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971009-005; Bressi Ranch-Lennar Homes Part 1; Mass Grading Bressi Ranch Part 1; 2001-03-14
SUPPLEMENTAL GEOTECHNICAL INVESTIGATION FOR MASS GRADING, BRESSI RANCH, CARLSBAD, CALIFORNIA March 14,2001 Project No. 971009-005 Prepared For: LENNAR HOMES 5780 Fleet Street, Suite 320 Carlsbad, California 92008 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY November 7, 2002 Project No. 971009-007 To: Lennar Homes 5780 Fleet Street, Suite 320 Carlsbad, California 92008 Attention: Ms. Kristine Zortman Subject: Geotechnical Conclusions and Recommendations Regarding Geology/Soils Mitigation Items GS1 through GS6 Presented in the EIR-B Document, Bressi Ranch, Carlsbad, California References: Geocon, Inc., .2000, Supplemental Soil and Geologic Investigation, Villages of La Costa - The Greens, Carlsbad, California, Project No. 06403-12-01, dated March 24, 2000 Leighton and Associates, 1997, Preliminary Geotechnical Investigation, Bressi Ranch, Carlsbad, California, Project No. 4971009-002, dated July 29, 1997 , 200la, Supplemental Geotechnical Investigation for Mass Grading, Bressi Ranch, Carlsbad, California, Project No. 971009-005, dated March 14, 2001 , 200 Ib, Alluvium Evaluation and Additional Geotechnical Recommendations, Poinsettia Lane and El Fuerte Street, Bressi Ranch, Carlsbad, California, Project No. 971009-006, dated September 12, 2001 Lennar Homes, 2002, Program Environmental Impact Report, EIR 98-04, Bressi Ranch Master Plan (MP 178), dated May 29, 2002 Introduction In accordance with your request, this letter presents our conclusions regarding the Geology/Soils mitigation impact, findings, and measures presented in the EIR-B report relative to the Bressi Ranch Master Plan (MPI78) project located in Carlsbad, California. The purpose of this letter is to review the mitigation measures presented in the EIR-B report and provide updated geotechnical conclusions and recommendations relative to the mitigation measures based on the subsequent geotechnical evaluations of the property since the original preliminary geotechnical investigation report, dated July 29, 1997 was prepared (which was referenced and incorporated into the EIR report). 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123^1425 858.292.8030 • Fax 858.292.0771 • www.leightongeo.com 971009-007 Conclusions The following presents a summary of our conclusions and recommendations concerning the EIR mitigation measures: GS1 - Impact. There is the possibility of damage to proposed structures due to excessive settlement resulting from compression of the porous and/or loose topsail, from swelling and shrinkage of the siltstone and claystone soils, and from the undocumented/trash dump located on the site. Mitigation Measure GS1. All future grading and construction of the project site shall comply with the geotechnical recommendations contained in the Preliminary Geotechnical Investigation, Bressi Ranch, Carlsbad, California (Leighton and Associates, July 1997). This report contains specific recommendations for mitigating geotechnical conditions related to soils earthwork, slope stability, and ground and surface waters. AH recommendations contained in the report shall be incorporated into all final engineering and grading plans. The soil engineer and engineering geologist shall review the grading plans prior to finalization to verify the plan's compliance with the recommendations of the report. If required, third party review of the geotechnical report and final grading plans shall be conducted by the City of Carlsbad Engineering Department prior to the issuance of a grading permit. Compliance with this measure shall be verified by the City of Carlsbad. Geotechnical conclusions and recommendations concerning the mitigation of potentially compressible soils, expansive soils, and other deleterious materials were presented in our preliminary geotechnical investigation report dated July 29, 1997 (Leighton, 1997). Subsequent to our preliminary geotechnical report for the project, we have performed a number of supplemental and update evaluations/investigations of the Bressi Ranch property (referenced above). Recommendations presented in the preliminary geotechnical report (Leighton, 1997) are still considered applicable unless superseded by more recent recommendations. Leighton is currently in the process of performing an updated geotechnical investigation and grading plan review of the 40-scale mass grading plans for the Bressi Ranch project, prepared by Project Design Consultants, Drawing No. 400-8A, dated October 10, 2002. As part of our grading plan review, we will review the plans to evaluate whether or not the grading plans have incorporated the project geotechnical recommendations of the preliminary geotechnical report (Leighton, 1997) and all subsequent supplemental or update geotechnical reports. A copy of our grading plan review letter will be provided to the City of Carlsbad upon completion of the review. GS2 - Impact. Due to their potentially compressible nature, the landslide deposits within the limits of the planned grading are considered unsuitable for structural support in their present conditions. Mitigation Measures GS2. Remove (or provide some other form of stabilization) the ancient landslides which occur in areas of proposed development. Final recommendations for stabilization shall be approved prior to issuance of a grading permit. - -2- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-007 Preliminary and supplemental recommendations concerning the mitigation of the landslides within the limits of the proposed grading have been presented in the preliminary geotechnical report (Leighton, 1997) and are still considered applicable unless superseded by more recent recommendations. As the proposed development of the site has evolved since the preparation of the original tentative tract map, we have conducted additional/updated geotechnical investigations including our supplemental report dated March 14, 2001 (Leighton, 2001a) and our update investigation which is currently being performed. These additional investigations were performed to evaluate the affects of the mapped and/or inferred landslides on the proposed development of the property. We anticipate that during the grading operations, the potentially compressible portions of the landslides within the limits of grading will be removed to competent material by the grading contractor under our observation. During the remedial grading operations, we will have a geologist from our firm on site to geologically map the removals and determine the depth and extent of the removals of the potentially compressible landslide deposits (as well as other compressible soils). Landslides present in the open space areas of the project, but near the limits of the proposed grading, will be evaluated, and if needed, a structural setback will be required. However, based on our geotechnica! investigations of the site to date, we anticipate that all of the mapped landslides within or adjacent to the proposed limits of grading will be stabilized or completely removed to competent material during the grading operations. GS3 - Impact. On the south-central portion of the site, in an area of planned residential, a small landslide complex extends ojfsite. Additionally, on the east side of the site, the potential for a landslide has been observed. Mitigation Measures GS3.Prior to grading and construction of the site, an off-site investigation of potential landslide areas shall be conducted to confirm the locations and extent of the potential landslides. Recommendations contained in the geotechnical investigation shall be implemented to eliminate the risk associated with the potential landslide area. Measures may include remedial grading and/or structural setbacks. Compliance with this measure shall be verified by the City of Carlsbad. Our Supplemental Geotechnical Investigation Report for Mass Grading (Leighton, 200 Ib) and our current geotechnical investigation of the planning areas along the southern property boundary of the Bressi Ranch project (currently being performed) will or have evaluated the landslides that extend off-site. While we have not performed any off-site subsurface investigations, we have utilized existing geologic data relative to the Villages of La Costa - The Greens project (Geocon, 2000). The recommendations presented in the Bressi Ranch geotechnical reports (including the recommendations we are currently preparing) to stabilize the landslides assume that no off-site grading will be performed. Since the Bressi Ranch property is upslope of The Greens project, development of the Bressi Ranch project will not be affected by the grading or the stabilization of the off-site landslides on The Greens project. However, the -3- Leighton and Associates, Inc. A LEIGHTON GROUP COMPAMY 971009-007 proposed Bressi Ranch development may affect The Greens development and therefore, the geotechnical consultant for the adjacent property should review the applicable Bressi Ranch geotechnical reports. GS4 - Impact. The site is likely to be subject to at least one moderate to major earthquake during the design life of the structures. During such an earthquake, the damage from fault offset through the site is remote, but relatively strong groundshaking is likely to occur, Mitigation Measure GS4. All future development of the project site shall adhere to the Uniform Building Code and State building requirements in effect at the time specific development is proposed. Compliance with this measure shall be verified by the City of Carlsbad. Preliminary geotechnical recommendations related to seismic events (including 1997 Uniform Building Code [UBC] seismic design parameters) that may affect the Bressi Ranch development have been presented in our supplemental geotechnical report of mass grading dated March 14, 2001 (Leighton, 2001a). Additional or updated geotechnical seismic design parameters and recommendations relative to the proposed commercial and residential structures planned on the site will be provided in the applicable as-graded report(s) that will be prepared after the completion of the rough and fine grading operations of the site. GS5 - Impact. Ground water is present in the main drainages of the site. The control of ground-water in a hillside development is essential to reduce the potential for undesirable surface flow, hydrostatic pressure, and the adverse effects of ground water on slope stability. Mitigation Measure GS5. Prior to grading and construction an additional geotechnical investigation shall be conducted to identify possible future seepage areas that could occur during grading. Field recommendations for mitigation of future potential seepage, as well as for the provision of drainage in areas known to be susceptible to groundwater accumulation shall be provided. Compliance with this measure shall be verified by the City of Carlsbad. Our supplemental geotechnical report of mass grading (Leighton, 200la) provided geotechnical conclusions and recommendations concerning the mitigation of ground water and potential seepage conditions. Canyon subdrains have been recommended in the majority of the drainages on the Bressi Ranch property and have been provided to the civil engineer for presentation on the grading plans. Recommendations for the placement of subdrains in the buttress and/or stability fill keys have also been provided (Leighton, 200la). As part of our grading plan review of the project grading plans, we will review the locations of the subdrains presented on the plans and will make additional recommendations (if needed). In addition, we will provide geologic observation and mapping services during the rough and fine grading operations and will make necessary field recommendations based on the existing geotechnical conditions and/or if the conditions are different than anticipated. -4- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-007 GS6 - Impact. Geologic conditions that need to be addressed as part of grading and construction of off-site improvements include undocumented fill, topsail, moderate to highly compressible and expansive colluvium and alluvium, and one small surficial landslide. Mitigation Measure GS6. All grading and construction associated with implementation of the off-site improvements shall comply with the geotechnical recommendations contained in the Geotechnical Feasibility Study, Off-Site Poinsettia Lane, Alicante Road and Borrow Sites within the Greens of the Villages of La Costa, Bressi Ranch Development, Carlsbad, California (Leighton and Associates, January 5, 2001). This report contains specific recommendations for mitigating geotechnical conditions related to soils earthwork, slope stability, and ground and surface waters. All recommendations contain in the report shall be incorporated into all final engineering and grading plans. The soil engineer and engineering geologist shall review the grading plans prior to jinalization to verify the plans compliance with the recommendations of the report. If required, a third party review of the geotechnical report and final grading plans shall be conducted by the City of Carlsbad Engineering Department prior to the issuance of a grading permit. Compliance with this measure shall be verified by the City of Carlsbad. We understand that the off-site improvement of Poinsettia Lane and Alicante Road (west of the Bressi Ranch project) will be performed by the adjacent property owner and/or his representatives. As a result, recommendations for the design, grading, and construction of the off-site improvements should be provided by the geotechnical consultant of The Greens project. If you have any questions regarding this letter, please do not hesitate to contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. Randall K. Wagner,'CEG 1612 Director of Geology Distribution: (8) Addressee -5- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY To: March 14,2001 Project No. 971009-005 Lennar Homes 5780 Fleet Street, Suite 320 Carlsbad, California 92008 Attention: Mr. Jim Urbina Subject: Supplemental Geotechnical Investigation for Mass Grading, Bressi Ranch, Carlsbad, California 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, California. 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. This report presents the results of our supplemental subsurface investigation and geotechnical analysis, and provides a summary of our conclusions and recommendations relative to the mass grading of the site. Based on the results of our supplemental investigation and review of the previous geotechnical reports pertinent to the subject site, the proposed development of the site for commercial and residential uses is considered feasible from a geotechnical standpoint provided the recommendations summarized in this report are implemented during the site grading operations. It should be noted that additional geotechnical evaluation of the site (including additional field studies, laboratory testing, and slope stability analysis) and a grading plan review will be needed after more detailed grading plans (i.e. 40-scale grading plans) for the different planning areas of the site are developed. If you have any questions regarding our report, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. Tim J. Lawson, RCE 53388 Principal Consulting Engineer Randall K. Wagnfer, CEG 1612 Director of Geology Distribution: (10) Addressee (2) Lennar Homes, Attention: Mr. Dale Greenhalgh (1) PDC, Attention: Ms. Marina Wurst 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 • www.leightongeo.com 4971009-005 TABLE OF CONTENTS Section Page 1.0 INTRODUCTION 1 1.1 PURPOSE AND SCOPE OF SERVICES 1 1.2 SHE DESCRIPTION 1 1.3 PROPOSED DEVELOPMENT 3 1.4 SUPPLEMENTAL SURFACE INVESTIGATION AND LABORATORY TESTING 3 2.0 GEOTECHNICAL CONDITIONS 5 2.1 REGIONAL GEOLOGY 5 2.2 SITE-SPECIFIC GEOLOGY 5 2.2.1 Documented Fill Soils (Map Symbol - Af) 5 2.2.2 Undocumented Fill Soils (Map Symbol - A/u) 5 2.2.3 Topsoil (Unmapped) 6 2.2.4 Alluvium/Collifvium, Undifferentiated (Map Symbol - Qal/Qcol) 6 2.2.5 Landslide Deposits (Map Symbol - Qls) 6 2.2.6 Santiago Formation (Map Symbol - Ts) 7 2.3 GEOLOGIC STRUCTURE 8 2.4 FAULTING 8 2.5 SEISMIC CONSIDERATIONS 9 2.5.7 Liquefaction and Dynamic Settlement 9 2.5.2 Uniform Building Code Seismic Parameters 9 2.6 GROUND WATER 10 2.7 ENGINEERING CHARACTERISTICS OF ON-SITE SOILS 10 2.7.7 Expansion Potential 10 2.7.2 Soluble Sulfate Content 11 2.7.3 Excavation Characteristics 11 2.7.4 Earthwork Shrinkage and Bulking 77 2.8 SLOPE STABILITY 12 2.9 SETTLEMENT OF DEEP FILLS 12 3.0 CONCLUSIONS 13 4.0 RECOMMENDATIONS 15 4.1 EARTHWORK 15 4.1.1 Site Preparation 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 -1- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 4971009-005 TABLE OF CONTENTS (Continued) Section 4.2 SLOPE STABILITY Page 18 4.2.1 Deep-Seated Stability. 19 4.2.2 Surficial Stability 21 4.3 CONTROL OF GROUND WATER AND SURFACE WATERS 21 4.3.1 Canyon Subdrains 22 4.3.2 Buttress and Stability Fill Subdraiw 22 4.3.3 Cut Slope Seepage Conditions 22 4.4 SETTLEMENT MONITORING 23 4.5 SURFACE DRAINAGE AND LOT MAINTENANCE 23 4.6 GRADED SLOPES 23 4.7 PLAN REVIEW AND CONSTRUCTION OBSERVATION 24 5.0 LIMITATIONS 25 FIGURES FIGURE 1 - SITE LOCATION MAP - PAGE 2 FIGURES 2 THROUGH 14 - GEOLOGIC CROSS-SECTIONS A-A' THROUGH M-M' - IN POCKET TABLES TABLE 1 - GEOTECHNICAL SUMMARY OF EXISTING LANDSLIDES - REAR-OF-TEXT TABLE 2 - EARTHWORK SHRINKAGE AND BULKING ESTIMATES - PAGE 11 TABLE 3 - SLOPE STABILITY SOIL PARAMETERS - PAGE 19 PLATES PLATE 1 - GEOTECHNICAL MAP - IN POCKET PLATE 2 - REMEDIAL GRADING MAP - IN POCKET APPENDICES APPENDIX A - REFERENCES APPENDIX B - BORING AND TRENCH LOGS APPENDIX c - LABORATORY TEST PROCEDURES AND TEST RESULTS APPENDDC D - GENERAL EARTHWORK AND GRADING SPECIFICATIONS FOR ROUGH-GRADING Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 1.0 INTRODUCTION 1.1 Purpose and Scope of Services This report has been prepared in accordance with your request and presents the results of our supplemental geotechnical investigation of the Bressi Ranch for mass grading purposes. Bressi Ranch is located southeast of the intersection of El Camino Real and Palomar Airport Road in the City of Carlsbad, California (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). • 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, 200 Ib), 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, California (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 NORTH BAS E MAP : Thomas Bros. GeoFinder for Windows, San Diego County, 1995, Page 1127 0 1000 2000 4000 1 "=2,000'Scale in Feet Lennar / Bressi Ranch Carlsbad, California SITE LOCATION MAP Project No. 971009-005 Date March 2001 Figure No. 1 971009-005 Topographically, the site generally consists of a an east-west trending relatively large and flat ridgeline in the northern 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 southern 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 southern 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 southern 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 southwestern 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 northern 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 western, central and southern 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 residential purposes. In general, the light industrial planning areas are located in the northern portion of the site along Palomar Airport Road while the commercial planning areas are in the south and southeastern portion of the site. The residential planning areas are generally located in the central and southwestern 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) construction of Poinsettia Lane from its existing terminus at the southeastern portion of the site through the Bressi Ranch property and possibly to El Camino Real; 2) construction 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 northwestern side of the Bressi Ranch Property. In addition, the development will include relatively large open space areas, interior streets, underground utilities, and other associated improvements. 1.4 Supplemental Surface Investigation and Laboratory Testing Our supplemental subsurface investigation consisted of the excavation, logging and sampling of 8 large-diameter borings (utilizing a bucket-auger drill rig) and the excavation of 56 exploratory trenches (in addition to the previously excavated 7 small-diameter borings, 21 large-diameter borings and 30 exploratory trenches The borings and trenches were excavated to a maximum depth of approximately 116 and 15 feet, respectively. The large-diameter borings were entered by our -3- 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 determinations of the undisturbed samples obtained from the borings are shown on the boring logs (Appendix B). -4- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 2.0 GEOTECHNICAL CONDITIONS 2.1 Regional Geology The subject site is located within the coastal subprovince of the Peninsular Ranges Geomorphic Province, near the western edge of the southern California batholith. The topography at the edge of the batholith changes from the rugged landforms developed on the batholith to the more subdued landforms that typify the softer sedimentary formations of the coastal plain. Specifically, the site is underlain by the sedimentary units of the Tertiary-aged Santiago Formation. Subsequent to the deposition of this unit, erosion and regional tectonic uplift created the valleys and ridges of the area. Recent weathering and erosional processes have produced the Quaternary surficial units including alluvium, colluvium, landslide deposits, and topsoil that mantle the site. 2.2 Site-Specific Geology Formational materials of the Tertiary-aged Santiago Formation and surficial units consisting of landslide deposits, colluvium, alluvium, topsoil and artificial fill soils were encountered during our preliminary and supplemental investigations of the site. The area! distributions of the geologic units are presented on the Geotechnical Map (Plate 1). Our interpretation of the subsurface geologic conditions is also indicated on Geologic Cross Sections A-A' through M-M' (Figures 2 through 14). Each of the geologic units present on the site is described below (youngest to oldest). 2.2.1 Documented Fill Soils (Map Symbol - Af) As observed, the documented fill was associated with prior grading of the Poinsettia Lane, El Fuerte Road, Palomar Airport Road, and Melrose Drive roadway alignments. As-graded Geotechnical Reports documenting the fill placement and grading operations (Appendix A) indicate the fill soils were placed at 90 percent relative compactions. However, we anticipate that the upper portion of the fill may have become desiccated and minimal removals (i.e. on the order of 1 to 5 feet) may be needed prior to the placement of additional fill. In addition, we anticipate the removal of unsuitable soils along the perimeter of the fills were not made outside a 1:1 (horizontal to vertical) projection from the existing toe-of-slope down to competent formational material underneath the fill. 2.2.2 Undocumented Fill Soils (Map Symbol - Afu) 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. -5- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 2.2.3 Topsoil (Unmapped') The topsoil encountered during our field investigation mantles the majority of the site. The topsoil, as observed, consisted predominantly of a light-brown to brown, damp to moist, medium dense to stiff, sandy to silty clay and some clayey to silty sands. These soils were generally massive, porous, and contained scattered roots and organics. The unsuitable topsoil is estimated to be from 1 to 4 feet hi thickness; however, localized areas of thicker accumulations of topsoil may be encountered during grading. 2.2.4 Alluvium/ Colluvium, Undifferentiated (Map Symbol - 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 Symbol - Ols) Several landslides have been identified within the subject property. The approximate limits of these landslides are shown on the Geotechnical Map (Plate 1) and the Remedial Grading Map (Plate 2). To aid in the discussion of the landslides, each landslide and/or landslide complex has been Numbered 1 through 24 (as indicated on the Remedial Grading Map). It should be noted that several of these landslides are outside the limits of grading while others extend beyond the property boundaries. A geotechnical summary including a description of each numbered landslide/landslide and the preliminary recommendations to mitigate the landslide is also presented on Table 1 (presented at the rear of the text). The landslide deposits include graben material (and associated colluvial soils), relatively undisturbed blocks of formational material and weathered formational material consisting of soils characteristic of the on-site bedrock units (i.e. silty sands and silty to sandy clays). Graben development at the head of the landslides appears to be moderate to relatively -6- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 minor depending on the amount of movement of the landslide. The landslide material is generally moderately fractured and jointed at depth and highly weathered near the surface and at the toe of the landslides. The landslide basal rupture 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 rupture 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 concerns and compressible nature, the landslide deposits within the limits of the planned grading are considered unsuitable for structural support in their present condition and remedial measures (i.e. buttressing with fill and/or removals of the unstable and potentially compressible portions) will be required. Preliminary recommendations for the stabilization of the landslides are presented in Section 4.2, on Table 1, and indicated on the Remedial Grading Map (Plate 2). With regard to the ancient landslides, site development appears feasible from a geotechnical standpoint. However, Landslides Numbers 5, 9, 9A, and 12, all of which, extend off-site (or outside the proposed limits of grading).may require off-site grading in order to mitigate the landslide. 2.2.6 Santiago Formation (Map Symbol - Ts) The Tertiary-aged Santiago Formation, as encountered during our field investigation, consists primarily of massively bedded sandstones and claystones/siltstones. The siltstones and claystones generally are olive green to gray (unweathered), damp to moist, stiff to hard, moderately weathered, fractured and sheared. The sandstone generally consists of orange brown (iron oxidized staining) to light brown, damp to moist, dense to very dense, silty fine to medium grained sandstone. In previous reports this unit was classified and mapped as the Delmar Formation and Torrey Sandstone. Recent publications (including Tan and Kennedy, 1996) classify these units in north San Diego County as the Santiago Formation. When reviewing the boring and 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 Structure The general structure 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 rupture surfaces encountered in the borings generally trend parallel to the bedding. Jointing on-site is very variable, but predominantly trends subparallel to the existing slopes. Jointing dips were found to be generally moderately to steeply dipping. Jointing was mainly encountered in the upper portion of the bedrock becoming less pronounced with depth. Randomly oriented shears were encountered mainly in the Santiago Formation claystone and siltstone. Numerous wide, diffuse zones of shearing, as well as more well-defined zones, were encountered in the bedrock, and are thought to be the result of regional tectonic shearing of the relatively stiff and unyielding siltstone and claystone. 2.4 Faulting Our discussion of faults on the site is prefaced with a discussion of California legislation and state policies concerning the classification and land-use criteria associated with faults. By definition of the California 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 Quaternary time (last 1,600,000 years) but that has not been proven to be active or inactive. This definition is used in delineating Fault-Rupture Hazard Zones as mandated by the Alquist-Priolo Earthquake Fault Zoning Act of 1972 and as most recently revised in 1997. The intent of this act is to assure that unwise urban development does not occur across the traces of active faults. Based on our review of the Fault-Rupture Hazard Zones, the site is not located within any Fault-Rupture Hazard Zone as created by the Alquist-Priolo Act (Hart, 1997). San Diego, like the rest of southern California, 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 Fault Zone, which is considered a Type B Seismic Source based on the 1997 Uniform building Code (UBC), and is located approximately 7.0 miles (11.2 kilometers) west of the site. Because of the lack of known active faults on the site, the potential for surface rupture at the site is considered low. Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 2.5 Seismic Considerations The principal seismic considerations for most structures in southern California are surface rupturing of fault traces and damage caused by ground shaking or seismically induced ground settlement. The possibility of damage due to ground rupture at the site is considered low since active faults are not known to cross the site. Hazards from seiches and tsunamis are not present as the site is located away from the immediate coastal area and there are no large standing bodies of water in or near the site. The seismic hazard most likely to impact the site is ground-shaking resulting from an earthquake on one of the major regional faults. The effects of seismic shaking can be reduced by adhering to the most recent edition of the Uniform Building Code and design parameters of the Structural Engineers Association of California. 2-5.1 Liquefaction and Dynamic Settlement Liquefaction and dynamic settlement of soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose granular soils underlain by a near-surface ground water table are most susceptible to liquefaction, while the stability of most silty clays and clays is not adversely affected by vibratory motion. Because of the dense nature of the underlying formational material and lack of a shallow permanent groundwater table, it is our opinion that the potential for liquefaction or seismically induced dynamic settlement across the majority of the site due to the design earthquake is low. However, relatively shallow groundwater and loose sandy soils are present in the main canyons and the potential for liquefaction of these in considered moderate unless provisions to mitigate the potential liquefaction are not performed during site grading. We anticipate that after the removal of the unsuitable material above the ground water table, placement of fill soils on the order of 15 to 20 feet above the current grades in these areas and consolidation of the saturated sandy soils occur (after the placement of the fill soils), the potential for surface manifestation of liquefaction in these areas will be low. 2.5.2 Uniform Building Code Seismic Parameters The site is located within Seismic Zone 4. The closest active fault is the Rose Canyon Fault Zone, which is considered a Type B Seismic Source (per 1997 UBC criteria) and is located approximately 7.0 miles (11.2 kilometers) west of the site. The closest Type A Seismic Source is the Julian segment of the Elsinore Fault Zone, which is located approximately 23.5 miles (38 kilometers) east of the site. The soil profile type at the site, following the planned 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. -9- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 2.6 Ground Water Ground water was encountered in a number of the exploratory borings and trenches excavated across the site. Random seepage zones were also encountered in some of the exploratory borings and surface water was observed in the south flowing drainage on the west side of the site and in the large west flowing drainage (along proposed Poinsettia Lane) in the southernmost portion of the site. The approximate depths and elevations of the encountered ground water are depicted on the boring and trench logs (Appendix B). The ground water table encountered in the main drainages is generally perched ground water within the alluvial soils. The ground water that was encountered in the main canyons of the site at the time of our preliminary and supplemental investigations was approximately 5 to 20 feet below the existing ground surface. Ground water seepage zones in the on-site formational material was encountered at slightly elevated depths relative to the ground water depths in the adjacent drainages as the ground water table will generally follow the overlying topography, although with less relief. Seasonal fluctuations of surface water and ground water should be expected. Subdrains are recommended in the canyon removal areas and the buttress and stability fills as indicated in Appendix D. The approximate location of recommended canyon subdrains are depicted on the Remedial Grading Map (Plate 2). Specific subdrain recommendations will be made when more detailed grading plans are developed. It should be noted that ground water levels might vary at the time of construction from those elevations encountered during our preliminary and supplemental investigations. Since the elevations at which ground water was encountered were generally below anticipated finish grade elevations, it is our opinion that ground water related problems should be minimal provided the recommendations presented in this report are incorporated into the design and construction 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 construction for the presence of ground water. Remedial measures, if any, can be recommended on a case-by-case basis during the grading and construction operations. 2.7 Engineering Characteristics of Qn-site Soils Based on the results of our current geotechnical investigation, previous geotechnical investigations of the site (Appendix A), laboratory testing of representative on-site soils, and our professional experience on adjacent sites with similar soils, the engineering characteristics of the on-site soils are discussed below. 2.7.1 Expansion Potential The expansion potential of the on-site soils ranges from very low to very high. The sandstone within the Santiago Formation and sandy surficial soils are anticipated to be in the very low to moderate expansion range. The siltstone and claystone of the Santiago Formation, as well as the clayey topsoil, alluvium, and colluvium are anticipated to have a medium to very high expansion potential. Geotechnical observation and/or laboratory testing upon completion of the graded pads are recommended to determine the actual expansion potential of finish grade soils on the graded lots. To reduce the possibility of having expansion soils at or near finish pad grades, the clayey soils should be placed in deeper fill areas or outside the limits of the building pads. In addition, building pads -10- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 consisting of highly expansive soils may be overexcavated and replaced with fill soils having a lower expansion potential. 2.7.2 Soluble Sulfate Content Based on our professional experience on adjacent sites, the on-site soils should posses a negligible to moderate soluble sulfate content. However, some of the soils may possess a high sulfate content. Laboratory testing should be performed on the soils placed at or near finish grade after completion of site grading. 