 BORING B 1 184 ELEV. (MSL.) EQUIPMENT .DATE COMPLETED CME 55 10/14/96 MATERIAL DESCRIPTION FILL Medium dense, moist, orange-brown, Clayey, fine lo medium SAND 111 ID Stiff, moist, dark brown, Sandy CLAY Becomes stiff, slightly moist, orange, olive and iiehi brown, Sandy CLAY 20 >- M C/5,,' Q 122.1 LU; cr 2. 15 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 74 29 30 12.2 111.7 116.9 13.9 16.0 Igure A-l Log of Boring B 1, page 1 of 2 RCI 1 SAMPLE SYMBOLS . SAMPLING UNSUCCESSFUL c. . STANDARD PENETRATION TEST • .. . DRIVE SAMPLE CUNDISTURBED) s.. . DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE I .. . UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON 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 ANO TIMES. BORING B 1 ELEV. (MSL.) 184 EQUIPMENT DATE COMPLETED CME 55 10/14/96 MATERIAL DESCRIPTION FILL Medium dense, moist, orange-brown. Clayey, fine to medium SAND Stiff, moist, dark brown, Sandy CLAY Becomes stiff, slightly moist, orange, olive and light brown, Sandy CLAY TERRACE DEPOSITS Very dense, slightly moist, orange-brown, Silty, fine SAND Becomes medium dense, moist, orange-brown. Clayey, fine to medium SAND to Sandy CLAY Becomes very stiff, very moist, orange-brown and gray, Sandy CLAY jUJ' UJfnO CO >-I-M gL g^ a 20 15 74 29 30 122. 1.7 116.9 UJ: Zi. 12.2 16.0 Figure A-l Log of Boring B 1, page 1 of 2 RCI 1 SAMPLE SYMBOLS UNSUCCESSFUL C... STANDARD PENETRATION TEST S ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE B... DRIVE SAMPLE (UNDISTURBED) T ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-11 DEPTH IN FEET SOIL CLASS (USCS) BORING B 2 ELEV. (MSL.) 183 EQUIPMENT DATE COMPLETED CME 55 10/15/96 z^' cn uigS LU: Oc: ot -o 2 - - 6 - 8 - - 10 - - 12 14 - B2-1 B2-2 16 - - 18 - 20 - 22 24 - 26 B2-3 B2-4 B2-5 MATERIAL DESCRIPTION CL SM FILL Medium dense, moist, 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 SM-SC GP SC-CL CL Dense, moist, gray-brown, Silty, fine to medium SAND with clay Medium dense, dry, gray and red, fine to medium GRAVEL Medium dense, very moist, mottled orange-brown. Clayey, fine to medium SAND to Sandy CLAY with little gravel Stiff to very stiff, wet to saturated, orange-brown, Sandy CLAY with little gravel 16 24 36 36 28 110.0 114.2 13.6 13. BORING TERMINATED AT 27 FEET REFUSAL Figure A-3 Log of Boring B 2, page 1 of 1 RC11 SAMPLE SYMBOLS • .. . SAMPLING UNSUCCESSFUL B.. . STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED) @.. . DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE 1 •• . WATER 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 3 ELEV. (MSL.) EQUIPMENT 141 DATE COMPLETED CME 55 10/15/96 MATERIAL DESCRIPTION ALLUVIUM Firm, moist, brown, Sandy CLAY Becomes loose, wet, orange-brown, Sandy CLAY to Clayey SAND Becomes stiff to very stiff, saturated, orange-brown and gray, Silty CLAY Becomes soft, saturated, orange-brown, Sandy CLAY to Clayey SAND Becomes firm to stiff, saturated, gray and orange-brown, Sandy CLAY with silt Becomes firm, saturated, olive-gray, Sandy CLAY Figure A-4 Log of Boring B 3, page 1 of 2 a: CO 0. w ;HELBY 27 5 HELBY J HELBY 22 < HELBY 10 [09.9 106.7 102.8 95.5 ot 21.9 23.3 23.8 29.6 RCll SAMPLE SYMBOLS ^'^ . SAMPLING UNSUCCESSFUL B.. . STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED) @.. . DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE ? -• . WATER TABLE OR SEEPAGE LlTr'"°° °^ 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. PROJECT NO. 04787-12-11 BORING B 3 ELEV. (MSL.) EQUIPMENT 141 _DATE COMPLETED CME 55 10/15/96 MATERIAL DESCRIPTION Becomes soft, saturated, olive-gray. Silly CLAY with little sand -Becomes firm Becomes medium dense, saturated, olive, Sandy SILT DELMAR FORMATION Dense, saturated, olive, fine coarse SAND with little clay -Refusal at 45 feet -V Very dense, saturated, orange-brown. Clayey \ GRAVEL BORING TERMINATED AT 46 FEET II 11 82/11" gL UJ, >-!: oc a <n LU 91.3 32.7 101.3 25.2 Figure A-5 Log of Boring B 3, page 2 of 2 Rcn SAMPLE SYMBOLS • .. . SAMPLING UNSUCCESSFUL B.. . STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED) @.. . DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE T .. . WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECTNO. 04787-12-1 1 SOIL CLASS (USCS) BORING B 4 ELEV. (MSL.) 143 EQUIPMENT .DATE COMPLETED CME 55 10/15/96 o uj-^ ZI O LU a: ujSioD gL Ul, Q - 0 6 - 10 - 12 14 16 B4-1 CL B4-2 B4-3 i B4-4 24 - 28 - B4-5 CL CL SP-SM SM SP- ML-CL MATERIAL DESCRIPTION ALLUVIUM Soft, wel, orange-brown, very Sandy CLAY Becomes soft, saturated, gray-brown, Silty CLAY with little sand Becomes soft, saturated, orange-brown and gray Sandy, Silty CLAY Loose, saturated, orange-brown, fine to coarse SAND with little siit Medium dense, saturated, green-blue, Silty, fine to medium SAND -No recovery at 25 feet Interbedded, very loose, saturated, olive-gray, fine to coarse SAND and soft, saturated, gray. Clayey SILT to Silty CLAY -Lenses are about 6 inches thick 11 17 105.4 24.4 Figure A-6 Log of Boring B 4, page 1 of 2 SAMPLE SYMBOLS . SAMPLING UNSUCCESSFUL B.. . STANDARD PENETRATION TEST • . . DRIVE SAMPLE (UNDISTURBED) S .. . DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE ? -. WATER TABLE OR SEEPAGE n.Tc ..mVr.Tr^, ^"UWN HtREON 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. 04787-12-1 DEPTH IN FEET - 30 32 34 - 36 - 38 - - 40 - SAMPLE NO. >-U3 O _l o X H-H B4-6 B4-7 B4-8 T I SOIL CLASS (USCS) BORING B 4 143 ELEV. (MSL.) EQUIPMENT DATE COMPLETED CME 55 10/15/96 MATERIAL DESCRIPTION ML SC Becomes medium dense, saturated, olive, Sandy SILT DELMAR FORMATION Very dense, saturated, orange-brown. Clayey, fine to medium SAND with gravel -Refusal at 41 feel BORING TERMINATED AT 41 FEET jUj' y L. >-1— M • 19 111.5 68/7" uj-i' cn Ul 19.6 Figure A-7 Log of Boring B 4, page 2 of 2 RCll SAMPLE SYMBOLS • .. . SAMPLING UNSUCCESSFUL E.. . STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED) . DISTURBED OR BAG SAMPLE B.. . 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 AND TIMES. 971009-005 Appendix B (continued) BM-27 through BM-28 € Large-Diameter Borings From: Geocon, 1993, Geologic Investigation for Rancho Carrillo Project - Major Roads, Carlsbad, Califomia, ProjectNo. 04787-12-01, dated January 15, 1993 BORING BM 27 ELEV. (MSL) 215 EQUIPMENT _DATE COMPLETED 12/4/91 E-lOO BUCKET RIG UJ ^ o Q. a: ^ >-°- 3 25 • o o MATERIAL DESCRIPTION TOPSOIL Medium stiff to stiff, moist, brown, Sandy CLAY: minor rootlets, voids 112.8 15.4 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 123.4 12.6 10 -Becomes less sandy and very hard at 13 feet 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, cTamp, fight to medium green, fine Sandy CLAYSTONE BORING TERMINATED AT 26 FEET J 10 "20/10' Log of Boring BM 27, page 1 of 1 CROR SAMPLE SYMBOLS ° - tiNsuccEssFUL ^ ... DISTURBED OR BAG SAMPLE E... STANOARD PENETRATION TEST 0 ... CHUNK SAMPLE 1... ORIVE SAMPLE (UNDISTURBED) I ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREOH 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. BORING BM 27 ELEV. (MSL) 215 EQUIPMENT _DATE COMPLETED 12/4/91 E-lOO BUCKET RIG w y I- IU ^ 03 I- • MATERIAL DESCRIPTION TOPSOIL Medium stiff to stiff, moist, brown, Sandy CLAY; minor rootlets, voids 112.8 15.4 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 123.4 12.6 10 -Becomes less sandy and very hard at 13 feet 10 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, light to mediuin green," fine Sandy CLAYSTONE "20/10' J BORING TERMINATED AT 26 FEET Log of Boring BM 27, page 1 of 1 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL STANDARD PENETRATION TEST DISTURBED OR BAC SAMPLE 0 ... CHUNK SAMPLE ORIVE SAMPLE (UNDISTURBED) UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. DEPTH IN FEET SOIL CUSS (USCS) BORING BM 28 ELEV. (MSL) 290 EQUIPMENT _DATE COMPLETED 12/4/91 E-lOO BUCKET RIG M i=i W ly S o Su: tr Q ujJi ^ o u - 0 - 2 MATERIAL DESCRIPTION -3M28-1 CL - 4 - 3M28-: TOPSOIL Medium stiff to stiff, damp to moist, orange-brown Sandy CLAY 6 -\ 8 10 "3M28-: 12 - - 14 - ~3M28-^ 16 - 18 - 20 22 - 24 - •3M28- C--ML-J:C SM 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 CL-CH •3M28- 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 - 26 113.4 15.6 116.2 15.3 BORING TERMINATED AT 26 FEET Log of Boring BM 28, page 1 of 1 c AXA-nr r- tr.u~KMr^r^i e D... SAMPLING UNSUCCE! CROR SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL G DISTURBED OR BAG SAMPLE Q STANDARD PENETRATION TEST CHUNK SAMPLE ORIVE SAMPLE (UNDISTURBED) UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITtONS SHOUN HEREON 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. BORING BM 28 ELEV. (MSL) 290 EQUIPMENT _DATE COMPLETED 12/4/91 E-lOO BUCKET RIG M " 1- D: " MATERIAL DESCRIPTION TOPSOIL Medium stiff to stiff, damp to moist, orange-brown Sandy CLAY ML-:;c 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 BORING TERMINATED AT 26 FEET 113.4 15.6 116.2 15.3 Log of Boring BM 28, page 1 of 1 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL I] S ... DISTURBED OR BAG SAMPLE 0 .. STANOARD PENETRATION TEST .. CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES OHLY 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. 