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CT 02-19; BRESSI RANCH PA 11; SUPPLEMENTAL GEOTECHNICAL INVESTIGATION; 2001-03-14
SUPPLEMENTAL GEOTECHNICAL INVESTIGATION FOR MASS GRADING, BRESSI RANCH, CARLSBAD, CALEFORNDV March 14,2001 ProjectNo. 971009-005 Prepared For: LENNAR HOMES 5780 Fleet Street, Suite 320 Carlsbad, Califomia 92008 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY J-J Hofman Planning Associates LEnER OF TRANSMIHAL Planning Fiscal Analysis Environmental 8 DATE: February n, 2003 '^Tti^J'^Q PROJECT: Bressi Ranch Estate Residential (Planning Areft^l 1 CT 02-19) DELIVERED BY: USPS AHENTION: Marina Wurst FROM: Roy Publico Marina, Per our conversation last week attached to this transmittal is the geotechnical study dated March 14, 2001 that was included in the resubmittal ofPlanning Area 11 (Bressi Ranch Estate Residential CT 02-19). Ifyou have any questions or need additional information, please give me a call at (760) 438-1465. Attachment 5900 Pasteur Court • Ste 150 • Carlsbad • CA • 92008 • 760-438-1465 • Fax 760-438-2443 O m o Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY March 14,2001 ProjectNo. 971009-005 To: Lennar Homes 5780 Fleet Street, Suite 320 Carlsbad, Califomia 92008 Attention: Mr. Jim Urbina Subject Supplemental Geotechnica! Investigation for Mass Grading, Bressi Ranch, Carlsbad, Califomia In accordance with your request, we have performed a supplemental geotechnical investigation for the Bressi Ranch property located southeast of the intersection of El Camino Real and Palomar Airport Road in Carlsbad, Califomia. The purpose of this report was to updaie the results of our preliminary geotechnical report for the site (Leighton, 1997) and to evaluate the existing geologic and geotechnical aspects of the proposed mass grading ofthe site relative to the latest 200-scale tentative tract map/grading plans. This report presents the results of our supplemental subsurface investigation and geotechnical analysis, and provides a summary of our conclusions and recommendations relative to the mass grading of the site. Based on the results of our supplemental investigation and review of the previous geotechnical reports pertinent to the subject site, the proposed development of die site for commercial and residential uses is considered feasible from a geotechnical standpoint provided the recommendations summarized in this report are implemented during the site grading operations. It should be noted that additional geotechnica! evaluation of the site (including additional field studies, laboratory testing, and slope stability analysis) and a grading plan review will be needed after more detailed grading plans (i.e. 40-scale grading plans) for the different planning areas of the site are developed. If you have any questions regarding our report, please contact this office. We appreciate tiiis opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. Tim J. Lawson, RCE 53388 Principal Consulting Engineer Randall K. Wagner, CEC CEG 1612 Director of Geology Distribution Addressee Lennar Homes, Attention: Mr. Dale Greenhaigh PDC, Attention: Ms. Marina Wurst 3934 Murphy Canyon Road, Suite 8205 • San Dlego, GA 92123-4425 858.292.8030 • Fax 858.292.0771 • www.leightongeo.com Section 4971009-005 TABLE QF CONTENTS Page 1.0 INTRODUCTION 1 1.1 PURPOSE AND SCOPE OF SERVICES 1 1.2 SrrEDESCRffnoN ....IZZZI1 1.3 PROPOSED DEVELOPMENT ' 3 1.4 SUPPUEMENTAL SURFACE INVESTIGATION AND LABORATORY TESTING 3 2.0 GEOTECHNICAL CONDITIGNS 5 2.1 REGIONAL GEOLOGY 5 2.2 SFFE-SPECIFIC GEOLOGY Z."Z..".ZI 5 2.2.1 Documented Fill Soils (Map Symbol -Af) 5 2.2.2 Undocumented Fill Soils (Map Symbol - Afu) 5 2.2.3 Topsoil (Unmapped) 5 2.2.4 Alluvium/ Colluvium, Undifferentiated (Map Symbol - Qal/Qcol) 6 2.2.5 Landslide Deposits (Map Symbol - Qls) 6 2.2.6 Santiago Formation (Map Symbol -Ts) 7 2.3 GEOLOGIC STRUCTURE g 2.4 FAULTING ....'.['ZZ1Z'"1ZZZZ'"Z" 8 2.5 SEISMIC CONSIDERATIONS ' 9 2.5.1 Liquefaction and Dynamic Settlement 9 2.5.2 Uniform Building Code Seismic Parameters 9 2.6 GROUNDWATER 10 2.7 ENGINEERING CHARACTERISTICS OF ON-srrE SOILS 10 2.7.1 Expansion Potential 70 2.Z2 Soluble Sulfate Content ZZZZ!ZZZZZ"^ZZ^ZZZ U 2.7.3 Excavation Characteristics 77 2.7.4 Earthwork Shrinkage and Bulking 77 2.8 SLOPE STABILTTY 12 2.9 SETTLEMENT OF DEEP FILLS .ZZZZ. 12 3.0 CONCLUSIONS 13 4.0 RECOMMENDATIONS 15 4.1 EARTHWORK 15 4.1.1 Site Preparation 75 4.1.2 Removal and Recompaction of Unsuitable Soils. 75 4.1.3 Excavations 77 4.1.4 Cut/Fill Transition Conditions 77 4.1.5 Fill Placement and Compaction 77 4.1.6 Settlement of Deep Fills 77 4.1.7 Expansive Soils and Selective Grading 18 4 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 4971009-005 TABLE OF CONTENTS (Continued) Section Page 4.2 SLOPE STABiLrrv 18 4.2.1 Deep-Seated Stability 19 4.2.2 Surficial Stability 21 4.3 CONTROL OF GROUND WATER AND SURFACE WATERS 21 4.3.1 Cartyon Subdrains 22 4.3.2 Buttress and Stability Fill Subdrains 22 4.3.3 Cut Slope Seepage Conditions 22 4.4 SETTLEMENT MoNFTORiNG 23 4.5 SURFACE DRAINAGE AND LOT MAINTENANCE 23 4.6 GRADED SLOPES 23 4.7 PLAN REVIEW AND CONSTRUCTION OBSERVATION 24 5.0 LIMITATIONS 25 FIGURES FIGURE 1 - SITE LOCATION MAP - PAGE 2 FIGURES 2 THROUGH 14 - GEOLOGK: CROSS-SECTIONS A-A' THROUGH M-M' - IN POCKET TABLES TABLE 1 - GEOTECHNICAL SUMMARY OF EXISTING LANDSLIDES - RE/UI-OF-TEXT TABLE 2 - EARTHWORK SHRINKAGE AND BULKING ESTIMATES - PAGE 11 TABLE 3 - SLOPE STABILTTY SOIL PARAMETERS - PAGE 19 PLATES PLATE 1 - GEOTECHNICAL MAP - IN POCKET PLATE 2 - REMEDIAL GRADING MAP - IN POCKET APPENDICES APPENDIX A - REFERENCES APPENDDC B - BORING AND TRENCH LOGS APPENDK C - LABORATORY TEST PROCEDURES AND TEST RESULTS APPENDIX D - GENERAL EARTHWORK AND GRADING SPECIFICATIONS FOR ROUGH-GRADING 4 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 1.0 INTRODUCTION 1.1 Purpose and Scope of Services This report has been prepared in accordance with your request and presents the results of our supplemental geotechnical investigation of the Bressi Ranch for mass grading purposes. Bressi Ranch is located southeast of the intersection of El Camino Real and Palomar Airport Road in the City of Carlsbad, Califomia (Figure 1). The purpose of this report was to update the results of our preliminary geotechnical report for the site (Leighton, 1997) and to evaluate the existing geologic and geotechnical aspects of the proposed mass grading of the site relative to the latest 200-scale tentative tract map/grading plans. Our scope of services included the following: • Review of pertinent available geotechnical literature (including previous geotechnical reports of Bressi Ranch, Rancho Carrillo, and La Costa - The Greens developments), geologic maps, and aerial photographs (Appendix A). • Reconnaissance and geologic mapping of the site. • A supplemental subsurface exploration program consisting of the excavation, sampling and logging of 8 large-diameter exploratory borings and 56 exploratory trenches across the site. The large-diameter borings and trenches were excavated to evaluate the characteristics of the subsurface soils. Logs of the borings and trenches are presented in Appendix B. Included in Appendix B, are logs of previous borings and trenches excavated by Leighton and others that are pertinent to the development of Bressi Ranch. • Laboratory testing of representative samples obtained during our preliminary and supplemental subsurface exploration programs (Appendix C). r • Geotechnical analysis of the data accumulated during our supplemental investigation including seismic and slope stability analysis. • Preparation of this report presenting our findings, conclusions and recommendations including General Earthwork and Grading Specifications for Rough Grading (Appendix D) with respect to the proposed mass grading of the site. The approximate limits of the geologic units encountered and the boring and trench locations applicable to the development of the site are presented on the Geotechnical Map (Plate 1), Remedial Grading Map (Plate 2), and Cross- Sections A-A' through M-M' (Figures 2 through 14). The 200-scale Tentative Tract Map/Grading Plan (PDC, 2001b), was utilized as base map for the Geotechnical Map (Plate 1) and the Remedial Grading Map (Plate 2). 1.2 Site Description The subject property, with a total acreage of approximately 600 acres, is located southeast of the intersection El Camino Real and Palomar Airport Road in the City of Carlsbad, Califomia (Figure 1). The site consists of an irregular-shaped piece of property bordered on the north by Palomar Airport Road, on the west by El Camino Real, on the southwest and south by the La Costa - The Greens property, and by the Rancho Carrillo development and Melrose Drive to the east. 1 - Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY } J \j!S!i NORTH BAS E MAP : Thomas Bros. GeoFlnder for Windows, San Diego County, 1995, Page 1127 1 "=2,000' 1000 2000 4000 Scale in Feet Lennar / Bressi Ranch Carlsbad, California SITE LOCATION MAP Project No. 971009-005 Oate March 2001 I& Figure No. 1 971009-005 Topographically, the site generally consists of a an east-west trending relatively large and flat ridgeline in the northem section of the site and a north-south trending central ridge in the south central portion of the site. The north-south trending central ridge is flanked by two large north-south trending drainages and associated tributaries forming the gently sloping hillside and valley terrain in the south central portion of the property. A large east-west trending drainage is located in the far southem portion of the site. Elevations on the site range from a high of approximately 465 feet mean sea level (msl) in the north central portion of the site to a low of approximately 125 feet msl within the major east-west drainage in the southem portion of the site. Natural drainage is presently accomplished through a network of minor ravines and ultimately through the east-west trending canyon in the southem portion of the site. Vegetation on the site ranges from remnant vegetable crops, native grasses, and weeds on the flat ridge tops, wide canyon bottoms and on the hillsides; and minor to thick chaparral and trees (mainly on the steep hillsides and the narrow canyon bottoms) in the central and southwestem portions of the site. Man-made features on the site include: 1) a single-family residence in the central portion of the site; 2) a guard shack at the northem site entrance; 3) two building foundations and several relatively small detention basins (associated with prior farming activities); 4) existing SDG&E, water and sewer line easements crossing the site in westem, central and southem portions of the site; 5) several dirt roads which cross the property, and 6) fences along the perimeter of the property. 1.3 Proposed Development Detailed site grading and development plans were not available as of the date of this report. However, we understand that the proposed site development will include 13 planning areas across the site for light industrial, commercial, and residentiai 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) constraction of El Fuerte Road from Palomar Airport Road to existing portion of the road south of the Bressi Ranch Property; and 3) improvements to El Camino Real along the northwestem side of the Bressi Ranch Property. In addition, the development will include relatively large open space areas, interior streets, underground utilities, and other associated improvements. 1.4 Supplemental Surface Investigation and Laboratory Testing Our supplemental subsurface investigation consisted of the excavation, logging and sampling of 8 large-diameter borings (utilizing a bucket-auger drill rig) and the excavation of 56 exploratory trenches (in addition to the previously excavated 7 small-diameter borings, 21 large-diameter borings and 30 exploratory trenches The borings and trenches were excavated to a maximum depth of approximately 116 and 15 feet, respectively. The large-diameter borings were entered by our 4 -3- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 geologist and down-hole logged. Logs of the borings and trenches are presented in Appendix B. The approximate locations of the borings are shown on the Geotechnical Map (Plate 1) and Cross- Sections A-A' through M-M' (Figures 2 through 14). Subsequent to the subsurface investigation, the borings and trenches were backfilled. Appropriate laboratory testing was performed on representative soil samples obtain during our preliminary and supplemental subsurface investigations. The laboratory tests included moisture/density determinations, Atterberg Limits (e.g. liquid limit and plastic limit), undisturbed and remolded direct shear, maximum dry density and expansion index tests. A discussion of the tests performed and a summary of the test results are presented in Appendix C. The density/moisture determmations of the undisturbed samples obtained from the borings are shown on the boring logs (Appendix B). 4 -4- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 2.0 GEOTECHNICAL CONDITIONS 2.1 Regional 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 Geology Fonnational materials of the Tertiary-aged Santiago Formation and surficial units consisting of landslide deposits, colluvium, alluvium, topsoil and artificial fill soils were encountered during our preliminary and supplemental investigations of the site. The areal distributions of the geologic units are presented on the Geotechnical Map (Plate 1). Our interpretation of the subsurface geologic conditions is also indicated on Geologic Cross Sections A-A' through M-M' (Figures 2 through 14). Each 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 structural support. The undocumented fill soils should be removed to competent formational material within the limits of the proposed grading. 4 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 2.2.3 Topsoil (Unmapped) The topsoil encountered during our field investigation mantles the majority of the site. The topsoil, as observed, consisted predominantly of a light-brown to brown, damp to moist, medium dense to stiff, sandy to silty clay and some clayey to silty sands. These soils were generally massive, porous, and contained scattered roots and organics. The unsuitable topsoil is estimated to be from 1 to 4 feet in thickness; however, localized areas of thicker accumulations of topsoil may be encountered during grading. 2.2.4 Alluvium/ Colluvium. Undifferentiated (Map Svmbol - Oal/Ocol) 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/colluvium on the geologic maps and cross-sections. As observed, these deposits typically consist of light orange-brown to brown sands, sandy clays and clayey sands that are porous and contain scattered organics. Both the alluvium and colluvium are considered potentially compressible in the present state. In general, the alluvium/colluvium is estimated to be 4 to 15 feet thick in the tributary canyons, however deeper accumulations may be present. The alluvium encountered in the proposed El Fuerte Road drainage and the main east-west rending canyon in the southern 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 - Ols) Several landslides have been identified within the subject property. The approximate limits ofthese landslides are shown on the Geotechnical Map (Plate 1) and the Remedial Grading Map (Plate 2). To aid in the discussion of the landslides, each landslide and/or landslide complex has been Numl)ered 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 summaty including a description of each numbered landslide/landslide and the preliminaty recommendations to mitigate the landslide is also presented on Table 1 (presented at the rear of the text). The landslide deposits inciude graben material (and associated colluvial soils), relatively undisturbed blocks of formational material and weathered formational material consisting of soils characteristic of the on-site bedrock units (i.e. silty sands and silty to sandy clays). Graben development at the head of the landslides appears to be moderate to relatively 4 •6- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 minor depending on the amount of movement of the landslide. The landslide material is generally moderately fractured and jouited at depth and highly weathered near the surface and at the toe of the landslides. The landslide basal rapture 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 rapture 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 stractural 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. Preliminaty recommendations for the stabilization of the landslides are presented in Section 4.2, on Table 1, and indicated on the Remedial Grading Map (Plate 2). With regard to the ancient landslides, site development appears feasible from a geotechnical standpoint. However, Landslides Numbers 5, 9, 9A, and 12, all of which, extend off-site (or outside the proposed limits of grading).may require off-site grading in order to mitigate the landslide. 2.2.6 Santiago Formation (Map Svmbol - Ts) The Tertiaty-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 vety dense, silty fine to medium grained sandstone. In previous reports this unit was classified and mapped as the Dehnar 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- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 2.3 Geologic Stracture The general stracture 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 rapture surfaces encountered in the borings generally trend parallel to the bedding. Jointing on-site is vety variable, but predominantly trends subparallel to the existing slopes. Jointing dips were found to be generally moderately to steeply dipping. Jointing was mainly encountered in the upper portion of the bedrock becoming less pronounced with depth. Randomly oriented shears were encountered mainly in the Santiago Formation claystone and siltstone. Numerous wide, difilise zones of shearing, as well as more well-defined zones, were encountered in the bedrock, and are thought to be the result of regional tectonic shearing of the relatively stiff and unyielding siltstone and claystone. 2.4 Faulting Our discussion of faults on the site is prefaced with a discussion of Califomia legislation and state policies conceming the classification and land-use criteria associated with faults. By definition of the Clalifomia Mining and Geology Board, an active fault is a fault that has had surface displacement within Holocene time (about the last 11,000 years). The State Geologist has defined a potentially active fault as any fault considered to have been active during Quatematy 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 by tiie Alquist-Priolo Act (Hart, 1997). San Diego, like the rest of southern Califomia, is seismically active as a result of being located near the active margin between the North American and Pacific tectonic plates. The principal source of seismic activity is movement along the northwest-trending regional fault zones such as the San Andreas, San Jacinto and Elsinore Faults Zones, as well as along less active faults such as the Rose Canyon Fault Zone. Our review of geologic literature pertaining to the site and general vicinity indicates that there are no known major or active faults on or in the immediate vicinity of the site (Weber, 1982, and Jennings, 1994). Evidence for faulting was not encountered during our field investigation. The nearest known active fault is the Rose Canyon Fauk Zone, which is considered a Type B Seismic Source based on the 1997 Uniform building Code (UBC), and is located approximately 7.0 miles (11.2 kilometers) west of the site. Because of the lack of known active faults on the site, the potential for surface rapture at the site is considered low. 4 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 2.5 Seismic Considerations The principal seismic considerations for most stractures in southem Califomia are surface rapturing of fault traces and damage caused by ground shaking or seismically induced ground settlement. The possibility of damage due to ground rapture at the site is considered low since active faults are not known to cross the site. Hazards from seiches and tsunamis are not present as the site is located away from the immediate coastal area and there are no large standing bodies of water in or near the site. The seismic hazard most likely to impact the site is ground-shaking resulting from an earthquake on one 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 Stractural Engineers Association of Califomia. 2.5.1 Liquefaction and Dynamic Settlement Liquefaction and dynamic settlement of soils can be caused by strong vibratoty motion due to eardiquakes. 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 vibratoty 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 mduced 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 m 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 Unifonn Building Code Seismic Parameters The site is located within Seismic Zone 4. The closest active fault 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 Fauk Zone, which is located approximately 23.5 miles (38 kilometers) east of the site. The soil profile type at the site, followmg 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. 4 -9- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 2.6 Ground Water Ground water was encountered in a number of the exploratoty borings and trenches excavated across the site. Random seepage zones were also encountered in some of the exploratoty borings and surface water was observed in the south flowing drainage on the west side oftiie site and in the large west flowing drainage (along proposed Poinsettia Lane) m the southernmost portion of tiie site. The approximate depths and elevations of the encountered ground water are depicted on the boring and trench logs (Appendbc B). The ground water table encountered in the main drainages is generally perched ground water within the alluvial soils. The ground water that was encountered in the main canyons of the site at the time of our preliminaty 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 tiie overlying topography, although with less relief Seasonal fluctuations of surface water and ground water should be expected. Subdrains are reconimended in the canyon removal areas and the buttress and stability fills as indicated in Appendbc 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 vaty at the time of constraction from those elevations encountered during our preliminaty and supplemental investigations. Since the elevations at which ground water was encountered were generally below anticipated fmish grade elevations, k is our opinion that ground water related problems should be minunal provided the recommendations presented in this report are incorporated into the design and constraction of the project. It is our recommendation, however, that periodic inspection be made by either our soil engineer or engineering geologist during the grading operations and/or constraction for the presence of ground water. Remedial measures, if any, can be recommended on a case-by-case basis during the grading and constraction operations. 2.7 Engineering Characteristics of On-site Soils Based on the results of our cunent geotechnical investigation, previous geotechnical investigations of the site (Appendix A), laboratoty testing of representative on-site soils, and our professional experience on adjacent sites with similar soils, the engineering characteristics of tiie on-site soils are discussed below. 2.7.1 Expansion Potential The expansion potential of the on-site soils ranges from vety low to vety high. The sandstone within the Santiago Fonnation and sandy surficial soils are anticipated to be in the vety 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 vety high expansion potential. Geotechnical observation and/or laboratoty testing upon completion of the graded pads are recommended to determine the actual expansion potential of fmish 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 tiie building pads. In addition, building pads 10-4 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 consisting of highly expansive soils may be overexcavated and replaced with fill soils having a lower expansion potential. 2.7.2 Soluble Sulfate Content Based on our professional experience on adjacent sites, the on-site soils should posses a negligible to moderate soluble sulfate content. However, some of the soils may possess a high sulfate content Laboratoty testing should be performed on the soils placed at or near flnish grade after completion of site grading. 2.7.3 Excavation Characteristics With the exception of localized cemented zones within the Santiago Fonnation, it is anticipated that the on-site sedimentaty and surficial soils may be excavated with conventional heavy-duty constraction equipment. Localized cemented zones may require heavy ripping. If a significant amount of oversize material (typically over 8 inches in maximum dimension) is generated, it should be placed to prevent possible settlement of the soil around the rocks, as recommended in Section 4.1 and Appendix D. 2.7.4 Earthwork Shrinkage and Bulking The volume change of excavated on-site materials upon recompaction as fill is expected to vaty with materials and location. Typically, the surficial soils and bedrock materials vaty significantly in natural and compacted density, and therefore, accurate earthwork shrinkage/bulking estimate cannot be determined. However, the foilowing factors (based on the results of our subsurface investigations, laboratoty testing, geotechnical analysis and professional experience on adjacent sites) are provided on Table 2 as guidelme 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 -4 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 2.8 Slope Stabilitv Our review of the 200-scale tentative tract map/grading plan (PDC, 2001b) indicates tiiat tiie 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. Witii regard to namral slopes, our geotechnical analysis mdicates the nataral 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 constraction of replacement/stability fills along the slope faces will be required. Slope stability analysis was also perfonned in areas underlain by landslides. Our analysis indicates that buttresses will be required m order to provide a mmimum factor-of-safety of 1.5 or greater for slopes or gradmg pads proposed in areas of landslides. The recommended preliminaty buttresses are presented on the Remedial Grading Map (Plate 2) and on the applicable Geologic Cross-Sections (Figures 2 through 14). It should be noted that additional analysis will be required after more detailed grading plans are developed. Specific preliminaty recommendations conceming the stability of the slopes are presented in Section 4.2. 2.9 Settlement of Deep Fills Settlement of deep compacted fill soils occurs in two manners. One is short-term (elastic) settlement due to the weight of the overlymg fill soils compressing the soil and driving the water out oftiie soil stmctare (consolidation). This typically occurs during or witiiin 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 tiie order of years after the fill soils are placed and is tiiggered by the additional wetting ofthe 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. Preliminaty recommendations are presented in Sections 4.1.6 and 4.4. 4 12- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 3.0 CONCLUSIONS Based on the results of our supplemental geotechnical investigation at the subject site and our review ofthe previous geotechnical reports applicable to the site (Appendix A), k 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 summaty of the geotechnical factors, which may effect development of the site. • Based on our subsurface exploration and review of pertinent geotechnical reports, the site is underlain by the Santiago Formation, landslide deposits, alluvium, colluvium, topsoil and documented and undocumented fill soils. • The undocumented fill, topsoil, colluvium, alluvium and weathered formational materials are considered unsuitable in their present state and will require removal and recompaction in areas of proposed development or futare fill. • Due to potentially instability concems and compressible nature, the landslide deposits within the limits of the planned grading are considered unsuitable for stmctaral support in their present condition and remedial measures (i.e. buttressing with fili and/or removals of the unstable and potentially compressible portions) will be required. Preliminaty recommendations for the stabilization of the landslides are presented in Section 4.2, on Table 1, and indicated on the Remedial Grading Map (Plate 2). • Siltstone and claystone soils of the Santiago Formation are highly to vety 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 raptare at the site is considered low. • The main seismic hazard that may affect the site is ground shaking from one of the active regional faults. • Evidence for fauking was not encountered during our field investigation. The nearest known active fauk is the Rose Canyon Fauk 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 ofthe site. Due to the clayey and/or relatively dense natare of the on-site soils, the potential for liquefaction and dynamic settlement of the site is considered unlikely, provided the recommendations for site grading (as indicated in Section 4.1 and Appendix D) are adhered to. However, relatively shallow groundwater and loose sandy soils are present in the main canyons and the potential for liquefaction of these in -13-4 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 considered moderate unless provisions to mitigate the potential liquefaction are not performed during site grading. The ground water table was encountered in the on-site alluvium/colluvium at depths from approximately 5 to 20 feet below the existing ground surface of the main drainages. In general, the ground water table within the main canyon along proposed Poinsettia Lane is anticipated to be on the order of 5 to 10 feet in depth while the north-south trending canyons on the west and east sides are on the order to 10 to 20 feet in depth. Localized seeps were also observed in a number of the large-diameter borings at various elevations with the formational material. However, ground water on the site is not anticipated to be a significant factor during site grading and subsequent development. If ground water seepage conditions are encountered during site development, recommendations to mitigate the conditions can be made on a case-by-case basis at that time. The expansion potential of the on-site soils ranges from vety low to vety high. The sandstone within the Santiago Formation and sandy surficial soils are anticipated to be in the vety 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 vety 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 sedimentaty and surficial soils may be excavated with conventional heavy-duty constraction equipment. Localized cemented zones may require heavy ripping. All oversized material should be placed in accordance with the recommendations presented in Section 4.0 and Appendix D to minimize settlement of the material around the oversized rocks. In general, when recompacted as fill soils, the surficial units (mcluding 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 ofthe Santiago Formation will require stabilization measures to mitigate potential surficial instability. A detailed discussion on slope stability is provided in Section 4.2. Potential settlement of relatively deep fills is anticipated to mainly occur during or within a few months following the completion of grading. However, areas of deep fill should be monitored to ensure that the majority of the settlement occurs prior to constraction of stractures and other settlement sensitive improvements. In addkion, 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. 4 -14- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 4.0 RECOMMENDATIONS 4.1 Earthwork We anticipate that earthwork during the mass grading operations at the site will consist of site preparation, removals of imsuitable soil, excavation of cut material, fill placement, and trench excavation and backfill. We recommend that earthwork on-site be performed in accordance with the following recommendations, the City of Carlsbad grading requirements, and the General Earthwork and Grading Speciflcations for Rough-Grading (GEGS) included in Appendix D. In case of conflict, the following recommendations shall supersede those included as part of Appendix D. 4.1.1 Site Preparation Prior to the grading of areas to receive stractural fill or engineered stractures, the areas should be cleared of surface obstractions, any existing debris, unsuitable material (such as desiccated documented fill soils, undocumented fill soils, topsoil, colluvium, alluvium, landslide deposits, and weathered formational materials) and stripped of vegetation. Vegetation and debris should be removed and properly disposed of off-site. Holes resultmg from the removal of buried obstractions that extend below finished site grades should be replaced with suitable compacted fill material. Areas to receive fill and/or other surface unprovements should be scarified to a minimum depth of 6 to 12 mches, brought to an above-optimum moistare 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 Unsukable Soils As discussed ui Sections 2.2 and 3.0, portions of the site are underiam 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, moistare conditioned or dried back (as needed) to obtain an above-optimum moistare content, and then recompacted prior to additional fill placement or surface improvements. The actaal depth and extent of the required removals should be determmed during grading operations by the geotechnical consultant; however, estimated removal depths are summarized below. 1) Existing Documented Fill The desiccated upper portion of the existing documented fills located in the eastem and southeastem portions of the site (associated with the grading of Camllo Ranch) should be removed to competent fill prior to placement of addkional fill. These materials can be utilized as fill materials provided they are moisture conditioned and free of deleterious materials. The estimated removal depths of the desiccated documented fills are anticipated to be on the order of 1 to 5 feet. However, deeper removals may be required along the edges of the fill where left-in-place unsuitable 4 15- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 soils may be present below the 1:1 (horizontal to vertical) removal edge extending from the existing toe-of-slope down undemeath the fill. 2) Existmg Undocumented Fill The existing undocumented fills should be completely removed prior to placement of addkional fill. These materials can be utilized as fill materials provided they are moistare conditioned and fi^ of deleterious materials. The estimated removal depths of the undocumented fill soils range from 1 to more than 25 feet in depth. All trash, constraction debris, and decomposable material should be removed and disposed of off-site. 3) Topsoil Areas to receive fill which are on slopes flatter than 5:1 (horizontal to vertical) and where normal benchmg 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 duruig grading. 4) Alluvium and Colluvium In cut and fill areas, colluvial and alluvial materials should be completely removed to competent material. Where the alluvium/colluvium is located above the water table, this will most likely entail complete removal of these materials to competent bedrock. In areas where a shallow water table prevents the removal of these materials using conventional earthmoving equipment, (i.e. scrapers), we recommend the remaining material be removed by top loading (wet removal) or be surcharged and drained with wick chams. At the present time, we recommend further mvestigation 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 actaal depth of stripping or overexcavation should be determined during grading based on field observations by the geotechnical consultant. However, prelunmaty recommendations relative to the removals of the landslides are presented on Table 1 for each of the mapped landslides on the site. Addkional and/or specific recommendations may be made during the grading plan review after the completion of more detailed grading plans are developed. 16-4 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 4.1.3 Excavations Excavations of the on-site sedimentaty 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 transitions, we recommend the entke cut portion of the transition building pads be overexcavated and replaced with properly compacted fill to mitigate the ttansition condition beneath the proposed stmctare. For transitions less steep than a 2:1 (horizontal to vertical), the overexcavation of the cut portion of the building pad should be a minknum of 4 feet below the planned finish grade elevation of the pad. For cut/fill transitions steeper than a 2:1 (horizontal to vertical) and for transitions beneath multi-unit and large commercial stractures, site specific overexcavation recommendations should be made after the fmal grading and development plans are completed. All overexcavations should extend laterally at least 10 feet beyond the building perimeter or footprmt. 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, ttash or debris, and rock fragments larger than 8 inches in maximum dimension. All fill soils should be brought to above-optimum moistare conditions and ^compacted m uniform lifts to at least 90 percent relative compaction based on the laboratoty maximum dty 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 Ul compacted thickness. Placement and compaction of fill should be performed in general accordance with the cmrent City of Carlsbad gradmg ordinances, sound constraction practices, and the General Earthwork and Grading Specifications of Rough-Grading presented ki Appendix D. 4.1.6 Settlement of Deep Fills Subsequent to removals of compressible soils, fills of up to approximately 70 to 80 feet ki thickness are planned on the site. Our experience and analysis indicates that potential settlement m these deep fill areas maybe on the order of 10 mches (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 graduig. We anticipate that post constraction settlement of onsite fills to be on the order of a maxunum of 3 inches. Release of building pad areas for constraction of stractares in fill areas deeper than 50 feet should be made based on the results of surface settlement monuments placed at the completion of gradmg. 