2.7.3 Excavation Characteristics With the exception of localized cemented zones within the Santiago Formation, it is anticipated that the on-site sedimentary and surficial soils may be excavated with conventional heavy-duty construction equipment. Localized cemented zones may require heavy ripping. If a significant amount of oversize material (typically over 8 inches in maximum dimension) is generated, it should be placed to prevent possible settlement of the soil around the rocks, as recommended in Section 4.1 and Appendix D. 2.7.4 Earthwork Shrinkage and Bulking The volume change of excavated on-site materials upon recompaction as fill is expected to vary with materials and location. Typically, the surficial soils and bedrock materials vary significantly in natural and compacted density, and therefore, accurate earthwork shrinkage/bulking estimate cannot be determined. However, the following factors (based on the results of our subsurface investigations, laboratory testing, geotechnical analysis and professional experience on adjacent sites) are provided on Table 2 as guideline estimates. If possible, we suggest an area where site grades can be adjusted be provided as a balance area. Table 2 Earthwork Shrinkage and Bulking Estimates Geologic Unit Topsoil/Alluvium/Colluvium Landslide Deposits Santiago Formation Estimated Shrinkage/bulking 5 to 1 5 percent shrinkage 0 to 10 percent shrinkage 3 to 7 percent bulking* * The clayey and more cemented sandy soils of the Santiago Formation are anticipated to bulk more than the slightly friable sands. -11- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 2.8 Slope Stability Our review of the 200-scaIe tentative tract map/grading plan (PDC, 200 ib) indicates that the proposed cut and fill slopes on the site are proposed at a maximum inclination of 2:1 (horizontal to vertical) and up to approximately 50 and 70 feet in height, respectively. Our analysis indicates that the proposed fill slopes will have a deep-seated factor of safety of at least 1.5. With regard to natural slopes, our geotechnical analysis indicates the natural slopes should be grossly stable provided unforeseen geologic conditions are not present. However, our analysis indicates that some of the proposed cut slopes (especially cut slopes composed of claystones/siltstones of the Santiago Formation) may be surficially unstable and remedial measures such as the construction of replacement/stability fills along the slope faces will be required. Slope stability analysis was also performed in areas underlain by landslides. Our analysis indicates that buttresses will be required in order to provide a minimum factor-of-safety of 1.5 or greater for slopes or grading pads proposed in areas of landslides. The recommended preliminary buttresses are presented on the Remedial Grading Map (Plate 2) and on the applicable Geologic Cross-Sections (Figures 2 through 14). It should be noted that additional analysis will be required after more detailed grading plans are developed. Specific preliminary recommendations concerning the stability of the slopes are presented in Section 4.2. 2.9 Settlement of Deep Fills Settlement of deep compacted fill soils occurs in two manners. One is short-term (elastic) settlement due to the weight of the overlying fill soils compressing the soil and driving the water out of the soil structure (consolidation). This typically occurs during or within a few months after the completion of grading. In general, silty to clayey soils will compress more slowly than sandy/granular soils. The second manner is long-term settlement, which typically occurs on the order of years after the fill soils are placed and is triggered by the additional wetting of the soils due to irrigation/precipitation. This occurs even to properly compacted fill soils and even though subdrains are installed. Silty to clayey soils typically settle as much as two times the amount that sandy soils will. Preliminary recommendations are presented in Sections 4.1.6 and 4.4. -12- 4 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 3.0 CONCLUSIONS Based on the results of our supplemental geotechnical investigation at the subject site and our review of the previous geotechnical reports applicable to the site (Appendix A), it is our professional opinion that the proposed mass grading of the Bressi Ranch property is feasible from a geotechnical standpoint, provided the following conclusions and recommendations are incorporated into the project plans, specifications, and followed during the site grading operations. The following is a summary of the geotechnical factors, which may effect development of the site. • Based on our subsurface exploration and review of pertinent geotechnical reports, the site is underlain by the Santiago Formation, landslide deposits, alluvium, colluvium, topsoil and documented and undocumented fill soils. • The undocumented fill, topsoil, colluvium, alluvium and weathered formational materials are considered unsuitable in their present state and will require removal and recompaction in areas of proposed development or future fill. • Due to potentially instability concerns and compressible nature, the landslide deposits within the limits of the planned grading are considered unsuitable for structural support in their present condition and remedial measures (i.e. buttressing with fill and/or removals of the unstable and potentially compressible portions) will be required. Preliminary recommendations for the stabilization of the landslides are presented in Section 4.2, on Table 1, and indicated on the Remedial Grading Map (Plate 2). • Siltstone and claystone soils of the Santiago Formation are highly to very highly expansive. These expansive soils should either be removed where present within 5 feet of finish pad grades and replaced with soil having a lower expansion potential or a special foundation design (i.e. post-tensioned design) should be provided. • The existing on-site soils appear to be suitable material for use as fill provided they are relatively free of rocks (larger than 8 inches in maximum dimension), organic material and debris. • Active faults are not known to exist on or in the immediate vicinity of the site. Because of the lack of known active faults on the site, the potential for surface rupture 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 faulting was not encountered during our field investigation. The nearest known active fault is the Rose Canyon Fault Zone, which is considered a Type B seismic source based on the 1997 Uniform building Code (UBC), and is located approximately 7.0 miles (11.2 kilometers) west of the site. • Due to the clayey and/or relatively dense nature of the on-site soils, the potential for liquefaction and dynamic settlement of the site is considered unlikely, provided the recommendations for site grading (as indicated in Section 4.1 and Appendix D) are adhered to. However, relatively shallow groundwater and loose sandy soils are present in the main canyons and the potential for liquefaction of these in -13- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 considered moderate unless provisions to mitigate the potential liquefaction are not performed during site grading. • The ground water table was encountered in the on-site alluvium/colluvium at depths from approximately 5 to 20 feet below the existing ground surface of the main drainages. In general, the ground water table within the main canyon along proposed Poinsettia Lane is anticipated to be on the order of 5 to 10 feet in depth while the north-south trending canyons on the west and east sides are on the order to 10 to 20 feet in depth. Localized seeps were also observed in a number of the large-diameter borings at various elevations with the formational material. However, ground water on the site is not anticipated to be a significant factor during site grading and subsequent development. If ground water seepage conditions are encountered during site development, recommendations to mitigate the conditions can be made on a case-by-case basis at that time. • The expansion potential of the on-site soils ranges from very low to very high. The sandstone within the Santiago Formation and sandy surficial soils are anticipated to be in the very low to moderate expansion range. The siltstone and claystone of the Santiago Formation, as well as the clayey topsoil, alluvium, and colluvium are anticipated to have a medium to very high expansion potential. • Based on our professional experience on adjacent sites, the on-site soils should posses a negligible to moderate soluble sulfate content. However, some of the soils may possess a high sulfate content. • With the exception of localized cemented zones within the Santiago Formation, it is anticipated that the on-site sedimentary and surficial soils may be excavated with conventional heavy-duty construction equipment. Localized cemented zones may require heavy ripping. • All oversized material should be placed in accordance with the recommendations presented m Section 4.0 and Appendix D to minimize settlement of the material around the oversized rocks. • In general, when recompacted as fill soils, the surficial units (including landslide deposits, topsoil, colluvium, alluvium, etc.) are anticipated to shrink and the bedrock materials are likely to bulk. • It is anticipated that any planned major cut slopes that will be comprised of siltstones and/or claystones of the Santiago Formation will require stabilization measures to mitigate potential surficial instability. A detailed discussion on slope stability is provided 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 construction of structures and other settlement sensitive improvements. In addition, lots underlain by fill differential thicknesses in excess of 20 feet will require the utilization of a special foundation design (i.e. a post-tensioned slab design). • The potential for long term settlement of the alluvial materials within the main canyons, if not removed during grading, is potentially significant. -14- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 4.0 RECOMMENDATIONS 4-1 Earthwork We anticipate that earthwork during the mass grading operations at the site will consist of site preparation, removals of unsuitable soil, excavation of cut material, fill placement, and trench excavation and backfill. We recommend that earthwork on-site be performed in accordance with the following recommendations, the City of Carlsbad grading requirements, and the General Earthwork and Grading Specifications for Rough-Grading (GEGS) included in Appendix D. In case of conflict, the following recommendations shall supersede those included as part of Appendix D. 4.1.1 Site Preparation Prior to the grading of areas to receive structural fill or engineered structures, the areas should be cleared of surface obstructions, any existing debris, unsuitable material (such as desiccated documented fill soils, undocumented fill soils, topsoil, colluvium, alluvium, landslide deposits, and weathered formational materials) and stripped of vegetation. Vegetation and debris should be removed and properly disposed of off-site. Holes resulting from the removal of buried obstructions that extend below finished site grades should be replaced with suitable compacted fill material. Areas to receive fill and/or other surface improvements should be scarified to a minimum depth of 6 to 12 inches, brought to an above-optimum moisture condition, and recompacted to at least 90 percent relative compaction (based on American Standard of Testing and Materials [ASTM] Test Method D1557). 4, 1 .2 Removal and Recompaction of Unsuitable Soils As discussed in Sections 2.2 and 3.0, portions of the site are underlain by unsuitable soils, which may settle under the surcharge of fill and/or foundation loads. These materials include desiccated documented fill soils, undocumented fill soils, topsoil, colluvium, alluvium, landslide deposits and weathered formational material. Compressible materials not removed by the planned grading should be excavated to competent material, moisture conditioned or dried back (as needed) to obtain an above-optimum moisture content, and then recompacted prior to additional fill placement or surface improvements. The actual depth and extent of the required removals should be determined during grading operations by the geotechnical consultant; however, estimated removal depths are summarized below. 1) Existing Documented Fill The desiccated upper portion of the existing documented fills located in the eastern and southeastern portions of the site (associated with the grading of Carrillo Ranch) should be removed to competent fill prior to placement of additional fill. These materials can be utilized as fill materials provided they are moisture conditioned and free of deleterious materials. The estimated removal depths of the desiccated documented fills are anticipated to be on the order of 1 to 5 feet. However, deeper removals may be required along the edges of the fill where left-in-place unsuitable -15- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 soils may be present below the 1:1 (horizontal to vertical) removal edge extending from the existing toe-of-slope down underneath the fill. 2) Existing Undocumented Fill The existing undocumented fills should be completely removed prior to placement of additional fill. These materials can be utilized as fill materials provided they are moisture conditioned and free of deleterious materials. The estimated removal depths of the undocumented fill soils range from 1 to more than 25 feet in depth. All trash, construction debris, and decomposable material should be removed and disposed of off-site. Areas to receive fill which are on slopes flatter than 5:1 (horizontal to vertical) and where normal benching would not completely removed the topsoil, should be stripped to suitable formational material prior to fill placement. Topsoil is expected to be generally 1 to 4 feet thick, although localized deeper accumulations may be encountered during grading. 4) Alluvium and Colluvium In cut and fill areas, colluvial and alluvial materials should be completely removed to competent material. Where the alluvium/colluvium is located above the water table, this will most likely entail complete removal of these materials to competent bedrock. hi areas where a shallow water table prevents the removal of these materials using conventional earthmoving equipment, (i.e. scrapers), we recommend the remaining material be removed by top loading (wet removal) or be surcharged and drained with wick drains. At the present time, we recommend further investigation of the areas where shallow ground water is present within the alluvial soils in order to determine the compressibility characteristics of the alluvial soils. Based on the results of the additional evaluation, specific geotechnical recommendations can be provided concerning the mitigation of the deep saturated alluvium and fill soils placed in these areas. 5) Landslide Deposits The landslide deposits within the limits of the planned grading should be removed to competent material during site grading in order to remove the highly disturbed and weathered material. The actual depth of stripping or overexcavation should be determined during grading based on field observations by the geotechnical consultant. However, preliminary recommendations relative to the removals of the landslides are presented on Table 1 for each of the mapped landslides on the site. Additional and/or specific recommendations may be made during the grading plan review after the completion of more detailed grading plans are developed. -16- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 4.1.3 Excavations Excavations of the on-site sedimentary and surficial materials may generally be accomplished with conventional heavy-duty earthwork equipment. Localized cemented zones in the Santiago Formation may be encountered that may require heavy ripping. All oversized rock that is encountered should be placed as fill in accordance with the recommendations presented Appendix D. 4.1.4 Cut/Fill Transition Conditions hi order to reduce the potential for differential settlement in areas of cut/fill transitions, we recommend the entire cut portion of the transition building pads be overexcavated and replaced with properly compacted fill to mitigate the transition condition beneath the proposed structure. For transitions less steep than a 2:1 (horizontal to vertical), the overexcavation of the cut portion of the building pad should be a minimum of 4 feet below the planned finish grade elevation of the pad. For cut/fill transitions steeper than a 2:1 (horizontal to vertical) and for transitions beneath multi-unit and large commercial structures, site specific overexcavation recommendations should be made after the final grading and development plans are completed. All overexcavations should extend laterally at least 10 feet beyond the building perimeter or footprint. 4.1.5 Fill Placement and Compaction The on-site soils are generally suitable for use as compacted fill provided they are free of organic material, trash or debris, and rock fragments larger than 8 inches in maximum dimension. AH fill soils should be brought to above-optimum moisture conditions and compacted in uniform lifts to at least 90 percent relative compaction based on the laboratory maximum dry density (ASTM Test Method D1557). The optimum lift thickness required to produce a uniformly compacted fill will depend on the type and size of compaction equipment used, hi general, fill should be placed in lifts not exceeding 8 inches in compacted thickness. Placement and compaction of fill should be performed in general accordance with the current City of Carlsbad grading ordinances, sound construction practices, and the General Earthwork and Grading Specifications of Rough-Grading presented in Appendix D. 4.1.6 Settlement of Deep Fills Subsequent to removals of compressible soils, fills of up to approximately 70 to 80 feet in thickness are planned on the site. Our experience and analysis indicates that potential settlement in these deep fill areas maybe on the order of 10 inches (depending on compactive effort) and may take as long as 6 months (or longer) to occur. Most of this settlement is anticipated to occur during grading. We anticipate that post construction settlement of onsite fills to be on the order of a maximum of 3 inches. Release of building pad areas for construction of structures in fill areas deeper than 50 feet should be made based on the results of surface settlement monuments placed at the completion of grading. -17- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 Provisional information indicates the release of building pads for construction in areas not underlain by saturated alluvium will be on the order of 3 months following grading. 4.1.7 Expansive Soils and Selective Grading The laboratory test results and our professional experience with similar materials on sites in the vicinity indicate that the on-site soils possess a very low to very high expansion potential. As a result, the presence of highly expansive materials within 5 vertical feet from finish grade will require special foundation and slab considerations (i.e. the use of a post- tension foundation system). In general, this condition should be limited to finish grade pads comprised of Santiago Formation claystone or siltstone (generally below an approximate elevation of 270 to 300 feet ms! across the site) or where these materials are utilized as compacted fill within 5 feet of finish grade. As an alternative to the use of a post-tension foundation system on lots possessing a medium to very high expansion potential, the building pads may be overexcavated a minimum of 5 feet below finish pad grade and replace with properly compacted fill possessing very low to low expansion potential (i.e., the sandy soil of the Santiago Formation present in the higher elevations of the site. Should this alternative be chosen, the overexcavation should extend across the entire lot and be graded such that water does not accumulate beneath the structures (by providing a minimum 2 percent fall of the overexcavation bottom towards the street or existing fill). 4.2 Slope Stability Review of the 200-scale tentative tract map/grading plans (PDC, 200 Ib), indicates that cut and fill slopes will be constructed to maximum heights on the order of 50 and 70 feet, respectively. We understand that these finished slopes are planned at inclinations of 2:1 (horizontal to vertical) or flatter. Based on the results of our investigation and geologic interpretations, the proposed slopes were analyzed for gross stability utilizing the STABL slope stability program and surficial stability using the infinite slope equation with steady-state seepage. The parameters utilized in our slope stability analysis are based on our laboratory testing, our experience with similar soil types, and our professional judgment. The parameters utilized in the slope stability analysis are presented on Table 3. A summary of our slope stability analyses is presented below. -18- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 Table 3 Slope Stability Soil Parameters Material Artificial Fill Soils Quaternary Alluvium Landslide Material Clay Seam/Rupture Surface Santiago Formation (sandstone) Santiago Formation (claystone along bedding) Santiago Formation (claystone across bedding) Moist Unit Weight (pcf) 125 125 125 120 130 130 130 Saturated Unit Weight (pcf) 130 130 130 125 135 135 135 Friction Angle (degrees) 25 18 18 8 30 13.5 30 Cohesion (psf) 200 100 100 100 300 100 300 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 constructed in accordance with the recommendations of this report, the attached General Earthwork and Grading Specifications for Rough-grading (Appendix D), and City of Carlsbad grading code requirements. 2) Cut Slopes/Landslide Stabilization Engineering analysis of the proposed 2:1 (horizontal to vertical) cut slopes up to a maximum height of approximately 50 feet indicates the deep-seated stability of the slopes, in general, are stable from a geotechnical standpoint provided adverse geologic conditions are not present. The results of our stability analysis indicate that proposed cut slopes have a static factor of safety in excess of 1.5 for gross stability after remedial grading is performed (i.e. the construction of buttresses) and our geotechnical recommendations are adhered to. -19- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 However, cut slopes consisting of Santiago Formation claystones and siltstones may be surficially unstable and may require the construction 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 constructed a minimum of 15 feet wide, at least 5 feet below the toe-of- slope grade, and have a minimum 2 percent into-the-slope inclination. The approximate locations of the stability fill keys are presented on the Remedial Grading Map (Plate 2). A typical detail for stability fill construction is provided in the attached General Earthwork and Grading Specifications (Appendix D). In addition, Geologic Cross-Sections A-A1 through M-M' (Figures 4 through 17) were prepared in areas of landslides to further evaluate slope stability and to provide buttress designs, where appropriate, to increase the overall slope static factor-of-safety to at least a 1.5. Where buttresses are recommended, the preliminary dimensions are presented on the appropriate cross-section. A summary of the landslides is presented on Table 1. Prior to construction of the recommended buttresses presented herein, the provisional stability recommendations should be reviewed and additional buttress design analysis performed based on the actual design grading plans. We recommend the geotechnical consultant document and geologically map all excavations including cut slopes during grading. The purpose of this mapping is to substantiate the geologic conditions assumed in our analyses. Additional investigation and stability analysis may be required if unanticipated or adverse conditions are encountered during site development. 3) Slope Face Compaction and Finishing Due to the high expansion potential of the claystones and siltstones within the Santiago Formation, special compaction procedures will be necessary in order for the specified compaction to be achieved out to the slope face. Soils placed within 15 feet of the face of slope should consist of a mixture of clay and sand. The sole use of highly expansive clayey or clean sandy material within 15 feet of the face of slope should be avoided. Overbuilding the slope faces a minimum of 5 feet and trimming them back or frequent back-rolling with sheepsfoot compactors (at 1- to 3-foot vertical intervals) and back-rolling the completed slope with a short-shank sheepsfoot may be utilized to achieve the specified compaction of the slope face. 4) Stability for Temporary Backcut Slopes During Grading The temporary backcut slopes that will be created during removal of unsuitable materials or construction of the buttress and/or stabilization fills should have acceptable temporary factors of safety during grading. However, since there is still a small risk of slope instability, the possibility of temporary cut slopes failures may be reduced by: 1) keeping the time between cutting and filling operations to a minimum; 2) limiting the maximum length of back cut slopes exposed at any one time; 3) making removals at the head of the landslide before performing the buttress backcut near the toe of the landslide; and 4) cutting the temporary slopes at slope inclinations no steeper than 1-1/2:1 (horizontal to vertical) in locations of adverse geologic conditions -20- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 and 1:1 (horizontal to vertical) inclinations in other locations. In critical areas, we may recommend a contractor's representative observe the backcut for signs of instability during buttress construction. Backcut safety is the responsibility of the contractor. It is of utmost importance to schedule the earthwork sequence such that the time between removal and recompaction is reduced to a minimum. Full-time geologic inspection should be performed during backcut excavation, not only to confirm the geologic conditions but also to provide early warning of incipient failure of the temporary excavations and to allow in-construction reaction to accommodate such failures and keep their occurrence to a minimum. 4.2.2 Surficial Stability Surficial stability of the 2:1 (or flatter) fill and cut slopes were evaluated during our supplemental investigation. Our calculations indicate a factor of safety in excess of 1.5 for surficial stability under 4-foot steady state seepage. However, due to the presence of potentially adverse geologic conditions, we have recommended stability fills along the slopes exposing Santiago Formation claystones or siltstones as discussed in Section 4.2.1, Part 2. 4.3 Control of Ground Water and Surface Waters Based on our preliminary and supplemental geotechnical investigations, it is our opinion that a permanent shallow ground water table does not currently exist at the site. However, a perched ground water condition is present within the alluvial soils in the main drainages of the property. The control of ground water in a hillside development is essential in order to reduce the potential for undesirable surface flow, hydrostatic pressure and the adverse effects of ground water on slope stability. We recommend that measures be taken to properly finish grade the site such that drainage water is directed away from top-of-slopes and away from proposed structures. No ponding of water should be permitted. Drainage design is within the purview of the design civil engineer. Even with these provisions, our experience indicates that shallow ground water/perched ground water conditions can develop in areas where no such ground water conditions existed prior to site development, especially in areas where a substantial increase in surface water infiltration results from landscape irrigation. We recommend that an engineering geologist be present during grading operations to observe and record possible future seepage areas and provide field recommendations for mitigation of future potential seepage. -21- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 4.3.1 Canyon Subdrains In order to help reduce the potential for ground water accumulation in the proposed fill areas, we recommend subdrains be installed in the bottoms of canyons fill areas (or on the sides of the removal if saturated alluvium is left-in-place) prior to fill placement. The canyon subdrains should consist of a 6-inch diameter PVC pipe surrounded by a minimum of 9-cubic feet (per linear foot) of 3/4-inch gravel wrapped in a filter fabric (Mirafi 140N or equivalent). Where the subdrain is placed on fill in order to outlet the subdrain, the subdrain should consist of solid PVC pipe. The subdrain should have a minimum fall of at least 1 percent. Specific subdrain recommendations will be made upon our review of the final site grading plans. However, preliminary canyon subdrain locations are presented on the Remedial Grading Map (Plate 2). Details for subdrain construction are provided in the attached General Earthwork and Grading Specifications (Appendix D). The actual need and/or location of canyon subdrains should be based on the evaluation of the configuration of the canyon bottoms by the geotechnical consultant after the removal of compressible soils have been completed. A representative of the project civil engineer should survey the installed subdrains for alignment and grade. Sufficient time should be allowed for the surveys prior to commencement of fill placement operations over the subdrain. The subdrain outlets should be installed to discharge water into positive drainage devices (e.g. storm drain boxes, natural canyon bottoms, etc.). 4.3.2 Buttress and Stability Fill Subdrains Subdrains should be provided in the buttress and stability fills constructed on-site in order to minimize slope instability. The subdrains should be placed along the heel of the buttress or stability fill key (across the entire length of the key) and along the backcut at approximately 30-foot vertical intervals. The subdrains should be placed and constructed in accordance with the recommendations presented in Appendix D. 4.3.3 Cut Slope Seepage Conditions Due to the anticipated presence of relatively permeable soils (i.e. Santiago Formation sandstone) underlain by relatively impermeable formational claystone or siltstones exposed in cut slopes on the site, groundwater seepage conditions are likely at these contacts. Slopes exposing these conditions (especially when the area at the top of the slope will be irrigated and/or where structures will be located at the toe-of-slope) should be evaluated by the geotechnical consultant to determine if some type of subdrain system should be placed to intercept the groundwater seepage. Recommendations to mitigate the seepage conditions include installing a toe-of-s!ope 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 in depth or where alluvium is left in place beneath the fill be monitored (by the placement of settlement monuments upon completion of rough-grading and periodic surveying). The number of settlement monuments necessary for monitoring and their placement locations should be determined following a review of the site grading plans by the project geotechnical consultant. Construction of settlement-sensitive structures in these deep fill areas should be postponed until anticipated settlement is within tolerable limits based on the analysis of the geotechnical consultant. 4.5 Surface Drainage and Lot Maintenance Positive drainage of surface water away from structures is very important. No water should be allowed to pond adjacent to buildings or the top of slopes. Positive drainage may be accomplished by providing drainage away from buildings at a gradient of at least 2 percent for a distance of at least 5 feet, and further maintained by a swale of drainage path at a gradient of at least 1 percent. Where limited by 5-foot side yards, drainage should be directed away from foundations for a minimum of 3 feet and into a collective swale or pipe system. Where necessary, drainage paths may be shortened by use of area drains and collector pipes. Have gutters also help reduce water infiltration into the subgrade soils if the downspouts are properly connected to appropriate outlets. Property owners should be reminded of the responsibilities of hillside maintenance practices (i.e., the maintenance of proper lot drainage; the undertaking of property improvements in accordance with sound engineering practices; and the proper maintenance of vegetation, including prudent lot and slope irrigation). 4.6 Graded Slopes It is recommended that all graded slopes within the development be planted with drought-tolerant ground cover vegetation as soon as practical to protect against erosion by reducing runoff velocity. Deep-rooted vegetation should also be established to protect against surficial slumping. Oversteepening of existing slopes should be avoided during fine grading and construction unless supported by appropriately designed retaining structures. We recommend terrace drains on the slopes be designed by the civil engineer and be constructed in accordance with current City of Carlsbad specifications. Design of surface drainage provisions are within the purview of the project civil engineer. -23- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 4.7 Plan Review and Construction Observation The provisional recommendations contained in this report must be confirmed once the actual grading plans are available. At that time, additional investigation and analysis maybe required. Construction observation of all on-site excavations and field density testing of all compacted fill should be performed by a representative of this office. We recommend that a geologist map all excavations during grading for the presence of potentially adverse geologic conditions. All footing excavations should be reviewed by this office prior to placing steel or concrete. -24- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 5.0 LIMITATIONS The conclusions and recommendations in this report are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and tests. Such information is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological conditions can occur within small distances and under varying climatic conditions. Changes in subsurface conditions can and do occur over time. Therefore, the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton and Associates has the opportunity to observe the subsurface conditions during grading and construction of the project, in order to confirm that our preliminary findings are representative for the site. -25-4 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY I i J t i ft t I Table 1 Geotechnical Summary of Existing Landslides 971009-005 Landslide Reference Number Location Geologic Conditions Conclusions and Recommendations Eastern 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 the key and panel drains in areas of observed and/or potential ground water seepage zones should also be anticipated. Southeastern portion of PA-2 (Cross-Section E-E') Landslide is essentially the same as Landslide No. 1 (i.e. a relatively large surficial slump). The landslide appears to have moved as a relatively incoherent mass of material. Failure was probably related to saturation conditions of the weathered zone based on evidence of ground water seepage zones observed in the area. The basal slip surface was reportedly encountered in Exploratory Trench GT-42 at a depth of 8 feet below the ground surface. Complete removal of the relatively large surficial slump to competent formational material within the limits of grading is recommended. The removal depth is estimated to be on the order of 10 to 15 feet In addition, it should be anticipated that the proposed fill slope near the bottom of the landslide will require a buttress approximately 40 feet wide with a depth of at least 15 feet below the proposed toe-of-slope. A subdrain system including possible panel drains in areas of observed and/or potential ground water seepage zones should be anticipated. 