971009-005 Appendix B (continued) SBM-6 through SBM-9 Small-Diameter Borings From: Geocon, 1993, Geologic Investigation for Rancho Carrillo Project - Major Roads, Carlsbad, Califomia, ProjectNo. 04787-12-01, dated January 15, 1993 DEPTH IN FEET SAMPLE NO. >-a o J o X SOIL CLASS (USCS) BORING SBM 6 ELEV. (MSL) 175 EQUIPMENT DATE COMPLETED 4/24/92 MAYHEW 1000 ROTARY I- . M Su! go o u - 0 MATERIAL DESCRIPTION - 4 - 24 :;BM6-I I 10 12 14 ":;BM6- 1 ;;BM6-2 16 - - 20 ";BM6-I 22 - SC 1 i 1 I SC TOPSOIL Loose to medium dense, damp, dark grayish brown, fine to medium. Clayey SAND ALLUVIUM ] Loose to medium dense, moist, medium grayish brown, fine to medium slightly clayey to Clayey SAND 13 111.8 SP-SC Loose to medium dense, moist to wet, light grayish brown, mottled, fine to medium SAND to slightly clayey SAND TT 11 1.9 SM Becomes medium dense, moist, very light greenish brown, mottled, fine to medium Silty SAND T9 nT4 SM DELMAR FORMATION Dense, moist, very light green to white, fine to medium slightly silty SANDSTONE 66 115.4 11.9 T3T 13.1 BORING TERMINATED AT 25 FEET Figure A-8 Log of Boring SBM 6, page 1 of 1 CROR SAMPLE SYMBOLS ° "•• "''S^'^^SSFUL C.. . STANDARD PENETRATION TEST 1 ... DRIVE SAMPLE (UNDISTURBED) ^ ... DISTURBED OR BAG SAMPLE 0.. . CHUNK SAMPLE T ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREOH 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. DEPTH IN FEET SAMPLE NO. > C3 O _1 o r t- SOIL CLASS (USCS) BORING SBM 6 ELEV. (MSL) 175 EQUIPMENT DATE COMPLETED 4/24/92 MAYHEW 1000 ROTARY -it <i 2 \ a " ^ a UJ: tr z>, MATERIAL DESCRIPTION 4 - :;BM6-I 6 -I 10 •:;BM6- SC SC ! TOPSOIL Loose to medium dense, damp, dark grayish brown, fine to medium. Clayey SAND ALLUVIUM ] Loose to medium dense, moist, medium grayish brown, fine to medium slightly clayey to Clayey SAND 13 111.8 12 - 14 - ";BM6- 16 - 20 22 - 24 BM6 1 SP-SC Loose to medium dense, moist to wet, light grayish brown, mottled, fine to medium SAND to slightly clayey SAND TT 111.9 SM Becomes medium dense, moist, very light greenish brown, mottled, fine to medium Silty SAND IT SM DELMAR FORMATION Dense, moist, very light green to white, fine to mediuni slightly silty SANDSTONE 66 115.4 1.9 TXT 13.1 BORING TERMINATED AT 25 FEET Figure A-8 Log of Boring SBM 6, page 1 of 1 CROR SAMPLE SYMBOLS ° - ""SUCCESSFUL C . ^ ... DISTURBED OR BAG SAMPLE 0 . .. STANDARD PENETRATION .. CHUNK SAMPLE TEST • . .. ORIVE .. WATER SAMPLE (UNDISTURBED) TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET - 0 SAMPLE NO. 6 - :;BM7-I >• a o _i o I r - 10 15BM7-: SOIL CLASS (USCS) SC BORING SBM 7 ELEV. (MSL) 170 EQUIPMENT DATE COMPLETED 4/24/92 MAYHEW 1000 ROTARY MATERIAL DESCRIPTION SM TERRACE DEPOSITS Dense to very dense, damp, light brown, fine to coarse. Gravelly SAND with some clay in iU So >-(- H Su." UJ • o >2: Q: UJ: Q: z>, Very dense, moist, medium brown, fine to medium, Silty SAND with small chunks of green claystone BORING TERMINATED AT 11 FEET 52 47 15.0 117.1 6.4 12.2 SAMPLE SYMBOLS . SAMPLING UNSUCCESSFUL c.. STANDARD PENETRATION TEST 1. . DRIVE SAMPLE (UNDISTURBED) . DISTURBED OR BAG SAMPLE 0... CHUNK SAMPLE . UATER TABLE OR SEEPAGE DATF INniV/rVn IT ,c u^^^^^ *^ ^"^ SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. DEPTH IN FEET SOIL CLASS (USCS) BORING SBM 8 ELEV. (MSL) 142 EQUIPMENT DATE COMPLETED 4/24/92 MAYHEW 1000 ROTARY UJ z Su! go • UJ 0 25 o u MATERIAL DESCRIPTION lUPSOlL Firm, dry 'o damp, very dark brown to black Sandy CLAY -Water table after stabilizing at 1 foot - 2 CL :;BM8-1| - 6 - - 8 - 10 - 12 - 14 16 ";BM8- ";BM8- 18 H 20 ';BM8-4 22 ' 24 - ";BM8- 26 - 28 SC SC-CL CL-SP CL SC-CL ALLUVIUM Very loose, saturated, grayish brown mottled, fine Clayey SAND 91.8 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 'WT TT "793" 33.7 T6: igure A-10 Log of Boring SBM 8, page 1 of 2 CROR SAMPLE SYMBOLS . SAMPLING UNSUCCESSFUL B.. . STANDARD PENETRATION TEST • . . DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS . DISTURBED OR BAG SAMPLE 0.. . CHUNK SAMPLE J . . WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN 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 SBM 8 ELEV. (MSL) EQUIPMENT 142 DATE COMPLETED 4/24/92 MAYHEW 1000 ROTARY MATERIAL DESCRIPTION 2OH UJ ^ m a, 'L ^ go a. UJ C a 25 ^ o u -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 95.8 30.6 27 24 126.3 13.4 Figure A-11 Log of Boring SBM 8, page 2 of 2 CROR SAMPLE SYMBOLS '-'•" . SAMPLING UNSUCCESSFUL B.. . STANDARD PENETRATION TEST 1 .. . DRIVE SAMPLE (UNDISTURBED) m.. . 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 ANO AT IHE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECTNO. 04787-12-01 DEPTH IN FEET SOIL CLASS (USCS) BORING SBM 9 ELEV. (MSL) EQUIPMENT 130 DATE COMPLETED 4/27/92 MAYHEW 1000 ROTARY IN S 5 gu: UJ a u >5 cc o |-5 si MATERIAL DESCRIPTION - 0 - 2 - 4 - 6 ';BM9-1 CL CL - 10 ":5BM9-: 12 - - 14 - 16 "5BM9-: 18 - 2° :;BM9-' - 22 - - 24 - 26 28 •:;BM9-; SC-CL SP SC SC-CL TOPSOIL Soft, damp to moist, dark brown, Sandy CLAY ALLUVIUM Soft, wet to saturated, dark brown mottled, Sandy CLAY -Water table after stabilizing at 7 feet Becomes fine, saturated, medium grayish brown, Sandy CLAY to Clayey SAND -Medium dense, saturated, light brown, slightly clayey sand lense from II to 11.5 feet 15 Becomes loose, saturated, light brown mottled, fine to medium Clayey SAND to slightly clayey sand -Becomes loose to medium dense at 20 feet 13 Becomes soft, saturated, light brown, Sandy CLAY and Clayey SAND 106.8 19.9 TD2T TOTT Figure A-12 Log of Boring SBM 9, page 1 of 3 CROR SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL STANDARD PENETRATION TEST ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE • ... ORIVE SAMPLE (UNDISTURBED) Y. ... UATER TABLE OR SEEPAGE I NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE OATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. i PROJECTNO. 04787-12-01 DEPTH IN FEET SOIL CLASS (USCS) BORING SBM 9 ELEV. (MSL) 130 EQUIPMENT DATE COMPLETED 4/27/92 MAYHEW 1000 ROTARY HI go IU Q Q UJ2 a 25 rt r^ 30 32 34 36 liBMy-C ";BM9-' CL-SC 38 - 40 -:;BM9-J - 42 44 - ^;BM9- CL 46 48 H 50 52 54 56 58 SBM9 -10 SBM9 -11 CL-SC CL SP-SC MATERIAL DESCRIPTION Becomes stiff, saturated, dark brown mottled, slightly sandy CLAY -Becomes light gray and yellowish brown at 35 feet -Becomes gravelly from 59 feet / TT II 94.8 30.1 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 BectTmes loose, saturated," grayish" blue, fine to medium Clayey SAND to slightly clayey SAND T5 223 "ZT ^O" Figure A-13 Log of Boring SBM 9, page 2 of 3 CROR SAMPLE SYMBOLS . SAMPLING UNSUCCESSFUL c... STANDARD PENETRATION TEST 1. .. ORIVE SAMPLE (UNDISTURBED) . DISTURBED OR BAG S.AMPLE 0... CHUNK SAMPLE I . .. UATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE NO. > a o -J o I SOIL CLASS (USCS) BORING SBM 9 ELEV. (MSL) 130 EQUIPMENT DATE COMPLETED 4/27/92 MAYHEW 1000 ROTARY H H I-« Q: t-ui X UJ a. S5 UJ$< a £5 60 -12 - 62 - 64 - MATERIAL DESCRIPTION GC Dark blue, Clayey SAND and cobbles 50723^ BORING TERMINATED AT 65 FEET PRACTICAL REFUSAL 1 iFlgure A-14 Log of Boring SBM 9, page 3 of 3 CROR SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B... STANOARD PENETRATION TEST I S ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE I DRIVE SAMPLE (UNDISTURBED) UATER TABLE OR SEEPAGE |ltOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWH HEREON 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. 