4 17- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 Provisional information indicates the release of building pads for constmction in areas not underlain by saturated alluvium will be on the order of 3 months following grading. 4.1.7 Expansive Soils and Selective Grading The laboratoty test results and our professional experience with sunilar materials on sites in the vicmity mdicate that the on-site soils possess a vety low to vety 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 approxunate elevation of 270 to 300 feet msl across the site) or where these materiais are utilized as compacted fill withki 5 feet of fmish grade. As an altemative to the use of a post-tension foundation system on lots possessing a medium to vety high expansion potential, the building pads may be overexcavated a mkiknum of 5 feet below finish pad grade and replace with properly compacted fill possessing vety low to low expansion potential (i.e., the sandy soil of the Santiago Formation present ki the higher elevations ofthe site. Should this alternative be chosen, the overexcavation should extend across the entire lot and be graded such that water does not accumulate beneath the stractures (by providing a mkiknum 2 percent fall of the overexcavation bottom towards the stteet or existing fill). 4.2 Slope Stabilitv Review of the 200-scale tentative fract map/grading plans (PDC, 2001b), indicates that cut and fill slopes will be constracted to maximum heights on the order of 50 and 70 feet, respecfively. We understand that these finished slopes are planned at inclinations of 2:1 (horizontal to vertical) or flatter. Based on the results of our investigation and geologic interpretations, the proposed slopes were analyzed for gross stability utilizmg the STABL slope stability program and surficial stability using the infinite slope equation with steady-state seepage. The parameters utilized in our slope stability analysis are based on our laboratoty testmg, our experience with sunilar soil types, and our professional judgment. The parameters utilized in the slope stability analysis are presented on Table 3. A summary of our slope stability analyses is presented below. -18-4 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 Table 3 Slope Stability Soil Parameters Material Moist Unk Weight (pcf) Satarated Unk Weight (pcf) Friction Angle (degrees) Cohesion (psf) Artificial Fill Soils 125 130 25 200 Quatematy Alluvium 1 125 130 18 100 Landslide Material 125 130 18 100 Clay Seam/Ruptare Surface 120 125 8 100 Santiago Formation (sandstone) 130 135 30 300 Santiago Formation (claystone along bedding) 130 135 13.5 100 Santiago Formation (claystone across bedding) 130 135 30 300 4.2.1 Deep-Seated Stability 1) Fill Slopes The materials anticipated for use in fill slope grading will predominantly consist of sandy and silty to clayey soils of the Santiago Formation. Our analysis, assuming homogeneous slope conditions, indicates the anticipated fill slopes up to the maximum proposed heights of 70 feet will have a calculated factor of safety of 1.5 or greater with respect to potential, deep-seated failure. The proposed slopes should be 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 (horizontai to vertical) cut slopes up to a maximum height of approximately 50 feet indicates the deep-seated stability of the slopes, in general, are stable from a geotechnical standpoint provided adverse geologic conditions are not present. The results of our stability analysis mdicate that proposed cut slopes have a static factor of safety in excess of 1.5 for gross stability after remedial grading is performed (i.e. the constraction of butfresses) and our geotechnical recommendations are adhered to. -19-Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 However, cut slopes consisting of Santiago Formation claystones and siltstones may be surficially unstable and may require the constraction of stability or replacement fills on the slopes. Based on our subsurface exploration (Appendix B), we anticipate that the majority of the cut slopes below an approximate elevation of 270 to 300 feet msl will consist of Santiago Formation claystones and siltstones. The stability fill keys should be constracted a mmunum of 15 feet wide, at least 5 feet below the toe-of- slope grade, and have a minimum 2 percent mto-the-slope inclination. The approximate locations of the stability fill keys are presented on the Remedial Gradmg Map (Plate 2). A typical detail for stability fill constmction is provided in the attached General Earthwork and Gradmg Specifications (Appendix D). In addition. 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 butfress designs, where appropriate, to increase the overall slope static factor-of-safety to at least a 1.5. Where butfresses are reconimended, the prelimmaty dimensions are presented on the appropriate cross-section. A summaty of the landslides is presented on Table 1. Prior to constraction of the recommended butfresses presented herein, the provisional stability recommendations should be reviewed and additional butfress design analysis performed based on the actaal design grading plans. We recommend the geotechnical consultant document and geologically map all excavations includmg cut slopes durkig grading. The purpose of this mapping is to substantiate the geologic conditions assumed in our analyses. Addkional investigation and stability analysis may be requked if unanticipated or adverse conditions are encountered durkig 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 necessaty 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 materia! within 15 feet of the face of slope should be avoided. Overbuilding the slope faces a mkiknum of 5 feet and trimmmg them back or frequent back-rolling with sheepsfoot compactors (at 1-to 3-foot vertical intervals) and back-rollmg 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 temporaty backcut slopes that will be created durmg removal of unsuitable materials or constraction of the butfress and/or stabilization fills should have acceptable temporaty factors of safety during grading. However, since there is still a small risk of slope instability, the possibility of temporaty cut slopes failures may be reduced by: I) keeping the tkne between cuttkig and filling operations to a minknum; 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 butfress backcut near the toe of the landslide; and 4) cuttmg the temporaty slopes at slope inclinations no steeper than 1-1/2:1 (horizontal to vertical) in locations of adverse geologic condkions 4 -20- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 and 1:1 (horizontal to vertical) inclinations in other locations. In critical areas, we may recommend a confractor's representative observe the backcut for signs of instability durtng butfress constraction. Backcut safety is the responsibility of the confractor. It is of utmost importance to schedule the earthwork sequence such that the time between removal and recompaction is reduced to a muiunum. Full-tkne geologic inspection should be performed during backcut excavation, not only to confirm the geologic conditions but also to provide early wammg of incipient failure of the temporaty excavations and to allow in-constraction reaction to accommodate such failures and keep their occunence to a minimum. 4.2.2 Surficial Stability Surficial stability of the 2:1 (or flatter) fill and cut slopes were evaluated durmg our supplemental mvestigation. Our calculations mdicate a factor of safety ki excess of 1.5 for surficial stability under 4-foot steady state seepage. However, due to the presence of potentially adverse geologic conditions, we have recommended stability fills along the slopes exposing Santiago Formation claystones or siltstones as discussed in Section 4.2.1, Part 2. 4.3 Confrol of Ground Water and Surface Waters Based on our prelknkiaty and supplemental geotechnical investigations, k is our opinion that a permanent shallow ground water table does not cunently exist at the site. However, a perched ground water condkion is present within the alluvial soils in the main drainages of the property. The confrol of ground water in a hillside development is essential in order to reduce the potential for undeskable 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 stractares. No ponding 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 condkions can develop in areas where no such ground water conditions existed prior to site development, especially ki areas where a substantial mcrease in surface water infiltration results from landscape krigation. We recommend that an engineering geologist be present during grading operations to observe and record possible futare seepage areas and provide field recommendations for mitigation of futare potential seepage. 4 -21 - Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 4.3.1 Canyon Subdrains In order to help reduce the potential for ground water accumulation m the proposed fill areas, we recommend subdrains be mstalled 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 sulxkams 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 (Mirafi MON or equivalent). Where the subdram is placed on fill ui order to outlet the sulxlraui, the subdram should consist of solid PVC pipe. The subdrain should have a minimum fall of at least 1 percent. Specific subdram recommendations will be made upon our review of the final site gradmg plans. However, preliminaty canyon subdrain locations are presented on the Remedial Gradkig Map (Plate 2). Details for subdrain constraction are provided in the attached General Earthwork and Grading Specifications (Appendbc D). The actaal need and/or location of canyon subdrains should be based on the evaluation of the configuration of the canyon bottoms by the geotechnical consultant after the removal of compressible soils have been completed. A representative of the project civil engkieer should survey the installed subdrams for alignment and grade. Sufficient time should be allowed for the surveys prior to commencement of fill placement operations over the subdrain. The subdrain outiets should be installed to discharge water into positive drainage devices (e.g. storm drain boxes, nataral canyon bottoms, etc.). 4.3.2 Butfress and Stability Fill Subdrains Subdrains should be provided in the butfress and stability fills constracted on-site in order to minunize slope mstability. The subdrains should be placed along the heel of the buttress or stability fill key (across the entke length of the key) and along the backcut at approximately 30-foot vertical intervals. The subdrains should be placed and constracted in accordance with the recommendations presented in Appendix D. 4.3.3 Cut Slope Seepage Conditions Due to the anticipated presence of relatively permeable soils (i.e. Santiago Formation sandstone) underlain by relatively impermeable formational claystone or siltstones exposed in cut slopes on the site, groundwater seepage condkions are likely at these contacts. Slopes exposing these conditions (especially when the area at the top of the slope will be inigated and/or where stractares 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 mtercept the groundwater seepage. Recommendations to mitigate the seepage conditions include installmg 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- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 4.4 Settlement Monitoring We recommend that fills greater than 50 feet ki depth or where alluvium is left in place beneath tiie fill he monitored (by the placement of settlement monuments upon completion of rough-grading and periodic surveykig). The number of settlement monuments necessaty for monitoring and their placement locations should be determkied followmg a review of the site grading plans by the project geotechnical consultant. Constraction of settlement-sensitive stractures m these deep fill areas should be postponed until anticipated settlement is withm tolerable limits based on the analysis of the geotechnical consultant. 4.5 Surface Drainage and Lot Mamtenance Positive drarnage of surface water away from stractares is vety knportant. No water should be allowed to pond adjacent to buildmgs or the top of slopes. Positive drainage may be accomplished by providmg drainage away from buildings at a gradient of at least 2 percent for a distance of at least 5 feet, and further mamtamed by a swale of drainage path at a gradient of at least 1 percent. Where limited by 5-foot side yards, drarnage should be directed away from foundations for a minknum of 3 feet and into a collective swale or pipe system. Where necessaty, drarnage paths may be shortened by use of area drains and collector pipes. Eave gutters also help reduce water infilfration into the subgrade soils if the downspouts are properly connected to appropriate outlets. Property owners should be remkided of the responsibihties of hillside mamtenance practices (i.e., the maintenance of proper lot drainage; the undertaking of property improvements in accordance with sound engineering practices; and the proper maintenance of vegetation, including pradent lot and slope inigation). 4.6 Graded Slopes It is reconimended that all graded slopes within the development be planted with drought-tolerant ground cover vegetation as soon as practical to protect against erosion by reducing ranoff velocity. Deep-rooted vegetation should also be established to protect against surficial slumping. Oversteepening of existing slopes should be avoided during fme grading and constraction unless supported by appropriately designed retaining stractares. We recommend tenace drains on the slopes be designed by the civil engineer and be constracted in accordance with cunent City of Carlsbad specifications. Design of surface drainage provisions are withm the purview of the project civil engmeer. 4 -23- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 4.7 Plan Review and Constraction Observation The provisional recommendations contained in this report must be confirmed once the actaal grading plans are available. At that time, additional investigation and analysis maybe required. Constraction observation of all on-site excavations and field density testing of all compacted fill should be performed by a representative of this office. We recommend that a geologist map all excavations during grading for the presence of potentially adverse geologic condkions. All footing excavations should be reviewed by this office prior to placing steel or concrete. •24- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 5.0 LIMITATIONS The conclusions and recommendations in this report are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and tests. Such information is by necessity incomplete. The natare of many sites is such that differing geotechnical or geological condkions can occur within small distances and under vatying 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 tiie subsurface conditions during grading and constraction of the project, in order to confirm that our preliminaty findings are representative for the site. 4 -25- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Table 1 Geotechnical Summary of Existing Landslides 971009-005 Landslide Reference Number Location Geologic Conditions Conclusions and Recommendations 1 Eastem portion of PA-1 Landslide is a relatively large surficial slump. The landslide appears to have moved as a relatively incoherent mass of material. Failure was probably related to saturation conditions at the base of the weathered zone in the formational material (based on evidence of 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 buttress approximately 60 feet wide with a depth of at least 10 feet below the proposed toe-of-slope is recommended to remove the landslide and stabilize the slope. A subdrain system at the heel of die key and panel drains ui areas of observed and/or potential groimd water seepage zones should also be anticipated. 2 Southeastem portion of PA-2 (Cross-Section E-E') Landslide is essentially the same as Landslide No. 1 (i.e. a relatively large surficial slump). The landslide appears to have moved as a relatively incoherent mass of material. Failure was probably related to saturation conditions of the weathered zone based on evidence of ground water seepage zones observed in the area. The basal slip surfece was reportedly encountered in Exploratory Trench GT-42 at a depth of 8 feet below the ground surfece. Complete removal of the relatively large surficial slump to competent formational material within the limits of grading is recommended. The removal depth is estimated to be on the order of 10 to 15 feet. In addition, ft should be anticipated that the proposed fill slope near the bottom of the landslide will require a buttress approximately 40 feet wide wdth a depth of at least 15 feet below the proposed toe-of-slope. A subdrain system including possible panel drains in areas of observed and/or potential ground water seepage zones should be anticipated. 3 North central portion of OS-1 Landslide is a relatively large surficial slump. Landslide appears to have moved as a relatively incoherent mass of material. Failure was probably related to saturation conditions based on evidence of ground water seepage observed in the area. Thickness of landslide is unknown, but anticipated to be on the order of 10 to 15 feet. This landslide is outside the limits of the proposed grading; and therefore, no remedial grading is needed. However, we recommend that the fill slope key excavation for the proposed fill slope west of this landslide be geologically mapped to identify any evidence tiiat the landslide may encroach into die fill slope key. Table 1 Geotechnical Summarv of Existmg 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 fonnational material witiiin the limits of grading is recommended. The removal depth is estimated to be on the order of 10 to 20 feet. In addition, ft should be anticipated that the proposed fill slope above the landslide on the east side will require a fill slope/shear key approximately 15 feet wide with a depth ofat least 5 feet below the proposed toe-of-slope. 5 East side of OS-1 and West side of PA-10 Landslide is a relatively large surficial slump. Landslide appears to have moved as a relatively incoherent mass of material. Failure was probably related to saturation conditions based on evidence of ground water seepage observed in the area. Thickness of landslide is unknown, but anticipated to be on the order of 10 to 20 feet. Complete removal of the relatively large surficial slump to competent formational material is recommended since the landslide is completely within the limits of grading. The removal depth is estimated to be on the order of 10 to 20 feet. A subdrain system including possible panel drains in areas of observed and/or potential ground water seepage zones may be needed. 6 Southwest side of PA-6 and northwest side of PA- IO (Cross-Section D-D') Landslide complex is a relatively large and deep block- slide type landslide tltet 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 rupture surface at an approxunate elevation of 265 feet. Based on Borings LB-11 and LB-12, the upper approxunately 25 feet of the landslide mass was found to be potentially compressible and unsuitable for the support of fill or surfece inprovements. Remove the potentially compressible soil to competent landslide material in the upper portion of the landslide. The removal depth is estimated to be on the order of 20 to 25 feet The proposed in-filling of tiie canyon to the northwest with compacted fill will effectively butties the landslide complex. Table 1 Geotechnical Summarv of Existing Landslides (continued) 971009-005 Landslide Reference Number Location Geologic Conditions Conclusions and Recommendations 7 Northwestem portion of PA-11 (Cross-Section M-M') Landslide is assumed to be a moderately sized rotational type landslide. The landslide appears to have moved as a relatively coherent mass of material. Thickness of landslide is unknown, but anticipated to be on the order of20 to 35 feet tiiick. Construction of a buttress on the order of 50 feet wide with a deptii of approximately 30 feet is recommended along the proposed toe of the fill slope to completely remove the landslide. A subdrain system in the butfress is also recommended. 8 Western portion of PA-11 Landslide is a moderately sized surficial slump. Landslide appears to have moved as a relatively coherent mass of material. Thickness of landslide is unknown, but anticipated to be on the order of 10 to 20 feet. Complete removal of the relatively large surficial slump to competent formational material within the limits of grading is recommended. The removal depth is estimated to be on the order of 10 to 20 feet The proposed fill slope on the west side of the landslide will require a fill slope/shear key approximately 15 feet wide and 5 feet deep below die toe-of-slope. 9 Southem portion of PA-11 and partially of&ite to the south (Cross-Section L-L') Landslide complex is a relatively large and deep block- slide type landslide. The landslide likely failed along a clayseam or weak claystone bed at an elevation near the bottom of the adjacent drainage to the southeast The landslide is estimated to be up to approximately 60 feet deep. It is not known how deep or the relative extent of the graben area, which will be located beneath a proposed fill slope. A second proposed fill slope is located near the bottom of the landslide just north of the property Inie. Some type of buttress vdll be required to stabilize the landslide and provide an adequate fector of safety for the proposed fill slopes. The estiniated size of die buttress at the toe of the landslide is 100 feet wide and 15 feet deep at the toe. A stabilfty fill/shear key is also recommended below the upper fill slope. This key should be a mimmum of 15 feet wide and 10 feet deep below the proposed toe of slope. In addition, removal of the unsuitable and potentially compressible portion of the landslide is also recommended. The estimated deptii of these removals is on the order of 10 to 20 feet witiiin the lunits of the proposed eradmg. Addftional investigation and analvsis are recommended to better define the landslide geometrv and the buttress design. Table 1 Geotechnical Summarv of Existing Landslides (continued) 971009-005 Landslide Reference Number Location Geologic Conditions Conclusions and Recommendations 9A Southem portion of PA-11 and partially offsfte to the south (Cross-Section K-K') Landslide complex is a relatively small block-slide type landslide. Based on Geocon Boring GLB-15 located offeite, the landslide feiled along a clayseam wilhui the Santiago Formation claystone at a depth of approximately 13 feet below the ground surfece (at an approximate elevation of 237 feet). The landslide is estimated to be up to approximately 25 to 30 feet deep. A fill slope is proposed on the upper portion of the landslide. A proposed cut slope on the off-site property will be made through the front of the landslide. Construction of a buttress on the order of 60 feet wide with a depth of approxunately 25 feet (or through the landslide mpture surfece) is recommended along tiie proposed toe of the fill slope located north of the property Inie. In addition removal of tiie upper approximately 5 to 10 feet of the landslide mass to competent material is also recommended. A sulxlrain system in the buttress is also recommended. 10 Southeastem comer of PA-11 (Cross-Section I-I') Landslide is a relatively small block-slide type landslide. The landslide rupture surfece was encountered in Boring LB-27 at an approxunate depth of 16 feet below the ground surfece (at an approximate elevation of 220 feet). It J^pears that the landslide failed along a weak clay bed withfti the Santiago Formation claystone. The landslide is estimated to be up to approxknately 25 to 30 feet deep. A fill slope is proposed on the lower portion of the landslide north of the property line. Construction of a butfress on the order of 60 feet wide with a depth of approxknately 10 feet (or through the landslide rapture surfece) is recommended along tiie proposed toe of the fill slope located north of the property luie. In addition removal of the upper approximately 5 to 10 feet of the landslide mass to competent material is also recommended. A subdrain system in the buttress is also recommended. 11 Southem portion of PA-8 and southeastem comer of PA-11 (Cross-Section H-H') Landslide is sunilar 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 feiled 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 proposed fill slope is proposed on the lower portion of the landslide north of the property line. Constmction of a butfress on the order of 60 feet wide with a depth of approximately 10 feet (or through the landslide mpture surface) is recommended along the proposed toe of the fill slope located north of the property line. In addition removal of the upper ^proximately 5 to 10 feet of the landslide mass to competent material is also recommended. A subdrain system in tiie butfress is also recommended. Table 1 971009-005 Geotechnical Summarv of Existing Landslides (continued) Landslide Reference Number Location Geologic Conditions Conclusions and Recommendations 12 Southem portion of PA-8, southeastem portion of PA-11, and westem portion of PA-12 (Cross-Sections C-C' and G-G') Landslide is relatively large and extends partially off- site to the south. The landslide appears to have moved as a semi-competent block on a rapture surfece that is dippmg approxunately 5 degrees to flie southeast 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/colluvium. Based on the current proposed grades of PA-12, the fill on and ui front of the lower portion of tiie landslide effectively buttresses the landslide, and therefore, no butd^ss key is requked. However, the unsuitable and potentially compressible portion of the landslide should be removed to competent material. Removal depdis of tiie unsuitable material are estimated to be on die order of20 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 mto an open space area (OS-3). The landslide appears to have moved as a semi-competent block on a relatively flat rapture surfece. The landslide mpture 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 die landslide feiled along a weak clay bed within the Santiago Formation claystone just above a sandstone unit The landslide is estiniated to be approximately 35 to 80 feet thick Some type of butd:ess will be requked to stabiUze the landslide. However, based on tiie current proposed grades, unknown geometry of the upper portion of the landslide, and our understanding that gradnig cannot occur withfti the open space area dictetes that a buttiess cannot be designed witiiin the current parameters. An additional investigation and analvsis are recommended 13 Northwestem portion of PA-12 and the southem portion of OS-3 (Cross-Section F-F') Landslide is relatively large and extends partially mto an open space area (OS-3). The landslide appears to have moved as a semi-competent block on a relatively flat rapture surfece. The landslide mpture 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 die landslide feiled along a weak clay bed within the Santiago Formation claystone just above a sandstone unit The landslide is estiniated to be approximately 35 to 80 feet thick to better define the landslide geometrv and the buuress 13 Northwestem portion of PA-12 and the southem portion of OS-3 (Cross-Section F-F') Landslide is relatively large and extends partially mto an open space area (OS-3). The landslide appears to have moved as a semi-competent block on a relatively flat rapture surfece. The landslide mpture 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 die landslide feiled along a weak clay bed within the Santiago Formation claystone just above a sandstone unit The landslide is estiniated to be approximately 35 to 80 feet thick desien and/or design grades fti front of the landslide 13 Northwestem portion of PA-12 and the southem portion of OS-3 (Cross-Section F-F') Landslide is relatively large and extends partially mto an open space area (OS-3). The landslide appears to have moved as a semi-competent block on a relatively flat rapture surfece. The landslide mpture 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 die landslide feiled along a weak clay bed within the Santiago Formation claystone just above a sandstone unit The landslide is estiniated to be approximately 35 to 80 feet thick need to be raised fti order .stahilize the landslide. 14 Southem portion of PA-13 Landslide is a relatively small block-slide type landslide. The landslide rapture surfece is anticipated to be at the same ^proximate elevation as Landslide 15 (i.e. approximately 190 feet) withui a clayey siltstone bed of die Santiago Formation. The landslide is estimated to be up to approximately 25 to 30 feet deep. The lower end of the landslide is likely buried by recent alluvium/colluvium. Removal the potentially compressible soil to competent landslide material ui the upper portion of the landslide is reconimended. The removal deptii is estimated to be on the order of 10 to 15 feet The proposed fti-fillftig ofthe canyon to the west will effectively buttress tiie landslide. In addition, ft should be anticipated that the upper end of the landslide will need to be completely removed to competent formational material outside the proposed gradftig Iftnks fti order to stabilize the natural slope. A key approxknately 15 feet wide should be consttucted fti this area. As an altemative, a buildkig setback from tiie landslide may be provided. Tahle 1 Geotechnical Summaty 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 mpture surfece was encountered ui Boring LB-6 at an approxunate depth of 26 feet below the ground surfece (at an approxunate elevation of 190 feet). It j^pears that the landslide feiled along clayey siltstone bed cUrectiy below a cemented zone within the Santiago Formation. The landslide is estimated to be up to approximately 25 to 30 feet deep. The lower end of the landslide is likely buried by recent alluvium/colluvium. Removal the potentially compressible soil to competent landslide material fti 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 fti-fiUftig of the canyon to the west with compacted fill will effectively butiress the landslide. In addition, ft should be anticipated that the upper end of the landslide will need to be completely removed to competent fomiational material outside the proposed grading Iftnits in order to stebilize tiie natural slope above the proposed relatively flat buildftig pad. A key approximatefy 15 feet wide should be consbucted in this area. 16 Northem portion of PA-13 Landslide is a relatively small block-slide type landslide. The landslide rapture surface was encountered fti Boring LB-14 at an approxunate depth of 34 feet below the ground surfece (at an approximate elevation of200 feet) near the top of a claystone bed withui the Santiago Formation. The landslide is estimated to be up to approxunately 35 to 40 feet deep. The lower end of the landslide is likely buried by recent alluvium/colluvium. Removal the potentially compressible soil to competent landslide material fti the upper portion of the landslide is recommended. The removal depth is estimated to be on tiie order of 10 to 15 feet. The proposed ui-fiUftig of the canyon to the west with compacted fill will eflfectively buttiess 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. approxftnately 200 feet) within a clayey siltstone bed of the Santiago Fomiation. The landslide is estimated to be up to approximately 25 to 30 feet deep. The lower end of the landslide is likely buried by recent alluvium/colluvium. Removal the potentially compressible soil to competent landslide material fti 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-fillftig of the canyon to the west with compacted fill will effectively buttress the landslide. Table 1 Geotechnical Summarv of Existing Landslides (continued') 971009-005 Landslide Reference Number Location Geologic Conditions Conclusions and Recommendations 18 OS-3 and 0S-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 witbfti the Iftnits of grading is recommended. A building setback may be requft^d adjacent to the landslide (due to tiie unsteble landslide in the open space/natural slope above the building pad to the west). As an altemative, gradftig ui tiie open space may be perfonned to stebilize the upper portion of the landslide outside the Iftnits of gradftig. 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 surfece that is dippftig approxunately 10 to 12 degrees to the east. The landslide rapture surface was encountered fti Boring LB-20 at an approxunate depth of 18 feet below the ground surfece (at an approximate elevation of242 feet) withfti a weak claystone bed fti the Santiago Formation. The landslide is estimated to be up to approxunately 20 to 25 feet deep. The lower end of the landslide is likely buried by recent alluvium/colluvium. The proposed in-filling of the canyon to 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 landslide completely located fti an open space area. Since tiie landslide is completely withui an open space area, no remedial grading is requfted. 21aand21b OS-4 Landslide complex appears to be a relatively large block-slide type landslide completely located in an open space area. Since the landslide is completely within an open space area, no remedial grading is requfted. Table 1 Geotechnical Summary of Existing Landslides (contmued) 971009-005 Landslide Reference Number Location Geologic Conditions Conclusions and Recommendations 22 OS-4 Landslide complex appears to be a relatively large block-slide type landslide completely located fti an open space area. Since the landslide is completely within an open space area, no remedial grading is requked. 23 OS-2? Landslide is a small surficial slump. The landslide appears to have moved as a relatively fticoherent mass of material. The thickness of the slide is unknown but believed to be on the order of 5 to 15 feet thick. Complete removal of the small surficial slump to competent formational material sftice the landslide is completely within the limits of grading. The removal depth is estimated to be on the order of 5 to 15 feet 24 PA-3 Landslide is a small surficial slump fti saturated colluvium behftid an earthen embankment. Completely remove the small surficial slump along witii the colluvium. Extend the canyon subdrain throu^ this area. F 971009-005 APPENDIXA References Blake, Thomas F., 1996, EQFAULT, Version 2.2. -, 1998, FRISK SP. Eisenberg, L.L, 1985, Pleistocene Faults and Marine Tenaces, Northem San Diego County in Abbott, P.L., Editor, On the Manner of Deposkion 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 Litiiofacies and Geologic Histoty, Northem SanDiego County in Abbott, P.L., ed.. On the Manner of Deposition of the Eocene Sfrata in Northem San Diego County: San Diego Association of Geologists, Field Trip Guidebook, pp. 19-35. Geocon, Inc., 1982a, Soil and Geologic Reconnaissance, Bressi Ranch, San Diego County, California, File No. D-2714-T01, dated March 23,1982. , 1982b, Report of Phase I Geotechnical Stady, Bressi Ranch, Carlsbad, Califomia, File No. D- 2714-T02, dated June 4, 1982. — , 1992, Preliminaty Geotechnical Investigation, Rancho Canillo, Villages E, J, and K, Carlsbad, Califomia, Project No. 04787-12-04, dated December 30, 1992. , 1993, Geologic Investigation for Rancho Canillo Project - Major Roads, Carlsbad, Califomia, ProjectNo. 04787-12-01, dated Januaty 15, 1993. , 1996, Geologic Investigation, Rancho Carrillo - El Fuerte Detention Basin Embankment and Existing Bressi Dam, Carlsbad, Califomia, Project No. 04787-12-11, dated November 25, 1996. , 1998, Final Report of Testing and Observation Services During Site Grading, El Fuerte Detention Embankment, Rancho Canillo, Ccarlsbad, California, Project No. 05845-12-07, dated November 20, 1998. , 2000, Supplemental Soil and Geologic Investigation, Villages of La Costa - The Greens, Carisbad, Califomia, ProjectNo. 06403-12-01, dated March 24,2000. Hannan, D., 1975, Faulting in the Oceanside, Carlsbad and Vista Areas, Northem San Diego County, Califomia in Ross, A. and Dowlens, R.J., eds., Stadies on the Geology of Camp Pendleton and Westem San Diego County, Califomia: San Diego Association of Geologists, pp. 56- 59. Hart, E.W., 1997, Fault-Ruptare Hazard Zones in Califomia, Alquist-Priolo Special Stadies Zones Act of 1972 with Index to Special Stadies Zones Maps: Department of Conservation, Division of Mines and Geology, Special Publication 42. 971009-005 APPENDIXA (continued) Intemational Conference of Building Officials (ICBO), 1997, Uniform Building Code, Volume I - Adminisfrative, Fire- and Life-Safety, and Field Inspection Provisions, Volume II - Stmctaral Engineering Design Provisions, and Volume III - Material, Testing and Installation Provision, ICBO. Jennings, C.W., 1994, Fault Activity Map of Califomia and Adjacent Areas; Califomia Division of Mkies and Geology, Geologic Data Map 6, Scale 1:750,000. Leighton and Associates, Inc., 1992, City of Carlsbad, Geotechnical Hazards Analysis and Mapping Stady, 84 Sheets, dated November, 1992. , 1997, Preliminaty 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, Futare Poinsettia Lane, Bressi Ranch, Carisbad, California, ProjectNo. 