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 mis landslide be geologically mapped to identify any evidence that the landslide may encroach into the fill slope key. ill 1 1 J t i Table 1 Geotechnical Summary of Existing Landslides (continued^ 971009-005 Landslide Reference Number Location Geologic Conditions Conclusions and Recommendations Southeast side of OS-1 Landslide is a relatively large surficial slump. Landslide appears to have moved as a relatively incoherent mass of material. Failure was probably related to saturation conditions based on evidence of ground water seepage observed in the area. Thickness of landslide is unknown, but anticipated to be on the order of 10 to 20 feet. Complete removal of the relatively large surficial slump to competent formational material within the limits of grading is recommended. The removal depth is estimated to be on the order of 10 to 20 feet. In addition, it should be anticipated mat the proposed fill slope above the landslide on the east side will reo,uire a fill slope/shear key approximately 15 feet wide with a depth of at least 5 feet below the proposed toe-of-slope. East side of OS-1 and West side of PA-IO 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. Southwest side of PA-6 and northwest side of PA- 10 (Cross-Section D-D') Landslide complex is a relatively large and deep block- slide type landslide that may include more than one landslide mass. The landslide complex appears to have moved as at least two semi-competent blocks along a north to northwest dipping rupture surface at an approximate elevation of 265 feet. Based on Borings LB-11 and LB-12, the upper approximately 25 feet of the landslide mass was found to be potentially compressible and unsuitable for the support of fill or surface improvements. Remove the potentially compressible soil to competent landslide material in the upper portion of the landslide. The removal depth is estimated to be on the order of 20 to 25 feet. The proposed in-filling of the canyon to the northwest with compacted fill will effectively buttress the landslide complex. Table 1 Geotechnical Summary of Existing Landslides (continued) 971009-005 Landslide Reference Number Location Geologic Conditions Conclusions and Recommendations Northwestern portion of PA-II (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 of 20 to 35 feet thick. Construction of a buttress on the order of 50 feet wide with a depth of approximately 30 feet is recommended along the proposed toe of the fill slope to completely remove the landslide. A subdrain system in the buttress is also recommended. Western portion of PA-11 Landslide is a moderately sized surficial slump. Landslide appears to have moved as a relatively coherent mass of material. Thickness of landslide is unknown, but anticipated to be on the order of 10 to 20 feet. Complete removal of the relatively large surficial slump to competent formational material within the limits of grading is recommended. The removal depth is estimated to be on the order of 10 to 20 feet. The proposed fill slope on the west side of the landslide will require a fill slope/shear key approximately 15 feet wide and 5 feet deep below the toe-of-slope. Southern portion of PA-11 and partially offsite to the south (Cross-Section L-L') Landslide complex is a relatively large and deep block- slide type landslide. The landslide likely failed along a clayseam or weak claystone bed at an elevation near the bottom of the adjacent drainage to the southeast. The landslide is estimated to be up to approximately 60 feet deep. It is not known how deep or the relative extent of the graben area, which will be located beneath a proposed fill slope. A second proposed fill slope is located near the bottom of the landslide just north of the property line. Some lype of buttress will be required to stabilize the landslide and provide an adequate factor of safety for the proposed fill slopes. The estimated size of the buttress at the toe of the landslide is 100 feet wide and 15 feet deep at the toe. A stability fill/shear key is also recommended below the upper fill slope. This key should be a minimum of 15 feet wide and 10 feet deep below the proposed toe of slope. In addition, removal of the unsuitable and potentially compressible portion of the landslide is also recommended. The estimated depth of these removals is on the order of 10 to 20 feet within the limits of the proposed grading. Additional investigation and analysis are recommended to better define the landslide geometry and the buttress design. 1 I .1, J .1 I Table 1 Geotechnical Summary of Existing Landslides (continued) 971009-005 Landslide Reference Number Location Geologic Conditions Conclusions and Recommendations 9A Southern portion of PA-11 and partially offsite to the south (Cross-Section K-K') Landslide complex is a relatively small block-slide type landslide. Based on Geocon Boring GLB-15 located offsite, the landslide failed along a clayseam within the Santiago Formation claystone at a depth of approximately 13 feet below the ground surface (at an approximate elevation of 237 feet). The landslide is estimated to be up to approximately 25 to 30 feet deep. A fill slope is proposed on die 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 approximately 25 feet (or through the landslide rupture surface) is recommended along the proposed toe of the fill slope located north of the property line. In addition removal of the upper approximately 5 to 10 feet of the landslide mass to competent material is also recommended. A subdrain system in the buttress is also recommended. 10 Southeastern corner of PA-11 (Cross-Section I-I*) Landslide is a relatively small block-slide type landslide. The landslide rupture surface was encountered in Boring LB-27 at an approximate depth of 16 feet below the ground surface (at an approximate elevation of 220 feet). It appears that the landslide failed along a weak clay bed within the Santiago Formation claystone. The landslide is estimated to be up to approximately 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 buttress on the order of 60 feet wide with a depth of approximately 10 feet (or through the landslide rupture surface) is recommended along the proposed toe of the fill slope located north of the property line. In addition removal of the upper approximately 5 to 10 feet of the landslide mass to competent material is also recommended. A subdrain system in the buttress is also recommended. 11 Southern portion of PA-8 and southeastern corner of PA-11 (Cross-Section H-H') Landslide is similar to Landslide No. 10 (i.e. a relatively small surficial slump). The landslide rupture 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 felled along a weak clay bed within the Santiago Formation claystone. The landslide is estimated to be up to approximately 25 to 30 feet deep. A proposed fill slope is proposed on the lower portion of the landslide north of the property line. Construction of a buttress on the order of 60 feet wide with a depth of approximately 10 feet (or through the landslide rupture surface) is recommended along the proposed toe of the fill slope located north of the property line. In addition removal of the upper approximately 5 to 10 feet of the landslide mass to competent material is also recommended. A subdrain system in the buttress is also recommended. It I i J I i 1 i Table 1 Geotechnical Summary of Existing Landslides (continued) 971009-005 Landslide Reference Number Location Geologic Conditions Conclusions and Recommendations 12 Southern portion of PA-8, southeastern portion of PA-11, and western 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 rupture surface that is dipping approximately 5 degrees to the southeast. The landslide is estimated to be up to approximately 30 to 50 feet deep. The lower end of the landslide is likely buried by recent alluvium/colluvium. Based on the current proposed grades of PA-12, the fill on and in front of the lower portion of the landslide effectively buttresses the landslide, and therefore, no buttress key is required. However, the unsuitable and potentially compressible portion of the landslide should be removed to competent material. Removal depths of the unsuitable material are estimated to be on the order of 20 to 30 feet deep. 13 Northwestern portion of PA-12 and the southern portion of OS-3 (Cross-Section F-F') Landslide is relatively large and extends partially into an open space area (OS-3). The landslide appears to have moved as a semi-competent block on a relatively flat rupture surface. The landslide rupture surface was encountered in Boring LB-7 at a depth of approximately 32.5 feet below the ground surface (at an approximate elevation of 275 feet). It appears that the landslide failed along a weak clay bed within the Santiago Formation claystone just above a sandstone unit. The landslide is estimated to be approximately 35 to 80 feet thick. Some type of buttress will be required to stabilize the landslide. However, based on the current proposed grades, unknown geometry of the upper portion of the landslide, and our understanding that grading cannot occur within the open space area dictates that a buttress cannot be designed within the current parameters. An additional investigation and analysis are recommended to^better define the landslide^geometry and me buttress design and/or design grades in front of the landslide need to be raised in order stabilize the landslide. 14 Southern portion of PA-13 Landslide is a relatively small block-slide type landslide. The landslide rupture surface is anticipated to be at the same approximate elevation as Landslide 15 (i.e. approximately 190 feet) within a clayey siltstone bed of the Santiago Formation. The landslide is estimated to be up to approximately 25 to 30 feet deep. The lower end of the landslide is likely buried by recent alluvium/colluvium. Removal the potentially compressible soil to competent landslide material in the upper portion of the landslide is recommended. The removal depth is estimated to be on the order of 10 to 15 feet. The proposed in-filling of the canyon to the west will effectively buttress the landslide. In addition, it should be anticipated mat the upper end of the landslide will need to be completely removed to competent fonnational material outside the proposed grading limits in order to stabilize the natural slope. A key approximately 15 feet wide should be constructed in this area. As an alternative, a building setback from the landslide may be provided. J fe i i .ft Table 1 Geotechnical Summary of Existing Landslides (continued^ 971009-005 Landslide Reference Number Location Geologic Conditions Conclusions and Recommendations 15 Southern 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 rupture surface was encountered in Boring LB-6 at an approximate depth of 26 feet below the ground surface (at an approximate elevation of 190 feet). It appears that the landslide failed along clayey siltstone bed directly below a cemented zone within the Santiago Formation. The landslide is estimated to be up to approximately 25 to 30 feet deep. The lower end of the landslide is likely buried by recent alluvium/colluvium. Removal the potentially compressible soil to competent landslide material in the upper portion of the landslide is recommended. The removal depth is estimated to be on the order of 10 to 15 feet. The proposed in-filling of the canyon to the west with compacted fill will effectively buttress the landslide. In addition, it should be anticipated mat the upper end of the landslide will need to be completely removed to competent formational material outside the proposed grading limits in order to stabilize the natural slope above the proposed relatively flat building pad. A key approximately 15 feet wide should be constructed in this area. 16 Northern portion of PA-13 Landslide is a relatively small block-slide type landslide. The landslide rupture surface was encountered in Boring LB-14 at an approximate depth of 34 feet below the ground surface (at an approximate elevation of 200 feet) near the top of a claystone bed within the Santiago Formation. The landslide is estimated to be up to approximately 35 to 40 feet deep. The lower end of die landslide is likely buried by recent alluvium/colluvium. Removal the potentially compressible soil to competent landslide material in the upper portion of the landslide is recommended. The removal depth is estimated to be on the order of 10 to 15 feet. The proposed in-filling of the canyon to the west with compacted fill will effectively buttress the landslide. 17 Northern portion of PA-13 Landslide is essentially the same as Landslide No. 16 (i.e. a relatively small block-slide type landslide). The landslide rupture surface is anticipated to be at the same approximate elevation as Landslide 16 (i.e. approximately 200 feet) within a clayey siltstone bed of the Santiago Formation. The landslide is estimated to be up to approximately 25 to 30 feet deep. The lower end of the landslide is likely buried by recent alluvium/colluvium. Removal the potentially compressible soil to competent landslide material in the upper portion of the landslide is recommended. The removal depth is estimated to be on the order of 10 to 15 feet. The proposed in-filling of the canyon to the west with compacted fill will effectively buttress the landslide. I I t J i i Table 1 Geotechnical Summary of Existing Landslides (continued) 971009-005 Landslide Reference Number Location Geologic Conditions Conclusions and Recommendations 18 OS-3 and OS-7? And northwest portion of PA- 13 Landslide is a moderately sized surficial slump. Landslide appears to have moved as a relatively coherent mass of material. Thickness of landslide is unknown, but anticipated to be on the order of 10 to 20 feet. Complete removal of the relatively large surficial slump to competent formational material within the limits of grading is recommended. A building setback may be required adjacent to the landslide (due to the unstable landslide in the open space/natural slope above the building pad to the west). As an alternative, grading in the open space may be performed to stabilize the upper portion of the landslide outside the limits of grading. 19 OS-3 and OS-7? And northwest portion of PA- 13 (Cross-Section A-A') Landslide is a moderately sized block-slide type landslide. The landslide appears to have moved as a semi-competent block on a rupture surface that is dipping approximately 10 to 12 degrees to the east. The landslide rupture surface was encountered in Boring LB-20 at an approximate depth of 18 feet below the ground surface (at an approximate elevation of 242 feet) within a weak claystone bed in the Santiago Formation. The landslide is estimated to be up to approximately 20 to 25 feet deep. The lower end of the landslide is likely buried by recent alluvium/coHuvium. The proposed in-filling of the canyon to the west with compacted fill will effectively buttress the landslide. However, the landslide should be removed to competent formational material from a 1:1 projection down and away from the limits of fill. 20a and 20b OS-4 Landslide complex appears to be a relatively large block-slide type landslide completely located in an open space area. Since the landslide is completely within an open space area, no remedial grading is required. 21aand21b OS-4 Landslide complex appears to be a relatively large block-slide type landslide completely located in an open space area. Since the landslide is completely within an open space area, no remedial grading is required. I i I I I I i I I J I I i I Table 1 Geotechnical Summary of Existing Landslides (continued) 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 in an open space area. Since the landslide is completely within an open space area, no remedial grading is required. 23 OS-2? Landslide is a small surficial slump. The landslide appears to have moved as a relatively incoherent mass of material. The thickness of the slide is unknown but believed to be on the order of 5 to 15 feet thick. Complete removal of the small surficial slump to competent formational material since 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 in saturated colluvium behind an earthen embankment. Completely remove the small surficial slump along with the colluvium. Extend the canyon subdrain through this area. A I m . 971009-005 APPENDIX A References Blake, Thomas F., 1996, EQFAULT, Version 2.2. , 1998, FRISK SP. Eisenberg, L.I., 1985, Pleistocene Faults and Marine Terraces, Northern San Diego County in Abbott, P.L., Editor, On the Manner of Deposition of the Eocene Strata in Northern San Diego County, San Diego Association of Geologists, Field Trip Guidebook, pp. 86-91. Eisenberg, L.I. and Abbott, P.L., 1985, Eocene Lithofacies and Geologic History, Northern San Diego County m Abbott, P.L., ed., On the Manner of Deposition of the Eocene Strata in Northern 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-27I4-T01, dated March 23,1982. , 1982b, Report of Phase I Geotechnical Study, Bressi Ranch, Carlsbad, California, File No. D- 2714-T02, dated June 4, 1982. , 1992,PreliminaryGeotechnicalInvestigation, Rancho Carrillo, Villages E, J, and K, Carlsbad, California, Project No. 04787-12-04, dated December 30, 1992. — —, 1993, Geologic Investigation for Rancho Carrillo Project - Major Roads, Carlsbad, California, Project No. 04787-12-01, dated January 15, 1993. , 1996, Geologic Investigation, Rancho Carrillo - El Fuerte Detention Basin Embankment and Existing Bressi Dam, Carlsbad, California, Project No. 04787-12-11, dated November 25, 1996. , 1998, Final Report of Testing and Observation Services During Site Grading, El Fuerte Detention Embankment, Rancho Carrillo, Carlsbad, California, Project No. 05845-12-07, dated November 20, 1998. , 2000, Supplemental Soil and Geologic Investigation, Villages of La Costa - The Greens, Carlsbad, California, Project No. 06403-12-01, dated March 24, 2000. Hannan, D., 1975, Faulting in the Oceanside, Carlsbad and Vista Areas, Northern San Diego County, California in Ross, A. and Dowlens, R.J., eds., Studies on the Geology of Camp Pendleton and Western San Diego County, California: San Diego Association of Geologists, pp. 56- 59. Hart, E.W., 1997, Fault-Rupture Hazard Zones in California, Alquist-Priolo Special Studies Zones Act of 1972 with Index to Special Studies Zones Maps: Department of Conservation, Division of Mines and Geology, Special Publication42. 971009-005 APPENDIX A (continued) International Conference of Building Officials (ICBO), 1997, Uniform Building Code, Volume I - Administrative, Fire- and Life-Safety, and Field Inspection Provisions, Volume II - Structural Engineering Design Provisions, and Volume III - Material, Testing and Installation Provision, ICBO. Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas; California Division of Mines and Geology, Geologic Data Map 6, Scale 1 :750,000. Leighton and Associates, Inc., 1 992, City of Carlsbad, Geotechnical Hazards Analysis and Mapping Study, 84 Sheets, dated November, 1992. - , 1997, Preliminary Geotechnical Investigation, Bressi Ranch, Carlsbad, California, Project No. 497 1 009-002, dated July 29, 1 997. - , 1998,Recommendations for Overexcavation of Potentially Compressible Materials, for Onsite Portion of Land Outfall Sewer Relocation Project, Future Poinsettia Lane, Bressi Ranch, Carlsbad, California, Project No. 4971009-002, dated March 26, 1998. - , 2000a, Geotechnical Review of Conceptual Grading Plans for the Wetland Restoration Area, Bressi Ranch, Carlsbad, California, Project No. 4971009-005, dated January 25, 2000. - , 2000a, Geotechnical Review of Land-Use Plans for Bressi Ranch, Carlsbad, California, Project No. 497 1 009-005, dated March 2, 2000. - , 2000c, Wetland Restoration Area Grading, Bressi Ranch, Carlsbad, California, Project No. 4971009-005, dated April 17, 2000. — - 2000d, Remedial Quantity Estimates, Offsite Portion of Proposed Poinsettia Lane, Bressi Ranch Development, Carlsbad, California, ProjectNo. 97 1009-005, dated August 25, 2000. - , 2001, Geotechnical Feasibility Study, Offsite Poinsettia Lane, Alicante Road and Borrow Sites Within The Greens of The Villages of La Costa, Bressi Ranch Development, Carlsbad, California, ProjectNo. 97 1 009-005, dated January 5, 200 1 . - , Undated, Unpublished In-House Geotechnical Data. Lindvall, S.C., and Rockwell, T.K., 1 995, Holocene Activity of the Rose Canyon Fault Zone in San Diego, California: Journal of Geophysical Research, V. 1 00, No. B 1 2, p. 24, 1 24-24, 1 32. PDC, 200 1 a, Cut/Fill Exhibit, 200 Scale, Bressi Ranch, Carlsbad, California, dated February 1 4, 200 1 . PDC, 200 Ib, Tentative Tract Map/Grading Plan, 200 Scale, Bressi Ranch, Carlsbad, California, undated, received February 1 6, 200 1 . A-2 + 971009-005 APPENDIX A (continued) mm Reichle, M.S., and Kahle, J.E., 1990, Planning Scenario for a Major Earthquake, San Diego-Tijuana Metropolitan Area: California Division of Mines and Geology, Special Publication 100, 180 p. -« Rockwell, T.K., and Lindvall, S.C., 1990, Holocene Activity of the Rose Canyon Fault in San Diego, J > California, Based on Trench Exposures and Tectonic Geomorphology; Geological Society ^ of America, Abstracts with Programs.j T i , 1991, Minimum Holocene Slip Rate for the Rose Canyon Fault in San Diego, California in w Environmental Perils, San Diego Region: San Diego Association of Geologists, p. 37-46.i * , Tan, S.S., and Kennedy, M.P., 1996, Geologic Maps of the Northwestern Part of San Diego County, California: California Division of Mines and Geology, DMG Open-File Report 96-02, 2 "" t Plates. *• , Tan, S.S., and Giffen, D.G., 1995, Landslide Hazards in the Northern Port of the San Diego Metropolitan "" * Area,SanDiegoCounty,California,LandslideHazardIdentificationMapNo.35,Division «• of Minesand Geology, Open-File Report No. 95-04. *" ! Treiman, J.A., 1993, The Rose Canyon Fault Zone, Southern California: California Division of Minesand M Geology, Open-File Report 93-02,45 p. "~ , Seed, H.B., and Idriss, I.M., 1982, Ground Motions and Soil Liquefaction During Earthquakes, Monogram ^ Series, Earthquake Engineering Research Institute, Berkeley, California. — . Seed, H.B., Idriss, I.M., and Arango, I., 1983, Evaluation of Liquefaction Potential Using Field Performance Data, Journal of Geotechnical Engineering: ASCE, Volume 109, March, pp. 458-482. = •* *«** I Treiman, J.A., 1984, The Rose Canyon Fault Zone: A Review and Analysis, California Division of Mines "* i and Geology, Funded by Federal Management Agency Cooperative Agreement EMF-83- K-0148. ; *"? t , 1993, The Rose Canyon Fault Zone, Southern California: California 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, California: California 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, California: Master Thesis, University of California at *» , Riverside, 123 p. A-3 971009-005 APPENDIX A (continued) Ziony, J.I., and Yerkes, R.F., 1985, Evaluating Earthquake and Surface-FaultingPotential in Ziony, ed., 1985, Evaluating Earthquake Hazards in the Los Angeles Region - An Earth - Science Perspective: U.S. Geological Survey, Professional Paper 1360, pp. 43-91. Aerial Photographs Date 4/11/53 Source USDA Flight AXN-8M Photo No(s) 19-21 A-4 971009-005 Appendix B LB-22 through LB-29 Large-Diameter Borings From: Leighton and Associates, Current Investigation GEOTECHNICAL BORING LOG LB-22 Date 9-18-00 Project ____ Drilling Co. Hole Diameter Lennar/Bressi Ranch Gallagher Drilling 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 5,740Ts, 30-58, 4,300#'s, 58-87 a.lOOTs Drop 12 in. Mean Sea Level •» •*-"Iii0. J — - e 10 — — 15 — - _ 20 — 25 ~™ - - U if 1"Q.O LCD , • ./ , * V:r: * * t -.*."•! '~^$- 'r$3. •T* J*.iT h* ••" BV •t-±t+VVf * * **-* ^ * * * C*' .'V^' — — -. — ^—•v • "*™ •«" ^- -«~~ c-— — " rrj-r- i- '.-1:'. •7' ^ 11 01 T33-t- £ C B:N35E 5SE B: horizontal FR:N61E, 46S b CS:N20E, 7NW XB:N5W, 27NE 0-z. Q.£ 01 '1 - •*- 3 1o ' U 2 • 4 •n Bulk-3 | 4 I 3 " •I ' I CH-0) Ua a. a 111.6 121.4 115.2 118.6 ts j ^~in ^ 1^ U 9.5 8.0 15.3 11.6 $a5 — , .O _w o5CO SM SM CL SM CL SM CL SM GEOTECHNICAL DESCRIPTION F Logged By MDJ/RKW T Sampled By MDJ |_ TERTIARY SANTIAGO FORMATION fTsa-J @ 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 @7': Silty SANDSTONE @ 8'-9': Cemented zone-concretionary layer: fossiliferous @ 9': 3-4" thick blocky claystone bed: very thin sand stringers within bed @ 11': Silty fine to medium SANDSTONE: orange-brown, damp, very dense; iron-oxide staining; fossiliferous @ 11.5': Concretionary layer; fossiliferous ' @ 13.5': Silty CLAYSTONE: green, damp, very stiff; blocky; abundant iron-oxide staining @ 18': Fractured and blocky CLAYSTONE @ 19.6': Remolded clayseam 1/8" thick, slightly plastic, platey; claystone on either side, becomes less blocky with depth @ 20': Silty CLAYSTONE: green, damp to moist, very stiff @ 23': Concretionary layer @ 25.5': Silty fine SANDSTONE: light gray-brown, damp, very dense. @ 27.6': Erosional contact/cross-bedding I 1 t - - - - - - M P h U m m m m m m m U m. 505AC11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-22 Date Project 9-18-00 Lennar/Bressi Ranch * Drilling Co.Gallagher Drilling Sheet 2 of 3 Project No. Type of Rig 971009-005 Bucket Auger 30 in.Hole Diameter Elevation Top of Hole 435 ft. Drive Weight Ref. or Datum 0-35 5.740TS, 30-58, 4,3001*8, 58-87 3.100rs Drop 12 in. Mean Sea Level - -f_"*T°ft y.oi «S^D^f -3ft _ — iJU 35 — ~~ 40 — 45 — - 50 — - 55 — fin — o J= 0) Q.O LCD '. '"•'• ', ^rf.~ ';&. * *~. *«™ * * * »** * »" * •fe* IIS/ 3*??': ^ ^ ^ ~^£ fvtr •T" "^w ** * * *• * *» **A*4- A^? ^ 4-^* * * *' **- »*p" • " * . ". * "^ " - t rf ^: * i * *a t ' ** »• S ••*".' ^ ** • * * * ' 4 • **"** • * * 01 3-i- —4- -1- B:N85E, 6S B:horizontal 6 AkUl Q. EmV) 6 7 8 wg3O ™ L Q_ 5 5 6 71-i- \f\^. 01 OQ Q. Jtf_ Q 111.2 111.6 ^ Oj5 ^+- "*? C ._0) °| O 17.8 17.7 . 1^^^(fl -* — , *(_) CO* tow SM SM-CL CL SM ML SM-SC SM GEOTECHNICAL DESCRIPTION Logged By MDJ/RKW Sampled By MDJ SANTIAGO FORMATION fContinued^ @ 30': Silty, very fine to fine SANDSTONE: gray-brown to orange-brown, damp; iron-oxide staining common @32': Krotovina (remnant animal burrows)" - @36': Abundant iron-staining, scattered Krotovina - @ 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': SHty CLAYSTONE: green, damp, dense; irregular contact - @43': Silty fine SANDSTONE: orange-brown, damp, dense - @ 47'-47.3': Concretionary layer @47.3': Clayey to fine sandy SILTSTONE @ 49': Concretionary layer, irregular contact ® 50': Silty fine SANDSTONE to silty clayey SANDSTONE: orange-brown to green, damp, very dense @ 52': Same as at 50' but color changes to orange-brown @ 54': Fossiliferous concretionary layer 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 3 of 3 Project No. 971009-005 ** Type of Rig Bucket Auger 30 in.Drive Weight Elevation Top of Hole 435 ft. Ref. or Datum 0-35 5,740#'s, 30-58, 4,300rs, 58-87 3,100rs Drop 12 in. Mean Sea Level "a"®o»So£ fn 65 — — — _ - - 75 — ~ 80 — ~ - 85 — - - on — o -C 0)Q.OfO-J CD * ^ * , ^'*\-~ Nj^^'-s ^^ifV I^-r* ^V£ C-^ — .«=. 1 ***•;. *•**?' ts'VSsi 1001 34- —•1- -t-<n B:N40W, 15S B: horizontal d QJ nlCO • - - - - 1 - " - " - - - •f- 3§ ^ . AU. •f- C^HQ) Uoa (_o 112.0 CS •*~"c"* QJ °"c^~ oo 14.0 & 50 — . O ~^^to^ SM SM/ML CL/ML SM ML GEOTECHNICAL DESCRIPTION Logged By MDJ/RKW Sampled By MDJ SANTIAGO FORMATION (Continued! @61': SILTSTONE to CLAYSTONE: dark gray, damp, dense; calcium carbonate laminae common @ 62': Siity CLAYSTONE to clayey SILTSTONE: dark gray, damp to moist, very stiff to hard; horizontal and vertical calcium carbonate stringers, unoxidized @ 68': Silly fine SANDSTONE: dark gray, damp to moist, dense, minorseepage encountered to 70' @ 70': Very fine sandy SILTSTONE: dark gray, damp, hard; traces of clay, well indurated Total Depth = 77 Feet Geologically Logged to 71 Feet Minor seepage at 68 to 70 feet Backfilled: 9/22/00 - - - - - - - - - - m Hkr PI •1 m m MVf •t P b m m m •t h P •L HI1^ •fc P •f P •t. P P » P 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-23 m. Date Project Drilling Co. Hole Diameter 9-18-00 Lennar/Bressi Ranch Gallagher Drilling Sheet 1 of 3 Project No. Type of Rig 971009-005 30 in.Drive Weight 0-35 5,740#'s, 30-58, 4,300#'s, 58-87 3,100#'s Bucket Auger _ Drop _\2_ in. -™ Elevation Top of Hole 438 ft. Ref. or Datum Mean Sea Level •*~'m 0- Al <=>£ - - - - 10 — _ 1 t15 — — 25 ™ U .CO)0.0 CD k"- \v.' V;V; J f . -* ft \"Vv.*"•vA,Yv* ^r-'-r;• *», ,*"."*"* ^$: 11 t^gr ^tf!, ,.\. .'•*•"' ,*'•'. • *' j '**»«**•« * **•- * **~~ « ** * *> .*• * ** ^"~"« *i — . — r* *V*5 * * * • * v$ • *fc ' * * * * **** " " > it* *• * * " *OVWT5*iv^*^*-. i '\-<j| * * * * * -7- .' » U)01 3-i- -i--H B: horizontal B horizontal CS:N44W, 5NE C generally horizontal B:horizontal FR-N15W 42W O niUf E CO • - - l - l 4- 3iO CL 2 3 I 3 I 3 1 - - - 3/8" •H c£(U UQ 0. £_a 107.2 109.2 115.9 117.2 jS 3+-"TT C E 0O 20.1 19.1 13.! 11.7 £"*"/ ^f ^^J _co '53CO SM SM ML CL PT SM ML SM GEOTECHNICAL DESCRIPTION Logged By MDJ/KBC Sampled Bv MDJ TOPSOIL @ 0': Clayey silty SAND: gray-brown, damp to moist, medium dense • TERTIARY SANTIAGO FORMATION fTsal @ 3': Irregular transitional contact to silty fine SANDSTONE: light gray, damp, medium dense; iron-oxide staining along fractures and bedding common @ 6.8': Very fine sandy SILTSTONE: gray, damp, dense, orange and yellow _ staining along laminations common; weakly fissile @ 10': Becomes very dense @ 12.3': Paper thin, plastic {less than 1/8") clayseam within 2" thick finely laminated bed@ 12.5': Paper thin black organic rich peat bed @ 12.8': Contact to silty medium SANDSTONE: orange-brown, moist to wet; medium dense @ 13.5': Silty medium SANDSTONE: orange-brown, 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, very dense; traces of clay, fossils common @ 20'-21.5': Cemented zone, fossiliferous - @ 25': Fossiliferous coarse sand bed: orange-brown; approximately 3" thick @ 25.5': Steep fracture offsets fossiliferous bed by approximately 8" @ 25.5': Silty fine to medium SANDSTONE: light gray to yellow-gray, damp " to moist, dense @27': Concretionary nodule @ 29.7': Minor seepage, red-brown, iron-oxide stained 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-23 Date 9-18-00 Project _ Drilling Co. Hole Diameter Lennar/Bressi Ranch Sheet 2 of 3 Project No. 971009-005 Gallagher Drilling Type of Rig Bucket Auger 30 in.Drive Weight Elevation Top of Hole 438 ft. Ref. or Datum 0-35 5,740rs. 30-58, 4.3001's. 58-87 3t10W's Drop 12 in. Mean Sea Level o£ — 35 — 45 — - CC ,-.., fin — u .C 0)Q.O LID ' ' * '".I** * Ss.-.— 12 £S££ * * 4 « * * *. * * 't "* * « ** " * ' ( V * • * * 5? 4V V-V 8 3&.~-»r> • ..; • rr— T ^: ~r^'- 5.*'? tfl(U T3 4- -1- 4- C B Horizontal FR:N15W, 45SW C: horizontal J:N25W, 74N B Horizontal 6 E y> P J Bulk-7 - - - - - - •H o11- 10 -t- QJ U00. a 109.3 121.7 3^_.^s E OO 19.7 12.9 S«j J3(J _w C/)^" ML SM SM/ML ML SM-ML ML SM/ML SM GEOTECHNICAL DESCRIPTION Logged By MDJ/KBC Sampled By MDJ SANTIAGO FORMATION ("Continued^ @ 30.5': Fine sandy SILTSTONE: orange and green, damp, very stiff; @ 3 1 * : Cemented zone @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 with approximately 1' offset @ 36.5' Moderate seepage @ 37': Horizontal contact to silty fine to medium SANDSTONE and dense, unoxidized @39': Concretionary layer @ 40': Black organic rich layer - 1 " thick witfi underlying concretionary nodule @ 43': Silty very fine SANDSTONE to sandy SILTSTONE: dark gray, damp, very dense, unoxided ©47.5': Clayey SILTSTONE bed @ 50'-51': Clayey SILTSTONE bed; weakly plastic @52'- Silty fine SANDSTONE: gray damp very dense @ 54.6'-58': Fine sandy SILTSTONE bed: dark brown to dark gray, moist, very dense; organic-rich @ 58'-60': Interbedded SILTSTONE and silty fine SANDSTONE: dark gray, damp, very dense; interbeded peat stringers common, unoxidized _ - m u •i m P P •P P » P ft P fe P m, w P m. P P 505AC11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-23 Date Project 9-18-00 ;t ngCo. Diameter tion Top of Hole 30 in. 438 Lennar/Bressi Ranch Gallagher Drilling Drive Weight ft. Ref. or Datum 0-35 5,740#'s, 30-58, 4,300#' Mean Sheet 3 of Project No. Type of Rig s, 58-87 3,100#'s Sea Level 3 971009-005 Bucket Auger Drop 12 in.Depth(feet)60 — - 65 — 70 — - 75 — 80 — 85 — oo — u .CO)Q.O<0_l CD . '..'••. ( . • i • ' . t '".'' * " V _ II 1 inHITJ3•t- +-+-<L 6z. 0) Q.E 0)O) §8B^- oofc 0- 7>•*- 1/1 /-sCH-OI ua a^ 31Ca MoistureContent (X) |wi^ > 0^_tn 08cow SM GEOTECHNICAL DESCRIPTION Logged By MDJ/KBC Sampled Bv MDJ SANTIAGO FORMATION fContinued) @ 60': Silty finfe SANDSTONE: dark gray, damp, very dense; interbedded peat stringers common, unoxidized - - - - - Total Depth = 80 Feet Geologically Logged to 76 FeetSeepage 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 Date Project _ Drilling Co. Hole Diameter 9-20-00 Lennar/Bressi Ranch Gallagher Drilling Sheet 1 of 2 Project No. Type of Rig 971009-005 - 30 in.Drive Weight 0-35 5,7Ws, 30-58, 4,30Ws. 58-87 3,100Ts Bucket Auger _ Drop 12 in. Elevation Top of Hole 356 ft. Ref. or Datum Mean Sea Level 4~ (UQ_ ]H QJ«2fQS^ o — i 5 — - 10 — 15 — 20 — 25 — — in — u f {j) Q.O0»_J CD ~r.-~j ~. ' £."•*• "~ '^*VY• . - *•*r ' .' •'A/.'- °' •—' . *«-" '•/- C^&g? T ' ~ 1 " . * • '. • ^\*£?5•^_ u..* • inHIT33-1- —4--1-<n B generally horizontal «Oz -,w Q. EAfltUen 'i ' 'i • »83iO — . itLL ' ' ' • £ C^QJ Ua a. 3,*^t.a 108.4 115.9 111.7 115.2 Lw ~ H- Tj" C ._ <U O"^ E Oo 15.6 12.2 16.6 14.9 *(/J — , I CJ (/) ~-\ t/)^ sc SM GEOTECHNICAL DESCRIPTION 1i LosEed By MDJ/KBC f Sampled By MDJ | TOPSOIL @ 0': Clayey SAND: brown, damp to moist, loose; rootlets J TERTIARY S^ANTIAGOFORMATibN fTsa) • @ 1.5': (Weathered) silty SANDSTONE: orange-brown, damp to moist. dense; slightly fractured, fractures infilled with brown silty SAND •i@ 4: Iron concretions common, sandstone becomes denser with depth @ 5': Silty fine SANDSTONE: light gray, damp, very dense; iron-oxidized ~|staining common 1 @ 7': Calcium carbonate layer, wavy irregular contact, 2-3" thick, moist, j iron-oxidize, staining along bedding J @ 7.3': Discontinuous concretionary layer ~| @ 10': Silty fine SANDSTONE: light gray, damp, very dense; iron-oxide j staining, slighdy micaceous J»' @ 15': Silty fine SANDSTONE: light gray with orange-brown iron-oxide staining, damp, dense @ 19.6': Iron-oxide stained, concretionary nodule, sand becomes moist J @20': SANDSTONE: laminated bedding visible; yellow-brown, • interbedded wim gray sandstone @ 22.3': Minor to moderate seepage encountered | ji-i @ 29': Moderate seepage at 29' j @ 29.3'-30.3': Concretionary nodules up to 12" in diameter J @ 29'-30': Silty fine SANDSTONE: orange-brown to gray, damp to moist, 1 very dense; iron-oxidized stained ' 505M11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-24 9-20-00Date Project _ Drilling Co. Hole Diameter ___^__ _ Elevation Top of Hole 356 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet 2 Project No. Type of Rig of 2 971009-005 Bucket Auger 30 in.Drive Weight Ref. or Datum 0-35 5.740TS. 30-58. 4,300Ts, 58-87 3.10(tf's Drop 12 in. Mean Sea Level m <w Ml m •m m <* •m m »• ••• «• ™» »*!. •M - « *» *"» •M Depth(feet)35 — 40 — 45 — 55 — fin — u -C 0)Q.O t.CD * * ^ * -5I-& '•''.'. >£ i -r ; " ; U)0) D•4- 4--*- Brhorizontal dz a £mCO 5 6 0° a. 5/9" 7 J(-*- CM-01 Ua a. 31t_a 113.3 112.1 Mo i stureContent (/i)16.0 15.8 QCJ _co co^ SM ML SM GEOTECHNICAL DESCRIPTION Logged By MDJ/KBC Sampled By MDJ SANTIAGO FORMATION (Continued) @ 34.5 '-37': Slightly clayey SILTSTONE: gray-brown, damp to moist, hard; thinly laminated; yellow and orange-brown staining common @ 37': Large concretionary nodule — 12" in diameter @ 37': Silty fine SANDSTONE: gray-brown, damp to moist, very dense; yellow to orange-brown staining common @ 40.5'-41': Concretionary nodules common @47': Heavy seepage encountered Total Depth = 50 Feet Geologically Logged to 46 Feet Seepage at 22.3 Feet, 29 Feet, and 47 Feet Backfilled: 9/20/00 - - 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 1 of 3 Project No. Type of Rig Bucket Auger 971009-005 30 in.Drive Weight Elevation Top of Hole 282 ft. Ref. or Datum 0-35 5,740#'s. 30-58. 4.300#'s. 58-87 3,1001's Drop 12 in. Mean Sea Level • "*~ftiQ_ JJJ ft) iiQw — - - 5 — : - 10 — - — — 15 — - 20 — 25 — TO U .c o)Q.O «TJ_J L(D "Hl'Z. TT". Z— _-^ ~^"'^ |J ft -H . — i§5 M$tt— — f ' I'i-V'f 4: 5\Vt; - '_ ._* . : •,• + V* f/^ r" • V' .. - • • ' |i u ' • ' TP^I-'S^ ^-~-f!r ^F~T- "U A* u .*- *- ilS QJT)3 —-f- ^ B:N40E, 4W B: gene rally horizontal C:N54E, 6W CS:N40W, 5SW 6 n\V 0) ' z Bulk-3 • •*- 3 1 ,O — . AU- • 3 1 2 • •i- cC01 Ua a. 3>^ a 108.0 115.9 11741 1 / .*T 121.5 cw ?•*- in ^" Q|" 4_ z: oo 16.1 8.8 8.5 9.3 IflI/) -- ^, I O,-T — t (O^ ML SM CL GEOTECHNICAL DESCRIPTION Logged By MDJ/KBC Sampled By MDJ TERTIARY SANTIAGO FORMATION fTsa) @ 0': Very fine sandy clayey SILTSTONE: green-gray, damp, medium dense; horizontal and vertical calcium stringers, iron-oxidized staining along bedding @ 4'-8': Steeply dipping fractures/joints Steeply fractured @ 9.3": Cemented zone, irregular contacts @ 10': Very fine sandy clayey SILTSTONE: orange-brown, damp, dense; calcium carbonate stringers common, few shell fossils @ 11.5': Cemented zone @ 12': Calcium carbonate-lined fracture @ 13.5': Grades into very fine SANDSTONE @ 14.5": Silty very fine SANDSTONE: orange and gray-brown, damp, dense; calcium carbonate stringers common @ 15.7': Silty SANDSTONE: gray, damp, dense; slightly friable @ 18.6': Laminated bedding common, fractures/joints infilled with calcium carbonate common @ 20': Silty fine SANDSTONE: light gray, damp, very dense, orange and red iron-oxidized staining, calcium carbonate common @ 36': Silty CLAYSTONE: green, damp, stiff (® 27.8': Plastic clavseam (less than 1/2" thick) IIWP r1 *«TT_J» _T" I I TL T-I HhTi ~fcriw f1 II •H.-rI -•KTi 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-25 Date Project _ Drilling Co. Hole Diameter 9-21-00 Lennar/Bressi Ranch Sheet 2 of 3 Project No. 971009-005 Gallagher Drilling Type of Rig Bucket Auger 30 in.Drive Weight Elevation Top of Hole 282 ft. Ref. or Datum 0-35 S,740rs. 30-58. 4.3001'$, 58-87 3,100rS Drop 12 in. Mean Sea Level m 'H ** m •m m * •m - — ^ — *• r. -Mf r. 'm' 1V -: f , m m '' 4— jiiQ_ ]K Q)(2!nw ^rt 35 — 40 — 45 — 50 — - : 55 — _ fin — u /- (j) Q.OrtJ_l LCD _j^ __, nr .'^ir -^fji?-i-i -" *"!."•"' ."— "7* 1 ' * ."_.. . t *•***! «.* V* T> ^-T.^. - *-"~~ "^-TT^. ^ '-"•} • • , .j-V '/—"'• +--t-?"