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, Carlsbad, Califomia, ProjectNo. D-4230-H01, dated November 11, 1988 File Mo. November D-4230-H0L 11, 1988 BORING 4 ELEVATION JL2Q_ .DATE DRILLED. in/'i/RR EQUIPMENT E-IOO 30" Rotary Bucket <<3i Zk. = 2 OS MATERIAL DESCRIPTION ALLUVIUM Stiff, laoist, dark grayish-brotvn, Sandy CIAY becoEies very aoist - 1 111.1 15. PUSH ' 12" 103.C _ 10 . 12 14 16 _ 18 . 20 strong seepage (in sand) water table (caving) Loose, saturated, light brovm, coarse Soft, wet, dark bro\TO, Sandy CLAY 20. $ULK SMlPLE PUSE - 12" 105.3 21. BORING TEBiniUTED AT 20.0 FEET (REFUSAL) Figure A-4, Log of Test Boring 4 SAMPLE SYMBOLS Q SAMPLING UNSUCCESSFUL 13 oisTunsEO on BAG SAMPLE D—STANOAPO PENETRATION TEST fk]_CHUNK SAMP«.€ I DRrvE SAMPLE (UNOISTUPBEDI X WATER TABLE on SEEPAGE NOTC THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOOTION AND ATTHE OATE INOIOTEO ITISNOTWARRANTED TOBE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT0THEnL0<y.TlONS AND TIMES ^ile Mo. D-4230-H01 lovember Ll, 1988 o " BORING 15 ELEVATION. 305 .DATE DRILLFD 10/12/88 EQUIPMENT 30" Rotary Bucket Zu. 05 r MATERIAL OESCRIPTION CL TOPSOIL Hard, slightly tnoist, brown, Sandy CLAY with SILT fractures B15-1 1 r L 8- 10 J.2- 14- 16- I i I I CL-ML DELMAR FORMATION Hard, moist, light olive, Silty CLAYSTONE to very Clayey SILTSTONE 3/12" 107.9 18.3 I Bedding nearly horizontal Bedding N60XJ. 5SW 18 [ [- 20i 22- - 24- 26-B15-4 28- 30- ML Hard, moist, light orange/olive-mottled, Clayey SILTSTONE; some very fine SAND r Bedding nearly horizontal 3/12" [108.4 BULK 19.5 SAMPLE CL Hard, moist, olive-mottled, Silty CLAYSTOIIE; yellow-white gypsum stringers; slight to moderate fracturing — Few steep hematite-filled fractures; N40E, 85SE (joints) — Cemented zone (calciun carbonate cement about 12" fossil shells) Remolded CLAY seam 1/8-1/4" thick; N60E 2''S 2/0" (No s.imple) SM- SC Dense, noist, light olive-tan Silty fine to medium SANDSTONE; some CLAY 113.2 13.8 Figure A-23, Log of Test Boring 15 (Boring 15 Continued next page) SAMPLE SYMBOLS D SAMPLING UNSUCCESSFUL S DISTURBED OR BAG SAMPLE D —STANOARD PENETRATION TEST B _ CHUNK SAMPL-E I DRIVE SAMPLE (UNDISTURBED) ?• _ WATER TABLE OR SEEPAGE NOTE. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLV ATTHE SPECIFIC BORING OR TRENCH LOCATION ANO ATTHE OATE INDICATED IT IS NOT WARRANTED TOBE REPRESENTATIVE OFSUBSURFACECONOmONS ATOTHER LOCATIONS ANO TIMES File No. D-4230-H01 November 11, 1988 BORING 15 (Continued) ELEVATION DATE DRILLED 10/12/88 EQUIPMENT 30" Rotary Bucket £5;$ = Z 05 . 32 MATERIAL DESCRIPTION -34 - -36 - -38 - -40 - -42 - -44 - Hard, moist, olive-brown mottled Silty, Sandy CLAYSTONE Remolded CLAY seam 1/8-1/4" thick; 3''SW; throughgoing gypsum -46 Hard, moist, meditom-olive, silty ClAYSTONE; abundant gypsum seams; "random fracturing Remoded CLAY seam 1/8-3/4" thick; NlOW, S'SW, throughgoing, with large crystals of gypsum within gouge Dense, moist, light orange-tan, medium SANDSTONE Contact nearly horizontal; sharp depositional _ 5 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 y at contact Very dense, dark gray, cemented, fine Silty SANDSTONE; fossiliferous Cemented zone; CaCO^-l- BORING TER.MINATED A.T 59 FEET (REFUSAL) 106.6 IBULK 92.0 [BULK 3 20. f AMPL.' 29.1 AMPL". Figure A-24, Log of Test Boring 15 SAMPLE SYMBOLS n _ SAMPLING UNSUCCESSFUL S — DISTURBED OR BAG SAMPLE B_ STANDARD PENETRATION TEST CHUNK SAMPLC 1 DRIVE SAMPLE (UN0ISTURBE01 4- WATER TABLE Ofl SEEPAGE NOTE. THE LOO OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHESPEOFIC BORING OR TRENCH LOCATION ANO ATTHE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS ATOTHER LOCATloJ«AN^^^ '^ile Mo. D-4230-H01 ovember 11, 1988 BORING 16 ELEVATION. 300 .DATE DRILLED 10/13/88 EQUIPMENT E-100. 30" Rotary Bucket 2St —«5 = z MATERIAL DESCRIPTION CL 2 - 4 - 6 - - 8 - - 10 - - 12 - - 14 16 - 18 - .'j.-J.-i i r :i-. ;r:i::i; 1TOPSOIL \ hard, humid, brown, Sandy CLAY, highly S fractured '— becomes very stiff and slightly moist l|)ELMAR FORMATION 11 Very dense, humid, light gray-blue, very Silty 1, fine SANDSTONE; iron-stained, carbonate, 1 weathering at top 1'— shells 1 bedding N20W10S ~ strongly iron-stained B16-1 -22- 24 r 261 t 28- ML y. hard, slightly moist, light grey-blue. Clayey SILSTONE, iron-stained, fissile, hematite filled joint N4SE82E - layer of stiff, moist, orange Sandy SILTY, friable, fossiliterous; N20W10S bottom contact — iron-stained, Sandy with fossils PUSH 7" 1 93.4 29.5 SM :V."i;:r: .I'-Jvi-- •.K-l :l stiff, moist, orange-brown. Clayey SILT, fossiliterous, - cemented lenses - iron-stained, fossiliterous, rip-up clast of grey-blue SILSTONE 10 118.0 14.0 r scour contact very dense, humid, light tan, very Silty ^ fine SANDSTONE, iron-stained in places '\'— iron-stained '— thinly bedded, dipping approximately 10°S 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 Q SAMPLING UNSUCCESSFUL S DISTURBED OR BAG SAMPLE C _ STANDARD PENETRATION TEST B — CHUNK SAMPL-E • DRIVE SAMPLE (UN0ISTUR8E0I _ WATER TABLE OR SEEPAGE NOTE THE LOG OFSUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOCATION ANO ATTHE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACECONDITIONS ATOTHER LOCATIONS ANO TIMES File No. November D-4230-H0 11, 1988 BORING 16 (Continued) ELEVATION DATE DRILLED 10/13/88 EQUIPMENT , ^8 MATERIAL DESCRIPTION ^— scoured contact, generally horizontal |l hard, slight noist to moist, light blue-grey Sandy SILSTONE . 9 BULK SAMPLx III very stiff, moist, reddish-brown, 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 I very dense, very moist, grey Silty fine to medium SANDSTONE, slight seepage very strong cemented 15 117.8 BULK f 15.1 I BAMPLI^ BORING TERMINATED AT 40 FEET (REFUSAL) Figure A-26, Log of Test Boring 16 SAMPLE SYMBOLS d — SAMPLING UNSUCCESSFUL .E . \S — DISTURBED OR BAG SAMPLE B. .STANDARD PENETRATION TEST .CHUNK SAMPLE • DRIVE SAMPLE IUN0I3TURBEDI Z. _ WATER TABLE OR SEEPAGE NOTE. THE LOO OF SUBSURFACE CONDITIONS SHOWN HE REON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOCATION ANO ATTHE OATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND 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, Carlsbad, Califomia, ProjectNo. D-4230-H01, dated November 11, 1988 FRICTION RESISTHNCE TSF(KC/CH») 0 1 2-1 9 4 S 84 a z 3C 8H 31 g ut 10 11 12 13 14 15 10 IS 20 12S 30 35- 40 45- 50 CONE RESISTANCE TSF(KC/CM*) q . . . .^0. . . .'go. . . .^0. . . 2q0. . . 2^0 300 350 400 SOIL COLUMN • ' I I I I I < I I I • I » I I i I I I I I I I I I I I -1^ llll FRICTION RRTIO (X) - 5 -20 10 ts -25: r 0 - 1 2 3 4 S - 7 • 8 : --30 33 -40 45 50 93» c/1 -10 11 12 13 14 15 400 PROJECT: LA COSTA RANCH NW PROJECT NUMBER: 89-230-1702 INSTRUMENT NUMBER : Fl5CKE088 ORTE: 10-06-1988 ' fhe Earth Technology Corporation CONE PENETROMETER TEST PROBE: CPT-9 0 1- 2- 3 4- 5- 6 7 35 36 37 38-J 10 IS 20 US 120 125 FRICTION RESISTANCE TSF(KG/CM« » 6 4 2 0 IQO CONE RESISTANCE TSF (KG/CM*) 150 2Q0 250 300 350 SOIL COLUMN 400 q T-T— I I I FRICTION RATIO < —=. • — • - s 10 - IS - 2Q -lis 120 r Q 1 2 3 i s h 6 7 -35 -36 -37 -38 400 PROJECT» LA CDSTA RANCH NW PROJECT NUMBER I 89-230-1702 INSTRUMENT NUMBER«FISCKEOSS DATE I 10-06-1988 Jhe Earth Technology Corporation CONE PENETROMETER TEST PROBE : CPT-IO 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 . -i ;i u i. 11 : i 0 'O" / i -1 .^r,f, - 7 1 7 COTCi DE C.\Z.\ LTD ® li II 9 OCTX . 8 10 12 LOa t • •/. /.: otsem^Tioi* T.REN CH NO. 1 \ TOPSOIL Loose, danp, light brown, Sllcy Sandy CLAY/Clayey SAND TERRACE DEPOSIT Dense, damp, reddish-brown, weakly cemented, Clayey SANDSTONE TORREY SANDSTONE Very dense, damp, light gray-olive, weakly cemented, interbedded very fine SILISTONE/SANDSTONE TRENCH TERMINATED AT 11.0 FEET •igure , -..og of Test Trench 1 BtNXlTT A'.' A-l GEOCON IWCSBrOHAYIII Li' I 14 0 .5 .5 Z I I I COTO DE C.\Z.\ LTD @ 0111 . 2 8 10 12 . l<i . 16 18 20 " tat s ifiCtrioM Of TRENCH NO. rOPSOIL Loose, damp, light brown. Sllcy Clayey SAND TORREY SANDSTONE Highly weathered, aolsc, reddish-yellow, gray no cried, very fine SUcy SANDSTONE \ Dense (sClff). weachered, callchefied, Ughc gray SILTSTONE Very stiff, damp, gray, well bedded, attitude approximately horizontal, well cemented SILTSTONE Very dense, molac, reddish-brown, hard, well cemented SANDSTONE, highly fossiliferou$ ,becomes very hard TRENCH REFUSAL AT 19.5 FEET At ' catrttff Figure Log ot Test Trench 2 A-2 GEOCON Ll I 1-i .5 .