4971009-002, dated March 26, 1998. , 2000a, Geotechnical Review of Conceptaal Grading Plans for the Wetland Restoration Area, Bressi Ranch, Carlsbad, Califomia, Project No. 4971009-005, dated Januaty 25,2000. , 2000a, Geotechnical Review of Land-Use Plans for Bressi Ranch, Carisbad, Califomia, Project No. 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, California, ProjectNo. 971009-005, dated August 25,2000. , 2001, Geotechnical Feasibility Stady, 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 Januaty 5,2001. , Undated, Unpublished In-House Geotechnical Data. Lindvall, S.C, and Rockwell, T.K., 1995, Holocene Activity of the Rose Canyon Fault Zone in San Diego, Califomia: Joumal of Geophysical Research, V. l00,No. B12,p. 24, 124-24,132. PDC, 2001 a, Cut/Fill Exhibk, 200 Scale, Bressi Ranch, Carlsbad, Califomia, dated Febraaty 14,2001. PDC, 2001b, Tentative Tract Map/Grading Plan, 200 Scale, Bressi Ranch, Carlsbad, Califomia, undated, received Februaty 16,2001. A-2 971009-005 APPENDIX A (continued) J Reichle, M.S., and Kahle, J.E., 1990, Planning Scenario for a Major Earthquake, San Diego-Tijuana Mefropolitan Area: Califomia Division of Mines and Geology, Special Publication 100, ' 180 p. I Rockwell, T.K., and Lindvall, S.C, 1990, Holocene Activity of the Rose Canyon Fauk in San Diego, ^ Califomia, Based on Trench Exposures and Tectonic Geomorphology; Geological Society of America, Absfracts with Programs. * , 1991, Minimum Holocene Slip Rate for the Rose Canyon Fault in San Diego, Califomia in EnvironmentalPerils, San Diego Region: San Diego Association of Geologists, p. 37-46. t Tan, S.S., and Kennedy, M.P., 1996, Geologic Maps of the Nortiiwestem Part of San Diego County, California: Califomia Division of Mines and Geology, DMG Open-File Report 96-02, 2 1 Plates. I Tan, S.S., and Giffen, D.G., 1995, Landslide Hazards in the Northem Port of the San Diego Metropolitan Area, San Diego County, Califomia, Landslide Hazard Identification Map No. 35, Division of Mines and Geology, Open-File Report No. 95-04. Treiman, J.A., 1993, The Rose Canyon Fault Zone, Southem Califomia: Califomia Division of Mines and Geology, Open-File Report 93-02,45 p. Seed, H.B., and Idriss, I.M., 1982, Ground Motions and Soil Liquefaction During Earthquakes, Monogram Series, Earthquake Engineering Research Institate, 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 Mkies and Geology, Funded by Federal Management Agency Cooperative Agreement EMF-83- K-0148. , 1993, The Rose Canyon Fault Zone, Southem California; Califomia Division of Mines and Geology, Open-File Report 93-2,45p. Weber, F.H., 1982, Recent Slope Failures, Ancient Landslides and Related Geology of the Northern-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 APPENDIX A (contmued) Ziony, J.L, and Yerkes, R.F., 1985, Evaluating Eartiiquake and Surface-FaukingPotential jn Ziony, ed., 1985, Evaluating Eartiiquake 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) 1 4/11/53 USDA AXN-8M 19-21 1 A-4 971009-005 Appendix B LB-22 through LB-29 Large-Diameter Borings From: Leighton and Associates, Current Investigation GEOTECHNICAL BORING LOG LB-22 Date 9-18-00 Lennar/Bressi Ranch Gallagher Drilling Project Drilling Co. Hole Diameter 30 in. Drive Weight Elevation Top of Hole 435 ft. Ref. or Datum Sheet 1 of 3 Project No. 971009-005 Type of Rig Bucket Auger 0-35 5.740#'s. 30-58, 4,300i»'s. 58-87 3,100iy's Drop J2_in. Mean Sea Level X 0) ao (O-l L ID Itl at TJ 3 a. e (0 V) CQ CM-(U u • a t. • I- cn Logged By _ Sampled By GEOTECHNICAL DESCRIPTION MDJ/RKW MDJ B;N35E SSE 10- Bihorizontal Brhorizontal 15- 20 — FR:N61E, 46S CS:N20E, 7NW 25- XB:N5W, 27NE I 2 I 4 Bulk-3 4 • 3 I I 111.6 9.5 121.4 8.0 115.2 15.3 118.6 11.6 SM SM CL SM CL SM CL SM TERTIARY SANTIAGO FORMATION (Tsa) @ 0': Silty SANDSTONE: orange-brown, damp, dense; fossiliferous @ 5": Silty fine SANDSTONE: orange-brown, damp, dense Dense layer at 5.5' @ 6": Silty CLAYSTONE: green, damp, dense @T: Silty SANDSTONE @ 8'-9': Cemented zone-concretionary layer: fossiliferous ® 9': 3-4" thick blocky claystone bed: very thin sand stringers within bed 11': SUty fme to medium SANDSTONE: orange-brown, damp, very dense; iron-oxide staining; fossiliferous 11.5': Concretionary layer; fossiliferous ' 13.5': Silty CLAYSTONE: green, damp, very stiff; blocky; abundant iron-oxide staining ' 18': Fractured and blocky CLAYSTONE ) 19.6': Remolded cUyseam 1/8" thick, slighfly plastic, platey; claystone on either side, becomes less blocky with depth I 20": Silty CLAYSTONE: green, damp to moist, very stiff @ 23": Concretionary layer I 25.5': Silty fine SANDSTONE: light gray-brown, damp, very dense, > 27.6': Erosional contact/cross-bedding 2SL 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-22 Date Project Drilling Co. Hole Diameter 9-18-00 Lennar/Bressi Ranch Gallagher Drilling Sheet 2 of 3 Project No. Type of Rig 971009-005 Bucltet Auger 30 in. Elevation Top of Hole 435 ft. Drive Weight Ref. or Datum 0-35 5,740#'s, 30-58. 4,300#'s, 58-87 3.100#'s Drop 12 in. Mean Sea Level JO 0) ao L. CD in 0) X) 3 O z a e 10 cn CQ 0) u a a Dl C Q o3 CO GEOTECIINICAL DESCRIPTION Logged By Sampled By MDJ/RKW MDJ SO- BS- 40 — B:N8SE, 6S 45- B:horizontal 50- 55-Hit *i *• s* I I 111.2 17.8 SM 111.6 17.7 SM-CL CL SM ML SM-SC SM SANTIAGO FORMATION (Continued) @ 30': Silty, very fine to fine SANDSTONE: gray-brown to orange-brown, damp; iron-oxide staining common @ 32*: Krotovina (remnant animal burrows) I 36': Abundant iron-staining, scattered Krotovina ) 39.5': Concretion ) 40': Silty, very fine SANDSTONE and clayey SILTSTONE: minor silty claystone beds, orange-brown to green, damp, very dense to hard ) 40.5': Silty CLAYSTONE: green, damp, dense; irregular contact J 43': Silty fine SANDSTONE: orange-brown, damp, dense > 47'-47.3': Concretionary layer ) 47.3": Clayey to fine sandy SILTSTONE I 49': Concretionary layer, irregular contact I SO': 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 ' 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 3 971009-005 Bucket Auger 30 in. Drive Weight Ref. or Datum 0-3S 5,740#'s, 30-58, 4,300#'s, 58-87 3,100#'s Drop 12 in. Mean Sea Level u JO 0) a o <o_i C- Ifl TJ 3 a E a 31 inj-\ 01 u a a 31 C a o o CJ o -tn CO GEOTECIINICAL DESCRIPTION Logged By _ Sampled By MDJ/RKW MDJ 60- B:N40W, 15S 65 — B: horizontal 70- SM SM/ML CL/ML SANTIAGO FORMATION (Continued) ©61 : SILTSTONE to CLAYSTONE: dark gray, damp, dense; calcium carbonate laminae common @ 62': Silty CLAYSTONE to clayey SILTSTONE: dark gray, damp to moist, very stiff to hard; horizontal and vertical calcium carbonate stringers, unoxidized I 13 112.0 14.0 SM ML > 68": Silty fine SANDSTONE: dark gray, damp to moist, dense, minor seepage encountered to 70' I 70': Very fine sandy SILTSTONE: dark gray, damp, hard; ttaces of clay, well indurated 75- Total Depth = 77 Feet (jeologically Logged to 71 Feet Minor seepage at 68 to 70 feet Backfilled: 9/22/00 SO- BS- 505A(11/77) LEIGHTON & ASSOCIATES GEOiECHNlCAL BORING LOG LB-23 9-18-00 Date Project DrillmgCo. 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. 4.300#'s, 58-87 3,100iy's Drop J2_ in. Mean Sea Level Q3 15- 20- U ao (O-I L. CD 10 JrriJ*. Vt 0> T3 3 B:horizontal B:horizontal CS:N44W, SNE C:generally horizontal T-T*T 25 — Brhorizontal FR:N15W, 42W 2SL a £ I I I [ 3/8" Vt/-.. 01 u a a Jl t. a 107.2 109.2 115.9 117.2 ^ o o 20.1 19.1 13.1 11.7 Logged By Sampled By SM SM ML CL PT SM ML SM GEOTECHNICAL DESCRIPTION MDJ/KBC MDJ TOPSOIL @ 0': Clayey silty SAND: gray-brown, damp to moist, medium dense TERTIARY SANTIAGO FORMATION (Tsa) @ 3': Irregular ttansitional contact to silty fine SANDSTONE: light gray, damp, medium dense; iron-oxide staining along fractures and bedding common I 6.8': Very fine sandy SILTSTONE: gray, damp, dense, orange and yellow staining along laminations common; weakly fissile 10': Becomes very dense @ 12.3': Paper thin, plastic (less flian 1/8") clayseam wittiin 2" ttiick finely laminated bed @ 12.5": Paper fliin black organic rich peat bed @ 12.8*: Contactto silty medium SANDSTONE: orange-brown, moist to wet; medium dense @ 13.5*: Silty medium SANDSTONE: orange-brown, damp, very dense; fossiliferous, (gastropod and mulloskshells); iron-oxide stained @ 15*: Silty fine to medium SANDSTONE: light gray, damp, very dense @ 18": Fine sandy SILTSTONE bed: light gray, moist, slightly plastic @ 18.5'-19.3*: Cemented zone, fossiliferous @ 19.3": Silty fine SANDSTONE: light gray and yellow orange-brown, damp vety dense; traces of clay, fossils common @20'-21.S': Cemented zone, fossiliferous @ 25*: Fossiliferous coarse sand bed: orange-brown; approximately 3" ttiick @ 25.5*: Steep fracture offsets fossiliferous bed by approxunately 8" @ 25.5*: Silty fine to medium SANDSTONE: light gray to yellow-gray, damp to moist, dense @ 27': Concretionary nodule 129.7': Minor seepage, red-brown, iron-oxide stained 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 DrilHng 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#'s Drop 12 in. Mean Sea Level r-l ^ .C 0) ao t. (9 Ul 0) TJ 3 O z a E tn a Vlr\ CM-OJ U Q a Jl t-Q O o -tn <n GEOTECHNICAL DESCRIPTION Logged By Sampled By MDJ/KBC MDJ 30- B:horizontal 35- FR:N15W, 45SW C:horizontal 40-I 6 I 10 y+ + + 45- J:N25W, 74N Bulk-7 50-Brhorizontal 55 — 109.3 121.7 19.7 ML SM SM/ML 12.9 ML SM-ML ML SM/ML SM SANTL\GO FORMATION (Continued) @ 30.5": Fine sandy SILTSTONE: orange and green, damp, very stiff; iron-oxidized stained ©31": Cemented zone @ 32'-33': Coarse SANDSTONE: orange-brown, wet, medium dense @ 32.5': Seepage encountered @ 33': Silty fine to medium SANDSTONE: light gray, damp, very dense > 35.5": Erosional contact, irregular contacts, iron-oxide stained ! 36.3': Fracture witti approximately 1' offset > 36.5': Moderate seepage ) 37*: Horizontal contact to silty fine to medium SANDS'TONE and interbedded fine sandy SILTSTONE: dark gray to blue-gray; very dense, unoxidized ) 39': Concretionary layer ) 40*: Black organic rich layer -1" tiiick witti underlying concretionary nodule ! 42': Cemented zone ) 43*: Silty vety fine SANDSTONE to sandy SILTSTONE: dark gray, damp, very dense, unoxided @47.S*: Clayey SILTSTONE bed 1 SO'-Sl": CUyey SILTSTONE bed; weakly plastic I 52': Silty fine SANDSTONE: gray, damp, very dense I S4.6'-58*: Fine sandy SILTSTONE bed: dark brown to dark gray, moist, very dense; organic-rich 1 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 Project Drilling Co. Hole Diameter 9-18-00 Lennar/Bressi Ranch Gallagher Drilling Sheet 3 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 S.740iy's. 30-58. 4.300^5. 58-87 i.mff's Mean Sea Level Drop 12 in. 03 £ 0) ao <a_i c (D Vt 0> TJ 3 OJ a ro (n tn/-\ CH-at u a a Jl C. a 1*- o 5« a GEOTECHNICAL DESCRIPTION Logged By Sampled By MDJ/KBC MDJ 60- 65- 70 — 7S- 80- 85 — SM SANTL\GO FORMATION (Continued) @ 60*: Silty fine SANDSTONE: dark gray, damp, very dense; interbedded peat stringers common, unoxidized Total Deptti = 80 Feet Geologically Logged to 76 Feet Seepage at 29.7 Feet, 32.5 Feet, and 36.5 Feet Backfilled: 9/20/00 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-24 9-20-00 Date Project ___ Drilling Co. Hole Diameter Elevation Top of Hole 356 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet Project No. Type of Rig 1 of 971009-005 Bucket Auger 30 in. Drive Weight Ref. or Datum 0-35 S,740iy's, 30-58. 4.300#'s. 58-87 3.100iy's Drop 12 in. Mean Sea Level Q3 Si 0) ao 16-1 c CD in 01 TJ 3 a E (D tn Jl v\^ CM-0) U a a Jl £-O oji> 3..- OJ sen .cn cn' GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/KBC MDJ B:generally horizontal 10 — 15 — 20- 25 — I I 2 • 6 I 3 • 4 I 4 I 5 108.4 115.9 111.7 115.2 15.6 12.2 16.6 14.9 SC SM TOPSOIL @ 0*: Clayey SAND: brown, damp to moist, loose; rootiets TERTL\RY SANTLAGO FORMATION (Tsa) @ 1.5*: (Weafliered) silty SANDSTONE: orange-brown, damp to moist, dense; slighfly fracttired, fractures infilled with brown silty SAND @ 4: Iron concretions common, sandstone becomes denser with depth @ 5': Silty fine SANDSTONE: light gray, damp, very dense; iron-oxidized staining common > 7*: Calcium carbonate layer, wavy irregular contact, 2-3" thick, moist, iron-oxidize, staining along bedding ) 7.3*: Discontinuous concretionary layer 10*: Silty fine SANDSTONE: light grayi damp, very dense; iron-oxide staining, slighfly micaceous 12': Calcium carbonate layer; ~1" thick IS": Silty fine SANDSTONE: light gray wifli orange-brown iron-oxide staining, damp, dense > 19.6*: Iron-oxide stained, concretionaiy nodule, sand becomes moist 120': SANDSTONE: laminated bedding visible; yellow-brown, inteibedded with gray sandstone I 22.3': Minor to moderate seepage encountered I 29': Moderate seepage at 29' I 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 Drilling Co. Hole Diameter 9-20-00 Lennar/Bressi Ranch Gallagher Drilling Sheet 2 Project No. Type of Rig of 2 971009-005 Bucket Auger 30 in. Elevation Top of Hole 356 ft. Drive Weight Ref. or Datum 0-35 5.740jy's. 30-58. 4.300)y's. 58-87 3,100^5 Drop J2_ in. Mean Sea Level a* Q5 BO- SS— 40- 45- 50- 55 — JC 0) ao c CD B:horizontal Vt 01 TJ 3 O z a E tn CQ 1 • 5/9" I Jl Vtr\ CH- OJ U a a Jl a 113.3 112.1 OJ-S lc o 16.0 15.8 sen -in cn' Logged By _ Sampled By SM ML SM GEOTECIINICAL DESCRIPTION MDJ/KBC MDJ SANTIAGO FORMATION (Continued) ) 34.5*-37*: Slighfly clayey SILTSTONE: gray-brown, damp to moist, hard; thinly laminati; yellow and orange-brown staining common ! 37*: Large concretionary nodule —12" in diameter ! 37': Silty fine SANDSTONE: gray-brown, damp to moist, very dense; yellow to orange-brown staining common @40.5*-4r: Concretionary nodules common I 47': Heavy seepage encountered Total Deptfi = SO Feet Geologically Logged to 46 Feet Seepage at 22.3 Feet, 29 Feet, and 47 Feet Backfllled: 9/20/00 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-25 Date Project Drilling Co. Hole Diameter 9-21-00 Lennar/Bressi Ranch Gallagher Drilling Sheet Project No. Type of Rig 1 of 971009-005 Bucket Auger 30 in. Elevation Top of Hole 282 ft. Drive Weight 0-35 S,740rs, 30-58. 4.300#'s. 58-87 3.lOO^'s Drop 12 in. Ref. or Datum Mean Sea Level ai^ JC 0) ao (O-l c CD Vl OJ TJ 3 O z a E (d tn to Jl Ul^ CH-OI O a a Jl L Q - O O o Se« o .en cn GEOTECIINICAL DESCRIPTION Logged By Sampled By MDJ/KBC MDJ 10 — . .T*.4.* B:N40E, 4W 15-+S2 B:generally horizontal 20 — 25- C:N54E, 6W CS:N40W, SSW I 2 I 3 Bulk-3 4 • 2 I I 108.0 115.9 117.4 121.5 16.1 8.8 8.5 9.3 ML SM CL TERTIARY SANTIAGO FORMATION (Tsa) @ 0': Very fine sandy clayey SILTSTONE: green-gray, damp, medium dense horizontal and vertical calcium stringers, iron-oxidized staining along bedding 1 4'-8': Steeply dipping fracWres/joints Steeply fractured ) 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 fracmre 13.5*: Grades into very fine SANDSTONE 14.5*: Silty very fine SANDSTONE: orange and gray-brown, damp, dense; calcium carbonate stringers common 15.7": Silty SANDS'TONE: gray, damp, dense; slightty friable @ 18.6*: Laminated bedding common, fractures/joints infilled with calcium caitionate common @ 20': SUty fine SANDSTONE: light gray, damp, very dense, orange and red iron-oxidized staining, calcium carbonate common @ 36*: Silty CLAYSTONE: green, damp, stiff @ 27.8': Plastic clayseam (less ttian 1/2" ttiick) 505A(11/77) LEIGHTON & ASSOCIATES I I GEOTECHNICAL BORING LOG LB-25 9-21-00 Date Project DrillmgCo. Hole Diameter Elevation Top of Hole 282 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 5.740iy's. 30-58. 4.300#'s. 58-87 3.100#'s Drop 12 in. Mean Sea Level ao- ss— 40- 45- 50- 55- £ 0) ao ffl_i (. CD ESS VI 01 TJ 3 Crhorizontal FR:N62E, 30NW C:N3W, 15NE O Z a E cn CO 1 I Bulk-8 at u a a Jl L a 112.3 107.0 3a. O 15.1 15.8 _en o; (0 ML SM ML SM CL GEOTECIINICAL DESCRIPTION Logged By Sampled By 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: Ught gray, damp, very dense @ 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 @ 41*: Dark gray, organic-rich bed (-1" fliick) @ 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 ) 49.5*: Seepage encountered I 51": Silty CLAYSTONE: gray-green, damp, hanl; moderately blocky sUty claystone I 56': Becomes very hard and less blocky 505A<11/77) LEIGHTON & ASSOCIATES I on ' 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-25 Date Project DrillmgCo. Hole Diameter 9-21-00 Lennar/Bressi Ranch Gallagher Drilling Sheet 2 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 5.740#'s. 30-58. 4.300iy's. 58-87 3.100#'s Mean Sea Level Drop 12 in. at 30- 35- 40 — 45 — 50- 55- u a o (D-J £. CD ESS -fz VI at TJ 3 C:horizontal FR:N62E, 30NW C:N3W, ISNE a E 01 tn CQ 7 • 6 I Bulk-8 <J»/-V CH-OI u a a Jl £. Q 112.3 107.0 a 15.1 15.8 > .cn tn ML SM ML SM CL GEOTECHNICAL DESCRIPTION Logged By _ Sampled By 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': SUty SANDSTONE: light gray, damp, very dense ) 39': Cemented zone, dark gray; fossiliferous I 39.6': Clayey sandy SILTSTONE: brown to orange-brown, damp, very dense; iron-oxide staining; irregular erosional contact below cemented zone 141': Dark gray, orgaruc-rich bed (~ 1" thick) I 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 I 49.5': Seepage encountered I 51': SUty CLAYSTONE: gray-green, damp, hard; moderately blocky sUty claystone I 56': Becomes very hard and less blocky 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-25 Date 9-21-00 Project Drilling Co. Hole Diameter Elevation Top of Hole 282 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet 3 Project No. Type of Rig of 3 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 Drop 12 in. Mean Sea Level u Z 0) ao tO-J c CD VI 01 TJ 3 O z a E m cn CQ Vt/-^ CH-OI U a a Jl L a |c ^ o o cn _cn tn' GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/KBC MDJ 60- 65 — 70- 75- 80- 85 — Total Deptti = 59 Feet Dowhole Logged to 56 Feet Seepage encountered at 49.5 Feet Backfilled: 9/21/00 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-26 9-21-00 Date . Project Drilling Co. Hole Diameter Elevation Top of Hole 242 ft. 1 Lennar/Bressi Ranch Gallagher Drilling Sheet Project No. Type of Rig of 3 971009-005 Bucket Auger 30 in. Drive Weight Ref. or Datum 0-35 5.740#'s. 30-58. 4,300iy's. 58-87 3.100;y's Drop _12_ in. Mean Sea Level _ -rTtr FR:N20E, 6N 10 — 15- 20- Ifl 01 TJ 3 FR:N28W, 25NE L— RS:E-W, 39N _ RS:N8SW, 34NE RS:N60W, I-3SE O z a E cn ^u- CQ I 1 I 2 I 2 I 3 I 3 I 2 I 4 I 2 Vt/-^ CH-OI U a a \^ Jl c o 121.3 115.5 110.4 114.4 O 10.7 14.1 15.1 15.8 Ifl , _en tn ML MUSC SC CL CL GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/RKW MDJ QUATERNARY LANDSLIDE DEPOSITS (Ols) @ 0': Clayey sandy SIL'TSTONE: green-gray, damp, medium dense; randomly oriented fractures 1 5': Clayey sUty SANDSTONE to clayey sandy SILTSTONE: green, damp, stiff I 6': Clayey silty medium SAND: yellow-brown, damp to moist, medium dense i 6.5*: Sandy CLAYSTONE: green, damp, medium stiff; very 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 ) 20*: Silty CLAYSTONE: green, damp, stiff; fracmred ! 20.9': Minor seepage ) 21*: Backshear: polished striated and grooved surface witti 1/16" remolded clay above polished surface @ 23.5": Backshear: polished and striated surface, no remolded clay along surface , @ 25.3": Rupmre surface: moderately plastic remolded clayseam 1/16" ttiick, \ blocky and fractured above, massive arid hard below TERTIARY SANTLVGO FORMATION (Tsa) @ 25.4*: SUty CLAYSTONE to clayey SILTSTONE: olive-grcen, moist, yery stiff to hard; massive, increasing density witti deptti, iron-oxide staining 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-26 Lennar/Bressi Ranch Date 9-21-00 Project Drilling Co. Hole Diameter 30 in. Drive Weight Elevation Top of Hole 242 ft. Ref or Datum Gallagher Drilling Sheet 2 Project No. Type of Rig of 3 971009-005 Bucket Auger 0-35 5,740#'s. 30-58. 4.300#'s. 58-87 3,lOOff's Drop 12 in. Mean Sea Level £71 e53 u Z 0) ao <o_i c CD Vt 01 TJ 3 a E (0 tn CQ ifl^ CH- OJ O a a Jl L a _cn tn' GEOTECHNICAL DESCRIPTION Logged By Sampled By MDJ/RKW MDJ 30- 35- 40 — B:N-S8-10W B:N45E, MSE 45-B:horizontal 50- 55- 1/6" 99.9 CL 14.4 SM CL/SM SM CL SANTLVGO FORMATION (Continued) i 32*: Silty CLAYSTONE: green, damp, hard; iron-oxidized stained; very minor seepage along fracwres @ 34*: Cemented zone @ 34.5*: SUty, very fine to fine SANDSTONE: gray-green, dense to very dense; unoxidized @ 36*: Becomes very dense I 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': SUty fine SANDSTONE: light brown, damp, very dense ) 44.5': Silty medium SANDSTONE: light brown to orange-brown, damp, vety dense ! 46.4'-47.5': Claystone rip-up clasts common > 49*: Irregular erosional contact to sUty fine SANDSTONE: light brown, damp, very dense I 56': Silty CLAYSTONE: dark gray-green, damp, very stiff, heavily fracwred, seepage along top of claystone I 57': Becomes hard OL 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-26 Date 9-21-00 Project Drilling Co. Hole Diameter Elevation Top of Hole 242 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet 3 Project No. Type of Rig of 971009-005 Bucket Auger 30 in. Drive Weight Ref. or Datum 0-35 5.740#'s, 30-58, 4,300#'s. 58-87 3,100#'s Mean Sea Level Drop 12 in. 01/" u !E o> ao <o_i L tD IA OJ TJ 3 a E Id tn CQ ifl^ CH-OI u a a Jl c a _en tn GEOTECHNICAL DESCRIPTION Logged By Sampled By MDJ/RKW MDJ 60- 65- 70 — 75- 80- 85- 3SL Total Deptti = 60 Feet Geologically Logged to 57.5 Feet Seepage encountered at 20.9 Feet, 32 Feet, and 56 Feet Standing water at 54 Feet on 9/25/00 Backfilled: 9/21/00 Feet 1 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNiCAL BORING LOG LB-27 Date Project DrillmgCo. Hole Diameter 9-22-00 Lennar/Bressi Ranch Gallagher Drilling Sheet Project No. Type of Rig 1 of 971009-005 Bucket Auger 30 in. Elevation Top of Hole 236 ft. Drive Weight Ref or Datum 0-35 5.740#'s. 30-58. 4.300iy's, 58-87 3.100#'s Mean Sea Level Drop 12 in. 03 £ 0) ao m-l c CD Ifl 01 TJ 3 O z a E tn CQ Jl ifl.^ CH-OI O a a Jl L a .V lc ^ o CJ ^tn CJ . _en cn" GEOTECHNICAL DESCRIPTION Logged By Sampled By MDJ/RKW MDJ I push 105.0 16.7 CL 10 — I push 99.1 21.2 CL 15- RS:N10-15W, 5 SW B:generally horizontal 20-— "ML- SM I 5/10" 122.4 13.0 CL FR:N73W, HNE 25- 2SL SM OUATERNARY LANDSLIDE DEPOSFTS (Ols) @0': Sandy CLAY: brown, damp, loose; calcium carbonate blebs common I I 2': SUty CLAY: light brown to gray-brown, damp, soft; mottled clay chunks wittiin sUty clay matrix; few sand-infilled fracwres I 3': Sandy CLAY: green, damp to moist, soft; fracWred 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': Rupmre surface: slighfly irregular, indistiinct plastic zone, no definite ' sutface, l/4"-l/16" ttiick, material below appears to be hard and ' slifhUy_blockY; materid aboye^weatherftdjiiid somewhat diswAed TERTIARY SANTLVGO FORMA'nON (Tsi) @ 16': Sandy SILTSTONE: pale olive-^ieen, moist, stiff to vety stiff, massive to slifhlly bloclqf, becomes less blocky witti depttu scattered iron-oxide staining @ 17.S*: SUty to clayey SANDSTONE: light gray, damp, very dense @ 20*: Siity clayey fine SANDSTONE: green, damp, vety dense @ 20.5*: SUty CLAYSTONE: green-gray, damp, hard, moderately ftacWred @20.5': Seepage encountered @ 22': Becomes blocky, with discontinuos short fracwres @ 22.5': Becomes massive and hard @ 23': Cemented zone ) 28': Silty fine SANDS'TONE: orange-brown, damp, dense to very dense 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-27 Date 9-22-00 Project Drilling Co. Hole Diameter Elevation Top of Hole 236 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet 2 Project No. Type of Rig of 971009-005 Bucket Auger 30 in. Drive Weight Ref. or Datum 0-35 5.740iy's, 30-58. 4.300#'s. 58-87 3.100#'s Mean Sea Level Drop 12 in. u Z 0) ao «_i c CD Ifl 01 TJ 3 O z a E (d cn CQ Jl ifl^ CH-OI O a a \-/ Jl s. o 3a_ > _en tn Logged By Sampled By GEOTECHNICAL DESCRIPTION MDJ/RKW MDJ 30-• 4/4" 123.6 11.1 SM 35- SANTIAGO FORMATION (Continued) @ 30*: SUty fine SANDSTONE: light brown to yellow-brown, damp to moist, very dense @ 30.5': Cemented zone Total Depfli = 36 Feet Minor seepage at 20.5 Feet (jeologically logged to 34 Feet BackfiUed: 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 Type of Rig Bucket Auger 30 in. _ Drive Weight Elevation Top of Hole 418 ft. Ref. or Datum 0-35 S.740<y's. 30-58. 4.300#'s. 58-87 3.lOOtf's Drop 12 in. Mean Sea Level o: u Sl 0) a o id_j c CO lfl 01 T3 3 a E n cn CQ Jl W1.-S CH-OI O Q a s./ Jl (. o aj5 - o o jCn o .en cn GEOTECIINICAL DESCRIPTION Logged By Sampled By MDJ/KBC MDJ v7. 5 — 10 — 15- B:horizontal XB:N45E, 30SE 20- + 4 25- I I 2SL 112.4 8.0 111.8 13.3 SM ML SM ' ML SM SM TER'rtARY SANTIAGO FORMATION (Tsa) @ 0*: SUty fine SANDSTONE: light gray, damp, dense; few calcium carbonate stringers ! 7*-8*: Well cemented concretionaiy nodule, orange @ 10': Silty fine SANDSTONE: light gray-brown, damp, very dense; micaceous > 12.8*-13.3': Very fine sandy SILTSTONE: gray, damp, dense; laminated I 15.3'-15.6*: Very fine sandy SILTSTONE: gray, damp, dense, laminated ' 16.2': Clay-lined cross bedding wifliin sUty fine SANDSTONE: 1/4" ttiick > 20": SUty fine SANDSTONE: orarige 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 9-26-00 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 418 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.740#'s, 30-58, 4,300#'s, 58-87 3.100^5 Drop 12 in. Mean Sea Level I BO- BS- 40- 45- 50 — 55- U lc 0) ao (d_i L. CD lfl 01 TJ 3 B:N30W, 20E C:E-W, 4S B:N60E, 38S O z a E <d cn CQ I Ifl-.-. CH-OI O a a Jl C D 115.0 111.0 .\* '- c " O o 12.3 7.7 Seo o .en o; tn Logged By _ Sampled By SM GEOTECHNICAL DESCRIPTION MDJ/KBC MDJ SANTLVGO 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 > 40': Silty fine lo medium SANDSTONE: light gray, damp, very dense I 48.5': Contact 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 9-26-00 Date Project ^ Drilling Co. Hole Diameter Elevation Top of Hole 418 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet 3 Project No. Type of Rig of 971009-005 Bucket Auger 30 in. Drive Weight Ref. or Datum 0-35 5.740#'s. 30-58. 4.300#'s. 58-87 3.100#'s Drop 12 in. Mean Sea Level o: u Z 0) ao (D-l c CD Ifl 01 TJ 3 a E (d cn CQ ifl^ CH-OI U a a Jl c Q oii> lc ^ o o sen o .cn tn' Logged By _ Sampled By GEOTECHNICAL DESCRIPTION MDJ/KBC MDJ 60- 65- kZ-: T 16 106.3 7.S SM C:generally horizontal 70- 80- 85- SANTIACK) FORMATION (Continued) @ 60.5*: Silty fine SANDS'TONE: light gray-brown, damp, very dense; variable thin bedding and cross-bedding common CL SM ) 68.2: 1/4" ttiick CLAYSTONE bed: brown, damp, stiff, irregular contact; discontinuous Total Depfli = 80 Feet Geologically Logged to 78 Feet No ground water encountered at time of driUing Backfilled: 9/26/00 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 _J_ 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, 4,300iy's, 58-87 3.lOO^'s Drop 12 in. Mean Sea Level lfl 01 T3 3 O z a E <d tn cofc a ifl/^ CH- OI o Q a \-/ Jl t. a - o CJ .en tn' GEOTECIINICAL DESCRIPTION Logged By Sampled By KBC KBC 15- 20— n 25 — — SC CL SM CL CL/SC CL ARTIFICLVL FILL UNDOCUMENTED (Afti) @0*-2': Drill pad TERTLVRY SANTLVCiO FORMA'nON (Tsa) @ 2'-5*: Fine sandy CLAYSTONE: olive-green, damp, hard: carbonate-lined fracwres common blocky; calcium I S'-S.8': Irregular contact to veiy fine SANDSTONE: off-white, damp, very dense; orange-brown staining common ! 5.8*-6.8': SUty fine to medium SANDSTONE: orange-brown, damp, dense; iron-oxide stained ! 6.8'-15.5': Silty fine to coarse SANDSTONE: light green wifli yellow and orange-brown staining, damp, dense; friable; few calcium carbonate-lined fracwres 14.5*: Becomes slighfly coarser grained IS*: Clayey intraclasts common 15.5": Gradational contact (over -1") to sandy CLAYSTONE: gray-green, damp, veiy hard; coarser sand at upper contact grading to fine to mednim sandy CLAYSTONE at approximately 16.5'; blocky; orange-brown staining common 18*: Grades to sandy CLAYSTONE/clayey SANDSTONE: olive-green, damp, haid/dense I 21.5": Grades to sandy CLAYSTONE: olive-green, damp, hanl; blocky; irregular shiny faces on blocks; minor manganese and orange-brown (iron-oxide) staining; few coarse sandy claystone zones @ 27': Gradational contact to fine to medium sandy CLAYSTONE: light gray-green, damp, hard; few red to orange-brown, manganese and iron-oxide stains 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-29 Date 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 971009-005 Bucket Auger 30 in. Drive Weight Ref. or Datum 0-35 5,740iy's. 30-58. 4.300<y's. 58-87 3.lOO^'s Drop 12 in. Mean Sea Level Q3 s. 0) a o (d_i L CD Ifl 01 TJ 3 O z a E (d tn CQ Vt/-^ CH-OJ O Q a Jl c Q 01 $5 3*. w . GO _en tn' GEOTECIINICAL DESCRIPTION Logged By Sampled By KBC KBC 30- 35- 40 — 45- 50- 55 — CL SC SM SW SANTLVGO FORMATION (Continued) @ 30*: Fine to medium sandy CLAYSTONE: light gray-green, damp, hard I 37': Becomes sandier I 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 ) 45': Gradational contact to clayey SANDSTONE: gray-green, damp, very dense ! 47': Grades to slightty clayey, sUty fine SANDSTONE; light gray, damp, veiy dense; yellow and orange-brown staining common (49": Grades to silty fine to medium SANDS'TONE: light brown, damp, dense; friable; yellow and orange-brown staining common ! 52': Concretionaiy nodule I 52.5': Becomes very dense I 55*-57*: Large concretionary nodule I S7'-6r: Grades to sUty 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 5.740iy's. 30-58, 4.300#'s. 58-87 3,100#'s Mean Sea Level Drop 12 in. Q3 o s: ut ao «0_J c tD Ifl 01 TJ 3 <E a E (d tn S8 cog a ifl^ CH-OI o a a Jl £. a 01 i> w g lc ^ o o u .en cn' GEOTECHNICAL DESCRIPTION Logged By _ San^iled By KBC KBC 60- C:N30E, 25E 65- 70- 75- 80- SW CL SANTIAGO FORMATION (Continued) ©61': Erosional contact to sandy CLAYSTONE: light gray-green, damp, hard to very hard; red-brown manganese? staining common CUSC )65': Becomes a sandy CLAYSTONE to clayey SANDS'TONEr light gray-green, damp, hard/very dense CL @ 74*: Grades to sandy CLAYSTONE: olive-green and rose-brown, damp to moist, hard: blocky and fracWred; shiny ped feces Total Depfli = 80 Feet Downhole logged to 77 feet No ground water encountered at time of drilling Backfilled: 9/27/00 85 — 3SL 505A(11/77) LEIGHTON & ASSOCIATES 971009-005 f ' I f '.I h Appendix B (continued) T-31 through T-87 Exploratory Trenches From: Leighton and Associates, Current Investigation 971009-005 Test Pk Number Description j OUATERNARY ALLUVIUM fOal) @ 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 SANTL\GO FORMATION (Tsa) f f (g 6'-6.5' (Weathered): Silty fine to medium sandstone: orange-brovra and light gray, moist, medium dense f f @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 t ' 1 @ 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 Description OUATERNARY ALLUVIUM (Oal) @ 0'-2': Clayey silty, fine to medium sand: brown, damp to moist, loose to medium dense; large pores common T-33 @ 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, dty, loose; fine to medium pores common, few large pores, rootlets common @ 2'-3.25': Sandy clay: dark brown, moist, stiff T-34 TERTLVRY SANTLAGO FORMATION fTsa) @ 3.25'-4': (Weathered) Silty fme to medium sandstone: light gray with orange-brown iron-oxide staining common, moist, medium dense; medium pores common @4'-5': Silty fine sandstone: light gray, damp, dense B-2 971009-005 Test Pit Number T-35 T-36 T-37 Description TOPSOIL @ 0-1.5': Silty fine sand: light brown to brown, dty, loose; fme 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-brovra iron-oxide staining common, moist, medium dense; medium pores common @ 3'-4': Silty fine sandstone: light gray, damp, dense TOPSOIL @ 0-1.5': Silty fme to medium sand: brown, damp, loose; few medium pores, rootlets common TERTIARY SANTL'i.GO FORMATION (Tsa) @ 1.5'-3': Silty fine sandstone: light gray, damp, dense ARTIFICIAL FILL-UNDOCUMENTED (Afu) @ 0'-3': Silty fine sand: light brown, damp, loose; vety large pores common; rt)otlets common; few cobbles OUATERNARY ALLUVIUM (Oal) @ 3'-4': Silty fine to medium sand: orange and gray-brown, wet, loose to medium dense TERTIARY SANTLAGO FORMATION (Tsa) @ 4'-5': Siltstone: light-red-brown to gray-brown, dty, dense; weakly fissile; yellow-brown, iron-oxide staining along bedding common B-3 971009-005 Test Pit Number Description T-38 ARTIFICIAL FILL - UNDOCUMENTED (Afu) T-38 @ 0'-3.5': Silty fme sand: light brown, damp, loose; vety large pores common; rootlets common; few cobbles TERTIARY SANTIAGO FORMATION (Tsa) T-38 3.5': Siltstone: light-red-brown to gray-brown, dty, dense; weakly fissile; yellow-brown iron oxide staining along bedding common T-39 OUATERNARY COLLUVIUM (Ocol) T-39 @ 0'-2': Silty, fine to medium sand: light brown, damp, loose; abundant large to vety large pores @ 2'-7': Sandy clay: dark brown, moist, stiff TERTIARY SANTIAGO FORMATION (Tsa) T-39 @ 7'-7.5': Clayey fine sandstone: iight gray-green, damp to moist, dense T-40 OUATERNARY COLLUVIUM (Ocol) @ 0'-6': Fine sandy clay: brown, wet, soft TERTIARY SANTLAGO FORMATION (Tsa) T-40 @ 6'-7': (Weathered) Fine sandy claystone: light gray-green, moist, vety stiff to hard (g 7'-8': Fine sandy claystone: light gray-green, damp to moist, very hard B-4 971009-005 Test Pk 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) fme sandy claystone: light greenish gray, moist to wet, vety stiff (g 7'-8': Fine sandy claystone: light greenish gray, damp to moist, hard T-42 TOPSOEL @ O'-l.5': Silty fine to medium sand: light reddish brown, damp, loose; abundant fme pores OUATERNARY TERRACE DEPOSITS (Ot) T-42 (g 1.5'-4': Silty, fine to medium sand: red-brown, damp to moist, dense; fine to large pores common TERTIARY SANTLAGO SANDSTONE (Tsa) T-42 @ 5'-7': Fine sandy claystone: greenish gray with orange- brown iron oxide staining, moist, stiff to vety stiff; cmmbly B-5 971009-005 Test Pit Number Description TOPSOIL @ 0'-2': Slightly clayey, silty fine sand: brown, damp, loose; fme to medium pores common T-43 TERTIARY SANTIAGO FORMATION (Tsa) @ 2'-2.5': (Weathered) Fine sandy siltstone: light-red-brown to light gray, moist, medium dense @ 2.5'-5': Fine sandy siltstone: light-red-brown to light gray, damp, dense @ 5'-5.5': Fossiliferous concretionaty 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 fme 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': Silty fine sand: brown, damp, loose, rootlets common, fme to medium pores common T-45 TERTIARY SANTIAGO SANDSTONE (Tsa) @ r-1.5': (Weathered) Silty fine sandstone: light gray-brown, damp, medium dense; blocky (g 1.5'-2': Silty fine sandstone: light gray-brown, damp, dense B-6 971009-005 Test Pit Number T-46 T-47 Description 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 ARTIFICIAL FILL - UNDOCUMENTED (Afii) @ 0'-3': Sandy clay to clayey sand: brown, damp, soft to loose; rootlets common; fme to medium pores common OUATERNARY COLLUVIUM (Ocol) (g 3'-7': Sandy clay: Brovra, moist, stiff TERTIARY SANTLAGO SANDSTONE (Tsa) @ 7'-8': (Weathered) Silty fine to medium sandstone: orange- brown, ipoist, medium dense (g 8'-9': (Weathered) Sandy claystone: light gray to greenish gray, moist to wet, stiff (g 9'-10': Sandy claystone: light gray to greenish gray, moist, hard @1 O'-ll': Silty sandstone: light gray, damp, dense B-7 971009-005 Test Pit Number Description TOPSOIL @ 0'-1.5': Silty fine sand: Brown, damp, loose; fine pores common T-48 @ 1.5'-4': Sandy clay: dark brown, moist, stiff TERTIARY SANTIAGO FORMATION (Tsa) @ 4'-4.5' (Weathered) Silty fme to medium sandstone: Light gray-brovra with orange-brown iron-oxide staining common, moist, medium dense r* @ 4.5'-5': Silty fine sandstone: light gray, damp to moist, dense i 'i OUATERNARY COLLUVIUM (Ocol) @ 0'-7': Sandy clay: dark brown, damp to moist, soft to stiff r T-49 TERTIARY SANTIAGO FORMATION (Tsa) t! » @ T-9': Silty fme sandstone: light gray with orange-brown iron-oxide staining, moist, dense 1 * T-50 OUATERNARY COLLUVIUM (Ocol) 0'-6.5': Silty clay: brown, damp to moist, soft to firm; rootlets in top 5' I, ' TERTIARY SANTIAGO FORMATION (Tsa) i i @ 6.5'-8.5': Silty clay: gray-green, damp, firm to stiff; weathered, blocky, fractured B-8 971009-005 Test Pit Number Description T-51 TOPSOIL @ O'-l.5': Silty fine sand: brown, moist, loose; porous TERTIARY SANTIAGO FORMATION (Tsa) @ 1.5'-3.5': (Weathered) Silty fme sandstone: gray-brown, damp, medium dense; iron oxide stained; 4" claystone bed at base 3.5'-4.5': Silty fine sandstone: light gray-brown, damp, dense; iron-oxidized staining T-52 OUATERNARY ALLUVIUM/COLLUVIUM (Oal/Ocol) T-52 @ 0'-9.5': Silty clayey sand: brown, moist, loose TERTIARY SANTLAGO FORMATION (Tsa) @ 9.5'-10.5': Silty medium sandstone: gray-green, damp, medium dense to dense; weathered, scattered gravel 10.5'-11.5': Silty medium sandstone: gray-green, damp, dense; blocky, scattered gravel T-53 OUATERNARY ALLUVIUM/COLLUVIUM (Oal/Ocol) T-53 (@ O'-l 5': Clayey silty sand: brovra, moist to damp, loose TERTLARY SANTLAGO FORMATION (Tsa) @15'-16' (Weathered) sandy claystone: green, damp, stiff @ 16'-16.5': Sandy claystone: green, damp, stiff B-9 971009-005 Test Pit Number Description 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 TERTLARY SANTLAGO FORMATION (Tsa) @ 2'-4.5': Silty claystone: green, damp, stiff; upper 2-3' weathered T-56 TOPSOIL @ 0'-2': Sandy clay: brown, moist, soft TERTLARY SANTLAGO FORMATION (Tsa) @ 2'-4' (Weathered) silty claystone: green to orange-brovra, damp to moist, stiff, fractared, porous @ 4'-5': Silty claystone, green, damp, stiff B-10 971009-005 Test Pit Number T-57 T-58 T-59 Description TOPSOIL @ 0'-0.75': 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 brovra, damp, dense; (@ 3.5': Refusal on fossiliferous concretionaty layer TOPSOIL @ 0-2.5': Silty sandy clay: brovra, 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 SANTIAGO FORMATION (Tsa) (g 1.5'-2.5': Claystone: green, damp, soft to medium stiff; fractured, iron-oxide stained bedding; weathered @ 2.5'-3.5': Claystone: green, damp, stiff; blocky B-11 971009-005 Test Pit Number T-60 Description OUATERNARY LANDSLIDE DEPOSITS (Ols?) @ 0'-9': Sandy clay: Red-brown to gray-brown, damp, medium stiff; calcium carbonate stringers, yellow-orange iron- oxidize staining TERTIARY SANTIAGO FORMATION (Tsa) (g 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 TERTIARY SANTIAGO FORMATION (Tsa) @ 13'-14': (Weathered) silty clayey, vety fine sandstone: gray-green, moist, dense @ 12': Ground water seepage encountered ARTIFICIAL FILL-UNDOCUMENTED (Afu) @ 0'-5': Sandy clay to clayey sand: brown, dty to moist, loose; broken pipe, branches and miscellaneous debris OUATERNARY ALLUVIUM/COLLUVIUM (Oal/Qcol) @ 5'-7': Silty clayey sand: brown, moist, medium dense TERTLVRY SANTIAGO FORMATION (Tsa) @ 7'-9': Sandy claystone: gray-green, moist, medium stiff (vety weathered), laminated @ 9'-9.5': Silty claystone: gray-green, damp to moist, stiff; iron-oxide staining B-12 971009-005 Test Pit Number T-63 T-64 T-65 Description ARTIFICIAL FILL-UNDOCUMENTED (Afu) @ 0'-4': Silty sand: brown, dty 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 TERTIARY SANTIAGO FORMATION (Tsa) @ 0'-2.5': Silty sandstone: light gray-brown, damp, medium dense; kon-oxide stained @ 2.5'-3.5': Silty sandstone: gray-brown, damp, dense TOPSOIL @ 0'-3.5': Sandy clay: brown, damp, loose TERTLARY SANTLAGO FORMATION (Tsa) @ 3.5'-4.5': Silty vety fme sandstone: gray-brown, damp, medium dense @ 4.5'-5': Silty vety fine sandstone: gray-brown, damp, dense B-13 971009-005 Test Pk Number Description TOPSOIL @ O'-l': Clayey sand: brown, damp, loose to medium dense T-66 TERTIARY SANTIAGO FORMATION (Tsa) @ r-3.5': Silty medium sandstone: orange-brown, damp, dense; iron-oxide staining OUATERNARY ALLUVIUM/COLLUVIUM (Oal/Ocol) @ 0'-6': Silty sandy clay: brown to dark brown, damp to moist, loose T-67 TERTIARY SANTLAGO FORMATION (Tsa) 6'-7': Silty fine sandstone: light brown, damp, dense; fossiliferous cemented zone at 7' OUATERNARY COLLUVIUM (Ocol) 0'-6': Clayey sand: dark brown, moist to wet, medium dense T-68 @ 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 Pit Number Description 1 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 TERTLARY SANTIAGO FORMATION (Tsa) @ 4'-5' (Weathered): Clayey sandstone: yellow-brown, with gray-green clasts, damp to moist, medium dense @ 5'-6': Clayey sandstone: yellow-brown with gray-green clasts, damp, dense B-15 971009-005 Test Pit Number Description T-71 OUATERNARY COLLUVIUM (Ocol) @ 0'-3.5': Sandy clay: dark brown, damp to moist, stiff TERTIARY SANTIAGO FORMATION (Tsa) @ 3.5'-6': Silty fine to medium sandstone: yellow to slightly greenish brown, damp, dense T-72 OUATERNARY COLLUVIUM (Ocol) 0'-7.5': Clayey sand: dark brown, damp to moist, stiff; abundant fine pores; calcium carbonate stains common @ 7.5'-18.5+': Slightly clayey fme 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 fme to coarse sandstone: light gray-green, moist, medium dense @ 7'-8.5': Silty fme to coarse sandstone: light gray-green, damp, dense B-16 971009-005 Test Pit Number T-74 T-75 T-76 Description 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 vety stiff; blocky @ 3'-5.5': Clayey sandstone: light gray-green, damp, hard; blocky OUATERNARY COLLUVIUM (Ocol) @ 0'-7': Sandy clay: greenish brown, moist, stiff; calcium carbonate blebs, common at 2'-3.5' TERTIARY SANTIAGO FORMATION (Tsa) @ 7'-10': (Weathered) Sandy claystone: light gray-green, orange-brown, mottles cximmon, moist, stiff to vety stiff @ 1 O'-l i.5': Sandy claystone: light gray-green and orange- brown, damp to moist, hard; blocky OUATERNARY COLLUVIUM (Ocol) @ 0'-5': Silty fine to medium sand: reddish brown, damp, loose to medium dense TERTIARY SANTIAGO FORMATION (Tsa) (@ 5'-14.5': Sandy, silty claystone: light gray-green to olive- green, damp to moist, vety stiff to hard; cmmbly to blocky; calcium carbonate stains common; orange-brown stringers common B-17 971009-005 Test Pit Number Description T-77 OUATERNARY COLLUVIUM (Ocol) Q'-2l.5+': SUghtly clayey sand: brown to light reddish brown, moist, medium dense T-78 OUATERNARY COLLUVIUM (Ocol) @ 0'-3': Silty fine to medium sand: brown, damp, loose; abundant fine to large pores TERTLARY 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) T-79 (g 0'-22'-l-: Silty clayey sand to sandy clay: brown to orange brovra; damp to moist, medium stiff T-80 OUATERNARY COLLUVIUM (Ocol) @ 0'-4.5': Silty clayey sand: brown, damp, loose TERTLARY SANTLAGO FORMATION (Tsa) T-80 @ 4.5'-6': (Weathered) Silty claystone: orange-brown to green, damp, medium stiff @ 6'-7': Silty claystone: green, damp, stiff B-18 971009-005 Test Pit Number Description T-81 TOPSOIL @0'-3': Sandy clay: brown, damp, loose TERTIARY SANTIAGO FORMATION (Tsa) @ 3'-4': Clayey vety fine sandstone: light orange-brown, damp, medium dense @4'-4.5': Clayey vety fme 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, vety dense T-83 ' ' «* • •• 'n !