^ • . , • ', " v'^ ?1 ^^^-" ^_ - . — • — _ — *- in TJ3•*- —-t--t- ^ C: horizontal FR:N62E, 30NW C:N3W, 15NE d atw fl.E CO +• «o3 1 ,O— /(OfortU_ 1 6 , 1 - _ - , 5 6 •1 Bulk-8 - - - - - - - - - -i- c*? a D. D»W a 112.3 107.0 jS ~ 4-"*T C._ <« °"c a 15.1 15.8 W^— , Ioto • co^ ML SM ML SM CL GEOTECHNICAL DESCRIPTION Logged By MDJ/KBC Sampled By MDJ SANTIAGO FORMATION (Continued) @ 30*: Fine sandy SILTSTONE: light red-brown to dark gray, damp, dense, fissile; yellow-brown stringers common @ 34': Silty SANDSTONE: light gray, damp, very dense - _ - @ 39': Cemented zone, dark gray; fossiliferous @ 39.6': Clayey sandy SILTSTONE: brown to orange-brown, damp, very dense; iron-oxide staining; irregular erosional contact below cemented zone @ 41': Dark gray, organic-rich bed ( — 1* thick) @ 41.5': Silty 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 - @ 51': Silty CLAYSTONE: gray-green, damp, hard; moderately blocky silty claystone _ - @ 56': Becomes very hard and less blocky - 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-25 Date Project 9-21-00 ;t nsCo. Diameter tion Top of Hole 30 in. 282 Lennar/Bressi Ranch Gallagher Drilling Drive Weight ft. Ref. or Datum Sheet 3 of Project No. Type of Rig 0-35 5,740#'s, 30-58, 4,300#'s, 58-87 3,100#'s Mean Sea Level 3 971009-005 Bucket Auger Drop 12 in.Depth 1(feet) |65 — 70 — 75 — 80 — 85 — 00 U -C 0)Q.O t-tD 01 3-t- -I- -I- <E 6 01 Q. <dU) -t- Q. CH-OI UQ a 3)La Mo i stureContent (JO |50 '53w GEOTECHNICAL DESCRIPTION Logged By MDJ/KBC Sampled By MDJ Total Depth = 59 Feel Dowhole Logged to 56 Feel Seepage encountered at 49.5 Feet Backfilled: 9/21/00 - - _ - - 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-26 Date 9-21-00 Project Drilling Co. Hole Diameter Lennar/Bressi Ranch Sheet 1 of 3 Project No.971009-005 Gallagher Drilling 30 in.Drive Weight "• Elevation Top of Hole 242 ft. Ref. or Datum Type of Rig Bucket Auger 0-35 5,740#'s, 30-58, 4.30Ws. 58-87 3,10Ws Drop 12 in. Mean Sea Level r-S*>.Cj_-^oJ o£ 0 - 5 — 10— 15 — 20 — - 25 — _ — in — o £. 0)0.0 CD — - '. ~ ' ~=r—r=-. |t If L-'' •' — "^i»V — '•-£• 7"*' — •v^ %M3$ /tT-^*\~»— •— •_£/ "^LJs ~?Nrr~.— .^~- r~ ; iTV^ • — ( - .— ~~.' — .JU - — jr'-'S. — — • • — <U"D3-*- +- * FR:N20E, 6N FR:N28W, 25NE RS:E-W, 39N RS:N85W, 34NE RS:N60W, 1-3SE 6z AlUl E cn l • • . i - i -1 , 1 - _ - +- 3 .*•* O 2 3 2 2 •f- tft ^N C**~<uu°5 31 a 121.3 115.5 110.4 114.4 t.w p-t— "In C 0-2 E oo 10.7 14.1 15.1 15.8 ift ^^ |jf| - * — - ro _cn (O^ ML ML/SC SC CL CL GEOTECHNICAL DESCRIPTION Loafied By MDJ/RKW Sampled By MDJ QUATERNARY LANDSLIDE DEPOSITS fOlsl @ 0': Clayey sandy SILTSTONE: green-gray, damp, medium dense; randomly oriented fractures @y\ Clayey silty SANDSTONE to clayey sandy SILTSTONE: green, damp, stiff @ 6': Clayey silty medium SAND: yellow-brown, damp to moist, medium dense @ 6.5': Sandy CLAYSTONE: green, damp, medium stiff; very fractured; blocky; irregular upper contact @ 10': Sandy CLAYSTONE: green, damp, stiff, very fractured, fractures are steeply dipping and randomly oriented - @ 15': Medium sandy CLAYSTONE: green, damp, stiff; fractured; becomes more stiff at 17' and less fractured - @ 20': Silty CLAYSTONE: green, damp, stiff; fractured @ 20.9': Minor seepage @ 21': Backshear: polished striated and grooved surface with 1/16" remolded clay above polished surface @ 23.5': Backshear: polished and striated surface, no remolded clay along surface _ , @ 25.3': Rupture surface: moderately plastic remolded clayseam 1/16" thick. \ blocky and fractured above, massive and hard below L TERTIARY SANTIAGO FORMATION fTsa) @ 25.4': Sitty CLAYSTONE to clayey SILTSTONE: olive-green, moist, very _ stiff to hard; massive, increasing density witii depth, iron-oxide staining common 505AC11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-26 Date Project _ Drilling Co. Hole Diameter 9-21-00 Lennar/Bressi Ranch Gallagher Drilling Sheet 2 of 3 Project No. 971009-005 Type of Rig Bucket Auger 30 in.Drive Weight Elevation Top of Hole 242 ft. Ref. or Datum 0-35 5,7Ws, 30-58, 4.3000's, 58-87 3,10W's Drop 12 in. Mean Sea Level » +• "vj Q_ jj' o£ f\l\ - — 35 — - 40 — - - 45 — - — 50 — 55 — - fjf} — ' O .C 0)Q.O LCD --^•z ^T —^~ — -~^=" Ttj.tj.t '"'.'. •' - - • ~tL"*.*T2.• sj'.-i:. :*s<v Mi?: - ^- - * • • . • " T~ * "~s? J./ ^ -V/- 1— ' • * " * J — i •» — _— ^- ^^£5^. UlHI 3-f- -i--i- B:N-S8-10W B:N45E, 14SE B: horizontal Oz AkQJ Q.E CO „*3iiO a. 1 5 Ml/6" 1 - - - - - - - - - - - 31-i- C^(U Ua a. La 99.9 jS 2+-111 1~'~ +. £ oa 14.4 ^aJ^ , to_co tn^ CL SM CL/SM SM CL GEOTECHNICAL DESCRIPTION [ •H LxiRged By MDJ/RKW rSampled By MDJ L SANTIAGO FORMATION (Continued^ @ 32': Silty CLAYSTONE: green, damp, hard; iron-oxidized stained; very minor seepage along fractures @ 34': Cemented zone ® 34.5': Silty, very fine to fine SANDSTONE: gray-green, dense to very dense; unoxidized @ 36': Becomes very dense @ 40': 2" claystone bed: gray, damp, stiff @ 40.5': Grades into very fine SANDSTONE to sandy SILTSTONE: gray. damp, very dense to hard @ 41.5': Silty fine SANDSTONE: light brown, damp, very dense @ 44.5': Silty medium SANDSTONE: light brown to orange-brown, damp, very dense @ 46-4'-47.5': Claystone rip-up clasts common @49': Irregular erosional contact to silty fine SANDSTONE: light brown. damp, very dense @ 56': Silty CLAYSTONE: dark gray-green, damp, very stiff, heavily fractured, seepage along top of claystone @ 57': Becomes hard C t t Mt 9 fe r * w to IP fc P kt m ^w Ik p 505AC11/77)LEIGHTON & ASSOCIATES Date 9-21-00 Project Drilling Co. Hole Diameter 30 in. Elevation Top of Hole 242 GEOTECHNICAL BORING LOG LB-26 Sheet 3 of Lennar/Bressi Ranch Gallagher Drilling Drive Weight ft. Ref. or Datum Project No. Type of Rig 0-35 5,740#'s, 30-58, 4,300#'s, 58-87 3,100#'s Mean Sea Level 3 971009-005 Bucket Auger Drop 12 in.Depth(feet)65 — 70 — 75 — - 80 — 85 — 00 — u Z 010.0<D_J(_CD l/l 01TJ3•*- -t--I- <E O QJ Q.E(Q(/) - - - - - " - - - §8|^mfe0_ Jt+• ifl/~<.CM-01 O0 Q-s^y>t,a i flo i stureContent (Xui~ 8« o" _</> "53c/> GEOTECHNICAL DESCRIPTION Logged By MDJ/RKW Sampled By MDJ Total Depth = 60 Feet Geologically Logged to 57.5 Feel 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 - - - - - - - 505AC11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-27 Date 9-22-00 Sheet 1 of 2 Project Drilling Co. Hole Diameter 30 in. Elevation Top of Hole 236 ft. Lennar/Bressi Ranch Gallagher Drilling Drive Weight Ref. or Datum Project No. Type of Rig 0-35 5,740#'s, 30-58, 4,300#'s, 58-87 3,100#'s Mean Sea Level 971009-005 ~ Bucket Auger Drop 12 in" HM "*"" "HIQ_ JK CJiJ.Q^ — - _ f . - 10 — - 15 — 20 — 25 — U £. 010.0(0-1 CD — _ — —"^.•±1 ;'JT— T~ <^r-^" g| l6 7-^%r |lf ^•p~~ — ;— « -i, """"-„' ^_\"^~.«_ _I_ .L_ • , • ' * '.' .' ~ •— -—^^H ^_^ — — ; ~"1— _— ^-T" Ts~-^r -£"— 4--v^-* 1 •'".'.• * ' * * in01 3 —-I- <E RS:N10-15W, 5 SW D „o - gene ra ny horizontal FR:N73W, 14NE 6 ni(U Q. E CO 1 2 3 +- 3 1 ,O— (mfc push push 5/10" -t- c£m oQ Q. -j^LQ 105.0 99.1 122.4 L^ ~ -l— irt C ._ * °tiE ou 16.7 21.2 13.0 $m ^ ^ tC_) ^^ CO to^ CL CL "HL-- SM CL SM GEOTECHNICAL DESCRIPTION Logged By MDJ/RKW Sampled By MDJ QUATERNARY LANDSLIDE DEPOSITS (Ols) @ 0': Sandy CLAY: brown, damp, loose; calcium carbonate blebs common @ 2': Silty CLAY: light brown to gray-brown, damp, soft; mottled clay chunks within silty clay matrix; few sand-infilled fractures @3': Sandy CLAY: green, damp to moist, soft; fractured irregular upper contact, mottled light gray, damp to moist, calcium carbonate stringers @ 10': Sandy CLAY: green, damp to moist, soft @ 12': Becomes medium stiff 1 @ 16': Rupnire surface: slightly irregular, indistinct plastic zone, no definite ' surface, l/4"-l/16" thick, material below appears to be hard and1 slightly blockyj material above weathered and somewhat disturbed TERTIARY SANTIAGO FORMA^TIQN CTsz) @ 16': Sandy SILTSTONE: pale olive-green, moist, stiff to very stiff. massive to slightly blocky, becomes less blocky with depth, scatterediron-oxide staining @ 17.5': Silly to clayey SANDSTONE: light gray, damp, very dense @ 20': Silty clayey fine SANDSTONE: green, damp, very dense @ 20.5': Silty CLAYSTONE: green-gray, damp, hard, moderately fractured @20.5': Seepage encountered @ 22': Becomes blocky, with discontinues short fractures @22.5': Becomes massive and hard @23': Cemented zone @ 28': Silty fine SANDSTONE: orange-brown, damp, dense to very dense IJL I I I I K I » w»T1 *I MHIIP 1 IAi I I. 505A<11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-27 Date Project Drilling Co. Hole Diameter 9-22-00 Lennar/Bressi Ranch Gallagher Prilling Sheet 2 Project No. Type of Rig of 2 971009-005 Bucket Auger 30 in. •* Elevation Top of Hole 236 ft. Drive Weight Ref. or Datum 0-35 5.740rs. 30-58, 4,300#'s, 58-87 3.100#'s Drop 12 in. Mean Sea Level Depth<feet)— — 35 — 40 — 45 — 50 — 55 — fif) — U ao CO 4:6.+*+ * - / V•Q D-4- •1- 4- <E dz (U a.E 4 §8J^ 4/4" Of Uoa a 123.6 /-\ OJ^ *£i"E 0o 11.1 od SM GEOTECHNICAL DESCRIPTION Logged By MDJ/RKW Sampled By MDJ SANTIAGO FORMATION (Continued) @30.5': Cemented zone - Total Depth = 36 Feet Minor seepage at 20.5 Feet Geologically logged to 34 Feet Backfilled: 9/25/00 505A<11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-28 9-26-00Date Project Drilling Co. Hole Diameter Elevation Top of Hole 418 Lennar/Bressi Ranch Sheet 1 of 3 Project No. Gallagher Prilling 30 in.Drive Weight ft. Ref. or Datum 971009-005 — Type of Rig Bucket Auger ^ 0-35 SJWs, 30-58, 4.3001*5, 58-87 3.100^5 Drop 12 in. Mean Sea Level p- .c^4-"*T!Q. •JJfl),~ Dw — - - c _ — - 10 — i e -..T - 20 — - 25 — — 30 — 0 £ 0)Q.O 01 _JLCD . • '-'/ ' \\ ' V~4 n if^V"- : • • *• - • — , '. ' . * • ^t^T .- r "•.4". * ~s -j 4^-1 "* • -~". • ~ ~ P ;/;;.- '**••'!] to TJD-f-._. 4- -*- 0 ' horizontsl XB:N45E, 30SE 6 mUl V) ' • ing3 O O — Q_ * • 3»-1- cC01 OO Q. LQ 112.4 111.8 /•^ u$ p -i—IB C._ o>-4- Cg O 8.0 13.3 . &— , *CJ ,-I i=5cow SM ML SM ML SM SM GEOTECHNICAL DESCRIPTION [•• Logged Bv MDJ/KBC r Sampled By MDJ .L TERTIARY SANTIAGO FORMATION fTsai @0': Silty fine SANDSTONE: light gray, damp, dense; few calcium carbonate stringers @ 7'-8': Well cemented concretionary nodule, orange @ 10': Silty fine SANDSTONE: light gray-brown, damp, very dense; micaceous @ 12.8'-13.3': Very fine sandy SILTSTONE: gray, damp, dense; laminated @ 15.3'-15.6': Very fine sandy SILTSTONE: gray, damp, dense, laminated @ 16.2': Clay-lined cross bedding within silty fine SANDSTONE: 1/4" thick @ 20': Silty fine SANDSTONE: orange to gray brown, damp, very dense; fossilferous; iron-oxidized staining @ 20.8'-21.6': Cemented zone, iron-oxidized staining { I I I**.i I t^^ titiil\ 505A<11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-28 Date Project 9-26-00 Lennar/Bressi Ranch * Drilling Co.Gallagher Drilling Sheet 2 of 3 Project No. Type of Rig 971009-005 Bucket Auger 30 in.Drive WeightHole Diameter _ m Elevation Top of Hole 418 ft. Ref. or Datum 0-35 5,740#'s, 30-58, 4.3001*5. 58-87 S.lOWs Drop 12 in. Mean Sea Level •c£t« ** 35 — 40 — 45 — 50 — - 55 — fin — o r a Q.O«_i o * * • * % i':?,': ^4*tV rf * t f * '~f ' • , m . • . - . • * *.' - " .* ' . " **• •V."- •*r • • (AOJ-aD•H -1- B:N30W, 20E C:E-W, 4S B:N60E, 38S 6z Of OLEfljW »§rfn rj (L J3 I 5 1J - i - : - - - - 7 •»- CH-OI Ua Q. o 115.0 111.0 a)£;L MoistLantento 12.3 7.7 $2 -? cow SM GEOTECHNICAL DESCRIPTION Logged By MDJ/KBC Sampled By MDJ SANTIAGO FORMATION ^Continued) @ 30': Silty fine to medium SANDSTONE: light gray-brown, damp, very dense: iron-oxidized stained, yellow-brown stringers common; variable thin remnant bedding and cross-bedding common @ 32'-33': Cemented zone - @ 40': Silty fine to medium SANDSTONE: light gray, damp, very dense _ _ @ 48.5': Contact to silty very fine SANDSTONE: gray-brown, damp, dense; iron-oxidized staining - @51.7': Silty fine SANDSTONE: light gray, damp, dense - - 505AC11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-28 Date 9-26-00 Sheet of 3 Project Drilling Co. Hole Diameter 30 in. Elevation Top of Hole 418 ft. Lennar/Bressi Ranch Gallagher Drilling Drive Weight Ref . or Datum Project No. Type of Rig 0-35 5,740#'s, 30-58, 4,300#*s, 58-87 3,100#'s Mean Sea Level 971009-005 Bucket Auger Drop 12 in. i DepthCfeet)65 — - ™.-_--_ 75 — 80 — 85 — on — u -C 0)Q.O CCD i # •-L'"-. '^ i— ••- (ft01 3-t- -1- C:generally horizontal O 01 Q.£<nO) 5 s| a. 16 •4- c£0) Ua a. £_a 106.3 MoistureContent <X>7.5 |rf _co tfi^ SM CL SM GEOTECHNICAL DESCRIPTION 1 Logged By MDJ/KBC Sampled By MDJ SANTIAGO FORMATION (Continued) @ 60.5': Silty fine SANDSTONE: light gray-brown, damp, very dense;variable thin bedding and cross-bedding common - @ 68.2: 1/4" thick CLAYSTONE bed: brown, damp, stiff, irregular contact; discontinuous 1 i 1\ } 1 ] Total Depth = 80 Feet Geologically Logged to 78 Feet No ground water encountered at time of drilling I Backfilled: 9/26/00 -\ J 1 1 t 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-29 Date 9-27-00 Sheet 1 of 3 "* Project * Drilling Co. Hole Diameter 30 in. Lennar/Bressi Ranch Gallagher Drilling Drive Weight 0-35 5,740#'s, Proiect No. Type of Rig 30-58, 4,300#'s, 58-87 3,100#'s 971009-005 Bucket Auger Drop 12 in. Elevation Top of Hole 275 ft. Ref. or Datum Mean Sea Level •*""IiiQ if Q)ij_Qw — 5 — 10 — 13 - - 20 — - _ - 25 — - ~ IP — O -C 0)aotJ_i£_ ID i\~- -U- ^:Y^:i*.\ •. •'\ 'v\ 1 §• ; T" • ~~-^' ^•-^„ - _) *_ -1 f' =r~ 1L ^. 'tL. — i . "fj" — *" — * -£? ~ _rr 1/10) 3-i- —4- 4- d •V 0. E 0) •*- ui O3,°O — ^ ALL. 4- C4^OJ Ua a. 31 a 0,3 3^ ;* C._ a* °^^- O\JO $2 •— \(j*-* _(/) (0^ sc CL SM CL CL/SC CL GEOTECHNICAL DESCRIPTION Loeeed By KBC Sampled By KBC ARTIFICIAL FILL UNDOCUMENTED f Afu) @0'-2': Drill pad TERTIARY SANTIAGO FORMATION fTsa> @2'-5': Fine sandy CLAYSTONE: olive-green, damp, hard: blocky; calcium carbonate-lined fractures common @ 5'-5.8': Irregular contact to very fine SANDSTONE: off-white, damp, very dense; orange-brown staining common @ 5.8'-6.8': Siliy fine to medium SANDSTONE: orange-brown, damp, dense; ~ iron-oxide stained @ 6.8M5.5': Silly fine to coarse SANDSTONE: light green with yellow and - orange-brown staining, damp, dense; friable; few calcium carbonate-lined fractures - @ 14.5': Becomes slightly coarser grained @ 15': Clayey intraclasts common @ 15.5': Gradational contact (over - 1 ') to sandy CLAYSTONE: gray-green. damp, very hard; coarser sand at upper contact grading to fine to medium sandy CLAYSTONE at approximately 16.5'; blocky; orange-brown staining common @ 18': Grades to sandy CLAYSTONE/ciayey SANDSTONE: olive-green. damp, hard/dense - @ 21.5': Grades to sandy CLAYSTONE: olive-green, damp, hard; blocky; irregular shiny faces on blocks; minor manganese and orange-brown (iron-oxide) staining; few coarse sandy claystone zones - - ® 27': Gradational contact to fine to medium sandy CLAYSTONE: light gray-green, damp, hard; few red to orange-brown, manganese and iron-oxide stains 505A(11/77>LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-29 Date Project Drilling Co. Hole Diameter 9-27-00 Lennar/Bressi Ranch Gallagher Drilling Sheet 2 of 3 Project No. Type of Rig 971009-005 — 30 in.Drive Weight Elevation Top of Hole 275 ft. Ref. or Datum Bucket Auger 0-35 5,7Ws. 30-58, 4.300TS, 58-87 3,1001*5 Drop 12 in. Mean Sea Level • -c2 ^fi. SiSi 30 — - - 35 — _ - — 40 — - A C45 — - - - - 50 — - - 55 — rtft — U f* O) 0.0 LCD "*-_ f-7- "^-L"- „ ^ — ^ V ~~~~s f*— 1&-L — -''*- "" ^^— "^ ^ J , , * . - • ' ' .- * '. .' • ** • • : • •'•'.© . - - * f^;" ^''.'" f' ' „'•/',a f* .-. r '* • • tfl0)TJ34- -1-<n 6 m(U Q.E fD(/) ^83|To"- Q_ 314- cC01 Ua a 31t_ Q jS ~ -1—jT c ^"c o (/I ^^in ff* ~~ f ^° ._w o= CL SC SM SW GEOTECHNICAL DESCRIPTION [ mm Logged By KBC r Sampled By KBC L SANTIAGO FORMATION (Continued^ @30': Fine to medium sandy CLAYSTONE: light gray-green, damp, hard @ 37': Becomes sandier @ 39M2': Becomes weakly blocky wirn shiny ped faces @ 40'-42': Coarse sand-lined fracture @ 42': Concretionary nodule@ 42': Sandy CLAYSTONE, becomes very hard @ 45': Gradadonal contact to clayey SANDSTONE: gray -green, damp, verydense @ 47': Grades to slightly clayey, silty fine SANDSTONE: light gray, damp. very dense; yellow and orange-brown staining common @ 49': Grades to silty fine to medium SANDSTONE: light brown, damp. dense; friable; yellow and orange-brown staining common @ 52': Concretionary nodule @52.5': Becomes very dense @55'-57': Large concretionary nodule @ 57'-61': Grades to silty fine to very coarse SANDSTONE: light greenish brown, damp, dense; sand grains, coarser with depth; orange and yellow-brown stains common; few fine gravels near base _ 'W • v^ f** w •*•* f*. « i- n i f^ f** f^. rfTW 1 9 m i • i ft C £ I H I - m ' W ' k. V . fc . m . m ' 9 to KV -" - m - Ik P 505A(11/77}LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-29 Date 9-27-00 Sheet of 3 Project Drilling Co. Hole Diameter 30 in. Elevation Top of Hole 275 ft. Lennar/Bressi Ranch Gallagher Drilling Drive Weieht Ref. or Datum Project No. Type of Rig 0-35 5,740#'s, 30-58, 4,300#'s, 58-87 3,100#'s Mean Sea Level 971009-005 Bucket Auger Drop 12 in.Depth(feet)70 — 75 — 85 — on — u .C 0)no <0_J£_CD ..... "X- \ . V" * * ' 1- ;-. _- *""*. rL" ntQJ -t- C:N30E, 25E 6z; (U aEm - - - - - - - s| Q_ Jl-I- c£OJ U Q Q. La MoistureContent (JO"530) sw CL CL/SC CL GEOTECHNICAL DESCRIPTION Leased Bv KBC Sampled By KBC SANTIAGO FORMATION (Continued) @ 61': Erosional contact to sandy CLAYSTONE: light gray-green, damp, hard to very hard; red-brown manganese? staining common @65': Becomes a sandy CLAYSTONE to clayey SANDSTONE: light gray-green, damp, hard/very dense @ 74': Grades to sandy CLAYSTONE: olive-green and rose-brown, damp to moist, hard: blocky and fractured; shiny ped faces Total Depth = 80 Feet Downhole logged to 77 feet No ground water encountered at lime of drilling Backfilled: 9/27/00 - *•* 505AC11/77)LEIGHTON & ASSOCIATES Appendix B (continued) T-31 through T-87 Exploratory Trenches From: Leighton and Associates, Current Investigation 971009-005 971009-005 Test Pit Number Description T-31 QUATERNARY ALLUVIUM (Oal) @ 0'-6': Sandy clay: dark brown, moist to wet, soft; abundant large pores; becomes sandier with depth @ 2.5'-3.5': Clayey sand bed: light gray-brown, moist, loose TERTIARY SANTIAGO FORMATION (Tsa) @ 6'-6.5' (Weathered): Silty fine to medium sandstone: orange-brown and light gray, moist, medium dense @6.5'-7': Silty fine to medium sandstone: light gray with orange-brown iron-oxide staining, damp, dense T-32 QUATERNARY ALLUVIUM (Oal) @ 0'-3': Sandy clay: dark brown, moist to wet, soft; abundant large pores; becomes sandier with depth @ 3'-6': Clayey sand: light gray-brown, moist, loose TERTIARY SANTIAGO FORMATION (Tsa) @ 6'-?': (Weathered): Silty fine to medium sandstone: orange-brown and light gray, moist, medium dense @ T-l.y-. Silty fine to medium sandstone: light gray with orange-brown iron-oxide staining, damp, dense B-l 971009-005 Test Pit Number Description T-33 QUATERNARY ALLUVIUM (OaH @ 0'-2': Clayey silty, fine to medium sand: brown, damp to moist, loose to medium dense; large pores common @ 2*-9.5*: Silty fine to medium sand: light brown, damp to moist, loose to medium dense TERTIARY SANTIAGO FORMATION (Tsa) @ 9.5MO*: (Weathered) Silty, fine to medium sandstone: orange-brown, moist to wet, medium dense @ 10.5'-11.5': Silty fine to medium sandstone: light gray, damp, dense T-34 TOPSOIL @ 0'-2': Silty fine sand: light brown to brown, dry, loose; fine to medium pores common, few large pores, rootlets common @ 2'-3.25': Sandy clay: dark brown, moist, stiff TERTIARY SANTIAGO FORMATION (Tsa) @ 3.25'-4': (Weathered) Silty fine to medium sandstone: light gray with orange-brown iron-oxide staining common, moist, medium dense; medium pores common @4'-5': Silty fine sandstone: light gray, damp, dense B-2 971009-005 Test Pit Number Description T-35 TOPSQIL @ 0-1.5': Silty fine sand: light brown to brown, dry, loose; fine to medium pores common, few large pores, rootlets common @ 1.5'-2': Sandy clay: dark brown, moist, stiff TERTIARY SANTIAGO FORMATION (Tsa) @ 2'-3': (Weathered) Silty fine to medium sandstone: light gray with orange-brown iron-oxide staining common, moist, medium dense; medium pores common @ 3'-4': Silty fine sandstone: light gray, damp, dense T-36 TOPSOIL @ 0-1.5': Silty fine to medium sand: brown, damp, loose; few medium pores, rootlets common TERTIARY SANTIAGO FORMATION (Tsa> @ 1.5'-3': Silty fine sandstone: light gray, damp, dense T-37 ARTIFICIAL FILL-UNDOCUMENTED (AfiO @ 0'-3*: Silty fine sand: light brown, damp, loose; very large pores common; rootlets common; few cobbles QUATERNARY ALLUVIUM (OaH @ 3'-4': Silty fine to medium sand: orange and gray-brown, wet, loose to medium dense TERTIARY SANTIAGO FORMATION (Tsa) @4'-5': Siltstone: light-red-brown to gray-brown, dry, dense; weakly fissile; yellow-brown, iron-oxide staining along bedding common B-3 971009-005 Test Pit Number Description T-38 ARTIFICIAL FILL - UNDOCUMENTED (Afii) @ 0'-3.5': Silty fine sand: light brown, damp, loose; very large pores common; rootlets common; few cobbles TERTIARY SANTIAGO FORMATION fTsa) @ 3.5': Siltstone: light-red-brown to gray-brown, dry, dense; weakly fissile; yellow-brown iron oxide staining along bedding common T-39 QUATERNARY COLLUVIUM fOco!) @ 0'-2': Silty, fine to medium sand: light brown, damp, loose; abundant large to very large pores @2'-7': Sandy clay: dark brown, moist, stiff TERTIARY SANTIAGO FORMATION (Tsa) @ 7'-7.5': Clayey fine sandstone: light gray-green, damp to moist, dense T-40 QUATERNARY COLLUVIUM (Qcolt @ 0'-6': Fine sandy clay: brown, wet, soft TERTIARY SANTIAGO FORMATION (Tsa) @ 6'-?': (Weathered) Fine sandy claystone: light gray-green, moist, very stiff to hard @ 7'-8': Fine sandy claystone: light gray-green, damp to moist, very hard B-4 971009-005 Test Pit Number Description T-41 QUATERNARY COLLUVIUM (OcoH @ 0'-5': Sandy clay: dark brown and orange-brown, wet, soft; roots common; evidence of past seepage at base of unit TERTIARY SANTIAGO FORMATION (Tsa> @ 5'-7': (Weathered) fine sandy claystone: light greenish gray, moist to wet, very stiff @ 7'-8': Fine sandy claystone: light greenish gray, damp to moist, hard T-42 TOPSOIL @ 0'-1.5': Silty fine to medium sand: light reddish brown, damp, loose; abundant fine pores QUATERNARY TERRACE DEPOSITS (OO @ 1.5'-4': Silty, fine to medium sand: red-brown, damp to moist, dense; fine to large pores common TERTIARY SANTIAGO SANDSTONE (Tsa) @ 5'-7': Fine sandy claystone: greenish gray with orange- brown iron oxide staining, moist, stiff to very stiff; crumbly B-5 971009-005 Test Pit Number Description T-43 TOPSOIL @ 0'-2': Slightly clayey, silty fine sand: brown, damp, loose; fine to medium pores common TERTIARY SANTIAGO FORMATION (Tsa) @2'-2.5': (Weathered) Fine sandy siltstone: light-red-brown to light gray, moist, medium dense @2.5'-5': Fine sandy siltstone: light-red-brown to light gray, damp, dense @ 5'-5.5': Fossiliferous concretionary layer (cemented sandstone) T-44 TOPSOIL (Qcon @ 0'-3.5': Clayey, fine to medium sand: yellow-brown, damp to moist, loose; rootlets common TERTIARY SANTIAGO SANDSTONE (Tsa) @ 3.5'-4' (Weathered) Silty fine sandstone: light gray with orange iron oxide staining, moist, medium dense to dense @ 4'-7': Silty fine sandstone: light gray with orange-brown iron oxide staining, damp, dense T-45 TOPSOIL @ O'-P: Silty fine sand: brown, damp, loose, rootlets common, fine to medium pores common TERTIARY SANTIAGO SANDSTONE (Tsa) @ P-1.5': (Weathered) Silty fine sandstone: light gray-brown, damp, medium dense; blocky @ 1.5'-2': Silty fine sandstone: light gray-brown, damp, dense B-6 971009-005 Test Pit Number Description T-46 QUATERNARY ALLUVIUM /COLLUV1UM f Pal-Pco!) @ 0'-4': Fine sandy clay to clayey fine sand: brown, moist, soft to loose; rootlets common TERTIARY SANTIAGO SANDSTONE (Tsa) @ 4'-4.5': (Weathered) Fine sandy siltstone: light gray, damp, dense T-47 ARTIFICIAL FILL - UNDOCUMENTED (Afii) @ 0'-3': Sandy clay to clayey sand: brown, damp, soft to loose; rootlets common; fine to medium pores common QUATERNARY COLLUVIUM (OcoO @3'-7': Sandy clay: Brown, moist, stiff TERTIARY SANTIAGO SANDSTONE (Tsa) @ 7'-8': (Weathered) Silty fine to medium sandstone: orange- brown, moist, medium dense @8'-9*: (Weathered) Sandy claystone: light gray to greenish gray, moist to wet, stiff @ 9'-10': Sandy claystone: light gray to greenish gray, moist, hard @10'-11': Silty sandstone: light gray, damp, dense B-7 971009-005 Test Pit Number Description T-48 TOPSOIL @ 0'-1.5': Silty fine sand: Brown, damp, loose; fine pores common @1.5'-4': Sandy clay: dark brown, moist, stiff TERTIARY SANTIAGO FORMATION fTsat @ 4'-4.5' (Weathered) Silty fine to medium sandstone: Light gray-brown with orange-brown iron-oxide staining common, moist, medium dense @ 4.5'-5': Silty fine sandstone: light gray, damp to moist, dense T-49 QUATERNARY COLLUVIUM (Qcol) @ 0'-?': Sandy clay: dark brown, damp to moist, soft to stiff TERTIARY SANTIAGO FORMATION @ 7'-9': Silty fine sandstone: light gray with orange-brown iron-oxide staining, moist, dense T-50 QUATERNARY COLLUVIUM (OcoH @ 0'-6.5': Silty clay: brown, damp to moist, soft to firm; rootlets in top5' TERTIARY SANTIAGO FORMATION (Tsa) @ 6.5'-8.5': Silty clay: gray-green, damp, firm to stiff; weathered, blocky, fractured i i B-8 971009-005 Test Pit Number T-51 T-52 T-53 Description TOPSOIL @0'-1.5': Silty fine sand: brown, moist, loose; porous TERTIARY SANTIAGO FORMATION (Tsa) @ I.5'-3.5': (Weathered) Silty fine sandstone: gray-brown, damp, medium dense; iron oxide stained; 4" claystone bed at base @ 3.5'-4.5': Silty fine sandstone: light gray-brown, damp, dense; iron-oxidized staining QUATERNARY ALLUVIUM/COLLUVIUM fOal/OcoH @ 0'-9.5': Silty clayey sand: brown, moist, loose TERTIARY SANTIAGO FORMATION (Tsa) @ 9.5'-10.5': Silty medium sandstone: gray-green, damp, medium dense to dense; weathered, scattered gravel @ 10.5'-1 1.5': Silty medium sandstone: gray-green, damp, dense; blocky, scattered gravel QUATERNARY ALLUVIUM/COLLUVIUM ( Oal/OcoH @ 0'-15': Clayey silty sand: brown, moist to damp, loose TERTIARY SANTIAGO FORMATION (Tsa) @ 15'-16' (Weathered) sandy claystone: green, damp, stiff @ 16'-16.5': Sandy claystone: green, damp, stiff B~9 971009-005 Test Pit Number Description T-54 TOPSQIL @ 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 TOPSQIL @0'-2': Sandy clay: brown, moist, soft TERTIARY SANTIAGO FORMATION (Tsal @ 2M.5': Silty claystone: green, damp, stiff; upper 2-3' weathered T-56 TOPSOIL @ 0'-2': Sandy clay: brown, moist, soft TERTIARY SANTIAGO FORMATION (Tsa) @ 2'-4' (Weathered) silty claystone: green to orange-brown, damp to moist, stiff, fractured, porous @ 4'-5': Silty claystone, green, damp, stiff B-10 971009-005 Test Pit Number Description T-57 TOPSOIL @ 0*-0.75': Silty sand: brown, damp, loose TERTIARY SANTIAGO FORMATION (Tsa) @0.75'-1.5': Silty claystone: green, damp, stiff, weathered @ 1.5'-3': Clayey silty sandstone: orange-brown, damp, medium dense; weathered @ 3'-3.5': Silty medium sandstone: light brown, damp, dense; @ 3.5': Refusal on fossiliferous concretionary layer T-58 TOPSOIL @ 0-2.5': Silty sandy clay: brown, damp, loose; scattered rootlets in top 4" TERTIARY SANTIAGO FORMATION (Tsa) @ 2.5'-4': Silty claystone: green, damp, medium stiff (weathered) @ 4'-4.5': Silty claystone: green, damp, stiff T-59 TOPSOIL @ O'-l .5': Silty clayey sand: brown, damp to moist, loose TERTIARY SANTIAGO FORMATION (Tsa) @ 1.5'-2.5': Claystone: green, damp, soft to medium stiff; fractured, iron-oxide stained bedding; weathered @ 2.5'-3.5': Claystone: green, damp, stiff; blocky B-ll 971009-005 Test Pit Number Description T-60 QUATERNARY LANDSLIDE DEPOSITS (Ols?) @ 0'-9': Sandy clay: Red-brown to gray-brown, damp, medium stiff; calcium carbonate stringers, yellow-orange iron- oxidize staining TERTIARY SANTIAGO FORMATION (Tsa) @ 9'-10': Silty sandstone: gray, damp, dense T-61 ARTIFICIAL FILL-UNDOCUMENTED (Afu) @ 0-13': Silty sand to sandy clay: brown to black, moist to wet, loose; branches, cloth, organic odor TERTIARY SANTIAGO FORMATION (Tsa) @ 13'-14': (Weathered) silty clayey, very fine sandstone: gray-green, moist, dense @ 12': Ground water seepage encountered T-62 ARTIFICIAL FILL-UNDOCUMENTED (Afu) @ 0'-5': Sandy clay to clayey sand: brown, dry to moist, loose; broken pipe, branches and miscellaneous debris QUATERNARY ALLUVIUM/COLLUVIUM (Pal/Pco!) @ 5'-?': Silty clayey sand: brown, moist, medium dense TERTIARY SANTIAGO FORMATION (Tsa) @ 7'-9': Sandy claystone: gray-green, moist, medium stiff (very weathered), laminated @ 9'-9.5': Silty claystone: gray-green, damp to moist, stiff; iron-oxide staining B-12 971009-005 Test Pit Number Description T-63 ARTIFICIAL FILL-UNDOCUMENTED f Afu) @ 0'-4': Silty sand: brown, dry to damp, loose; branches at base of fill QUATERNARY COLLUVIUM @ 4'-7.5': Sandy clay: dark brown, moist, medium dense TERTIARY SANTIAGO FORMATION (Tsat @ 7.5'-9': Silty fine to medium sandstone: orange-brown, moist, medium dense to dense; weathered 7. 5 '-8. 5' T-64 TOPSOIL @ O'-l': Silty sand: brown, damp, loose TERTIARY SANTIAGO FORMATION fTsa) @ 0'-2.5': Silty sandstone: light gray-brown, damp, medium dense; iron-oxide stained @ 2.5'-3.5': Silty sandstone: gray-brown, damp, dense T-65 TOPSOIL @ 0'-3.5': Sandy clay: brown, damp, loose TERTIARY SANTIAGO FORMATION (Tsa) @ 3.5'-4.5': Silty very fine sandstone: gray-brown, damp, medium dense @4 dense .5'-5': Silty very fine sandstone: gray-brown, damp, ie B-13 971009-005 Test Pit Number Description T-66 TOPSOIL @ O'-l': Clayey sand: brown, damp, loose to medium dense TERTIARY SANTIAGO FORMATION (Tsa) @ T-3.5': Silty medium sandstone: orange-brown, damp, dense; iron-oxide staining T-67 QUATERNARY ALLUVIUM/CQLLUVIUM (Pal/Pool) @ 0'-6': Silty sandy clay: brown to dark brown, damp to moist, loose TERTIARY SANTIAGO FORMATION (Tsa) @6'-7': Silty fine sandstone: light brown, damp, dense; fossiliferous cemented zone at 7' T-68 QUATERNARY COLLUVIUM (Peon @ 0'-6': Clayey sand: dark brown, moist to wet, medium dense @ 6'-16': Clayey sand: yellow to orange-brown, moist to wet; medium dense TERTIARY SANTIAGO FORMATION (Tsa) @ 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 T-69 QUATERNARY COLLUVIUM (Qcol) @ 0'-8': Clayey sand: dark brown, moist to wet, medium dense @ 8'-16': Clayey sand: yellow to orange-brown, moist to wet, medium dense TERTIARY SANTIAGO FORMATION @ 16'-17': (Weathered) fine sandy claystone: light gray- green, moist, stiff; crumbly @ 17'-18': Fine sandy claystone: light gray-green, damp to moist, hard T-70 TQPSOIL @ 0'-2': Sandy clay: yellow-brown to brown, damp, loose to stiff; few medium pores, calcium carbonate blebs common @ 2'-4': Sandy clay: yellow-brown and light gray-green, moist, stiff TERTIARY SANTIAGO FORMATION (Tsat @ 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 QUATERNARY COLLUVIUM (OcoH @ 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 QUATERNARY 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 fine sand: yellow-brown, moist, medium dense; medium pores common T-73 QUATERNARY COLLUVIUM (Qcol) @ 0'-6': Sandy clay: dark brown, moist, stiff TERTIARY SANTIAGO FORMATION (Tsa) @ 6'-7': (Weathered) Silty fine to coarse sandstone: light gray-green, moist, medium dense @ 7'-8.5': Silty fine to coarse sandstone: light gray-green, damp, dense B-16 971009-005 Test Pit Number Description T-74 TOPSO1L @ 0'-2': Sandy clay: dark brown, damp to moist, stiff; few medium pores TERTIARY SANTIAGO FORMATION (Tsa) @ 2'-3': (Weathered) Clayey sandstone: light gray-green, damp to moist, stiff to very stiff; blocky @ 3'-5.5': Clayey sandstone: light gray-green, damp, hard; blocky T-75 QUATERNARY COLLUVIUM (Pool) @ 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 common, moist, stiff to very stiff @ lO'-l 1.5': Sandy claystone: light gray-green and orange- brown, damp to moist, hard; blocky T-76 QUATERNARY 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, very stiff to hard; crumbly to blocky; calcium carbonate stains common; orange-brown stringers common B-17 97)009-005 Test Pit Number Description T-77 QUATERNARY COLLUVIUM (Ocol) @ 0'-21.5+': Slightly clayey sand: brown to light reddish brown, moist, medium dense T-78 QUATERNARY COLLUVIUM (Pool) @ 0'-3': Silty fine to medium sand: brown, damp, loose; abundant fine to large pores TERTIARY SANTIAGO FORMATION (Tsa) @ 3'-8.5': Silty fine to coarse sandstone: light gray to orange- brown, damp, medium dense to dense; friable; shell fragments common T-79 QUATERNARY COLLUVIUM (Ocol) @ 0'-22'+: Silty clayey sand to sandy clay: brown to orange brown; damp to moist, medium stiff T-80 QUATERNARY CQLLUVIUM (Ocol) @ 0'-4.5': Silty clayey sand: brown, damp, loose TERTIARY SANTIAGO FORMATION (Tsa) @ 4.5 '-6J: (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 very fine sandstone: light orange-brown, damp, medium dense @4'-4.5': Clayey very fine sandstone: light brown, damp, dense T-82 TOPSOIL @0'-2.5': Sandy clay: brown, damp, soft TERTIARY SANTIAGO FORMATION (Tsa) @ 2.5'-3.5': Silty, very fine to fine sandstone: light brown, damp, dense; weathered @ 3.5'-4': Silty fine sandstone: light brown, damp, very dense T-83 TOPSOIL @ 0'-2': Silty sandy clay: brown, damp, soft TERTIARY SANTIAGO FORMATION (Tsa) @ 2'-3': (Weathered) Silty fine sandstone: orange-brown, damp, medium dense @3M': Silty fine sandstone: light gray-brown, damp, dense B-19 971009-005 Test Pit Number Description T-84 ARTIFICIAL FILL-UNDOCUMENTED (Afirt @ 0'-2': Silty sand: brown, damp, loose TOPSOIL @ 2'-3': Silty sandy clay: brown, damp, soft TERTIARY SANTIAGO FORMATION fTsa) @ 3'-4': Silty sandstone: light brown, damp, dense T-85 QUATERNARY COLLUVIUM (QcoH @ 0'-6': Clayey sand to sandy clay: brown, damp, loose TERTIARY SANTIAGO FORMATION (Tsa) @ 6'-7': Silty claystone: gray-green, damp, stiff; weathered from6'-6.5' T-86 TQPSOIL @ 0'-2.5': Silty clayey sand: brown, damp, loose to medium dense TERTIARY SANTIAGO FORMATION (Tsa) @ 2.5M': Silty fine to medium sandstone: orange-brown, damp to moist, dense; weathered from 2.5'-3.5' T-87 TOPSOIL @ 0'-1.5': Silty sand: brown, damp to dry, loose TERTIARY SANTIAGO FORMATION (Tsa) @ 1.5'-3.5': (Weathered) Silty fine sand, orange-brown, damp to dry, medium dense @ 3.5M.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, California, Project No. 4971009-002, dated July 29, 1997 GEOTECHNICAL BORING LOG LB-1 Date 5-22-97 Sheet 1 of 2 Project Drilling Co. Hole Diameter Elevation Top of Hole 30 in. 395 ft. Lennar/Bressi Ranch San Diego Drilling Drive Weight Ref. or Datum Project No. Type of Rie 0-25', 4,113#; 25-47', 2,981# Mean Sea Level 4971009-002 E-100 Bucket Auger Drop 30 in. "a*a£ 0 ____ — - e _^_ 10 — — 15 — 20 — _ - 25 — - U r D)Q.O LID 1 ." "_' ' T ' — _-_"" H ^55 .. . • — . 'T— • . - "~— -j__ -^ . . •"""* • '• . " ." I — "•• -L-. ' ; "^-"""r""^,y. ,. * J N IJ-iA .\i " -"V ".. vi"* fjV^ • ..1— . "•• - ' . VT—-' , . • * -r . ' ' 01 (U TJ3 •H -1- <L C: horizontal C: horizontal C: horizontal OZ 01 CLE (O 1 2 3 4 •*- O f\i^ push 2 2/4" 8 ? C*H a a o 94.7 107.8 111.9 114.5 «s ••-•£ It*- ou 27.3 19.3 13.1 9? 15.5 o $m o*-*_w w^ CL CL SM CL _,. GEOTECHNICAL DESCRIPTION Logged By KBC Sampled By KBC TOPSOIL @ 1': Brown, damp to moist, stiff, fine sandy CLAY; sandstone fragments common, rootlets and organic material common TORREY SANDSTONE fTO @ 4': Very irregular contact to olive-green, moist, hard, silty CLAYSTONE; abundant fractures, orange-brown, iron-oxide stains common along fractures, few interbedded silty sandstone units, carbonate nodules, common thin yellow-brown, irregular interbeds common approximately every 3 inches @ 10' : Gradational contact to very light green to gray, moist, very dense. silty fine SANDSTONE, orange-brown, iron-oxide stains common, few carbonate nodules @ 12': Approximately horizontal irregular contact to green, moist, dense silty fine SANSTONE; approximately 2" of orange-brown sandstone at upper contact @ 12.5': Horizontal gradational contact (approximately 4 inches) to light green and brown, stiff, moist, CLAYSTONE; fissile, thin yellow irregular siltstones beds approximately 2 inches apart @ 14': Gradational contact (approximately 4 inches) to light gray, very dense, silty fine to medium SANDSTONE; micaceous @ 15'7": Approximately horizontal, irregular contact to brown to red-brown, - moist, dense, silty, fine to coarse SANDSTONE; shell fragments common to abundant . @ 20'3": Light brown, damp, very dense, sflty fine to medium SANDSTONE; well-cemented, few shells @ 21': Brown, wet to saturated, very dense, silty fine to coarse ^ A Wr^CTY^WlS iiritlt fiKiin/lant oK^II fvaAmantc -a/MNiJj njrid wiui aDunoani sneu rragmenu @ 22': Orange-brown, saturated, dense, silty fine to medium SANDSTONE (2 inches thick), minor seepage @ 22 . 1' : Horizontal sharp contact to light green, wet to saturated, very dense, silty fine to medium SANDSTONE; thin bedding common @ 25': Light green, moist to wei, very dense, silty, fine to medium SANDSTONE; micaceous 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-1 Date 5-22-97 Sheet of 2 Project Drilling Co. Hole Diameter 30 in. Elevation Top of Hole 395 Lennar/Bressi Ranch San Diego Drilling Drive Weight ft. Ref. or Datum Project No. Type of Rig 0-25', 4,113#; 25-47'. 2,981# Mean Sea Level 4971009-002 E-100 Bucket Auger Drop 30 in. "" II 30 — - 35 — 40 — 45 — 50 — 55 —Graph i cLog• •. - ."