-J .5 -ill I.'.l i u DE C .AZ.A LTD © 1.111 m I 6 6 • 10 12 14 16 tet 4 ^\ I I TRENCH NO. 3 TOPSOIL Loose, damp, reddish-brown, Sandy TORREY SANDSTONE ' ~ 1 Highly weathered, callchefied, llehc r ~n gray SILTSTONE ^ ^,— becomes very stiff, daap, gray SILTSTONE >*| c!!^Jr''*' '^^"P' reddish-brown, SANDSTONE, highly fossllife rous Very dense, damp, light gray, medi ceaented, fine SANDSTONE um •becoTTies very well cemented, finely bedded SANDSTONE TRENCH TERMINATED AT 15.0 FEET figure , Log of Test Trench 3 C0T oemiTT A',' A-3 GEOCQM iNConroaATca 12 •• 2-1. 96 10:l,S 'Q-n SoH 2717 COTO DE C.\Z.\ LTD 12) 012 Let 01' Ofntirr anrutr % "r - a 10 H 12 u. 16 TRENCH NO. 4 TOPSOIL Light brown, dawp, Silty Sandy CLAY itii TORREY SANDSTONE Medium dense, danp, fractured, callche- fied, olive gray, very fine SANDSTONE m Highly fractured, weathered, callche- fied, damp, light gray SILTSTONE Very dense, damp, light gray, aassive, very fine Silty SANDSTONE Dense, damp, reddish-brown SANDSTONE, highly fossiliferous Very dense, damp, light sray. medium to w«ll ceaented, very fine, nassive, Siley SANDSTONE --"becomes mottled light gray, reddish- yellow SANDSTONE TRENCH TERMINATED AT 16.0 FEET figure , Log or Test Trench 4 A-^ GEOCON 12. IN . 913 1(1: LS ©714 ggg o?!? COTO DE C.\Z.\ LTD © (11.3 tr- 1.0s * LBOfTION our uaifrun . 2. , 6 S 10 - 12 - 16 ' 16 TRENCH NO. 5 \ TOPSOIL Soft Co mtidium stiff, damp, reddish- brown, Silty Sandy CLAY TORREY SANDSTONE Highly weathered, damp, mottled light gray-reddish, very fine Sandy Clayey SILTSTOIJE/CLAYSTONE. ^— grades into massive S4ndy CLAYSTONE DELMAR FORMATION Very stiff, damp, ollve-green-gray CLAYSTOKE with shiny parting surfaces TRENCH TERMINATED AT 16.0 FEET Figure , Log of Test Trench 5 A-5 GEOCON 4 • il (j 1U : 1 9 ©714 SoH 2717 COTO DE C.\Z.\ LTD I Cl 1 A Itt ftrr 2 . 6 . e • 10 12 14 . 16 . 18 UMt\( IMt t of 6-1 6-2 •i;i..'. • T; :i:':': OttCMIfTION TRENCH NO. 6 tOPSOlL Soft, moist, light brovn, Silty Sandy CLAY \TORREY SANDSTONE \ Elghly weathered, molsc. reddish-gray. •^^ fine shaley SANDSTONE \^—reddish-brown, medlua-gralned SANDSTOSE \ \ \_«.interbedded, shaley, moist, dense, llahc gray-reddish-brown, very fine SANDSTONE: several callchefied Layers approximately 1/2-1" chick; bedding attitude horizontal or dipping gently <l-3°) coward the west becomes massive, very dense, damp, gray, fine- to medium-grained SANDSTONE becomes mottled, gray-reddiah-brovn SANDSTONE Very dense, damp, interbedded light gray, fine, medium ceaented SANDSTONE and reddlih-brown. medium ceaented. medium-grained SANDSTONE. Very Cine, discontinuous, shaley SILTSTOtfE layers (approximately 1/10-1/20" chick) within the SANDSTONE mass TRENCH TERMINATED AT 17.5 FEET 0*r Af.' IOS. 2 CONWtT 16.0 Figure . Log of leac Trench 6 A-6 GEOCON iMCoiiroKAtco 12.2 4.96 11.1 : 19 ©714 .S.5S 27i: COTO DE C.\Z.\ LTD ® 01; . 6 . 0 10 TRENCH NO. TOPSOIL Soft, moist to wee, reddish-brown. Silty Sandy CLAY v. TORREY SANDSTONE Medium dense, highly weathered, moist. ^ light gray, interbedded fine SANDSTONE \ and reddish-brown, medium-grained to \ coarse S.VNDSTONE "*becomes very dense, damp, light gray, massive, medium cemented, fine Silty \ SANDSTONE -T^-hard, reddish-brown-black. discontin- uous concretions with foaslla -grades -into very deaae, damp, inter- bedded light gray, fine SANDSTONE and reddish, medium SANDSTONE, bedding attitudes horizontal TRENCH TERMINATED AT 12.5 FEET Figure , Log of Test Trench 7 At.' A-7 GEOCON >.uii.i ut c.-iz-.-i LIL; 1^ 016 0*mi 2 . . 6 - - 8 • m 10 - 12 IA 16 -I 18 20 e/ fUtiKS 'mil TRENCH NO. 8 TOPSOIL Soft, moist, dark brown, Sllcy Sandy CLAY TORREY SANDSTONE Highly weathered, damp, callchefied, Interbedded gray, very fine SILTSTONE/ SANDSTONE and reddish-brown SANDSTONE grades into very stiff, damp, purple- gray SILTSTONE Very dense, hard, damp, reddiah-brown with black manganese stain, well cemented, fossiliferous SANDSTONE Very stiff, damp, purplish-gray, finely bedded, well cemented SILTSTONE, bedding attitude horizontal • thin reddish SANDSTONE interbeds Very hard, damp, dense, well cemented, coarse-grained, olive gray SA.VOSTONE TRENCH TERMINATED AT 18,5 FEET nt-*LtiCt arts irr A<.' Figure , Log of Test Trench 6 A-8 OEXXXDN IMCa«f9ll*T(» WI l-l a0a 111 COTO DE C.\Z.\ LTD © l.l 1 • Ofmt 'tt TT tfJtiMtH . 2 6 8 10 9-1 9-2 1.09 » 3ii Bcscm^rtott TRENCH NO. 9 Soft, moist, dark gray-brown, Sllcy CLAY V TORREY SANDSTONE Highly weathered, moist, mottled, interbedded light j:ray-reddish-brown, fine, Sandy Clayey SILT, bedding attitudes N10°W/AOW -becomes denser Very dansa, damp, light gray, fine Silty SANDSTONE V TRENCH TERMINATED AT 10.0 FEET IH-'LJCt den f irr At.t BULK 107.8 canrttir SAMPLE L5.5 TRENCH NO. 10 10-1 ALLUVIUM Very soft, loose, wet, dark gray-brovn, mottled, Silty Clayey SAND with randomly oriented, black l"-10" thick Clayey zones BULK SAMPLE TORREY SANDSTONE Dense, moist, light gray, weakly cemented, very fine SANDSTONE TRENCH TERMINATED AT 8.0 FEET figure , Log of Teat Trenches 9 and 10 A-9 GEOCON iMCdtPOtATIO .... . 4 . il u HI : « J. •Q" / 14 Hon 2111 COTO DE C.KZ.\ LTD % 01.1 Off . 8 11-i H-2 Lat « UKAtlOtt 7. TRENCH NO. il TOPSOIL Soft, wet, dark grayish-brown. SllCy CLAY TORREY SANDSTONE Dense, weathered, damp, interbedded reddish-yellow, mediun to coarse SAND- \ STONE and Ught gray, fine-grained Silty \ SANDSTONE ^ becomes very hard, highly cemented, interbedded reddish-yellow/gray SAND- STONE, very slow digging TRENCH TERMINATED AT 7.0 FEET 00 r ftitSiTr At.' BUUC 115.4 X "r wt SAMPLE 13.4 Figure , Log of Test Trench 11 A-10 GEOCON 1. J ^ il D i u : i ©714 tiofi 211: COTO DE C.\Z.\ LTD 12l 019 . 0 6 8 hio - 12 " U , I- 16 18 20 22 idtms ttvfie* 12-1 12-2 LOS * LoaiTiett of .x/y 1 y-y. I-. II— oett'fTiOf TRENCH NO. 12 TOPSOIL Very soft, damp to moist, light reddish- brown, Silty Sandy CLAY TORREY SANDSTONE Highly weathered, fractured, damp, reddish-brown-gray, Sandy CLAY V Very Stiff, damp, purplish-gray, well bedded, shaley SILTSTONE, bedding attitude approximately N-S/4W, thickness of beds approximately 1-2" p—manganese and Iron staining along I bedding planes f Very dense, moist, reddish-brown, weakly cemented, medium-to coarse- grained SANDSTONE becomes interbedded, very dense, damp, reddish-brown and gray SANDSTONE grades into light gray, weakly cemented SANDSTONE with stiff, dark gray SILTSTONE interbeds TRENCH TERMINATED AT 22.0 FEET m^»LACc Of/tsirv Ar f BULX 105.2 tajfutrr ccntrtxrr % 4fr mt SAMPLE 22.0 Figure , Log of Test Trench 12 A-11 GEOCON iMCOKroBATaD 14 il b 1II : . ©714 SoH 27i: COTO DE C.\Z.\ LTD 12) 0 2 0 UMIKS ttein'riott ettl Sin- At I UtHiTUt eatrtNT TRENCH NO. 13 TOPSOIL Soft, damp, dark brown, Silty CLAY . 4 •10 - TORREY SANDSTONE Very dense, damp, Interbedded (mottled) 1 reddish-brown/light gray, medium- co \ coarse-grained, weakly cemented SAND- \^ STONE, bedding atclcudft N85E/4''N \^ Very dense, reddish-brown SANDSTONE \ \ becomes olive gray-reddlsh-brown mottled SANDSTONE — ...heavy manganese concentration 13-1 13-2 \ Very dense, damp, olive Rreea-gray, medium cemented SILTSTONE with occa- sional thin reddish, fine SANDSTONE interbeds I—Bedding Plane Fault, approximately 1/2" highly sheared gummy gray CLAY, attitude N60E/2*NW BULK 111.6 SAMPLE 17.7 Very dense/stiff, damp, interbedded mottled fine, olive gray SANDSTONE/ dark gray SILTSTONE TRENCH TEPWINATED AT 19-0 FEET Figure . Log of Test Trench 13 A-12 GEOCON i«eoi»>0«»Ttn •tt uiifxr 8 A lU-l 10 12 lA 16 LOO t LOUTien of 7 ttmm ocscitmriOM "iSfSOIL TRENCH NO. 14 Very soft, loose, damp, dark brown, Silty CLAY TORREV iAi^STijNE — — Highly weathered, callchefied, soft/ loose, damp, whitish-tan, Sllcy Clayey SAND/SILT grades inco medium dense to dense, damp, olive gray, weakly cemented. Clayey Sandy SILTSTONE, frequent reddish-brown iron stain — becomes dense, damp, mottled olive green-gray-reddiah, very fine SANDSTONE ^— Bedding Plane Fault, highly sheared, ' moist, dark gray CLAY, thickness 2"-5", \ attitude approximately horizontal \ Very dense, danp, interbedded, light gray/reddish-brown, fine SANDSTONE with occasional black manganese stain very hard, highly cemented concretion TRENCH REFUSAL AT 15.0 FEET Figure . Log ot" Test Trench 14 '"-fLACt 0*T OCNXirr At ' veitTu»t BOiTTntr BULK SAMPLE A-13 GEOCON INCOHPOBATID X - - 4 tl u i 11 : 4 7 1 4 nos 2 7 1; COTO DE C.