• • m-rn— rri- • T,I„ III»IIWIIII T T • • -i •, • • • TOPSOIL @ 0'-2': Silty sandy clay: brown, damp, soft TERTLARY SANTIAGO FORMATION (Tsa) 2'-3': (Weathered) Silty fme sandstone: orange-brown, damp, medium dense @ 3'-4': Silty fme 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 COLLUVRJM (Ocol) @ 0'-6': Clayey sand to sandy clay: brown, damp, loose TERTLARY SANTIAGO FORMATION (Tsa) @ 6'-7': Silty claystone: gray-green, damp, stiff; weathered from 6'-6.5' T-86 TOPSOIL r @ 0'-2.5': Silty clayey sand: brown, damp, loose to medium dense TERTLARY SANTIAGO FORMATION (Tsa) @ 2.5'-4': Silty fme to medium sandstone: orange-brown, damp to moist, dense; weathered fi'om 2.5'-3.5' T-87 TOPSOIL O'-l.5': Silty sand: brown, damp to dty, loose TERTIARY SANTIAGO FORMATION (Tsa) @ 1.5'-3.5': (Weathered) Silty fine sand, orange-brown, damp to dty, 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 Drilling Co. Hole Diameter Elevation Top of Hole 395 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 1 Project No. Type of Rig 30 in. Drive Weight Ref. or Datum 0-25'. 4,113#; 25-47'. 2,98U Mean Sea Level of 2 4971009-002 E-100 Bucket Auger Drop 30 in. £33 S Ul ao <d_i c ts IA 01 TJ 3 a E Id tn 3 Ifl^ CH-OI O a a Jl t. • 01-5 vt g lc ^ o u Sie« _en o3 tn GEOTECIINICAL DESCRIPTION Logged By Sampled By KBC KBC CL CL I push 94.7 27.3 10-2 • 2 107.8 19.3 C: horizontal 15- 20-8->A C: horizontal C: horizontal 25 — SM CL SM 2/4" 111.9 13.1 I 4 I 8 114.5 15.5 JL TOPSOIL @ 1'; Brown, damp to moist, stiff, fme sandy CLAY; sandstone fragments common, roottets and organic mateiial common TORREY SANDSTONE (Tt) @ 4*: Very irregular contact to olive-green, moist, hard, sUty CLAYS'TONE; atHindant fractures, orange-brown, iron-oxide stains common along fracwres, few interbedded sU^ saiidstone units, caibonate nodules, common thin yellow-brown, irregular mterbeds common approximately every 3 inches ' 10': Gradational contact to very light green to gray, moist, very dense, sUty fine SANDSTONE, orange-brown, iron-oxide stains common, few cariwiiatc nodules I 12': Approximately horizontal irregular contact to green, tnoist, dense sUty fine SANSTONE; approximately 2" of orange-brown sandstone at upper contact i 12.5': Horizontal gradational contact (approximately 4 inches) to light green and brown, stiff, moist, ClAYSTONE; fissUe, ttiin yellow irregular sUtstones beds approximately 2 inches apart '14': Gradational contact (approximately 4 inches) to light gray, very dense, sUty fine to medium SANDSTONE; micaceous ' 15'7": Approximately horizontal, irregular contact to brown to red-brown, moist, dense, sUfy, fine to coarse SANDSTONE; shell fragments common to abundant > 20*3": Light brown, damp, very dense, sUty fine to medium SANDSTONE; weUKremented, few shells } 21*: Brown, wet to sawrated, veiy dense, sflty fine to coarse SANDSTONE witti abundant sheU fragments ( 22': Orange-brown, sawrated, dense, sUty fine to medium SANDSTONE (2 inches diick), minor seepage ) 22.1': Horizontal sharp contact to light green, wet to saWrated, very dense, sUty fine to medium SANDSTONE; tfiin bedding conunon > 25': Light green, moist to wet, very dense, sUty, fme to medium SANDSTONE; micaceous 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-1 Date Project Drilling 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'. 2,9SU Mean Sea Level 4971009-002 E-100 Bucket Auger Drop 30 in. aiSi 03 30- 35- 40- 45- 50- 55- U ao id-i £. tD Ifl «l TJ 3 O z a E (0 tn to 1 Vt/-^ CH-OI u Q a Jl £. a 112.8 0l5 wg lc u 14.7 w . GCJ _cn oB tn SM GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC TORREY SANDSTONE (Continued) Total Deptti = 31' Seepage Encountered at 22' Backfilled on May 22, 1997 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-2 5-23-97 Date Project DrillmgCo. Hole Diameter Elevation Top of Hole 320 ft. Lennar/Bressi Ranch San Diego Drilling Sheet I Project No. Typie of Rig of 2 30 in. Drive Weight Ref. or Datum 0-25'. 4,113#; 25-47'. 2.981# 4971009-002 E-100 Bucket Auger Drop 30 in. Mean Sea Level Si 0) ao IOJ L CS Ifl 01 TJ 3 a E <d cn lfl.-. CH-OI U a a Jl <-a 01 wg w . !8e^ o^ _cn o3 cn GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC CL SM I 112.4 12.5 10-I 114.5 12.5 15- 20 — B: N80E, 9S C: N45W, 4SB 112.5 13.3 25- JL C: NlOW, SE C: horizontal ? TOPSOIL @ 0-1*: Red-brown, moist, stiff, fine to medium sandy CLAY; abundant roottets near surface •TORREY SANDSTONE (Tt) ©I'r Irregular contact to light gray, damp, dense, sUty fme SANDSTONE; tfiin red-brown, iron-oxide stained layers common near upper contact, fracwres common, diin yellow beds common (approximately every 3 to 4 inches) @ 6*: Gradational contact to off-white, damp, very dense, sUty very fine SANDSTONE; thin iron-oxide stained layers common every 3 to 4 inches @ 9'r Grades into sUly fme to medium SANDSTONE @ 20*: Grades to orange-brown color @ 21*: Light gray, moist, dense. sUty fine to medium SANDSTONE; ttiin (approxunately 1/4 inch), yeUow and gray-brown intetbeds cominon @ 22': Gradational contact to red-brown, moist, dense, sUty fine to medium SANDSTONE; few fliin gray sBty fine SANDSTONE interbeds @ 26.5': Irregular contact to brown, sawrated, loose, fine sandy SILT ia silty fine SANDSTONE; veiy tfiin (approximately I mUlimeter) tfiick organic rich layers abundant @ 27*: Sharp contact w ttiinly interbedded light gray and orange-brown moist, dense, sUty fine SANDSTONE @ 27.5': Shaip contact to light gray to brown, moist, very dense, sUty fine to medium SANDSTONE: abundant shell fragments 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-2 Date Project Drilling Co. Hole Diameter 5-23-97 Lennar/Bressi Ranch San Diego Drilling Sheet 2 Project No. Type of Rig 30 in. Elevation Top of Hole 320 ft. Drive Weight Ref. or Datum 0-25'. 4.113#; 25-47'. 2.981)? of 2 4971009-002 E-100 Bucket Auger Drop 30 in. Mean Sea Level 03 30- 35- 40 — 45- 50 — 55 — mi S 0) ao lO-l {. ts lfl 01 TJ 3 B: N20W, I2S C: N20E, SNW Bag-5 . J35*-37 O z a E <d cn 6^ at g a I 4 • 7 CH- OI u a a \^ Jl c Q 111.1 15.7 U jCn CJ .en tn' SM ML GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC ) 28.9*: Irregular sharp contact to inteibedded light gray, moist to wet, very dense, sUty fine SANDSTONE and ttiin beds of yellow and brown SIL'TS'TONE, seepage at contact ) 29*: Gradational contact to light gray, moist to sawrated, dense, silty fine SANDSTONE witti tfiin inlelieds of yeUow and rose-brown, sUty fine sandstone to sUtstone ) 30.5*: Gradational contact (approximately 2 inch) to thinly intertiedded rose-brownjVeUow and light gray, moist to sawrated, very dense, sUty fine SANDSTONE; seepage common ) 34.7*: Sharp contact to gray, damp, veiy dense, fine sandy SILTSTONE witfi inteibedded brown, fine sandy SILTSTONE in upper 1-1/2 feet I 37.5*: Ground water encountered Total Deptti = 39* Downhole Logged to 37-1/2* Ground Water Encountered at 37-1/2' Backfilled on May 23, 1997 S05A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-3 Date 5-23-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 395 ft. Lennar/Bressi Ranch San Diego Drilling 30 in. Sheet 1 Project No. Type of Rig of 4971009-002 Drive Weight Ref. or Datum E-100 Bucket Auger 0-25'. 4.113#; 25-47'. 2.981)?; 47-72'. 2.168iy Drop 30 in. Mean Sea Level 10 — 15 — 20- 25- 3IL u s 0> ao <d_j t. cs Ifl 01 TJ 3 C: N45W, 6N C: N65W, lO-lSN C: N45W, 7N C: N20W, ISN C: N65W, 14N C: N75E, 12B C: NSOW, SN O z a E Id cn to I push/1 Vtr\ CH-OI O a a 31 C Q 116.0 101.3 110.6 01 "5 wg lc u 5.1 22.7 18.6 Se^ GeJ _cn o3 tn CL SM CL SM CL SM GEOTECIINICAL DESCRIPTION Logged By Sampled By KBC/RKW KBC 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': Shaip sUghdy irregular conlact (1/2" of iron-oxide staining) to off-white, moist, dense, sU^ fine SANDSTONE; massive, few infilled near vertical fiacWres, infUled wifli gray-brown sandy CLAY, few calcium caibonate-lined fracwres (trend approximately noitheast; dipping steeply east) ® 3.5': Approximately 1" ttuck iron-oxide stained bed @4.6': Beds become more cemented @ 5.6": Erosional contact (irregular) to olive-green, slightty moist, haid, sUty CLAYSTONE, veiy blocky, numerous randomly-oriented fracwres, infilled with sUty SANDSTONE, iron-oxkle stains along fracwres ) 8.5': Scattered sandstone blebs, becomes less blocky, red iron-oxide staining common 10.4*: Becomes more clayey, moist, fissUe claystone to 11.5' 11.5': Becomes blocky again 14.6*: Sharp slighfly irregular contact to light gray-brown, motfled orange and yellow-brown, moist, dense, sflty fine SANDSTONE; few iron-oxide stained zones, slighfly fiiable, 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" tfiick) to orange-brown sflty fine SANDSTONE bed ) 19*: Claystone grades into, sflty, fine SANDSTONE (over approximately 3") ) 19.5*: Concretion ) 20.1': Sharp contact to 3/4 inch layer of orange-brown, sflty fine SANDSTONE bed J 23': Erosional contact to approximately 3/4" layer of orange-brown, sUty fine SANDSTONE ) 25.5'-26.3': Cemented zone; contact to olive-brown SANDSTONE, massive @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 Sheet 2 of _3 Project No. 4971009-002 San Diego DriUing 30 in. Drive Weight Elevation Top of Hole 395 ft. Ref. or Datum Type of Rig E-100 Bucket Auget 0-25'. 4.113)?; 25-47'. 2.981#; 47-72'. 2.168)? Drop 30 in. Mean Sea Level : • Depth (feet) Graph 1c Log Attitudes 1 Sample No. Per Foot Dry Density (pcf) Mo i sture Content (X) Soi1 Class. (U.S.C.S.) GEOTECIINICAL 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' ttiick); contact to fine to coarse SANDSTONE - 35 — • • . -ii • -@ 35.5'-36.r: Cemented zone T " 40 — ® 39.r-39.9': Cemented zone; scattered concretions below -@ 42.7'-43*: Cemented zone; irregular contact - 45 — 1'. SM @ 44.5': Grades to sUty fine to medium SANDSTONE -C: N20W, 5N ' 1 112.0 16.7 @ 45.8': Grades to light gray to light gray-brown, moist, dense, sUty fine SANDSTONE; iron-oxide stamed, micaceous Z^ XB: N25W, 8S 1 SW @ 47.9*: Shaip irregular contact to fine to coarse SANDSTONE *-; 50 — . - •; ? SM @ 49.7'r Sharp irregular contact to sUty, veiy fine SANDSTONE; minor seepage along contact - @ 52*-54*r Concretionary nodule i 55 — ' 1 27 112.2 18.2 i 1 @ 56*: Sandstone is weakly cemented @ 59.5': Sandstone is less cemented 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 3 Project No. Type of Rig of 4971009-002 30 in. Elevation Top of Hole 395 ft. Drive Weight Ref or Datum E-100 Bucket Auget 0-25'. 4.113)?; 25-47'. 2.981)?; 47-72'. 2.168)? Drop 30 in. Mean Sea Level a* t=tt 60- 65 — U .C 0) ao lO-J c. CO Ifl 01 TJ 3 a E Id tn CQ 25 Vt/-^ CH-OI o a a \^ Jl L a 114.0 01 .V wg lc ^ O CJ 16.3 Se" o .en tn' SM GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC/RKW KBC TORREY SANDSTONE (Continued) 70 — Total Deptti = 69' DowrUiole Logged to 65' Minor Seepage at 49.7' Backfilled on May 28. 1997 75- 80 — 85- 505A<11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-4 Date 5-28-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 380 ft. Lennar/Bressi Ranch San Diego Drilling 30 in. Sheet 1 Project No. Type of Rig Drive Weight Ref. or Datum 0-25'. 4.113#; 25-47'. 2.981)? Mean Sea Level of 3 4971009-002 E-100 Bucket Auger Drop 30 in. a3 S. 0) ao id_i L ts Ifl 01 TJ 3 O z a E Id tn ca CH-OI u a a Jl c a if wg 1^ ^ O o sen _en tn GEOTECIINICAL DESCRIPTION Logged By _ Sampled By KBC KBC 5 — B: NSSE, 9S F: N20E, 85SW B: N25W, 9NE 10 — CL CL 89.9 31.4 2 Ipush/l 107.5 19.1 15« C: horizontal C: horizontal 20 — SM I 3 I 3 112.0 16.7 C: -EW, 2S 25- B: N35W, lOSW B: N70E, ISS CL TOPSOIL @ 0-1.5': Brown, damp, stiff, fine sandy CLAY; roottets common TORREY SANDSTONE rTt) @ 1.5*: Venr irregular contact to light gray-green, damp, hard, fine sandy CLAYSTONE; thin discontinuous and irregular, orange-brown and yellow-brown, sUty fine SANDSTONE intetbeds, common approxinutely every 3", large caibonate-lincd fracwre, ttiin carbonate-lined beds common @ 3*: Becomes fissUe @4*-6': Becomes blocky )6*: Becomes slightty more sandy; fissUe )T: Becomes clayey again ' ir-l2': Large concretionary nodule; approximately 1/2" of red-brown iron-oxidation around perimeter; upper 3" of nodule is Stage TV calcium carbonate I 12-1/2': Gradational contact (approximately 5") to light gray-green, damp, very dense, sUty fine SANDSTONE; orange-brown, iron-oxide stained sUty fine sandstone, interbeds common ' 14.5': Sharp irregular contact to orange-brown, sUty, fine to medium SANDSTONE; few thin irregular, discontinuous gray interbeds i 16.7': Irregular gradational contact (^proximately 3") to light gray, damp, very dense, sttty veiy fine SANDSTONE; irregular, discontmuous thin orange-brown intetbeds 117.3*: Irregular contact to orange-brown, sUty fine SANDSTONE ' 17.8':. Grades (over approximately 4*).to light gray, damp, vciy dense, sUty fine SANDSTONE with few orange-brown, thin discontinuous sUty sandstone intertieds ) 22': Irregular contact to white concretion layers; upper 2 inches are red-brown, iron-oxidized sUty fine SANDSTONE ) 22.7*: Sharphorizontal contact to light green, damp, dense, sUty, vety fine SANDS'tX)NE; diin irregular, discontinuous yellow-brown and orange-brown iron-oxidized, interbeds common ) 24*: Grades to light gray ) 25.5*: Large concretionary nodule witfi abundant shells, orange-brown, iron-oxidation abundant ) 27*: Sharp contact to approximately 3" tfiick, light gray, damp, dense, silty CLAYSTONE bed ) 27.2*: Light gray, dark gray, and yeUow interbeds common S05A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-4 of 4971009-002 Date 5-28-97 Sheet 2 Project Lennar/Bressi Ranch Project No. Drilling Co. San Diego Drilling Type of Rig E-100 Bucket Auger Hole Diameter 30 in. Drive Weight 0-25'. 4.113)?; 25-47'. 2.981# Drop 30 in. Elevation Top of Hole 380 ft. Ref. or Datum Mean Sea Level 01/" x: 0) ao <d_i t. cs Ifl 01 TJ 3 O z a £ Id tn 3 o CQ Ifl^ CH-OI U Q a Jl (. a 01^5 3.1. lfl w , Se^ _cn o; cn GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC 30- 1 115.6 12.6 SM 35- 40-I 116.6 16.0 45- 50-C: horizontal B: N60W, ION 55 — B: N80E, 17N CL SM TORREY SANDSTONE (Continued) I 31.5'-33*: Orange to red-brown concretionaiy layer, irregular contact at top and bottom @ 37': Orange-brown, iron-oxide stained zone ! 46': Orange-brown, iron-oxidized layer approximately 5" thick, irregular contact at top and bottom M8.5': : Gradational contact io.light gray, damp, hard, sUty CLAYSTONE; .. fissile, thin yeUow-brown ani oruige-brown, iron-oxide stained intetbeds common ) 49.4': Sharp contact to white, weU-cemenCed concretionaiy layer to SO' deptti; sheU fragments common at base ) 50.2*: Irregular contact to light gray, sflty CLAYSTONE as above; ttiin calcite-lined l>eds common; discontinuous > 52.7': Grades into light ^ray-brown, damp, veiy dense, sflty fine SANDSTONE; massive, orange-brown, iron-oxide staining common )53.5': Orange-brown concretionaiy nodule ) 54': Gradational contact to light gray-brown, moist, very dense, silty fine SANDSTONE; abundant fliin yellow-brown and brown interbeds ) 57': Very thin discontinuous calcium carbonate stringers dipping approximately 70 degrees soufli 505A<11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-4 Date 5-28-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 380 ft. Lennar/Bressi Ranch 30 in. San Diego Drilling Drive Weight Ref. or Datum Sheet 3 Project No. Type of Rig of 0-25'. 4.113)?; 25-47'. 2.981# Mean Sea Level 4971009-002 E-100 Bucket Auger Drop 30 in. Q3 60- 65 — 70 — 75- 80 — s m ao id_i c ts 85 — 90- Ifl 01 TJ 3 B: N70E, 6N O z a E Id (n lfl..v CH- OI o Q a \y Jl C a 5+- Lt sen _tn tn' SM CL GEOTECIINICAL DESCRIPTION Logged By Sampled By KBC KBC TORREY SANDSTONE (Continued) ® 63.5*: Intertieds are slighdy less common and more irregular > 66': Orange-brown, iron-oxklized concretionary layer (approximately 3" thick) above dark gray-brown, damp, hard, sUty CLAYSTONE; Total Deptti = 69* DowrUiole Logged to 67.5* No Ground mter Encountered at Time of DrUling Backfilled on May 29, 1997 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. 1 of 4971009-002 San Diego Drilling 30 in. Elevation Top of Hole 315 ft. Drive Weight Ref. or Damm Type of Rig E-100 Bucket Au^er 0-25'. 4.113#; 25-47'. 2.981)?; 47-72'. 2.168)? Drnp 30 in. Mean Sea Level Q3 10- 15- 20 — 25- 3iL JZ ra ao 10 _i (. CO Ifl 01 TJ 3 C: N60E, 8S B: N15W, low C: N42W, 6S C: N30W, 5S a E Id tn wg CQ^ 1 Bag-2 @5*-9 I I Vt/-^ CH-OI U o a Jl c a 105.6 115.2 wg lc o o 20.1 11.2 117.4 12.2 a 3e« o .cn tn^ CL sc SM GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC TOPSOIL @ 0*: Brown, moist, very stiff, fine sandy CLAY; roottets common near surface JopsoU gradually becomes sandier TORREY SANDSTONE rTt) @ 2*: Light brown witti orange-brown motfles, moist, dense, clayev fme SANDSTONE @ 2.6*: Sharp contact to, off-white, damp, very dense, sflty fine SANDSTONE; animal Iwirows infUled with topsoU common in upper 6", thin orange-brown, iron oxidized sUty SAm)STONE interbe<h common @ 4": Sandstone gradually changes to a light gray-green color @ 6.3'-6.8': Thin (approximately 1") calcium cariionate layers @ 7.4": Material grades over approximately 4"to orange-brown, sUty fine to medium SANDSTONE @ 8.2': Few shell fragments @ 8.4': Off-white, weU-cemented SANDSTONE layer (calcium carbonate and sUica cement) shell fragments comnran @ 9.2': Irregular shaip contact to red-brown, moist, dense, sUty fine to medium SANDSTONE @ 9.5': Grades to light gray-green, damp, very dense, sflty fine SANDSTONE; thm orange-brown iron-oxidized wavy discontinuous layers conunon, few calcium caibonate nodules, iron-oxide staining decreases with depfli 17.4': Orange-brown iron-oxkle staining, gradually decreases, yeUow-brown thin wavy, irregular inteibeds common ) 23': White, wellxemented SANDSTONE concretion; dark red-brown iron-oxidation around perimeter @ 26.2': Sharp, irregular contact, to light gray, damp, very dense, sUty very fine SANDSTONE; wavy discontinuous, thm orange-brown, iron-oxidized layers common TORREY SAND.STONE (Continued) @ 29.7': Material grades to slightty coarser sUty, fme SANDSTONE 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-5 6-2-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 315 ft. Lennar/Bressi Ranch San Di^o Drilling Sheet Project No. of 2 4971009-002 30 in. Drive Weight Ref. or Datum Type of Rig E-IOO Bucket Auger 0-25'. 4.113)?; 25-47'. 2.981)?; 47-72'. 2.168# Drop 30 in. Mean Sea Level Olo. Q3 30- 35- 40- 45 — 50- 55 — s. m ao «_i L. CO Ifl 01 TJ 3 O z a E Id tn CO 1 Vt/^ CH-OI U o a J) c Q 109.5 112.6 7/2" 01 i> wg ^c ^ O o 13.9 14.7 W . Id cn _en o3 tn SM ML GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC ©34.1": Material grades into sUty very fine SANDSTONE @ 36*: Material grades to slightty coarser again @ 40": Off-white, weU-cemented SANDSTONE nodule @ 45.5': Grades into light brown, damp, very dense, sUty, fme SANDSTONE @ 46.5*: Possible perched ground water encountered @ 49'; Dark gray, diy, veiy dense, fme sandy SILTSTONE; fissUe \@ 50*: Practical reftisal Total Deptfi = 50*2" Downhole Logged to 46.5' Ground Water (Perched?) Encountered at 46-1/2' Backfilled on June 2, 1997 505A(11/77) LEIGHTON & ASSOCIATES 6-3-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 215 ft. GEOTECHNICAL BORING LOG LB-6 Lennar/Bressi Ranch 30 In. San Diego Drilling Drive Weight Ref or Datum Sheet Project No. Type of Rig 1 of 0-25'. 4.113)?; 25-47'. 2.981)? Mean Sea Level 4971009-002 E-100 Bucket Auger Drop 30 in. 03 o Z ra ao Id-I c to IO- IS— 20 — 25 — 30- Ifl 01 TJ 3 a E (d tn Fr N38E, 80SE Fn N40E, 72NW B: NSOW, 2NE Fr: N65E, 75-90N CQ Ifl/^ CH-OI O o a >./ Jl c a c' wg I 124.4 tt.7 a 3cn u .tn sc SM SC SM GEOTECHNICAL DESCRIPTION Logged By Sampled By RKW/KBC KBC LANDSLIDE DEPOSTTS (Ols) @ 0': Brown, moist, stiff, sandy CLAY/ clayey SAND, homogeneous, roodets common ! 6*: Gray-brown, moist, slightty clayey SAND to dense, fine SAND; contauis smaU blebs of light brown SAND > 9 r Grades to mottted light olive-green and light brown, moist, medium dense, clayey SAND; jumbled (graben material?) >9.5*r Calcium caibonate stringers conunon ! 10.6*-14.2*r Grades into light brown, damp, medium dense, sUty fine to medium SAND ' 14': Randomly-oriented fracwres, calcium caibonate lined ' 15': Density increases ' 15.6': Near horizontal fracwre > 17.5': Cemented concretions ) 17.9':. Veiy irregular undubtoiy contact to light orange-brown, moist, dense, flne to coarse SAND; massive, slighfly cemented, olive-green, veiy fine SILTSTONE lip-up clasts abundant, few granitic fragments ) 19.7": Vety inregular contact to light gray to light brown, moist, dense, sUty fine SAND, rip-up clast of fine to coarse sand common I 2r-2l.8': Light brown, sUty fine to coarse SAND 1 22.5": Grades (over approximately 5") to fine to medium SAND @ 25.5": Cemented zone 6" ttiick, minor seepage, fissile fme sandy SILT ,@ 26.1*: RupWre surface at base of cemented zone; no defmite surface, . in-filled tuncated on cemented zone DEL MAR FORMATION (Td) @ 26.1*: Material below cemented zone is moderately sheared and has a higher clay content ® 26.4': Sharp, irregular contact to olive-green, moist, very dense, sUty, very fine SANDSTONE; iron-oxide stained zones, manganese suining and iron-oxide stains along tectoruc shears 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-6 6-3-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 215 ft. Lennar/Bressi Ranch 30 in. San Diego Drilling Drive Weight Ref. or Datum Sheet 2 Project No. Type of Rig of 0-25'. 4.113)?; 25-47'. 2.981)? Mean Sea Level 4971009-002 E-100 Bucket Auger Drop 30 in. Depth (feet) Graph i c Log ut i tudes ample No. Blous Per Foot >y Density (pcf) lo1sture intent (Ji) >i 1 Class. J.S.C.S.) GEOTECHNICAL DESCRIPTION Logged By RKW/KBC tn I. a — o U tn Sampled By KBC 30 2 14 121.9 14.3 SM DEL MAR FORMA-nON rronrini.«il ? @ 32.5*: Well-cemented concretion, minor seepage 35 — @ 34.3': Gradational change to gray-to olive-gray, more friable SANDSTONE 40 — - 45 — Total Deptti = 42.5' Downhole Logged to 41.5' No Ground Water Encountered at Time of DriUing Hole BackfUled on June 3, 1997 50 — - 55 — - - 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-7 Date 6-4-97 Project Drilling Co. _ Hole Diameter Elevation Top of Hole 210 ft. Lennar/Bressi Ranch San Diego Drilling 30 in. Sheet Project No. Type of Rig 1 of Drive Weight Ref. or Datum 0-25'. 4.113)?; 25-47'. 2.981)? Mean Sea Level 4971009-002 E-100 Bucket Auger Drop 30 in. Depth (feet) Graph i c Log Ittitudes ample No. Blous =er Foot y Density (pcf) lo1sture intent Ci) >i 1 Class. J.S.C.S.) GEOTECHNICAL DESCRIPTION Logged By KBC SL. tn a — o o tn Sampled By KBC/RKW 0 — CL LANDSLIDE DEPOSITS (Ols) @ 0': Motfled light olive-green and light brown, damp to slighfly moist, stiff, sUty CLAY; massive, iron-oxide stained zones, moderately, sheared, rooflets in upper 12 inches - ~ — @ 2.8': Conuins scanered zones of light brown, slighdy, moist, dense, sUty, fine to medium SAND, tron-oxide suined, massive - 5 — — • _ ®4': Becomes blocky CLAY - SM @ 6': Becomes slighdy cemented @ 6.3': Gradational change to pale olive-green, slightty moist, dense, sUty fine SAND, massive, scattered iron-oxide blebs, slighfly micaceous - 10 — '-r C:N70E, 15NW CL @ 9*: Vety faint cross-bedding dipping to the north @ 10.3': Sharp, irregular conuct to olive-green, moist, stiff, sUty CLAY, blocky; iron-oxide suined zones - 15 — (}C:N40E, 12SE GC:N25E. 14SE 9 @ 13.1*: Sharp irregular conUct to clayey SAND (jumbled clay and sand mix?) @ 13.3': Light olive-green, moist, medium stiff. sUty CLAY; highly weafliered and punky; possible rapwre zone, material tielow is vety 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 fine- to medium-grained SAND @ 17*: Gradational change to olive-green sandy CLAY; blocky shiny . randomly-oriented shear surfaces 20 — @ 19*: Discontinuous sand layer (pale olive-green, moist, dense, fine to medium SAND) @ 20' to 22": Up to l" thick, near vertical sand infilled fracwre (desiccation crack?) - - —, • @ 23*: Gradational change to CLAY; becomes increasingly blocky and sheared, iron-oxide suining present along shiny shear surfaces, shears are discontinuous and randomly oriented 25 — — - - 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-7 Date 6-4-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 210 ft. Lennar/Bressi Ranch San Diego Drilling 30 in. Sheet 2 Project No. Type of Rig of Drive Weight Ref. or Datum 0-25'. 4.113)?; 25-47'. 2.981# Mean Sea Level 4971009-002 E-100 Bucket Auger Drop 30 in. SO- BS— 40- 45- 50 — 55- o i TO ao •d-i c CO Ifl 01 TJ 3 RS:N80E, 1-2NW O z a E Id tn to 1 10 Vt/-^ CH-OI U a a Jl c a 01 w g lc o u cn ;ci _c/) oa tn CL "CL" SM GEOTECIINICAL DESCRIPTION Logged By _ Sampled By KBC KBC/RKW LANDSLIDE DEPOSFTS (Continued) @ 31': Seepage on northeast side of boring _ @ 32*: Clay becomes jumbled and highly weathered . 32:4*; Rupwre surface - 1/16" or less, sharp, irregular, highly plastic soft ^^ clayseam DEL MAR FORMA'nON (Td) ~ @ 32.4': Pale oUve-green, moist, vety stiff, clayey SILTSTONE, massive. iron-oxkle staiiied zones @ 33.3': Gradatkmai change to gray olive-green, moist, hard, sUty. vety fine SANDSTONE; massive, micaceous @ 36': Increasmg iron-oxkle suined zones I 40*: Light brown, moist, dense, sUty fine SANDSTONE; massive Total Deptti = 41* (leologicaUy Logged to 38* Vety Minor Ground Water Seepage at 14 and 31 Feet Backfilled on June 4, 1997 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-8 Date 6-4-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 225 ft. Lennar/Bressi Ranch San Diego Drilling Sheet Project No. Type of Rig 1 of 30 in. Drive Weight Ref. or Datum 0-25'. 4.113#; 25-47'. 2.981)? Mean Sea Level 4971009-002 E-100 Bucket Au^er Drop 30 in. £+- CtZ 15 — 20- 25 — JC TO ao id_i L to Vt at TJ 3 S:N60E, 26SW S:N80W. 35S C:N65W. 7SE CrNBSW. 20NE CrhorizonUl a E Id tn §g I ifl^ CH-OI O a a Jl L Q 01 i> W g ? ? w . -tn tn' CL SM CL SM SP SM SM SW GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC/RKW KBC LANDSLIDE DEPOSFTS (Ols) 1* Brown, damp, stiff, fine sandy CLAY; organic matter common, 1/8" diameter calcium caibonate blebs common, laige and medium pores common @ 1.7'r Vety irregular conuct to light green, moist, dense, clayey. sUty fine SAND; abundantrandom gypsum-lined fracwres, mst colored manganese suins common ® 3.5': Gypsum liecomes ctystalline along 1/4* fracwres ® 4': Grades into fine sandy CLAY;, blocky, rast colored manganese stains common ) 7': Irregular gypsum-line 1/4" fracwres; generally dipping 35 degrees southwest ! 9': Irregular, irregular, polished and striated shears ) 10': Irregular, irregular, polished and striated shears ! 10.5'r Gradational conUct to sUty vety fine SAND; ttiin iron-oxkle sUined stringers common ! 12*r Gradational conUct (over approximately 2") to light gray-brown. moist, vety dense, fine to coarse SAND; finer and coarser beds common, upper 3" orange-brown iron-oxide stained, 1/4" gypsum lilting along contact I > I4.5*r Sharp conuct to light orange-brown to light brown, moist, dense, medium to vety coarse SAND; fine-gravel common ) 14.8': Sharp conuct to wet, fine to coaise SAND > 17.3*: Sharp waxy conUct.tolight green, damp, vety dense, sflty, vety fine SAND; blocky, seepage along conuct. orange-brown iron-oxide stains common ) 23": Grades to light brown, moist, silty, fine to medium SAND; iron-oxide suins common > 24*; White, well-cemented concretion > 24.5': Sand becomes wet > 25.5': Sand becomes damp to slightty moist > 27': Gradational contact (approximately 2") to light brown, wet, dense, fine to medium SAND; moisWre increases witti depth } 29': Grades to light brown, wet, dense, fine to coarse SAND 505A(11/77) LEIGHTON & ASSOCIATES Date Project Drilling Co. _ Hole Diameter 6-4-97 GEOTECHNICAL BORING LOG LB-8 Lennar/Bressi Ranch San Diego Drilling 30 in. Elevation Top of Hole 225 ft. Drive Weight Ref. or Datum Sheet 2 Project No. Type of Rig of 0-25'. 4.113)?; 25-47'. 2.981)? Mean Sea Level 4971009-002 E-100 Bucket Auger Drop 30 in. 01 BO- SS- 40- 45 — u s. ra ao ia_i L. CO Ifl 01 TJ 3 S:N25E, 38SE S:N45E, 38SW RS?:N80W. 32S a E Id <n Bag-2 ; I 10 Ifl^ CH-OI u a a \. Jl L a w£ w . _cn o3 tn CL CL- GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC/RKW KBC LANDSLIDE DEPOSFTS (Continued) @ 29.6*: Base of sand is a 2" ttiick layer of black coarse SAND, followed by a 1-1/2" layer of orange-brown vety dense, sUty, vety fine sand @ 29.8': Sharp contact to light gray-green, tectonically-sheared CLAY approximately 1' ttuck @ 29.9 : Light green, damp, hard, fine sandy CLAY; blocky. iron-oxkle suining common along randomly oriented shears @ 30': Zone of high angle shears to 44.5' @ 35': Color gradually changes to medium gray-green > 45': PossUile rapwre surface/backscaip continuous around boring thin (approximately 1/16") plastk; CLAY, vety sheared above, less sheared below DEL MAR FORMATION (Td) @ 45.2': Cray- olivcrgreen, moist, stiff, sflty CLAYSTONE; massive, slighdy sheared, slightly unoxklized 50- Total Depdi = 48' GeologiaUly Logged to 46' Ground Water Seepage at 16.5', at Time of Drilling BackfiUed on June 5, 1997 27.4*. and 29.8' 55- 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 Project No. Type of Rig 1 of 30 in. Drive Weight Ref. or Datum 0-25'. 4.113)?; 25-47'. 2.981)? Mean Sea Level 4971009-002 E-100 Bucket Auger Drop 30 in. Q3 X TO ao Id-I c CO IA 01 TJ 3 a E Id tn CQ ifl^ CH-OI o a a Jl C Q sen o3 tn GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC CS:N60E. IOS Bag-1 10- CL SM I 2 I 7 15-B:N70W, lis C:N50W, 5N C:N22E, 21NW XB:N80E, 19S S:EW. BOS I SM SW CL CS:N42E, 25NW LANDSLIDE DEPOSrrS(Ols) ® 1': Dark brown, damp, stiff, fine sandy CLAY; medium pores common, organic material common, few calcium caitionate blebs ® 1-1/2': Very irregular conuct w light green, damp, dense, sflty vety fine SAND; infilled fracwres common idong upper conUct, few orange-brown iron-oxide suins, few manganese blebs @ 5.2': A thin (1/2") clayseam composed of vety light green tectonized CLAY; thin layer of orange-brown, iron-oxide suining at top and bottom followed by a thin layer of manganese staining at top and bottom conUcts ® 5.25': Below clayseam light gray-green, sUty vety fine SAND; few iron-oxide suined blebs @ 6': Grades to light brown, moist, dense, sUty fme to medium SAND; few orange-brown, iron-oxide blebs ) 13.5' to 14': Zone of orange-brown, iron-oxide suining r ) 14.8': A coarse SAND and gravel soinger ) IS': Sharp slightty wavy conuct to light brown, moist to wet. dense, fine to coarse SAND; upper 3" are suined orange-brown by iron-oxide, cradely bedded ) 16*-. Shaip irregular conuct to light gray, moist, dense, sflty fine to medium SAND ) 17'.- Shaip iron-oxkle suined conUct to light yeUow-brown, moist, dense, fine to coarse SAND; flame stracwre at conuct, fine gravel cominon > 18.5': Area of abundant gravel size fine SANDSTONE clasts ) 19': A 1-foot zone of cross-bedding; .wet to sawrated with minor seepage at base ) 20*: Wavy approximately horizontal conuct to light green, damp, hard fine sandy CLAY; heavUy randomly sheared, iron-oxkle and minor manganese sUins on shear surfaces, blocky, few pocket or coarse SAND fracwre infill? ) 20.5*: Continuous wavy, irregular shear, manganese and iron-oxide stains on shear sutface, minor seepage ® 24.6': Thin (1/16") continuous clayseam (possible back shear), ttiin layer of tectonized clay along surface of shear, manganese and iron-oxide sums common, minor seepage along suiface @ 25': Light olive-grcen, damp, hard, CLAY; massive 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-9 6-5-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 180 ft. Lennar/Bressi Ranch San Diego Drilling 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-100 Bucket Auger Drop 30 in. t=tZ 30- 35- 40 — 45- 50- 55- u 's: TO ao id_i L CS Ifl 01 TJ 3 SrN70E, 25NW Srhorizontal RS?r horizonul O z a E Id tn to 1 ifl..^ CH-OI U a a Jl c a Se« _tn o3 tn CL CL GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC ® 31.5' and 32*; Approximately horizonul shear planes ',^_32'|_ Possible rapwre airface_along shear plane DEL MAR FORMATION fTd) @ 32': OUve-green. damp, hanl, CLAYSTONE; blocky > 37*: Practical refusal Toul Deptti = 37* Downhole Logged to 34' Ground WaterSeepage Encountered at 20' and 25* At Time of Drflling 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 Sheet 1 Project No. Type of Rig of 2 30 in. Drive Weight Ref. or Datum 0-25'. 4.113)?; 25-47'. 2.981)? 4971009-002 E-100 Bucket Auger Drop 30 in. Mean Sea Level S TO ao id-J c to in 01 TJ 3 a E Id tn ifl/^ CH- OI O a a Jl c a ^1= i C - O o sen oCJ _en o3 tn GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 5 — C:horizontal C:horizonUl C:horizonul 10- CL SM SW SM I 1 • 6 20-2 • 7 C:N75E, ION 25 — C:N45W, ISNE SP TOPSOIL ® 1*; Brown, moist, hard, fine sandy CLAY; organic matter common. . roodets^commori "DEL MAR PORMA-nON (Td) @ 1.8*: Shaip. irregular conUct to light green, damp, vety dense, sUty fine SANDS1X}NE; orange-brown iron-oxide suins common ) 5.9*: Iiregular conUct to light gray to orange-brown, damp, vety dense, fine to coaise SAND with abundant fine to medium gravel ) 7.8': Irregular conuct to light gray-brown, darnp, vety dense, sUty fine to coarse SANDSTONE; scattered fine to medium gravel I 12.5*: Sharp vety irregular erosion surface; fine to medium gravel above conuct to light gray. damp, vety dense, sUty vety fine SANDSTONE 1 13.2* to 15'; Zone of sheared olive-green CLAYSTONE; blocky shears randomly oriented with manganese and iron-oxide stains I 15': Light gray-green, damp, vety dense, sflty. fine to medium SANDSTONE; iron-oxide suins common 117.5': Concretionaty nodule (23'; Shaip, wavy conUct to light gray-brown. damp to moist, vety dense, sflty fine to coarse SANDSTONE; iron-oxkle suined along conUct ) 24.5': Undulating gradational conUct to light gray-brown, moist, dense, silty fine to medium SANDSTONE ) 27.8': Sharp conuct to light orange-brown, damp, dense, medium to coarse SANDSTONE; fine to medium gravel common 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 2 Project No. Type of Rig of Drive Weight Ref. or Datiun 0-25'. 