=•. in01TJ3-1- -I--t- O 01 a (0 5 Q. 7 31 K01 O °-5 La 112.8 ^^MoistureContent CX14.7 . |« * SM GEOTECHNICAL DESCRIPTION Loeeed By KBC Sampled By KBC TORREY SANDSTONE (Continued) Total Depth = 31' Seepage Encountered at 22' Backfilled on May 22, 1997 505A<11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-2 Date 5-23-97 Sheet 1 of 2 Project Drilling Co. Hole Diameter 30 in. Elevation Top of Hole 320 Lennar/Bressi Ranch San Diego Drilling Drive Weight ft. Ref. or Datum Protect No. Type of Rif> 0-25', 4,113#; 25-47% 2,981# Mean Sea Level 4971009-002 E-100 Bucket Auger Drop 30 in.Depth(feet)5 — 15 — 20 — 25 — in — o 'r. a Q.OOJ-J cs £*3r i^vg. v • *.-4 • L*-'fl- S- * . < * < • r*^ ."• . l". - * .1' .1 * ™ H-~* "* ~' , m* 4 * .. r- .' * t L '^•. .'•'^ ^fe fe5- 2??? wa•o3•4- 4- -1- <E B: N80E, 9S C: N45W, 4SE C: N10W, 5E C: horizontal « Oz o> Q. mtn 1 1 3 «8Ju. <ofc Q. ' 1 4 31•I- l/I^NC4-OJ OQQ.^31 Q 112.4 114.5 112.5 Mo t stureContent (X) |12.5 12.5 13.3 ? tfl~8» 0^_tn o3CO CL ~SM~~ GEOTECHNICAL DESCRIPTION Logged By KBC Sampled By KBC @ 0-1': Red-brown, moist, stiff, fine to medium sandy CLAY; abundant 'v rootlets near surface * TORREY SANDSTONE fTtl @ 1': Irregular contact to light gray, damp, dense, silty fine SANDSTONE; thin red-brown, iron-oxide stained layers common near upper contact, fractures common, tfiin yellow beds common (approximately every 3 to 4 inches) @ 6': Gradational contact to off-white, damp, very dense, silty very fine SANDSTONE; thin iron-oxide stained layers common every 3 to 4 inches @ 9' : Grades into silty fine to medium SANDSTONE @ 20' : Grades to orange-brown color @21'i Light gray, moist, dense, silty fine to medium SANDSTONE; thin (approximately 1/4 inch), yellow and gray-brown interbeds common @ 22': Gradational contact to red-brown, moist, dense, silty fine to medium SANDSTONE; few thin gray silty fine SANDSTONE interbeds @ 26.5': Irregular contact to brown, saturated, loose, fine sandy SILT to silty fine SANDSTONE; very thin (approximately 1 millimeter) thick organic rich layers abundant moist, dense, silty fine SANDSTONE @ 27.5': Sharp contact to light gray to brown, moist, very dense, silty fine to - medium SANDSTONE; abundant shell fragments 505A<11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-2 Date 5-23-97 Sheet of Project Drilling Co. Hole Diameter 30 in. Elevation Top of Hole 320 Lennar/Bressi Ranch San Diego Drilling Drive Weight ft. Ref. or Datum Project No. Type of Rig 0-25', 4,1 13#; 25-47', 2,981# Mean Sea Level 4971009-002 "" E-100 Bucket Au&_ Drop 30 in. — ^ Q-«imS Q^ 30 — - _ 35 — — 45 — 50 — 55 — AO — u ao<0_JLCD ^-.- '^ • -11 . ... * * . . ,"Vj— u * • * * *— ••— "Zrf^ — -7 01TJ —-*- <E C: N20E. 5NW d 01 (0CO 4 Bag-5 $35 -37 4- QlJ-__ mfcQ_ 7 3> 01 UOQ. (.o 111.1 £S « c.moi E ou 15.7 z m ^^ y) *A (_)*•* fft * SM ML GEOTECHNICAL DESCRIPTION ] Loeeed Bv KBC Sampled Bv KBC @ 28.9': Irregular sharp contact to interbedded light gray, moist to wet, very dense, silty fine SANDSTONE and thin beds of yellow and brownSILTSTONE, seepage at contact @ 29': Gradational contact to light gray, moist to saturated, dense, silty fine SANDSTONE with thin intebeds of yellow and rose-brown, silty fine sandstone to siltstone @ 30.5': Gradational contact (approximately 1 inch) to thinly interbedded rose-brown,yeUow and light gray, moist to saturated, very dense, silty fine SANDSTONE; seepage common with interbedded brown, fine sandy SILTSTONE in upper 1-1/2 feet @ 37.5': Ground water encountered Total Depth = 39 Downhole Logged to 37-1/2' Ground Water Encountered at 37-1/2' Backfilled on May 23, 1997 ] ~TIi 3 l4 I } I 3 S Du 505AC11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-3 5-23-97Date Project Drilling Co. Hole Diameter Elevation Top of Hole 395 ft. Lennar/Bressi Ranch Sheet Project No. i of 3 4971009-002 San Diego Prilling 30 in.Drive Weight Ref. or Datum Type of Rig E-100 Bucket Auger 0-25', 4.1131; 25-47*, 2,9811; 47-72'. 2,168# Drop 30 in. Mean Sea Level £/N •£gj o£ 0 . , 5 — 10 — - - 15 — __ — 20 — - - 25 — - — in — u £. 0)Q.O L.CD •Ti--_l:'1. f"1"— /*T. ^ . —'- - - i j 7.'/ / 7/-•/.-? -'. '-'•/'. ' • -'. ••' _ ~_ • — • — ; , — _ — j~ — __ -. .~^' —— .— : -. * __•" — ' . TJ3•I- •I--*- <C C: N45W, 6N C: N65W, 10-15N C: N45W, 7N C: N20W, 15N C: N65W, 14N C: N75E, 12E C: N50W, 8N i 0) "a CO • i 2 3 1 •*- O1^ "&f\LL. 1push/ 1 1 2 3» -^ <U Ua a a 116.0 101.3 110.6 ^2^ +-•£ 'o™E ou 5.1 22.7 18.6 * S^O1-* _oi 08 CL ~CL~ ~ SM CL SM CL SM GEOTECHNICAL DESCRIPTION Logged Bv KBC/RKW Sampled By KBC TOPSO1L @ 0': Dark gray-brown, dry to moist, stiff, clayey SAND to sandy CLAY; 'x blebs of calcium carbonate 7 TORREY SANDSTONE CTf\ @ I': Irregular contact to olive-green, moist, stiff, sandy CLAYSTONE,blebs of topsoil and light gray SAND @2.1': Sharp slightly irregular contact (1/2" of iron-oxide staining) to off-white, moist, dense, silty fine SANDSTONE; massive, few infillednear vertical fractures, infilled with gray-brown sandy CLAY, few calcium carbonate-lined fractures (trend approximately northeast; dipping steeply east) @ 3.5' Approximately 1" (hick iron-oxide stained bed @ 4.6' Beds become more cemented @ 5.6' Erosional contact (irregular) to olive-green, slightly moist, hard, siltyCLAYSTONE, very blocky, numerous randomly-oriented fractures, infilled with silty SANDSTONE, iron-oxide stains along fractures @ 8.5' : Scattered sandstone blebs, becomes less blocky, red iron-oxide staining common - @ 10.4': Becomes more clayey, moist, fissile claystone to 11.5' @ 11.5': Becomes blocky again @ 14.6': Sharp slightly irregular contact to light gray-brown, mottled orange and yellow-brown, moist, dense, silty fine SANDSTONE; few iron-oxide stained zones, slightly friable, highly weathered concretion (approximately 5" in diameter) @ 16.6': Gradational contact (over approximately 3") to olive-green CLAYSTONE @ 17.1': Erosional contact (1/4 to 3/4" thick) to orange-brown silty fine SANDSTONE bed @ 19': Claystone grades into, silty, fine SANDSTONE (over approximately 5") @ 19.5': Concretion@20.1T: Sharp contact to 3/4 inch layer of orange-brown, silty fine SANDSTONE bed @ 23': Erosional contact to approximately 3/4" layer of orange-brown, silty fine SANDSTONE - @ 25.5'-26.3': Cemented zone; contact to olive-brown SANDSTONE, massive - ©29.5': 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 4971009-002 San Diego Prilling 30 in.Drive Weight Elevation Top of Hole 395 ft. Ref. or Datum Sheet 2 of 3 Project No. Type of Rig E-100 Bucket AU»M 0-25'. 4.113*; 25-47*. 2,9811; 47-72'. 2.1681 Drop 30 in. Mean Sea Level "•• ^ II 30 — 35 — - 40 — 45 — 50 — — 55 — fin — u -C 0)CLO10-1 O ~ .- -. '- \ ' • ;-:.:•; ''•' ','. § . • -; *~- — / '.- _i — • — ~ at 3 •1--t- C: N20W, 5N XB: N25W, 8S Oz QJ a <o ' • «n° Q_ ' • 6 I 27 n ^ -„ QJ Uo a (_a 114.9 112.0 112.2 /"S I_w •2"1" U 14.1 16.7 o 18.2 . (fl ^^ 1A /A CO '59CO SM sw SM SW SM M GEOTECHNICAL DESCRIPTION Lofieed Bv KBC/RKW m Sampled By KBC . TORREY SANDSTONE ^Continued! @ 31.5': Cemented zone (1.5* thick); contact to fine to coarse SANDSTONE J, rI @35.5'-36.1*: Cemented zone *T @39.1'-39.9': Cemented zone; scattered concretions below * E @42.7'-43': Cemented zone; irregular contact 1* m @ 44.5': Grades to silty fine to medium SANDSTONE r@ 45.8': Grades to light gray to light gray-brown, moist, dense, silty fine k- SANDSTONE; iron-oxide stained, micaceous p @ 47.9': Sharp irregular contact to fine to coarse SANDSTONE r @ 49.7': Sharp irregular contact to silty, very fine SANDSTONE; minor »• seepage along contact j @ 52'-54': Concretionary nodule @ 56': Sandstone is weakly cemented • 1 @59.5': Sandstone is less cemented f1 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-3 Date 5-23-97 Sheet of 3 Project Drilling Co. Hole Diameter 30 in. Elevation Top of Hole 395 Lennar/Bressi Ranch San Diegb Drilling Drive Weight ft. Ref. or Datum Project No. 4971009-002 Type of Rig E-100 Bucket Augei 0-25', 4,H3#; 25-47', 2,981#; 47-72*, 2,168# Drop 30 in. Mean Sea Level Depth 1(feet) 160 — 65 — 70 — 75 — 80 — 85 — on —Graph i cLog- - . - VI QT3 3•1- +- •t- <C d <D QLEftCO '1 38Ju. mfca. " 31-t- Ifl/-*CH-OI (Ja a.\s 31La 114.0 MoistureContent <JO |16.3 in^ > u" _« '53to SM GEOTECHNICAL DESCRIPTION Logged By KBC/RKW Sampled By KBC TORREY SANDSTONE (Continued) - Total Depth = 69' Downhole Logged to 65' Minor Seepage at 49.7' Backfilled on May 28, 1997 - - - 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-4 Date 5-28-97 Sheet 1 of 3 Project Drilling Co, Hole Diameter 30 in. Elevation Top of Hole 380 ft. Lennar/Bressi Ranch San Diego Drilling Drive Weight Ref. or Datum Project No. Tvpe of Rig 0-25', 4,113#; 25-47', 2,981# Mean Sea Level 4971009-002 E-100 Bucket Auger Drop 30 in.P* +• TT Q. B o£ - ~_ 5~ — - 10 — - — - 15 — - _ 20 — — — 25 — _ - U -C 09Q.O CO — _; _ _™~ '•—I'/' "It-?£:•%s . i r.ji-- L -£ HL~. -^- __. S.-— -x— . —* — r .1 — '. ; '* .-*=-" T^I": • . — ~ ^..^ ,'.— — ; -^TTT^-." • '• . • _• * '— '-r'- J . - •> -^-i. . •— 1^- ^^JS? -"r-J-^-*" ^ UlUTJ3-f- +• ^ B: N85E, 9S F: N20E. 85SW B: N25W, 9NE , .C: horizontal C: horizontal C: ~EW, 2S B: N35W, 10SW B: N70E, 15S d _u a.E to 1 2 3 •H 3iiO~" L Ali« 2 push/1 3 •i- cCOJ Ua a. a 89.9 107.5 112.0 «S ^-i- i« c 0™ C'Ou 31.4 19.1 16.7 (fl ^^ ||| f A •«*-* 0 ._w W^ CL CL SM CL • GEOTECHNICAL DESCRIPTION Logged By KBC Sampled By KBC TOPSOIL @0-1.5': Brown, damp, stiff, fine sandy CLAY; rootlets common TORREY SANDSTONE fTO @ 1.5': Very irregular contact to light gray-green, damp, hard, fine sandy CLAYSTONE; thin discontinuous and irregular, orange-brown and yellow-brown, silly fine SANDSTONE interbeds, common approximately every 3", large carbonate-lined fracture, thin carbonate-lined beds common @ 3': Becomes fissile @ 4'-^*: Becomes blocky @ 7": Becomes clayey again „ ,,_ — , _rr,. „ ,. „ — 0. . . calcium carbonate @ 12-1/2': Gradational contact (approximately 5") to light gray-green, damp,very dense, silty fine SANDSTONE; orange-brown, iron-oxide stained silry fine sandstone, interbeds common f?f\ i^. 5** Shflro irrctnilflr contact to orsticc-h ret \tf n siltv fine to mcdiuni SANDSTONE; few thin irregular, discontinuous gray interbeds @ 16.7': Irregular gradational contact (approximately 3") to light gray, damp,very dense, silly very fine SANDSTONE; irregular, discontinuous thinorange-brown interbeds @ 17.3': Irregular contact to orange-brown, silry fine SANDSTONE@ 17.8': - Grades (over approximately 4") to light gray, damp, very dense, silty fine SANDSTONE with few orange-brown, thin discontinuous silty sandstone interbeds @ 22': Irregular contact to white concretion layers; upper 2 inches are red-brown, iron-oxidized silty fine SANDSTONE @ 22.7': Sharp horizontal contact to light green, damp, dense, silry, very fine SANDSTONE; thin irregular, discontinuous yellow-brown and orange-brown iron-oxidized, interbeds common @24': Grades to light gray @ 25.5': Large concretionary nodule with abundant shells, orange-brown. iron-oxidation abundant @ 27': Sharp contact to approximately 3" thick, light gray, damp, dense, silty CLAYSTONE bed @ 27.2': Light gray, dark gray, and yellow interbeds common ] 1 J 3J 3 =rJ 3 1IV H|1 3 \A 505A<11/77)LEIGHTON & ASSOCIATES r M GEOTECHNICAL BORING LOG LB-4 Date 5-28-97 Sheet of 3 Project Drilling Co. Hole Diameter 30 in. Elevation Top of Hole 380 Lennar/Bressi Ranch San Diego Drilling Drive Weight ft. Ref. or Datum Project No. Tvoe of Rig 0-25', 4,113#; 25-47% 2.981# Mean Sea Level 4971009-002 E-100 Bucket Auger Drop 30 in. .c~4-*j Q. S{ QJ^IQ^ •JAJU 35 — 40 — 45 — - •"" 50 — - - ~ <c — ^-, - - fin — u -CO)Q.O ID s?r. "^/"T"^ & J^-r — V 1 "^ rrrr ^^^^-^ 3^~ ^"T"- n — — * • • IP ^5^:~--~L^ -^7^—-^/J7^^ & $$?i ^^ to01 3-t- •— -I- ff C: horizontal B: N60W, ION B: N80E, 17N d rtiIw Q_ E (0 +• 3i^O nLL _ .._ . .1 ' ! ' D) ^c£OJO00. 3,^ Q 115.6 116.6 ^V$ 3^_ in ^._ ofo"^ E Ou 12.6 16.0 ts^ — / \t )^^ (/)~ • «v SM CL SM GEOTECHNICAL DESCRIPTION Logged By KBC Sampled By KBC TORREY SANDSTONE (Continued^ @ 31.5'-33': Orange to red-brown concretionary layer, irregular contact at top and bottom @ 37': Orange-brown, iron-oxide stained zone - - @ 46': Orange-brown, iron-oxidized layer approximately 5" thick, irregular contact at top and bottom @ 48.5': Gradational contactio.light gray, damp, hard, silty CLAYSTONE; - fissile, ihin yellow-brown and orange-brown, iron-oxide stained interbcds common @49.4': Sharp contact to white, well-cemented concretionary layer to 50' depth; shell fragments common at base @ 50.2': Irregular contact to light gray, silty CLAYSTONE as above; thin calcite-lined beds common; discontinuous @ 52.7': Grades into light gray-brown, damp, very dense, silty fine SANDSTONE; massive, orange-brown, iron-oxide staining common @ 53.5': Orange-brown concretionary nodule @ 54': Gradational contact to light gray-brown, moist, very dense, silty fine SANDSTONE; abundant thin yellow-brown and brown interbeds @ 57': Very thin discontinuous calcium carbonate stringers dipping approximately 70 degrees south 505A<11/77)LEIGHTON & ASSOCIATES Date Project Drilling Co. Hole Diameter 5-28-97 GEOTECHNICAL BORING LOG Lennar/Bressi Ranch Sheet 3 of 3 Project No.4971009-002 San Piego Drilling 30 in.Drive Weight Type of Rig E-100 Bucket Auger 0-25', 4.1131; 25-47', 2,981# Drop 30 in. Elevation Top of Hole 380 ft. Ref. or Datum Mean Sea Level •*-"!uQ-li a£ - _ 65 — - 70 — 75 — 80 — 85 — on — u -CO)Q.O LCD . ~^^_- • ^^— §1 ~iZ '.— . ~^~ h- — _ \f\ flj 3 ._ 4- <c B: N70E, 6N d•z. £ CO "»go_ (Dfli ? CM-tu uQ O. 3)LO £S * "*** r.2o> °c o &o5— , io, * * CO5 SM CL GEOTECHNICAL DESCRIPTION J Logged By KBC ~1 Sampled Bv KBC J TORREY SANDSTONE ^Continued) @ 63.5': Interbeds are slightly less common and more irregular @ 66': Orange-brown, iron-oxidized concretionary layer (approximately 3" diick) above dark gray-brown, damp, hard, silry CLAYSTONE; massive Total Depth = 69' Downhole Logged to 67.5'No Ground Water Encountered at Time of Drilling Backfilled on May 29. 1997 I I I 1 I I I 1 "fI I t I 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-5 Date 6-2-97 Sheet 1 of 2 Project Drilling Co. Hole Diameter 30 in. Elevation Top of Hole 315 ft. Lennar/Bressi Ranch Project No.4971009-002 San Diego Drilling Type of Rig E-100 Bucket Auger Drive Weight Ref . or Datura 0-25', 4,113#; 25-47', 2,981#; 47-72', 2,168# Mean Sea Level Drop 30 in. **~ fllQ. tfi««£ 0 — _ 5 — _ : — 10 — - 15 — - 20 — _ - - — ^_ - in u .C 0)Q.O CD ~ ~ — —~~ ~ r \_ • : ^Td=5 ~ ~ • , f , ' -=-..?-l 11-^- ' i?i *j tvV— 1_^— i • £~. I, -4 — ^L •JZ^j J~ ^7—^ '-r-f- "- - -L~".- ~?i % J^£. —t*- — ' T^ ' ~:-^~'. -' ' '• in01TJ3-t- •*- tt C: N60E, 8S B- wi ^M/ in\u. IN 1 j W, IUW C: N42W, 6S C: N30W, 5S 6Z. MV E CO .U<krt ^ 1rJag-i 1 @5'-9' f 1 Wo 3iiO cofc rtU- *11 • • 4- C«PQJ Uaa a 105.6 115.2 117.4 L^ ?^- ^^ ^ "o"n ou 20.1 11.2 12.2 $o5 — , J ° ._w w5 CL SC &\tolM GEOTECHNICAL DESCRIPTION Logged By KBC Sampled By KBC TQPSOIL @ 0': Brown, moist, very stiff, fine sandy CLAY; rootlets common near surface @ 1-1/2': Tqpsoil gradually becomes sandier TORREY SANDSTONE fTti @ 2': Light brown with orange-brown mottles, moist, dense, clayey fine SANDSTONE @ 2.6': Sharp contact to, off-white, damp, very dense, silty fine SANDSTONE; animal borrows infilled with topsail common in upper 6", thin orange-brown, iron oxidized silty SANlJSTONE interbeds common @ 4': Sandstone gradually changes to a light gray-green color @6.3*-6.8': Thin (approximately 1 ") calcium carbonate layers @ 7.4': Material grades over approximately 4"to orange-brown, silty fine to medium SANDSTONE @8.2': Few shell fragments @ 8.4': Off-white, well-cemented SANDSTONE layer (calcium carbonate and silica cement) shell fragments common @ 9.2': Irregular sharp contact to red-brown, moist, dense, silty fine to medium SANDSTONE @ 9.5': Grades to light gray-green, damp, very dense, silty fine SANDSTONE; thin orange-brown iron-oxidized wavy discontinuous layers common, few calcium carbonate nodules, iron-oxide staining decreases with depth - @ 17.4': Orange-brown iron-oxide staining, gradually decreases. yellow-brown thin wavy, irregular interbeds common - @ 23': White, well-cemented SANDSTONE concretion; dark red-brown iron-oxidation around perimeter @ 26.2': Sharp, irregular contact, to light gray, damp, very dense, silty very fine SANDSTONE; wavy discontinuous, thin orange-brown. iron-oxidized layers common TORREY SANDSTONE (Continued) @ 29.7': Material grades to slightly coarser silty, fine SANDSTONE 505AC11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-5 Date 6-2-97 Project _ Drilling Co. Hole Diameter Lennar/Bressi Ranch Sheet 2 of 2 Project No. San Diego Drilling 30 in.Drive Weight Elevation Top of Hole 315 ft. Ref. or Datum 4971009-002 Type of Rig E-100 Bucket Auger 0-25*. 4.1131; 25-47% 2,9811; 47-72', 2.168* Drop 30 in. Mean Sea Level *" •c£•»-uQ-mOI«SI 0^ •JrtJU - •5C _„__ - - 40 — - 45 — - _ 50 — _ _ - 55 — fin — u £. 0)Q.O<D_I£_CD ^-1- '-—:," • - ' . ' •Jj> •-V-4- : •'<& '-^ ^ -""'- v>01-o34- .—4- 4-<E Oz IV """Q. nto «g3|?o"- ™~ t *> ir- - ... , '' ' in*1 1£ 314- (fl/^CH-OI Ua as^Jt[_o 109.5 112.6 ^Nj|S •£•*-MC"' Q)i=*-oo 13.9 14.7 4 tn^s« ~~ ^ *0CJ .^o30)w SM ML GEOTECHNICAL DESCRIPTION J Lofieed Bv KBC "1 Sampled By KBC J @ 34.1': Material grades into silty very fine SANDSTONE @36': Material grades to slightly coarser again @ 40': Off-white, well-cemented SANDSTONE nodule @ 45.5': Grades into light brown, damp, very dense, silty, fine SANDSTONE @ 46.5': Possible perched ground water encountered @ 49': Dark gray, dry, very dense, fine sandy SILTSTONE; fissile ~\@ 50 : Practical refusal Total Depth = 50'2" Downhole Logged to 46.5' Ground Water (Perched?) Encountered at 46-1/2' Backfilled on June 2, 1997 3 •h.] 3 3 3 J }P !5Jm* I } 1 505A<11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-6 Date Project 6-3-97 ct ing Co. Diameter 30 in. ition Top of Hole 215 Lennar/Bressi Ranch San Diego Drilling Drive Weight ft. Ref. or Datum 0-25'. 4,113#; 25-47 Mean Sheet 1 Project No. Type of Rig ', 2,981# Sea Level of 2 4971009-002 E-100 Bucket Auger Drop 30 in. 4- JMQ_ j[ 01 ij!a^ o — - 5 — - — - i nIV - - 15 — - 20 — — 25 — — in o .C 0)Q.Ora_i CD ^" L' '"7 -^ — . ',". '-_' ~~r. '. . •— . . ' •• -7 • - // ss//: r<51 H*'-jw*.-' ••-'" 1 ;"*'•"* ' . » 1" *: — ••_^_ . to0) D4- —4-<C Fr: N38E, 80SE Fr: N40E, 72NW B: N50W, 2NE Fr: N65E, 75-90N Oz AkW o_E 0) 4- §0o11- ~~ f_ ft* 8 4- cC01 Oa a. 3,^ o 124.4 »s ~ -f- lA C._ fl*o"^ o 11.7 §2— , .(j *-* (O ._ • o5 sc SM SC SM GEOTECHNICAL DESCRIPTION Logged By RKW/KBC Sampled By KBC LANDSLIDE DEPOSITS fOlsl @ 0': Brown, moist, stiff, sandy CLAY/ clayey SAND, homogeneous, rootlets common - @ 6': Gray-brown, moist, slightly clayey SAND to dense, fine SAND; contains small blebs of light brown SAND @ 9': Grades to mottled light olive-green and light brown, moist, medium dense, clayey SAND; jumbled (graben material?) @ 9.5': Calcium carbonate stringers common @ 10.6'-14.2': Grades into light brown, damp, medium dense, silty fine to medium SAND @ 14': Randomly-oriented fractures, calcium carbonate lined _ @ 15': Density increases @ 15.6': Near horizontal fracture @ 17.5': Cemented concretions @ 17.9*:. Very irregular unduiatory contact to light orange-brown, moist, dense, fine to coarse SAND; massive, slightly cemented, olive-green.very fine SDLTSTONE rip-up clasts abundant, few granitic fragments @ 19.7': Very irregular contact to light gray to light brown, moist, dense, silty fine SAND, rip-up clast of fine to coarse sand common @ 2T-21.8': Light brown, silty fine to coarse SAND " @ 22.5': Grades (over approximately 5") to fine to medium SAND - ® 25.5': Cemented zone 6" thick, minor seepage, fissile fine sandy SILT ',©26.1': Rupture surface at base of cemented zone; no definite surface, 1 v in-filled tuncated on cemented zone DEL MAR FORMATION HW @ 26.1*: Material below cemented zone is moderately sheared and has a higher clay content @ 26.4': Sharp, irregular contact to olive-green, moist, very dense, silty, very fine SANDSTONE; iron-oxide stained zones, manganese staining and iron-oxide stains along tectonic shears 505A<11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-6 Date 6-3-97 Sheet of 2 Project Drilling Co. Hole Diameter Elevation Top of Hole 30 in. 215 ft. Lennar/Bressi Ranch San Diego Drilling Drive Weight Ref. or Datum Project No, Type of RIE 0-25', 4,113#; 25-47', 2,981# Mean Sea Level 4971009-002 E-100 Bucket Align* Drop 30 in. _ £»d* 35 — 40 — 45 — 50 — 55 — ffi — U !c a)Q.O L - - ' — ~) ~ "" " I/I01TJ3 -t-<E 6z QJ Q. E tn ' §8 Q. " •I- cC01 UQ CL 31 O 121.9 Mo i stureContent <^) |14.3 O |2 w^ SM GEOTECHNICAL DESCRIPTION Logged By RKW/KBC Sampled By KBC DEL MAR FORMATION fContinuedl @ 32.5': Well-cemented concretion, minor seepage @ 34.3': Gradational change to gray to olive-gray, more friable SANDSTONE Total Depth = 42.5' Pownhole Logged to 41.5' No Ground Water Encountered at Time of Drilling Hole Backfilled on June 3, 1997 505A<11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-7 Date Project 6-4-97 ct ing Co. Diameter 30 in. ition Top of Hole 210 Lennar/Bressi Ranch San Diego Drilling Drive Weight ft. Ref. or Datum 0-25', 4,113#; 25-47 Mean Sheet 1 Project No. Type of Rig ', 2,981# Sea Level of 2 4971009-002 E-100 Bucket Auger Drop 30 in. fr$ — - - 5 — - - 10 — 15 — 20 — : 25 — •tti —Graph i cLog |—-_r ^ — „_ • -- '• ' T ^f-C- ~o 7- i . — - ~ — in TJ3•*- •«--I- ^ C:N70E, 15NW GC:N40E, 12SE GC:N25E, 14SE Oz Q> OLE - - " - - - - - - - _ •f- •1- V UQ Q. 31 Q 1o i sturentent (JO** oo 9 _o5 0^ CL SM CL GEOTECHNICAL DESCRIPTION Logged By KBC Sampled By KBC/RKW LANDSLIDE DEPOSITS fOlsl @ 0': Mottled light olive-green and light brown, damp to slightly moist, stiff,silty CLAY; massive, iron-oxide stained zones, moderately, sheared, rootlets in upper 12 inches @ 2.8': Contains scattered zones of light brown, slightly, moist, dense, silty, - fine to medium SAND, iron-oxide stained, massive @ 4': Becomes blocky CLAY - @6': Becomes slightly cemented @ 6.3': Gradational change to pale olive-green, slightly moist, dense, silty fine SAND, massive, scattered iron-oxide blebs, slightly micaceous @ 9': Very faint cross-bedding dipping to the north @ 10.3': Sharp, irregular contact to olive-green, moist, stiff, silty CLAY,blocky; iron-oxide stained zones @ 13.1': Sharp irregular contact to clayey SAND (jumbled clay and sand mix?) @ 13.3': Light olive-green, moist, medium stiff, silty CLAY; highly weathered and punky; possible rupture zone, material below is veryjumbled 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 @ 19': Discontinuous sand layer (pale olive-green, moist, dense, fine to medium SAND) @ 20' to 22': Up to 1" thick, near vertical sand infilled fracture (desiccation crack?) @ 23': Gradational change to CLAY; becomes increasingly blocky and sheared, iron-oxide staining present along shiny shear surfaces, shears are discontinuous and randomly oriented - 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-7 Date 6-4-97 Project Drilling Co. Hole Diameter 30 in. Elevation Top of Hole 210 ft. Sheet 2 of 2 Lennar/Bressi Ranch Project No. 4971009-002 San Diego Drilling Type of Rig E-100 Bucket Au^fe Drive Weight 0-25', 4,113#; 25-47', 2,981# Drop 30 in. Ref. or Datum Mean Sea Level " .c~+. L. Q. SiQitjiQw 30 — ~~ 35 — - 40 — - 45 — 50 — 55 — fft — U .C 0)Q.O CD "zz:— . . — ~~ •i=i — ~L- 1 . -T . ^~ ' - ' ', •-^ •?-- tt 3 •— £ RS:N80E, 1-2NW O 2 -»- o1*- CQ 0) 10 -p — ^CH- Q) Uo a 3,^" a /-^ *S P^*T r._<u O"^ U ^s»^ , ' £J to oH0) ~CL~~ SM GEOTECHNICAL DESCRIPTION Logged By KBC Sampled By KBC/RKW @31': Seepage on northeast side of boring t @ 32': Clay becomes jumbled and highly weathered 't@ 32.4': Rupture surface - 1/16" or less, sharp, irregular, highly plastic soft v clayseam DEL MAR FORMATION (Td) @ 32.4': Pale olive-green, moist, very stiff, clayey SILTSTONE, massive. iron-oxide stained zones @ 33.3': Gradational change to gray olive-green, moist, hard, silty, very fine SANDSTONE; massive, micaceous @ 36': Increasing iron-oxide stained zones @ 40': Light brown, moist, dense, silty fine SANDSTONE; massive Total Depth = 41' Geologically Logged to 38' Very Minor Ground Water Seepage at 14 and 31 Feet Backfilled on June 4, 1997 505AC11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-8 Date Project 6-4-97 ct ing Co. Diameter ition Top of Hi 30 in. ole 225 Lennar/Bressi Ranch San Diego Drilling Drive Weight ft. Ref. or Datum Sheet 1 Project No. Type of Rig 0-25', 4,113#; 25-47', 2,981# Mean Sea Level of 2 4971009-002 E-100 Bucket Auger Drop 30 in. ^ •£"£ n£ 0 _ — — £ . _ - - - 10 — ~~ _ 15 — - — 20 — _ 25 — - - - - in — u £. 0)HO LCO - • — _— — \S\f~' • \Ji-'' \S XV-J/T! V-r '/—^X/x ~^/~~ -•IT ;xf __u_ ^rr ^-E^^_~ "~_ ';-, ,- '- ' ^--^"T -. f. *•; ^ ^-l-l ^7^•T7^^ '• . ..' ^7— -- -V ~^, _^^ ,*• ';cp> • . - „ * -, — £&&£ (A01 -H -t-•4- <L S:N60E, 26SW S:N80W, 35S C:N65W, 7SE C:N35W, 20NE C:horizontal 6z QJ Q.E 0) 1 -H QLL ^" / ALL. 3 I 31•*- C"?01 UQ Q. £_a ^^ £* •^c o" o O Or P s^tjo z™* OT^ CL _„oM CL SM SP SM SM SW GEOTECHNICAL DESCRIPTION Logged Bv KBC/RKW Sampled By KBC LANDSLIDE DEPOSITS (Ols) @ 1': Brown, damp, stiff, fine sandy CLAY; organic matter common, 1/8" diameter calcium carbonate blebs common, large and medium pores common @ 1.7': Very irregular contact to light green, moist, dense, clayey, silty fine SAND; abundant random gypsum-lined fractures, rust colored manganese stains common @ 3.5': Gypsum becomes crystalline along 1/4" fractures @ 4': Grades into fine sandy CLAY; blocky, rust colored manganese stains common @ 7': Irregular gypsum-line 1/4" fractures; generally dipping 35 degrees southwest @ 9'; Irregular, irregular, polished and striated shears @ 10': Irregular, irregular, polished and striated shears @ 10.5': Gradational contact to silty very fine SAND; thin iron-oxide stained stringers common @ 12': Gradational contact (over approximately 2") to light gray-brown. moist, very dense, fine to coarse SAND; finer and coarser beds common, upper 3" orange-brown iron-oxide stained, 1/4" gypsum lining along contact @ 14.5': Sharp contact to light orange-brown to light brown, moist, dense. medium to very coarse SAND; fine-gravel common @ 14.8*: Sharp contact to wet, fine to coarse SAND @ 17.3*: Sharp waxy contact to light green, damp, very dense, silty, very fine SAND; blocky, seepage along contact, orange-brown iron-oxide stains - common - @ 23': Grades to light brown, moist, silty, fine to medium SAND; iron-oxide stains common @ 24': White, well-cemented concretion @24.5': Sand becomes wet @ 25.5': Sand becomes damp to slightly moist @ 27': Gradational contact (approximately 2") to light brown, wet, dense, fine to medium SAND; moisture increases wifli depth @ 29': Grades to light brown, wet, dense, fine to coarse SAND 505A(11/77}LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-8 Date Project 6-4-97 ct ing Co. Diameter 30 in. ition Top of Hole 225 Lennar/Bressi Ranch San Diego Drilling Drive Weight ft. Ref. or Datum Sheet 2 of 2 Project No. 4971009-002 Type of Rig E-100 Bucket Au^ff 0-25', 4,113#; 25-47', 2,981# Drop 30 in. Mean Sea Level " +• JJJ Q, JU Q£ - - 35 — - - 40 — 45 — 50 — - 55 — - fin — u SL D)Q-O ID ~^s— - X? ^^ ^^>\ • — F ^ ^ \f\<a 3-I- -»- ^ S:N45E, 38SW RS?:N80W, 32S 0 a w i I Bag-2 1 ' -i- 'nno <°ai 1 4 ' -I- CM- 01 Uaa £_a tB ? +-ifi a.^ 014_ u • & "~f 1(J _w od(0 -CL- GEOTECHNICAL DESCRIPTION Logged By KBC/RKW Sampled By KBC @ 29.6*: Base of sand is a 2" thick layer of black coarse SAND, followed by a 1-1/2' layer of orange-brown very dense, silty, very fine sand @ 29.8': Sharp contact to light gray-green, tectonically-sheared CLAY approximately 1 * thick @ 29.9 : Light green, damp, hard, fine sandy CLAY; blocky, iron-oxide . staining common along randomly oriented shears @ 30': Zone of high angle shears to 44.5' @ 35': Color gradually changes to medium gray-green 1 @ 45': Possible rupture surface/backscarp continuous around boring thin1 (approximately 1/16") plastic CLAY, veiy sheared above, less sheared1 below DEL MAR FORMATION CTd) @ 45.2': Cray- olive-green, moist, stiff, silty CLAYSTONE; massive, slightly sheared, slightly unoxidized Total Depth = 48' Geologically Logged to 46' Ground Water Seepage at 16.5'. 27.4', and 29.8' at Time of Drilling Backfilled on June 5, 1997 I T 1 I I" 1 I 1 I I t 1 I I I 1 T 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-9 Date 6-5-97 Sheet I of 2 Project Drilling Co. Hole Diameter 30 in. Elevation Top of Hole 180 Lennar/Bressi Ranch San Diego Drilling Drive Weight ft. Ref. or Datum Project No. Type of Rig 0-25', 4,113#; 25-47', 2,981# Mean Sea Level 4971009-002 E-100 Bucket Auger Drop 30 in. "(L^QI «?:Qw e — 5 — _ 10 — _ 15 — 20 — ~ - - 25 — - U r TOQ.O ID ; -7— ~rf~C^- • i' ' .• • ~*~~T . '-*-*- , '— * s "- -' . " "^ , ' " \ ' ' ' .[ 1 U ' '.••n-. • ^>*S~ •'•i .'• ti • ^U-,~^~*^5-"1 ""r^-rC"XJT^ir •^^T ^y ^ _— ' JT~~-* Ul01T)3•f- .—•I-•*- - CS:N60E, 10S B:N70W, US C:N50W, 5N C:N22E,21NW XB:N80E, 19S S:EW, 30S CS:N42E, 25NW d 0)""-Q. mCO Bag-1 1 £ j£ Q. ' Mn3 y 31n -i- C^0) UQ Q. 31£.a L^*< -H"*" W QJ~^_ C OU 9T *</; o*J, * ~=j O)^ CL SM SM SW CL GEOTECHNICAL DESCRIPTION Logged By KBC Sampled By KBC LANDSLIDE DEPOSITStOlsi @ 1': Dark brown, damp, stiff, fine sandy CLAY; medium pores common, organic material common, few calcium carbonate blebs @ 1-1/2': Very irregular contact to light green, damp, dense, silty very fine SAND; infilled fractures common along upper contact, few orange-brown iron-oxide stains, few manganese blebs @ 5.2': A min (1/2") clayseam composed of very light green tectonized CLAY; thin layer of orange-brown, iron-oxide staining at top and bottom followed by a thin layer of manganese staining at top and bottom contacts @ 5.25': Below clayseam light gray-green, silty very fine SAND; few iron-oxide stained blebs@ 6': Grades to light brown, moist, dense, silty fine to medium SAND; few orange-brown, iron-oxide blebs - @ 13.5' to 14': Zone of orange-brown, iron-oxide staining @ 14.8': A coarse SAND and gravel stringer @ 15': Sharp slightly wavy contact to light brown, moist to wet, dense, fine to coarse SAND; upper 3" are stained orange-brown by iron-oxide. crudely bedded @ 16': Sharp irregular contact to light gray, moisl, dense, silty fine lo medium SAND @ 17': Sharp iron-oxide stained contact to light yellow-brown, moist, dense. fine to coarse SAND; flame structure at contact, fine gravel common @ 18.5': Area of abundant gravel size fine SANDSTONE clasts @ 19': A 1-foot zone of cross-bedding; wet to saturated with minor seepage at base @ 20': Wavy approximately horizontal contact to light green, damp, hard fine sandy CLAY; heavily randomly sheared, iron-oxide and minor manganese stains on shear surfaces, blocky, few pocket or coarseSAND fracture infill? @ 20.5': Continuous wavy, irregular shear; manganese and iron-oxide stains -on shear surface, minor seepage @ 24.6': Thin (1/16") continuous clayseam (possible back shear), thin layer of tectonized clay along surface of shear, manganese and iron-oxide stains common, minor seepage along surface @ 25': Light olive-green, damp, hard, CLAY; massive 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-9 Date 6-5-97 Sheet of 2 Project Drilling Co. Hole Diameter 30 in. Elevation Top of Hole 180 Lennar/Bressi Ranch San Diego Drilling Drive Weight ft. Ref. or Datum Project No. Type of Rig 0-25', 4,113#; 25-47', 2,981# Mean Sea Level 4971009-002 E-100 Bucket AueeF Drop 30 in.""" "*"" niQ, HOI,JI i— 1<^ 1* 40 — 45 — 50 — 55 — AO— — u .C CDao01 -J(- • -• _' „. _; •- — J-I in01TJ3•I- —•*-<C S:N70E, 25 NW S:horizontal RS?: horizontal 6 E 4 •H 3.O — * 11 Ifl^ CH-OI Ua Q. y^a c^ • ^~ lA C.i! Q» ° CE o U *"a5 ^, I^ i*-* V) od CL CL GEOTECHNICAL DESCRIPTION [ . j @ 31.5' and 32': Approximately horizontal shear planes • ^ 32': Possible rupture surface along shear plane 7 DEL MAR FORMATION IT&\ f @ 32': Olive-green, damp, hard, CLAYSTONE; biocky 1 1 ~\®37': Practical refusal T Total Depth = 37' t Downhole Logged to 34' "1 Ground Water Seepage Encountered at 20' and 25' 1 At Time of Drilling Backfilled on June 5, 1997 \ J - - - 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-10 Date 6-5-97 Project Drilling Co. Hole Diameter 30 in. Elevation Top of Hole 187 ft. Lennar/Bressi Ranch San Diego Drilling Drive Weight Ref. or Datum Project No. Type of Rig 0-25'. 4,113#; 25-47', 2,981# Mean Sea Level 4971009-002 E-100 Bucket Auger Drop 30 in. •f- "Jrj0. ]K ttlfj!Qw 0 _^_ — c - — - 10 — - 15 — - - 20 — 25 — - - in — u -C 0)Q.O10— JLCD "l_' :_J • ~ . :r=^-"~- -.'A -""• A ; •;;T:': '".'}-. -^-r-IJL •» ' '/*'. • *''*' • ' 7^«• ',•_• i t • -.'•*•.\,- * '".« '»V*"'' s$$ JJi_* — -^ ("V1 s£ „ ;:•:£ './-.-' ; • -;' ^ ^' •_•'•'•' t -'* f .' . 01TJ3-1- —•1--1-<c C:horizontal C: horizontal C:horizontal C:N75E, ION C:N45W, 15NE 6 AIw 0. E U> I 2 •l- 3iiO— t AU- 6 7 £ C 4-QJ U0 Q. ^Q ^% -2"1" ._ * O"£ O £_ *u ** CO ^3 CL SM sw SM SP GEOTECHNICAL DESCRIPTION Logged By KBC Sampled By KBC TQPSQR, @ 1': Brown, moist, hard, fine sandy CLAY; organic matter common. rootlets common DEL MAR FORMATION fTd> @ 1 .8': Sharp, irregular contact to light green, damp, very dense, silty fine SANDSTONE; orange-brown iron-oxide stains common _ @5.9': Irregular contact to light gray to orange-brown, damp, very dense, fine to coarse SAND with abundant fine to medium gravel - @ 7.8': Irregular contact to light gray-brown, damp, very dense, silty fine to _coarse SANDSTONE; scattered fine to medium gravel _ - @ 12.5': Sharp very irregular erosion surface; fine to medium gravel above contact to light gray, damp, very dense, silty very fine SANDSTONE @ 13.2' to 15': Zone of sheared olive-green CLAYSTONE; blocky shears randomly oriented with manganese and iron-oxide stains @ 15': Light gray-green, damp, very dense, silty, fine to medium SANDSTONE; iron-oxide stains common @ 17.5': Concretionary nodule - @ 23': Sharp, wavy contact to light gray-brown, damp to moist, very dense, silty fine to coarse SANDSTONE; iron-oxide stained along contact @ 24.5': Undulating gradational contact to light gray-brown, moist, dense, silty fine to medium SANDSTONE - @ 27.8': Sharp contact to light orange-brown, damp, dense, medium to coarse SANDSTONE; fine to medium gravel common 505A<11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-10 Date 6-5-97 Sheet of 2 Project Drilling Co. Hole Diameter Elevation Top of Hole 30 in. 187 ft. Lennar/Bressi Ranch San Diego Drilling Drive Weight Ref. or Datum Project No. Type of Rig 0-25'. 4,113#; 25-47', 2,981# Mean Sea Level 4971009-002 E-100 Bucket Auger- Drop 30 in. _Depth(feet)30 — - 35 — 40 — 45 — 50 — 55 —Graph i cLog. "'- '. "..• 01 a oz 01 a.E01tn 3 s| Q. 7 314- c£01 Ua a. jt a /•N Mo i stureContent (XBin ^^w m _co co1^ SM Logged By KBC Sampled By KBC DEL MAR FORMATION rConnnucdl Total Depth = 31' Downhole Logged to 28' No Ground Water Encountered at Time of Drilling Backfilled and Tamped on June 5, 1997 505A(11/77)LEIGHTON & ASSOCIATES Date Project Drilling Co. Hole Diameter 6-6-97 30 in. Elevation Top of Hole 290 GEOTECHNICAL BORING LOG LB-11 Sheet 1 of 2 Lennar/Bressi Ranch Project No. San Diego Drilling Type of Rig Drive Weight 0-25', 4.113#; 25-47', 2,981/S*; 47-72', 2.168# ft. Ref. or Datum Mean Sea Level 4971009-002 £-100 Bucket Auger Drop 30 in. || 0 — 5 — 10 — 20 — - w-< 25 — — < in — u .CO)ao CD % if i ~*^jT^r- ~£j^. s^i_^_ ~^~- — '• r •• 1001 3-I- •l- tt CS:N60E, 12NW STR:N35W, 11NW C:N10E, 4W C:N60W, 5SW RS:N40W, 7N, Str:N10-15W, 4W 6 0) a.E C/) ' 2 1 4" ' 4 C1*-QJ Uo a jiLO -2"1" "~^- n ou l«j W)^ CL SC CL ML SM SP SM SM ML SP SM GEOTECHNICAL DESCRIPTION Logged By KBC Sampled By KBC LANDSLIDE DEPOSITS fOlsl @ 1': Dark gray-brown, moist, stiff, medium sandy CLAY; massive, organic matter common, charcoal common @ 2.8': Very irregular contact to mottled orange-brown and gray, moist, medium dense, sandy CLAY; massive, orange-brown, iron-oxide stringers and stains common, few fracture infills of overlying material, few discontinuous vertical fractures (approximately 1/4" thick), stained rust-brown with manganese @ 6': Grades to mottled light gray and orange-brown, moist, medium dense, silty, clayey, fine SAND; massive @ 10': Clayseam: 1/8" thick remolded clay, faint striations on slip surface, sharp contact to olive-green, moist, hard, CLAY; fissile, abundant gypsum in upper 1-1/2" common below, horizontal discontinuousorange-brown, iron-oxidized stringers abundant @ 11': Gradational (approximately 1 ") undulating contact to, light gray to light rose-brown, damp, medium dense to dense, clayey, fine sandy SILT; moderately fissile, yellow discontinuous horizontal stringers abundant, scattered gypsum layers @ 13': Grades to light gray, damp to moist, dense, silty, tine to medium SAND; abundant discontinuous approximately horizontal orange-brown, iron-oxide stained stringers, gypsum common @ 13.5': Well-cemented concretion, 1/2" layer of gypsum around perimeter @ 15.5' to 18.5': Light brown to brown zone of moist, dense to very dense. well-cemented concretions common @ 18.5': Sharp contact to very light gray, damp, dense, silly, very fine SAND _ diin (1/16") gypsum layer at upper contact, thin orange-brown iron-oxide interbeds common (approximately every 1 to 3", thin gray-brown, damp, dense, clayey, fine sandy SILT and clayey, silty, fin< - SAND; orange-brown iron-oxidized and yellow, thin, horizontal stringers common, moderately fissile to very fine sandy SILT; fissile, abundant horizontal yellow stringers (approximately every 1/2")@ 22.5' to 23': Layer of brown, damp, medium dense, silty fine to medium SAND @ 24': Black very well-cemented concretion @ 25.3': Light gray, damp, dense, silty, fine to medium SAND; wavy brown and yellow horizontal stringers common @ 26.5': Sharp contact to dark rose-brown, damp, very dense, fine sandy SILT; yellow and orange-brown, horizontal stringers common, fissile * on a smooth shinny surface; very faint straitions on surface TORREY SANDSTONE fTtl @ 27.7': Below rupture surface: sharp contact to light orange-brown moist. dense, medium to coarse SANDSTONE; thinly bedded 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-11 6-6-97Date _____ Project Drilling Co. Hole Diameter Elevation Top of Hole 290 ft. Lennar/Bressi Ranch Sheet 2 of 2 Project No.4971009-002 San Diego Drilling 30 in.Drive Weight Ref. or Datura Type of Rig E-100 Bucket Auge*- 0-25', 4.1131; 25-47', 2.9811; 47-72*. 