\Z.\ LTD (g] (.1I I2 tdttAte ttunUo LOt * laetrratt Of ocfctxfom 0€tiiiTY A t.l ueiiruirc anrttif TRENCH NO. 13 2- . u. 6* 8 10 12 14 15-1 15-1 TOPSOIL Soft, damp, light brown, Silty Sandy CLAY TORREY SANDSTONE Highly weathered, damp, reddish-can mottled, fine SAND \ Very dense, damp, whitish-Ughc gray, maflslve, weakly cemented, fine-grained SANDSTONE -grades into mottled, reddlah-gray, very dense SANDSTONE Very dense, damp, light gray, medium ceaented, fine SANDSTONE TRENCH TERMINATED AT 12.5 FEET BULK 117.2 SAMPLE 9.7 Figure , Log of Test Trench 15 A-14 GEOCON l-l 0 .J O « / i >. i-ilO Dt L.\Z.\ H D 12) 0 0.3 . 0 ltl . 6. . 8 10 H 12 14 f0tt0ie ttuttaeA /i 11 LOt * LtlCAriOH or z r.l:l' \ TORREY SANDSTONE Highly weathered, damp, reddish-light gray mottled, interbedded fine SANDSTONE grades into highly callchefied, light gray Sllcy SANDSTONE, bedding attitude "\ N10E/4°E oiten^Tioit TRE.NCH NO. 16 TOPSOIL Soft, damp, dark brown Silty CLAY leathered, damp, mottled light reddlsh- brown-gray SANDSTONE \ Very dense, damp, interbedded, purplish- gray, very fine SANOSTONE/SILTSTONE, bedding attitude approximately hori- i zontal to dips 4* toward E-SE TRENCH TEKillNATED AT 12.5 FEET Figure , Log of Test Trench 16 OUT At r -OHTu*t cailf/T % *tT K A-15 GEOCON IMeOFfP«AT»0 K'.'l'.i UC i..-V/..-\ L.LU 1^ 1.10 4 nxf UttALt HUHtt' lOS A lOCATiati 1AU0LC oeseitiATiQti 'tt.ALACt eettsiTf At.' uoisTwn caiTtrft % 0r, ^ TRENCH NO. 17 . 2 I- 6 -I 8 10 12 J 14 • 16 7 I .l.j. TOPSOIL Soft, damp, grayish-brown, fine. Clayey SAND/Sandy CLAY DELMAR FORMATION Stiff, moist, greenish-dark gray- blackish, fractured SILTSTONE becomes blackiah-grccn-gray, very stiff CLAYSTONE with shiny parting surfaces grades into dark gray, Sandy Clayey SILTSTONE. frequent manganese and iron scalnlng grades into dark gray-brown, well cemented, very floe Silty SANDSTONE becomes very stiff, reddish-brown, callchefied SILTSTONE grades into greenish-brown. Clayey, callchefied SILTSTONE TRENCH TEBMINATED AT 16.0 FEET Figure , Log of Test Trench 17 A-16 GEOCON iH«a«pa«AT*B 1 •* O .J O _ ( lit till ^di u 0 0 ttuuoei LOt » WGATIOH (?/• OttCAItriOM W'^LACt O'T efNA/rr At.' ttOISTv^f % nr * TRENCH NO. 18 , 6 -10 •12 14 1 16 ALLUVIUM! Loose, moist, blackish-brown. Silty Clayey SAND .j becotnes dark reddish-brown and very loose fine SAND - becomes wet mi m. seepage, caving heavy seepage TRENCH TERMINATED AT 16.0 FEET Figure . Log of Test Trench 13 A-17 GEOCON IHCOAPO>«TIO 1-t O .J O ..111 l-l.llU ilt (..-V^.-V LiU l.l l.l 6 Uuit^u t*MtAt0 LOB a LXAflOit Of i4Ati*U oeieAiAriou itt-fLACt 0*r ottmrr At.' •rOSruAC Cotrtttr % t'r — • 0 TRENCH NO. 19 . 4 - 6 6 10 12 14 16 18 20 <l:\'\ \ TOPSOIL Loose, damp, dark gray, Silty Sandy CLAY/SAND ALLUVIL'M Loose, moist to wet, reddish-brown, fine Sllcy Clayey SAND - becomes wet r z. Stiff, dark brown, molsc CLAY (Paleosol) grades inco dense, moist to wet, reddish-dark brown, Clayey SAND 1/ becomes light brown-tan, moist, Silcy Clayey SAND/Sandy CLAY \ LANDSLIDE OESRIS Highly weathered, callchefied, damp co molsc, mottled whleish-can, pale olive green. Sllcy Sandy CLAY/SILT -ramoldad olive green CLAYSTONE sheared plane . atclcuda approximately hoeijoncal iDEC-lAA t'ORMATIdN I Highly weathered, callchefied. raoisc, [1 pale olive green, Sllcy CLAYSTONE ll becomes mediuin stiff TRENCH TER.MI.N'ATED AT :0.0 FEET Figure , Log o: Test Trench 19 A-18 4_1' I X -i •-> O'-y 111, COIl.l DE C.-VZ.A LTD ® 01.17 tar UttALt HIMItCA LOS t LBOAfian if SAMALC Af*.«V>«f •t-»L*ec OAr OCN SITY At.' itoisruAt UKtrvr % "r t TRENCH NO. 20 2 . . 4 . 6 • . 8 10 12 • 14 • 16 r 20-1 . 18 • Li'i ALLUVIUM Loose, dry to damp, dark gray-brown, Silcy Clayey SAND/Sandy CLAY Loose, dark brown, moist, Silcy Clayey SAND Nediun dense, wee, reddish-brown, Silcy Clayey fine SAND •-——becomes saturated —heavy seepage, caving 20 • TRENCH TERMINATED AT 113.5 FEET Figure , Log of Test Trench 20 A-19 GEOCON iMCoapoBAffD 1 ^ 4 . il 6 1 l.l ; 2 I ©714 SoS 2717 COTO DE CAZA LTD ©OOS or-rtt UAtAu: tAJttATA LO* LBCATIOA or %AtAALi 7 xse*imoM TRENCH NO. 21 mmAlAOf orm t irr AT.f •fOftTuitt e»rvtT • 4 • 6 8 10 12 14 16 •/••••: Z TOPSOIL Soft, damp, dark brown, Silty CLAY DELMAR FORMATION Highly weathered, fraccured, callchefied damp, dark olive-gray. Clayey Sandy SILTSTONE Very dense, damp, olive green, weakly cemented. Clayey, very coarse SANDSTONE V grades into Sandy CLAYSTONE Very stiff, damp, olive green, massive, Sllcy CL.\YSTONE with shiny parcing surfaces V TRENCH TERMINATED AT 15.0 FEET Figure , Log of Tesc Tctinch 21 A-20 GEOCON •QM 4 t>oD 2 7 17 COTO DE C.-^Z.A LTD [gl 0 0 9 0O'*i nz7 • 0 • 4 . ei 6 - 8 SAUALt tAJttttA 10 LOt t Mi«W«< ifieAT'Oti I <w or j «/«rvfr OfSCAlATHyu TRENCH NO. 22 TOPSOIL Loose, damp, reddish-dark brown, Silty Sandv CLAY DELMiU FOfyv.TION *~~ Vi/eathered, callchefied, 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 TESMINATED AT 10.0 FEET 'ti-*LAet OAT At > t^ttTi/At MuTttrr % t'r tt TRENCH NO. 23 2 - 6 8 12 lfl \ TOPSOIL Loose, dry, light brown, Silty SAND LANDSLIDE Qt&fLli Soft to medium stiff, dry, pinkish- purple Sandy ClAY Highly dLsturbed. fractured, callchefied dry, whitish-olive, fine SILTSTONE; randomly oriented shear planes; highly Sheared, molsc. olive green. Clayey zones throughout che slided mass; several cohesionless, coarse, Sandy irregularly-shaped zones TRENCH TE.<5.MLNATED AT 15.0 FEET Figure , Log of Test Trenches 22 and 23 A-21 GEOCON INCQKPgilATIO l-.'-.^4.yci iiiivy ©714 SoH 2717 COTO DE C.\ZA LTD (2l II10 XAAtAlS LOt t iMATIOt tif tAitr^j m$etfriott OA* ertdsirr At.' itOlSTiJAt COrtitr % tff tt . 0 - 2 4 V 6 • 8- • 10 .12 TRENCH NO. 24 14. ITil I TOPSOIL Soft CO medium stiff, damp, dark brown, Silty Sandy CLAY V \ TORREY SANDSTONE Dense, weathered, damp, reddish-tan, medium-grained, weakly cemented SANDSTONE DELMAR FORMATION Highly weathered, callchefied, olive green-reddish-tan Interbedded SILTSTONE/ \ SANDSTONE; badding attitude horizontal V or dipping 1-2° toward west grades inco very stiff, damp, olive green, Silty CLAYSTONE with random iron and manganese staining THENCH TERMINATED AT 12.5 FEET Figure , Log of Teat Trench 24 A-22 GEOCON UL Lii; l.l 11 tAvmJ lAjiiafA 2 . 6 -I • 8 * 10 . 12 , 14 . 16 , LOf t weirioM Of ZAAtPLX T •.•-/• • / • • . -y- . • /. -,.. . ocscAirnotf TRENCH NO. 25 1 TOPSOIL Loose, daflip, reddish-brown, Sandy CLAY DELMAR F0!«-LMION (TORREY SAINDSTONE) Translcion zone! Highly weathered, I callchefied, damp, mocded olive green ' CLAYSTONE and reddish-brown SANDSTONE grades into dense, olive green CLAYSTONE interbedded with chin, reddish-brown-can SANDSTONE, thickness of sandstone layers l/4"-l" Very dense, hard, damp, well ccmenccd, Interbedded olive green. Clayey, coarse SANDSTO.VE and reddish-purple, llghc gray, medium-grained SANDSTONE, thick- ness of beds 2"-10"; cannon ball con- cretions wichin chls assemblage developed along che bedding planes; bedding attitude N15E/4''E TRENCH TERMINATED AT 14.5 FEET OAT artif irr At.' UOISTuAf ocrOfT S tif wt Figure Log of Test Trench 25 A-23 GEOCCK |HCO«P««AT(B 1- -^-1 • «15 lU : .31.1 ©714 SoS 2717 COTO DE CAZA LTD IS 01: oemn tAMAt.t Loa i MATlOtl Of eete/nATiott m**L4ei ftT omtirr At r vonruAt Oirtur % tft tt • 0 • 2 • 4 8 10 12 14 16 •I I - TRENCH NO. 26 TOPSOIL Soft, moist, dark brown, Silty Sandy CUY TORREY SANDSTONE Highly weathered, fraccured, callchefied 1 damp, light gray-tan, very fine Siltv \ SANDSTONE Very stiff, damp, llghc gray-purplish, well cemented SILTSTONE with occasional thin (l/2"-l/4" thick) reddish-brown SANDSTONE interbeds; bedding attitude N40°W/e*'NE minor fault N85W/vertical ^—Bedding Plane Fault, highly sheared, remolded, moist, dark gray-purple CLAY wich several gypsum seams (approximate- ly l-/2"-l/4" chick); shear sone 4"-6" thick: acdnude N20W/4o-5*'E TRENCH TERMINATED AT 14.5 FEET Figure , Log ot TesC Trench 26 A-24 GEOCON 12.-;:;4.-96 1U:.30 ©714 SSS 2717 COTO DE CAZA LTD (2) 01.3 oeATH SAtAU MVmAfA LOI I^CATl Bf UtALt oetcAiATioN TRENCH NO. 27 iA..ALAOe OAT OtHXIfT At.I eairtrtr % tfr •* . 