4,113)?; 25-47'. 2.981)? Mean Sea Level 4971009-002 E-100 Bucket Auger Drop 30 in. CtZ 30- 35- 40- 45- 50- 55- S TO ao id_i c CD Ifl 01 TJ 3 a E Id tn wg cog a ifl^ CH-OI u a a Jl c a 01 wg lc ^ O CJ Se« _cn o3 cn SM GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC DEL MAR FORMA'nON (Continued) Total Deptfi = 31' Downhole Logged to 28' No Ground Water Encountered at Time of DrUling Backfflled and Tamped on June 5. 1997 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-11 Date 6-6-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 290 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 1 Project No. Type of Rig of 4971009-002 30 in. Drive Weight Ref. or Datura E-100 Bucket Auger 0-25'. 4.113)?; 25-47'. 2.981)?; 47-72'. 2.168)? Drop 30 in. Mean Sea Level x: TO ao I0_l c ts Ifl 01 TJ 3 a E Id tn CQ ift/^ CH- OI u a a \^ Jl a w g o-t o3 tn GEOTECIINICAL DESCRIPTION Logged By _ Sampled By KBC KBC 10 — CL SC CS:N60E, 12NW STR: N35W. IINW I CL ML SM SP SM SM/ML C;N60W, SSW :N40W. 7N, Str:NlO-ISW, 4W C:N60W, IOS 2SL SM ML SP SM LANDSLIDE DEPOSFTS (Ols) ® 1'; Dark gray-brown, moist, stiff, medium sandy CLAY; massive, orgaruc matter common, cliarcoal common ) 2.8'; Vety irregular conuct to motfled orange-brown and gray, moist, medium dense, sandy CLAY; massive, orange-brown, iron-oxide stringers and stauis common, few fracwre infills of overiying material, few discontmuous vertical fracwres (approximately 1/4" thick). sUmed rast-brown witfi manganese @6'; Grades to motfled light gray and orange-brown, moist, medium dense. sUty, clayey, fine SAND; massive @ 10': Clayseam: 1/8" tfiick remolded clay, faint striaflons on slip surface, sharp conuct to olive-green, moist, hard, CLAY; fissUe. abundant gypsum in upper 1-1/2" common below, horizontal discontinuous orange-brown, iron-oxklized stringers abundant @ 11': Gradational (approximately 1") undulating conuct to, light gray to light rose-brown, damp, medium dense to dense, clayey, fine sandy SILT; moderately fissile. yeUow discontinuous horizonul sningers 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-oxkle suined sningeis, gypsum cominon @ 13.5': WeU-cemented concretion, 1/2" layer of gypsum around perimeter ® 15.5' to 18.5': Light brown to brown zone of moist, dense to vety dense, medium to coarse SAND; sheU fragments common, irregular weU-cemented concretions common ® 18.5': Shaip contact to vety light gray, damp, dense, sflty, vety fine SAND tfiin (1/16") gypsum layer at upper conUct, (bin orange-brown iron-oxide niteibeds common (approximately evety 1 to 3", tfiui (< 1/4") gypsum layers common (approximately evety 5') @ 20.3': Sharp contact to thinly inteibedded rose-brown and light gray-brown, damp, dense, clayey, fine sandy SILT and clayey, sUty. finij-SAND; orange-brown iron-oxidized and yeUow. tfiin. horizontal stringers common, moderately fissUe @ 21': Grades to dark rose-brown, damp, vety dense. sUty. vety fine SAND to vety fine sandy SILT; fissUe, abundant horizonul yellow stringers (approximately every 1/2") @ 22.5' to 23': Layer of brown, damp, medium dense, sUty fine to medium SAND ® 24': Black vety well-cemented concretion @ 25.3': Light gray, damp, dense, sUty, fme to medium SAND; wavy brown and yellow horizontal sningers common @ 26.5': Sharp conuct to dark rose-brown, damp, vety dense, fine sandy SILT; yellow and orange-brown, horizontal stringers common, fissile '@27.5': Undulatoty, rapwre surface: 1/4" fliick remolded, fat plastic clay *^ on a jmoofli shinny surface; vety faint straitions on surfece TORREY SANDSTONE (Tt) ®27.7': Below rapwre surface: sharp conUct to light orange-brown nraist, dense, medium to coarse SANDSTONE; tfimly bedded 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-11 6-6-97 Date Project Drilling Co. _ Hole Diameter Elevation Top of Hole 290 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 2 Project No. Type of Rig of 4971009-002 30 in. Drive Weight Ref. or Datum E-100 Bucket Auger 0-25'. 4,113)?; 25-47'. 2.981)?; 47-72'. 2.168)? Drop 30 in. Mean Sea Level az 30- U !c TO ao Id-I c to Ifl 01 TJ 3 a E Id tn ifl^ CH-OI O a a yt (. a 01 i> w g gc o Jen o -tn tn' GEOTECIINICAL DESCRIPTION Logged By _ Sampled By KBC KBC SM C:N45W, 8SW 35- 40 — C: NSW. 8W C;horizonUl SW 4 • 11 ? 45- B:horizonUl C:hoiizonul C:horizonul 50- SM ML 9 I 25/10" 55- TORREY SANDSTONE fTt) (Continued) @ 30.5': Cross-tieds common ©31': Sharp conuct to light gray and light orange-brown, moist, dense. sUty, fme to medium SANDSTONE; fliinly bedded ) 34': Grades to fine to coaise SANDSTONE ® 37': Shaip conuct to light gray and orange-brown, medium to vety coarse SANDSTONE @ 41'; Sharp, wavy conUct to intertiedded light gray and light orange-brown, iron-oxide stained beds of moist, dense. sUty fine to medium SANDSTONE, ttunly bedded DEL MAR PORMA-nON fTd) @ 44.5': Sharp conUct to dark gray, damp, vety dense, fme sandy SILTSTONE, ground water encountered @ 45': Sharp conUct to light gray-brown, moist, dense. sUty fine SANDSTONE \@ 50.9': DriUing halted due to abundant caving of sawrated sand Total Deptfi = 50.9' Downhole Logged to 47' Ground Water Encountered at 44.5' at Time of DrUling Seepage at 40 Feet and 47 Feet at Tune of DrUling BackfUled on June 6, 1997 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-12 6-9-97 Date Project Drilling Co. _ Hole Diameter Elevation Top of Hole 315 ft. Lennar/Bressi Ranch San Diego Drilling 30 in. Sheet Project No. Type of Rig 1 of 3 4971009-002 Drive Weight Ref. or Datum E-100 Bucket Auger 0-25'. 4.113)?; 25-47'. 2.981)?; 47-72'. 2.168)? Drop 30 in. Mean Sea Level Q3 10- 15 — 20- 25- X TO ao I0_l c cs C:N20W, 8SW lfl 01 TJ 3 C:horizonUl B:N40W, lOSW C:N70W, 20S a E Id tn CQ I ifl.^ CH-OI o a a Jl c C3 GO _cn o3* tn CL SM sw CL SM ML GEOTECIINICAL DESCRIPTION Logged By _ Sampled By KBC KBC LANDSLIDE DEPOSFTS (Qls) @ 1': Red-brown, damp, stiff, fine sandy CLAY; organic material common ® 1.2': Grades to oraiige-brown, moist, dense, sUty. fine to medium SAND; light gray-brown motfles common, massive, lew vettical fracwres @ 2.2': Grades (over approximately 2") to light gray-brown. damp to moist, sflty fme SAND; massive, yeilow horizontid stringers conunon; oiange^irown, suins common,-moderately fissUe, few gypsum blebs. few vertical fiacWres @ 3': Becomes vety fissUe @ 10.7': Shaip conUct to orange-brown, damp, dense, sUty fine to coarse SAND, cradely inteibedded with light gray-brown sUt. fme SAND above and below, gypsum layers common below I 15.2' to 16': WeU-cemented concretionaty layer @ 16.8': Slighdy irregular conuct to gray-green, damp, hard, sUty CLAY; blocky, abundant orange-brown approximate honzontal stringers ' 19''to 21': ...Grades to gray-green, dense. sUty fme SAND; few high angle fracwres > 2r-22': Light gray, damp, dense, sUty fine to medium SAND; massive > 22': Light gray-green, damp, vety dense, sflty, vety fine SAND; orange-brown, horizontal stringers common, hregular discontinuous gypsum layers common ) 24.5*: Grades to ttiiiUy interbedded, light gray, dense, brown and orange-brown, damp, vety dense, sflty fine SAND; yellow horizonul stringers common, gypsum layers common, vety fissUe ) 26.5'; Grades to predominantiy rose-brown, fme sandy SILT wifli inteibeds as described above; moderately fissUc @ 28.5': Grades to orange-brown, moist, dense, silty, fine to medium SAND; large concretionaty nodules common, shell fragments common; few area of coarse SAND 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-12 6-9-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 315 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 2 Project No. Type of Rig of 4971009-002 30 in. Drive Weight Ref or Datum E-100 Bucket Auger 0-25*. 4.113#; 25-47'. 2.981)?; 47-72'. 2.168)? Drop 30 in. Mean Sea Level aZ S TO ao id_i c CD Ifl 01 TJ 3 O z a E Id tn to ifl^ CH-OI U a a >./ Jl c a 01 i> wg lc o en _cn tn' GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC BO- BS— SM B:N65E, 4NW 40- C:horizonul 45 — RS:N34E, 1 INW 50 — 55 — C:NISE, 6W FR:N80E, 14E ML SP -CL- - SM CL LANDSLIDE DEPOSFTS (Continued) @ 35.5*: SheU fragments become rare ! 37.2': Irregular conuct to light gray, dense, moist, sUty fine SAND; tfiin orange-brown and brown mtetbeds common ! 37.5': Gradational conUct to light gray, moist, vety dense, sUty fine SAND with rose-brown, orange-brown and yellow wavy horizonul inteibeds common ) 39': Grades to predominandy rose-brown, fine sandy SILT widi thin inteibeds as described above common, vety fissUe ! 40 to 41': Brown to white, moderately to weil-cemented concretionaty layer !41.2': Seepage encounteied ! 42.5' to 44.7'; Area of predominantiy light gray sUty fme SANDSTONE ! 42.5' to 44.7': Grades to predominantty rose-brown, damp, vety dense, fine sandy SILTSTONE with intertieds as described above; vety fissUe @ 46' to 46.5': Black well-cemented concretionaty layer; sheU fragments common, coarse SAND above and below , ® 47':-'Iiregular wavy sharp, conuct to dark gray, damp, hard. sUty, CLAY; ) slighdy fissfle I® 47;2': Sharp planar l/8'.tfaick rapWre surfiice, tectonized CLAY along I . sUckened surface, truncates l 'l.5* 1 " i fractures ' wide gypsum-lined orange-brown PEL MAR FORMATION fTd) > Sl-l/2'; Grades to light gray, moist, dense, sUty fine to medium SANDSTONE I 55.5': Wavy horizonul conuct to light gray and orange-brown, wet, dense, medium to coarse SANDSTONE I 56.5': Becomes light gray I 57.2': Sharp conuct to olive-green, damp, hard, sandy CLAYSTONE to claystone; few fracwres 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-12 Date Project Drilling Co. _ Hole Diameter 6-9-97 Lennar/Bressi Ranch San Diego Drilling Sheet 3 Project No. Type of Rig of 4971009-002 30 in. Elevation Top of Hole 315 ft. Drive Weight Ref or Datum E-100 Bucket Auger 0-25', 4,113)?; 25-47'. 2.981)?; 47-72'. 2.168)? Drop 30 in. Mean Sea Level 03 o .C TO ao id_i c. cs IA 01 TJ 3 a E Id cn ifl^ CH-OI u a a \./ 31 t. a 01^5 wg .cn o;; cn GEOTECIINICAL DESCRIPTION Logged By _ Sampled By KBC KBC 60- FR:N20E, 36NW 65- CL DEL MAR FORMATION (Continued) I 67': Ground water encountered 70- Toul Depfli = 69' Downhole Logged to 67.5' Seepage Encountered at 41', 47', and 57' at Time of Drilling Groui^ Water Encountered at 67' at Time of DriUing BackfUled on June 9, 1997 75 — 80- 85- 3SL 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-13 6-10-97 Date Project Drilling Co. _ Hole Diameter Elevation Top of Hole 265 ft. Lennar/Bressi Ranch San Diego Drilling 30 in. Sheet 1 of 2 Project No. Type of Rig Drive Weight Ref or Datum 0-25'. 4.113)?; 25-47'. 2.981)? Mean Sea Level 4971009-002 E-100 Bucket Auger Drop 30 in. 5 — 10 — 15 — 20 — u Z TO ao I0_J (. CO 25 — Ul 01 TJ 3 B:EW. IBN C:N10E, lONW 2SL FR:N^S^30NW FR:N15E. 62NW C:N42E. 52NW FR:N15E. 30NW C:horizonUl a E Id cn CQ I I 2 • 6 Ifl^ CH-OI u a a Jl L. a .5 w g Ic 2 CJ sen o tn a CL SM SP CL SM ML/SM GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC TOPSOIL @0': Brown, damp, stiff, fine sandy CLAY; orgaiuc material common, sand blebs, common, roodets common TORREY SANDSTONE fTt) @ 0.8': Vety irregular conUct to light brown, moist, medium dense, sflty fine SANDSTONE; few medium pores in upper 1-foot, massive, orgame material cominon @ 2.3': Thin black layer of peat ® 3.3': Irregular eroston surface .to. light gray-brown, moist, medium dense, sUty fine SANDSTONE; orange-brown, inteibojs cominon. few yellow inteibeds. moderately weathered. fissUe @ 5"; Vety irregular conUct to yeUow-gray, wet. loose, fme to medmm SANDSTONE; orange-brown and sUtier in upper 3". massive @ 7': Sharp conUct to light gray, wet to moist, stiff to hard, fine sandy sUty CLAYSTONE; seepage above conUct. discontinuous randoinly oriented thin orange-brown and red-brown stringers common @ 8': Material becomes crambly I U.S': Material becomes blocky and is heavUy fracwred; fracwres are lined witti orange-brown suining I 13': Black sandstone concretion ' 13.5': Grades to gray, moist, vety dense, sUty fine SANDSTONE; massive few approxunate vertical fracwres, few lined wifli gypsum 19*: Steqi fiacWre. gypsum and iron-oxide suins along surface 1 22': Sharp conUct to mclusions of gray-green, damp, vety dense. sUty fme to medium SANDSTONE ! 24.2': Planer fracwre; orange suined on surface @ 27.7': Gradations conuct (dipping approximately 20 degrees northwest) to orange-brown, moist, dense, medium to coarse SANDSTONE DEL MAR FORMATION?(Td) ® 28.8': UnduUting conUct to light gray, moist, dense, fine sandy, Sn-TSTONE. m sflly. fine SAND.STONE 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-13 Date 6-10-97 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'. 4.113#; 25-47'. 2.981)? 4971009-002 E-100 ButJcet Auger Drop 30 in. Mean Sea Level u JC TO ao id-i L. CS Ifl 01 TJ 3 a E Id tn CQ Uty^ CH-OI O a a 31 C a l^• tn lft lfl Id Gci _en "o3 cn GEOTECIINICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30-10 SM DEL MAR FORMATION? fTd) (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 DrUling Ground Water Encountered at 29 Feet at Time of DriUing BackfiUed 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 1 Project No. Type of Rig of 2 4971009-002 30 in. Drive Weight Ref. or Datum 0-25'. 4.113)?; 25-47'. 2.981)? E-100 Bucket Auger Drop 30 in. Mean Sea Level u s: TO ao id_i c to Ifl 01 TJ 3 O z a E Id cn ta ifl^ CH-OI u a a 31 L a O sen _cn o3 tn GEOTECIINICAL DESCRIPTION Logged By Sampled By RKW/KBC KBC B:N10E. 4W :N80E, 40SE 10- CL SM C:horizonul CS:N35E, 30SE I 20- CL SM ML CL SM ML SW 25 — FR:N3E, 67E LANDSUDE DEPOSFTS (Ols) M': Brown, damp, hard, fine sandy CLAY; organic material common, few medium pores, calcium caitxmate blebs cominon near base ( 1.7': Irregular gradational conuct to light gray-brown, moist, dense, sUty fine SAND; approximately horizonul orange-brown stringers common, cradely bedded ( 3.8' to 4.2': Dark brown discontinuous 1* ttuck zones of tectonized clay, moderately sheared i 4.5': Fracwre infUl of moist, loose to medium dense, fme to coarse SAND; fme pebbles cominon, few inclusions of brown tectonized clay. few gravels, massive, few large pores, rare charcoal ) 7.2': Vety irregular gradational conuct to light to dark gray, moist, stiff, fine sandy, sflty CLAY; orange-brown motttes conunon. few calcium carbonate blebs, charcoal common, massive ) 8.5': Grades to sflty fine to medium SAND; charcoal common 10': Undulating conuct to dark gray-brown, moist, hard, clayey, fine sandy SILT; massive, orange-brown mottles abundant, gypsum blebs common 11.8' to 12.8': Zone of moderately sheared light olive-green CLAY 12.5': Grades to light gray and orange-brown, moist, dense, slightty, clayey, sflty fine to medium SAND; light gray approximately 1' thick wavy sflty CLAY interbeds common ) 15': Lense of fracwre infiU of light orange-brown to light gray, moist, dense. sUty fine to coarse SAND; few fine gravels ) 16': Angular irregular conUct to dark gray-brown. moist, hard, clayey, fine sandy SILT; sandy inteibeds common ) IT: Grades to light brown, moist, dense. sUty fine to medhim SAND; massive, coarser areas common ! 18': White, moderately cemented concretionaty nodiUe ® 20': Grades to fme to coarse SAND; fine gravels common, massive (26.5': Gypsum-lUied fracwres 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-14 6-10-97 Date Project ____ Drilling Co. _ Hole Diameter Elevation Top of Hole 235 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 2 Project No. Type of Rig of 30 in. Drive Weight Ref. or Datum 0-25'. 4.113)?; 25-47'. 2.981# 4971009-002 E-100 Bucket Auger Drop 30 in. Mean Sea Level u Z TO ao id_i c CO Ifl 01 TJ 3 O z a E Id tn wg cog a Vt/-^ CH-OI u a a Jl L. a 01 wg sen _en o3 tn GEOTECHNICAL DESCRIPTION Logged By _ Sampled By RKW/KBC KBC SO- BS- FR:N10W, 6SE C:horizonUl FR:N5E, 70E RS:N80E. 8SE 40- FR:N80E. 18S FR:N60W. 40SW 45- SW CL SM CL LANDSLIDE DEPOSFTS (Continued) @ 30.5': Fracwre (possible backscarp) @ 33': Wavy sharp conuct to olive-green, moist, stiff, CLAY; minor shearing in clay along conuct @ 33.5: Grades to olive-freen. moist, dense, clayey, medium to coarse SAND @ 34.3': Clayseam rapWre surface offsets fracture (1/4" thick tectonized clay)_ ? ? DEL MAR FORMATION fTd) ® 35.5': Olive-green CLAY as described above ® 36': Becomes hard, blocky and fracWred I 40.2': "Thin (1/4") ftacWre, polished surface moist, CLAY above fracWres ! 41.2'; Fracwre, l/4"-l/2" thick area of tectonized CLAY above polished surface ) 43': Moderate seepage Total Deptti = 47' Downhole Logged to 45' Minor Seepage at 33', 39'. 40'. and 43' at Time of DriUing BackfiUed on June 10. 1997 50- 55- 60- 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-15 Date 6-11-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 310 ft. Lennar/Bressi Ranch San Diego Drilling Sheet Project No. Type of Rig 1 of 3 4971009-002 30 in. Drive Weight Ref. or Damm E-100 Bucket Auger 0-25'. 4.113)?; 25-47'. 2981)?; 47-72'. 2.168# Drop 30 in. Mean Sea Level aZ u JC TO ao c CO Ifl 01 TJ 3 O z a E Id tn ta vt/-. CH-OI o a a \^ Jl c • 01 .V wg ^c ^ o u w . o -cn o; cn GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC C:N50E. 9SE C:horizontal C:horizonUl Bag-2 @7'-10 ML SM C;N70E. 4SE I CL ML 20- C:N75W, 20SW C:EW, 8S B:N45W, 20S SM SW 4 14 C:horizonUl 25- .g-5 J24'-26 3SL C:N5W, 20E CL TORREY SANDSTONE fTt) ® 1': Light gray to light gray-green, damp, dense, fme sandy. SILTSTONE; blocky, orange-brown stringers cominon, carbonate coating on ped faces .® 1.5': Shaip, wavy conUct to light orange-brown, damp, medium dense, -sUty fine to coarse SANDSTONE; massive, few shell fragments @4': Light gray clay stringers common @ 5'-6': SheU fragments and fine gravels common @ 5.5': Large bhick weU-cemented concretion, shells common ® 6'; Contact along black wavy 1" thick lied to orange-brown, damp, dense, sUty fine to i^ium SANDSTONE; massive ® 6.5': Sharp conuct to Ught green, moist, stiff. sUty CLAYSTONE; red-brown ttiin SIL'TSTONE horizonul sningers common, moderately fissUe. randomly oriented gypsum-lined fracwres common, gypsum blebs common ' 10'; Sharp gypsum-lined conuct to light gray to light rose-brown, damp, dense, clayey, SILTSTONE; moderately fissUe, massive, approximately horizonul orange-brown stringers common ' 13.5'-I4.5': Black concretionaty nodule, abundant gypsum-lmed fracwres ' 15'; Sharp conUct to light gray witti orange-brown motfles, moist, dense, sUty fine to medium SANDSTONE; massive ' 17': Sharp conUct to off-white, moist, dense, fine to coarse SANDSTONE;.tfiurkly bedded, finer beds common, cross-bedding atioye conUct >21.8': Sandstone becomes wet 122.3': Shaip conuct to light gray to light gray-green, moist, hard, sUty CLAYSTONE; moderately fissUe, orange-brown and yellow horizonul sningers common, few gypsum-lined stringers > 25.6': Ihin sandstone inteibeds common ! 26': Sharp conuct to gray, moist, dense, fine to coarse SANDSTONE; ttiinly bedded, orange-brown and red-brown suins along bedding common 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 DriUing Sheet 2 Project No. Typeof Rig of 3 4971009-002 30 in. Drive Weight Ref. or Datum E-100 Bucket Auger 0-25*. 4.113)?; 25-47'. 2981)?; 47-72'. 2.168)? Drop 30 in. Mean Sea Level &«! 03 O Z TO ao (d-l c ts Ifl 01 TJ 3 a E Id tn ifl^ CH- OI o a a \-/ Jl c a Se« _en oB at GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30- C:horizonUl 35- 40- SW CL TORREY SAND.STONH (Continued) @ 31': Sandstone is moist to wet ,® 32.3':_SamistoMj>ecomes_vety_ooarse, few rip-up clasts "DEL MAR'PORMA'nON (Td) ® 'il.T: ConUct to light gray, moist, stiff to hard, slighfly sandy suty, CLAYSTONE; orange-brown and.red-brown motfles common 45- 50 — 8 • 24/8* 55- ) 45'; Few randomly oriented fracwres, rose-brown, manganese suining common along fracwres I 55': Claystone grades to sandy CLAYSTONE 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 3 Project No. Type of Rig of 3 4971009-002 30 in. Drive Weight Ref. or Damm E-100 Bucket Auger 0-25'. 4.113)?; 25-47'. 2981#; 47-72'. 2.168)? Drop 30 in. Mean Sea Level aZ 60- 65- 70- 75- 80 — 85- 3SL u x: TO ao id_i c ts Ifl 01 TJ 3 a £ Id tn wg o^^ CQ 01 I 25/6" 10 125/6" lfl/> CH-OI o a a 31 C Q W . _en oB cn CL GEOTECIINICAL DESCRIPTION Logged By _ Sampled By KBC KBC PEL MAR FORMATION (Continuyl) @ 60': Sandy claystone grades to CLAYSTONE Toul Deptti = 70.5' Downhole 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 San Diego Drilling Sheet Project No. Type of Rig 1 of 4971009-002 30 in. Drive Weight Ref. or Datum E-100 Bucket Auger 0-25', 4.113)?; 25-47'. 2981)?; 47-72'. 2.168)? Drop 30 in. Mean Sea Level u S TO ao id_i c CO Ifl 01 TJ 3 O z a E Id tn 3° (Og a lfl/-, CH- OI u o a 31 C a Se« _en oB cn GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC C:horizonUl C:horizontal 10- ^1 -sc- - SM ML/CL I 15-Bag-2 S15'-17 20- CL I 13 25- C:horizonUl SM SW CL • TOPSOIL 1® 0.5': Red-brown, moist, medium dense, medium sandy CLAY; few 1 fracwres TORREY SANDSTONE fTt) @ 0.8'; Gradatiorul conUct to light orange-brown, to light gray, moist, dense, sflty fme to medium SANDSTONE; few flun SILTSTONE intertieds @ 3': Sharp conuct to orange-brown, moist, dense, sflty fine to coarse SANDSTONE; 1" thick rose-brown sUtstone lied at conUct, massive DEL MAR FORMA-nON fTd) @ S': Wavy conUct to tight gray, moist, vety stiff, clayey SILTSTONE to sUty CLAYSTONE, crambly, approximately horizontal orange-brown stnngers common ® 7'; Becomes hard and moderately fissfle @ 7.5': Concretionaty nodule; moderately cemented ® 10': Becomes moderately blocky and fracWred 13.5': Grades to olive-green, damp, hard, fme sandy CLAYSTONE; rrussive, few fracwres I 21': White well-cemented concretionaty nodule ) 22': Becomes sandier ! 23.5' to 25.5': Large weU-cemented white concretionaty nodule ) 24.5'; ConUct partially obscured by concretion to light gray and orange-brown, moist, dense, fine to coarse SANDSTONE; cradely bedded ® 28.5': Sharp undulating conuct to olive-green, damp, hard, CLAYSTONE; massive, blocky, coarse SANDSTONE infills along fracwres at upper conuct 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 2 Project No. of 3 4971009-002 San Diego Drilling 30 in. Drive Weight Ref. or Datum Type of Rig E-100 Bucket Auger 0-25'. 4.113)?; 25-47'. 2981)?; 47-72', 2,168)? Drop 30 in. Mean Sea Level c33 u x: TO ao id_j L. to Ifl 01 TJ 3 a E Id tn §g cog Iflz-V CH-OI U a a Jl c a fli5 wg lc ^ o o CJ ,en o .cn cn' GEOTECIINICAL DESCRIPTION Logged By Sampled By KBC KBC Bo-ll 35 — S: N65E. 25SE 40- C:horizonUl FR:N5E, 40E 45- 7 50- ? I 5 I 10 55- CL sw CL DEL MAR FORMATION (Continued) @ 32.5'; White, well-cemented concretionaty nodule ® 33'; Claystone is moderately fracwred, orange-brown iron-oxide and rose-brown manganese suins on fracture and ped surfaces common ® 36.5'; Shear plane witti approximately 3/4" of sheared CLAYSTONE along wavy polished surfaces > 40.4': Vety irregular conUct to light gray-brown. damp to wet, vety dense, fme to coarse SANDSTONE (41.3': HorironUl sharp conuct to olive-green, damp to moist, hard. CLAYSTONE; fracWred and blocky > 41.3'; Continuous fracwre with week seepage, sand conunon along fracwre @ 46': Grades to light gray-green, less blocky and fracwred I 52': Becomes moderately btocky and fracwred I 58.5': Grades to olive-green CLAYSTONE 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-16 6-12-97 Date Project Drilling Co. _ Hole Diameter Elevation Top of Hole 280 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 3 Project No. Type of Rig of 4971009-002 30 in. Drive Weight Ref. or Datum E-100 Bucket Auger 0-25'. 4.113)?; 25-47'. 2981)?; 47-72'. 2.168)? Drop 30 in. Mean Sea Level atZ at o !c TO ao IO_l L CO Ifl 01 TJ 3 O z a E Id tn ^g cog a ift<^ CH-OI u • a \^ 31 C a wg ^c o u IA Ifl 18 oe tn .en .93 tn GEOTECHNICAL DESCRIPTION Logged By _ San^jled By KBC KBC 60- 65- 70- CL DEL MAR FORMATION (Continued) ® 63': Moderately fracwred I 6 • 19 75- 80- 85- 3SL Total Depdi = 71' Downhole Logged to 69' Minor Seepage at 42' BackfUled on June 12. 1997 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-17 6-13-97 Date Project Drilling Co. _ Hole Diameter Elevation Top of Hole 380 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 1 Project No. Type of Rig of 4 4971009-002 30 in. Drive Weight Ref. or Datum E-120 Bucket Auger 0-30'. 4.991)?; 30-60'. 3.841)?; 60-90'. 2.446)? Drop 30 in. Mean Sea Level lfl 01 TJ 3 O z a E Id tn wg tair. Vt/-\ CH-OI O a a Jl 1. a Stn e-> . _cn oB tti GEOTECIINICAL DESCRIPTION Logged By _ Sampled By KBC KBC C: horizontal F:N15E, 75W •/yii SM C:N55E, SNW 1 • 6 15- F:N5E, 65E 2 I 7 C:EW, SS 25- C: horizonul TORREY SANDSTONE fTt) @ 1': Light gray-brown, damp to moist, dense, sflty fine to medium SANDSTONE; ttiirUy bedded, orange-brown, iron-oxide suined beds common, fracwres conunon. few calcium caitionate linings, calchim caibonate-lined fault > 3.7'; Wavy conuct to light gray. damp, dense, sflty fme SANDSTONE; |_ vertical calcium cartionate lined fracwres common, massive, fault is suined orange-brown on eittier skle of sharp slip plane ) 9': Material grades to orange-brown, fme to coarse SANDSTONE ) 9.5' to 10.5': Orange-brown concretionaty layer; weU-cemented shells common, sUins are trancated by fiiult (11'; Grades from orange-brown suined, sUty fine SANDSTONE back to light gray sUty fine sandstone ) 12.1': Thin 1" fluck light gray sUty CLAYSTONE bed along conuct to Un-brown, damp, dense, sUty fine SANDSTONE; massive • 14': Grades to orange-brown IS'; Thin fault trace (approximately 1/16" wide) apparent displacement: east side down 1/2' ® 18': Wavy irregular conuct to off-white, damp, dense, sUty fine SANDSTONE @ 18.3': -Orange-brown, moderately cemented concretionaty nodule 121': Sharp, slighdy wavy conuct to orange-brown, moist, dense. sUty fine to medium SANDSTONE; thickly interbedded with light gray-brown sUty fme SANDSTONE f 25.5': Orange-brown concretionaty nodule J 26.2': Grades to light gray silty fine SANDSTONE J28': Thin fault trace CL I ® 29.5'; Sharp conuct to light grav, moist, hard, sUty 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 Sheet Project No. of 4 4971009-002 San Diego Drilling 30 in. Drive Weight Ref. or Damm Type of Rig E-120 Bucket Auger 0-30'. 4.991)?; 30-60'. 3.841)?; 60-90'. 2.446)? Drop 30 in. Mean Sea Level Q3 J: TO ao id_i L CD «A 01 TJ 3 a E Id cn wg CQ 01 Ifl/^ CH-OI O a a 31 t. Q CJ Se^ GCJ _tn o; cn GEOTECIINICAL DESCRIPTION Logged By _ Sampled By KBC KBC t i, 30—nnr 1 35-C: horizontal 40-I B:N25W, 8SW 45- 50- 55- F: NSE, 70E CL SM CL SM SC SM concretionaty nodule at conuct; few thin orange-brown intertieds ® 30'; Fault is suined orange-brown in CLAYSTONE ®Br; Material graduaUy becomes sandier @ Bt.S': Grades to light gray, moist, dense, sflty fme SANDSTONE @ 32.5': Grades to light gray-brown, moist, hard, sflty CLAYSTONE; weakly fissfle I 34.5': Sharp conuct to light gray-brown. damp, dense, sflty fme to vety fme SANDSTONE; ttiuUy beMed, cross-beddmg common, orange-brown suin common ) 45': Abundant orange-brown sUins ( 45.5' to 46.5': White weU-cemented concretionaty nodule > 46.5': Vety irregular conuct to gray to gray-brown, moist, hard, fme sandy CLAYSiTONE; orange-brown inteibeds common > 48.5': Grades to light gray, moist, dense, sUty fme SANDSTONE; ^ orange-brown stains.common @52': Grades to orange-brown @ 53.5' to 55.5': Dark brown, well-cemented concretionaty nodule ® 55': Sharp 1/4" red-brown fauU trace I 58.5' to 59.7': Dark brown, moderately to weU-cemented concretionaty 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'. 4.991)?; 30-60'. 3.841)?; 60-90'. 2.446)? Drop 30 in. Mean Sea Level aZ u s: TO ao lO-J (. ts lfl 01 TJ 3 a E Id tn CD lfl/-s CH-OI u a a \-/ Jl c a .6 2-H o 3tn ;cj .en Oc tn GEOTECIINICAL DESCRIPTION Logged By Sampled By KBC KBC 60-15 SM C: horizonul 65- 70-C: horizonul 75- C; NSSE, SS SO- ME I 6 I 14 85 C: horizonul Bag-7 @87' CL ML ® 60': ConUct below concretion material to orange-brown, moist, dense. sUty fine to medium SANDSTONE ® 61.5' to 63'; Red-brown 1" wide near vertical fracwres conmion; gypsum lined @ 63'; Thin (1/2") red-brown SILTSTONE layer; fracwres stop @ 63': Conuct to gray-brown, moist, dense, sflty fine to vety fine SANDSTONE; thinly bedded, clayey units common @ 68.5': Grades to orange-brown, sUty. fme to medium SANDSTONE @ 69.3': Sharp conuct to daik gray-brown, moist, vety dense, fme sandy clayey SILTSTONE; abundant thin inteibeds of rose-brown and yellow-brown sUtstone, horizonul gypsum stringeis common, vertical gypsum-lmed fracwres common @ 77"; Sharp, wavy conuct to dark gray, damp, vety dense, clayey, fme sandy. SILTSTONE: ttunly bedded, few gypsum-lined fracwres ) 85.1'to 86' layer Daric gray, coarse, sandy moderately cemented concretionaty layer @ 86": Dark gray, moist, hard, sUty CLAYSTONE @ 86.6' to 86.9*: Claystone is vety fissile @ 86.9*; A 2" layer of plastic fat clay @ 87': Sharp conuct to dark gray, damp, vety dense, clayey fine sandy, SILTSTONE, fliinly bedded @ 87.2* to 88.6': Light gray weH-cemented concretionaty nodule 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-17 Date 6-13-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 380 ft. Lennar/Bressi Ranch Sheet 4 Project No. of 4971009-002 San Diego Drilling 30 in. Drive Weight Ref. or Datum Type of Rig E-120 Bucket Auger 0-30'. 4.991)?; 30-60'. 3.841)?; 60-90'. 2.446)? Drop 30 in. Mean Sea Level at o X TO ao Id-I c. ts Ifl 01 TJ 3 a E Id tn 3 o ifl.^ CH-OI U a a \./ Jl c a 2-H - o u w . Sefl _eo tn' GEOTECIINICAL DESCRIPTION Logged By _ Sampled By KBC KBC (; 90- 95- 100-8 I 16/6 C: horizonul 105- 110 — 115- 70- ML TORREY SANDSTONE (Continued) ® 91*: Few clayeyer uruts CL SM @97'-98': White weU-cemented concretionaty nodule ® 98': Grades to dark brown, moist, hard, sUty CLAYSTONE; light gray sandy SIL'TSTONE layen common @ 101': Light gray weH-cemented concretionaty nodule 103': Sharp conUct to gray to light gray, damp, dense, sUty fme to medium SANDSTONE Toul Deptfi =116' Downhole Logged to 114' No Ground Water Encountered at Time of Drilling Backfilled on June 16, 1997 505At11/77) 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 1 Project No. Type of Rig of 3 4971009-002 30 in. Drive Weight Ref. or Datum E-120 Bucket Auger 0-30'. 4.991)?; 30-60'. 3.841)?; 60-90'. 2.446)? Drop 30 in. Mean Sea Level Ifl 01 TJ 3 O z a E Id tn to ifl^ CH- OI o a a \^ 31 L Q CJ se" _tn oB ttt Logged By _ Sampled By GEOTECIINICAL DESCRIPTION KBC KBC C: horizontal C:N50W. SNE F:NS. 57W B:NSSW, ION CL SM SC SM C:N30W. 15NE B:N85W, 9N 20-I 25-F:N5W,71W B:N87W, ION TOPSOIL @ 1': Brown, moist, stiff, fme to medium sandy CLAY; fine pores common, rooflets common, calcium cariionate blebs common, few charcoal fiagments ® 2': Discontinuous layer (0.4* thick) of calcium carbonate TORREY SANDSTONE fTt) ® 3.5'; Discontinuous wavy conuct to interbedded orange-brown and gray, moist, medium dense; sflty fine SANDSTONE; calchim carbonate lined fracwres and concretions common @ 5.5': Calcium caibonate layer 0.5' thick ® 6': Sharp conUct to orange-brown, moist, medium dense, sUty fine to medium SANDSTONE; massive @ T: Fine to coaise SANDSTONE; fine gravel and sheU fragments common, 1/2" thick caibonate-fflled fracwres common, abundant calcium caibonate 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 motfles common ® 12*: Vety irregular conuct to light gray, moist, medium dense, clayey. sUty fme SANDSTONE; abundant random orange-brown stauis. fracwres common, fissUe in areas, calcium caitxirute blebs common @ 13*: Areas of deep red and rose-brown mangnesium suining @ 14': Slighfly wavy, gradational conUct to off-white, damp, dense, sUty fine SANDSTONE; thiiUy bedded, yellow sUins common parallel to bedding, orange-brown blebs common @ 24': Thin calcium carbonate-lined fracwre @ 25': Brown, moderately cemented concretionaty nodule @ 27.5': Black, moderately cemented concretionaty nodule 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-18 6-17-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 405 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 2 Project No. Type of Rig of 4971009-002 30 in. Drive Weight Ref. or Datum E-120 Bucket Auger 0-30'. 4.991)?; 30-60'. 3.841)?; 60-90'. 2.446)? Drop 30 in. Mean Sea Level lfl 01 TJ 3 01 a Id tn to Vt/-\ CH-OI u Q a Jl c CJ 0)5 sen u .cn GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC SM F:N15W. 76SW B:NS,IOE F:NS. 62E 40- C:N85E, 5S C: horizonul 4 I 5 C: horizonul 55- ML SM TORREY SANDSTONE (Continued) ® 31.5': Two faults intersect, lower fault is west side up ®31.7': Yellow-brown concretionaty nodule ) 38'; Sharp wavy conUct to light gray, moist, vety dense, sflty vety fine SANDSTONE; massive I 41' to 42': Orange to red-brown, moderately cemented concretionaty nodule ! 41.5'; Sharp conUct to light gray, moist, dense, fine sandy SILTSTONE; fissUe, red-brown and orange-brown sUins along conUct ) 43*: Shaip conuct to light gray, moist, dense to vety dense, sUty fme to medium SANDSTONE; fliiiUy bedded, yellow sums common I 45*: Irregular fracWre > SO*: Sharp conuct to light gray, moist, vety dense, silty vety fine SANDSTONE; tfiinly bedded, orange-brown suins common, rose-brown suins along conuct I 53' to 53.5': White well-cemented concretionaty layer; abundant shells > 53.5'; Becomes massive > 57.5' to 58.5': White, well-cemented concretionaty layer, shells common 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-18 Date 6-17-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 405 ft. Lennar/Bressi Ranch 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'. 4.991)?; 30-60'. 3.841)?; 60-90'. 2.446)? Drop 30 in. Mean Sea Level at 60- 65- 70- 75- 80- 85- U JC TO ao Id-I L ts B: horizonul C: horizonul C: horizontal lfl 01 TJ 3 a E Id tn lft/-N CH-OI o a a Jl f. a .1. 16 W g Ot: cn ;cj _cn oB tn SM GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC TORREY SANDSTONE (Continued) @ 60.5': Bed of orange-brown, moist, medium dense, sUty fine to medium SANDSTONE ) 62.5': Sharp conuct to orange-brown, moist, medium dense to dense, sUty fme to medium SANDSTONE; massive ) 64.5': Sharp conUct to light gray to gray, moist, dense, sUty vety fme SANDSTONE; ttiinly bedded ! 65' to 65.5': White, weU-cemented concretionaty layer ) 72'; Sharp conUct to orange-brown, moist, medium dense. sUty fme to medium SANDSTONE; massive ) 74' to 74.7'; White, well-cemented concretionaty layer } 74.7': ConUct to light gray to gray, moist, vety dense, sUty fine to vety fmi SANDSTONE; ttiinly bedded Toul 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 Project No. Type of Rig 1 of 2 30 in. Drive Weight Ref. or Datum 0-30'. 4.991)?; 30-60'. 3.841<f 4971009-002 E-120 Bucket Auger Drop 30 in. Mean Sea Level at S. TO ao IOJ c ts Ifl 01 TJ 3 a E Id tn CQ ifl^ CH-OI o a a Jl c o CJ SCO _en o3 tn GEOTECIINICAL DESCRIPTION Logged By _ Sanqjled By KBC KBC C: horizonul 5 — 10- CL SM CL SM CL ML/CL 15- 20-^^^^ C;N85W. BON B:N60W, ICS C;N20E, SW I 25- 30- SM SM SW TOPSOIL @_0^: JBrown, moist, stiff, fine sand^ CLAY;_organic nuterial^cornmori^ TORREY SANDSTONE (Tt) @ 1': Shaip, wavy conuct to light yeUow-brown, moist, medium dense u dense. sUty fine to coarse SANDSTONE; ttun weU-cemented beds common @ 2.8' MB;3': Light brown weU-cemented concretionaty layer; shell fragments common @ 3.3':. Sharp contact to gray, moist, stiff, fine sandy CLAYSTONE; crambly. calcium carbonate blebs common, yeUow-brown and orange-brown stiingers common, few fracWres @ 3.8'-4': Orange-brown, sflty, fme to coarse SANDSTONE bed @ 4.5': Cbystone is less crambly and more fissfle witfi increasing deptfi ; Grades to light gray to gray, moist, dense, fine sandy SILTSTONE and CLAYSTONE; tfun yellow and orange-brown sttingers conunon; weak to moderate fissUity, few fracwres witti orange-brown iron-oxide suining i IS'-IS.S'; Bed of off-white, moist, dense. sUty fme to medium SANDSTONE I 16': Rose-brown SILTSTONE, interbeds common M8.8': Irregular layer of intennixed orange-brown, fine to medium - SANDSTONE and lightgrayiandy CLAYSTONE > 19.1': Sharp, wavy conuct to off-white, moist, dense, sUty, fine to medium SANDSTONE, cradely bedded } 20' to 20.4': Orange-brown to brown bed of moist, dense, fine to coarse SANDSTONE; abundam rip-up clasts 5 21.5'; Sharp conUct to light gray, moist, dense, fme to coarse SANDSTONE; ttiinly bedded 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-19 Lennar/Bressi Ranch Date 6-17-97 Project Drilling Co. Hole Diameter 30 in. Drive Weight Elevation Top of Hole 285 ft. Ref or Datum San Diego Drilling Sheet 2 Project No. Type of Rig of 2 0-30'. 4.991)?; 30-60'. 3.841)? 4971009-002 E-120 Bucket Auger Drop 30 in. Mean Sea Level lfl 01 TJ 3 O z a E Id cn CQ ifl.^ CH-OI O a a \> Jl L. a w g ol: SCO _en tn' GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30-SW C: horizonul 35- CL TORREY SAND.STONE (Continued) @ 30': Claystone rip-ups and stringers common @B2*: Minor seepage DEL MAR FORMATION fTd)" I 32.5': Wavy conuct tolight olive-green to olive-green CLAYSTONE; heavfly fiacwred, seepage along fracwres. blocky ! 37.5': Minor caving I 14 IL 45- 50- 55- Total Deptti = 47' Downhole Logged to 40' Seepage at 32' Ground Water at 40' Hole BackfUled on June 18, 1997 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-20 6-18-97 Date Project Drilling Co. _ Hole Diameter Elevation Top of Hole 250 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 1 of 2 Project No. Type of Rig 30 in. Drive Weight Ref. or Datum 0-30'. 4.991)?; 30-60'. 3.841)? 