2468* Drop 30 in. Mean Sea Level "" "*~ aiQ. JH 01 i^lQv 30 — **"• 35 — 40 — - **45 — 50 — _ """ - 55 — - fin — u .CO)Q.O<B_IL •>5^ gg 53 •*— ^-r^_ r1" •" — i — C^-^- e— -— - ^. -.— '-' •_;- ' *=J.' *. "" • * ;- :•/-'• ;-- -*".* * * ^ . *"• *01•oD-I- —-I- 4- ^ C:N45W, 8SW C: NSW, 8W C horizontal B:horizontal C: horizontal C:horizontal d 01 Q. Etoto 3 1 5 fr1r +- 3i.O— , AU. (4 • 25/10" ?1 } 4- C^01 Ua a. 31 o L^**P-i- TT C.ilaio"£ u ? 3. * S"— , io (0 """•^o3 SM SW SM ML GEOTECHNICAL DESCRIPTION Logged By KBC Sampled By KBC TORREY SANDSTONE fTfl fContmuedi @ 30.5': Cross-beds common @ 31': Sharp contact to light gray and light orange-brown, moist, dense, silty, fine to medium SANDSTONE; thinly bedded @ 34': Grades to fine to coarse SANDSTONE @ 37': Sharp contact to light gray and orange-brown, medium to very coarseSANDSTONE @ 41': Sharp, wavy contact to interbedded light gray and light orange-brown, iron-oxide stained beds of moist, dense, silty fine to medium SANDSTONE, thinly bedded DEL MAR FORMATION fTdl @44.5': Sharp contact to dark gray, damp, very dense, fine sandySILTSTONE, ground water encountered @ 45': Sharp contact to light gray-brown, moist, dense, silty fine SANDSTONE ~\@ 50.9': Drilling halted due to abundant caving of saturated sand Total Depth = 50.9* Downhole Logged to 47' Ground Water Encountered at 44.5' at Time of Drilling Seepage at 40 Feet and 47 Feet at Time of Drilling Backfilled on June 6, 1997 IP* TL•^ i I I { iP i IH*^^ I Ii t 505AC11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-12 Date 6-9-97 Sheet 1 of 3 Project Drilling Co. Hole Diameter 30 in. Elevation TOD of Hole 315 ft. Lennar/Bressi Ranch Project No.4971009-002 San Diego Drilling Type of Rig £-100 Bucket Auger Drive Weight Ref . or Datum 0-25', 4,113#; 25-47', 2,981#; 47-72', 2,168# Mean Sea Level Drop 30 in. **"* "5tt S Q£ - —_ - 10 — _ _ 15 — - - 20 — 25 — _ in — u .C 0)Q.O ID .' ~~ IZL l_v — — • \ • ' '\"'..'.<-• ' - '."..- "' '. .- • •" •^^ "T~^~TVTT-r-r-A" ir-^- ^ v -'^ A '~T~^ ' '. . - - - • £-<r~~£— if ."=;'-. _J _. **""• * " ^ ;- - ' , • .'.-—", •T ' •'• '. '.*n .**'.. . — L• — •'•-' "" — ". • . ~-^\-L\ -(—7* 01•o3•4- -t-•*- 01 C Horizontal B:N40W, 10SW C:N20W, 8SW C:N70W, 20S O AIto 0.eM<D(O ' •»- 3iio"-*"T / rtLL ' ' 1 ' ^C^0) UQ.5 La ^s ~ -t- ift C || o §« ^^ ^/ \ ^J — w (0^ CL SM sw CL SM ML GEOTECHNICAL DESCRIPTION Loeeed By KBC Sampled Bv KBC LANDSLIDE DEPOSITS fOlsl @ 1'; Red-brown, damp, stiff, fine sandy CLAY; organic material common @ 1.2': Grades to orange-brown, moist, dense, sUty, fine to medium SAND; light gray-brown mottles common, massive, few vertical fractures @ 2.2': Grades (over approximately 2") to light gray-brown, damp to moist,silty fine SAND; massive, yellow horizontal stringers common; orange-brown, stains common,- moderately fissile, few gypsum blebs. few vertical fractures @ 3": Becomes very fissile - @ 10.7': Sharp contact to orange-brown, damp, dense, silly fine to coarse SAND, crudely interbedded with light gray-brown silt, fine SAND above and below, gypsum layers common below @ 15.2' to 16': Well-cemented concretionary layer @ 16.8': Slighdy irregular contact to gray-green, damn, hard, silty CLAY; • blocky, abundant orange-brown approximate horizontal stringers @ 19' to 21*; Grades to gray-green, dense, silty fine SAND; few high angle fractures @ 21' -22' : Light gray, damp, dense, silty fine to medium SAND; massive @ 22': Light gray-green, damp, very dense, silty, very fine SAND;orange-brown, horizontal stringers common, irregular discontinuous gypsum layers common @ 24.5': Grades to thinly interbedded, light gray, dense, brown and orange-brown, damp, very dense, silty fine SAND; yellow horizontal stringers common, gypsum layers common, very fissile @ 26.5': Grades to predominantly rose-brown, fine sandy SILT with interbeds as described above; moderately fissile @ 28.5': Grades to orange-brown, moist, dense, silty, fine to medium SAND; large concretionary nodules common, shell fragments common; few area of coarse SAND 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-12 6-9-97Date 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 3 4971009-002 30 in.Drive Weight Ref. or Datum E-100 Bucket Auge»» 0-25'. 4.1131; 25-47*. 2,9811; 47-72'. 2.1681 Drop 30 in. Mean Sea Level ^ +-fllft S <Uf+lQ^ — - - 35 — - 40 — - 45 — - 50 — - 55- _ fift — U JI 0)Q.Ora_i CD V-f •, y K ' "") ' — ' '/*•• :V " '•? '•• ' - ' ' . • 5S:" " ' -. •.— - -7-- i r - —, .-— • ~ __ '~*~~^?~~^\r r •--• *"TS=T^p" 3£ "±:ri."- -0^ T"^ — —.^r j>--* • '•- •'- 7 1 •P^F— ,. —~-^~^~•*-,• '.•-.- ; • • '--| ~ • ~- — ^"~::::>;;:^ ^— ir -<,- i/i (UTJ34- —-t--1-^ B:N65E, 4NW -L : horizontal RS:N34E, 11NW C:N15E, 6W FR:N80E, 14E d ni01 Q. Ul 3 4- 3 1 , O ~ (_ ft 9 Jl•i- C**~0) UQ QL 3»^LQ «s ^4-iA C.LW +- E OO ? ?' s^i^ f *> \ ^^_(/j O)^ SM ML SP — CL-- SM CL GEOTECHNICAL DESCRIPTION Loeeed By KBC Sampled By KBC LANDSLIDE DEPOSITS (Continued^ @ 35.5': Shell fragments become rare @ 37.2': Irregular contact to light gray, dense, moist, silty fine SAND; min orange-brown and brown interbeds common @ 37.5': Gradational contact to light gray, moist, very dense, silty fine SAND widi rose-brown, orange-brown and yellow wavy horizontal interbeds common @ 39': Grades to predominantly rose-brown, fine sandy SILT widi thin interbeds as described above common, very fissile @ 40 to 41': Brown to white, moderately to well-cemented concretionarylayer ©41.2*: Seepage encountered @ 42.5' to 44.7': Area of predominantly light gray silty fine SANDSTONE @ 42.5' to 44.7': Grades to predominantly rose-brown, damp, very dense, fine sandy SILTSTONE widi interbeds as described above; very fissile @ 46' to 46.5': Black well-cemented concretionary layer; shell fragments common, coarse SAND above and below , @ 47-:- Irregular wavy sharp contact to dark gray, damp, hard, silty, CLAY; t slightly fissile \@ 47.2': Sharp planar t/8" thick rupture surface, tectonized CLAY along \ slickcned surface, truncates 1-1.5" wide gypsum-lined orange-brown i fractures DEL MAR FORMATION fltt @ 51-1/2': Grades to light gray, moist, dense, silty fine to medium SANDSTONE @ 55.5': Wavy horizontal contact to light gray and orange-brown, wet, dense, medium to coarse SANDSTONE @ 56.5': Becomes light gray @ 57.2': Sharp contact to olive-green, damp, hard, sandy CLAYSTONE toclaystone; few fractures I I I I *1 1m %Tiit * 1•* i» t 1 •f 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-12 Date 6-9-97 Sheet of 3 Project Drilling Co. Hole Diameter 30 in. Elevation Top of Hole 315 Lennar/Bressi Ranch San Diego Drilling Drive Weight ft. Ref. or Datum Project No . 497 1009-002 Type of Rig E-100 Bucket Auger 0-25', 4,113#; 25-47', 2,981#; 47-72'. 2,168# Drop 30 in. Mean Sea Level •c£Ua£ 60 — 65 — 70 — 75 — 80 — 85 — on —Graph i cLog— _ — _ <& w01TJ •1- +•+-<C FR:N20E, 36NW 6 01 a nCO §8 o^- <ofc Q. 3>4- Wl^>c*»-OJOa a•^y 3> a Mo i stureContent <J{>S. w^8» a^_w o3CO CL GEOTECHNICAL DESCRIPTION Lofified By KBC Sampled By KBC DEL MAR FORMATION (Conrinued> - @ 67': Ground water encountered Total Depth = 69' Downhole Logged to 67.5' Seepage Encountered at 41', 47', and 57' at Time of Drilling Ground Water Encountered at 67' at Time of Prilling Backfilled on June 9, 1997 - - - 505A<11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-13 Date 6-10-97 Sheet 1 of Project Drilling Co. Hole Diameter Elevation Top of Hole 30 in. 265 ft. Lennar/Bressi Ranch San Diego Drilling Drive Weight Ref . or Datum Project No. Type of Rig 0-25', 4,113#; 25-47', 2,981# Mean Sea Level 4971009-002 "" E-100 Bucket Aug** Drop 30 in. mm -C~ Q. Q{ Qw 0 . — 5 — - : 10 — 15 — - 20 — ~" 25 — in — u x: o>Q.Ofl)_J C5 — — : "^"V? ,' ' - '• * .•".*"? _— ^^_^ d^-~^ """"i---* HCrr . -^•OT^"" • .• ' — — n • . — — ,— —*- ~^ ^& j> 'y* •^ ^^v^ TV. v^^ .- • .. • • 4r:~f j,,-^ '' •'. in01TJ —•*--*-<L B:EW, 13N C:N10E, 10NW FR:N4SE, 30NW \ FR:N15E, 62NW C:N42E, 52NW FR:N15E, 30NW C;horizontal d 01 Q. E10 L 1 • w° gU. /*U_ J 1 1 ' D)•1- CH^Q| UO Q. -j,^ LO /^ L^" •^"c._ <wo"£ o ? oVJ 2™ . 8«Q(J(n w3 CL SM SP CL SM ML/SM GEOTECHNICAL DESCRIPTION Logged By KBC Sampled By KBC1 " -"" j "j " - — - - — " ' ' TOPSOIL1 @ 0': Brown, damp, stiff, fine sandy CLAY; organic material common, sand1 blebs, common, rootlets common TORREY SANDSTONE m> @ 0.8': Very irregular contact to light brown, moist, medium dense, silly fine SANDSTONE; few medium pores in upper 1-foot, massive, organic material common @2.3': Thin black layer of peat @ 3.3': Irregular erosion surface to light gray-brown, moist, medium dense. silty fine SANDSTONE; orange-brown, interbeds common, few yellowinterbeds, moderately weathered, fissile@ 5': Very irregular contact to yellow-gray, wet, loose, fine to medium SANDSTONE; orange-brown and siltier in upper 3", massive @ 7': Sharp contact to light gray, wet to moist, stiff to hard, fine sandy silty CLAYSTONE; seepage above contact, discontinuous randomlyoriented thin orange-brown and red-brown stringers common @ 8': Material becomes crumbly @ 11,5': Material becomes blocky and is heavily fractured; fractures are lined with orange-brown staining @ 13': Black sandstone concretion @ 13,5': Grades to gray, moist, very dense, silty fine SANDSTONE; massive, few approximate vertical fractures, few lined with gypsum @ 19': Steep fracture, gypsum and iron-oxide stains along surface @ 22': Sharp contact to inclusions of gray-green, damp, very dense, silty fineto medium SANDSTONE @ 24.2': Planer fracture; orange stained on surface @ 27.7': Gradations contact (dipping approximately 20 degrees northwest) to orange-brown, moist, dense, medium to coarse SANDSTONE DPI MAR FORMATIONTrrhjJfcfc/ JTiJUVi \Jf\T' Lf\ I IWiT 1 1 IUI ... @ 28-8': Undulating contact to light gray, moist, dense, fine sandy. SILTSTONEr tn silrv. fine SANDSTONP. T]•• 1 J 31J mtt 1 dIP ft 1J Iamaaa 3 0 DJw^ * 505A(t1/77)LEIGHtON & ASSOCIATES Date 6-10-97 Project Drilling Co. Hole Diameter 30 in. Elevation Top of Hole 265 GEOTECHNICAL BORING LOG LB-13 Sheet 2 Lennar/Bressi Ranch Project No. San Diego Drilling Type of Rig Drive Weight 0-25'. 4,113#; 25-47', 2.981# ft. Ref. or Datum Mean Sea Level of 2 4971009-002 E-100 Bucket Auger Drop 30 in. -££&|a£ - — 35 — 40 — 45 — 50 — 55 — fin — u .C 0)0.0 CD :lr~J'- 01•o3•1- <c o Samp 1 e-i- Q. J -13 | 10 - - - - - - - " 3, +• 01 Ua a (_a <^ ts MoisttContentS<» '530) SM GEOTECHNICAL DESCRIPTION LoEeed By KBC Sampled By KBC DEL MAR FORMATION? fTdl (Continued^ Total Depth - 31' Downhole Logged to 29.5' Seepage Encountered at 7', 12.5', 19', and 24',at Time of Drilling Ground Water Encountered at 29 Feet at Time of Drilling Backfilled on June 10, 1997 - - - - . - 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-14 Date 6-10-97 Project Drilling Co. Hole Diameter 30 in. Elevation Top of Hole 235 Lennar/Bressi Ranch San Diego Drilling Drive Weight ft. Ref. or Datum Sheet 1 of 2 Project No. 4971009-002 Type of Rig E-100 Bucket Auger 0-25', 4,113#; 25-47', 2,981# Drop 30 in. Mean Sea Level "* .c~•t-T!ft Sj O'tSQ^ 0-*_— _ - — — < _ - _ _ ici —1U - - 15 — 20 — 25 — - in — u J= 0)O-O<0_l CD '•- ' ."7- • j^- ^ "~-r7\^ ° ^. - ' . ', . '. •— ' . ^fc"i-^' """W;> ;V ->-/, ~ •— __ — 7~I_ • /; t' * . — — _ ~V—— '. S^- -r '• . ^^3=*—4^ ^^ia?\ ""^-.7-*- ;.-••© - ; •-. <^-<li. .".;-" .' . '• ' 6)TJ3+- —4--1- B:N10E, 4W CS:N80E, 40SE Ciborizontal CS:N35E, 30SE FR:N3E, 67E OZ (U Q_ E0)</) 38 O — . 0. h 1 • 3 1n 2 2 31 -^ C4-<u ua a £_a /> L^** •f*"1" "* flj"~^. U .^ s«— . * Ofl oR0) CL SM CL SM ML CL SM ML SW -GEOTECHNICAL DESCRIPTION Logged By RKW/KBC Samoled By KBC LANDSLIDE DEPOSITS (Q\s) @ \': Brown, damp, hard, fine sandy CLAY; organic material common, few | medium pores, calcium carbonate blebs common near base ji @ 1 .7': Irregular gradational contact to light gray-brown, moist, dense, silty fine SAND; approximately horizontal orange-brown stringers common, crudely bedded I1 @ 3.8* to 4.2': Dark brown discontinuous 1" thick zones of tectonized clay, L moderately sheared @ 4.5': Fracture infill of moist, loose to medium dense, fine to coarse SAND; fine pebbles common, few inclusions of brown tectonized clay, v* few gravels, massive, few large pores, rare charcoal 1 @ 7.2': Very irregular gradational contact to light to dark gray, moist, stiff, fine sandy, silty CLAY; orange-brown mottles common, few calcium F carbonate blebs, charcoal common, massive I @ 8.5': Grades to silty fine to medium SAND; charcoal common L @ 10': Undulating contact to dark gray-brown, moist, hard, clayey, fine 1* 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, slightly, ' * clayey, silty fine to medium SAND; light gray approximately 1" thick wavy silty CLAY interbeds common @ 15': Lense of fracture infill of light orange-brown to light gray, moist. dense, silty fine to coarse SAND; few fine gravels @ 16': Angular irregular contact to dark gray-brown, moist, hard, clayey, fine R sandy SILT; sandy interbeds common ^ @ 17': Grades to light brown, moist, dense, silty fine to medium SAND; I massive, coarser areas common fjj @ 18': White, moderately cemented concretionary nodule j| *ni @ 20': Grades to fine to coarse SAND; fine gravels common, massive F I @ 26.5': Gypsum-lined fractures 1 f 505A<11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-14 Date Project 6-10-97 ct ine Co. Diameter 30 in. ition Top of Hole 235 Lennar/Bresst Ranch San Diego Drilling Drive Weieht ft. Ref. or Datum Sheet 2 of 2 Project No. 4971009-002 Type of Rig E-100 Bucket Auger 0-25% 4,113#; 25-47% 2,981# Drop 30 in. Mean Sea Level "a"£*a3 in 35 — 40 — 45 — - 50 — 55 — ffi — U ao LCD •-. -7^1-v-iS - — - —x— - j£ H- — • — ^~~-~~ — - — "~ ___ — V 3 — 4- FR:N10W, 65E C:horizontal FR:N5E, 70E RS:N80E, 8SE FR:N80E, 18S FR:N60W, 40SW O 0) E cn• •*- %£ • •*- c**-(DO00. J,^ a «S -«-"£ ._ wo"^ U pT ? & U° (/) ._ • O ^^w^ sw CL SM GEOTECHNICAL DESCRIPTION LoEfied By RKW/KBC Sampled By KBC LANDSLIDE DEPOSITS fContinued> @ 30.5': Fracture (possible backscarp) @ 33': Wavy sharp contact to olive-green, moist, stiff, CLAY; minor shearing in clay along contact @ 33.5: Grades to olive-green, moist, dense, clayey, medium to coarse SAND @ 34.3': Clayseara rupture surface offsets fracture (1/4" thick tectonized « clay) DEL MAR FORMATION fTdl @ 35.5': Olive-green CLAY as described above @ 36': Becomes hard, blocky and fractured - @ 41.2': Fracture, I/4"-l/2" thick area of tectonized CLAY above polished surface ©43': Moderate seepage - Total Depth = 47' Downhole Logged to 45' Minor Seepage at 33', 39', 40', and 43' at Time of DrillingBackfilled on June 10, 1997 - - - 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-15 Date 6-11-97 Sheet 1 of 3 Project Drilling Co. Hole Diameter 30 in. Elevation Top of Hole 310 ft. Lennar/Bressi Ranch Project No.4971009-002 San Diego Drilling Type of Rig E-100 Bucket Auger Drive Weight Ref. or Datum 0-25', 4,113#; 25-47*, 2981#; 47-72', 2,168# Mean Sea Level Drop 30 bj Depth 1(feet) |0 — 10 — 15 — 20 — 25 — 10 — U _f" P) Q.O Ltfl i I 7T7~ ~"LT^ § w OfTJ •*- •I-<c C:N50E, 9SE C:borizontal C:horizontal C:N70E, 4SE C:N75W, 20SW C;EW, 8S B:N45W, 20S Cihorizontal • C:N5W, 20E d 0) a.efOCO Bag-1 @0'-3' Bag-2 •! Bag-5 }24'-26 +- o1*-~ t_tffo 0. QJ Ua a. (_Q Mo i stureContent <X) |' 0^_w ML SM CL ML SM SW CL GEOTECHNICAL DESCRIPTION „. Logged By KBC "" Sampled By KBC • TORREY SANDSTONE fTO • @ 1 ': Light gray to light gray-green, damp, dense, fine sandy, SILTSTONE; blocky, orange-brown stringers common, carbonate coating on ped • faces @ 1.5': Sharp, wavy contact to light orange-brown, damp, medium dense, •« silty fine to coarse SANDSTONE; massive, few shell fragments p @ 4'; Light gray clay stringers common @5'-6': Shell fragments and fine gravels common 1"@ 5.5': Large black well-cemented concretion, shells common 1 @ 6': Contact along black wavy 1" thick bed to orange-brown, damp, dense. £ silty fine to medium SANDSTONE; massive @ 6.5': Sharp contact to light green, moist, stiff, silty CLAYSTONE; red-brown thin SILTSTONE horizontal stringers common, moderately P fissile, randomly oriented gypsum-lined fractures common, gypsum k blebs common 1 @ 10': Sharp gypsum-lined contact to light gray to light rose-brown, damp, \ dense, clayey, SILTSTONE; moderately fissile, massive, approximately 1 horizontal orange-brown stringers common h @ 15': Sharp contact to light gray with orange-brown mottles, moist, dense, F| silty fine to medium SANDSTONE; massive M @ 17': -Sharp contact to off-white, moist, dense, fine to coarse «k SANDSTONE;. thickly bedded, finer beds common, cross-bedding H above contact n D @ 21.8': Sandstone becomes wet @ 22.3': Sharp contact to light gray to light gray-green, moist, hard, silty Tj CLAYSTONE; moderately fissile, orange-brown and yellow horizontal U stringers common, few gypsum-lined stringers JJ ® -!()': Sharp contact to gray, moist, dense, line to coarse SANL)Sl"UNb; thinly bedded, orange-brown and red-brown stains along bedding common rl L ^505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-15 Date 6-11-97 Sheet of 3 Project Drilling Co. Hole Diameter 30 in. Elevation Top of Hole 310 ft. Lennar/Bressi Ranch Project No.4971009-002 San Diego Drilling Type of Rig E-100 Bucket Auger Drive Weight Ref. or Datum 0-25', 4,113#; 25-47', 2981#; 47-72', 2,168# Mean Sea Level Drop 30 in. |S 35 — 40 — 45 — 50 — 55 — fin —Graph i cLogT^-^ ", ^~*7 "— ^ 3-1- -1-•t-<C O 01 aE V) •1 8 1 •»- ' . 24/8" •Jt+• cC QJ Ua a. LO lo i sturentent <X)o ? |2 w5 sw CL GEOTECHNflCAL DESCRIPTION Loeeed By KBC Sampled By KBC TORREY SANDSTONE fCnntinuedl @31': Sandstone is moist to wet v@ 32.3': Sandstone becomes very coarse, few rip-up clasts ; DEL MAR FORMATION (Td) @ 32.7': Contact to light gray, moist, stiff to hard, slightly sandy silty, CLAYSTONE; orange-brown and. red-brown motdes common @ 45': Few randomly oriented fractures, rose-brown, manganese staining common along fractures @55': Claystone grades to sandy CLAYSTONE 505A<11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-15 Date Project Drilling Co. Hole Diameter 6-11-97 Lennar/Bressi Ranch Sheet 3 of 3 Project No.4971009-002 San Diego Drilling 30 in.Drive Weight Elevation Top of Hole 310 ft. Ref. or Datum Type of Rig E-100 Bucket Aug«. 0-25', 4,1131; 25-47'. 29811; 47-72', 2.1681 Drop 30 in. Mean Sea Level •" r~ Q. Si<w<2 0^ 60 — - - 65 — 70 — - - 75 — 80 — 85 — on — u r. enQ.O L ir _^ — ~~— ~=- g. i_ ,- VIOJ 3-*- —•*-•I-<c d en 9 10 $o— , 25/6" 25/6" -i- cC01 UQ Q. t.O es Mfl H.zloiJ_ U > O, *r • w^ CL GEOTECHNICAL DESCRIPTION ] Loeeed By KBC "| Sampled By KBC J DEL MAR FORMATION (Continued) @ 60': Sandy claystone grades to CLAYSTONE pf r-No Ground water Encountered (minor seepage at 22'} Backfilled on June 12, 1997 I j lfc %5P ]R» 3 M ]aa q 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-16 Date 6-12-97 Sheet I of 3 Project Drilling Co. Hole Diameter 30 in. Elevation Top of Hole 280 ft. Lennar/Bressi Ranch San Diego Drilling Drive Weight Ref. or Datum Project No. 4971009-002 Type of Rifi E-100 Bucket Auger 0-25', 4,113#; 25-47', 2981#; 47-72', 2,168# Drop 30 in. Mean Sea Level "**° "SiQ, Sot(J!Q^ o — 10 — — 15 — - 20 — — 25 - - in — o .C 0)ao LCD •E^- ; — i-. • . \: --JT^- ' •-••:.> — —r~ —1 — =S—~^_— Xt% f - -^r — — _ / _r- ~ <£•& "** • * ' ', • ', . ^£p IT& UlQJTJ 3 —£ <E CT horizontal C horizontal i C horizontal O Q. ru CO ' Bag-2 215'-17 4- §0o ~" ( Auu ' ,3 I c**~0) UO Q. 3>^(_a «S 5"1"A Cin QJ 07nu.o CJ tft ^^tfi fn~~ r \(_)*•* CO~*°3 -sc- - SM ML/CL CL SM sw CL GEOTECHNICAL DESCRIPTION Logeed By KBC Sampled By KBC • TOPSOIL !@ 0.5': Red-brown, moist, medium dense, medium sandy CLAY; few ' > fractures TORREY SANDSTONE (TO @ 0.8': Gradadonal contact to light orange-brown, to light gray, moist, dense, silty fine to medium SANDSTONE; few thin SILTSTONE interbeds @ 3': Sharp contact to orange-brown, moist, dense, silty fine to coarse SANDSTONE; 1" thick rose-brown siltstone bed at contact, massive DEL MAR FORMATION (Tdl @ 5': Wavy contact to light gray, moist, very stiff, clayey SILTSTONE to silty CLAYSTONE, crumbly, approximately horizontal orange-brown stringers common @7': Becomes hard and moderately fissile @ 7.5': Concretionary nodule; moderately cemented ! @ 10': Becomes moderately blocky and fractured @ 13.5': Grades to olive-green, damp, hard, fine sandy CLAYSTONE; massive, few fractures - - @ 21': White well-cemented concretionary nodule @22': Becomes sandier @ 23.5' to 25.5': Large well-cemented white concretionary nodule @ 24.5': Contact partially obscured by concretion to light gray and orange-brown, moist, dense, fine to coarse SANDSTONE; crudely bedded @ 28.5'; Sharp undulating contact to olive-green, damp, hard, CLAYSTONE; massive, blocky, coarse SANDSTONE infills along fractures at upper contact 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-16 6-12-97Date Project Drilling Co. Hole Diameter Elevation Top of Hole 280 ft. Lennar/Bressi Ranch Sheet Project No. of 3 4971009-002 San Diego Prilling 30 in.Drive Weight Ref. or Datum Type of Rig E-100 Bucket Aug<p. 0-25', 4.1131; 25-47% 29810; 47-72'. 2.168* Drop 30 in. Mean Sea Level ™" £~^fliQ. SjQJ.~aw AA - — _ 35 — - - 40 — 45 — - 50 — - 55 — - fin — u ^ roQ.OITl 1 CD f^ x^"-— '"/ ~^^ -^_ — ^~\^- ~— 7 — __ — -• ."•"-- •'•' •- ^\F7- - — ~~ — ^ ~J_ • — _ —y- ^~< —~ Ul01T33-I-._ -I- <£ S: N65E, 25SE -, , ,(_: horizontal FR:N5E, 40E 6 At91 id +- 3iO —o!CO - J 4 | 11 n 5 | 10 n 31-I- cC0) UO Q. La ^ £- ?•*-"JT C.i! ot^* o ^ . S^ — , * CJ fO •S3cow CL SW CL Logged By KBC Sampled By KBC. . . — , DEL MAR FORMATION (Continued! @ 32.5': White, well-cemented concretionary nodule @ 33': Claystone is moderately fractured, orange-brown iron-oxide and rose-brown manganese stains on fracture and ped surfaces common @ 36.5': Shear plane widi approximately 3/4" of sheared CLAYSTONEalong wavy polished surfaces @ 40.4': Very irregular contact to light gray -brown, damp to wet, very dense. fine to coarse SANDSTONE @ 41.3': Horizontal sharp contact to olive-green, damp to moist, hard. CLAYSTONE; fractured and blocky@ 41.3': Continuous fracture with week seepage, sand common along fracture @ 46': Grades to light gray-green, less blocky and fractured @ 52': Becomes moderately blocky and fractured @ 58,5': Grades to olive-green CLAYSTONE 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-16 Date 6-12-97 Sheet of Project Drilling Co. Hole Diameter 30 in. Elevation Top of Hole 280 ft. Lennar/Bressi Ranch Project No.4971009-002 San Diego Drilling Type of Rig E-100 Bucket Auger Drive Weight Ref. or Datum 0-25', 4,113#; 25-47', 2981#; 47-72', 2,168# Mean Sea Level Drop 30 in.Depth(feet) |65 — 70 — 75 — 80 — 85 — on — o Q.O LCD ^: % — ~ in01 3•K <E 6* 0* aE O) . §1 a. . •*- Q| Oa a 3V O MoistureContent COO)^ CL GEOTECHNICAL DESCRIPTION Logged By KBC Sampled Bv KBC DEL MAR FORMATION (Continued @ 63': Moderately fractured - - Total Depth = 71* Downhole Logged to 69' Minor Seepage at 42' Backfilled on June 12, 1997 - - - 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-17 Date 6-13-97 Sheet I of 4 Project Drilling Co. Hole Diameter 30 in. Elevation Top of Hole 380 ft. Lennar/Bressi Ranch San Diego Drilling Drive Weiaht Ref. or Datum Project No. 4971009-002 "* Type of Rig E-120 Bucket Aus_ 0-30'. 4,991#; 30-60'. 3,841#; 60-90', 2,446# DTOD 30 in. Mean Sea Level •» a" °- —— ^ - 5 — - _ — in1U - — - - 15 — — — 20 — — — 25~ - 10 — u -C 0)Q.O LCD * — "\ — i;L- ' ' -\~"— ' — 7 "t. .' • ~£ ^tf::? y -: -••'T'. $1- "• / • I •/ v. \VA^S ~1 :':i.p•'kil lJlX~ .' ./**!'% '•C*"/ .y.£ - * * '_.- r^-. •S^ ^**£ •-';-'.' ^S in(U 3-1- -1-+-<c C: horizontal F:N15E, 75 W C:N55E, 5NW F:N5E, 65E C:EW, 5S C: horizontal d (U n EID(/> -i- |£ Q_ H . U 61 • 6 1 " -I- C<?OJ UD {L l_Q g;S •^c "TT J— u i~ o" -°2 ww SM CL GEOTECHNICAL DESCRIPTION Logged By KBC Sampled By KBC TORREY SANDSTONE (TO @ 1': Light gray -brown, damp to moist, dense, silly fine to medium SANDSTONE; thinly bedded, orange-brown, iron-oxide stained beds common, fractures common, few calcium carbonate linings, calcium carbonate-lined fault @ 3.7': Wavy contact to light gray, damp, dense, silty fine SANDSTONE; vertical calcium carbonate lined fractures common, massive, fault is stained orange-brown on either side of sharp slip plane @ 9': Material grades to orange-brown, fine to coarse SANDSTONE @ 9.5' to 10.5': Orange-brown concretionary layer; well-cemented shells common, stains are tmncated by fault @ 11': Grades from orange-brown stained, silly fine SANDSTONE back to light gray silty fine sandstone @ 12.1': Thin 1" thick light gray silty CLAYSTONE bed along contact to tan-brown, damp, dense, silty fine SANDSTONE; massive @ 14': Grades to orange-brown @ 15': Thin fault trace (approximately 1/16" wide) apparent displacement: east side down 1/2" @ 18': Wavy irregular contact to off-white, damp, dense, silty fine SANDSTONE @ 18.5': Orange-brown, moderately cemented concretionary nodule @ 21': Sharp, slightly wavy contact to orange-brown, moist, dense, silty fine to medium SANDSTONE; diickly interbedded with light gray-brown silty fine SANDSTONE @ 25.5': Orange-brown concretionary nodule @ 26.2': Grades to light gray silty fine SANDSTONE & 29.5': Sharp contact to light gray, moist, hard, silty CLAYSTONE; ]a Jm Ti™ 3 I 1J 1J n1Ja BaIPaP, 505AC11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-17 6-13-97Date Project Drilling Co. Hole Diameter Elevation Top of Hole 380 ft. Lennar/Bressi Ranch Sheet Project No. of 4 4971009-002 San Diego Prilling 30 in.Drive Weight Ref. or Datum Type of Rig E-120 Bucket Auger 0-30'. 4,9910: 30^0'. 3.8411; 60-90*. 2M6ff Drop 30 in. Mean Sea Level r~ IL^01 £03 in —JU — _ 35 — — 40 — - 45 — - - 50 — - 55 — - *o — U £ 0)Q.O<0_J CO )T-~/ "^r -. • •-'/• ~ — r_ ^-~- §§' 'T^T^. ' , •~ ..'.. ^^_- . , '? H- "7 • • vS- ?•?= • • : • . ' '-. - ' o; '".'•• V\C" fl-'' '^\ /T^^v^-^mt 01T)a ... -t- C: horizontal B:N25W, 8SW F: N5E, TOE dz 01 AU. EmCO •i- j£ Q. J I .r 31 •t- 0) UQ a £_a /•s a»S •H£ (U E oU , §2 u",-i 08 CL SM CL SM SC SM GEOTECHNICAL DESCRIPTION Logged By KBC Sampled Bv KBC concretionary nodule at contact; few thin orange-brown interbeds @30': Fault is stained orange-brown in CLAYSTONE @31': Material gradually becomes sandier @ 31.5': Grades to light gray, moist, dense, sUty fine SANDSTONE @ 32.5': Grades to light gray-brown, moist, hard, silty CLAYSTONE; weakly fissile @ 34.5': Sharp contact to light gray-brown, damp, dense, silty fine to very fine SANDSTONE; thinly bedded, cross-bedding common, orange-brown stain common - _ - @45': Abundant orange-brown stains @ 45.5' to 46.5': White well-cemented concretionary nodule @ 46.5': Very irregular contact to gray to gray-brown, moist, hard, fine sandy _ CLAYSTONE; orange-brown interbeds common @ 48.5': Grades to light gray, moist, dense, silty fine SANDSTONE; orange-brown stains common ; @52': Grades to orange-brown @ 53.5' to 55.5': Dark brown, well-cemented concretionary nodule @55': Sharp 1/4" red-brown fault trace - © 58.5' to 59.7': Dark brown, moderately to well-cemented concretionary layer; shell fragments common 505A(11/77>LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-17 6-13-97Date 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 Datum Type of Rig E-120 Bucket Augt^ 0-30', 4,991#; 30-60', 3,841#; 60-90% 2,446# Drop 30 in. Mean Sea Level « £^ -t-"]TQ. Si a£ — _ _ 65 — 70 — 75 — 80 — 85 — ' on — u it: oLC) CD -V\.i . - . , , "- r~T: ^ rr^ ^-- _v ., • ' r^ •— — =^= _i- <—~ T ~z.~z p^ 1 — ^ / '( "~~l~j- —_ r -~— \ - • ±_ - - J-TT . -- — • — - *-/.\ V?i^r^ ^».^ V _.._ ~=_^* •~^J\ -)• /^ -- ^ -J^~ =-VE^ <flQJ•o3 -t--I- ^ C: horizontal C: horizontal C: N55E, 5S C: horizontal dz AtUl Q. CO 5 6 Bag-7 @87' «iO 3iiO^ / OJ S AU. 15 14 31 •-^ C«4^a uo a. a ^ L^ p 4- in C ^ HI_<f- u 8«^ * >o^j **** ^^o5 SM ML CL ML Logged By KBC Sampled By KBC, ••- -- @ 60': Contact below concretion material to orange-brown, moist, dense, silty fine to medium SANDSTONE @ 61.5' to 63': Red-brown 1" wide near vertical fractures common; gypsum lined @ 63': Thin (1/2") red-brown SILTSTONE layer; fractures stop @ 63': Contact to gray-brown, moist, dense, silty fine to very fineSANDSTONE; thinly bedded, clayey units common @ 68.5': Grades to orange-brown, silty, fine to medium SANDSTONE @ 69.3': Sharp contact to dark gray-brown, moist, very dense, fine sandy clayey SILTSTONE; abundant tiiin interbeds of rose-brown and yellow-brown siltstone, horizontal gypsum stringers common, vertical gypsum-lined fractures common @ 77*: Sharp, wavy_contact to dark gray, damp, very dense, clayey, fine sandy, SILTSTONE; thinly beaded, few gypsum-lined fractures , „__., _ , . . @ 86.6' to 86.9': Claystone is very fissile @86.9': A 2" layer of plastic fat clay @ 87': Sharp contact to dark gray, damp, very dense, clayey fine sandy, SILTSTONE, thinly bedded@ 87.2' to 88.6': Light gray well-cemented concretionary nodule 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-17 Date 6-13-97 Sheet of 4 Project Drilling Co. Hole Diameter 30 in. Elevation Top of Hole 380 ft. Lennar/Bressi Ranch San Diego Drilling Drive Weight Ref . or Datum Project No. 4971009-002 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 f|a3 90 — 95 — 100 — 105 — 110 — 115 — 170 U JC D)0.0flJ_J CD ,=- " *—~ ~L-.— - —«: .= ^5 3§v iU_lll- *—. : *?•: V)<uTJ3•I- -I--I-<n C: horizontal 6 01 Q.E to 8 * - - 1 ; - - S§I11*<afc 1 16/6" 31•I- Ul^NCM-OJ UQ Q.w31 a 1o i sturentent CJi) |*-oo Mt^:« 0^_co od0) CL SM GEOTECHNICAL DESCRIPTION Logged By KBC Sampled By KBC @ 91': Few clayeyer units - • @ 97'-98': White well-cemented concretionary nodule @ 98': Grades to dark brown, moist, hard, silty CLAYSTONE; light gray sandy SILTSTONE layers common @ 101': Light gray well-cemented concretionary nodule SANDSTONE Total Depth =116' Downhole Logged to 114' No Ground Water Encountered at Time of Drilling Backfilled on June 16, 1997 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-18 6-17-97Date Project Drilling Co. Hole Diameter Elevation Top of Hole 405 ft. Lennar/Bressi Ranch San Diego Drilling Sheet Project No. Type of Rig 1 of 3 4971009-002 E-120 Bucket 30 in.Drive Weight Ref. or Datum 0-30', 4.9911; 30-60*. 3.8411; 60-90', 2.4461 Drop 30 in. Mean Sea Level Depth(•Feet)^ 10 — 15 — _ - • - 20 — - 25 — in — o lc o>Q.On_i CD § _....-...-.. ^ •r^-" — T- -~~'_~^ ' « ..- .' \- >'•-.': S£-4-^•s?\V" ^^'• _ '-.-^ -. A -: .-. . ^~ ^~i Ift01TJ +- •»--I- <L C: horizontal C:N50W, 5NE F:NS, 57W B:N55W, ION C:N30W, I5NE B:N85W, 9N F:N5W, 71W B:N87W. ION dz 0) OLE w • 2 1 jl !"•cofc • r 3t•1- WI.-Sc**-Q) U0 Q.w 0)CQ lo i sturentent <JO |*• oa «»^8« 0^_tn o3w CL SM SC SM GEOTECHNICAL DESCRIPTION Logged By KBC Sampled Bv KBC @ 1': Brown, moist, stiff, fine to medium sandy CLAY; fine pores common, rootlets common, calcium carbonate blebs common, few charcoal fragments ® 2': Discontinuous layer (0.4' thick) of calcium carbonate TORREY SANDSTONE HI) @ 3.5': Discontinuous wavy contact to interbedded orange-brown and gray. lined fractures and concretions common @ 5.5': Calcium carbonate layer 0.5' thick @ 6': Sharp contact to orange-brown, moist, medium dense, silty fine to medium SANDSTONE; massive @ 7': Fine to coarse SANDSTONE; fine gravel and shell fragments common, 1/2" thick carbonate-filled fractures common, abundant calcium carbonate blebs @ 10': Bed (0.5' thick) of olive-green, moist, stiff, medium to coarse sandy CLAYSTONE; shell fragments common, fissile, calcium carbonate blebs common @ 11 ': Green claystone mottles common @ 12': Very irregular contact to light gray, moist, medium dense, clayey, silty common, fissile in areas, calcium carbonate btebs common @ 13': Areas of deep red and rose-brown mangnesium staining @ 14': Slightly wavy, gradational contact to off-white, damp, dense, silty fine SANDSTONE; thinly bedded, yellow stains common parallel to @ 24': Thin calcium carbonate-lined fracture @ 25': Brown, moderately cemented concretionary nodule @ 27.5': Black, moderately cemented concretionary nodule I I I' t 1 I I & % 1J 3 F* Ba •i 505A<11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-18 Date 6-17-97 Sheet of 3 Project Drilling Co. Hole Diameter 30 in. Elevation Top of Hole 405 ft. Lennar/Bressi Ranch San Diego Drilling Drive Weight Ref . or Datum Project No. 4971009-002 Type of Rig E-120 Bucket Aueer 0-30', 4,991#; 30-60*. 3,841#; 60-90', 2,446# Drop 30 in. Mean Sea Level f!°£ - 40 — - 45 — _ 50 — — 55 — fiO — u -CO)Q.OOJ_J CD sr—^E ^— /— > t^^ rv-. -J-. -'- -y — (V-=rii •-.«-'.* • ^m^ i- "* ' _2\^JT j^_L3 rffi^S T-V_ • • "V ' . > • ( - • ;~ • ^^S. . T&: in01•o3-1- -*-•»-<n F:N15W. 76SW F:NS, 62E C:N85E, 5S 6z 01 0.e U) • • §8 I11-AQi • • 31+- l/t^.CM-01 Ua CL^/ D»LO !o i sturentent (JO'-oo «;~ J8« "^_w o30)^ SM ML SM GEOTECHNICAL DESCRIPTION Logged By KBC Sampled By KBC TORREY SANDSTONE fContinued) @ 31 .5': Two faults intersect, lower fault is west side up @31.7': Yellow-brown concretionary nodule - - @ 38': Sharp wavy contact to light gray, moist, very dense, silty very fine SANDSTONE; massive nodule@ 41 .5': Sharp contact to light gray, moist, dense, fine sandy SILTSTONE; fissile, red-brown and orange-brown stains along contact @ 43': Sharp contact to light gray, moist, dense to very dense, silty fine to - rose-brown stains along contact @ 53' to 53.5': While well-cemented concretionary layer; abundant shells <gi . es massive @ 57.5' to 58.5': White, well-cemented concretionary layer, shells common 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-18 Date Project Drilling Co. Hole Diameter 6-17-97 Lennar/Bressi Ranch Sheet 3 of 3 Project No. 4971009-002 San Diego Drilling 30 in.Drive Weight Elevation Top of Hole 405 ft. Ref. or Datura Type of Rig E-120 Bucket Augew. 0-30*. 4.9911; 30-60', 3.841#; 60-90'. 2.4461 Drop 30 in. Mean Sea Level « -C~ a£ - - - 70 — - ^~ 75 — - 80 — 85 — on — o .C 0)ao L • . • . - . .-' • .-—'.; •'•--.-.s\./y • .'•""* ' <^ ?".:'. s vfx^-^ -,—'•' T '-.. V*01•o3 •i-4-<n B: horizontal C: horizontal C: horizontal O a. mV)' »8o11- Q. ' 16 •*- V uo a^^ 3V a L^ ' c ._<l" (J s« _</> O)^ SM GEOTECHMCAL DESCRIPTION [ Logged By KBC Sampled By KBC r TQRREY SANDSTONE fContinued> @ 60.5': Bed of orange-brown, moist, medium dense, silty fine to medium SANDSTONE @ 62.5': Sharp contact to orange-brown, moist, medium dense to dense, silty fine to medium SANDSTONE; massive @ 64.5': Sharp contact to light gray to gray, moist, dense, silty very fine SANDSTONE; thinly bedded @ 65' to 65.5': White, well-cemented concretionary layer @ 72': Sharp contact to orange-brown, moist, medium dense, silty fine to medium SANDSTONE; massive @ 74' to 74.7': White, well-cemented concretionary layer @ 74.7': Contact to light gray to gray, moist, very dense, silty fine to very fin< SANDSTONE; thinly bedded Total Depth = 81' Downhole Logged to 78' No Ground Water Encountered at Time of Drilling Backfilled on June 17, 1997 £ L i I {II1 TL T*^I I f 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-19 Date 6-17-97 Sheet 1 of 2 Project Drilling Co. Hole Diameter 30 in. Elevation Top of Hole 285 Lennar/Bressi Ranch San Diego Drilling Drive Weight ft. Ref. or Datum Project No. Type of Rig 0-30'. 4.991#; 30-60', 3,841# Mean Sea Level 4971009-002 £-120 Bucket Auger Drop 30 in. ^_ 1 41 (Jl O^, 0 5 — _ " 20 — ^_ - 25 — - 10 u -C 0)Q.Dfl_l CD •":. • tL- — .- ~il ^-. •' - L1_'L ' 'xXV — . — •=-.•- • •— — • — __ ^V~ f^ — — - — | "/ .''. "-.' -^ "3L^V7^ -. '•' ~ ' J, •^i^J- J- ' . ,"• -17~~' r^— '•;" "V — r " (A0) 3-I- —-I- C: horizontal C:N85W, 30N B:N60W, 10S O•z. E 1 . L 2 r .n° o11- to g 7 J ^ 1 314- Ct-01 Ua Q. -j,w a iA tJ!!o» a «^ ^t \T ) o3 CL SM CL ML/CL SM SM SW GEOTECHNICAL DESCRIPTION Logged Bv KBC Sampled Bv KBC TOPSOIL @ 0': Brown, moist, stiff, fine sandj; CLAY; organic material common TORREY SANDSTONE (Tt) @ 1': Sharp, wavy contact to light yellow-brown, moist, medium dense to dense, silty fine to coarse SANDSTONE; thin well-cemented beds @ 2.8' to 3. 