6 • 8 \ TOPSOIL Very loose, damp to tnolsc, reddish- dark brown. Silcy Sandy CLAY/SILT J.-I-I r.-'i'i DELMAR FORMATION Highly weathered, fractured, callchefied, damp, light olive green, fine Sandy Clayey SILTSTONE with redd!sh-brown l/2"-l/4" chick. Sandy interbeds grades into very dense, hard, massive, damp, flnc-grained silty SANDSTONE - becomes coarse and very well cemented TRENCH TERMINATED AT 7.5 FEET Figure . Log of Test Trench 27 A-25 GEOCON i J • il b 1 u : J1 ©714 S5S 2717 COTO DE CAZA LTD 12) 01 4 . 0 SAnft.e orscfifr/oit 28 TRENCH NO. I'OPSCIL — Very loose, dry. light reddish-b rown. 'i-ALAoe OAT OfSirr At.l tOtSTuAt tenTTNT % t'r wt . 6 • 8. 14 , • 16 Silty Clayey SAND LANDSLIDE DEBRIS (SOIL CREEP) Soft, moist CO wee. pale olive green, highly dlacurbed. sheared, remolded, sandy CLAY wich numerous reddlsh-brown- can, irregularly-shaped Sandy rones grades inco highly fraccured, Sandv SILTSTONE (Baae of Slide) no distinctive slip plane DEL^tAR FOJLMATION Stiff, fractured, damp, massive, olive green. Clayey SILTSTONE Very dense, moist, reddish-tan, oedium- to coarse-grained, weakly cemented SANDSTONE; dips approximately 4O-50 coward SE TRENCH TERMINATED AT 16.0 FEET Figure . Log of Test Trench 23 A-2 6 GEOCaM liU ut ^,Ai..\ LILI 1^ 0 1 .5 • 0 SAttAlt HUltttM Lot LOCATlOtl Of SAfALt 1/1 LU- li-fvn orscfirnoi TRE.VCH NO. 29 >tt-ALAer OAT at Its irr A t.t ttoitri/At caiTtKt M tf, - - 4 • 6 • 8 10 12 14 16 18 20 TOPSOIL Soft CO medium stiff, damp, dark gray Silcy CLAY :\:-\- DELMAR FORMATION Dense, damp, pale olive green, fine, weakly cemented. Silty SANDSTONE with occasional reddish SANDSTONE interbeds; bedding attitude N35W/5°NE very hard, highly cemented, coarse, tan SANDSTONE concretion Very dense, damp, pale olive-green, well to very well cemented, medium^- to coarse-grained SANDSTONE; bedding attitude approximately horirontal very chin reddish-brown SANDSTONE interbed TRENCH TERMINATED AT 19.0 FEET Figure , Log of Tesc Trench 29 A-27 GEOCON INCaKfoKATID i - 4 il 0 111 : . J ©'714 8 58 2 717 COTO DE CAZA LTD © 016 anftt IH 0 2 . 4 . 6 10 12 fAMAU 7 Lgt LOatnott Of n 11 7 in oescAiATiott TRENCH NO. 30 TOPSOIL Soft, damp, dark gray-brown, Silty V CLAY DELMAR FORMATION Highly weathered, fraccured, daap, olive green CLAYSTONE \_. grades into very stiff, damp, olive green, massive CLAYSTONE bedding attitude horiiontal or dipping 2*^ coward vest TRENCH TERl-lINATED AT 12.0 FEET Figure . Log of Test Trench 30 immfi, A Ct OAT etMSirr at.' ttOltTUAt anftnr % Afr .It A-2a GEOCON 'W I l-l !)0t> 2 1 1.1 COTO DE CAZA LTD ) 01 • . 6 ter . 2 Utt^t HlMtfA LOB a iOSAfiOtl Of SAttftt tit-vfr •jll- PttcAiAriOM TRENCH .VO. 31 TOPSOIL Loose, dry, light brown-Can. Silty Clayey SAND TORREY SANDSTONE I Medium dense, weathered, callchefied, \ light gray, Silty, very fine SANDSTONE grades inco dense co very dense, damp, Interbedded llghc gray and light reddish-brown, fine SANDSTONE; bedding actltude N15°E/5^ Stiff, damp, gray, medium cemented SILTSTONE grades Into light gray, damp, weakly cemenccd, medium-grained SANDSTONE with occasional chin reddish-brown SANDSTONE interbeds, thickness of interbeds l"-4" TRENCH TERMINATED AT 11.0 FEET ll-fLACi OAf otfSifr At ' •toifrvAf COxrvtT X tfr tf Figure , Log of Tesc Trench 31 A-29 GEOCON laieetPOMATio Li- i-i- yci lu : j;j ©'714 858 2717 COTO DE CAZA LTD (g) 01 8 . 2 IM tvr . 6 8 10 fAtAiX tAJttttf LOt t UfCATltA Of UitfU TTT :(;i:).: OCSCA'ATIOA TRENCH NO. 32 TOPSOIL Very loose, dry co damp, light grayish- brown, Sllcy Clayey SAND DELMAR FORMATION I Weathered, fractured, damp, pale olive- \ gray, callchefied, Silty SANDSTONE V grades into very dense, damp, pale olive green, medium- to coarse-grained, highly cemenced SANDSTONE TRENCH TERMINATED AT 8.3 FEET Figure , Log of Tesc Trench 32 m-Ai,ACt OAT OtMtirr At.' A-30 <t^STl/*C X *'/ tt GEOCON iNCaKro««Tio X - - -I tl D 1(1 : © /14 a .5 8 2 7 1; COTO DE CAZA LTD 12] 01 9 tarr 10 12 14 16 sAtif\e I LOt tA/itaff \ifieArion Of AA*in.t •}t-v- 1. . /: ]•-'".. :Z eescfifnoM TRE.NCH NO, 33 STREAM TERRACE DEPOSITS Medium dense, damp, reddish-brown, Silty Clayey SAND with numerous angular metavolcanic rock fragments becomes dense, moist, reddish-brown, coarse, Clayey SAND f grades into massive, stiff, damp to moist, mottled gray-reddish-brovn, Sandy SILT/Silty SAND Stiff, moist, mottled dark gray, blackish CLAY wich irregular dark brown, Sandy zones M-fLAer OAT OtHsrrr Af.' ttOitTuttr catrutT % tt, m TRENCH T£R>fINATED AT 15.0 FEET Figure , Log of Tesc Trench 33 A-31 GEOCON IMCOA^OIiATtO . iiD ill : .J4 •a"7i4 8.5 8 271 " COTO DE CAZA LTD © 0 2 0 . 0 • 2 . 4 ' 6 10 12 14 16 18 20 SAMAlX LOt a LPariOti Of ai»tm^ OttCtHATlOA TRE.NCH NO. 34 TOPSOIL Sofc, damp, brot.m, Silcy Sandy CLAY/ SAND LANDSLIDE DEBRIS Highly disturbed, sheared, remolded, damp, ffloccled reddlsh-brown-dark brown- black, Sllcy CLAY, SAND becomes sofc. molsc, mottled reddish- brown, light olive green SAND/CLAY Soft, molsc. highly disturbed, sheared olive CLAY random Sandy zones within a moist, light olive, sheared Clayey mass l'— Slip Plane, attitude approxlmaeely / horizontal (6-8' below flood plain) lA-A^Atf OAT etMtlTr At.' toitru^ COirtKT % tr, At TRENCH TERMINATED AT 19.0 FEET Figure , Log ot Test Trench 34 A-32 GEOCON »HCO«PORATtO 1 L • ..-i • tl 0 ©714 » 5 e i: 71; COTO DE CAZA LTD (2)021 SAttAlt MLMICA Loe a WCATIOA of UtAt,t OCSCAiATiOm iN-ALACt OAr BfHSITT At.l ttCfTUAt C«»iT>r % tt, tt TRENCH NO. 3 5 ? - ^ 6-1 8 10 V 12 -I 14 16 Ml TOPSOIL Soft, damp, reddish-brown. Silcy Sandy CLAY •/. •'. y. • ,'/. .. y. • . >. • /. ; • . •. , " • / . '. •/.. LANDSLIDE DEBRIS Highly fractured, disturbed, weachered, fine-grained, light gray-ollvc SANDSTONE Clayey seans alonR fractures; random reddish-brown, Sandy zones becomes light gray-olive, highly fractured CLAYSTONE wich frequent hematite concentrations; randomly oriented, frequent shear planes ulnar slip surface TRE.NCH TERMINATED AT ii.O FEET Figure , Log of Tesc Trench 35 A-33 GEOCON INCOKfOKATCO I-l.l 10 Dt (.AZA LTD (2)o; llt-^LAOt LO* * LOCATIOI Of UMfL4 BescfifTioM aAT BflftlfT At.l tttHtfUAt wm' S tr, W TRENCH NO. 36 •.i;4'.i-TOPSOIL w m • 2- \ Very loose, dry, light brown-can. \ Silty SAND - 4- • 6-•. • • - -.' TORREY SANDSTONE Highly weathered, damp, callchefied. light gray-can-graylah, interbedded \ very fine SANDSTONE bedding attitude approjcimately \ N45E/1°-2<'NW \ '—becomes very dense, massive, damp, llghc gray, fine SANDSTONE wich • a- ••. TORREY SANDSTONE Highly weathered, damp, callchefied. light gray-can-graylah, interbedded \ very fine SANDSTONE bedding attitude approjcimately \ N45E/1°-2<'NW \ '—becomes very dense, massive, damp, llghc gray, fine SANDSTONE wich . 10, occasional reddish hesaclce scain \ * grades Into massive, hard, fine to . 12 . medium gray SANDSTONE \ > m « TRENCH TERMINATED AT 12,0 FEET 1 1 1 1 1 A-Figure , Log of Tesc Trench 36 A-34 GEOCON ^ • . • » n U' I X 4 9 on 2 I i'l COTO DE CAZA LTD 102.3 oami lit . 4 10 12 14 16 Ult At. t ttuttte* ioe i^rigti ar UMALt r.i-r -i.i^i OtSCAIATlOM \ TRENCH NO. 37 TOPSOIL Loose, dry to damp, Clayey SAND llghc brown. TORREY SANDSTONE Highly weathered, callchefied, light gray-tan, very fine, Silty SANDSTONE \i —calicbefled, reddish-brown-grav SANDSTONE interbed: bedding attitude approximately horizontal grades inco olive-gray, damp, medium ceaented, very fine, Sllcy SANDSTONE very hard, highly cemented, grayish- brown, fossiliferous SANDSTONE bed Very dense, damp, reddish-brown, medium to well cemented, medluffl-grained. fossiliferous SANDSTONE Very dense, damp, light gray, very fine SANDSTONE TRENCH TERMINATED AT 15.0 FEET m-.fLAec OAT OtttllTr At.' Figure . Log of Test Trench 37 ttaiiruAt eettrtftr \ tt, tl A-35 GEOCON iMCOnrasATCo X M . -w I i-l noo 21 il COTO DE CAZA LTD 12) 0 2 4 lAJJMfA WGAricti Of lAAIfU O€S0flArtOM m~Ai,Aei i»T OfA nrr At.' tttKsrvitt artftnr % 'f, -t TREiNCH NO. 38 6 . 10 H 12 14 V 16 18 TTF •|;ri 'I LA.^IDSLIDE DEBRIS Highly disturbed, fractured, callchefied, dry, whicish-tan, very fine, Silty SAND , fractured, damp, dark black SILTSTONE ^' seam Interbedded. damp, purple-gray, sheared SILTSTONE wich yellowish, very chin, Clayey SILT interbeds; structure dipping 15 toward south 7—: • / y. .: . '. v.: ' V. . f. . • V-• . • • f- • .: - '. .'