4971009-002 E-120 Bucket Auger Drop 30 in. Mean Sea Level S. TO ao Id-I c ts Ifl 01 TJ 3 O z a E Id tn Ifl^ CH-OI u o a Jl c o wg lc ^ O o Ifl^ _tn o3 tn GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 5 — 10- CL F;N70E, SSS 15- RS:N30E, 5' SE 20 — LANDSLIDE DEPOSITS (Ols) @ 1': MixWre of dark brown and dark gray-brown, moist, hard, fme sandy CLAY; organic material common, few medium pores ® 2': Gradational conuct to dark ^ray-brown, moist, stiff, fme sandy CLAY; plastic, crambly texture, calcium carbonate blebs @ 3': Grades to light olive-green, moist, stiff, fme sandy CLAY; plastic, crambly, calcium carbonate blebs common, gray-brown mottles common, gypsum blebs abundant ) T: Black manganese stains common ) 7.8' to 8.4': Pocket of orange-brown clayey SAND ) 9.5': Fracwre infill: Reddish brown, moist, medium dense, zone of clayey fme to medium SAND; green and brown motdes common, gypsum blebs and pockets common, wide (approximately 3 feet) pocket of infUt material on soutti side of hole, noitfi side of hole and tielow fracwre is cmmbly to blocky light olive-green CLAY, clay is crambly along base of infill 16': Clay is hard blocky and moderately fracwred I FR:N20W, 82SW 25 — 2SL SC CL • @ 18': Thin'(approximately 1/8 inch) shear, 1/4 nich of crambly clay along ' . shear, yellow-brown mottting below shear, red-brown manganese suins ' below SM DEL MAR FORMATION fTd) 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 @ 27': Grades to gray-green, moist, vety dense, silty fine to medium SANDSTONE; massive 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-20 Date 6-18-97 Project Drillmg Co. Lennar/Bressi Ranch Sheet 2 Project No. of 4971009-002 San Diego Drilling Type of Rig E-120 Bucket Aueer Hole Diameter 30 in. Drive Weight 0-30'. 4.991)?; 30-60'. 3Mllf Drop 30 in. Elevation Top of Hole 250 ft. Ref. or Damm Mean Sea Level 01 at o Z TO ao id_i c CO Ifl 01 TJ 3 O z a E Id tn wg ta Vtr\ CH-OI u Q a Jl t. Q flii> cn -cn to' GEOTECIINICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30- 35- 45-C: horizontal 12 SM DEL MAR FORMA-nON (Continued) @ 30*; Off-white. weU-cemented concretions @ 32*: Grades to sUty fine to coarse SANDSTONE ! 34.S*; Grades to orange-brown; material is moist to wet I 37*: Vety irregular wavy conuct to gray-green, moist, vety dense, sUty fme SANDSTONE; massive I 40*: White, well-cemented concretionaty nodule SW CL ) 45*: Sharp conuct to light orange-brown, wet, dense, fine to coarse SANDSTONE; massive, weak seepage ) 47': Sharp conuct to olive-green, moist, hard, fme sandy CLAYSTONE 50- 55- m- Total Deptfi = SO' Downhole Logged to 48.5' Minor Seepage at 45' BackfUled on June 18, 1997 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-21 6-18-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 230 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 1 Project No. Type of Rig of 30 in. Drive Weight Ref. or Datum N/A 4971009-002 E-120 Bucket Auger Drop 30 in. Mean Sea Level at £ TO ao id_i L CO Ifl 01 TJ 3 a E Id cn CQ ifl^ CH- OI U a a 31 L a o>5 sefl a". _en o3 tn GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 5— • 10— 15- 20- 25- CL SM SW SM TOPSOIL @ 1': Brown, moist, stiff, fine sandy CLAY; organic material common, roodets common OUATERNARY ALLUVniM (Oal) - ® 2': Gradational conUct to brown, moist, medium dense. sUty fme to medium SAND; oiganic material common, rootfets common, clayey sand layers common I 13': Brown, sand mixed witfi light green, moist, fme to medium sandy CLAY; mottted DEL MAR FORMATION fTd) ® 15': Light gray-brown, moist, dense to vety dense, fine to coarse SANDSTONE; massive ' 19': Sharp conuct to orange-brown, damp, dense, fme to coarse SANDSTONE; massive ® 22': Light gray-brown, moist, dense, fme to coarse SANDSTONE @ 28': Light olive-green, moist, vety dense, sUty fme SANDSTONE; massive 505A(11/77) LEIGIITON & 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 2 Project No. Type of Rig of 2 30 in. Drive Weight Ref or Datum N/A 4971009-002 E-120 Bucket Auger Drop 30 in. Mean Sea Level o .C TO ao id_j c ts Ifl 01 TJ 3 O z a E Id tn CQ ifl/^ CH-OI u a a Jl c. a Se^ GO _tn o3 tn GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30-sw CL DEL MAR FORMA-nON (Continued) @ 30': Light green, moist, dense, fine to coarse SANDSTONE; massive @ 31': Olive-green, moist, hard, fme sandy CLAYSTONE; blocky. fracWred 35-Toul Deptfi = 34' Downhole Logged to 33' No Groimd Water Encountered at Time of DrUling Backfilled 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, Preluninary Geotechnical Investigation, Bressi Ranch, Carlsbad, Califomia, ProjectNo. 4971009-002, dated July 29, 1997 Date Project 5-21-97 GEOTECHNICAL BORING LOG B-l Lennar/Bressi Ranch Sheet 1 of 1 Project No. 4971009-02 Drilling Co. Barge's Drilling Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight 140 pounds Drop 30 in. Elevation Top of Hole +/- 200 ft. Ref or Datum Mean Sea Level Oit in vt at o z a E Id tn IO ifl.^ CH- OI o a a \^ 31 t. a _co tn' GEOTECIINICAL DESCRIPTION Logged By Sampled By KBC KBC 200 195 190 185- 180 175 25- CL OtlATERNARY ALLUVIUM (Oal) @ 1': Dark brown, damp, hard, fme to medium sandy CLAY; abundant fme pores, few charcoal fragments 40 29 101.9 100.1 18.9 18.6 SC I 5': Light orange-brown, moist, medium dense, cUyey, fine to medium SAND; few fine pores I 63 106.6 18.3 ' 10'; Orange-brown, moist, hard, fme to medium sandy CLAY; rare carbonate nodules I 71 110.4 18.2 SM 15': Light green, moist, vety dense, slightty clayey. sUty fme to medium SAND; orange-brown, iron-oxWe sUins common 5 I 50/6 115.3 14.5 SM DEL MAR FORMATION fTd) @ 20': Light green, moist, vety dense, sUty, fine to medium SAND; micaceous 6 1 50/5" 116.5 12.4 ) 25': Light green, moisl, vety dense, silty, fine to medium SAND Toul Deptfi = 25-1/2' No Ground Watei Encountered at Time of Drilling BackfUled on May 21, 1997 505A(11/77) LEIGHTON & ASSOCIATES Date 5-21-97 GEOTECHNICAL BORING LOG B-2 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 +1- 175 ft. Ref. or Datum Mean Sea Level It Ifl 01 a E Id tn CD Ifl/^ CH-OI u a a \-/ Jl c Q 3*. Se^ _tn cn' GEOTECIINICAL DESCRIPTION Logged By Sampled By KBC KBC 175 170- 165 10- 160 15- 155 150 25- I 17 24 3 • 35 4 I SO I 55 SM 104.7 104.9 11.8 14.4 SC Ul.: 17.8 CL 113.8 15.3 110.7 18.2 OUA'TERNARY ALLUVIUM (Oal) ® V: Light brown, moist, medium dense, sUty, fine to medium SAND; few fme pores @ 5'; Brown, moist, medium dense, clayey, fine to medium SAND; few charcoal fragments I 10': Brown, moist, hard, fme to medium sandy CLAY 15': Brown, moist, hard, fme to medium sandy CLAY @ 19.5'; Ground water encountered ® 20'; Light gray-brown, moist, hard, fme to medium sandy CLAY; few charcoal fragments 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-2 5-21-97 Date Project Drilling Co. _ Hole Diameter Elevation Top of Hole -f/- 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 Mean Sea Level Hollow-Stem Auger Drop 30 in. c Ifl 01 o z a E Id tn OQ Vt/-\ CH-OI o a a \^ 31 (. a w g lc *^ o u sefl GCJ _cn o3 tn GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC 145-1 140 35- 135 130 125- 120-55- 115 37 45 50/5" 50/ 5-12 SW ) 30': Brown, sawrated, medium dense, coarse SAND SC ; 40': Light green, sawrated. hard, fme to medium sandy CLAY SM DEL MAR FORMATION fTd) @ 45': Light brown, wet, vety dense, sUty fine to medium SAND ®45;5': Drflling became more difficuU (per drUler) ® 50': Gray, moist, vety dense, fine to medium SANDSTONE Toul 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 DriUing Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight 140 pounds Drop 30 in. Elevation Top of Hole +/- 220 ft. Ref. or Datum Mean Sea Level c I- UJ vt 01 o z a E Id cn ^g a Vt/-\ CH-OI o a a \^ Jl c. a o>6 wg lc ^ o o w . _cn tn' GEOTECIINICAL DESCRIPTION Logged By Sampled By MRM/KBC MRM/KBC 220 215 210- 205 15- 200- 195-25- Bag-1 @2'-5' 2 I 26 23 I 4 • 24 38 I 22 CL 94.8 101.8 20.3 17.8 100.1 17.7 SC 102.2 24.7 2 96.6 25.2 SM OUATERNARY ALLUVIUM (Qal) ® 3': Brown, moist, stiff, sandy CLAY ) 5'; Dark brown/brown, moist, stiff, sflty, fme sandy CLAY ' 10*: Brown, moist, vety stiff, clayey SAND 15': Light brown, wet. medium dense, clayey fine to medium SAND ( 19': Ground water encountered ) 20': Light browm. wet, medium dense, sflty fine to medium SAND 505A(11/77) LEIGHTON & ASSOCIATES Date Project 5-27-97 GEOTECHNICAL BORING LOG B-3 Lennar/Bressi Ranch Sheet Project No. of 4971009-02 Drilling Co. Barge's Drilling Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight 140 pounds Drop 30 in. Elevation Top of Hole +/- 220 ft. Ref. or Daftim Mean Sea Level c at Ul lfl 01 o z o z a E Id tn wg I"-eog Jl Vt/-\ CH-OI O a a \y Jl c a 01 "5 wg lc o GH _cn o3 cn GEOTECIINICAL DESCRIPTION Logged By Sampled By MRM/KBC MRM/KBC 190 185 35- 180- 175 45- 170 165 55- ifin-l m- 10 28 21 50/4" SO/5" SC ) 30': Light gray-brown, wet, medium dense, sUty, clayey fine SAND SC/SM SP ML } 40': Light gray-brown, wet, medium dense, intertiedded sUty fme to medium sandy CLAY and clayey fme to medium SAND ! 46': DrUling became more difficult (per drUler) @ SO': Greenish brown, wet. vety dense, fme to medmm SAND DEL MAR FORMATION fTd) \ <^<^ ~ @ 53': Drilling became more difficiiluper drUIer) @ 55': Olive-green, damp, vety dense, fine sandy SILTSTONE Toul Deptti = 55*5" Ground Water Encountered at 19' Backfilled on May 27, 1997 505A(11/77) LEIGHTON & ASSOCIATES 5-27-97 GEOTECHNICAL BORING LOG B-4 Lennar/Bressi Ranch Sheet 1 of 2 Project No. 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 +/- 240 ft. Ref or Damm Mean Sea Level 013 lU a E (0 tn ta Vt/-\ CH-OI u a a Jl t. o wg lc *- o o u litn u -to tn' GEOTECIINICAL DESCRIPTION Logged By Sampled By KBC KBC 240 235 230-10- 225 15- 220 215 25- ,2111 I 28 47 35 25 CL 110.2 16.2 99.5 15.4 SC 104.5 19.8 CL 2 QUATERNARY ALLUVIUM (Oal) @ 1*: Brown, moist, stiff, fme sandy CLAY; fine to medium pores common, roodets common ) 5*: Brown, moist, vety stiff, fme sandy CLAY; fme to medium pores common, roodets common ® 10': Brown, moist, medium dense, clayey fine to medium SAND; fine pores common, few rooflets @ 15': Light brown, moist, hard, fine sandy CLAY; few roottets ( 19*: Ground water encountered > 20'; No recovety of sample 505A{11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-4 5-27-97 Date Project Drilling Co. _ Hole Diameter Elevation Top of Hole +1- 240 ft. Lennar/Bressi Ranch Barge's Drilling Sheet 2 Project No. Type of Rig of 4971009-02 8 in. Drive Weight Ref or Damm 140 pountls Mean Sea Level Hollow-Stem Auger Drop 30 in. c .9^ It sat ao id-j c CD Ifl 01 O z a E Id tn CQ Ift.^ CH-OI U a a \-/ Jl c. a 2*- w . Sefl u u .en tn' 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, vety dense, clayey, fme to coarse SAND; few fme gravel ® 32': Drilling became more difficuh (per drUler) DEL MAR FORMA-nON fTd) @ 37'; Drilling became vety difficult I 40': Light olive-green, damp, vety dense, sUty fme SANDSTONE; moderately cemented Total Deptti = 40'9" Ground Water Encountered at 19' BackfUled on May 28, 1997 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-5 Lennar/Bressi Ranch Sheet 1 of __2 Project No. 4971009-02 Date 5-28-97 Project Drilling Co. Barge's Drilling Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight 140 pountls Drop 30 in. Elevation Top of Hole +/- 138 ft. Ref or Damm Mean Sea Level UJ lfl 01 o z a E Id tn wg to g a ifl/% CH- OI u a a \^ Jl t-a «i^5 - o o _tn GEOTECIINICAL DESCRIPTION Logged By Sampled By KBC KBC 135 130 125 15- 120 115 25- 110 Bag-1 @1'-S* 2 33 32 4 • 26 5 I 43 17 SC 109.3 107.1 12.7 9.6 SW 106.5 105.3 19.9 2 17.2 CL OUATERNARY ALLUVIUM (Oal) I 2': Brown with light brown motttes. damp, medium dense, clayey fine to medium SAND; few roodets I 5': Light brown, damp, medium dense, sUty fine to coarse SAND; few fme pores ' 10'; Brown, moist, vety stiff, fine to medium sandy CLAY 13'2": Ground water encountered ' 15': Brown, moist, hard, fme to medium sandy CLAY ® 20'; Ijght brown, wet, vety stiff, fine to medium sandy CLAY 505A(11/77) LEIGHTON & ASSOCIATES Date 5-28-97 Project Drilling Co. Hole Diameter _ Elevation Top of Hole +/- 138 GEOTECHNICAL BORING LOG B-5 Lennar/Bressi Ranch Sheet Project No. of 2 4971009-02 Barge's Drilling 8 in. Drive Weight ft. Ref. or Datum 140 pountls Type of Rig Hollow-Stem Auger Drop 30 in. Mean Sea Level vt Hi ^ o o3 lfl 01 o z a E Id to ta ifl/^ CH- OI O a a Jl c a 3.*. ic - o u ;cj .cn tn' GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC 30- 105 35- 100 40- 95 45- 90 50- 85 55- 80 10 26 25 [ 61/9" [ 59/4- SC SM @ 30': Light gray and light brown, wet to sawrated. medium dense, clayey, fme to medium SAND > 40*: Light green, wet, medium dense, clayey, fme to coarse SAND DEL MAR FORMATION fTd) ©51*; Light blue-green, moist, vety dense. sUty, fine SANDSTONE; weakly cemented @ 55-1/2': Practical refusal @ 55-1/2': Light blue-green, moist, vety dense, sUty fine SANDSTONE; weU ^ cemented Toul Deptti = 56' Ground Water Encountered at I3'2" Backfilled on May 28, 1997 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-6 5-28-97 Lennar/Bressi Ranch Sheet 1 of 1 Project No. 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 +/- 180 ft. Ref. or Damm Mean Sea Level c It Ul u £TO ao id_i c CB O z a E Id tn CQ CH-OI o a a \-/ j> c a w . Sefl GH _en oB tn Logged By Sampled By GEOTECHNICAL DESCRIPTION KBC KBC 180 175 170 10- 165 15- 160-20- 155 25- z JSL SM 2 • 13 I 98.9 11.2 2 17 24 32 75/11' CL SM CL OUATERNARY ALLUVIUM (Oal) ® V: Brown, damp, loose, slightty clayey. sUty fine SAND; roottets and organic material common I 8-1/2': Ground water encountered @ 10': Light brown, sawrated. medium dense, slighdy clayey. sUty. medium to coarse SAND I 15'; Light gray and light brown, wet, vety stiff, fme to medium sandy CLAY @ 20'; Intertiedded light gray and orange-brown, sawrated, dense, slighdy clayey, sUty, fine to coarse SAND DEL MAR FORMATION fTd) @ 23': DrUling became more difficult (per drUler) @25*: Light green, damp, hanl, CLAYSTONE Toul Deptti = 26-1/2' Ground Water Encountered at 8-1/2' BackfiUed on May 28, 1997 505A(11/77) LEIGHTON & ASSOCIATES Date 5-28-97 Barge's Drilling Project DrillmgCo. Hole Diameter 8 in. Drive Weight Elevation Top of Hole +/- 210 ft. Ref or Datum GEOTECHNICAL BORING LOG B-7 Lennar/Bressi Ranch Sheet 1 of 1 Project No. 4971009-02 140 pounds Mean Sea Level Type of Rig Hollow-Stem Auger Drop 30 in. c I- UJ lfl 01 o z o z a E Id tn ID ift..^ CH-OI u a a \-/ Jl c o wg w . Sefl CJ tn' GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KAB 210- 0 205 - 5 200- 10 195 15 — 190- 185 25- IKO-I 30 SM I 33 105.7 19.7 CL QUATERNARY/ALLUVIUM (Oal) ! 3': Light brown, damp, medium dense. sUty fme to medium SAND with roots and oiganic debris common throughout ) S": Brown, damp, medium dense to vety 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 51 95.8 25.3 ' IS': Mottled green and puiple, moist, vety stiff, clayey SILT to sUty CLAY SM DEL MAR FORMATION fTd) 50/5" ® 20'; Light greenish tan, moist, vety dense, sUty, fine SANDSTONE, weakly cement^ and slightty oxidized Toul Deptti = 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 o > I CD O Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 450' Location: Carlsbacl GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. {%) Density (pcf) TOPSOIL A @ 0-1.5': Light brown to brown, damp to moist, soft to slightly stiff, fine sandy clay: organic rich TORREY SANDSTONE B @ 1.5'-5': Light brown, moist, dense, silty fine to medium sandstone; thinly bedded unmapped Tt SC/CL SM t» ID 3" s 3 > CO 0» o o » CD 0» GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: N15°E -4-M-II II .1 I I I -llll llll 4-4-\-II I I TOTAL DEPTH AT 5 FEET NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 LOG OF TRENCH NO.: T-2 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevati on: 425' Locati on: Carlsbad 01 o > CD O GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moi st. Density (pcf) 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 @ 2'-5': Off-white with orange-brown stains common, moist, dense, silty fine to medium sandstone; massive uninapped CL Tt SM tD S 3" 3 > CO to o a » CD 09 GRAPHIC REPRESENTATION SCALE: 1"=5' SURFACE SLOPE: 7°S TREND: N60°W llll ^. i'^i,-:;^grrL-7/ i I I II II 11 TOTAL DEPTH AT 5 FEET NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 LOG OF TRENCH NO.: T-3 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevati on: 275' Locati on: Carlsbad Ol o I > (0 o GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) LANDSLIDE DEPOSITS A @ 0-3': Brown, damp to moist, soft to slightly stiff,'fine to medium sandy clay; rootlets and organic material common B @3'-5': Orange-brown, moist, loose to medium dense, silty, fine to coarse sand; massive, infilled fractures common C @ 5'-9': Off-white to light gray, moist, loose to medium dense, fine to coarse sand; calcium carbonate layers common, few thin sandy clay beds Qls SC SM SW CD S > a o» o o » tD ce GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 15°S TREND: N50°W LOG OF TRENCH NO. T-4 o > CO o GEOLOGIC ATTITUDES Project Name: Lennar/Bressi Ranch Logged bv: KBC Project Number: 4971009-002 Equi pment: Backhoe Elevation: 280' Locati on: Carlsbad DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) (1) BS: N25°E, 75°SE LANDSLIDE DEPOSITS A (a 0-3': Brown, damp to moist, soft to slightly stiff, fine to medium sandy clay: rootlets and organic material common B @ 3'-9': Orange-brown, and light gray, moist, loose to medium dense, fine to medium sand: massive; few infilled fractures Qls TORREY SANDSTONE Tt CD (D 3" s o o CD 09 West of landslide backscarp Torrey Sandstone bedrock and overlying topsoil is medium dense to dense; thinly bedded SC SW SM GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: IS^S TREND: N60°W Light brown to brown, damp to moist, loose to medium dense, clayey fine to medium sand to sandy clay nilATFRNARY CQI I UVIUM/ALLUVIUM B @ 2.5-13' Greenish brown, moist, loose to medium dense, clayey, silty fine to medium sand to clayey, fine to medium sand Qal SM/SC LOG OF TRENCH NO.: T-6 01 o > I o Project Namp: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 340' Location: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) TOPSOIL A @ 0-1.5' unmapped Light brown to brown, damp to moist, loose to medium dense, clayey fine to medium sand; organic rich, rootlets common SM QUATERNARY COLLUVIUM/ALLUVIUM B (a 1.5-5.5': Brown, moist, medium-dense, silty, clayey fine to medium sand; organic material and rootlets common TORREY SANDSTONE C (a 5.5'-6.5': Pale brown to light brown, damp to moist,; medium dense to dense, silty fine to medium sandstone Qal SC Tt SM o» o o I GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE:5-10° STREND: NS LQG QF TRENCH NO.: T-7 Project Nam Project Num Equi pment: e: Lennar/Bressi Ranch Loqqed bv: KBC ENGINEERING PROPERTIES Project Nam Project Num Equi pment: ber: 4971009-002 Lievanon. t:w _ Backhoe Lof:ar.inn: Lan soaa USCS Sample No. Moist. {%) Density (pcf) GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT USCS Sample No. Moist. {%) Density (pcf) (1) BS: N45°E. 70°SE 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 OF! MAR FORMATION B (?> 2'-7': Light olive-green to olive-green, damp, hard, fine, sandy claystone; blocky, fractured POSSIBLE IAND.SLIDE DEPOSITS C Possible landslide backscarp on south side of trench unmapped Td Qls? SM/SC CL CL GRAPHIC ! REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 20°SE TREND: f W5°W llll llll llll \i~~rTrT~T— F J"~ fw ossible Ladslit i 1 le Backscarp llll IIII 1 1 1 1 1 1 1 1 —1—1—\—1— —1—1—1—1— —i—1—1—1— —H * H 1—1— 1 JiJj\ III' - TQTAL DEPTH AT 7 FEET _ NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 " LOG OF TRENCH NQ.: T-8 Ol o > I O Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 170' Location: Carlsbad GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) TOPSOIL/TERRACE DEPQSIT 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 CD S 3 O o 01 ce GRAPHIC REPRESENTATION ' SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: NS LQG QF TRENCH NQ.: T-9 o> o I > <D O Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equipment: Backhoe Logged bv: KBC Elevation: 215' Location: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) ARTIFICIAL FILL (undocumented) A @ 0-5.5': Light greenish brown, damp to moist, medium dense, clayey fine to medium sand; crumbly, massive LANDSLIDE DEPOSITS B @ 5.5'-8'; Brown, moist, medium dense, silty, clayey, fine to medium sand Afu Qls SC SC (D S ce O o I 0> GRAPHIC REPRESENTATION SCALE: l"-5' SURFACE SLOPE: 15°S TREND: NS TOTAL DEPTH AT 8 FEET NQ GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 LOG OF TRENCH NO.: T-10 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 240' Locati on: Carlsbad Ol o I > (D O GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) to CQ 3" 3 2? to o o CD ce (1) BS: N70°E, 70°S TOPSOIL A (3 0-2': Brown, damp to moist, loose to stiff, fine to medium sandy clay; rootlets and organic material common DEL MAR FORMATION B (a 2'-7': Light olive-green, damp to moist, hard, fine sandy claystone; crumbly to blocky, moderately fractured LANDSLIDE DEPOSITS C Steep fractured zone (landslide rupture surface), landslide deposit in south side of trench south side of trench unmapped Td Qls SC CL CL GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 15°S TREND: N20°W LOG OF TRENCH NO. T-11 Ol o > CD O Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 425' Location: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) TOPSOIL @ 0-1.5' Brown, moist, soft, to slightly stiff, fine to medium sandy clay; rootlets common TORREY SANDSTONE B (ai.5'-6' unmapped Tt Off-white, moist, dense, silty fine.to medium sandstone; few orange-brown iron-oxide stains CL SM 2. CO 3- 3 o o I 0» GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 10°E TREND: N70°W LOG OF TRENCH NO.: T-12 o > I (O o Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 415' Location: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) TOPSOIL A (a 0-2.5': Brown, moist, stiff, fine sandy clay; rootlets common TORREY SANDSTONE B @ 2.5'-6': Gray-brown to greenish brown, moist, dense, clayey fine to medium sandstone unmapped Tt CL SC CD s 3 3 GRAPHIC REPRESENTATION i SCALE: r SURFACE SLOPE: 15°E TREND: EW TQTAL DEPTH AT 6 FEET NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 LOG OF TRENCH NO.: T-13 Ol o I > CD O Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 325' Location: Carlsbad GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) TOPSOIL/COLLUVIUM A (3 0-2.5': Brown, moist, stiff, fine to medium sandy clay; organic material and rootlets common TORREY SANDSTONE B (a 2.5'-5': Light orange-brown, moist, medium dense to dense, silty fine to medium sandstone unmapped Tt CL SM CD S 3 3 OS o o s CD 09 GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 5°W TREND: N60°E LOG OF TRENCH NO.: T-14 Ol o > (D O Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equ i pment: Backhoe Logged bv: KBC Elevation: 340' Location: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT • ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) TOPSOIL/COLLUVIUM A (a 0-4': Dark gray-brown, moist to wet, loose to medium dense, slightly clayey, silty fine to medium sand TORREY SANDSTONE B @4'-6' unmiipped Tt Light gray-brown, moist to wet, medium dense to dense, silty fine to medium sandstone SM SM CD to 3 s 3 09 O o GRAPHIC REPRESENTATION' SCALE: 1" = 5' SURFACE SLOPE: 5°W TREND: N60°E LOG QF TRENCH NO.: T-15 Ol o Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe ^ Logged bv: KBC Elevation: 3601 Location: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) <o o TOPSOIL/COLLUVIUM A (a 0-1': Light brown, damp, loose, silty fine to medium sand TORREY SANDSTONE B (a l'-6': Light gray, moist, dense, silty fine to medium sandstone @ 2.5'-3.5': Moderately cemented concretionary nodule unmapped Tt SM SM CD S 3" s 09 o o I CD CD GRAPHIC REPRESENTATION; SCALE: 1" = 5' SURFACE SLOPE: 5°W TREND: N70°E LQG OF TRENCH NO.: T-16 at o I > (0 o Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation:_340' Location: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. a) Density (pcf) COLLUVIUM A unmapped B @ 0-3': Dark gray-brown, moist, loose to medium dense, slightly clayey, silty fine to medium sand (a 3'-9': Dark brown, wet, medium dense, slightly clayey, silty fine to medium sand; gravel common near base TORREY SANDSTONE C (a 9'-10': Light gray-brown, moist, dense, silty very fine sandstone Tt SM SM SM LQG OF TRENCH NO.; T-17 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation:_3851 Location: CarTsbad Oi o I > (D O GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) 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 (a 3.5'-5': Light gray, moist, dense, silty fine sandstone unmapped Tt CL SM r- CD IQ s 3 2r CO o o § 09 GRAPHIC REPRESENTATION ! SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: N45°E LOG QF TRENCH NO.: T-18 Ol o I > (O o Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 325' Locat i on: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) ARTIFICIAL FILL (undocumented) A (a 0-3': Light brown, damp, loose, silty fine sandy; concrete fragments and rebar common QUATERNARY COLLUVIUM/ALLUVIUM B 0 3'-9': Dark gray-brown, moist to wet, soft to slightly stiff, fine to medium sandy clay TORREY SANDSTONE C @9'-10': Light gray and orange-brown, moist, dense. Silty fine to medium sandstone Afu Qal Tt SM CL SM CD S 3" 3 09 O O » CD «9 GRAPHIC REPRESENTATION SCALE: 1" - 5' SURFACE SLOPE: 4°W TREND: N80°E LOG OF TRENCH NO.: T-19 o\ o Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevati on: 355' location: Carlsbad GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) CD O ARTIFICIAL FTI! (undocumented) A (a 0-6': Light olive-green, moist, soft to stiff, fine to medium sandy clay; massive, crumbly Afu B (a6'-10' CD S 3 3 > 09 fit O o CD «9 Greenish brown, moist to wet, soft to stiff, fine to medium sandy clay (37'; Moderate seepage TORREY SANDSTONE C (a 10'-15'; Dark gray, moist to wet, slightly stiff to stiff, clayey siltstone to silty claystone, moderately fissile Tt CL CL CL/ML GRAPHIC REPRESENTATION : SCALE: 1" - 5' SURFACE SLOPE: 0 TREND: N40°E LQG OF TRENCH NO.: T-20 Ot o I > Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 290' Location: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) CD O COLLUVIUM (a 0-5.5': Light brown to brown, damp to moist, loose to medium dense, slightly clayey, silty fine to medium sand DEL MAR FORMATION (a 5.5'-8': Light green, moist, stiff to hard, silty claystone; fissile, crumbly unmapped Td SM CL (D S 3" s 3 GRAPHIC REPRESENTATION SCALE: 1" =5' SURFACE SLOPE: 2-3°W TREND: N60°W LOG OF TRENCH NO.: T-21 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 340' Location: Carlsbad CJI o > CD O GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) CD s 3" ARTIFICIAL FILL (Undocumented) A @ 0-5': Brown, damp to moist, loose, silty fine to medium sand OUATERNARY COLLUVIUM/ALLUVIUM B @ 5'-10'; Gray-brown, moist to wet, medium dense, silty, clayey, fine to medium sand DEL MAR FORMATION C (a 10'-12': Light olive-green, moist, stiff, fine sandy claystone; crumbly Afu Qal Td SM SC CL GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 1-2°W TREND: N70°E LQG OF TRENCH NO.: T-22 Ol o I > Project Namp- I f>nnar/Bressi Ranch Project Numher: 4971QQ9-0Q2 Equi pment: Backhoe Logged hv: KBC Flevation: 320' Ineation: Carlsbad GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) CD O CD S o o TOPSOIL A (a 0-2': Light brown to red-brown, damp, loose to medium dense, slightly clayey, silty, fine to medium sand, rootlets common TORREY SANDSTONE B (a 2'-6': Light gray, moist, dense, silty, fine to medium sandstone unmapped Tt SM SM GRAPHIC REPRESENTATION SCALE: 1" - 5' SURFACE SLOPE: 5°S TREND: N20°W TOTAL DEPTH AT 6 FEET NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 LOG QF TRENCH NO.: T-23 Ol o I > CD O Project Namp: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 290' Locati on: Carlsbad GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. {%) Density (pcf) TOPSOIL/COLLUVIUM A @ 0-4': Brown, damp to moist, loose to medium dense, silty, clayey, fine to medium sand; rootlets and organic matter common DEL MAR FORMATION B (a 4'-8': Light green, moist, stiff, sandy claystone; crumbly unmapped Td SC CL <D S 3 s 3 flo 09 O O » ce GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: N50°W llll 4-4-4. llll llll TOTAL DEPTH AT 8 FEET NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 LQG OFTRENCH NO. T-24 Ol o I > CD O Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 315' Locati on: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) TOPSOIL A (a 0-1.5': Reddish brown, damp, loose to medium dense, silty, clayey, fine to medium sand; rootlets common TORREY SANDSTONE B (a 1.5'-6': Light brown, damp, dense, silty fine to medium sandstone unmapped Tt SC SM <D (Q 3" s 3 GRAPHIC REPRESENTATION ; SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: N40°E 09 o o e» _ 09 llll llll llll llll llll TOTAL DEPTH AT 6 FEET NQ GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 LOG QF TRENCH NQ.: T-25 Ol o > (D O Project Name: Lennar/Bressi Ranch' Project Number: 4971009-002 Equ i pment: Backhoe Logged bv: KBC Elevation: 230' Locati on: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) QUARTERNARY COLLUVIUM/ALLUVIUM A @ 0-2 ': Dark gray to black, wet, stiff, silty, fine sandy, clay; abundant organic material B (a 2'-8': Light gray-brown, wet. stiff, silty fine sandy clay; organic material common DEL MAR FORMATION C (a 8'-12': Light brown, moist to saturated, clayey fine to medium sandstone (a 10": Ground water encountered Qal Td CL CL SC CD S 3" 09 O o 09 GRAPHIC REPRESENTATION SCALE: 1" =5' SURFACE SLOPE: 0. TREND: N25°E LOG OF TRENCH NQ.: T-26 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 210' Location: Carlsbad Ol o > CD O GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moi st. Density (pcf) QUATERNARY COLLUVIUM/ALLUVIUM A @ 0-2': Brown, moist, loose, silty fine to medium sand, rootlets common, organic material common B @ 2'-4': Light brown, moist, loose to medium dense, silty fine to medium sand C (a 4'-15': Dark gray to black, moist to wet, clayey, fine to medium sand Qal. SM SC r CD LOG OF TRENCH NO. T-27 Ol o i > (O o Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 235' Location: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) (1) BS: N25°W, 75°NE (2) B: N30°W, 15°SW TOPSOIL A (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 @ 2'-9': Light brown, orange-brown and gray, damp, dense, medium to coarse sandstone; thickly bedded QUATERNARY LANDSLIDE DEPOSITS C East of rupture surface unmapped Td SP Qls LOG OF TRENCH NO.: T-28 Ol o I > GEOLOGIC ATTITUDES (D O CD S s- 3 2r 09 o o i 09 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 250' Locat i on; Carlsbad DATE; 6/26/97 DESCRIPTION: OUATERNARY COLLUVIUM/ALLUVIUM A (3 0-14': Dark gray-brown, moist to wet, clayey fine to medium sand to sandy clay; organic rich (3 9': Ground water encountered DEL MAR FORMATION B @ 14.5'-15' Light green and orange-brown, wet, stiff, claystone; crumbly, few concretionary nodules with shells common GEOLOGIC UNIT Qal Td ENGINEERING PROPERTIES USCS SC/CL CL Sample No. Moist. Density (pcf) GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: N20°E TOTAL DEPTH AT 15 FEET-1 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 bv: KBC Elevation: Location: Carlsbad Ol o > I (D O GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) TORREY SANDSTONE 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 (a2.5'-3.5': C (a3.5'-6' Tt Td CD 3 S" 3 09 O O to 09 : 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 llll IIII llll 1 IL 1 1 llll llll llll llll llll llll J,,.., 1... 1 1 1 1 1 1 llll 1 Tl 1 " 1 1 1 1 1 llll ^ '—. 1 1 I I llll llll llll .— • , —* -mm J~ — —— ^ - TQTAL DEPTH AT 6 FEET - - NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 " LOG OF TRENCH NO. T-30 01 o > <D O Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 385'" Locati on: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) CD CQ 3 ff 3 09 O O OUATERNARY COLLUVIUM/ALLUVIUM A (a 0-1.5': Light brown, damp, loose, silty fine to medium sand; rootlets common B (a 1.5'-5.5': Brown, moist, loose to medium dense, silty fine to medium sand; organic material common C (3 5.5'-8.5': Dark gray-brown, moist, dense, clayey fine to medium sand; organic rich TORREY SANDSTONE D @ 8.5'-10': Light blue-green, moist, dense to very dense, silty, clayey, fine sandstone Qal SM SM Tt SC GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: N40°W TOTAL DEPTH AT 10 FEET-j 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, ProjectNo. 06403-12-01, dated March 24, 2000 PROJECT NO. 06403-12-01 OEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING LB 12 ELEV. (MSL.) 215 EQUIP.MENT DATE COMPLETED 11/24/99 ROTARY BUCKET 30" a. St CO He u - 4 - 26 - 6 - 10 i 12 14 16 - 18 - - 20 - - 22 - 24 -:^l2-4 .B12-5 28 - -B12-1 •f: •t*: if: MATERIAL DESCRIPTION CL SM 3M-ML SM CL-SC CL TOPSOIL Stiff, humid to dry, dark gray-brown, Sandy CLAY SANTIAGO FORMA-nON Dense, damp, light brown to tan, SUty, fine SANDSTONE, with coarse lenses, massive 122.9 11.7 Dense, damp, light olive, very Silty, very fine SANDSTONE to Sandy SILTSTONE Dense, damp to moist, light brown, Silty, medium SANDSTONE -N-S_, IDE, very irregular deposition contact Hard, moist, olive to brown, Silty, Sandy CLAYSTONE, with irregular 1--2'' lenses of santlstone, 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 i i SAMPLE SYMBOLS ° - "N^"""""- @ ... 0ISTUR8E0 OR BAG SAMPLE c. . STANOARO PENETRATION TEST ORIVE SAMPLE (UNDISTURBED) . CHUNK SAMPLE ? . •. WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONOITIONS SHOUN HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE OATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONOITIONS AT OTHER LOCATIONS AHD TIMES. ^ DJECT NO. 06403-12-01 PTH :N FEET [ SAMPLE NO. >- CO o H -I SOIL CLASS (USCS) BORING LB 12 ELEV. (MSL.) 215 EQUIPMENT DATE COMPLETED 11/24/99 ROTARY BUCKET 30" SO)-: CEJ Q.CC^ Wl.' ut-S lz u MATERLAL DESCRIPTION 30 r 32 16 - 18 - 40 - :.£12-6 • -Slight seq>age along fiacmire -12' hori2x>ntal deposition contaa Very hard, damp, gray-olive. Sandy SILTSTONE. with some clay -Massive, no fractures, difficult drilling ML 14/7- BORING TERMINATED AT 41 FEET E »iire A-25, Log of Boring LB 12 LCG , r D... SAMPLING UNSUCCESSFUL ' S/VMPLE SYMBOLS II u"=»"«-«=>=-ruL ... DISTURBED OR BAG SAMPLE B. B. . STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED) . CHUNK SAMPLE Y. ... UATER TABLE OR SEEPAGE NuiE: THE LOG OF SUBSURFACE CONOITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORIHG OR TREHCH LOCATION AND AT THE OATE INDICATED. IT IS HOT UARRANTED TO BE REPRESEHTATIVE OF SUBSURFACE COHDITIONS AT OTHER LOCATIOHS ANO TIMES. PROJECT NO. 06403-12-01 OEPTH IN FEET SOIL CUSS (USCS) BORING LB 14 ELEV. (MSL.) 195 EQUIPMENT DATE COMPLETED 11/29/99 ROTARY BUCKET 30" ut ta go a in lit -Q U - 0 MATERL\L DESCRIPTION 26 28 2 - - 4 - - 6 - 8 - 10 -LB14-1 i:^- 12 - 14 - 16 - - 18 - 20 --B14-2 - 22 - - 24 SC SM ML SM CL TOPSOIL Loose, dry, dark gray-brown. Clayey, fine SAND SANTIAGO FORMATION Dense, damp, light brown to tan. Silty. fine to medium SANDSTONE Dense, damp, light olive, Sandy SILTSTONE, with trace clay Very dense, tlamp, 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, IOS, wet, plastic, 1/2-1 "thick Hard, moist, li^t 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 — 1 DRIVE SAMPLE (UNDISTURBED) I UATER TABLE OR SEEPAGE [ SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B, @ ... DISTURBED OR BAG SAMPLE ii] STANDARD PENETRATION TEST CHUNK SAMPLE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORIHG OR TRENCH LOCATION ANO AT THE OATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONOITIONS AT OTHER LOCATIOHS ANO TIMES. P DJECT NO. 06403-12-01 :PTH IN FEET SAMPLE NO. >-at a -I a X SOIL CLASS (USCS) BORING LB 14 ELEV. (MSL.) 195 EQUIPMENT DATE COMPLETED 11/29/99 ROTARY BUCKET 30" tu tn^ tog go H lu -o u 30 MATERL^iL DESCRIPTION LB 14-3 32 - 14 - 16 78 - 40 - 15/8- ML Very dense, moist, gray-olive. Clayey SILTSTONE; with some very fine sand -Horizontal b«iding^ Very hard, moist, tlaric olive-brown, Silty CLAYSTONE, massive -B14-4 "-B14-5 42 CL 15/8" BORING TERMINATED AT 42 FEET F |ure A-29, Log of Boring LB 14 LCG SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL S ... OlSTURBEO OR BAG SAMPLE B... STANOARO PENETRATION TEST H H ... CHUNK SAMPLE Z ORIVE SAMPLE (UNDISTURBED) UATER TABLE OR SEEPAGE N E: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORIHG OR TREHCH LOCATION AND AT THE DATE IHDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITtONS AT OTHER LOCATIONS ANO TINES. PROJECT NO. 06403-12-01 BORING LB 15 ELEV. (MSL.) 250 EQUIPMENT DATE COMPLETED 11/30/99 ROTARY BUCKET 30" UJ HS coR tjJs; gcJ >-°^ o iz u MATERIAL DESCRIPTION - 26 - - 28 LANDSLIDE DEBRIS Loose, humid, tlark 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 CL.AYSTONE. with some silt, very fracmred, weathered -Fracture and clay seam; l/8"-l/4"; N60E, 8-lOSE, wet, plastic and slickensided, throughgoing, with calcium sulfate lining -Remolded clay seam; l/4"-l/2", NSOW, 15-20NE; wet, plastic and throughgoing, with orange iron oxide staining-base of slide 1/6" 106.7 21.0 SANTLVGO 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 fracmres -Horizontal transition to siltstone^and sandstone Dense, damp, light brown to tan, Silty, fine SANDSTONE -3-6" thick cemented sandstone 122.2 13.4 11 Figure A-30, Log of Boring LB 15 LCG SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL E.. . STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS S ... DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE ¥ •• . UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONOITIONS SHOWH HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATIOH ANO AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONOITIONS AT OTHER LOCATIONS AHO TIMES. DJECT NO. 06403-12-01 •PTH IN FEET SAMPLE NO. >-ta o _i o X SOIL CUSS (USCS) BORING LB 15 ELEV. (MSL.) 250 EQUIPMENT DATE COMPLETED 11/30/99 ROTARY BUCKET 30" IN w« HS tnH Ss 2t go a cnS CJ 30 -MATEIUAL DESCRIPTION -B15-4 -B15-5 32 - J4 - 36 - 38 - 40 -1^15-6 I m m m m m P m m m m m m m 20/1 r -Becomes medium to very coarse-grained and massive 20 128.9 12.4 BORING TERMINATED AT 41 FEET F'gure A-31, Log of Boring LB 15 r LCG SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL B . DISTURBED OR BAG SAMPLE B STANOARD PENETRATIOH TEST CHUNK SAMPLE ORIVE SAMPLE (UNDISTURBED) UATER TABLE OR SEEPAGE k E: THE LOG OF SUBSURFACE CONDITIOHS SHOUN HEREOH APPLIES ONLT AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE OATE INOICATEO. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONOITIONS AT OTHER LOCATIONS ANO TIMES. PROJECTNO. 