3': Light brown well-cemented concretionary layer; shell fragments common@ 3.3':. Sharp contact to gray, moist, stiff, fine sandy CLAYSTONE; crumbly,- calcium carbonate blebs common, yellow-brown and orange-brown stringers common, few fractures @ 3.8'-4': Orange-brown, silty, fine to coarse SANDSTONE bed @ 4.5': Ciaystone is less crumbly and more fissile with increasing depth @ 9": Grades to light gray to gray, moist, dense, fine sandy SILTSTONE and CLAYSTONE; thin yellow and orange-brown stringers common; weak to moderate fissility, few fractures widi orange-brown iron-oxide staining @ 15M5.51: Bed of off-white, moist, dense, silty fine to medium SANDSTONE @ 16': Rose-brown SILTSTONE, interbeds common ,@.18:8': .Irregular layer of intennixed orange-brown, fine to medium SANDSTONE andaight gray .sandy CLAYSTONE @ 19.1': Sharp, wavy contact to off-white, moist, dense, silty, fine to medium .SANDSTONE, crudely bedded @ 20' to 20.4': Orange-brown to brown bed of moist, dense, fine to coarse SANDSTONE; abundant rip-up clasts SANDSTONE; thinly bedded - - - 505AO1/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-19 Date 6-17-97 Sheet of 2 Project Drilling Co. Hole Diameter Elevation Top of Hole 30 in. 285 ft. Lennar/Bressi Ranch San Diego Drilling Drive Weight Ref. or Datum Project No. Type of Rig 0-30'. 4,991#; 30-60', 3,841# Mean Sea Level 4971009-002 "" E-120 Bucket AugV Drop 30 in "• -C~+- LI WH- - - 35 — - f 40-^- 45 — 50 — 55 — fin — • u £. 0)no ID ;•,_, >• • r^T -^-/xi §? s\2 inQJTJ3-I- —£<L C: horizontal \'} O E CO 3 4 "o 3 1O^ , 7 14 a -i- C1-OJ Ua a. a x-v «5 p +•,, t.!!: w4~ E o U ¥ >*— » »O,_ odw sw CL GEOTECHNICAL DESCRIPTION Logged By KBC Sampled Bv KBC TORREY SANDSTONE (Continued} @ 30': Claystone rip-ups and stringers common @32': Minor seepage '^32.5': Seepage is moderate DEL MAR FORMATION (Td> @ 32.5': Wavy contact to light olive-green to olive-green CLAYSTONE; heavily fractured, seepage along fractures, blocky @ 37.5': Minor caving Total Depth = 47' Downhole Logged to 40' Seepage at 32 'Ground Water at 40' Hole Backfilled on June 18, 1997 Tf1 1J ] 1j 3 J a FtJaaaas 9 ^505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAIj, BORING LOG LB-20 Date 6-18-97 Sheet 1 of 2 Project Drilling Co. Hole Diameter 30 in. Elevation Top of Hole 250 ft. Lennar/Bressi Ranch San Diego Drilling Drive Weight Ref . or Datum Project No. Type of Rig 0-30% 4,991#; 30-60', 3,841# Mean Sea Level 4971009-002 E-120 Bucket Auger Drop 30 in. -C~H—jijQ. sj(Uq.Q^ 0 — — 5 — - - 1U 15 — ' — — **n20 - 25 — - - 10 0 J= 0)Q.Ofl_l CD — .-_ . ~ r- ~ -_ — • ~~ — — _J~ ~ J— Ifr G/?- •/ rry- ~///T7« JtTl fy - '— ^ • ix^C_- A\— / M^ \AV/A-•"tin v/ -: ~^. '•' (AOTJd 4- —•*- -t- ^ F:N70E, 55S RS:N30E, 5' SE FR:N20W, 82SW d ntU7 Q_ (A 1 2 +•^R3io"- /\LL. l 3 .„ •t- c£<u ua a 3^a ^N a<^ P-<-TT C .JIlCJ O"^n o ^"~r ^t_l CO!Z • wv CL sc CL SM GEOTECHNICAL DESCRIPTION Logged By KBC Sampled By KBC LANDSLIDE DEPOSITS (Ols) @ 1': Mixture of dark brown and dark gray-brown, moist, hard, fine sandy CLAY; organic material common, few medium pores @ 2': Gradational contact to dark gray-brown, moist, stiff, fine sandy CLAY; plastic, crumbly texture, calcium carbonate blebs @ 3': Grades to light olive-green, moist, stiff, fine sandy CLAY; plastic, crumbly, calcium carbonate blebs common, gray-brown mottles common, gypsum blebs abundant ~ @ 7': Black manganese stains common @ 7.8' to 8.4': Pocket of orange-brown clayey SAND @ 9.5': Fracture infill: Reddish brown, moist, medium dense, zone of clayey fine to medium SAND; green and brown mottles common, gypsumblebs and pockets common, wide (approximately 3 feet) pocket of infill material on south side of hole, north side of hole and below fracture is crumbly to blocky light olive-green CLAY, clay is crumbly along baseof infill - @ 16': Clay is hard blocky and moderately fractured 1 @ 18': Thin (approximately 1/8 inch) shear, 1/4 inch of crumbly clay along ~ ' shear, yellow-brown mottling below shear, red-brown manganese stains '1 below DEL MAR FORMATION fTdi Light olive-green, moist, very dense, clayey SANDSTONE; massive, few red-brown, manganese stains in upper portions @ 21': Material grades to light olive-green, moist, hard, sandy CLAYSTONE; blocky, heavily fractured - - @ 27': Grades to gray-green, moist, very dense, silty fine to medium SANDSTONE; massive 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-20 Date 6-18-97 Project Drilling Co. Lennar/Bressi Ranch Sheet 2 of 2 Project No.4971009-002 San Diego Drilling Type of Rig E-120 Bucket Augey Hole Diameter 30 in. Drive Weight 0-30'. 4.9911; 30-60'. 3.841* Drop 30 in. Elevation Top of Hole 250 ft. Ref. or Datum Mean Sea Level "t 01o> 4!03 30 — _ 35 — - - 40 — - ~~ - 55 — 0 "£(?nj_jcto <$&& ' ' *>r~ ' '.'•:'*• z — - Vt01•a3•I- .—•1- <C C: horizontal Oz OJ CO 3 1 . _ - - - - - - - - Iftg ~~ t " +• CM-01 OOQ. LO t-^ -t-t *V^_ O ? & ou , *z • w5 SM SW CL GEOTECHNICAL DESCRIPTION Logged By KBC Sampled By KBC DEL MAR FORMATION (Continued) @ 30': Off-white, well-cemented concretions @ 32': Grades to silty fine to coarse SANDSTONE @ 34.5': Grades to orange-brown; material is moist to wet @ 37': Very irregular wavy contact to gray-green, moist, very dense, silty fine SANDSTONE; massive @ 40': White, well-cemented concretionary nodule @ 45*: Sharp contact to light orange-brown, wet, dense, fine to coarse SANDSTONE; massive, weak seepage @ 47': Sharp contact to olive-green, moist, hard, fine sandy CLAYSTONE Total Depth = 50' Downhole Logged to 48.5' Minor Seepage at 45' Backfilled on June 18, 1997 I TJiiii•Iiiii 11jii 505A(11/77)LEIGHTON & ASSOCIATES i't 4.A/.H L1L> PPPTV IH flQTT . 0 2 . 4 * - 6 * • 8 * •10- . 12, . 14. . 16. i • - 18- ' 20' • • w*(t/ «v«tf* tfff J watnoM or AMft-tf ^.f .j - i . j,y $? |f II '3;*f? . " -• ' ' "f $$:'• '* '.'/ '< •* '•'• ',"•': ' • I '. I ' I}.1* • • ' • . ; * / }|^; •i^r ar.*-«r^« •*~*^-» /'*v»fl rtf-Jff^/^r/,3* TREKCH NO. 47 ALLUVIUM Lfloee, damp, reddish-brown, Silcy Clayey, fine SA*ND •-«•— becomes moisc to wee •.,__ becomes sacutatsdf abundatic secpagfi «__ caving TRENCH TERMINATED AT 19-0 FEET «* 6*r Qftrjrrr A'.' LAC* HQiSfvtf (xnftfiT %<„* Figure . Lo^ of I«ac Trench 47 A-43 GEOCON 2717 COTO DE CAZA LTD ©030 '# Q > 2- - 6 * . • 6- ' 8- '10- 12 . • 1^ • ™"m i 9F •-''i-'VjV.'- •;:"'•''••' '.; I-'' < .* * •'.'-•;.*'• •'-."'•' / rr TRENCH NO. i$ TOPSOIL •\ Very loose, dry. light gray-brown, \ Silcy SAND TORREV SANDSTONE Dense, damp, whicish-gray. mediufn- g rained, weakdy cefflanced SANDSTONE \ grades into coacsft, grayish-can, roediura- to coarse-grained, weakly cemented SAWnStQNE / — becomes moccled JLighc can-reddiah- / btfown SANDSTONEJ DEL^IAR FOR>UTIQN Stiff, damp, moccled palu alive- reddish-bcovn. fac CLAYSTONE wlch shiny parcing aurfaces \ TRENCH TERMINATED AT 15.0 FEET «--, KnurrAt.' 4V t ™™ Flguc« , Log ot Tranch GEOCON COTO DE CAZA LTD ©029 IH . 0 . 2 . - 6 _ • 8- - • • • 2- - 6- SS too * Of **v:- :•> '.•• • '•'• :.': •'.-. ;'• ;• •"•""' * ,' • 1* - * 1/1*. J* ^Si ^ - / Sr „ • TRENCH NO. 44 TOPSOIL \ Very loose, light brawn, dry. Clayey SAND TORREY SANDSTONE Highly weathered, fractured, damp. Ty inccrbeddad fine, light gray, Sandy \\ SILTSTONE and reddish-brown, fine i u SANDSTONEJ\ very h«rd, highly c&menced. \ fcsslliferous concretion 4"-6" thick I Very dense, damp, mottled reddish-brown- gray SANDSTONE grades inco light gray, v«ry fine, weakly cemented SANDSTONE with reddish- brown, thin Sandy interbeda, bedding atticud* N30°E/3W TRENCH TESMINATED AT 7.5 FEET TREVCH NO. 45 TOPSOIL Very soft, wet, dark brown, Silcy "V Sandy CLAY DELHAR FOWIATION Highly weathered, fractured, calichef led, olive gfeeti, Sllcy GLADSTONE, bedding attitude N-S/6W Very dense, damp, light Cdfl. medium- \ massive SAKTJSTONE \ TRENCH TERMINATED AT 0.0 FEET „-, Q#r (XHStrr *cf *£™ * Figure , Log of Trenches ^ and A-41 GEOCON i. UiU UtL L LIU 00r* tU izr • 0 • 2 • 4 ' 6 1 8 . 10 • 12- ' 14- ****/ *U¥*f* lOt i ItfCTre* Of ***** ^ •• • '.'.•J* W- •&*m'•^ /, '„' • • * j••.••'•,".* • '•**',,',. r» '". '..' '. •.' .' ' '• ' *WM^M ^j*'* ***** ettc*t*wr TRENCH NO. 63 ORGANIC DEBRIS (BRUSH FILL) Very loose, vac, dark brovn-black SAND, CLAY, wooden debris /ALLUVIUM / Very loose, wet, reddish-brown, Silcy Clayey SAND /TORREY SANDSTONE y Very sciff, damp, purple-ptnkish-gray, well bedded, shilcy 5ILTSTOKE, very Chia» reddish-yellow, Hne Clayey SAND iacerbedfl, Chickness of lacerbeds 1/10", Chickneas of SILTSTONE beds l"-l/2" grades in no very dense, maisc co wet, \ ooccled light gray-reddish-brown, medium-grained, weakly ceweneed SANDSTONE TROCH TERMINATED AT 13.5 FEET '*-*i*Cf our afHj/rr At.' *»^*ri/w «x/»rr % ", * Figure , Log or" Trench A- GEOCON ;i o 1 U . .j ,->GOTO DE CAZA LTD far • 0 • • 2- - 6- • * ' 8' . 10. .12- •> • i • ft 4 1 4 ft 1 I^S itftf 1 •, >" 1 / ''"•:• i :'-i.;:j!: • Hf TRENCH NO. 42 LANDSLIDE DEBRIS (SOIL CREEP) Sofc, remolded, wee, light reddish- brown, Silcy Sandy CLAY / grades into weachered, sheared, raoisc, / olive green CLAY wich randomly oriented shear planes , — Slip Plane dips 3°-i° coward ease j "\ OELHAR FOR>UTION "V UtAChered, fraccured, moist, olive \ green, Sandy SILTSTONE 1\1 grades into massive, very dense, damp, i olive green, medium co well cemented, 1 very fine, Silty SANDSTONE TRENCH TERMINATED AT '11.0 FEET /*,*,« '"!:':ctnrtrrr X f*j »t , LOR of Trench * GEOCON ^^v Apm '* 417 . 0 , ' « , 2. - A . • 1 . 6 . - 8 • • • > 4 » « ' 2 ' ' 4 ' . 6 . • 8 • • 4 • 10 - ,12. AJ«*L/ 4UMW* Ltf* I if&f'OM Of ***U *fe ^!'/y,^ iyi/i •'•' '•'.'."• *V*nt,m ***** * •dB^^ «• - dfjf*v*r/«* TKENCH MO. 40 TORREY SANDSTONE Highly weathered, loose, wet Co saturated, raddish-can-olive green, Sandy CLAY/SAWD — —grades inco dense, vet, light gray- can, coarse, weakly CftfflfttiCftd SANDSTONE TKENCH TERMINATED AT 10. Q FEET TRENCH NO. 41 TOFSOIL \ Loos*, damp, llgnc brown, Silcy CLAY DEU1AR FORMATION -i Highly veachered. damp, alive gre«n. \ Silcy CLAYSTONE\ \ D«nsfl, damp, weathered, grayish-can, \ coheaionlesa SANDSTONE, contact \ attitude N25E/4SE \ i- ^ become a very dense, danp, jsraytsh- ^ tan mottled, well cemented, massive \ SAN05TOtf£ wich several highly cemenced, .\ hard interbeds t v..^. becomes ceddtah-can , coarse and very 1 weakly cemented I TRENCH TERMINATED AT I 1.0 FEET '*WtJftf* a#r OfHiirr A'.' v*ttrui*t GMfTfrf X "> - figure , Log oc Test Trenches 40 and -1 A-38 GEOCON COTO DE CAZA LTD 025 in mr • 0 - 2- . U • 6 ' 8 •10" . 12 . J^£ 1.04 t if :/C\-^- '^ ff ,'v*. '. ' 'i* • • ";• • ••* '.-:*••'. •'•'. '•'*•/•1 • • :-r, ;;;. -X . : /. ; •. •,• \'. : • '.".^ :''g\'.'. t * TRENCH NO. 39 TOPSOIL \ L- Very loose, dry, light brown, Clayey Silcy SAND/CLAY LANDSLIDE DEBftlS Highly disturbed, remolded, sheared, moist, olive green CWY/SAND with random reddish-farovn zones becomes very Loose, raoisc to uet, coarse, cohesionleee Clayey SAND __ Slip Plane dipping south approximately 100 becomes medium sciff, highly fractured, moist, olive green CLAYSTONE Wich shiny parting surfaces TRENCH TERMINATED AT 16.0 FEET «,-- *r ' 4Cf "£™ Figure , Log of Teat Trench 39 A-37 GEOCON i u . -j u •U'/14 GOTO DE CAZA LTD ©024 «-n. IH fit? . 0 ' . 2 . • r * . . 6 .» V • • 8 - » ^ •10- •12' * ,14, . , . 16 , • • Lt**J MUHtC* L U?l A _. ;•• ;.' '• . f >. j / j at va m • ' ': •' , ' n t 'Vf r '"'C / •t '.1•i- '•1 '' •' , / — f . t Mr f . ^' r > '•. • • '; ^ww«> n ^_ Ktrrfr IT ~yra" ^— — •*•' «-jW^r^* TRENCH NO. 38 LANDSLIDE DEBRIS Highly dlscurhed, fraccurcd, calichefied. dry, whitish-tan, very £ine, Silty SAND , ftaccured, damp, dark black SILTSTONEt' seam i•j Int«rbedded, damp, purple-gray, sheared SILTSTONE wich yellowish, very chin, Clayey SILT incerbflds; acruccure dipping 13° coward souch grades into reddish-brown, sheared Clay«y SANDSTONE ""*— becomes coarsar and massive TUENCH TERMINATED AT 18.0 FEET /*Wi y&Y QftoSffV it.' ACt 4totxnrrt etrtf&r *"'" Figur* , Log or Trench J8 A-36 GEOCON _ _ -i J (J 1 U . .) \j ' i J. -J >t> o :> ii / l 1 UJTU DE CAZA LTD 023 <M M m * •m oernt IN • 0 . 2 „ . 4 . • B - ' 8 1 •10 ' •12 ' • 16 • 1 4 ' ****.£1.06 t Of UMPLZ ..j'.'.'-.^ ;:!S; : 1 1 K •I' : :n •• .11 ; •if ; : ':':-' ' •!'•! ] • ; :'.' • .' • »t*t*t+.4* — _— z»^ ***" OCiCIHtTtQH TRENCH NO. 37 . TOPSOIL \ Loose, dry to damp, light brown, \ Clayey SAND TORREY SANDSTONE Highly weathered, ealichaf iad, lighc gray-tan, vary fine, Silty SANDSTONE •^ ^ *~"~"calicbuf led , reddish-brown-gray SANDSTONE ineerbed: bidding accicude \ approxittacely horizontal grades inco olive-gray, damp, medium cewenced, very fine, SilCy SANDSTONE •vN very hard, highly cemented, grayish- brown, foseUiferous SANDSTONE bed A \ Very dense, damp, reddish— btovn. medium i\ LD veil cemcnced, aediuffl-grained, Y fosslllferous SANTJSTONE I Very dense, damp, lighc gray, very I fine SANDSTONE TRENCH TERMINATED AT 15.0 FEET IH-^L OtMSIfY ir.' tec *&£ Figure , Log of TeaC Trench 37 A-35 GEOCON L»h <_AZA LTD 022 «~* 'ftrr • • 2- . • ' • • 6- • fl' , 1 i . ' ; V fl vw ***** u?« * IMIW* *~V .iM'.t- . ." * . B- • . , t • .**.'-•' .• • ***' , °_. * . < . **. • •.' , • • * .•'.'. i *M^-*nnr ^ ^•^^^^ «^^— --^t — •• Of SCMtfTfQN TRENCH MO. 36 TOPSOIL \ Very loose, dry, light brown-can, Silty SAJTO TOR&EY SANDSTONE Highly weathered, damp, calichefied. light gray-can-grayish, inc*rbedded \ very flae SANDSTONE » u.— bedding aCtiCudc appcoximacely \ S4SE/1 — 2 NU \ ^~~b*cot5C3 vary d«nse» massive* damp. light gray, fine SANDSTONE wich . occasional reddiah htaacice scain \L—— grades into massive, hard, fine to medium gray SANDSTONE \ TREHCH TERMINATED AT 12.0 FEET W-ft Offtfifr tr.t JCf M<X*1U*t ctHrvrr S >;« Figure , Log oc Tesc Trench 36 A- GEOCON y 0 i 1 1 . -j o *O' '/ 1 4 « 5 6 2717 COTO DE CAZA LIE) o&r* •u 0 , • 2- * i- . 6- • 8 • .10. .12- — •-QS 4 Of •fi '•', '•//;.-. • ; x '.!'x. .-, '•";•/; X / fttrtfTT TRENCH NO. 35 TOPSOIL Soft, damp, ceddish-brown, Silcy Sandy CLAY \ LANDSLIDE DEBRIS Highly fractured, disturbed, u«achared, fine-grained, lighc gcay-olivc SANDSTONE, Clayey sftiffls alonR £raccures; random reddifih-brown. Sandy zones b*scomes lighc gray-olive, highly fractured CLAYSTONE wich frequenc hemacice concencracions; randomly oriented, frequent shear planes minor slip surface TRENCH TERMINATED AT Ij.O FEET *--n« - BfHSlT* K rrr » Figure , Log of Test trench 35 A-33 GEOODN •J4 '£1*714 358 271'GOTO DE GAZA LTD 0 2 0 im . 0 . 2 - 6- • 8- ' 10" , 12- - 14- • 16- • 18- ' 20' i££LOt M Of :& ffe ft : '•>*.'S // s fs / r^r • ^\ \ f TRE.NCH NO. 3^ TOPSOIL Sofc, damp, brovn, Silty Sandy CtAV/ "V SAND LANDSLIDE DEBRIS Highly discurbed, sheared* remolded, damp, mo c tied reddlah-brovn-dark brovn- black. Silcy ClAV. SAND "\ becomes aofc. maisc, mottled reddish- brown, light olive green SAKD/CLAV *\\ _ Soft, noist, highly disturbed, sheared olive CLAY random Sandy zones within a moist, lighc olive, sheared Clayey mass f — Slip Plane, attitude approximately / horizontal (6-8' below flood plain) / TRENCH TERMINATED AT 19.0 FEET >*-# *,',' *et Z'£7 Fi£ur« , Log or Test Trench A-32 GEOCON 4. • - -i - y D i i.i; j j '£}' < 1 4 « 5 >b i' 717 GOTO DE CA2A LTD I.i 19 * * *T m^ ••», m &* IH /BT . 0 • . 2 . • ^ 4 . 6 - • 8- " •10- '12 ' , 16 . - MAtfJf* t0# 9 iffaingt* Of UMfit '.'y\\ '.. '' -f/LT1 .i 'j< -> %•& •'.',':•'< ..">.•".'• •/••','-:, ' i * *'•'• ;.'; -: ::-:'j;:: • ~j '•'* ''y- 'j/-. - :' '•' j/*: ^•:.l> *_ *•**»»• />*»vw «-jc*/,*r/o# TRENCH NO. 33 STREAM TERPsACE DEPOSITS Medium dense, damp, reddish-brown, Sllty Clayey SAND vith numerous angular mecavolcanic rock fragments becomes dense, raoisc. reddish-brow. coarse, Clayey SAND / grades inco maafllve, stiff, damp co •J oolac, raocclcd gray-reddish-beevn, Sandy SILT/Silcy SAND •^ Sti£ft moist, raotCled dark gray, blackish CLAY ulch irregular dark brown. Sandy zones TRENCH TERMINATED AT 15.0 FEET «-*,« a»r OtNsrrr A*,' tfQtsru*r etnnTtr •A ", - . Log ot T«ac Tr«nch 33 A-31 GEOCX)N OOTO DE GAZA LTD 01S IM . 0 J . 2. . 4. , 6- - 8- w 4 1 « 1 t i « ££ or >'vV#: :•:!$ i. • ,L. . ' '. ' • ;" V: ; rr TKENCH KO. 32 TOPSOIL 1 Very looee, dry to damp, light grayish- \ btovn, Silty Clayey SAKD v \DEUIAB. FORMATION \ Weachered, fractured, damp, pale olive- I gray, calichefiad, Silcy SANDSTONE \ grades into vary dense, damp, pale ollv« gr*an, medium- to co«rse-graincd, highly cemented 3^*D5TONE \ TRWCH TEBhlNATSD AT 8.3 FEET „-„ 0*r Q€*i<rr *C4 "££ figure , Log of T«sc trench 32 A-30 GEOCON ;i u 1 i.i . O -COTO DE CAZA LTD «*** IM *&r , 0 . 2. . 4W . 6. . a- • 10- • 12 - j^**t/ *J*»£t> Laa M UXft'Qx Of *w*t/ .,f.'l.1,;' .:.V '• •'''•:-i: : -• ;:Jii-):'; '•*. *.' ' ;| flfefrffW **»**• Of^CC'-TW* TRENCH NO. 31 L TQPSQIL \ Loose, dry, light brown-Can, Silcy \ Clayey SAND TORKEY SANDSTONE \ Medium dense, weathered, callchefied, I light gray, Silcy, very fine SANDSTONE "I grades inco dense co very dense, damp, \ Interbeddfid lighc gray and light p . reddish-brown, fine SANDSTONE; bedding \ accitude N15°E/5(>W \ Sciff, damp, gray, ncdium cemented \ SILTS TONE 1'1 grades into lighc gray, damp, weakly 1 cemenced, medium-grained SANDSTONE 1 with occasional chin reddish-brown I SANDSTONE incerbeds, chiclcn«9$ of 1 incerbeds V-A" TKENCH TERMINATED AT 11.0 FEET w-tutt e*f atnitfr *.* ' WfU+f c&rtxr ft t'f * Figure , Log of TeaC Trench 31 A-29 GBOCON - --* i'b HJ.Ji: ^714 £58 271'COTO DE CAZA LTD 016 atrr* , 0 . , 2, . 6. . 8- •10- SK L9i J tfx Ml n 1 J/ m/; /; rr TRENCH NO. 30 TOPSOIL Safr, damp, dark gray-brown, Sllcy . CLAY \ OEUtAR FORMATION Highly weathered, fractured, damp, olive green CUYSTONE Vgrades into very stiff, damp, olive green f cwg»iv* CLAYSTQNE bedding attitude horizoncal or dipping 2Q covard vesc TRENCH TERMISATED AT 12.0 FEET «-!«, <!*>• BHftNT * *V - Figure . Log of T«*c Trench 30 A-23 GEOCON i'C, t. .-ii.-i LLL>1.1 1 5 m m * •*i : « M 40 ft IN n ' • 2 - • 6- • 8 1 •10- ,12. . 14- •16- •18' . 20. HUMttA iflff « LO&triQ* Of I/I 1/I 1 I/ •HI; ;! i:j'\ '''•••'-"••' r? N.,> s\ \>> THENCH NO. 29 TOPSOIL Soft co medium stiff, damp, dark gray, A Si Icy CUV DEUMAR FORMATION Dense, damp, pale olive green* fine. weakly cemented. Silty SANDSTONE wich occasional reddish SANDSTONE interbeds, bedding atcicude N35W/5°NE ""* very hard, highly cemented, coarse, \ \Very dense, damp, pale olive-green, veil co very well cemented, medium^ to coarse-grained SANDSTONE: bedding attitude approximately horizontal -- — very chin reddish-brown SANDSTONE interbed TRENCH TERMINATED AT 19 «0 FEET '*-* 0*r or* fi rr AfC ttMTtXt , Log of Test Trench 29 A'27 GEOCQN 2717 GOTO DE CAZA LTD ©014 IM . 0 , i 2, • . e- •10 - .12. U, . 16 * ' ££ 0' S X'- • • -'H8 s f r f* / • '.''.- '. •'• -''•" . rr mxCH NO. 25 Very loosa, dry, light reddish-brown, Silcy Clayey SAND "s. LANDSLIDE DEBRIS (SOIL CREEP) Soft, noise CO wee* pale olive green, highly disturbed, sheared, remolded, SaAdy CLAY vich numerous reddish-brown- can, irregularly-shaped Sandy zones \ \ gcadca inco highly fractured , Sandv SILTSTONE (Base of Slide) no distinctive slip plane DELMAft FORMATION •\ Sciff, fractured, damp, aassive. olive \ green. Clayey SILTSTONE \ \ V«ry dense, maigt, reddish-can, nediym- co coarac-grained, weakly cenenced SANDSTONE; dip* approximately 40-50 covard SE TRENCH TERMINATED AT 16. 0 FEET *.« (J*f T &fMXt TY *?.' ACt H?? Figure . Log of Tesc Trench 28 A-2& GEOCON - 1U:.'JU 858 2717 COTO DE GAZA LTD 010 o&rtt 0 j . 2 . » • . 6. . 8- V " i « • * ££LOS j Of \S ''J' • '*f :- > :M:v.« , ' .- I'l".; * Sr TRENCH NO. 27 TOPSOIt Very loose, damp co moisc, reddlsh- ^ dark brown, Silcy Sandy CLAY/SILTA DELMAR FORMATION Highly wcachercd, fraccured, calich*fied, damp, lighc olive green, fine Sandy ~\ Clayey SI ITS TONE wich reddish-brovn \ l/2"-l/i" chick. Sandy interbeds M . . . . - V damp, Cine-grainsd Silcy SANBSTONE \\lu^ becomes coaese *nd very well cemented TRENCH TERMINATED AT 7.5 FEET *^ OCtilifr Af.f *Cf vafrrt/iff Ctur&r % Iff Wf Ftgurc , Log oi Test Trench 27 A-25 GEOCQN 1* ^4•yo 1U:3D S56 271 GOTO DE CAZA LTD 012 Mr* '# *¥T • 0 • 2- • 4- • 6- • 8- . 10. - 12 H - 14- > < • 16- ***«.{ «uwM* Iff* * uXMTlQ* or IWLI ;'Y.-,J. :-::,;:K LJ' •< ••'-••• • f m ^ m f m 9 ^^*^^^M *<»»ff Of«,f/*r/pff TRENCH NO. 26 TOPSOIL \ Sofc, moist, dark brown, Silty S*ndy \ CUY TORREY SANDSTONE \ Highly weachered, fractured, calichefled, . damp, light gray-c»n, very fine Silcy ^ \ SANDSTONE 1 V«ty aciff, damp, llghc gray-purplish, 1 well cemented SILTS TONE wlch occasional 1 thin (l/2"-l/4" Chick) reddish-brown 1 SANDSTOlfE incerbeda; bedding attitude 1 N406W/6°NE \ 1— minor fault N8SW/v«rtical \ ^-—Bedding Plane Fault, highly sheared, remolded, moidt, dark gray-purple CLAY uich several gypsum seams (approximate- ly l/2"-l/i" chicle); shear aone A"-6" \ thick; acctcude N20W/4C-5°E TRENCH TERMINATED AT 14.5 FEET •***L*fff 8*T Ofiirr at f ¥*rrt/»r c&rt*r % «* - Figute , Log of Test Trench 26 GEOCON U 1 1 WM «ww IN trr . 0 . 2 . . A _ . 6- • 8 • *10- .12. . IU. -16 , &intit WJUfff LOf t tfoiriON Of SMtTLg !#Y\•4t•s '-/'•'. x •; •.'''.'.• -.* .'•/••' ;_'.;/'•'; s. • . .' , '.•:•.>'/ ' • /• ~ • -s.\'./.' :y ff.^tr^. *t*w*a ti+mlt effc*i*rtott TREN'CH NO. 25 TOPS Ot L Loose, damp, reddish-brown, Sandy CLAY A DEUHAR FOW-IATION (TORREY SANDSTONE) Traasicion zone! Highly vcachereij, Rcalichefied, damp, aoccled olive green CLAY5TONE and reddish-beown SANDSTONE I grades into dense, olive green 1 CLAYSTONE incerbcdded wich chin, 1 reddish-brown-can SANDSTONE^ thickness 1 of aandscone lAyer« l/4M-i" \ Very dense, hard, damp, well cctnencfid, lncftrb«dded oliv« green, Clay«y, coarse SANDSTONE and reddish-purple, light gray, medium-grained SANDSTONE, chick- ness of beds 2"-lQ"; Cannon ball con- creciona wichin chis assemblage developec atcimde N15E/4°E TRENCH TERMINATED AT 14.5 FEET ltt**LA$t a*r BtNfirr *f.' uetsrvff ee*roirr % *'t " Figure f Log of Tesc Trench 25 A-23 GEOCOM S58 2717 GOTO DE CAZA LTD i) l n Otfffi M ftff , 0 . • 2- . 4. . 6- • 8- •10- .12. . 14. i • .UtfAJ1 <*«M» itftf * iMtrtW of LtMPLI •W\: •'•i-Jj^ •^pi •'•'.* * ' •'•/' • " •!''.. '.• ^ \//\\\/ a . fr^^^^w^™ ifcp«rt*«* **«* «r«c«r'r/0w TRENCH SO. 2^ TOPSOIL Soft co medium stiff, damp, dark, brown* Silty Sandy CLAYs. .. . TORRE* SANDSTONE Dense* weathered, d&mp, reddish-can, medium-grained , weakly cemented- SANDSTONE DEWAK FORMATION Highly weathered, calichftf led , olive green-reddlah-tan incerbedded SILTSTQNE/ "\ SA.SDSTONE; bidding atcicude horizontal \ or dipping 1-2° toward west grade a Inco very stiff, damp, olive gteen, Silcy CLAYSTONE wich random icon afld manganeaa acain,ing A TRENCH TERMINATED AT 12.5 FEE7T '*•/(, ACf a*r Otusirr »».' vtMrt/*f coinxr % *<t « figure , Log or Tenc Trench A-2Z GEOCON j... ^ -* • y u JQ'/14 GOTO DE GAZA LTD If . fl • 2 - • " (| • p 4 . 6 • • 8- ' 10* . D . 1 1 - 2- ' 6 ' . 8. - 10- • 12' . K. IA HUMie* tea t Of :;•#; $ * t '•• r! . 1 t- i 'I VI. // ftfWV't *» ^H VH t TREXCH NO. 22 TOPSOIL Loose, damp, reddish-dark brown, Silty "\ Sandy CLAY DEIMAR FORMATION Weathered, caliche fied, damp, light •\ olive green, Silcy Sandy CLAY/SAND \ ' — srades into very dense, damp, olive green-gray, well cemented, mediua- grained, very fine massive SANDSTONE TRENCH TERMINATED AT 10. 0 FEET TRENCH NO, 23 TOPSOIL \ LANDSLIDE DEBRIS \ Safe to medium stiff, dry, pinklsh- *. purple Sandy ClAY Highly dtscurbfld, fractured, calichefied dry, whitiah-olive, fine SILTSTONE; randomly oriented shear planes; highly sheared, taoiflc. olive green. Clayey zones throughout the siided mass; several cohesionless, coarse, Sandy irregularly- shaped zones TRENCH TERMINATED AT 15,0 FEET *-nw Of ^S try K f'f rt Figure , Log of Test Trenches 22 and 23 A-21 GEOCON S58 2717 GOTO DE CAZA LTD ©OOS ~ 0 • A- ' 0 ^ • 8' , 10. . 12- :M: • 16- • *££LOf * Of HttHJ / '" - ' <t ' '. • V ' •X • :•: J/| ;^i. ' ' 'v / ™ TUEKCH NO, 21 TOPSOLL Sofc, danp. dark brown, Silcy CLAY "\. DELHAR FORMATION Highly weachared, fractured, calichefied. damp, dark olive-gray. Clayey Sandy SILTSTONE \ Very dense, damp, olive green, weakly cemenced. Clayey, very coarse SANDSTONE \_ •i grades inco Sandy C LA i STONE \ Very aclff, damp, olive green, taassive, Silcy CL-\YSTONE with shiny parting surfaces A TRENCH TERMINATED AT 15,0 FEET /#•** 0** Af.f 4CF IKtftfV** Figure , Lag of Tesc Trench 21 A-20 GEOCON U' i -1. -i '300 J / i Utlu DE (.A2.-V LTD 007 «~ txff 0 ' - 2 -1 . • s . . 6, . 8 . -10- •12 ' ;"! .16- .18 - • •20 - •KMtK* 20-1 £,,L if u»«r I'M-'!'. •;l.j^ >Hf': • ' • ' * -'f'l'i- '•'. • ' v iiffi-vI?l ^1 i •_ • '• - : $&? '• •']"•]'• ^1OK *«* J'**vW — ,. *I^^« TRENCH NO. 20 ALLUVIUM Loose, dry Co daosp, dark gray-brovn, Silcy Clayey SAND/Sandy CLAY Loose, dark brown, moist, Silcy Clayey SAND / Medium dense, w«c, reddish-brown, Silcy J Clayey fine SAND becomes sacuraced — — • haavy seepage, cavlag • TRENCH TERMINATED AT ifl.S FEET Wr Q£H$irY At.' MOISfUft e&rrvr % »r " Figure , Log or Test treach 20 A-19 GBOCON 1 -t <> -J O • I J.1't, L.-iiA LIU trr • 0 • 2 - . 6- 1 6 ,iu. . 12. • 14. •16- • • 18- • • ££LOS J Cf ".!.. V3 • •/*.•' . 1 '/ /*. ; • '. • ", j • . •* .* '• II J /i /?U' l/i V rr Z»3^^™ r^a.-1 TKETJCH NO. 19 TOPSOIL Loose, damp, dark gray, Silty Sandy CLAY/SAND \ ALLUVIUM Loo*«, moist to wet, reddish-brown, fine Silcy Clayoy SAND * — becomes wee Stiff, dark brown, moisc CLAY (Paleosol) \ grades into dense, moist co wee* \ reddish-dark brown, Clayey SAND \\ become* light brown-tan, moisc, Siity \ Clayey SAND/Sandy CLAY \\i LANDSLIDE DEBRIS h1. moist, moccled uhitish-can, pale olive Kl green. Silty Sandy CLAY/SILT ill1— r«m6ld*d olive green CLAY3TONE illm sheared plane llU- attitude approximately horizontal111 IDELMAA FORMATION IJ Highly weathered , caiichefled, raoisc, \\ pale olive grcan, Silty CUYSTONE ll\\ becomes medium sctff TRE.NCH TERMINATED AT :0.0 FEET .*-. Oftttirr *ct *£™ Figure , Log of Te«C Trench 19 A-18 it •) -J O -. I i.LAiA LiU 0 U 5 otrm IM ffff . 0 • . 2- 4 _ • - 6. . . 8 . . .10 - • •12 - Uuttlf MUMttt U" tf UDGifrott ff -**/ ,'••]# -V-1r \ -i'V> ^iir ':i-j^- :''f' .*• •^'J¥ • '•$'' 1*':'••/•'.I'.*' ';!l=J;'^'' ' ^-V'V' :':^ » « », ' • • • V;l$£ i -— .t ."Hi j Uf *W^1f •^ V^l^H • vj^//r/^ TRENCH SO. 18 ALLUVIUM Loose, moisc, blackiah-btfown. Sllty Clayey SAWD .^ becomes dafk reddish-brawn and vetfy loose fine SAND *.«. became 3 wee -— seepaga, caving — — h«avy seepage TRENCH TERMItXATED AT 16.0 FEET i.-, o»r efHtifr AT,' 4C/* «wrv*f C(p.r<Vr **/* Figure . Log of Tasc Trench 13 A-17 GEOCON i 1 Iff • 0 . 2 . . a- • 10- . 12. . 14. • • £E iO s \ / >'• \ -- / 0 c* AM * ^ ,' ? / Tt * ft f • 3* /• S.~ / > ^ •:. • y rr TRENCH HO. 17 TOfSOIL Soft, damp, grayish-brown, fine, Clayey SAND/Sandy CLAYr\ DELMAR FORMATION Stiff, moist, greenish-dark gray- blackish, fractured SILTSTONE ^ „. - - ., .becomes blackish-green-gray , very stiEf A CLAYSTOKE with shiny parting surfaces \grades into dark gray. Sandy Clayey SILTSTONE, frequent manganese and iron scalding grades inco dark gray-brown, well cemented, very fine Sllty SANDSTONE \ A become* very stiff, reddish-brown, \ calichcfied SILTSTONE \ grades into greeniah-brova, Clayey, \ calichefied SILTSTONE TRENCH TEBKINATED AT 16.0 FEET *-, afHStrr L*Cl ctnrtffT Figure , Log of Test Trench 17 A- GEOCON J- -* '> -J O _ i i ,LID ~ 0 . 2 » * . 6. . 8- •10- •12 • • * i Figui £E ** » Of '< '":."• • '.."'• : '. ' ••:: Los c A*iv¥W«4 * c r«s TRENCH NO, 16 TOPSOIL Sofc, damp, dark bcown Silcy CLAY \ TORREY SANDSTONE Highly weathared, damp, r^ddish-lighc gray ootcled, incerbedded fine SANDSTONE \v*- grades inco highly calichefied, lighc gray Silty SANDSTONE, bedding accicudc \ A U«ath€red, damp, raoccled lighc reddish- \ btovn-gray SANDSTONE very dense, damp, interbfidded, purplish- gray, very fide SANDSTONE/SILTSTQNE, zontal co dips 6° coward E-SE TRENCH TERMINATED AT 12.5 FEET c Trench 16 MM- OUT QfNSirv ca*r&r A-15 GECXX3N <:OTO DE CAZA LTD mjft" • I- . A. • 6- • 8' . 10. 15 . :": . "«' 15-1 15-1 ucarroH Of II '',"•• '•'• '".''*•'. \A' '. ' *'•'•' ' .- ' '•: •'*'. : rr TRENCH NO. 15 TOPSOIL Soft, damp, lighc brovn, Siley Sandy CLAY X TORREY SANDSTONE Highly v< a che red, damp, reddish-can mo c tied, £lae SAND "\ Very dense* damp, vhitian-lighe gray, oiaaalvc, weakly cecoenccd, fina-grained SANDSTONE > \ very deaae SANDSTONE \ . Very dense, damp, llghc gray* medium \ cemented, fine SANDSTONE TRENCH TERMINATED AT 12. S FEET ift^ft 0" r tt.' BULK 117.2 *ef c&trt/tf SAMPLE 9.7 Figure , Log of Tesc Tranch 15 A-U GEOCON «FT* •M flX" . 0 . 2 . 4 . 6 • 8 •10- '12' . u. • 16- tiuif M**f* 14-1 to* * tMtrte* Of SM/'i.( >/ X /. • •*/* X ((', .•J/• ^ ^1 14 /. •/r^ V ' '. !f • i / •ft 1 ' •t / V ,:-: :''•;;• *t*4**tf'u **«*ff*^ i^w^ff pcjc^'pnc'* TRENCH NO. 14 ifiPSOIL V«ry sofc, loose, damp, dark, bcovn, TORRE? SANDSTONE Highly weathered, aalichefitd, safe/ loose, djunp, uhlcl*h-ran, Stlty ClayeySAND/SILT grades into medium dense Co dense, damp, olive gray, weakly cemented. Clayey Sandy SILTSTOKE, frequenc reddish-brown iron scain . — becc-mas dense, damp, mottled olive green-gray-reddish, very fine SANDSTONE I — Bedding Plane Fault, highly sheared, •J floist. dark gray CtAV, thickness 2"-5", "\ accicude approximately horizontal \ U gray/ceddish-brown, fine SANDSTONE with U oqcaalonal black nanganesc acain IL^ v*ry hard, highly cemented concretion TRENCH REFUSAL AT 15.0 FEET >#-*(. A et Q*r ecHX/rr At.' BULK vaisri,*c eatr&r % frf * SAMPLE Figure , Log ot Test Trench A-13 GEOCON 85ft 271 GOTO DE CAZA LTD ft** 'M TIT . o . 2 . , 6. . 8 . •10- •12 ' .u. • 16 . • Lfi • •20 - • SSS 13-1 13-2 t Lf * / ; .• .'•'. I v 5< c< i Ml V ; •• ' • . r r +<. ' ;'. ,'- •_ ;' '.' :-. j /• / • : •; ;• rr •^ TRENCH NO. 13 TOPSOIL So£c, damp, dark brown, Sllcy CLAY \ TORREY SANDSTONE Very dense, damp, interbeddftd (mottled) ~\ reddleh-brown/lighc gray, mediun- co \ coarse-grained, veakly cemenced SAND- . \ STONE, bedding attitude N85E/4QN \ Very dense, reddish-brovn SANDSTONE \\ — becomes olive gray-reddiah^brown mottled SANDSTONE — —heavy manganese concentration ^^Very dense, damp, olive Rre«n-grayrmedium cemented SII.TSTONE vith occa- sional thin reddish, fin* SANDSTONE intetbeds C"~ Bedding Plan* Faulc, approximately 1/2" J highly sheared gummy gray CLAY* attitude \ N60E/2°NM Very denae/3Ci£f, damp, interbedded \ mottled fin«, olive gray SANDSTONE/ dark gray SILTSTONE TRENCH TERMINATED AT 19-0 FEET /«-<* 0** BUUC 111.6 >*ff uoiTru»e % "r w SAMPLE 17.7 figure , Log of T«sc Trench 13 A-12 GEOCON '£'714 SoW 271 COTO DE CAZA LTD 019 earn* "IT' . 0 . 2 - • » . 6. - 8 - •10- -12- .16 - . 18 - •20 • ,22 . • » 4 * - ££ 12-1 12-2 i0tf 4 U&XTION Of %• mi - 1'Y.V.' H? \\N TRENCH NO. 12 TOPSOIL Very sofc, damp to ooist, lighc reddish- brown, Silty Sandy CIAY ^v TORREY SANDSTONE Highly weathered, fractured, damp, reddish-brovn-gray, Sandy CLAY Very sciff, damp, purplish-gray, well bedded, shaley S1LTSTONE, bedding attitude approximately N-S/4W, thickness of beds approximately 1-2" f— manganese and iron staining along bedding planes jf Very dense, moist, reddish-brown. | weakly cemented, nedium-co coarae- 1 grained SANDSTONE J r — becomes interbeddad, very dense, / damp, reddish-brovn and gray SANDSTONE -J ._.-, grades into lighc gray, weakly \ gray SIITSTONE interbeds TRENCH TERMINATED AT 22.0 FEET *^«- Ottistrr Aff BULK 105.2 Gtrtftfrr SAKPU 22.0 Figure , Log oc TesC Trench 12 A-ll GEOCON GOTO DE GAZA LTD IM . 0 • . 2. . . 6. . 8- > * £££ 11-1 11-2 <£»£ ^i L/CI i \V> A\\, •r.i-f- ;1. l-| . jj.-!:! i t- r.i tZT *«"«•«* TRENCH NO. 11 TOPSOIL Soft, wet, dark grayish-brown, Silcy CUCf TORREY SANDSTONE Dena*. f<«cheredt damp, interbcdded reddish-yellow, nedlum to coarse SAND- \ STONE and llghc gray, fine-grained Silcy \ SANDSTONE i, ...... t, t \ incerbedded c«ddi3h-yello«/gray SAND- \ STONE, vary alov digging TRENCH TERMINATED AT 7.0 FEET '*•*< 6** "'' BULK US. 4 *C( «*„„,< % 1'r f SAX PL E 13.4 figure , Log of Test Trench 11 A-10 GEOCON "J 1 II , t. II i' ( J. -1 0 0 S Zi i'i UiTU DE CAZA LTD 017 <tt /cr . 0 . 2 . . 4 - 6- • 8- , . 0. • 2- . 6 . . 8 - . MJUUf* 9-1 9-2 10-1 ( 40 X f. • I fl i/j v. o< tu 0 4M M H >• V • '•. ; ,i .j :"• ; n f « x V :. -. ;, ^ ^ w I V > y f-- C- . ^;/ ff V' =f .. TRENCH NO. 9 Soft, moist, dark gray-brovn, Silcy CUY "\ TORKEY SANDSTONE Highly weathered, noise, mottled, tnterbflrtded Itghc ?cay-eeddlsh-brovn, fine, Sandy Clayey SILT, bedding attitudes N10°W/^°W s — becomes denser Very dense, damp, light gray, fine Silcy SANDSTONE \ TRENCH TERMINATED AT 10-0 FEET TRENCH NO, 10 ALtUVIUM Very soft, loose, u*c, dark gray-brovn, mottled, Sllty Clayey SAND with randomly oriented, black 1M*10" thick Clayey TORREY SANDSTONE Dense, ooisc, light gray, weakly cemented, very fine SANDSTONE \ TRENCH TERMINATED AT fl.O FEET ^ *t.' BULK 107.8 BULK L4Ct *%£ SAMPLE 15.5 SAMPLE Figure , Log of Teat Trenchea 9 and 10 A-9 GEOCCN U1 6 «rw in W o . 2 . . 4, . 6 - . a. r • ' 10 - .12 . • , U . .16 . • • • •20 ' • • 4+WL/ *jH*t* 1(3 LK, ** % % '•(' * •.; V«'.•" * rf iff* O/ *«, ^i*t: * , ' ."• < Mr / *"i* '.;'• ' ;. • •' ^^b^H^"WWW^* *!—** OffCXttriQ* TRENCH NO. 9 TOPSOIL Sofc, motsCt dirlc brown, Sllcy Sandy CLAY TORREY SANDSTONE Highly weathered, damp, calichefled, interbedded' gray, very fine StLTSTONE/ SANDSTONE aad reddish-bcown SANDSTONE grades into very stiff, damp, purple- gray SILTSTQNE Very dense, hard, damp, reddish-brown with black uaaganeae jcain* well cemenced, fdflailif erous SANDSTONE \Very tciff, damp, purplish-gray, finely bedded, well catnenCed SILTSTONE, bedding accltuda horizoncal \ A VI Vary hard, damp, dense, ueli camenced. I coarse-grained, olive gray SANDSTONE TRENCH TERMINATED AT 18,5 FEET '#-^t S*r OfHtirr AC.' *« v*/fv*f «¥T*r X if i « Figure , Log o£ Tesc Trench 8 A-8 OEOCON 12 .- 2 4 -' 9 6 1U : 19 S5S 2717 COTO DE CAZA LTD 015 **.. Km* iNfir* 0 . 2, . * . . 6. . 6- •10- •12 • .w. • jjt/nr«v-#/* 40* * {flCATIOH Of ZtMfLt yft-itfw/.'•t-^• • . • . •' .'•ir..i-- • '-^-'Iv *r~*.*.v. *H>ITV^ It+nS* QffSttlPttQH TRENCH MO. 7 TOPSOIL Snfc, moist to wee, reddish-brown, Silty SAftdy CLAY "\ TORAEY SANDSTONE Medium dense, highly weachercd, noise, light gray, incerbcddcd fine SANDSTONE ^ and reddish-brown, medium-grained to i coarse SANDSTONE ""becomes vsry dense, damp* light gray, 1 massive, medium cemented, fine Sllcy\ SANDSTONE \ ^u*-hard, reddish-brown-black, disconcin- v uoua concrecions with fossils Y— grades -into very dease, damp, inter- bedded lighc gray, fine SAHDSTONE \ and ccddiah, tseaium SANDSTONE, bedding attitudes hofiioncal TRENCH TERMINATED AT 12.5 FEET '*-*i o*r OfHSirv At.' ACX *&fTl*f cwrevr % 9', * Figure , Log of T«?c Trench 7 A-7 GECXX2N l u: i y ©714 853 2717 COTO DE CAZA LTD (114 oc*o» t*t ftrr 0 . 2. 4 . i • . 6. t . 8 . -10- •12 • ,14 . .16 . t ' .18 - • • I * t4M*JMjttafA 6-1 6-2 ~~~ l** *if&rtoM of tMHHJ ..'•yrr • *fej*•r^-..eX:'. • . . . • ' •"'.'..• p :/;,;/ r.r.j; T-';-: ;.!.'. ';- ^p^nr<*« .^••••1 ttvwf* *^%m.__ X «-fffjr^r/o,¥ TREKCH NO, 6 TOPSOIL SoCc, moisc, lighc brown, Sllcy Sandy ^ CLAY \ Highly we«ch«rfid. moiac. reddish-gray. \\ fino ahaley SANDSTONE \ w_rtddiflh-brown, medium -g rained SANDSTONE \ U_ later bedded, Shaley, raoisc, dens*, JLiShC gray-reddish-browQ, very fine SAHDSTOWE; several calichefied layers ^ approxioacaly 1/2-1" thick; bedding l actltude hortsortcal or dipping gently 1 (1-3°) coward che weac L_ becomes naasiva, very dense, damp, \ 5roy, fin*- to medium-grained SANDSTONE i becomes needed, geay-reddiah-brovu \ SANDSTONE L. Very dense, damp, incerbedded light gray, fin*, medium cemented SANDSTONE and r«ddi4h-brown, medium cdfflenced. \ o«diun-gtaintd SANDSTOKE. Very fine, 1 disconclnuoua, ahaley SlLTSTOKE layers I (approximately 1/10-1/20" chick) vithin \ the SANDSTONE tnaas TRENCH TERMINATE} AT 17.5 FECT fAf—4l 0*r Pfvserr r.' ' ioa.2 *ef *Qitru*t etxrzxr % *>, * 16,0 Figure , Log of T«nch 6 A-6 GEOCON - 12--24.-9I3 1U:U ©714 656 2717 GOTO DE CAZA LTD ©013 '*Iff . 0 • 2 H " * 1 . 6 . . fi . -10 - • '12 ' '14 ' . 16 . mitiitit 40*4 LOQfTiyti Q* ^1X : X /*. , -/•:-, f; ; • i :: •, y. : J M t 4 ->:• ;'. t; ;/ .; y- V ' / ****** *""** TRENCH NO. 5 TOPSOIL Sofc tu medium stiff, damp, reddish- brown, Silty Sandy CLAY \ TORKEY SAHDSTQNE Highly vaathered, damp, moccled light gray-reddish, very fine Sandy Clayey SILTSTONE/CLAYSTONE / — grades into massive Sandy CLAYSTONE i \ DELMAR FORMATION Very sciff. damp, olive-green-gray CLAYSTONE wich shiny parting surfaces TRENCH TERMINATED AT 16.0 FEET *.-c4« a»r '" uoiyruirr^r. Figure , Log of Teac Trench 5 A-5 GEOCON 12--2-1. 96 in S3* 271 GOTO DE CAZA LTD «r . 0 . . 2. • ' 4" - a- •10- . 12. . U . .16 . • zz.U?tf J ^/igjry^m Sf '?i'§t ."•'; • <: :'*Vj;:'. : ;T i • • . .'; •I'- !:." : » j: •;.; '-'•'J'' ". ' t . ,. • • ' • • —TRENCH NO. 4 TOPSOIL -\ Light brown, damp, SilCy Sandy CLAY TORftEY SANDSTONE ~V Medium dense, damp, fraccurftd, caliche* \ Eied, olive gray, very fine SANDSTONE \\ \ Eighly fraccurcd, weathered, caliche- \ fled, damp, llghc gray SILTSTONE 1\ \ Very dense , damp, light gray, oaesive, 1 v.ry fine Silcy SANDSTONEiL 1 Dense, damp, reddish-brown SANDSTONE. I highly foasilifcroua 1 ^Very 4ena«. damp, light gray, aedium Silcy SANDSTONE *— ""becomes mottled light gray, reddish- yellow SANDSTONE TRENCH TERMINATED AT 16 *0 FEET '—< At.f % ",~ Figure , Log oc Tesc Trench GEOCON i.UlU Dt (. AZA LTD Zr . 0 . 2 . 