-A • •/. ••y. -. / . grades Into reddlsh-brown, sheared Clayey SANDSTONE becomes coarser and massive TRENCH TERMINATED AT 18.0 FEET Figure . Log of lest french 38 A-36 GEOCON ••ca*ra*ATCQ . -t tHJ X 1.1 . .J I •41" /14 a o a 71 i COTO DE CAZA LTD 12) 0 2 0 MTTl. . 4 - 6 8 10 12 14 16 SAttALi tAJlttf : ''tf . •/ • y '. • • : /. . • v< • . •. •. •"•'1 : • v. -.' -x- i,(i« lOOATIOH or SAtItU Sit-vtl OfSCAiATign TRENCH NO. 39 TOPSOIL Very loose, dry, light brown. Clayey \ Silcy SA.VD/CLAY U.NDSLIDE DEBRIS Highly disturbed, remolded, sheared, molsc, olive green CLAY/SAND wich random reddish-brown zones becomes very loose, raoisc Co wee, coarse, cohesionless Clayey SAND Slip Plane dipping souch approximacely lOO becomes medium stiff, highly fractured, ffloisc, olive green CLAYSTONE wich shiny parClng Surfaces IH-ALAOt OAT Btx S irr At ' UQISTUAt COhTftft % Hr " TRENCH TERMINATED AT 16.0 FEET Figure , Log of Teat Trench 39 A-37 GEOCON IMCOkrORATKP .-vi..-v 1_ 1 1/ I4J l.l ^ 6 tAHALt tAjHtta LOt a LeOATioA Of lAttfU tumn OtSCAIATlOU lA~tLAOe BAT BtHSITT At.' vtstru/t % tf, wl . 0 . 2 - - 4 . - 6 . 10 TRENCH NO. 40 TORREY SANDSTONE Highly weathered, loose, wee to sacurated, raddlsh-can-olive green, Sandy CLAY/SAND grades into dense, wee, llghc gray- can, coarse, weakly cemenced SANDSTONE TRENCH TERMINATED AT 10.0 FEET • 0 • 2 • 4 6 •! 8 10 12 J TRENCH NO. 41 l/T I \ TOPSOIL Loose, damp, llghc brown, Silcy CLAY DELMAR FORMATION Highly weachercd, damp, olive green. Silcy CUYSTONE Dense, damp, weachered, graylsh-can. \ \ cohesionless SANDSTONE, contact \ attitude N25E/4SE \ 1—becomes very dense, damp, praylsh- \ can mottled, well cemenccd, massive \ SANDSTONE with several highly cemenccd, \ hard interbeds becomes reddish-can, coarse and very weakly cemented TRE.N'CH TERMINATED .\T 11,0 FEET Figure , Log of Test Trenches 40 and -1 A-38 GEOCON X - .; .1 . tl 0 X l.l : 0 n ©714 non 21 l'l COTO DE CAZA LTD I2]02i I SAtltLt -tuttKM TXT 8 10, I- 12 Loe t tfiUTIOtt or UMAll dvl. oesefiATioM l.Xi!' TRENCH NO. 42 LANDSLIDE DEBRIS (SOIL CREEP) Soft, remolded, wee. llghc reddish- brown, Sllcy Sandy CUY igrades inco weachered. sheared, molsc, y olive green CUY wich randomly oriented shear planes • Slip Plane dips 3''-4'^ coward ease DELMAR FORMATION Weachered, fraccured, moist, olive green, Sandy SILTSTONE grades into massive, very dense, damp, olive green, medium co well cemented, very fine, Silty SANDSTONE TRENCH TERMINATED AT 11.0 FEET iA~fLAee BAT otntirr At.l vCiirimr etnrtrrr V, tf, mt riifure , Log of Trench 42 A-39 GEOCON iNeoKro«ATio lil-l X'L LilJ 1^ 028 ALLUVIUM •A-ALACf 0€tCAIATlOH OfT 1 .^tTUAT Btmirr ctrtrtKT at.' I % tf, 1^ TRENCH .SO. 43 ORGANIC DEBRIS (BRUSH FILL) Very loose, wet. dark brown-black SAND, CUY, wooden debris Very loose, wet, reddish-brown, Silty Clayey SAND ^ TORREY SANDSTONE Very sdff, damp, purple-plnklsh-gray, well bedded, shaley SILTSTONE, very thin, reddish-yellow, fine Clayey SAND interbeds, thickness of interbeds 1/10" thickness of SILTSTONE beds l"-l/2" grades into very dense, molsc co wee mottled light gray-reddish-brown, medium-grained, weekly cemented SANDSTONE TRENCH TERMINATED AT 13.5 FEET ' figure . Log of Trench ^3 A-40 GEOCON i 4 . il u i 1.) : .J il ©'714 «58 ;i71i COTO DE CAZA LTD 12)029 SAUALt ttuuttf LOO LOCATlOtl Of SMtALC At^^tt^n AtVtlftl tirmym OfSCAIATIOM TRE.\CH NO. 44 a»r amsirr r.f.' ttOltTUAt tCHrfMT X tr, tt - 6 1 TOPSOIL Very loose, light brown, dry. Clayey SA.ND TORREY SAJroSTONE Highly weathered, fractured, damp, \ interbedded fine, light gray, Sandy \ STLTSTONE and reddish-brown, fine SANDSTONE •"very hard, highly cemenced. fossiliferous concretion 4"-6" thick Very dense, damp, mottled reddish-brown- gray SANDSTONE grades into light gray, very fine, weakly cemented SANDSTONE with reddish- brown, chin Sandy interbeds, bedding atticude N30°E/3W TRENCH TETJ-IINATED AT 7.5 FEET TRENCH NO. 45 2 4 J 7 \ TOPSOIL Very soft, wet, dark brown, Sllcy Sandy CUY DELHAR FORi'WTION Highly weathered, fractured, callchefied, olive green, Sllcy CUYSTONE. bedding aceltude N-S/6W Very dense, damp, light can. racdiura- grained, mediiwi co well cemented, massive SANDSTONE TRE.NCH TERMINATED AT 0.0 FEET Figure . Log of Trenches 44 and 45 A-41 GEOCON INCOIrOIIATIP 12- 2-1- >m 1 U : .J il ©'714 8 58 2717 COTO DE CAZA LTD 12) 0 3 0 . 2 IA nrr 4 . • 6 * • 8 10 I 12 14 y 16 UttALt ItUtttt* LOt t M*TIOM or SAHfLt TRENCH NO. 46 V TOPSOIL Very loose, dry, light gray-brown, Sllcy SAND \ TORREY SANDSTONE Dense, damp, whicish-gray. medium- grained, weakly cemenced SANDSTONE grades inco coarse, grayish-can, medium- to coarse-grained, weakly cemented SANDSTONE becomes raoccled lighc can-rcddish- beown SANDSTONE DELMAR F0R>UTI0N Stiff, damp, mottled pale olive- reddish-brown. fac CUYSTONE wich shiny parcing surfaces V TRENCH TERMINATED AT 15.0 FEET Itt-ALACt BAT otAiirr uairuAf cewnwr K t', " Figure , Log oc Trench 46 A-42 GEOCON ^Uil.l ut LiU 1^0.31 IM nrr SAttA^J tUltCA 6 - 8- 10 12 14. 16 18 20 L09 * LOOLriOH or tAjtrtc « I II ALLUVIUM Loose, da Clayey, fine SAND becomes molsc to wee m T becomes saturated, abundant seepage J caving TRENCH XEWIINATED AT 19.0 FEET Figure , Log of Test Trench 47 lA^fLACf OAr *tOliTuAt OtAtiTr unrofT At.l % tf, m, TRENCH NO. 47 T • •j _ A-43 GEOCON 971009-005 APPENDIXC Laboratorv 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 ofthe 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 (g 20' Pale green sandy CLAY Undisturbed 25 750 LB-28 #1 @ 10' Pale yellow silty SAND Undisturbed 25 100 Moisture and Densitv 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 1-inch thick by 4-inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water until volumetric equilibrium is reached. The results of these tests are presented in the table below: Sample Location Sample Description Compacted Dry Density (pcf) Expansion Index Expansion Potential Light brown clayey silty sand to sandy clay 101.5 28 Low 1 Maximum Drv Density 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 Coefficient of Consolidation C (cmVsec) B-2 @20' 2.2 X 10-' B-3 @20' 2.3 X 10"" B-5 @ 15' 2.9x10^ C-2 TERA TE.'ST LA BS, INC. 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 (psf) 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 1515 1245 COHESION (ps() 460 2216 127 104 15 1905 1560 FRICTION (deg.) 30 2500 2000 o (0 a. < 1500 1000 500 1 1 i f 1 r 500 1000 1500 STRESS (psf) 2000 2500 TERATEST LABS, INC. DIRECT SHEAR TEST RESULT ASTM D 3080 Project Name: Project Number: Boring Number: Sample Number: Soil Description: BRESSI RANCH 971009-005 LB-25 8 GREENISH GRAY LEAN CLAY (CL) Date Tested By Checked By Depth (ft.) 10/31/00 BCC 53.0 VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psf) RELAXED STRESS (psf) PEAK VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psf) RELAXED STRESS (psf) COHESION (psf) 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 RELAiXED 1108 54 45 15 810 675 COHESION (psf) 180 2216 99 86 15 1485 1290 FRICTION (deg.) 26 00 00 00 00 00 00 00 00 00 00 <cuuu • 00 <cuuu • 00 <cuuu • 00 <cuuu • 00 <cuuu • 00 <cuuu • 00 <cuuu • 00 <cuuu • 00 <cuuu • 00 <cuuu • 00 STRAIN (psf) D C 00 STRAIN (psf) D C 00 STRAIN (psf) D C 00 STRAIN (psf) D C 00 STRAIN (psf) D C 1 00 STRAIN (psf) D C 00 STRAIN (psf) D C 00 STRAIN (psf) D C 00 STRAIN (psf) D C 00 STRAIN (psf) D C 00 '^nn . 00 '^nn . 00 '^nn . 00 '^nn . 00 '^nn . 00 '^nn . 00 '^nn . 00 '^nn . 00 '^nn . 00 '^nn . 00 n 00 n 00 n 00 n 00 n 00 n 00 n 00 n 00 n 00 n 00 u C ) 5( )0 10 00 15 STRESS (psf) 00 20 00 25 00 TERA TEST LA BS. 