06403-12-01 BORING LB 17 ELEV. (MSL.) 240 EQUIPMENT DATE COMPLETED 12/1/99 ROTARY BUCKET 30" o. LU HS toH Ss >- go a St MATERLVL DESCRIPTION Fnx Soft, humid, mottled tlark brown to light olive, Silty CLAY, with some sand, porous texture, rootlets SANTIAGO FORMATION Very stiff, damp, medium olive, Silty CLAYSTONE; very fractured, brittie -Near-horizontal contact (transitional over several inch^) _ Dense, damp, light olive to brown, very SUty, fine SANDSTONE, with some clay -6" X 24" lenticular concretion -Becomes light brown to tan, very SUty, fine SANDSTONE -Becomes medium-grained (orange, horizontal 3" bed) -Becomes orange, coarse-grained -Becomes very moist, orange, Silty, very coarse SANDSTONE -Slight seepage (perched above sharp, horizontal, sc()ur-contact Hard, moist, light olive, very Clayey SILTSTONE -Cemented, fine santlstone, 6'-8"-l--, gray, horizontal at base 127.4 11.5 8/10" Figure A-34, Log of Boring LB 17 LCG i SAMPLE SYMBOLS ° ''" ^"'"""^ UNSUCCESSFUL S ... DISTURBED OR BAG SAMPLE B B .. STANOARD PENETRATION TEST U... ORIVE SAMPLE (UNDISTURBED) .. CHUHK SAMPLE I ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATIOH ANO AT THE OATE INOICATEO. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. .OJECT NO. 06403-12-01 BORING LB 17 ELEV. (MSL.) EQUIPMENT 240 DATE COMPLETED 12/1/99 ROTARY BUCKET 30" Ll. LU^CO iu. ?o a St ot MATERLVL DESCRIPTION Dense, wet, light olive, SUty, meditun SANDSTONE -Slight seepage -Scoured ticposition-txjntaa; NlOE, IOW (with — 1" iion-;StainedJ}asal layer)^ Hard, moist, mediimi olive, SUty CLAYSTONE -Becomes very sandy Oenses) 14 123.4 12.3 -Becomes very hard, dark olive-gray, SUty CLAYSTONE 20/10" BORING TERMINATED AT 42 FEET [ ^'gure A-35, Log of Boring LB 17 LCG SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B ^ ... DISTURBED OR BAG SAMPLE B .. STANOARO PENETRATION TEST .. CHUNK SAMPLE ORIVE SAMPLE (UNDISTURBED) UATER TABLE OR SEEPAGE TE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE OATE INOICATEO. IT IS NOT UARRAHTED TO BE REPRESEHTATIVE OF SUBSURFACE COHDITIONS AT OTHER LOCATIOHS ANO TIMES. PROJECT NO. 06403-12-01 OEPTH IN FEET SAMPLE NO. SOIL CUSS (USCS) BORING LB 18 ELEV. (MSL.) 215 EQUIPMENT DATE COMPLETED 12/1/99 ROTARY BUCKET 30" •»u. CO to HS « I Ss Su: gd a: ^6 u MATERLVL DESCRIPTION 2 - 4 - 6 - - 8 - 10 H - 12 14 h 16 18 - - 20 - - 22 24 CL COLLUVIUM Soft, tiamp, dark brown, Sandy CLAY CL SANTIAGO FORMATION Hard, moist, medium light, olive-brown, very SUty CLAYSTONE Dense, damp, light brown to tan. Silty. fine SANDSTONE SM -Near-horizontal contact CL Hard, moist, light medium olive, Sandy CLAYSTONE, some silt -Deposition-contact. N65E, IOS ML Dense, damp, light olive-brown, very Sandy SILTSTONE -Cemented sandstone layer 12"-!-- thick, — 20" wide (lense) -Horizontal contact SM Detisc. darap, light tan-oUve. Silty, fine SANDSTONE, massive BORING TERMINATED AT 25 FEET Figure A-36, Log of Boring LB 18 LCG SAMPLE SYMBOLS °- ""SUCCESSFUL ^... DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST B ... CHUNK SAMPLE M ... DRIVE SAMPLE (UNDISTURBED) 3C ... UATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWH HEREOH APPLIES OHLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE OATE INOICATEO. IT IS HOT WARRAHTED TO BE REPRESEHTATIVE OF SUBSURFACE COHOITIOHS AT OTHER LOCATIONS AHO TIMES. OJECT NO. 06403-12-01 •PTH IN rEET SAMPLE HO. 5-C3 O _I o X SOIL CUSS (USCS) BORING LB 19 ELEV. (MSL.) 275 EQUIPMENT DATE COMPLETED 12/1/99 ROTARY BUCKET 30" zw3 Q.C'-v^ go ^t tor tu MATERLVL DESCRIPTION -B19-1 4 - 10 --B19-2 -B19-3 12 14 16 - 18 - 20 --B19-4 JB19-5 22 24 - 26 - 28 m PT* CL SC ML SM ML CL SM TOPSOIL Stiff, damp, dark brown, Sandy CLAY SANTLVGO FORMATION Lt>ose to medium dense, damp, reddish-brown, very Clayey, fine SAND, with gypsum, very weathered santlstone Dense, damp, light olive, Sandy SILTSTONE Dense, damp, reddish-brown, Silty, fine SANDSTONE -FossUiferous, with organic odor -Cemented sandstone (concretion) 121.1 9.4 Dense, moist, light olive. Clayey SILTSTONE, with some sand -Horizontal bedding;Contact Very stiff, very moist, medium olive, SUty CLAYSTONE, with interbedded sandstone (fossiliferous) and gypsum, and jarosite (iron sulfate) coatings on fracmres Dense, moist, reddish-brown, Silty, fine SANDSTONE; very fossiliferous rgure A-37, Log of Boring LB 19 LCG SAMPLE SYMBOLS • ... SAMPLIHG UHSUCCESSFUL ^ ... OlSTURBEO OR BAG SAMPLE B... STANDARD PEHETRATIOH TEST B ... CHUHK SAMPLE DRIVE SAMPLE (UNDISTURBED) UATER TABLE OR SEEPAGE » E: THE LOG OF SUBSURFACE CONOITIONS SHOUH HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR TREHCH LOCATIOM ANO AT THE DATE INDICATED. IT IS NOT UARRAHTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIOHS AT OTHER LOCATIOHS ANO TIMES. PROJECT NO. 06403-12-01 DEPTH IN FEET SAMPLE NO. >-CS o -I o X SOIL CUSS (USCS) BORING LB 19 ELEV. (MSL.) 275 EQUIPMENT DATE COMPLETED 12/1/99 ROTARY BUCKET 30" H-5u. <i:£s iiiH; toy Ss >- H- Z^ gci - 30 - 32 MATERLVL DESCRIPTION -B19-6 ML 34 -i 36 38 H 40 - Hard, moist, olive, SUty CLAYSTONE -Strong seepage at 34.5 feet -Horizontal contact 107.2 21.5 i CL Hard, wet. medium-dark oUve. SUty CLAYSTONE -Fractured (with water seepage) and jarosite/gypsum coatings -Horizontal contact Deilse. moist, reddish-brown. Silty. mediimi to coarse SANDSTONE -B19-7 -B19-8 SM 16 42 - -B19-9 - 44 :L-ML Very hard, moist, dark gray-olive, SUty CLAYSTONE to Clayey SILTSTONE BORING TERMINATED AT 45 FEET Figure A-38, Log of Boring LB 19 LCG SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B. . STANDARD PEHETRATIOH TEST • . .. ORIVE SAMPLE (UHDISTURBED) SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL TABLE OR SEEPAGE @ ... DISTURBED OR BAG SAMPLE B. . CHUHK SAMPLE .. UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIOHS SHOUN HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE IHDICATED. IT IS HOT UARRAHTED TO BE REPRESEHTATIVE 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 SOIL CLASS (USCS) BORING B 1 ELEV. (MSL.) 184 EQUIPMENT DATE COMPLETED 10/14/96 CME 55 cn 3 o in gt cc Q ty: MATERIAL DESCRIPTION Bl-2 10 - 12 Bl-3 14 - 16 J 18 - 20 22 24 - 26 - 28 - Bl-4 Bl-5 Bl-6 SC CL CL SM SC-CL CL FILL Medium dense, moist, orange-brown. Clayey, fine lo medium SAND Stiff, moist, dark brown, Sandy CLAY 20 122,1 12.2 Becomes stiff, slightly moist, orange, olive and light brown, Sandy CLAY 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 74 111.7 29 30 116.9 13.9 16.0 Figure A-l Log of Boring B 1, page 1 of 2 RCll r,wr.. r- r^r^.r./^, c D ••• SAMPLING UNSUCCESSFUL B ... STANOARD PENETRATION TEST SAMPLE SYMBOLS S ... DISTURBED OR BAG SAMPLE kl ... CHUNK SAMPLE • ... DRIVE SAMPLE (UNDISTURBED) % ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE OATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONOITIONS AT OTHER LOCATIONS ANO TIMES. OEPTH IN FEET SOIL CLASS (USCS) BORING B 1 ELEV. (MSL.) 184 EQUIPMENT DATE COMPLETED CME 55 10/14/96 M at go tn a a: -o o - 0 - 2 MATERIAL DESCRIPTION Bl-1 4 - 6 - Bl-2 - 10 12 - 14 16 - 18 Bl-3 Bl-4 20 -Bl-5 - 22 24 Bl-6 26 - - 28 SC FILL Medium dense, moist, orange-brown, Clayey, fine to medium SAND CL Stiff, moist, dark brown, Sandy CLAY 20 122.1 Becomes stiff, slightly moist, orange, olive and light brown, Sandy CLAY CL 15 SM 7^ TERRACE DEPOSITS Very dense, slightly moist, orange-brown, Silty, fine SAND 74 Becomes medium dense, moist, orange-brown. Clayey, fine to medium SAND to Sandy CLAY SC-CL 29 CL Becomes very stiff, very moist, orange-brown and gray, Sandy CLAY 30 12.2 111.7 13.9 116.9 16.0 Figure A-l Log of Boring B 1, page 1 of 2 RCll c-A...r.. r- t.^^..,r./^, o 0 ... SAMPLING UNSUCCESSFUL E ... STANOARD PENETRATION TEST SAMPLE SYMBOLS H ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE B... ORIVE SAMPLE (UNDISTURBED) I ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONOITIONS SHOWN HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE OATE INOICATEO. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONOITIONS AT OTHER LOCATIONS ANO TIMES. PROJECTNO. 04787-12-11 Figure A-3 Log of Boring B 2, page 1 of 1 1 > cc LU BORING B 2 ELEV. (MSL.) 183 DATE COMPLETED mx'^m DEPTH IN FEET SAMPLE NO. :THOLOG lUNDUATI SOIL CLASS (USCS) BORING B 2 ELEV. (MSL.) 183 DATE COMPLETED mx'^m 'ENETRATION RESISTflNCE (BLOWS/FT.) 3RY DENSITY (P.C.F.) MOISTURE :0NTENT (.y.) • l-l CJ ts SOIL CLASS (USCS) EQUIPMENT CME 55 'ENETRATION RESISTflNCE (BLOWS/FT.) 3RY DENSITY (P.C.F.) MOISTURE :0NTENT (.y.) 1 - 0 -MATERIAL DESCRIPTION [ - 2 - - 4 - - 6 - B2-1 Uz H SC FILL Medium dense, moist, orange-brown. Clayey, fine to medium SAND -Becomes orange-brown and gray sandy clay 16 - 8 - - 10 -1^ CL Very stiff, moist, brown, Sandy CLAY - 1 - 12 - B2-2 j •1 -"I-SM TERRACE DEPOSITS Medium dense, moist, orange-brown, Silty, fine to medium SAND 24 110.0 13.6 I z - 14 - - 16 - B2-3 1 1 36 - 14 - - 16 - /> SM-SC Dense, moist, gray-brown, Silty, fine to medium i i - 18 -•<>"., •> ; • GP ^ SAND with clay / Medium dense, dry, gray and red, fine to medium GRAVEL i . - 20 - - 22 - - 24 - B2-4 1 1 % SC-CL Medium dense, very moist, mottled orange-brown. Clayey, fine to medium SAND to Sandy CLAY with little gravel 36 114.2 13.8 1 - 26 - B2-5 CL Stiff to very stiff, wet to saturated, orange-brown, Sandy CLAY with little gravel 28 1 BORING TERMINATED AT 27 FEET REFUSAL RCll SAMPLE SYMBOLS • .. . SAMPLING UNSUCCESSFUL c.. . STANDARD PENETRATION TEST • . . DRIVE SAMPLE (UNDISTURBED) g.. . DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE ? •-. WATER TABLE OR SEEPAGE inc LUO Ul- iUBbUKI-ALh 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. PROJECT NO. 04787-12-11 BORING B 3 ELEV. (MSL.) 141 EQUIPMENT DATE COMPLETED CME 55 10/15/96 MO zfS-j ui^ia §L Bp ot -o o I 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, sawrated, orange-brown, Sandy CLAY to Clayey SAND Becomes firm to stiff, saturated, gray and orange-brown, Sandy CLAY with sUt Becomes firm, saturated, olive-gray, Sandy CLAY i HELBY 27 109.9 ;HELBY 106.7 5 HELBY 22 102.8 J HELBY 10 95.5 21.9 23.3 23.8 29.6 1. j Figure A-4 Log of Boring B 3, page 1 of 2 RCll SAMPLE SYMBOLS • .. . SAMPLING UNSUCCESSFUL E. .. STANOARD PENETRATIOM TEST • .. . DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS S.. . OlSTURBEO 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 LOCATIOH AND AT THE DATE INOICATEO. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-11 BORING B 3 ELEV. (MSL.) 141 EQUIPMENT .DATE COMPLETED CME 55 10/15/96 :?i 2= {3-I CC MATERIAL DESCRIPTION Becomes soft, saturated, olive-gray, Silty CLAY with little sand 91.3 32.7 -Becomes firm Becomes medium dense, saturated, olive, Sandy SILT II 101.3 25.2 DELMAR FORMATION Dense, saturated, olive, fine coarse SAND with little clay -Refusal at 45 feet Very dense, saturated, orange-brown. Clayey GRAVEL BORING TERMINATED AT 46 FEET 82/11" Figure A-5 Log of Boring B 3, page 2 of 2 RCll OA»<ni r- oi/^»«or>r o D-.. SAMPLING UNSUCCESSFUL E... STANDARD PENETRATION TEST SAMPLfc SYMBOLS @ ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE B... DRIVE SAMPLE (UNDISTURBED) TL ... 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 REPRESEMTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-11 SOIL CLASS (USCS) BORING B 4 ELEV. (MSL.) 143 EQUIPMENT DATE COMPLETED CME 55 10/15/96 t-ty I- zf3-i Q.CC^ ^u: UJ LJ o: Q - 2 - 4 B4-1 6 - 10 - - 12 - - 14 - 16 18 - 20 - 22 - 24 - 26 - 28 - B4-2 B4-3 B4-4 B4-5 MATERIAL DESCRIPTION CL CL CL SP-SM I- SM SP- ML-CL ALLUVIUM Soft, wet, orange-brown, very Sandy CLAY Becomes soft, samrated, gray-brown, Silty CLAY with little sand Becomes soft, samrated, orange-brown and gray, Sandy, Silty CLAY 105.4 24.4 Loose, saturated, orange-brown, fine to coarse SAND with little silt 11 Medium dense, saturated, green-blue, Silty, fine to medium SAND 17 -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 Figure A-6 Log of Boring B 4, page 1 of 2 Rcn SAMPLE SYMBOLS • .. . SAMPLING UNSUCCESSFUL E.. . STANDARD PENETRATIOM TEST • .. . ORIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS 0. . DISTURBED OR SAG SAMPLE B.. . CHUNK SAMPLE ? •• . UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN 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. PROJECT NO. 04787-12-11 - 30 DEPTH IN FEET 32 - 34 - 36 - 38 40 - SAMPLE NO. B4-6 B4-7 B4-8 > Ul ta 1-o _i 3 o a X z F-Z2 H o _l ce CD //I J// I / ^ / SOIL CLASS (USCS) ML SC BORING B 4 ELEV. (MSL.) 143 EQUIPMENT DATE COMPLETED CME 55 10/15/96 MATERIAL DESCRIPTION Becomes medium dense, samrated, olive, Sandy SILT DELMAR FORMATION Very dense, samrated, orange-brown. Clayey, fine to medium SAND with gravel -Refusal at 41 feet BORING TERMINATED AT 41 FEET ny F- H«3 CO ujtr! z LU ta 19 68/7" or a 111.5 ^t ot 19.6 11 Figure A-7 Log of Boring B 4, page 2 of 2 RCU SAMPLE SYMBOLS • . . SAMPLING UNSUCCESSFUL E.. . STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS . DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE I . . WAIER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONOITIONS 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. 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 i I BORING BM 27 ELEV. (MSL) 215 EQUIPMENT _DATE COMPLETED 12/4/91 E-100 BUCKET RIG M y F- Ui ^ CO Q. cc IU, o ttJ C it o o MATERIAL DESCRIPTION TOPSOIL Medium stiff to stiff, moist, brown. Sandy CLAY: minor rootlets, voids DELMAR FORMATION Hard, damp, light to medium green, fine Sandy CLAYSTONE: loose and highly weathered to 5 feet, abundant disseminated caliche, orange to dark red oxide staining, very massive -Becomes less sandy and very hard at 13 feet Subhorizontal lense of very dense, very moist to moist, Ught yellowish green, Silty fine to coarse SANDSTONE -Somewhat gradational contact. 1/4 inch pebbles, minor seepage from 21 to 24 feet Hard, damipr Tight to medium green, fine Sandy CLAYSTONE BORING TERMINATED AT 26 FEET Log of Boring BM 27, page 1 of 1 112.8 15.4 123.4 10 10 12.6 10 "20/10' CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL I]. OlSTURBEO OR BAO SAMPLE 0 STANDARD PENETRATION TEST I CHUNK SAMPLE I ORIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE CONDITIOHS SHOWH HEREON APPLIES ONLY AT THE SPECIFIC BORIHG OR TREHCH LOCATION ANO AT THE OATE 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-100 BUCKET RIG iii^a a tut a. 2 UJ MATERIAL DESCRIPTION TOPSOIL Medium stiff to stiff, moist, brown, Sandy CLAY; minor rootlets, voids DELMAR FORMATION Hard, damp, light to medium green, fine Sandy CLAYSTONE: loose and highly weathered to 5 feet, abundant disseminated caliche, orange to dark red oxide staining, very massive -Becomes less sandy and very hard at 13 feet Subhorizontal lense of very dense, very moist to moist, light yellowish green, Silty fine to coarse SANDSTONE -Somewhat gradational contact, 1/4 inch pebbles, minor seepage from 21 to 24 feet Hard. damp, light to medium green, fine Sandy CLAYSTONE BORING TERMINATED AT 26 FEET Log of Boring BM 27, page 1 of 1 112.8 15.4 123.4 12.6 10 10 ^0/10 J CROR SAMPLE SYMBOLS • SAMPLING UHSUCCESSFUL E DISTURBED 0« BAG SAMPLE Q .. STANOARO PEHETRATIOH TEST • ... DRIVE SAMPLE (UNDISTURBED) .. CHUHK SAMPLE T ... UATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE CONDITIOHS SHOUH HEREON APPLIES ONLT AT THE SPECIFIC BORIHG Ofi TRENCH LOCATION ANO AT THE OATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONOITIONS AT OTHER LOCATIONS ANO TIMES. BORING BM 28 ELEV. (MSL) 290 EQUIPMENT _DATE COMPLETED 12/4/91 E-100 BUCKET RIG ••So uigm I- „ M Su: UJ Q uiJ5 si • o o MATERIAL DESCRIPTION TOPSOIL Medium stiff to stiff, damp to moist, orange-brown Sandy CLAY DELMAR FORMATION Hard, damp, light to dark green, fine Sandy SILTSTONE/CLAYSTONE to Silty/ Clayey fine SANDSTONE -Loose and highly weathered to 5 feet, excavates blocky, orange oxide staining, abundant caliche veinlets -Subhorizontal 4 to 6 inch lense of silty fine SANDSTONE at 9.6 feet -Gradational contact at 14 feet Very denle. damp, lighl yelfow to light green, Silty fine SANDSTONE: grades into fine to very coarse sandstone below 16 feet Hard, damp, green CLAYSTONE: very massive and blocky, black and orange oxide staining along fractures, abundant shining parting surfaces -Very thin highly irregular, subhorizontal, orange-brown clay seam at 18 feet, no apparent remolding BORING TERMINATED AT 26 FEET Log of Boring BM 28, page 1 of 1 13.4 SAMPLE SYMBOLS • ... SAMPLING UMSUCCESSFUL C .. S ... DISTURBED OR SAG SAMPLE 0 .. STANDARD PENETRATION TEST CHUNK SAMPLE 116.2 15.6 15.3 CROR .. ORIVE SAMPLE (UNDISTURBED) .. UATER TABLE OR SEEPAGE MOTE- THE LOG OF SUBSURFACE CONDITIOHS SHOUH HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE OATE TNoTcAnD. n^^^^ TO BE REPRESENTATIVE OF SUBSURFACE CONOITIONS AT OTHER LOCATIONS AHO TIMES. BORING BM 28 ELEV. (MSL) 290 EQUIPMENT _DATE COMPLETED 12/4/91 E-IOO BUCKET RIG M " F- 0. t- UJ , a UJ-j MATERIAL DESCRIPTION TOPSOIL Medium stiff to stiff, damp to moist, orange-brown Sandy CLAY DELMAR FORMATION Hard, damp, light to dark green, fine Sandy SILTSTONE/CLAYSTONE to Silty/ Clayey fine SANDSTONE -Loose and highly weathered to 5 feet, excavates blocky, orange oxide staining, abundant caliche veinlets -Subhorizontal 4 to 6 inch lense of silty fine SANDSTONE at 9.6 feet -Gradational contact at 14 feet Very dense, damp, lighl yelfow to light green, Silty fine SANDSTONE: grades into fine to very coarse sandstone below 16 feet Hard, damp, green CLAYSTONE: very massive and blocky, black and orange oxide staining along fractures, abundant shining parting surfaces -Very thin highly irregular, subhorizontal, orange-brown clay seam at 18 feet, no apparent remolding 113.4 15.6 116.2 15.3 BORING TERMINATED AT 26 FEET Log of Boring BM 28, page 1 of 1 CROR o ,.,r,rr,^, r- 0 ... SAMPLIHG UHSUCCESSFUL SAMPLE SYMBOLS "I S ... DISTURBED OR BAG SAMPLE E.. 0.. . STANOARD PENETRATIOH TEST • ... ORIVE SAMPLE (UHDISTURBED) . CHUHK SAMPLE T ... UATER TABLE Ofi SEEPAGE HOTE- THE LOG OF SUBSURFACE CONDITIONS SHOUH HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE DATE INOICATEO. 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. 04787-12-0L dated January 15, 1993 DEPTH IN FEET SAMPLE NO. > a o _i o X F- SOIL CLASS (USCS) BORING SBM 6 ELEV. (MSL) 175 EQUIPMENT DATE COMPLETED 4/24/92 MAYHEW 1000 ROTARY Kg Q MATERIAL DESCRIPTION 4 - ;BM6-I - 6 - 8 10 12 14 I BM6- i SC TOPSOIL Loose to medium dense, damp, dark grayish brown, fine to medium. Clayey SAND SC ALLUVIUM Loose to medium dense, moist, medium grayish brown, fine to medium slightly clayey to Clayey SAND ";BM6-3 16 - 18 - 20 -iBM6- 22 h 24 H 1 i SP-SC Loose to medium dense, moist to wet, light grayish brown, mottled, fine to medium SAND to slightly clayey SAND SM Becomes medium dense, moist, very light greenish brown, mottled, fine to medium Silty SAND SM DELMAR FORMATION Dense, moist, very light green to white, fine to medium slightly silty SANDSTONE 13 111.8 TT nT7 TT BORING TERMINATED AT 25 FEET 66 115.4 11.9 TTT 13.1 Figure A-8 Log of Boring SBM 6, page 1 of 1 CROR SAMPLE SYMBOLS ° - ""^"-^"^^^"^ ^ ... DISTURBED OR BAG SAMPLE B.. 0.. . STANDARD PENETRATION TEST . CHUNK SAMPLE • .. I . . DRIVE SAMPLE (UNDISTURBED) . UATER TABLE OR SEEPACE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUH HEREOH APPLIES ONLY AT THE SPECIFIC BOfiING OR TRENCH LOCATION AND AT THE OATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONOITIONS AT OTHER LOCAT IONS ANO TIMES. OEPTH IN FEET SAMPLE MO. o J o r I- sou CLASS (USCS) BORING SBM 6 ELEV. (MSL) 175 DATE COMPLETED 4/24/92 EQUIPMENT MAYHEW 1000 ROTARY go Q ot MATERIAL DESCRIPTION ;BM6-1 - 6 -ll 10 - 12 ;BM6-: SC TOPSOIL Loose to medium dense, damp, dark grayish brown, fine to medium. Clayey SAND SC ALLUVIUM Loose to medium dense, moist, medium grayish brown, fine to medium slightly clayey to Clayey SAND 13 111.8 14 - ";BM6- - 16 - 20 BM6 I 22 - 24 SP-SC Loose to medium dense, moist to wet, light grayish brown, mottled, fine to medium SAND to slightly clayey SAND TT TTTJ 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 BORING TERMINATED AT 25 FEET 11.9 T^ TT 13.1 1 i Figure A-8 Log of Boring SBM 6, page 1 of 1 CROR SAMPLE SYMBOLS ° - '''''''' ~SSfUL ^ ... OlSTURBEO OR BAG SAMPLE E.. 0.. . STANDARD PENETRATION TEST . CHUNK SAMPLE 1 ... DRIVE SAMPLE (UNDISTURBED) T ... UATER TABLE OR SEEPAGE HOTE: 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. PROJECTNO. 04787-12-01 DEPTH IN FEET SAMPLE NO. > a o _i o I F- SOIL CLASS (USCS) BORING SBM 7 ELEV. (MSL) 170 EQUIPMENT DATE COMPLETED 4/24/92 MAYHEW 1000 ROTARY vt ^ UJ s a. 5 >- F- M * S, g' >-| Q UJ2 a • o u O ! 2 - - 4 :)BM7-ll 6 -I "^;BM7- MATERIAL DESCRIPTION SC TERRACE DEPOSFTS Dense to very dense, damp, light brown, fine to coarse. Gravelly SAND with some clay SM Very dense, moist, medium brown, fine to medium, Silty SAND with small chunks of green claystone 52 TlTiO 6.4 47 117.1 12.2 BORING TERMINATED AT 11 FEET ' 1 Figure A-9 Log of Boring SBM 7, page 1 of 1 CROR SAMPLE SYMBOLS ° ••• UNSUCCESSFUL E .. S ... DISTURBED OR BAG SAMPLE 0 .. STANOARD PENETRATION TEST CHUNK SAMPLE 1 ... DRIVE SAMPLE (UNDISTURBED) T ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AMD AT THE OATE INOICATEO. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIOHS ANO TIMES. SAMPLE NO. SOIL CLASS (USCS) BORING SBM 8 ELEV. (MSL) 142 EQUIPMENT DATE COMPLETED 4/24/92 MAYHEW 1000 ROTARY a 2 v Q. O SIC UJ Q v! Q: • MATERIAL DESCRIPTION CL ;BM8-1I 6 - 14 - 16 18 20 :;BM8- - 22 - - 24 - 26 - 28 - SC SC-CL ";BM8-^ CL-SP CL SC-CL TOPSOIL Firm, dry ro damp, very dark brown to black Sandy CLAY -Water table after stabilizing at 1 foot ALLUVIUM Very loose, saturated, grayish brown mottled, fine Clayey SAND 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 'WW TT "793 33.7 'TUT Figure A-10 Log of Boring SBM 8. page 1 of 2 CROR SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL E. STANDARD PENETRATION TEST ... OlSTURBEO OR BAG SAMPLE 0... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONOITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORIHG OR TRENCH LOCATION AND AT IHE OATE INDICATED. IT IS NOT UARRAHTED TO BE REPRESENTATIVE OF SUBSURFACE COHDITIONS AT OTHER LOCATIONS AND TIMES. BORiNG SBM 8 ELEV. (MSL) 142 EQUIPMENT DATE COMPLETED 4/24/92 MAYHEW 1000 ROTARY -it « 2 \ vt m 3 _ O ; iiJ d ' a 5 >- F- ^ UJ2 D o o MATERIAL DESCRIPTION -Layer of sand with pieces of decomposed wood from 31 to 31.5 feet Becomes dark blue to black CLAY to slightly sandy CLAY to Clayey SAND (Continued) -Becomes gravelly from 38 to 40 feet Becomes medium dense, saturated, dark gray, fine to coarse SAND Becomes medium dense, saturated, black, Sandy GRAVEL with some cobbles -Becomes very cobbly at 47 feet -Heavy caving from 47 feet, very difficult drilling DELMAR FORMATION Very dense, wet, very light greenish gray, fine Clayey SAND 95.8 30.6 27 24 126.3 13.4 BORING TERMINATED AT 54 FEET -igure A-ll Log of Boring SBM 8, page 2 of 2 CROR wT^, r- OT,. ..r,^. r. 0 ... SAMPLING UNSUCCESSFUL E... STANDARD PENETRATION TEST SAMPLE SYMBOLS S ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE • ... DRIVE SAMPLE (UNDISTURBED) T ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUH HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE OATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONOITIONS AT OTHER LOCAT IONS AND TIMES. PROJECTNO. 04787-12-01 BORING SBM 9 ELEV. (MSL) 130 EQUIPMENT DATE COMPLETED 4/27/92 MAYHEW 1000 ROTARY 5£ \ UJ» m Q. I w uj>3 Pt. i i 1 i MATERIAL DESCRIPTION TOPSOIL Soft, damp to moist, dark brown, Sandy CLAY ALLUVIUM Soft, wet to saturated, dark brown mottled, Sandy CLAY -Water table after stabilizing at 7 feet Becomes fine, saturated, medium grayish brown, Sandy CLAY to Clayey SAND -Medium dense, saturated, light brown, slightly clayey sand lense from 11 to 11.5 feet Becomes loose, saturated, light brown mottled, fine to medium Clayey SAND to slightly clayey sand -Becomes loose to medium dense at 20 feet Becomes soft, saturated, light brown, Sandy CLAY and Clayey SAND 106.8 13" imj 13 3 rOTTT I Figure A-12 Log of Boring SBM 9, page 1 of 3 19.9 157 CROR SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL E... STANOARO PENETRATIOM TEST • ... ORIVE SAMPLE (UNDISTURBED) OlSTURBEO OR BAC SAMPLE 0 ... CHUNK SAMPLE JL ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIOHS SHOUH HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATIOH ANO AT THE OATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 BORING SBM 9 ELEV. (MSL) 130 EQUIPMENT DATE COMPLETED 4/27/92 MAYHEW 1000 ROTARY >• go UJ2 oc 2fi o 1 . i i MATERIAL DESCRIPTION Becomes stiff, saturated, dark brown mottled, slightly sandy CLAY -Becomes light gray and yellowish brown at 35 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 Bec()mes loose", saturated," grayish" blue, fine to medium Clayey SAND to slightly clayey SAND -Becomes gravelly from 59 feet T3" 104.9 UT Figure A-13 Log of Boring SBM 9, page 2 of 3 CROR SAMPLESYMBOLS °- SAMPLING UNSUCCESSFUL E .. STANDARD PENETRATION TEST 1 ... ORIVE SAMPLE (UNDISTURBED) ^ ... DISTURBED OR BAG SAMPLE 0 .. CHUNK SAMPLE T ... WATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE CONDITIOHS SHOUH HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATIOM AND AT THE OATE IHDICATED. IT IS NOT UARRAHTED TO BE REPRESENTATIVE OF SUBSURFACE COHDITIONS AT OTHER LOCATIOHS ANO TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE HO. >• a o _i o I H -I SOIL CLASS (USCS) BORING SBM 9 ELEV. (MSL) 130 EQUIPMENT DATE COMPLETED 4/27/92 MAYHEW 1000 ROTARY vt y a: a UJ-5 ir • 60 - 62 64 MATERIAL DESCRIPTION -12 GC Dark blue. Clayey SAND and cobbles 507X7 BORING TERMINATED AT 65 FEET PRACTICAL REFUSAL igure A-14 Log of Boring SBM 9, page 3 of 3 CROR SAMPLE SYMBOLS • ... SAMPLING UHSUCCESSFUL B . ^ ... DISTURBED OR BAG SAMPLE 0. STANDARD PENETRATION TEST • CHUNK SAMPLE I .. DRIVE SAMPLE (UNDISTURBED) .. UATER TABLE OR SEEPAGE [KOTE: THE LOG OF SUBSURFACE CONDITIOHS SHOWH HEREOH APPLIES OHLY AT THE SPECIFIC BORIHG OR TRENCH LOCATIOH AND AT THE OATE INDICATED. IT IS NOT UARRAHTED TO BE REPRESEHTATIVE OF SUBSURFACE COHDITIONS AT OTMER LOCATIOHS AHO TIMES. I Appendix B (continued) GB-4, GB-15, and GB-16 Large-Diameter Borings 971009-005 From: Geocon, 1988, Preliminary Soil and Geologic Investigation For La Costa - Northwest Area, Carlsbad, Califomia, ProjectNo. D-4230-H01, dated November 11, 1988 File No. D-4230-H01 November 11, L988 BORING 4 EL£VATION___12Q_ .DATE DRILLEn 1 O/S/flfl EQUIPMENT E-IOO 30" Rotary Bucket Zu. 3z MATERIAL DESCRIPTION CL ALLUVIUH Stiff, noist, dark grayish-broxra, Sandy CLAY B4-1 - I lll.l 15. 6 8 10 12 14 16 _ 18 - 20 becotaes very aoist PUSH ' 12" strong seepage (in sand) water table (caving) 103.(3 •lULK 20.: SJUIPLE A Loose, saturated, light brovm, coarse * SAiro B4-4 PUSH . 12" 105.3 21. CL Soft, wet, dark brot.m, Sandy CLAY BORING TERMINATED AT 20.0 FEET (REFUSAL) Figure A-4, Log of Test Boring 4 SAMPLE SYMBOLS • - SAMPCINC uNSucc«sruL S oiSTuneeo on OAO SAMPLE D—STANOARO PENeTRATION TEST B—CHUNK SAMPLC OBIve SAMPLE (UNOISTURBEDI WATER TASLE OH SEEPAGE NOT* THE LOG OFSUeSUnr ACE CONOITIONS SHOWN H6BE0N APPLIES ONLYATTHE SPECIFIC BOSING OP TRENCH LOCATION ANO ATTHEOATEINOICATED ITIS NOT WABBANTEOTO BE REPRESENTATIVE OF SU8SUBFACE CONOITIONS ATOTHER LOCATIONS ANO TIMES Pile Mo. D-A230-a01 lovember Ll, 1988 «.5!S 7) — BORING 15 ELEVATIO N_ 305 .DATE DRILLED 10/12/88 EQUIPMENT 30" Rotary Bucket Zu. is r i I- MATERIAL DESCRIPTION CL TOPSOIL Hard, slightly moist, brown, Sandy CLAY with SILT fractures h 6 8 B15-I 10- J.2 14 16-1 I i I r I t- |- 20 j- 22- - 24' A I A I y I M CL-ML DELMAR FORMATION Hard, moist, light olive, Silty CLAYSTONE to very Clayey SILTSTONE Bedding nearly horizontal Bedding N60W, 5SVJ 26- 28- 30- B15-4 ML Hard, moist, light orange/olive-mottled. Clayey SILTSTONE; some very fine SAND r Bedding nearly horizontal CL Hard, moist, olive-mottled, Silty CLAYSTONE; yellow-white gypsum stringers; slight to moderate fracturing — Few steep hematite-filled fractures; N40E. 85SE (joints) Cemented zone (calcium carbonate cement about 12" fossil shells) Remolded CLAY seam 1/8-1/4" thick; N60E 2''S SM- SC Dense, moist, light olive-tan Silty fine to medium SANDSTONE; some CLAY 3/12" 107.9 18.3 3/12" {108.4 BULK 19.5 lAMPLE 2/0" (No s. imple) LIS.2 13.8 Figure A-23, Log of Test Boring 15 (Boring 15 Continued next page) SAMPLE SYMBOLS O SAMPLING UNSUCCESSFUL S OlSTUBBEO OB BAG SAMPLE D_ STANOARO PENETRATION TEST B —. CHUNK SAMPL-E I OBIVE SAMPLE (UNOISTUBBED) 5- WATER TABLE OR SEEPAGE NOTE. THE LOG OFSUBSURFACE CONOITIONS SHOWN HEREON APPLIES ONCY AT THE SPECIFICBORING OB TRENCH LtXTAHON ANO AT THE OATE INDICATED IT IS NQTWABBANTEO TOBE HEPBESENTATIVEOF SUBSURFACECONDITIONS ATOTHERLOCATIONS ANO TIMES File No. D-4230-H0L November 11, 1988 BORING 15 (Concinued) ELEVATION DATF DRILLED 10/12/88 EOUIPMENT 30" Rotary Bucket ilf III' 2z Si!!; '8 MATERIAL OESCRIPTION Hard, moist, olive-brown mottled Silty, Sandy CLAYSTONE — Remolded CLAY seam 1/8-1/4" thick; 3*'SW; throughgoing gypsum Hard, moist, medium-olive, silty CLAYSTONE; abundant gypsum seams; random fracturing Remoded CLAY seam 1/8-3/4" thick; NlOW, S'SW, throughgoing, with large crystals of gypsum within gouge . 5 106.6 [BULK I 20.f AMPL; Dense, moist, light orange-tan, mediuin SANDSTONE — Contact nearly horizontal; sharp depositional Hard, moist, dark olive-brown mottled with yellow, Silty CLAYSTONE; gypsum seams, random fracturing; fossiliferous and carbonaceous Becomes very dark olive/black and carbonaceous, seepages of slight to moderate ^ flow \| Remolded CLAY seams 1/4-1/2"; N20W,5°SW \± at contact Very dense, dark gray, cemented, fine Silty SANDSTONE; fossiliferous Cemented zone; CaCO^-t- 92.0 BULK : 29.1 AMPL. BORING TERMINATED AT 59 FEET (REFUSAL) Figure A-24, Log of Test Boring 15 SAMPLE SYMBOLS • —SAMPLING UNSUCCESSFUL " S — OlSTUBBEO OR BAG SAMPLE B_ B- STANOABO PENETRATION TEST CHUNK SAMPLE 1 _ ORIVE SAMPLE lUNOISTURBEO) 1 w 1 _ WATER TABLE OR SEEPAGE NOTE. THE LOG OF SUBSURFACE CONDITIONS SHOWN HEBEON APPLIES ONLY ATTHE SPEOFICBOBING OBTBENCHLOCATION ANO ATTHEOATEINOICATED IT IS NQTWABBANTEO TO BE REPRESENTATIVE OFSUBSURFACE CONOITIONSATOTHER LOCATIONS ANO TIMES "^ile Mo. ovember D-4230-H0I 11, 1988 BORING L6 ELEVATION, 300 .DATE ORM I Fn 10/13/88 EQUIPMENT E-IOO. 30" Rotary Bucket III as MATERIAL DESCRIPTION CL 4 - 6 - - 8 - - 10 - - 12 - - 14 - 16 - 18 - 20 - 22- - 24- - 26 28 B16-1 ;.|--J.;I-' c • - v/l. •f-i.-.v; •n-r-':; ;r:r.-i- r:i::l- SM 1TOPSOIL ^ hard, humid, brown, Sandy CLAY, highly fractured • becomes very stiff and slightly moist l|)ELMAR FORMATION II Very dense, humid, light gray-blue, very Silty (J fine SANDSTONE; iron-stained, carbonate, |i weathering at top l'— shells bedding N20W10S — strongly iron-stained t ML hard, slightly moist, light grey-blue. Clayey SILSTONE, iron-stained, fissile, henatite filled joint N4SE82E - layer of stiff, moist, orange Sandy SILTY, friable, fossiliterous; N20W10S bottom contact — iron-stained, Sandy with fossils y stiff, moist, orange-brown. Clayey SILT, fossiliterous, ' •PUSH 7" 1 93.4 29.5 B16-2 cemented lenses •••'.•-I'.'-."-; :;V.-i::P: • r-'.i-.'r-- .I.:l. SM y— iron-stained, fossiliterous, rip-up clast of grey-blue SILSTONE 10 118.0 14.0 scour contact very dense, humid, light tan, very Silty fine SANDSTONE, iron-stained in places l'— iron-stained \ thinly bedded, dipping approximately 10*3 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 D STANOARO PENETRATION TEST 1 _ ORIVE SAMPLE (UNOISTURBEOI S _ DISTURBED OR SAG SAMPLE B _ CHUNK SAMPL-E ^ WATER TABLE OR SEEPAGE NOTE. THE LOG OF SUBSURFACE CONOITIONS SHOWN HEREON APPLIES ONLY ATTHESPECIFIC BORING OR TRENCH LCX:ATION ANO ATTHE0ATEINDK:ATE0.ITISNOTWABBAN TEO TO BE BEPHESENTATTVE OF SUBSURFACE CONOITIONS ATOTHERLOCATIONS ANO TIMES File Mo. November 1^5 D-4230-H01 11, 1988 8 o 3= BORING 16 (Concinued) ELEVATION _OATE DRILLED 10/13/88 EQUIPMENT . Sic u' 3Z 2z i 30 ML MATERIAL OESCRIPTION -32 - •34 - 36 - h38 - B1& B16 -3 -4 B16 B16 -5 -6 •40 4f scoured contact, generally horizontal light blue-grey vE . jl hard, slight moist to moist, lij _ 9 Sandy SILSTONE 11 ijl very stiff, moist, reddish-broTTO, Silty 111 CLAYSTONE SM 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 15 I very dense, very moist, grey Silty fine to 1 medium SA1©ST0NE, slight seepage very strong cemented BORING TERMINATED AT 40 FEET (REFUSAL) BULK SAMPLi 117.8 BULK „.;i AMPLER i Figure A-26, Log of Test Boring 16 I _ DRIVE SAMPLE (UNOISTURBEOI j ~ WATER TABLE OB SEEPAGE SAMPLE SYMBOLS Q _ SAMPLING UNSUCCESSFUL S OlSTUBBEO OB BAG SAMPLE .B_STANOABO PENETBATION TEST B_ CHUNK SAMPLE NOTE. THE LOC OF SU6SUBFACE CONDITIONS SHOWN HEBEON APPLIES ONLYATTHE SPECIFICBOBING OB TRENCH LOCATION AND ATTHE DATE INOICATEO. IT IS NOTWARRANTEO TO BE REPRESENTATIVEOF SUBSUBF ACE CONOITIONS ATOTHER LOCATIONS AND TIMES Appendix B (continued) CPT-9 and CPT-10 © Cone Penetrometer Tests 971009-005 From: Geocon, 1988, Preliminary Soil and Geologic Investigation For La Costa - Northwest Area, Carlsbad, Califomia, ProjectNo. D-4230-H01, dated November 11, 1988 OEPTH IN METERS O <N «, I i 1 l_ * in a f" 4D at o ct vt _i I c r r s TL DEPTH IN FEET tfii Ui o «Z« I- X • 1 tfr W4 OU-"*. —tn t-t-u II. to I I I in a a in CM o BJ OEPTH IN FEET in tn a in I r- o -« —I— in —T" -T— Ol —r-—I in DEPTH IN METERS lU oc LJ t- Ul 2: t3 CC I- 0^ I I- Q. O c oo UJ E z D U I »*-i 5 111 00 (M 00 O O UJ 7* ^ I u O U) fT) .-i (M U. CD £0D ••oaa) a: HO) 03 z I 2: (D z zY ijj A (J o =) uj UJ oc •• -) -) F- UJ o o tn >-OC oc z cc a_ Q. •-. a . , p V V V T a CM CJ »— !\ 1 1 \ \ J 1 li, I! lr •-•3 u o O 1 1 a' • ur ——— •1. a' o- «. a' <M. o • o- ———— Cl. a' • vr a' • a' A-• X Ji VTV llll -llll -r--1— in 10 t-n t " —I <n in UJ flC lU I-u = o o T c J- I- Q. IlJ o z •• IH UJ a- 0° oc 111 Q_ Z b u i I, m CO (M CO 0 o IS UJ T ^ 1 u O U) m ^ (\l UL i ~ P <D«U CO UJ ~ <n CD r-l 01 z: cn y tij 3 ^ OQ Z I <-3: (0 - Ill A <J O =3 " ILl lU <C ** -1 -1 I- UJ o o <o »-ocflc 2 cr a_o_ •-' a 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 J. - -AHU ill : LU COTO DE CAZA LTD 12 Ij 0 9 , 6 . 0 10 12 • • .:/: /.: •• -. 'if". • • LPa t 0* u/*^t • •/. I •f li. Ill oesem^rio/f TRENCH NO. 1 \ TOPSOIL Loosfi, damp, llghc brown, Silcy Sandy CLAY/Clayey SAND TERRACE DEPOSIT " Dense, damp, eeddish-brown, weakly cemented, Clayey SANDSTONE TORREY SANDSTONE Very dense, damp, lighc gray-olive, weakly cfimenced. incerbedded very fine SILTSTONE/SANDSTONE TRENCH TERMINATED AT U.O FEET •Igure , Log o£ Teac Trench 1 BtHtlTT % Iff K A-l aE(!XX)N IwranroiiAyca W I 14 0 -5 .Ili ( COTO DE C.-\ZA LTD IS (110 IM tor 0 . 2 . A . • 6- 8- 10 12 !> 14 16 h 18 20 - 7 tficviau u M::i:l'- TRENCH NO. 2 \ roPsoiL Loose, damp, llghC brown, Sllcy clayey SAND TORREY SANDSTONE Highly weachered, aolsc, reddiah-yellow. gr»y noceled, very fine Silcy SANDSTONE V Oenae (sClfO. weachered, callchefied, Ughc gray SILTSTONE Very aciff, damp, gtay, well bedded, acclcude approxioacely horizontal, well cemenccd SILTSTONE Very denae, moiat, reddlsh-brown, hard, well cemenced SANDSTONE, highly foasiliferou4 becomes very hard TRENCH REFUSAL AT 19.5 FEET 9/ir ItfXIifr Figure Log of Tesc Trench 2 A'2 cotrtwr GEOCON Li I I -i O.Ji-S .llll <.Ulu DE CAZA LTD '*rr I I I 6 6 10 12 14 16 ofscm^riOM I I I I 1/ TRENCH NQ. 3 \ TOPSOIL ' " Loose, damp, reddish-brown, Sandy CUY ^ TORREY SANDSTONE " ~ Highly weathered, callchefied, llghc gray SILTSTONE — becomes very sclff, damp, nray SILTSTONE dense, hard, damp, reddish-brown ^ SANDSTONE, highly fossiliferous Very dense, damp, lighc gray, nedium ceaenCed. fine SANDSTONE •"becomes very well cenftnted, finely bedded SANDSTONE V TRENCH TERMINATED AT 15.0 FEET Figure . Log of Tesc Trench 3 IM.lHAtt 00 r BtMiirr A'.' OW/WT A-3 GEOCOsr iNConraiiATCo 12.-2-1 9(5 10: l.S ©71-1 SoH 2717 COTO DE CAZA LTD 12)012 (jarioM Bttem*ri^M PfMjirr At.' amnrtr \ "f ml . 2 V 6 a lo- ll, 14 . 16 TRENCH NO. 4 \ TOPSOIL Light brown, damp, Sllty Sandy CLAY W TORREY SANDSTONE Medium denae, damp, fraccured, caliche- fied, olive gray, very fine SANDSTONE i;i;r Highly eraecured, weachered, caliche- fled, daap, Ughc gray SILTSTONE Very dense, daap, light gray, aasslve, very fine Silcy SANDSTONE Denae, damp, r«ddlsh-brown SANDSTONE, highly fosdlUferous I L I very deast. daap. light gray, medium I to well cemenced, very fine, massive, Siley SANDSTONE ~*becomes noccled llghc gray, reddish- yellow SANDSTONE TRENCH TERMINATED AT 16.0 FEET Figure , Log of Tesc Trench 4 A-4 GEOCON 12-2-1 -913 10: IS ©714 8.56 2717 COTO DE CAZA LTD IS 010 6 S 10 12 1^ 1 16 sim.f mMlttt LOi * IM/TIOM 0* iiMn.c 'yZZ TOEKCH NO. 5 \ TOPSOIL So£c cu medium stiff, damp, reddlsh- brown, Silcy Sandy CLAY TORREY SAiroSTONE Highly weathered, damp, moccled light gray-reddish, very fine Sandy Clayey SILTSTONE/CLAYSTONE grades into massive S4Qdy CLAYSTONE \ DELMAR FORMATION Very sclff, damp, ollve-green-gray CLAYSTONE wich shiny parting surfaces TRENCH TERMINATED AT 16.0 FEET Figure , Log of Tesc Trench 5 A-5 >M.*i.4€e BtMil Tf At.l GEOCON iHCotraaATgo ^ -1 • il b 10:1 y ^"71-1 SoS 2717 COTO DE CAZA LTE) @) 01 4 rter 2 . 6 6 10 12 14 16 . 18 SAMlKt AiilMAf Ult 0 teCtneii af M^>l .'•.r.l..'.- :\-y.\ . * *» •i I'-i' ITORREY SANDSTONE .\ Highly weachered. molac. fine ahaley SANDSTONE ettcmfrio/t TRENCH NO. 6 TOPSOIL Sofc, moisc, lighc brown, Sllcy Sandy CLAY reddish-gray. r<tddlsh-bcown, medlua-gralned SANDSTONE 1 U..Incerbedded, Shaley, molsc, dense, Ughc gray-reddish-brown, very fine SANDSTONE; several callchefied layers approximacely 1/2-1" ehicltj bedding acclcude hocltoncal or dipping gently (1-3°) coward the weac becomes massive, very dense, damp, gray, fine- co medium-grained SANDSTONE becomes moccled. gray-ceddiah-btOW i SANDSTONE Very dense, damp, incerbedded light gray, fine, medium ceinented SANDSTONE and reddlsh-brown. medium ceaenced, mediua-grslned SANDSTONE. Very fine, dlseoncinuoua, shaley SILTSTONE layers (approximately 1/10-1/20" chick) within the SANDSTONE mass TRENCH TERMINATED AT 17.5 FEET iM.*tjiee 0*r pfusirr A'.' 103.2 /d^STUItt 16.0 Figure . Log of Tesc Trench 6 A-6 GEOCON i«ca»fOAATto i2.-24.-9l) 10:19 *a'714 S.5S 2717 COTO DE CAZA LTD tg) 01.5 iOeirioM or Mfc/iwriCH •M-'i.ACt BtMSirt At.' % I'r — . 2 , 6 . 8 - 10 - 12 14 TRENCH NO. 7 r.-j- TOPSOIL Sofc. moiat to wec, reddlsh-brown, Sllty Sandy CLAY V •I TJ- TORREY SANDSTONE Medium dense, highly weachercd, moist. ^ light gray, incerbedded fine SANDSTONE \ aod reddlsh-brown, medium-grained to \^_coarse S.