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 (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 750 VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psf) RELAXED STRESS (psf) FRICTION (deg.) 29 PEAK RELAXED 554 77 74 15 1155 1110 REL/OCED 1108 84 78 15 1260 1170 COHESION (psf) 750 2216 138 127 15 2070 1905 FRICTION (deg.) 25 onnn 00 onnn 00 onnn 00 onnn 00 onnn 00 onnn 00 onnn 00 onnn f 00 onnn 1 ft 00 onnn 00 iiUUU " -1 cnn 00 iiUUU " -1 cnn ( ft 00 iiUUU " -1 cnn 00 iiUUU " -1 cnn 00 iiUUU " -1 cnn 00 iiUUU " -1 cnn 00 iiUUU " -1 cnn 00 iiUUU " -1 cnn 00 iiUUU " -1 cnn 00 iiUUU " -1 cnn 00 STRAIN (psf) D C 00 STRAIN (psf) D C 00 STRAIN (psf) D C 00 STRAIN (psf) D C 00 STRAIN (psf) D C 00 STRAIN (psf) D C 00 STRAIN (psf) D C 00 STRAIN (psf) D C a 00 STRAIN (psf) D C 00 STRAIN (psf) D C 00 lUUU • 00 lUUU • 00 lUUU • 00 lUUU • 00 lUUU • 00 tkClCl 00 tkClCl 00 tkClCl 00 tkClCl 00 tkClCl 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 • ( ) 5( 30 10 1 00 1500 20 STRESS (psf) 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-28 1 Date Tested By Checked By Depth (ft.) 10/30/00 BCC r 10. PALE YELLOW POORLY-GRADED SAND WITH SILT (SP-SM) 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 100 VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psf) RELAXED STRESS (psf) FRICTION (deg.) 49 PEAK RELAXED 554 33 30 15 495 450 REU \XED 1108 103 98 15 1545 1470 COHESION (psf) 100 2216 160 147 15 2400 2205 FRICTION (deg.) 47 Leightonand Associates,Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 1 of 6 LEIGHTON AND ASSOCIATES, INC. GENERAL EARTHWORK AND GRADING SPECIFICATIONSFOR ROUGH GRADING 1.0 General 1.1 Intent: These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s). These Specifications are a part of the recommendations contained in the geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report(s). 1.2 The Geotechnical Consultant of Record: Prior to commencement of work, the owner shall employ the Geotechnical Consultant of Record (Geotechnical Consultant). The Geotechnical Consultants shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the 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. 3030.1094 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-conditioningand processing of fill, and compacting fili. The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shali be soieiy 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 ail 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 Geotechnical Consultant. The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1 percentof organic materials (by volume). No fill lift shall contain more than 5 percent of organic matter. Nesting of the 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. 3030.1094 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 shali continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that wouid inhibit uniform compaction. 2.3 Overexcavation: In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading. 2.4 Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant. Fill placed on ground sloping flatter than 5:1 shall also be benched or otherwise overexcavated to provide a flat subgrade forthe fill. 2.5 Evaluation/Acceptance of Fill Areas: All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shali 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 essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material. 3.2 Oversize: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shali not be buried or placed in fill unless location, materiais, and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shali be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fiii. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction. 3030.1094 Leightonand Associates,Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 4 of 6 3.3 Import: If importing of fill material is required for grading, proposed import material shall meet the requirements of Section 3.1. The potential import source shali be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitabiiity can be determined and appropriate tests performed. 4.0 Fill Placement and Compaction 4.1 Fill Layers: Approved fill material shaii be placed in areas prepared to receive fill (per Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout. 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 compacted to 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 shaii 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 atthe fill/bedrock benches). 3030.1094 Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 5 of 6 4.6 Frequency of CompactionTesting: 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 siope. The Contractor shall assure that fill construction is such that the testing scheduie can be accomplished by the Geotechnical Consultant. The Contractor shali stop or slow down the earthwork construction if these minimum standards are not meL 4.7 Compaction Test Locations: The Geotechnical Consuitantshaiidocumentthe 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 shali 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 shali 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 constmction of the fill portion of the slope, unless otherwise recommended by the Geotechnical ConsultanL 3030.1094 Leightonand Associates,Inc. GENERAL EARTHWORK AND GRADING SPECIHCATIONS 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 backflll of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Pubiic Works Construction. Bedding material shali have a Sand Equivalent greater than 30 (SE>30). The bedding shali be placed to 1 foot over the top of the conduit and densified by jetting. Backfill shali 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. 3030.1094 PRCUECTED PLANE 1 TOI lyVOOMUM FROM TOE OF SLOPE TO APPROVED OROUND NATURAL GROUND FILL SLOPE REMOVE UNSUTTABLE MATERIAL BENCH HEiaHT 2' MIN. KEY DEPTH [m—^15' MIN. LOWEST BENCH (KEY) COMPACTED FILL-OVER-CUT SLOPE NATURAL GROUND — IP MW.—^ LOWESTBENCHI 4'TYPtCAI. BENCH HEIOHT REMOVE UNSUITABLE MATERIAL — 2' MIN. KEY DEPTH OUTFACE SHALL BE CON8TRUCTB} PRKSR TO FILL PlACEMeir TO ASSURE ADEQUATE GEOLOGIC CONOmONS CUT FACE TO BE CON8TRUCTH) PRIOR TO FIX PLACEMENTv NATURAL GROUND OVERBUILT ANO TRIM BACK PROJECTED PLANE 1 TOI MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND CUT-OVER-FILL SLOPE DESK2N SLOPE REMOVE NSUTTABLE MATERIAL For Subdrains See Standard Detail C BENCH HEIGHT 2'MIN. KEY DEPTH — [LOWEST BENCH] BaiCHMQ BHAa BE DONE WHEN SLOPES ANQLE IS EQUAL TO OR GREATER THAN 5:1 MMMUM BS4CH HEIQHr SHALL BE 4 FEET MMMUM FNJ. WIOTH SHAa BE 9 FEET KEYING AND BENCHING GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS A REV. 4rt 1/88 FINISH GRADE m SLOPE FACE 110' MIN.^rinr.COMPACTED FILL-irijnr^ • MIN.:^-ME=-15' MIN. ^iHHri~Hr-"0VERSI2E hiiT?~rtrtr-IWINDROW r JETTED OR FLOODED GRANULAR MATERIAL • Oversbe rock is larger than 8 Inches In largest dinriensk)a • Excavate a trench in the compacted fill deep enough to ljury all the rock. • Backfill With granular soil jetted or flooded In place to fiH all the vokjs. • Do not bury rock within 10 feet of finish • Windrow of buried rock ShaH be parallel to the finished siope fill. ELEVATION A-A' PROFILE ALONG WINDROW JETTED OR FLOODED GRANULAR MATERIAL OVERSIZE ROCK DISPOSAL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS B 4/95 NATURAL GROUND BENCHING REMOVE UNSUITABLE MATERIAL 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 (MIRAF1140 ORV \ / APPROVPD \C0LLECT0R PIPE SHALL CANYON SUBDRAIN OUTLET DETAIL PERFORATED PIPE 6-<t» MIN. APPROVED EQUIVALENT) BE MINIMUM 6" DIAMETER SCHEDULE 40 PVC PERFORATED PIPE. SEE STANDARD DETAIL D FOR PIPE SPECIFICATION DESIGN FINISHED GRADE 20' MIN .NON-PERFORATED 6> MIN. 5' MIN. FILTER FABRIC (MIRAF1140 OR APPROVED EQUIVALENT) #2 ROCK WRAPPED IN FILTER FABRIC OR CALTRANS CLASS II PERMEABLE. CANYON SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS C 4/95 OUTLET PIPES 4"<|> NON-PERFORATED PIPE, 100' MAX. O.C. HORIZONTALLY. 30' MAX. O.C. VERTICALLY T 2' MIN OUTLET PIPE (NON-PERFORATED). CALTRANS CLASS 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 (MIRAF1140 OR APPROVED EQUIVALENT) T-CONNECTION FOR COLLECTOR PIPE TO OUTLET PIPE SUBDRAIN INSTALLATION - Subdrain collector pipe shall be installed with perforatkxis down or, unless othenvise designated t>y the geotechnk^l consultanL Outiet pipes shaH be non-perforated pipe. TTie subdrain pipe shall have at least 8 perfbratkxis uniformly spaced per foot Perforation shafl be VA' to W If drilled holes are used. All sutxlraln pipes shafl 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, Scheduie 40 Polyvinyl Chkxide Plastfc (PVC) pipe. AM outlet pipe shall be placed in a trench no wWer than twtee the subdrain pipe. Pipe shall be in soil of SE>30 jetted or flooded in place except for the outside 5 feet whteh shall be native soil backfill. BUTTRESS OR REPLACEMENT FILL SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS D 4/95