\NDSTONE "becomes very dense, damp, light gray, massive, medium cemenced, fine Sllcy \ SANDSTONE hard, reddlsh-brown-black. disconcln- uoua concrecions with fossils grades -InCo very dense, damp, inter- bedded lighc gray, fine SANDSTONE and reddish, medium SANDSTONE, bedding atcicudea horlsoncal TRENCH TERMINATED AT 12.5 FEET Figure , Log of Tesc Trench 7 A-7 GEOCON ixeaaraiiATse .i.UU Ut. C.-lZ-.-i Hi' UH) IM 2 - I ^. 6 6 10 H 12 14 16 J • 18 ' 20 MuuatM LoairiOM ef e€scirifriOM TRENCH NO. 8 TOPSOIL Sofc, moist, dark brown, Sllcy Sandy CLAY TORREY SANDSTONE Highly weachered, damp, callchefied, lacerbedded gray, very fine SILTSTONE/ SANDSTONE aod reddlsh-brown SANDSTONE grades Into very aciff, damp, purple- gray SILTSTONE V«ry dense, hard, damp, reddiah-brown with black manganese acain, well cemented, fossiliferous SANDSTONE Very sclff, damp, purpliah*>gray. finely bedded, well cemenced SILTSTONE. bedding acclcude horizoncal '— thin reddish SANDSTONE incerbeds Very hard, damp, dense, well cemenced. coarse-grained, olive gray SANDSTONE TRENCH TCy^IHATEi: AT 18,5 FEET IMi^LACl eitr arts irr At.f Figure , Log of Tesc Irench 6 A-8 coMrtHf % Ifr ll GEOCON iMc<j»roi«»T<» Li' I n ooa Z 11 I COTO DE CAZA LTD IS 017 i I . 0 . 2 . 4 6 a 10 •M TT 0 2 H 4 6 J 8 UMAlf MUUttlt 9-1 (OurioM tf iAtmt 7 . I 9-2 ii/-";!: 10-1 3vj PI aetCfiffiOM TRENCH NO. 9 TOPSOIL — Soft, moisc, dark gray-brown, Silcy CLAY \ TORKEY SANDSTONE Highly weachered, molsc, motcied, lacerbedded llghc jiray-reddlsh-brown, fine, Sandy Clayey SILT, bedding attitudes NWM/4OW — becomes denser Very dense, damp, lighc gray, fine Sllcy SANDSTONE V TRENCH TERMINATED AT 10.0 FEET TRENCH NO. 10 ALLUVIUM Very sofc, loose, wec, dark gray-brown, mottled, Sllty Clayey SAND with randomly oriented, black I"-10" chick Clayey zones \ TORREY SANDSTONE Denae, molsc, llghc gray, weakly cemented, very fine SANDSTONE TRENCH TERMINATED AT fl.O FEET figure , Log ot Tesc Trenches 9 and 10 A-9 IM-'LACt OtMsirt At.l BULK 107,8 BULK "^ifl/At H ltr rl SAMPLE 15.5 SAMPLE GEOCCN IHCI)II»0»AT«0 J- • • . -1 • y o i l.l : 2 i 'Ct'iii »o« ;;7i7 COTO DE CAZA LTD @ 01S ray SAMfU tat * UKAflOlt «f OftHflFTlCM "l~*l.AOt Off flMtirr At.l eatrzMT % I'r 1 TRENCH NO. 11 2. A . 6 . li'i Dd I u-2 _ I TOPSOIL Sofc, wet, dark grayish-brown, Sllcy CLAY TORREY SAHDSTONE Dense. w<«chered, damp, Incerbedded reddlsh-yeUow, nedium to coarse SAND- STONE and llghc gray, fine-grained Silcy ^ SANDSTONE ^•"becomes very hard, highly cemenced, Incerbedded reddlsh-yellow/gray SAND- STONE, very slow digging BULX U5.4 SAMPLE 13.4 TRENCH TERMINATED AT 7.0 FEET Figure , Log of Test Trench 11 A-10 iKCOnro««,T«o i - • ^ -1 • il 0 i 0;i 'iiM 4 S .5 S 2 71; COTO DE CAZA LTD 12 019 IVFTV m 2 . 6 8 10 12 i 14 16 18 20 22 lAMftS MUMMC* LOS S laoiTiOM of 12-1 12-2 oei(*i'TioN TRENCH NO. 12 TOPSOIL Very sofc, damp to aolst, lighc reddish^ brown, Sllcy Sandy CLAY V TORREY SANDSTONE Highly weachered, fraccured, damp, reddish-brown-gray, Sandy CLAY Very stiff, damp, purpliah-gray, well bedded, shaley SILTSTONE, bedding atticude approximately N-S/4W, chickness of beds approximacely 1-2" ,—.manganese and Iron staining along bedding planes Very denae, moisc, reddish-brown, weakly cemenced, medlum-co coarse- grained SANDSTONE becomes interbedded, very dense, damp, reddish-brown and gray SANDSTONE •f—" grades Inco lighc gray, weakly cemented SANDSTONE with stiff, dark gray SILTSTONE Incerbeds TRENCH TERMINATED AT 22.0 FEET BtHSirr Af ' BULK. 105.2 1<3<StUft % Ifr " SAMPLE 22.0 Figure , Log of lesc Trench 12 A-U GEXXON IHCOKrOBAriB i.:4 • ill) i 0 : J ©714 S.5S 271: COTO DE CAZA LTD (2l 0 2 0 (KfTM lAJIItU LB* 4 iOaiflOM Of attCAifrion iM.*iACr BtMSirv At' tHurrut eenrtnr % I'r •! , 0 TRENCH NO. 13 A 2. . 6. • 8 10 • 12 14 16 18 lit TOPSOIL Sofc, daap, dark brown, Silcy CLAY 13-1 13-2 • 20 V — \ TORREY SANDSTONE Very dense, damp, incerbedded (mottled) reddlsh-brown/llghc gray, mediun- co \ coarse-grained, weakly cemented SAND- STONE, bedding atticude N85E/4<'N 1 Very dense, reddlsh-brown SANDSTONE \ .becomes olive gray-reddlsh-brown moctled SANDSTONE — heavy manganese concencradon \ Very dense, damp, oUve green-gray, medium cemenced SILTSTONE wlch occa- sional chin reddish, fine SANDSTONE Incerbeds (—Bedding Plane Faulc, approximately 1/2" highly sheared gummy gray CLAY, acclcude N60E/2*NW BULK 111.6 SAMPLE 17.7 Very denae/sciff, damp, Incerbedded moccled fine, olive gray SANDSTONE/ dark gr»y SILTSTONE TRENCH TERMINATED AT 19.0 FEET Figure Log of Tesc Trench 13 A-12 G^^OCON INCa«fO«»T£0 DCWr*/ iM . 0 . 4 6 6 10 12 14 16 fAunt 14-1 LOB LKAriOM af 7 uz. li X2i OCSQUI^TIOM TRENCH NO, U i'iTPSOIL Very sofc, loose, damp, dark brown. Sllcy CLAY MKErSXRDSTSNE ~ Highly weachered, callchefied, soft/ iQosse. damp, whlclsh-can, Sllty Clavev SAND/SILT grades into medium dense to denae, damp, olive gray, weakly cemenced. Clayey Sandy SILTSTONE, frequenc reddlsh-brown iron scain — becomes dense, damp, mottled olive green-gray-reddiah, very fine SANDSTONE Bedding Plane Faulc, highly sheared, rz^di moist, dark gray CIAY, thickness 2"-5", \ acclcude approximately horizontal Very denae. damp, Incerbedded, llghc gray/ceddlsh-brown. fine SANDSTONE with occasional black manganese stain very hard, highly cemented concretion TRENCH REFUSAL AT IS.O FEET 11^1. Att B»r OfHtifr A*.I ilOlfruAt flavrrvr t I'r •» BULK SAMPLE Figure . Log ot Test Trench 14 A-13 GEOCON 'O" 7 14 «.5 S 2 71: COTO DE CAZA LTD IS 0 0; 11 BtFft' IM far 0 I- 4. 8 • 10. 12 14 tAMfte Mun4€» LB* * uetriai 9f 15-1 Y •. ; 15-2. Ji: ocfOAifnaM TRENCH NO. 15 TOPSOIL Soft, damp, llghc brown, SUty Sandy CLAY TORKCT SANDSTONE Highly weachered, damp, reddish-can moctled, fine SAND Very dense, damp, whitish-lighc gray, maaslve. weakly cemenced, fine-grained SANDSTONE —grades into mottled, reddish-gray, \ very denae SANDSTONE Very dense, damp, llghc gray, medium cemented, fine SANDSTONE TRENCH TERMINATED AT 12.5 FEET IM-ALACt Figure , Log ot Test Tranch 15 A-14 iff BtMfirr At.l BULK U7.2 S^MPLE 9.7 uoiiruMe eaiTtNf % I'r -I . -1 O •) -111 i.Uil.l Dt (.AZA LTU 100.3 IM fAMtie MVMtef LOt 4 (/OSAriOM Of I'lwvn OCfeiUfrigM 'M-fLASr Bitr BfMSirr tt I •'0'iru*t anttxf % Ifr " TRE.NCH NO, 16 . 2 . . 6. . 8 . 10 12 14 •^111 TOPSOIL Sofc, damp, dark brown Sllty CLAY ,i:i;l; TORREY SANDSTONE Highly weachered, damp, reddlah-llghc gray motcied. incerbedded fine SANDSTONE grades into highly callchefied, lighC gray Silty SANDSTONE, bedding accicude ^ N10E/4°E leathered, damp, motded light reddish- brown-gray SANDSTONE "very dense, damp, interbedded, purplish- gray, very fine SANDSTONE/SILTSTONE, bedding atticude approximacely hori- zontal to dips 4* toward E-SE TRENCH TERItlNATED AT 12.5 FEET Figure , Log of Tesc Trench 16 A-IS GEOCON IHeO(lfO»*T«0 11 l.l LIU LIL' l^OI.U Corw MUMtC* LOS * [fi/uriOk sr lAMfLt BttemAriQM <M^»L*ei eeMSirf At.l iiaiTnme TRENCH NQ, 17 2 , . 4 , 6 8 10 12 14 16 . />. • ./:••• V 7 •/• 1 l.i:; •T-: -J'- TOPSOIL Soft, damp, grayish-brown, fine. Clayey SAND/Sandy CLAY DELMAR FORMATION Stiff, moiat. greenish-dark gray- blackish, fractured SILTSTONE becomes blacklsh-green-gray, very stiff >^ CLAYSTONE with shiny parting surfaces \ , grades Inco dark gray, Sandy Clayey SILTSTONE, frequent manganese and Iron SCaiDlng grades inCO dark gray-brown, well cemenced, very fine Sllcy SANDSTONE \ becomes very stiff, reddish-brown, callchefied SILTSTONE "grades into greenish-brown. Clayey, callchefied SILTSTONE TRENCH TERMINATED AT 16.0 FEET Figure . Log of Test Trench 17 A-16 GEOCON O.JO -Ili 1.1-UU ut '.,.\LA LIU i4i 0 0 -5 IM~*LAef mr SMIftS Munttf Lt* * teoAtitm Of IAM*i.£ »miflKm ofseMitriOM B'T afHtirr At.l % Ifr -r 0 TRENCH NO. 18 » * . 2. ALLUV IUJ! Loose, moisc, blacklah-brown, Sllty Clayey SAND • 4 _ , 6 . m becomes dark reddlsh-brown and very loose fine SAND • . 8 . .10 . ••/•l'l.. w ™ ^™ -^^w u v.. w ua V w ^ ^ V • • ^:Jt.'^ -.I-seepage, caving •12 • heavy seepage '14 - 1 c t m TRENCH TERMINATED AT 16.0 FEET • • • a Figure . Log of Tesc Trench 13 A-17 GEOCON 1-4 O -J O - I . i.UiU i't. L-.AZ-.-i LID 0 0 tj BtFty IM rw iAtit^ LOa M WOttlOM Of tffHJ oefCf'triOM IM-^LACt Olttirr At.l H^iTuAt tanrtttr % nr n . 0 TRENCH NO. 19 2 . . 4. • 6 • 8 10 L 12 14 • 16 • 18 20 ;.i:i<!: \ TOPSOIL Loose, damp, dark gray, Silty Sandy CLAY/SAND ALLUVIL'M Loose, maist to wet, reddlsh-brown, fine SUcy Clayey SAND - becomes wet 7 •f. m:l' Stiff, dark brown, molsc CLAY (Paleosol) grades lato dense, moist co wec, reddish-dark brown. Clayey SAND 1/ becomes light brown-tan, molsc, Sllty Clayey SAND/Sandy CLAY I I ' \ LANDSLIDE OESRIS Highly weachered. callchefied, damp co moisc, moccled whlclsh-can, pale olive green, Silty Sandy CLAY/SILT remolded ollve green CLAYSTONE sheared plane acclcude approximately horizoncal DELI-IAR FORMAT IdN Highly weachered, callchefied, raoisc. pale ollve green, Sllty CLAYSTONE li becomes medium sCiff TRENCH T£R.Ml.S'ATED AT :0.0 FEET Figure , Log of Teat Trench 19 A-18 Li I H 0 OO .111, CUlU DE CAZA LTD Ig] i:i0 7 0£^ arr SAMftr LOB * LeeirioN Of SAH'Lt IXSCAiftlOM TRENCH NO. 20 'l-'LACt BAT acujirr At.' Maiituft ecrfiXMT % "r •> . 2. ALLUVIL'M Loose, dry Co damp, dark gray-brown, Silty Clayey SAND/Sandy CLAY Loose, dark brown, moist, Silcy Clayey SAND 6 - 8 10 - 12 • 14 • 16 - 20-1 . 18 • I FicdiuiQ dense, wec, reddish-brown, SilCy Clayey fine SAND m :ii<l. becomes sacuraced ——heavy seepage, caving •20 TRENCH TERMINATED AT 10.5 FEET Figure , Log of Tesc trench 20 A-19 GEOCON iMCoaroaAfCO 12 .:4- iilj 111: 27 'Q'714 S.5S 2717 COTO DE CAZA LTD ©DOS MAMM-jr LO* a LoariOM Of ••••1 f eeseaifTioM iHmatAei OUT BtHtirr At.l tottfuit COnrtMr % Hr n 7^ TRENCH NO, 21 • 4-1 • 6 • 8 IOJ . 12 • 14 16 12: TOPSOIL Sofc. damp, dark brown, Sllcy CLAY DELMAR FORMATION Highly weachered, fraccured, caUchefled damp, dark ollve-gray. Clayey Saady SILTSTONE Very dense, damp, olive green, weakly cemenced. Clayey, very coarse SANDSTONE V grades inco Sandy CLAYSTONE Very aclff. damp, olive green, massive, Sllcy CUYSTONE with shiny parting ' surfaces V TRENCH TERMINATED AT 15.0 FEET Figure , Log of Tesc Tranch 21 A-20 GEOCON 'Q" / i 4 O.^b I] COTO DE CAZA LTD IS 0 0 9 eof*" •• 4 6 8 10 2 - 6 8 10 12- l-i. SAMfte MiMte* 16 100 u>t*riot/ or limit Ci(to*ifrK}M TRENCH NO. 22 TOPSOIL Loose, damp, reddish-dark brown, Silcy Sandv CLAY DELMAR FORMATION ' Weathered, callchefied, darap, light olive green, silcy Sandy CLAY/SAND — grades Into very dense, damp, olive green-gray, well cemented, medium- grained, very fine massive SANDSTONE TRENCH TEPMINATED AT 10.0 FEET TRENCH NQ. 23 TOPSOIL •— Loose, dry, light brown, Silty SAND UNDSLlDe Ht&kU Soft to medium aclff, dry, pinkish- purple Sandy CLAY v:. Highly dlscurbed, fraccured. callchefied dry, whItish-oUve, fine SILTSTONE; randomly oriented shear planes; highly Sheared, moiac. oUve green. Clayey zones chroughouc che slided raass: several cohesionless, coarse, Sandy irregularly-shaped zones TRENCH TERMLNATED AT 15.0 FEET Figure , Ug of Test Tranches 22 and 23 A-21 •M-ALACt B»r Brut try At.' "OitTut CONTZMT « I'r GEOCON 10 : y "Sin S.5S 2717 COTO DE CAZA LTD 12)010 lAAIfLt iMATIOH Qf tAufia tttertfriQM iMmtt,Aet amr BtMtirr Al.l Kxsnift ocnnsnr % Ifr 1 . 0 TRENCH NO. 24 2 - . 4. '. 6 • • 8- • 10 12 . 14. TOPSOIL Sofc CO medium stiff, daap, dark brown, Silty Sandy CLAY \ TORREY SANDSTONE Oense, weathered, damp, reddish-can, medium-grained, weakly cemenced SANDSTONE DEUIAR FORMATION Highly weachered, callchefied, olive green-reddish-tan interbedded SILTSTONE/ \ SANDSTONE; bedding attitude horizontal \ or dipping l-Z'' toward west grades inco very stiff, daap, ollve green, Silcy CLAYSTONE wlch random iron and manganese staining TRENCH TERMINATED AT 12.5 FEET Figure , Log of Teat Trench 24 A-22 GEOCON i.l.HU Lie LIU 011 h 6 5 10 12 IM . 0 16 tAnnjt MUUtfM LOU LOeirioH Of iAM^Lt •ff. •. . •/ • v." •.•/• • •. . .. . y. / • y.: *l»rm^ OffCflfTIOM TRENCH NO. 25 TOPSOIL Loose, damp, reddlsh-brown, Sandy CLAY DEUMAR FORMATION (TORREY SANDSTONE) Transition zone! Highly weathered, I callchefied, damp, mottled ollve green * CLAYSTONE and reddish-brown SANDSTONE grades inco dense, olive green CLAYSTONE Interbedded with chin, reddlsh-brown-tan SANDSTONE, chickness of sandstone layers l/4"-l" V Very dense, hard, damp, well cemenccd, Incerbedded ollve green. Clayey, coarse SANDSTONE and reddish-purple, lighc gray, medium-grained SANDSTONE, chick- ness of beds 2"-10"; cannon ball con- crecions wichin chls assemblage developed along the bedding planes; bedding attitude NL5E/4°E TRENCH TERMINATED AT 14.5 FEET Figure , Log of Test Trench 25 ll^'LAtt BUT BfMSITr At.l uoitri/A( eonref/r S I'r " A-23 GEOCaSF i - 4 y b i 0 : 01,1 'a'714 S.56 27 i: COTO DE CAZA LTD 12)012 oimi IM *AMft.t MUAlMf LO* 4 utturiOf) Of UMfU Of tem ATIOH m*»L*ei our BtMtirr At.l tcitruit ooiroir • Q • 2 - 4 6i 8 10 h 12 ' 14 16 TRENCH NO, 26 TOPSOIL Soft, moist, dark brown, SUty Sandy CUY TORREY SANDSTONE Highly weachered, fraccured, callchefied. '. damp, lighc gray-tan, very fine Silty \SANDST0N£ Very stiff, damp, Ughc gray-purpllsh, well cemenCed SILTSTONE wich occasional thin (l/2"-l/4" chick) ceddlsh-brown ' SANDSTONE incerbeds; bedding actltude NAO^W/e^NE minor fault N85W/vercical Bedding Plane Faulc, highly sheared, remolded, moisc, dark gray-purple CLAY wlch several gypsum seama (approximate- ly l/2"-l/4" chick): ahear sone 4"-6" thick; acclcude N20W/4«-5*'E \ V TRENCH TERMINATED AT 14.5 FEET Figure , Log ot Test Trench 26 A-24 GEOCON i2.:;4.yb io:.'jO S'714 SSS 2717 COTO DE CAZA LTD ) 01 .•) a»Tu IM fAMU HmtfA LO* WCtriOM Of tAM^Ct t .)•• •J.". •y • r - •V r ' V •'. -A, ."-1 •1' .••r.vi.-.; ^iinwai <i_v«» BCSenifTIOM TRENCH NO. 27 TOPSOIL Very loose, damp co moisc, reddish- dark brown. Silcy Sandy CUY/SILT DELMAR FOR>UTION ~ ~ Highly weachered, fraccured, callchefied, damp, light olive green, fine Sandy SILTSTONE with reddish-brown thick. Sandy interbeds "\ Clayey SU \ l/2"-l/4" grades into very dense, hard, maaalve, damp, fine-grained Sllcy SANDSTONE -becomes coaese »nd very well cemented TRENCH TERMINATED AT 7,5 FEET Elgurc . Log of Teat Trench 27 'M~ftAee tnr OtMlirr Af.l eatrtrrr ^Afrmf A-2S GEOCON i i • -1 • il b 10 : J1 '£i'714 SoS 2717 COTO DE CAZA LTD il014 IM ffXT SJMft.t LO* 4 LoanoM Of tAltf\£ ofSQfifriOM iM*fLAce OAr BfMtirr Al.l MOisruAc % Irr t TRENCH NO. 28 Very loose, dry. light reddlsh-brown, Sllty Clayey SAND 2. A 6- 8 • 10- 12 . • 114 . 16 LANDSLIDE DEBRIS (SOIL CREEP) Soft, moisc CO wet. pale ollve green, highly disturbed, sheared, remolded, sandy CUY with numerous reddlsh-brown- tan, irregularly-shaped Sandy zones grades inco highly fraccured, Sandv SILTSTONE (Baae of SUda) no distinctive slip plane DEl^tAR FORMATION Stiff, fraccured, damp, massive, olive \ green. Clayey SILTSTONE Very dense, moist, reddish-tan, aedium- co coarse-grained, weakly cemenced SANDSTONE; dips approximacely 40-so coward SE TRENCH TERMI.NATED AT 16.0 FEET Figure , Log or Test Trench 28 A-26 GE'OCON 'LU i'L LIU 0 1 5 1 . CiPri, IM rat . t 4 . • 6 - 8 ^ 10 12 . 14 A ' 16 18 20 SAIfLt MUUItJt LOB a LOCATIOM Of SAU^Lt ti tfi'm Hm/vn XJCflfflOM TRE.NCH NO. 29 \ TOPSOIL Sofc to medium stiff, damp, dark gray, Silty CUY DEL^IAR FORi^LMION Dense, damp, pale ollve green, fine, weakly cemenced. Silty SANDSTONE wich occasional reddish SAN'DSTONE interbeds; bedding accicude NBSW/S^NE * very hard, highly cemented, coarse, can SANDSTONE concrecion Very dense, damp, pale olive-green, well CO very well cemented, medium-r to coarse-grained SANDSTONE; bedding atcitude approximately horisootal very chin reddlsh-brown SANDSTONE Interbed TRENCH TERMINATED AT 19.0 FEET •M-^LACf Bff BCMS ITT All <tO<STv*t COlTtxT U I'r " Figure , Log of Tesc Trench 29 A'27 GEOCON iHCaiiPoKATlo i.; ilb in:.ji •a'714 SoS 271i COTO DE CAZA LTD 12)016 SAMfU MLAUn LO* 4 laatrioM Of UmHJ BesenrrioM lUm^lACt tar B€1iirr Al.' tnvrtsvr TRENCH NO. 30 10 12 A I I I. 7 TOPSOIL Soft, damp, dark gray-brown, Sllcy V CUY DELHAR FORMATION Highly weachered, fractured, danp, oUve green CUYSTONE grades Inco very sclff. damp, olive green, massive CLAYSTONE bedding attitude horizontal ot dipping 2" coward vest TRENCH TERMINATED AT 12.0 FEET Figure . Log of Tesc Trench 30 A-2a GEOCON 'iXi H f>r,t} Z 7 1 7 COTO DE CAZA LTD 12) 017 MUMtef otteaiATiOM iM-fLtet BMf BtMtirr All fQisrvf CCMTtttr K I', wr 10 12 ^•l;l-j TRENCH .NO, 31 TOPSOIL Loose, dry, light brown-can, Sllcy Clayey SAND TORREY SANDSTONE \ Medium dense, weachered, callchefied, light gray, Silty. very fine SANDSTONE grades inco dense co very dense, damp, Interbedded lighc gray and light reddish-brown, fine SANDSTONE; bedding actltude NI5''E/5*W Sclff, damp, gray, medium cemented SILTSTONE grades Into light gray, damp, weakly cemented, medium-grained SANDSTONE with occasional thin reddish-brown SANDSTONE interbeds, thickness of Interbeds l"-4" TRENCH TERMINATED AT U.O FEET Figure , Log of Teac Trench 31 A-29 GEOCON i^-.:-! yb li.i::}:i '^'714 S5S 2711 COTO DE CAZA LTD 12) OIS IM IW fMlAlf MIAMBtif LO* t taoAtitit Of UnfU BCtCfl'tlOM 'M-MLACf BAY BtMiirr At.l % I'r f TRENCH NO. 32 . 2 • 4. . 6- 8 10 :.'i;i:i;: TOPSOIL Very loose, dry to damp, light graylsh- L brown, SUty Clayey SAND DELMAR FORMATION i Weathered, fractured, damp, pale ollve- \ gray, callchefied, Silty SANDSTONE V grades into very dense, damp, pale olive green, medium- to coarse-grained, highly cemented SANDSTONE TRENCH TERMINATED AT 8.3 FEET Figure , Log of Test Trench 32 A-30 GEOCON 1 i • - -I y 0 i u : .).) '4i' 7 1 4 S .5 S 2 717 COTO DE CAZA LTD eg] 019 . 0 . 2 . 6 - 8 10 12 14 16 SAMI\t Mi/iia(f -.' y^ <:•••:•. A ../ y: y.,-\y-.... LO* t LBOiriOM Of XAMnt OCS Cfl f TIOM TRENCH NO. 33 STREAM TERPsACE DEPOSITS ' Medium dense, damp, reddish-brown, Silty Clayey SAND with numerous angular mecavolcanic rock fragmencs becomes dense, raoisc. reddlsh-brown. coarse. Clayey SAND f grades into massive, stiff, damp to moist, mottled gray-reddlsh-brown, Sandy SILT/Silty SAND Stiff, moist, mottled dark gray, blackish CUY wich irregular dark brown, Sandy zones oar BCMsirr r.f.1 tfOitftMr ctnrofr % I'r - TRENCH TERMINATED AT 15.0 FEET Figure , Log of Tesc Trench 33 A-31 GEOCON ; -* il b 1 u : .J 4 'aM4 S.o.S 271; COTO DE CAZA LTD 12)020 6 8 10 12 14 16 18 20 7 LOI a LPoiriOM Of lAffU Wi \ / HftefifriCM TRE.NCH NO. 34 TOPSOIL Soft, damp, brown, Silty Sandy CUY/ SAND LANDSLIDE DEBRIS Highly discurbed. sheared, remolded, danp, moctled reddlsh-brown-dark brown- black, Sllty CUY, SAND becomes soft, moist, moccled reddlsh- brown, light olive green SANT)/CUY Soft, molsc, highly disturbed, sheared oUve CUY random Sandy zones within a molsc. light olive, sheared Clayey mass y— Slip Plane, accicude approximacely / horizoncal (6-8' below flood plain) TRENCH TERMINATED AT 19.0 FEET Figure , Log ot Ieat Trench 34 IM-ALACf aar BtMiirr Al.l MOtTUMt >( nr " A-32 GEOCON iNCQUfonArco . -1 y 0 i u : 0 'Q" /14 » 5 » I 1 / COTO DE CAZA LTD 12)021 OOrrm SAVfLf Maul€f 7 - ^ 6-1 8 10 12 14 16 LOB A UXAtiOi of SAflALt **»|I||'M MiM/n I-'I •y. oesenifrioft TRENCH NO. 35 TOPSOIL Soft, damp, reddiah-brown. SUty Sandy CUY LANDSLIDE DEBRIS Highly fractured, disturbed, weachered, fine-grained, light gray-ollvc SANDSTONE Clayey seams along fraccures; random reddiah-brown, Sandy zones becomes Ught gray-olive, highly fractured CUYSTONE wich frequenc hemaclce concentracions; randomly oriented, frequenc shear planes minor Slip surface TRENCH TERMINATED AT IJ.O FEET BtMSITf At.l Figure , Log oc Tesc trench 35 A-33 mOifTUit % irt If GEOCON \ H c a A r a A AT A 0 O .J O - I 1 I I.U in Dh (.AZA LTD 12) 0 22 iM-nACf /* tAUftJt mjuata LO* * IMATIOM Of SAtfU i^trm aese/nfr/oM aar tCMtlfr Al.l MOttfUAt eonrtnf S I'f -f TRENCH NO. 36 •^K\•^' TOPSOIL w m ' 2- \ Very loose, dry, light brown-can, \ Sllcy SAND • « - A. zl TORAEY SANDSTONE Highly weachered, damp, callchefied, light gray-can-graylsh, incerbedded \ very fine SANDSTONE - 6-1 ^-bedding attitude approximately \ N45E/1°-2<'NW \ '—becomes very dense, massive, damp, light gray, fine SANDSTONE wich . occasional reddish hemaclce stain \ ^ grades into massive, hard, fine to • 8- . 10, 1 ^-bedding attitude approximately \ N45E/1°-2<'NW \ '—becomes very dense, massive, damp, light gray, fine SANDSTONE wich . occasional reddish hemaclce stain \ ^ grades into massive, hard, fine to 1 ^-bedding attitude approximately \ N45E/1°-2<'NW \ '—becomes very dense, massive, damp, light gray, fine SANDSTONE wich . occasional reddish hemaclce stain \ ^ grades into massive, hard, fine to . 12 ••'.•.; medium gray SANDSTONE t m \ i a W » « TRENCH TEBMINATED AT 12.0 FEET Figure , Log of Tesc Trench 36 A-34 GEOCON • -< i"J 1 1.1 . o "U" I i -t 0 0 0 /1 / COTO DE CAZA LTD 12)023 1 i IM rtt* A . V 6 8 10 12 14 116 *AMHt MUMiet LBt » LOeATIOM Of UMfLt 11-r- •ii'-i: :ri:i •r-hl: •i;i':V OfSCflAflOM TRENCH NO. 37 TOPSOIL Loose, dry to darap, llghc brown. Clayey SAND TORREY SANDSTONE Highly weachered, callchefied, light gray-can, very fine, Sllty SANDSTONE —calicbefted, reddish-brown-gray SANDSTONE interbed: bedding accicude approximacely horizoncal grades inco oUve-gray, darap, medium cemenced, very fine, Sllty SANDSTONE very hard, highly cemented, grayish- brown, fossiliferous SANDSTONE bed Very dense, damp, reddish-brown, medium to well cemented, medlua-gralned, fossiliferous SANDSTONE Very dense, darap, light gray, very fine SANDSTONE TRENCH TERMINATED AT 15.0 FEET IM^LACC ear otMsifr At.' Figure , Log of Test Trench 37 A-35 Moisruat % I/r It GEOCON A T a X \ t. if 'U'l 14 SOS .;7i7 COTO DE CAZA LTD 12)0 24 IM ftxr MUHtea uta a UKAflOM Of tAUfU 0€sefiAri0M IM~fLAet otMiifr At.' natsrvf* cinftnT % Iff •! TRENCH NO. 38 2 . 6 . 8 - 10 12 • lA. « . 16 . • 18 TTT: 'Zj'y: •i'r.jv UNDSLIDE DEBRIS Highly discurbed, fractured, callchefied, dry, whicish-tan, very fine, Silty SAND fractured, damp, dark black SILTSTONE / sean Incerbedded, damp, purple-gray, sheared SILTSTONE wlch yellowish, very chin. Clayey SILT interbeds; structure dipping 15 coward souch T-: • /. . "'•:••>, . V,; y. . y. . . V- .'.y - -y.: .y. • • y. . • • \y- • • '.-.'•A • -y.'' ' -y. :,' • f . • grades into reddlsh-brown, sheared Clayey SANDSTONE becomes coarser and massive TRENCH TERMINATED AT 18.0 FEET figure . Log ot lesc french 38 A-36 GEOCON . -t il U I'.l . 0 I 'w 11-i aoa z 71; COTO DE CAZA LTD 12)0 0 • 2 . 4 - 6 • ' 8- 10 . 12 • L4 16 SAUfLt Muutea LO* 4 WOATION Of SAMiLt • •/.: y. •: y.: .. ••A OfSCfiarioM TRENCH NO. 39 TOPSOIL Very loose, dry, lighc brown, Clayev \ Silcy SAND/CUY UNDSLIDE DEBRIS Highly dlscurbed, remolded, sheared, moisc, olive green CUY/SAND with random reddlsh-brown zones becomes very loose, raoisc to wec, coarse, cohesionless Clayey SAND Slip Plane dipping south approximately lOO becomes medium sciff, highly fractured, moisc, olive green CUYSTONE wlch .<;hiny parcing Surfaces TRENCH TERMINATED AT 16.0 FEET IM'ALAOC ear OtHSirr At I uoiSTuat canrfff 'li I'r n Figure , Log of Test Trench 39 A-37 GEOCOM (McakroKATCP Lil' ifij 0b tAVfU Mumta i/>* t WCATIOM Of ituftt lunm etjeaianoM lM~*LA«t aar BCMiirr At.l ueitrui** eatmrf X Ifr it - 4 - 6 . 10 TRENCH NO, 40 TORREY SANDSTONE Highly weathered, loose, wec to saturated, raddish-taa-ollva green, Sandy CUY/SAND grades lato dense, wet, light gray- can, coarse, weakly cemented SANDSTONE TRENCH TERMINATED AT 10.0 FEET Li • 0 A 6 A h 8 10 12 TRENCH NO. 41 \ TOPSOIL Loose, damp, Ught brown, Silty CUY DELMAR FORMATION Highly weachered, damp, olive green, \ Sllty CUYSTONE J Dense, daap, weachered, graylsh-can, \ cohesionless SANDSTONE, contact \ attitude N25E/4SE \ 1—becomea very dense, damp, graylsh- \ can motcied. well cemenced, massive \ SANDSTONE wich several highly cemenccd, 1 hard interbeds "u- becomes ceddiah-can, coarse aod very weakly cemented TRENCH TER:IINATED -\T 11,0 FEET •igure , Log of Test Trenches 40 and 41 A-)8 GEOCON inC0»#O«*r*0 1 ^ - -I il 0 i 1) : .a •£i'714 .S-o.S 2717 COTO DE CAZA LTD 12)027 Li I- 6 8 10 12 OCfTN IM rrrr 4 - MVMiei Loe 4 tfiSAriOM Of UMfLt J-:li3' aimm^fW oesetiATioM TRENCH NO. 42 LA.NT)SLIDE DEBRIS (SOIL CREEP) Soft, remolded, wet. light reddish- brown, Sllty Sandy CUY /grades Into weachered, sheared, molsc. y olive green CUY wich randomly oriented ahear planes Slip Plane dips S^-A*^ coward ease DELMAR FOR>UTION Weachered, fraccured, moist, olive \ green, Sandy SILTSTONE grades into massive, very dense, damp, olive green, medium co well cemented, very fine, Silcy SANDSTONE TRENCH TERMINATED AT U.O FEET IM,fUACC ear BtMSitr All tOitruae tairtrrr % I/, ml ctuure , Log of Trench 42 A-39 GEOCON 1 X C ? * ^ 0 * -» T ."^ . -* O .J .J -l.Ul.l UL Lii) 0 2 S oetcaifUoM TRENCH ^Q. 43 ORGANIC DEBRIS (BRUSH FILL) Very loose, wet. dark brown-black SAND. CUY, wooden debris ALLUVIUM Very loose, wet, reddlsh-brown, Silty Clayey SAND ^ TORREY SANDSTONE ~— Vary sclff, damp, purple-plnklsh-gray, well bedded, shaley SILTSTONE, very Chin, reddish-yellow, fine Clayey SAND interbeds, thickness of incerbeds 1/10" Chickness of SILTSTONE beds l"-l/2" 'M-*LACt BUT atMSirr All grades into very dense, molsc co wec moctled light gray-reddlsh-brown, medium-grained, weakly cemented SANDSTONE TRENCH TERMINATED AT 13.5 FEET Figure , Log of Trench A3 •utitrunr c^tnoiT % Ifr wr A-40 GEOCON L i i -i • y o 1M : 0 y ( 14 8.0 » Z 7 17 COTO DE CAZA LTD 12)029 1 I - 6 rtrr 1 . 4 . 2 4 I- 6-1 ' 8 SAMflt "uuira 109 * WCATIOM Of SAMALt ^£hjt. It^ll.4' itvit^ / CfSCflATIOM IM-ALACt aar BtMiirr A'.I TRE.NCH NO. 44 TOPSOIL Very loose, lighc brown, dry. Clayey SA.ND TORREY SANDSTONE Highly weachered, fractured, damp, \ Incerbedded fine, lighc gray, Sandy i\ SILTSTONE and reddish-brown, fine SANDSTONE \ ""very hard, highly cemented. fossiliferous concretion 4"-6" chick Very dense, damp, motcied reddish-brown- gray SANDSTONE grades inco light gray, very fine, weakly ccraentad SANDSTONE with reddlsh- brown, chin Sandy incerbeds, bedding accituda N30°E/3W TRENCH TE?.MINATED AT 7.5 FEET TRENCH NQ. 45 TOPSOIL Very sofc, wet, dark brown. SUcy L Sandy CUY DELHAR FOWuVTlON Highly weachered, fractured, callchefied olive green, Slity CUYSTONE. bedding accitude N-S/6W loiirwtt CQMTfMT X I'r t Very dense, damp. liRht can. medium- grained, mediiiffl to well cemenced, massive SAKDSTONE TRE.NCH TER.MINATED AT 0.0 FEET Figure , Log of Trenches 4i and 45 A-41 GEOCON 1 i • 2 4 • y b 1 u : .J y 'a'714 S.5S 2711 COTO DE CAZA LTD 12)0.30 0^ IM UAIft.t A A 6 8 10 12 . 14 16 M iSI * tM*riOM Of liarvH ;i l- ll ttUfifriON TRENCH NO. 46 TOPSOIL Very loose, dry. light gray-brown, L Silcy SAND TORREY SANDSTONE Dense, daap, whiciah-gray. medium- grained, weakly cemented SANDSTONE "Trades into coarse. grayiSh-caa. roedium- to coarse-grained, weakly ceaented SANDSTONE r~ becomes mottled light tan-reddiah- / brown SANDSTONE DELMAR fORl-UTlON Stiff, damp, mottled pale olive- reddish-bcown. fac CUYSTONE wlch shiny parcing surfaces V TRENCH TERMINATED AT 15.0 FEET iM-ALAOt ear etMtirr Figure , Log of Tranch 46 A-42 tiaitfuat X I'r - GEOCON / 0 i ' ' ^ i-i-UU UL 1...AZ.A LIU 1^0.31 . Log Of Tesc Trench A-A3 971009-005 APPENDIXC LaboratoryTesting 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 @ 20' Pale green sandy CLAY Undisturbed 25 750 LB-28#l(g 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 l-inch thick by 4-inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water until volumetric equilibrium is reached. The results of these tests are presented in the table below: Sample Location Sample Description Compacted Dry Density (pcf) Expansion Index Expansion Potential Light brown clayey silty sand to sandy clay 101.5 28 Low Maximum Drv Densitv Tests: The maximum dry density and optimum moisture content of typical materials were determined in accordance with ASTM Test Method D1557. The results ofthese tests are presented in the table below: Sample Location Sample Description Maximum Dry Density (pcf) Optimum Moisture Content (%) 1 LB-25 #3 @ 11-14' Pale brown silty SAND 117.5 13.5 1 LB-25 #8 @ 53' Green gray CLAY 111.0 17.5 Consolidation Tests: Consolidationtests 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 ofthe amountof vertical compression to the original l-inch height. The consolidation pressure curves are presented on the attached figures. Where applicable, time-rates of consolidation were recorded and presented below: i. i Sample Location Coefficientof Consolidation C (cmVsec) B-2@20' 2.2 X 10-' 1 B-3 @20' 2.3 x IQ-" 1 B-5 @ 15' 2.9 X 10^ C-2 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 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 (psO RELAXED STRESS (psO PEAK VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psO RELAXED STRESS (psO COHESION (psl) 550 VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psO RELAXED STRESS (psO FRICTION (deg.) 35 PEAK RELAXED 554 51 44 15 765 660 REL/OCFD 1108 101 83 15 1515 1245 COHESION (ps() 460 2216 127 104 15 1905 1560 FRICTION (deg.) 30 2500" 2000 • 2000 • 2000 • 2000 • 2000 • 2000 • 2000 • 2000 • 2000 • i<?r)n. i<?r)n. -1 i<?r)n. i<?r)n. i<?r)n. i<?r)n. i<?r)n. i<?r)n. ft STRAIN (psf) ) < ) < STRAIN (psf) ) < ) < STRAIN (psf) ) < ) < STRAIN (psf) ) < ) < t STRAIN (psf) ) < ) < \ 1 STRAIN (psf) ) < ) < STRAIN (psf) ) < ) < STRAIN (psf) ) < ) < lUUU • 500« lUUU • 500« lUUU • 500« lUUU • 500« lUUU • 500« lUUU • 500« lUUU • 500« o lUUU • 500« lUUU • 500« 0 • C ) 5C 0 1C )0( s ) T R E S 8 ( P 15 sf) 00 20 00 2£ 500 TERATEST LABS, INC. DIRECT SHEAR TEST RESULT ASTM D 3080 Project Name: BRESSI RANCH Project Number; 971009-005 Boring Number: LB-25 Sample Number: 8 Soil Description: 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) REUkXED STRESS (psf) PEAK VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psf) REUkXED STRESS (psf) COHESION (psf) 200 VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psf) REUkXED STRESS (psf) FRICTION (deg.) 30 PEAK RELAXED 554 35 31 15 525 465 RELAXED 1108 54 46 15 810 675 COHESION (psO 180 2216 99 86 15 1485 1290 FRICTION (deg.) 26 I L 2000 • 2000 • 2000 • 2000 • 2000 • 2000 • 2000 • 2000 • 2000 • 2000 • STRAIN (psf) STRAIN (psf) STRAIN (psf) STRAIN (psf) STRAIN (psf) STRAIN (psf) STRAIN (psf) STRAIN (psf) STRAIN (psf) STRAIN (psf) 500 • 500 • 500 • 500 • 500 • 500 • 500 • 500 • 500 • 500 • 0 • 0 • 0 • 0 • 0 • 0 • 0 • 0 • 0 • 0 • c ) 5C )0 1( )00 M STRESS (psf) )00 2( )00 2{ 500 TERATEST LABS. INC. DIRECT SHEAR TEST RESULT ASTM D 3080 Project Name: Project Number: Boring Number: Sample Number: Soil Description: BRESSI RANCH 971009-005 LB-26 4 PALE GREEN SANDY LEAN CLAY s(CL) Date; Tested By Checked By Depth (ft.) 10/30/00 BCC 20.0 VERTICAL STRESS (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) 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 RELAXED 1108 84 78 15 1260 1170 COHESION (psO 750 2216 138 127 15 2070 1905 FRICTION (deg.) 25 9nnn 00 9nnn 00 9nnn 00 9nnn 00 9nnn 00 9nnn 00 9nnn 00 9nnn 00 9nnn 1 00 9nnn 00 icnn 00 icnn i 00 icnn r" W 00 icnn 00 icnn 00 icnn 00 icnn 00 icnn 00 icnn 00 icnn 00 STRAIN (psf) 00 STRAIN (psf) 00 STRAIN (psf) 00 STRAIN (psf) 00 STRAIN (psf) 00 STRAIN (psf) 00 STRAIN (psf) 1 00 STRAIN (psf) 00 STRAIN (psf) 00 STRAIN (psf) 00 00 00 00 00 00 •iflO 00 •iflO 00 •iflO 00 •iflO 00 •iflO 00 n 00 n 00 n 00 n 00 n 00 n 00 n 00 n 00 n 00 n 00 u ( ) 5( )0 10 00 15 STRESS (psf) 00 20 00 25 00 TERATEST LABS, INC. f=>r-i»ntiAr CStsr3tt9inl->fiif^^'st Ttt^tirta DIRECT SHEAR TEST RESULT ASTM D 3080 Project Name: Project Number: Boring Number: Sample Number: Soil Description: BRESSI RANCH Date: 971009-005 Tested By: LB-28 1 Depth (ft.): PALE YELLOW POORLY-GRADED SAND WITH SILT (SP-SM) 10/30/00 BCC Checked By: ^fijiy r 10.1 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) 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 RELAXED 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 ofthe 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 fmdings, conclusions, and recommendationsprior to the commencementof the grading. Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing. During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall infonn 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 b^n 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 GeotechnicalConsultantshall 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. 11 Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPEaFICATIONS 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 fill. The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications. The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of "spreads" of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform the owner and the Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations. The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. i • 2.0 Preparation of Areas to be Filled 2.1 Clearing and Grubbing: Vegetation, such as brush, grass, roots, and other deleterious i k material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, goveming agencies, and the Geotechnical Consultant i . The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1 percent of organic materials (by volume). No fill lift shall contain more than 5 percent of organic matter. 1 , Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered, the Contractor shall stop work in the J, affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuingto work in that area. 11 As presently defined by the State of California, 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 shali not be allowed. 3030.1094 Leightonand Associates,Inc. GENERAL EARTHWORK AND GRADINGSPECIFICATIONS Page 3 of 6 2.2 Processing: Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction. 2.3 Overexcavation: In addition to removals and overexcavations recommended in the approved geotechnical report(s) and tiie 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 forthefiU. 2.5 Evaluation/Acceptance of Fill Areas: All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determiningelevationsof processed areas, keys, and benches. 3.0 Fill Material 3.1 General: Material to be used as fill shall be 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 Consultantor mixed with other soils to achieve satisfactory fill material. 3.2 Oversize: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction. Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADINGSPECIFICATIONS Page 4 of 6 3.3 Import: If importing of fill material is required for grading, proposed import material shall meet the requirements of Section 3.1. The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed. 4.0 Fill Placementand Compaction 4.1 Fill Layers: Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughlyto attain relative uniformity of material and moisture throughout. I i 4.2 Fill Moisture Conditioning: Fill soils shall be watered, dried back, blended, and/or mbced, as necessary to attain a relatively uniform moisture content at or slightly over optimum, i ' Maximum density and optimum soil moisture content tests shall be performed in i . 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 percent of maximum dty 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 j . satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method D1557-91. 4.5 Compaction Testing: Field tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to slope faces and at the fill/bedrock benches). Leightonand Associates,Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS i Page 5 of 6 4.6 Frequencv of Compaction Testing: Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shali stop or slow down the earthwork construction if these minimum standards are not met. 4.7 Compaction Test Locations: The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided. 5.0 Subdrain Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the i grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. : 6.0 Excavation Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the i . 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 1 . slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. 3030.1094 Leightonand Associates,Inc. GENERAL EARTHWORK AND GRADING 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 backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shali be placed to I foot over the top of the conduit and densified by jetting. Backfill shall be placed and densified to a minimum of 90 percent of maximum from I 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 pnOJECTEO PIANE 1 TO 1 MAXayRJM FROM TOE OF 8U)PE TO APPROVED OnOUNO NATURAL OROUND REMOVE UNSUITABLE MATERIAL FILL SLOPE BENCH HEIOHT 2'MIR- KEY DEPTH ba%MIN.-*~ U—^18' MIN. LOWEST BENCH (KEY) NATURAL OROUND • TITPICAL COMPACTED FILL-OVER-CUT SLOPE BENCH HEIOHT LOWESTBENCHI REMOVE UNSUITABLE MATERIAL 2'MIN. KEY DEPTH CUT FACE SHALL BE CONSTRUCTED PnK)R TO FUL PIACEMENT TO ASSURE ADEQUATE QEOLOOK; CONOmONS CUT FACE TO BE CONSTHUCTBS PRK)H TOFElPLACEMENTv NATURAL OROUND OVERBUILT ANO TRIM BACK CUT-OVER-FILL SLOPE DESION SLOPE PROJECTEO PtANE 1T01 MAXIMUM FROM TOE OF SLOPE TO APPROVED OROUND REMOVE INSUfTABLE MATERIAL For Subdrains See Standard Detail 0 BENCH HEIOHT [LOWEST BENCH (KEY) 8BICHMQ SHAU BE DONE WHEN SLOPES ANGLE S EQUAL TO OR GREATER THAN 5:1 Mt«MUM BENCH HEKJHT SHALL BE 4 FEET M»«MUM Fia WCTH SHAa BE 9 FEET KEYING AND BENCHING GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS A REV. V11/96 FINISH GRADE SLOPE FACE 110' MIN.rrzr_r.COMPACTED Flli.:^ rOVERSiZE r;;;i3?^-rtr^IWINDR0W Oversize rock Is larger tfian 8 Inches in largest dimensioa • Excavate a trench In the compacted deep enough to bury all the rock. • Backfill with granular soil jetted or flooded in place to fill all the vokls. • Do not bury rock Within 10 feet of finish grade. • Windrow of Ixjried rock shall be parallel to the fbiished shspe m. JETTED OR FLOODED GRANULAR MATERIAL 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 r MIN. OVERLAP FROM THE TOP HOG RING TIED EVERY 6 FEET CALTRANS CLASS II PERMEABLE OR #2 ROCK' (9FT.'/FT.) WRAPPED IN FILTER FABRIC DESIGN RNISHED GRADE APPROVED EQUIVALENT) CANYON SUBDRAIN OUTLET DETAIL PERFORATED PIPE 6-4|> MIN. FILTER FABRIC (MIRAFM40 0Rv \ APPROVED \C0LLECT0R PIPE SHALL BE MINIMUM 6* DIAMETER SCHEDULE 40 PVC PERFORATED PIPE. SEE STANDARD DETAIL D FOR PIPE SPECIFICATION 20' MIN. .NON-PERFORATED 6*4 MIN. 5' MIN. FILTER FABRIC (MIRAF1140 OR APPROVEO EQUIVALENT) #2 ROCK WRAPPED IN FILTER FABRIC OR CALTRANS CLASS II PERMEABLE. CANYON SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS C LxJ 4/95