6 . e •10' •12 • .16. WM*C*WGtrtQN ' / ', '• • ' '. '. '' '. '•.*.••",'• — ,_. TRENCH NO. 3 TOP SOIL Loose, damp, reddish-brown, Sandy . CLAYATORREY SANDSTONE Highly weathered, calichefied, lighc \ gray SILTSTONE V w_beccnne5 very sciff, damp, gray SILTSTONE Very dense, hard, damp, reddish-brown, SANDSTONE, highly fossiliferous \\ Very dense, damp, lighc gray, medium i ceaented, fine SANDSTONE \\ "becomes very veil cftro«nced, finely bedded SANDSTONE A TRENCH TERMIHAT5D AT 13.0 F-EET ««. 0*r ffftsrrr A.*.' ccwrzwr % ft « Figure . Log of Test Trench 3 A-3 GEOCON I i-i 00* til Li CCITO DE GAZA LTD o i o IN 0 . 2. :*: . f\ , • R ~ •10' .12. •16- • 18- •20" U**Jt i If J. / :'• 5 A* a a at y1 •• ' " , r rte f Fl :.' '• < w / ^• ' . :rr TRENCH NO. 2 rOPSOIL SAND TORKEY SANDSTONE Highly uflachered, fflolsc, reddish-yellow, griy tnoccled, very fine Silcy SANDSTONE \ Oenae CaCiffK weachered, callchefied, Ughc gray S1LTSTONE "\ Very aciff, damp, gray, well bedded, accicud* approxlaately horizontal, veil cemeaccd SILTSTONE / Very dens*, moist, reddish-brown, hard, I ««11 cemenced SANDSTONE, highly I foasillferous I , — becomes very hard /J TRENCH REFUSAL. AT 19.5 FEET »-„ Ofxttfr At ' •*Cf *£'£ Figure Log of Test Trench 2 '2 GEOCON - GOTO DE CAZA LTD ^ 0 • , 5. - 8 . • 10- • 12 * SJHtLt LC<3 * 9* *i*"«lf $f Y .".;,':! :- '•'•/.•:••ji.-. • • JC' ^ ZT TRENCH NO. 1 TUP SOIL Loose, damp, lighc brown, Silcy Sandy CLAY/Clayey SAKD TERRACE DEPOSIT Dense, damp, ceddtsh-brown. weakly cemented, Clayey SANDSTONE TORREY SANDSTONE Very dense( damp, llghc gray-olive, weakly cemenced, incerbedded very fine SILTSTONE/SAW5STONE \ TRENCH TERMINATED AT 11.0 FEET w~*i **.' ~%™ Figure f Log ot Test Trench 1 A-l GE&CON 971009-005 Appendix B (continued) GT-1 through GT-47 Exploratory Trenches From: Geocon, 1982b, Report of Phase I Geotechnical Study, Bressi Ranch, Carlsbad, California, File no. D-2714-T02, dated June 4, 1982 till ;i j 1 ;» i i i I i i Q- 1- 2- 3- 4- 5- 6- 7- 35- 36- 37- 38- rfllCTION RESISTflNCE CONE RESISTflNCE SOIL TSF (KG/CM" ) TSF (KG/CM1 » ,o«COLUM f .8 . * a . Q . . . .5.0. . . iqo. . . 1^0. . . HO 2^0 aqo a^o. . . 4qo Q - 5- 10- 15- 20- 125- 6 ^\ ^ 2 Xc. ^*ZZ >" •" — r^^i. wo N 0 FRICTION RHTIO1^1 2. 1^1 i <^ -^^ ^-rrr. II T Zl.:.-a- — -— ' fe: =^ ~, J^.... "^ — - Q - s - 10 - 15 - 20 -115 "120 a r 2 - a 4 5 - 6 • 7 hi* -95 36 •37 -38 PROJECT*LA COSTA RANCH NW CONE PENETROMETER TFST PROJECT NUMBER * 89-230-1702 fl-f HnEarth technology DO woe ««•?•,«INSTRUMENT NUMBER i F1SCKE088 Si Corporation rhOBt : CPT-10 DfiTEi 10-06-1988 0- 1- 2- 9- 4- 5- a «-m 8 T> -*x 7- (-4z z 8-ro -H m *31 9-u> 10- u- 12- 13- u- 15- m20 T>— 4 I ^3S- -nn»m 3S- FRICTION RESISTRNCE TSF (KG/CM* ) 6 4 2 p ^0^ 6 - -f _ — - — • XT' \ f > 1 f \ ^ ^_J -Siti *-—rrL<d^i.•f*" — *- => > --± CONE RESISTRNCE TSF tKC/CM» )0 150 2QO 2^0 3tj . "• — — ? 0 350 41 scc 0 400 OIL tUHN 1 FRICTION RflTIfl (X) 3 . 1 . «. ^ "V. •=: ^-i_ **^c •=». -«=i. : |: . - —^ - •— — -~- —a. Z> ~=«= cr«=-^ =^rr i — =^=. *= -^ — . — -— • — r =^B— is- ~v* r~~»- fc ^5 - S -10 15 *og TJ -H . I •25* -nmrn -* ^5 •40 "45 a - 0 • i - 2 • 9 - 4 - s •aS-a -*-7*. z • 8^m-(rn- 93t/> -10 -I I -12 -13 •14 -15 PRGJECT: LA COSTA RANCH NW CQNE PENETR (JMETER TEST PROJECT NUMBER: 89-230-1702 & fa forth Zoology PRHRP . rPT Q INSTRUMENT NUMBER : F15CKE088 SS Corporation rMUdt : CPT-9 OflTE: 10-06-1998 Appendix B (continued) CPT-9andCPT-10 0 Cone Penetrometer Tests 971009-005 From: Geocon, 1988, Preliminary Soil and Geologic Investigation For La Costa - Northwest Area, Carlsbad, California, Project No. D-4230-H01, dated November 11, 1988 File No. D-4230-HG1 November 11. 1988 1*5a "• " " - J4 ~ -36 - - -38 - - . _4Z - - - - - - . oz Q.3 vt B16-3 B16-4 B16-5 B16-6 V8•-Jg= -* J/rt i j!/ A \ \\ ' ' yi jXI/I 1/1 L^ fe- • i. ! c» ; i * £*i 2 o ^ u>•Jl — is5^w ML .JL ^—^ SM -^^•^^ BORI^IG 16 (Continued) FI cvATinN HATF nnn i en 10/13/88 PnillPMFNT MATERIAL DESCRIPTION \ — scoured contact, generally horizontal\r hard, slight moist to moist, light blue-grey 1 Sandy SILSTONE 1ll very stiff, moist, reddish— brown , Silty CLAYS TONE 1 — many non-continuous remolded planes with [ gypsum, general orientation N5W7S 1 — continuous medium stiff, very moist, grey i 1 j j fvt * TT vt *1 rt r T C £*\ reraoiaea ULiAi rouvob 1 — becomes. organic rich, gypsum and sulfur-rich very dense, very moist, grey Silty fine to 1 medium SANDSTONE, slight seepage II very strong cemented BORING TERMINATED AT 40 FEET (REFUSAL) z 9utTiig uJg;O SJ=" . 9 ^ » ^ 15 ••» •• ^ riV ^ •^ •• IB * * fe 2lb °tt. O BULK 117.8 BULK !U*25 r 5z Z8 *' 4" AMPL^ ; |v . r i. I1. 15. lj* '"• AMPLB ' • *' ..^ r \ f j' * 1 'I' Figure A-26, Log of Test Boring 16 A ow»»n«, oSAMPLE SYMBOLS _ SAMPLING UNSUCCESSFUL -. otSTuneeo on a*o SAMPLE .B — STANDARD PENETRATION TEST__ U — CHUNK SAMPLE • — DRIVE SAMPtE (UNDISTURBED) i- — WATER TABLE OB SEEPAGE NOTE THE LOG OFSUBSUSFACE CONDITIONS SHOWN M£BEONAPPLieSONLY*TTH6SPECIFICaORINOOnTRENCH LOCATION AND ATTHE DATE INDICATED. ITISNOTWARP.ANTED TO BE REPRESENTATIVE OF SUBSURFACECONOIT1ON5 ATOTHEflLOCATIONS AND TIMES ile Mo. D-4230-H01 ovember 11, 1988 - ^£b "• 2 - - 4 - 6 - - 8 - - 10 - ^- 12 - - 14 - 16- 18- , 20- " - 22- • 24- "26- ~ r 28-L . z £ 3 ul i o = 'f :-:••!-".- ~.jt ':'. :j;;lX '?&•}:? '.I-'*I-V*; ::'vr-V"- •'i::"':.'V-• •* * . .* Vl;' I";1;; •£l>;k-;'pY: t,,/- , fc-'i'-!''-B16-1 1 v' ;-!v."-;,v,' • x •" /' / f' '• ....','.' ^ ^; •'• ^' / xf B16-2 b^ - £•••*•:k-:i:-i:- "'-".'• .'• ;'. •;- v ;- ." "-.-•' :V.-l;f: •'•'I'- .'- . ' • • -" • " :."-"''-."• .>;.-;-: •".-. ..i . •• /. •,:[,'•:•• a Ia so n — ^«* at CL~~ "^^ 'SH ^ ^ ML .> --i£L^ ""^> ^^^^ SM ^\.^> ^* ^— ^ ^•-^ ^_> BORIMG 16 PI PV ATI ON 30° HATP HRILLED LO/13/88 FDUIPMPMT E-100, 30" Rotary Bucket MATERIAL DESCRIPTION 1 TOPS OIL hard, humid, brown, Sandy CLAY, highly I fractured \ — becomes very stiff and slightly moist IJ)ELMAR FORMATION II Very dense, humid, light gray-blue, very Silty 1, fine SANDSTONE; iron-stained, carbonate, i weathering at top 1' — shells 1 — bedding N20W10S \ N — strongly iron-stained hard, slightly moist, light grey-blue, Clayey SILSTONE, iron-stained, fissile, -\ hematite filled joint N4SE82E \\ \ — layer of stiff, moist, orange Sandy SILTT, friable, fossiliterous; N20W10S bottom contact / — iron-stained, Sandy with fossils ./ -i stiff, moist, orange-brown, Clayey SILT, fossiliterous , \\ -^ — cemented lenses -.1\ — iron-stained, fossiliterous, rip-up clast 1 of grey-blue SILSTONE 1 r~ scour contact \t very dense, humid, light tan, very Silty fine SANDSTONE, iron-stained in places \" — iron-stained1 ' — thinly bedded, dipping approximately 10"S iron-stained, lenses of friable, organic rich SILT with gypsum stringers 9of-I|| tL^ - » m m IV -PUSH 1 •^ ••• i^ ^ 10 V * •^ •» Mk £vt > 93.4 118.0 w/ 1*i| 29.5 14.0 Figure A-25, Log of Test Boring 16 (Boring 16 continued next page) SAMPLE SYMBOLS __ SAMPLING UNSUCCESSFUL — DISTURBED OR BAG SAMPLE B— .STANDARD P6NETHAT1ON TEST lU — CHUNK SAMPLE DRIVE SAMPLE (UNOISTURB£Ot X- «. WATER TABLE OR SEEPAGE ATTMEOATEINOICATeOJT IS NOTWARRAN TED TO SEHEPReSeNTATIVE OF SUBSURFACE CONDITIONS ATOTHERCOCATrONSANOTIMeS. File No. D-4230-rlOl November 11, 1988 No . 32 - -34 - - 36 - -38 - -40 - -42 - -44 - -46 - -48 - • 54 • - 56 • • 58 - - 60 - o ul£ 3 515-6 U5-7 B15-8 IB15-9 So = A ' ' J ^i 1 ' ! 'A 1 1i i/r X" ' £X'[1 I ly -//.-.: i jX I i i/ tj /ll 11 !/i ^i >'l-':i--i;' :-i-'.-|v>:':'-v-_•! .-r-.-L'.-.Si v'v;.VP-:- "KIMv."AKK. -•T>:t-- •-K'l-'-l-:. n.JNOWA f£i x T T •ftSI —<tti3S a CL- ML CL sw CL- SM ___7^^ ELEVATION HATT DRILLFD 10/12/88 eniiiPMewr 30" RoCary Bucket MATERIAL DESCRIPTION Hard, moist, olive-brown mottled Silty, Sandy CLAYSTONE \N — Remolded CLAY seam 1/8-1/4" thick; T°5>tJj fh-rniighgOlng »ypf=iTTTl \ Hard, moist, medium-olive, silty CLAYSTONE; abundant gypsum seams; "random fracturingt\\ \ — Remoded CLAY seam 1/8-3/4" thick; N10W, 5°SW, throughgoing, with large crystals of gypsum within gouge Dense, moist, light orange-tan, medium SANDSTONE „ , ,.. Gonfart nearly tioriTionral : sharp \ i depositional \/ Hard, moist, dark olive-brown mottled with yellow, Silty CLAYSTONE; gypsum seams, random fracturing; fossiliferous and carbonaceous ~\ 1 Becomes very dark olive/black and carbonaceous , seepages of slight to moderate I flow \ I Remolded CLAY seams 1/4-1/2"; N20W,5°SW \ f at contact t\ \ Very dense, dark gray, cemented, fine Silty SANDSTONE; fossiliferous \ — Cemented zone; CaCO.+ BORING TERMINATED AT 59 FEET (REFUSAL) I5cssjs«° £S» - - - _ 5 V » •* ^ •> 4 £ V)Zu. = «. (C 106.6 BULK £ 92.0 BULK < IKK vu/__<c-^= zStsr«p •w h_r pin i . •V 20. » AMPL,; m •M •r •H •» Ww 29.1* AMPL^, ! m far i far iw Mb •• Figure A-24, Log of Test Boring 15 SAMPLE SYMBOLS LJ _ SAMPLING UNSUCCESSFUL H — OISTUR6ED OR ftAO SAMPLE — STANOAHO PENETRAnON TEST B — CHUNK SAMPvE • _ OHIVE SAMPLE (UNDISTURBED) ?. .^ WATER TABLE OR SEEPAGE Mo- D-4230-HOI lovember 11, 1983 I _ o "• 2" k-4- - 1- 6^ 8-. 10- 12- h - 14- \ -16- " " L 18- L on- 20- - - 22- ' r 24-_ 26-fcU 28- ' 30- oz 52 3o - ''•/?•'•'•:'• '• ' •' -\'S• '. *.'/?'• '.' JF •' • • / f 4B15-1B F / ' / /' \ / B15-2 •• B15-3 "vLl B15-4 LJ /A i/ \ II /r V' . /\ // ' , l/\ f y< ^Xy ,* \/i/fx*1"^ « »\> I I/\s •B15-5 • i/ IX X ' 1 1 */ c 1Q 93 3sG" in CL CL-ML ML CL ^^ ^> SM- sc "D r^l "D T 'NT C* ] "~\QUIX^^VJ j / FLFVATinw 305 HATF HRILI pn tO/l^./^S FQUIPMFNT 30" Sotary Bucket MATERIAL DESCRIPTION ropsoiL Hard, slightly moist, brown. Sandy CLAY with SILT fractures \ DELMAR FORMATION Hard, moist, light olive, Silty CLAYSTONE to very Clayey SILTSTONE Bedding nearly horizontal Bedding N60W, 5SW Hard, moist, light orauge/olive-iaottled, Clayey SILTSTONE; some very fine SAND 1 — Bedding nearly horizontal . Hard, moist, olive-mottled, Silty CLAYSTONE; yellow-white gypsum stringers; slight to moderate fracturing i — Few steep hematite— filled fractures; ' N40E, 85SE (joints) 1 — Cemented zone (calcium carbonate cement / about 12" fossil shells) i ^ Remolded CLAY seam 1/8-1/4" thick; N60E 2°S Dense, moist, light olive-tan Silty fine to medium SANDSTONE; some CLAY °«rHiisfa.0" . - ^3/12" . • ,^ - •• - 3/12" ^ —• •• - " „ 2/0" - 3 - tMZu.S£ g L07.9 LOS. 4 BULK (No s L13.2 •u*d-.§i 18.3 19.5 AMPLE imple) 13.8 Figure A-23, Log of Test Boring 15 (Boring 15 Continued next page) SAMPLE SYMBOLS U — SAMPLING UNSUCCESSFUL C -.STANDARD PCN6TRAT1ON TEST | _ DRIVE SAMPLE (UNOISTURBEOt _ OtSTURBED OR SAO SAMPLE _ CHUNK SAM PL*S- _ WATER TABLE OR S66PAGE ATTH6 DATE INDICATED (TIS NOTWARflANTEO TQ9£ flEPHESENTATtVEOFSUBSURFACECONOITIONSATOTHeflLOCATlONS AND TIMES File No. D-4230-tiOl November 1L, 1988 o "* 0 • 2 _ _ _ 4 6 8 . • . 1° - . 12 . _ 14 . . 16 . . 18 . 20 - - - - z 23k ig - [/•'• l "' ' - "- > - -;A . B4-1 tV— I-*- ' -/• \ » "sK: B4-2 \;j KL^--B4-3 W."'.y~'"/- B4-4 .• - . •* •- .".'• >^- ^•S^ •;->v^ Ul 1 § V m i« CL .. su CL BORING 4 PI PVAT10N 120 HATE DRILLED 10/^/RR pnniPMPWT E-100 30" Rotary Bucket MATERIAL DESCRIPTION ALLUVIUM Stiff, moist, dark grayish-brown , Sandy CLAY becomes very nioist strong seepage (in sand) water table (caving) A \ Loose » saturated, light brown » coarse \ SA2TD \ Soft, wet, dark brown, Sandy CLAY BORING TES1LLNATED AT 20.0 FEET (REFUSAL) z9ur||| ggS - 1 *» PUSH 12": • ^ "FUSE - 12" i* v - - W)Zk. 111.1 103. C ULK S 105.3 Ul*ttw *=za£ii - . • .* 15." >, lr 20.:, \MPLE f f 21. - " - 1 r r r * Figure A-4, Log of Test Boring 4 « .tin. e c vkja/^i cSAMPLE SYMBOLS SAMPLING UNSUCCESSFUL OISTURBEO OR ftAG SAMPLE B - STANOABO CENETRAT1QN TEST H — CHUNK SAMPL€ • — Omv£ SAMPLE (UNOISTUR8E01 ¥• — WATER TA8CE Off SEEPAGE NOTE. THE LOG OFSueSUBF*C£ CONDITIONS SHOWN M6BEON APPLIES ONLY ATTHE SPECIFIC BORING OBTRENCM LOCATION AND ATTHE DATE INDICATED ITISNOTWARPANTEO TO BE REPRESENTATIVE OF SUBSURFACECONOITIOKSATOTH£RLC<>TiONS AND TIMES. 971009-005 Appendix B (continued) GB-4,GB-15,andGB-16 Large-Diameter Borings From: Geocon, 1988, Preliminary Soil and Geologic Investigation For La Costa - Northwest Area, Carlsbad, California, Project No. D-4230-H01, dated November 11, 1988 PROJECT NO. 04787-J2-01 1 1 I i 1 1 i 1 1 i I i1 i DEPTH IN FEET - 60 - - - 62 - - 64 - SAMPLE NO. SBM9 -12 LITHOLOQYZ \ \\ \GROUNDUATER 1SOIL CLASS CUSCS) GC BORING SBM 9 ELEV. (MSL) 130 DATE COMPLETED 4/27/92 EQUIPMENT MAYHEW 1000 ROTARY MATERIAL DESCRIPTION Dark blue, Clayey SAND and cobbles BORING TERMINATED AT 65 FEET PRACTICAL REFUSAL -PENETRATIONRESISTANCE(BLOUS/FT. )u/2.y DRY DENSITY(P.C.F. )r MOISTURECONTENT (IOi I Figure A-14 Log of Boring SBM 9, page 3 of 3 CROR SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C... STANDARD PENETRATION TEST S3 ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE [NOTE: THE LOG Of SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIKES. I PROJECT NO. 04787-12-01 1 i tf • i M i • i V DEPTH IN 30 ' h» — - 32 - - 34 - p 36 - - 38 - . 42 - - 44 - - 46 - - 48 - - 52 - - 54 - - 56 -. - 58 - SAMPLE NO. BMy-t BM9-7 >BM9-8 >BM9-S SBM9 -10 SBM9 -11 o H_J X//^'////m w/%m In m - . '• : s ' . \ \: . H . • [* ' - ^ • • . %% i i & 1 % 9, I %, %% % k $%#%1 '% fy\ \ cUJj- **L naw SOIL CLASS CL-SC CL CL-SC CL SP-SC BORING SBM 9 ELEV. (MSL) 130 DATE COMPLETED 4/27/92 EQUIPMENT MAYHEW 1000 ROTARY MATERIAL DESCRIPTION Becomes stiff, saturated, dark brown mottled, slightly sandv CLAY -Becomes light gray and yellowish brown at 35 feet Becomes soft, light green and medium brown, Sandv CLAY with thin layers of fine to medium slightly clayey SA.ND Becomes dark bluish gray and black, Clayey SAND to Sandy CLAY Becomes stiff, grayish blue mottled, Sandy CLAY B~ecomes loose, saturated, grayish blue, fine to medium Clayey SAND to slightly clayey SAND v -"'. ' , J-Becomes gravelly from 59 feet l^ _ •—_ ig" tt ^ (rt 111 SJ uj0. Q- ^ 15 11 9 15 - - - 22 - - 9 _ - i- „.M rt r"-go >°-a^a 94.8 i04.y 98.6 iu8 ^i- 2 fi o 2 o 30.1 22.3 26.6 Figure A-13 Log of Boring SBM 9, page 2 of 3 CROR SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C... STANDARD PEHETRAT10N TEST •... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE Y ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN KEREON APPLIES ONLY AT THE SPECIFIC BORING Oft TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN - 2 - - 4 - i - 6 - - - 8 - - 12 - - 14 - - 16 - - 18 - - 20 - - 22 - - 24 - - 26 '- — - 28 - SAMPLE NO. 1BM9-1I P BM9-2 JBM9-3] 1BM9-4 1BM9-3 I > c i W''///. i www.iii -':t : #. % ii'%%, %i% '///W$%yy%w& I i ^f y. W trUJ <r ncra ¥ SOIL CLASS (USCS) CL PT SC-CL SP SC SC-CL BORING SBM 9 ELEV. (MSL) 130 DATE COMPLETED 4/27/92 EQUIPMENT MAYHEW 1000 ROTARY MATERIAL DESCRIPTION TOPSOIL Soft, damn to moist, dark brown. Sandv CLAY ALLUVIUM Soft, wet to saturated, dark brown mottled, Sandy CLAY -Water table after stabilizing at 7 feet Becomes fine, saturated, medium grayish brown. Sandv CLAY to Clavev SAND -Medium dense, saturated, light brown, slightly clayey sand lense from 11 to 1 1 .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, tight brown, Sandy CLAY and Clayey SAND gy- Pi Z W _JiS K o 5 15 - - 5 " 13 - - 5 - — - i- _ Q^ >• ^cw Q 106.8 102.7 101.7 - a~ H^O £ O 19.9 26.4 26.2 I Figure A-12 Log of Boring SBM 9, page 1 of 3 CROR SAMPLE SYMBOLS Q... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE JL ... UATER TABLE Oft 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 HOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. DEPTH IN JU . - 32 - - 34 - - - 36 - - 38 - - 42 - - 44 - - - 46 - • - 48 -1 - - 50 - - 52 - M NO. BM8-M | 1 BM8-7If BM8-8I 1 BM8-S1 1 oo H i^£%9, Vww yffii/ pi mwk •• **- *T — ~* Z" E-l = 23 :::l I J$ — . *• "* "-•*" •* Z-'*" •^H aUJK T Z n a SOIL CLASS SC-CL SP GP SC BORING SBM 8 ELEV. (MSL) 142 DATE COMPLETED 4/24/92 EQUIPMENT MAYHEW 1000 ROTARY MATERIAL DESCRIPTION -Layer of sand with pieces of decomposed wood from 31 to 31.5 feet Becomes dark blue to black CLAY to slishtlv 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, I fine Clayey SAND I BORING TERMINATED AT 54 FEET 2^£ * xV (/) a a ~ 7 8 27 ~ 24 - - - - - - M " ^o" > Qp Q 95.8 126.3 D h T M£ ? z u 30.6 13.4 Figure A-ll Log of Boring SBM 8, page 2 of 2 CROR SAMPLE SYMBOLS Q... SAMPLING UNSUCCESSFUL C... STANDARD PENETRATION TEST H... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE JL ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. DEPTH IN - 0 - . - 2 - - d - ™ - 6 - - 8 - - 12 - - 14 - - 16 - • - 18 - ~ - 22 - 24 - 26 - 28 SAMPLE NO. 1 BM8-1| BM8-2I 1 BM8-3I JBM8-: JJBM80 1 j_ o i M -" '<%% SHIP '$$/ &,Hi yy •;;| %. WwI yfivw Wfa 9/m''%%%w&//•pfi^P^i crtu <i z n (£o SOIL CLASS L.L SC SC-CL CL-SP CL BORING SBM 8 ELEV. (MSL) 142 DATE COMPLETED 4/24/92 EQUIPMENT MAYHEW 1000 ROTARY MATERIAL DESCRIPTION TUFSOIL Firm, dry 'o damp, very dark brown to black Sandv CLAY -Water table after stabilizing at 1 foot ALLUVIUM Very loose, saturated, grayish brown mottled, fine Clayey SAND Becomes medium soft, grayish brown, Sandy CLAY to Clavev SAND -Gravel at 13 feet Becomes soft, saturated, bluish gray, slightly sandv 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 sandv CLAY to Clayey SAND gm- M y \— iv ^~ m (u [y ta Q. tt ~ 1 6 8 ~ - - 11 ~ — - A - - £ h l * o" > Q- CED 91.8 99.8 79.3 Q a " p™1 •— H^o z u 33.7 26.1 44.4 Figure A-10 Log of Boring SBM 8, page 1 of 2 CROR SAMPLE SYMBOLS Q... SAMPLING UNSUCCESSFUL E... STANDARD PENETRATION TEST O ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I I I PROJECT NO. 04787-12-01 DEPTH IN - fl - 2 - - - A - - 6 - - - 8 - - 10 - SAMPLE NO. >BM7-1 SBM7-2 >_fHOLOG: -1 Si^ i \ UJ <r3Oz au SOIL CLASS sc SM BORING SBM 7 ELEV. (MSL) 170 DATE COMPLETED 4/24/92 EQUIPMENT MAYHEW 1000 ROTARY MATERIAL DESCRIPTION TERRACE DEPOSITS Dense to verv dense, damp, light brown, fine to coarse. Gravelly SAND with some clav Very dense, moist, medium brown, fine to medium. Siltv SAND with small chunks of green claystone BORING TERMINATED AT 11 FEET °!T £" 3 0. tt « - - - 52 - 47 >: |o v_ Q.oco 115.0 117. 1 - a " ^z O o 6.4 12.2 I I I I i I 1 I i i i i I i Figure A-9 Log of Boring SBM 7, page 1 of 1 CROR SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST I... DRIVE SAMPLE (UNDISTURBED) .. DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE ... UATER TA8LE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. DEPTH IN - n - 4 - - 6 - - 8 - - 12 - - 14 - - 16 - " - 20 - - 22 - - 24 - SAMPLE NO. BM6-1I BM6-21 | BM6-3] 1BM6-4 oo i M -I 1 '/,\ 1ij? •*\ • '' \':'*< \ -<•'- :• ?m tru <L Z Oao s ^ / f ; ^ ; / ' / ' ' / ^*>•/ ?// / / // / / //, /, SOIL CLASS sc sc SP-SC SM SM BORING SBM 6 ELEV. (MSL) 175 DATE COMPLETED 4/24/92 EQUIPMENT MAYHEW 1000 ROTARY MATERIAL DESCRIPTION TOPSOIL Loose to medium dense, damp, dark grayish ~\ brown, fine to medium. Clavey SAND r \ / ALLUVIUM Loose to medium dense, moist, medium grayish brown, fine to medium slightly clayey to Clayey SAND Loose to medium dense, moist to wet, light grayish brown, mottled, fine to medium SAND to slightly clayey SAND Becomes medium dense, moist, very light greenish brown, mottled, fine to medium Silty SAND DELMAR FORMATION Dense, moist, very light green to white. fine to medium slightly siltySANDSTONE BORING TERMINATED AT 25 FEET 5 u n o * « ^ \fy * (rt zfl-J 13 13 19 " 66 - - H MI * Q" >- ^"a v o 111.8 1 1 1 y 115.4 115.4 m ^ Kh 2jij O 7 U 11.9 16.6 13.1 13.1 Figure A-8 Log of Boring SBM 6, page 1 of 1 CROR SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST I... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE IHDICATEO. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. DEPTH IN ^ - 4 - - 6 - - 8 - - ifl - - 12 - - 14 - - 16 - - 20 n - 22 - - 24 - SAMPLE NO. BM6-1 BM6-2 5BM6-3 5BM6-4 C3 X H -1 , -' " , . ' - ' • . ' .'• . J - ' f ' - . f ' ,' . - | ' ' : -: . -, • . -'_• • . : -; . '.: - 1 '//, # I % auj 2 oaa SOIL CLASS SC sc SP-SC SM SM BORING SBM 6 ELEV. (MSL) 175 DATE COMPLETED 4/24/92 EQUIPMENT MAYHEW 1000 ROTARY MATERIAL DESCRIPTION TOPSOIL Loose to medium dense, damp, dark grayish "\ brown, fine to medium. Clavey SAND r \ / ALLUVIUM Loose to medium dense, moist, medium grayish brown, fine to medium slightly clayey to Clayey SAND Loose to medium dense, moist to wet, light grayish brown, mottled, fine to medium SAND to slightly clayey SAND Becomes medium dense, moist, very light greenish brown, mottled, fine to medium Silty SAND DELMAR FORMATION Dense, moist, very light green to white, fine to medium slightly silty SANDSTONE BORING TERMINATED AT 25 FEET r-\ llJ *"* <I ^ \fV ^"" tf\ £<rS 13 13 19 - - " 66 - - M n j. U. Ill *o" V ^a ~a 111.8 1 1 i.y 115.4 115.4 in 8trD .h~ • SKo z o 11.9 16.6 13.1 13.1 Figure A-8 Log of Boring SBM 6, page 1 of 1 CROR SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE I ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED 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, California, Project No. 04787-12-01, dated January 15, 1993 DEPTH IN FEET - n - - 2 - . 4 , - 8 - - 10 - - 12 - " 10 - 20 - - 22 - - 24 - >c SAMPLE £ NO. j i- f M28-1||Pm M28 at-" M28-3T . : JM28-4I; I :| - - • 3M28-3E1 3M28-aii QROUNDUATER1I SOIL CLASS (USCS) CL -ML-: SM CL-CH BORING BM 28 ELEV. (MSL) 290 DATE COMPLETED 12/4/91 EQUIPMENT E-100 BUCKET RIG MATERIAL DESCRIPTION TOPSOEL Medium stiff to stiff, damp to moist, orange-brown Sandy CLAY DELMAR FORMATION Hard, damp, light to dark green, fine C 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 siltv fine SANDSTONE at 9.6 feet -Gradational contact at 14 feet* /\ Very dense, damp, light yellow 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 PENETRATIONRESISTANCE(BLOWS/FT. )2 4 9 - " 6 - " 5 ~ 7 DRY DENSITY(P.C.F. )113.4 116.2 MOISTURECONTENT <X)15.6 15.3 MI Log of Boring BM 28, page 1 of 1 CROR SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C... STANDARD PENETRATION TEST £3 ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. DEPTH IH - 0 - - 2 - - 4 - - 8 - - 10 - - 12 - - 20 - - 22 - - 24 >cc SAMPLE c MO. £ t- IM28-l||| M28-ar" M28-3T. . 3M28-4I; I I 13M28-IE JNDUATEROtra 1 I, 1 SOIL CUSS CL -ML-: SM CL-CH BORING BM 28 ELEV. (MSL) 290 DATE COMPLETED 12/4/91 EQUIPMENT E-100 BUCKET RIG MATERIAL DESCRIPTION TOPSOtL Medium stiff to stiff, damp to moist, orange-brown Sandy CLAY DELMAR FORMATION Hard, damp, light to dark green, fine r Sandv SILTSTONE/CLAYSTONE to Siltv/ Clavev fine SANDSTONE -Loose and highly weathered to 5 feet, excavates blocky, orange oxide staining, abundant caliche veinlets -Subhorizontal 4 to 6 inch lense of siltv fine SANDSTONE at 9.6 feet -Gradational contact at 14 feet V Very dense, damp, light yelfow to light green, Silty fine SANDSTONE: grades into fine to very coarse sandstone below 16 feet Hard, damp, green CLAYSTONE: very massive and blocky, black and orange oxide staining along fractures, abundant shining parting surfaces -Very thin highly irregular, subhorizontal, orange-brown clay seam at 18 feet, no apparent remolding BORING TERMINATED AT 26 FEET =TRATIONISTANCE3US/FT. )Z « J*• \\\ -*uj ^ mo. a- ^ 2 4 9 " 6 - " 5 " 7 DENSITY.C.F. )>£trQ 113.4 1162 ISTUREENT (X>°£Eo 0 15.6 15 3 tt Log of Boring BM 28. page 1 of 1 CROR SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREOW APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. DEPTH IN FEET - n - 2 - - 4 - " 6 - 10 - - 12 - - - - 16 - - 18 - - 20 - - 2.2. - 24 - 20 SAMPLE NO. ^o orHM_J M27'j^K I L . . . . ~ P^ [^M?7-^»— "•• = \\==si.'.V1.11 " '.\ [. ,. '. .U.M- ...i >.. . .^--I n i i1 n i •i &. . . .-jI &i i • i .M • '. i .• • ;M^7 — •<r?- •..'.- It-. ' • • i 3M27"1 3M27 4 ' *^-..-... ^-r-im:: ! i ' —• - 1 i i i r==r ^* • i -• 1 • • 1 •• 1 * *T"^*l I-- -• ' *• • ' 1 • .* • • II II > *• . t ••••- 1 ' H•^••••1 • • * • ' 1*• > 1 1. — • Hi 1 •! *••- '• Ilt=r= 3M27-- M i • i•i • • • m • !•••• ii i ' • — •' .»!.' —ii ' i 'i" ' aUJ ii OUNDa:a V7 SOIL CLASS (USCS) CL CL SM CL BORING BM 27 ELEV. (MSL) 215 DATE COMPLETED 12/4/91 EQUIPMENT E-100 BUCKET RIG MATERIAL DESCRIPTION TOPSOIL Medium stiff to stiff, moist, brown, Sandy CLAY: minor rootlets, voids DELMAR FORMATION Hard, damp, light to medium green, fine Sandy CLAYSTQNE; 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 ereen. Siltv 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 BORING TERMINATED AT 26 FEET 5u~ M 5 K Sri* £«35s° £aS 2 5 10 ~ 10 — - " 10 - 20/10 > ^go a v Q 112.8 123.4 - tr ~D K o l~ U 15.4 12.6 Log of Boring BM 27, page 1 of 1 CROR SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST M ... DRIVE SAMPLE {UNDISTURBED) ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. DEPTH IN - 0 - 2 - - 4 - " •"• - 6 - - 8 - - 10 - - 12 - - - 14 - - - 16 - - 18 - 1 20 - - 2.2. - 4 it) SAMPLE NO. '*, M27-1K •& LIM27-a| 11\ BM27-31 3M27-4| n Mf 1r 1 P V o M-1 m jjjfa_ ////// — • -• • •*- • • — ' *- • i • '-.,.,.. p. -1*1 i» i • • — r- '- -• ' iPI" 1i • H >'I i ' • • i 'if ' i • n ••,IP»- i > i i » i ' i • ii i t i i | « ' • ' * "i • i' • i i J- ^— .- - '- i • '' • ' • ' • 1 i '>*-*•• ' -Pi ^ — •-i-^» - »"•• 1 •• • P -• •• !"-• ' ' •• •••• ill • 1 1 • ' • ' ' • 1 'Np pi • 1 1 •• • • • 1 'I • ' • ' f; .-• .. : i.i 1 1 - — - — cr UJ <rT Z Oo:o v — SOIL CLASS CL CL SM CL BORING BM 27 ELEV. (MSL) 215 DATE COMPLETED 12/4/91 EQUIPMENT E-100 BUCKET RIG MATERIAL DESCRIPTION TOPSOIL Medium stiff to stiff, moist, brown, Sandy CLAY; minor rootlets, voids DELMAR FORMATION Hard, damp, light to medium green, fine Sandy CLAYSTONE: loose and highly weathered to 5 feet, abundant disseminated caliche, orange to dark red oxide staining, very massive -Becomes less sandy and very hard at 13 feet Subhorizontal lense of very dense, very moist to moist, light yellowish green Siltv 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 \ / BORING TERMINATED AT 26 FEET ^ UJ ^ git fv ^* rA m^Q Z f{ _J a!* 2 2 5 ~ 10 - 10 — - " 10 20/10 £ I'M * Q°. >- ^~a1"a 112.8 123.4 - <r w 3i-K £ >_, UJM , 9zrg u 15.4 12.6 Log of Boring BM 27, page 1 of 1 CR08 SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL D ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR SAG SAMPLE ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 971009-005 Appendix B (continued) BM-27 through BM-28 Large-Diameter Borings From: Geocon, 1993, Geologic Investigation for Rancho Carrillo Project - Major Roads, Carlsbad, California, Project No. 04787-12-01, dated January 15, 1993 PROJECT NO.04787-12-11 DEPTH IN FEET - 32 - - 36 - - 38 - — - 40 - SAMPLE NO. B4-6 B4-7 B4-8 CDO_J O K- H_J / V ; 'o / / / // //. v ' / / / / ' /:/ '/ /> ':/* ''/GROUNDUATERSOIL CLASS (USCS) ML SC BORING B 4 ELEV. (MSL.) 143 DATE COMPLETED 10/15/96 EQUIPMENT CME 55 MATERIAL DESCRIPTION Becomes medium dense, saturated, olive, Sandy SILT DELMAR FORMATION Very dense, saturated, orange-brown, Clayey, fine to medium SAND with gravel A, -Refusal at 41 feet /" BORING TERMINATED AT 4 1 FEET .ENETRATIONJESISTANCEBLOWS/FT.)Q.1*"^ 5 19 68/7"RY DENSITY(P.C.F.)o 111.5 MOISTUREONTENT (X)o 19.6 V w- 0. f » « r h r » r I I I I I I i i i i i i Figure A-7 Log of Boring B 4, page 2 of 2 RC11 SAMPLE SYMBOLS CD... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED) 6§ ... DISTURBED OR BAG SAMPLE E ... CHUNK SAMPLE T ... UAIER TABLE OR SEEPAGE MOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I I I I I E PROJECT NO. 04787-12-11 DEPTH IN - 6 - - 8 - - 10 - - - 14 - - - 16 - - 18 - - 20 - - 22 - - 24 - - - 26 - - 28 J SAMPLE NO. B4-1 B4-2 B4-3 B4-4 B4-5 CDO oXt-H •^vH/"/$/VV'V/yymsyyvA/yy'Yywsyr/W/'V/YA /A/yyy 'Vr//jX/j> /i/VV I1-: \\ -.1- :][/ 1 ^ "- i. . %: s/''. CfLJ1— <LUQZ n o SOIL CLASS (USCS) CL CL CL SP-SM SM SP- V1L-CL BORING B 4 ELEV. (MSL.J 143 DATE COMPLETED 10/15/96 EQUIPMENT CME 55 MATERIAL DESCRIPTION ALLUVIUM Soft, wet, orange-brown, very Sandy CLAY Becomes soft, saturated, gray-brown, Silty CLAY with little sand Becomes soft, saturated, orange-brown and gray, Sandy, Silty CLAY Loose, saturated, orange-brown, fine to coarse SAND with little silt Medium dense, saturated, green-blue, Silty, fine to medium SAND -No recovery at 25 feet Interbedded, very loose, saturated, olive-gray, fine to coarse SAND and soft, saturated, gray, Clayey SILT to Silty CLAY -Lenses are about 6 inches thick ZlU^ P^ul 1 i * ^£ ty cnR 0- ^ v 4 9 - 11 - 17 - _ - 2 ~ - M^ §^ Q *f\ a:v a 105.4 ~ a:*" Mymi ^oCJ 24.4 I I 1 I I I I I I I Figure A-6 Log of Boring B 4, page 1 of 2 RC11 SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE E ... CHUNK' SAMPLE I ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEfiEON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO HE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES, I I I I I I I i i i i i i i i i i I PROJECT NO. 04787-12-11 DEPTH IN - - 32 - - 34 - - - 36 - - - 40 - — - 42 - - - 44 - SAMPLE NO. B3-11 B3-12 B3-13 B3-14 THOLOGYH OC@( A/rf(woe,y/xw//L/yv YA7 '$$, '^&- -.'_•. Y$ %J/QQ/ay 7*£j6 /\/v fK LJNDWATEOa:CD SOIL CLASS CL ML SP BORING B 3 ELEV. (MSL.) 141 DATE COMPLETED 10/15/96 EQUIPMENT CME 55 MATERIAL DESCRIPTION Becomes soft, saturated, olive-gray, Silly CLAY with little sand -Becomes firm Becomes medium dense, saturated, olive, Sandy SILT DELMAJl FORMATION Dense, saturated, olive, fine coarse SAND with little clay -Refusal at 45 feet \J ft fl ra ni» 'htAi-l rt»-nn i-v*» K /^iifn f1! t\H*\r GRAVEL / BORING TERMINATED AT 46 FEET RATIONSTANCES/FT. )LUH0 Q_a:^ 9 11 11 82/1 r ENSITYC.F.)a 91.3 101.3 * ^ ! UJ^ 1a: ^h- tj i —o^irS o 32.7 25.2 •f •v m kx IF •• m * * p1 k, r K Li m -Mb Figure A-5 Log of Boring B 3, page 2 of 2 RC11 SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE fki ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BOfilNG OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-11 DEPTH IN - 2 - - 6 - - 8 - - 10 - - 12 " - 16 - — - 18 - -20- - 22 - - 24 - - 26 - - - 28 - SAMPLE NO. B3-1 | 1 B3-2 I 11 B3-3 B3-4 1 B3-5 \\ B3-6 I I B3-7 I B3-8 1 1 B3-9 B3-10 CD O H //' /X/ ^•/'jf S/. /,/ /" f ''$$ HrrY/JT/Wft vyvyYyyy X? </•//•y/0$ ' -y* VXI ' iXl.•tfr / •// // 'X/fo n-LJ ^7- ~T Q n l SOIL CLASS CL CL-SC CL CL-SC CL CL BORING B 3 ELEV. (MSL.) 141 DATE COMPLETED 10/15/96 EQUIPMENT CME 55 MATERIAL DESCRIPTION ALLUVIUM Finn, moist, brown. Sandy CLAY Becomes loose, wet, orange-brown, Sandy CLAY to Clayey SAND Becomes stiff to very stiff, saturated, orange-brown and gray, Silty CLAY ' Becomes soft, saturated, orange-brown, Sandy CLAY to Clayey SAND ! Becomes firm to stiff, saturated, gray and orange-brown, Sandy CLAY with silt Becomes firm, saturated, olive-gray, Sandy CLAY z^^ ^J fj *I'H 7 * " l^S f""i *"*?%LLJ /« ^J w WenQ."-^ 6 HELBY 27 HELBY 5 HELBY 22 - HELBY 10 >- x~\Mtlh /\^^Q 109.9 106.7 102.8 95.5 ~ IN wg cz a 21.9 23.3 23.8 29.6 Figure A-4 Log of Boring B 3, page 1 of 2 RC11 SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I I i i i i i I i i i i i i I I l l l PROJECT NO. 04787-12-11 DEPTH IN _ - 4 - — - 8 - - 12 - - - 14 - - 18 - - 20 - — — i - 22 - - 26 " SAMPLE NO. B2-1 B2-2 B2-3 B2-4 B2-5 CD OI H ' / /'/s, '/-'/' % / f / /-/:/; fy- /. / ty ' 1 -T• \ -• \. - -\ •-'I . '-.(-. ^• O.'^-O :#••=>'<?y-'/y ^// //~/?/-/ % Jj -// CCLU\- O ~t O C3 SOIL CLASS sc CL SM SM-SC GP SC-CL CL BORING B 2 ELEV. (MSL.) 183 DATE COMPLETED 10/15/96 EQUIPMENT CME 55 MATERIAL DESCRIPTION FILL Medium dense, moist, orange-brown, Clayey, fine to medium SAND -Becomes orange-brown and gray sandy clay Very stiff, moist, brown, Sandy CLAY TERRACE DEPOSITS Medium dense, moist, orange-brown, Silly, fine to medium SAND Dense, moist, gray-brown, Silty, fine to medium s SAND with clay ' Medium dense, dry, gray and red, fine to medium GRAVEL Medium dense, very moist, mottled orange-brown, Clayey, fine to medium SAND to Sandy CLAY with little gravel Stiff to very stiff, wet to saturated, orange-brown, Sandy CLAY with little gravel BORING TERMINATED AT 27 FEET REFUSAL ^(n^*—* f| •M -» H"i£jOTi^i Q- ^ 16 24 36 - _ 36~ - 28 n ^ sb° •i£^O 110.0 114,2 * ^ III *^ fe o^~ ^"" ^T^u 13.6 13.8 Figure A-3 Log of Boring B 2, page 1 of 1 RC11 SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE NOTE; THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. DEPTH IN - 2 - - 6 - 0 - 10 - - 12 - - 14 - 16 -_ lo _ - 20 - - 22 - 24 - - 26 - - 28 - SAMPLE NO. Bl-I 2iI Bl-2 I Bl-3 1 1 1 Bl-4 L Bl-5 Bl-6 > oi H ~* / -/ S '//S .; /-/ -/• fy // -// % //y-/\\\\\\ \ V-li11 1 -i•/• ',•/ '*>'/'/s, - //'^/ .'// Y/ % / •/ (YLU O O £ y SOIL CLASS SC CL CL SM SC-CL CL BORING B 1 ELEV.(MSL.) 184 DATE COMPLETED 10/14/96 EQUIPMENT CME 55 MATERIAL DESCRIPTION FILL Medium dense, moist, orange-brown, Clayey, fine to medium SAND Stiff, moist, dark brown. Sandy CLAY Becomes stiff, slightly moist, orange, olive and light brown, Sandy CLAY TERRACE DEPOSITS Very dense, slightly moist, orange-brown, Silly, 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 z ,^ 1^ III — ^1 f | pr'T f^j Q- v 20 15 74 - _ -29 — 30 - >-t— ^ gjj ° . cc""'a 122.1 111.7 116.9 ^ LU^ 0^Eo CJ 12.2 13.9 16.0 Figure A-l Log of Boring B 1, page 1 of 2 RClt SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR SAG SAMPLE ... CHUNK SAMPLE T ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. DEPTH IN - 2 - - 6 - — - 10 - - 12 - - 14 - - 16 - - - 20 - - 22 - - 26 ~ - 28 - SAMPLE NO. Bl-l Bl-2 Bl-3 Bl-4 Bl-5 Bl-6 THOLOGYM _J '?/ /// • /•/ '^//; /-./ '/:/ // / / y/-/ % xr" i i v\\1. !i i*-!H <?/ ?x' ///Y/% / '^/, ty,/ y a:UNDUATEoa:ID y SOIL CLASS SC CL CL SM SC-CL CL BORING B 1 ELEV. (MSL.) 184 DATE COMPLETED 10/14/96 EQUIPMENT CME 55 MATERIAL DESCRIPTION FELL Medium dense, moist, orange- brown. Clayey, fine 10 medium SAND Stiff, moist, dark brown. Sandy CLAY Becomes stiff, slightly moist, orange, olive and light brown. Sandy CLAY TERRACE DEPOSITS Very dense, slightly moist, orange-brown, Sihy, 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 RATIONSTANCES/FT. )gftsla_o:v 20 - 15 " 74 - — 29 - - 30 - t- M^ O . o:^a 122.1 111.7 116.9 **. uSiCf oU ^iT°l 1 1_J ^ I f* 12.2 •> m T 1 13.9 |i TI i 16.0 f \ • •i page 1 of 2 RC11 SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR SAG SAMPLE B ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 971009-005 Appendix B (continued) 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, California, Project No. 04787-12-11, dated November 25, 1996 PROJECT NO. 06403-12-01 DEPTH IN FEET - 32 -_ — - 36 - . 38 - 40 - - 44 - SAMPLE NO. ;_LITHOL-B19-6 RHP ^iP Wjfc$%& iflP ^fp Ww, $:]# .*[*<*.r. LB19-7 |::!;j::t: LB19-8 .319-9 l^ljijl ^^E^^^ ^ orLU GROUNDWT SOIL CLASS CUSCS) ML CL SM CL-ML BORING LB 19 ELEV. (MSL.) 275 DATE COMPLETED 12/1/99 EQUIPMENT ROTARY BUCKET 30" MATERIAL DESCRIPTION Hard, moist, olive, Silty CLAYSTONE -Strong seepage at 34.5 feet * -Horizontal contact ' Hard, wet, medium-dark olive, Silty CLAYSTONE -Fractured (with water seepage) and jarosite/gypsum coatings -Horizontal contact Dense, moist, reddish-brown, Silty, medium to coarse SANDSTONE Very hard, moist, dark gray-olive, Silty CLAYSTONE to Clayey SILTSTONE BORING TERMINATED AT 45 FEET ^ -•—Pr i *ENETRATItESISTANBLOWS/FTQ.1*-^ 9 - -. ~ - _^ ^ 16 ^_ i— 1^ a 107.2 .fc^*|c o ,A, I 21.5 if [ : L"i -t-9*' t * JP- i» w (f 'IF 9 tr \ Figure A-38, Log of Boring LB 19 LCG SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL C... STANDARD PENETRATION TEST DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. OJECT NO. 06403-12-01 =PTH IN 1- n0 _ 1 " - 4 - \~ - 6 - u1 ,- 1 I 10 - _ _ h2- r 14 - |_ - 16 - 1- - - 18 - r -L 20 - i \-22- i- 24 - L - 28 J I1 SAMPLE NO. LB19-1 1 * .B19-2 I• -B19-3 I L-B19-* I -B19-5 I IDO O H x' ' y //^ s'S'• /•/'•^f/ /-S~' / f ;./ :*!# ,V»'.r ttjjj * H i *9 * '» '•{; ' . L ' ;.,- r ' ^ ' ' 'w$%/$ W/d%mm%m*.[.!** L "vi'r.%%;-[ >[;k| **v*j*"rm cc UJ1—n*3 O CO ; . • * / ff f f f / / f / f f f ' " - -; SOIL CLASS CL SC ML SM ML CL SM BORING LJt> 19 ELEV. (MSL.) 275 DATE COMPLETED 12/1/99 EQUIPMENT ROTARY BUCKET 30" MATERIAL DESCRIPTION TOPSOIL Stiff, damp, dark brown. Sandy CLAY SANTIAGO FORMATION Loose to medium dense, damp, reddish-brown, very Clayey, fine SAND, with gypsum, very weathered sandstone Dense, damp, light olive, Sandy SILTSTONE Dense, damp, reddish-brown, Silty, fine SANDSTONE -Fossiliferous, with organic odor -Cemented sandstone (concretion) Dense, moist, light olive. Clayey SILTSTONE, with some sand -Horizontal bedding_-contact Very stiff, very moist, medium olive, Silty CLAYSTONE, with interbedded sandstone (fossiliferous) and gypsum, and jarosite (iron sulfate) coatings on fractures Dense, moist, reddish-brown, Silty, fine SANDSTONE; very fossiliferous Suj~ ^^ /Ji-gu. S^co u£jo CL0^ 6 - - - - 1 ; - _- >-• ' ^_ *SuI ° • a:*""o 121.1 ^ i 1 1 *"* §^ tnZ KH^ u 9.4 r "gure A-37, Log of Boring LB 19 LCG SAMPLE SYMBOLS G... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST (£§... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE t 'E: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 06403-12-01 DEPTH IN - 2 - - - 4 - - - 6 - - 8 - - - 10 - — - 12 - - 14 - - - 16 - - 18 - - 20 - - - 22 - - 24 - SAMPLE NO. CD OXH-M .y .-/' / /-,/ '/-/'// Ipf T&ffi WAW 'A wl:£]# H$T •:$':'{•ij[:|£ $$:wi^ $Y"fy i H ';- •. vr *Xi!*t- t|l o: LU 1—41 Toz—1nccCD SOIL CLASS CL CL SM CL ML SM BORING LB 18 ELEV. (MSL.) 215 DATE COMPLETED 12/1/99 EQUIPMENT ROTARY BUCKET 30" MATERIAL DESCRIPTION COLLUVIUM Soft, damp, dark brown, Sandy CLAY SANTIAGO FORMATION Hard, moist, medium light, olive-brown, very SUty CLAYSTONE Dense, damp, light brown to tan, SUty, fine SANDSTONE -Near-horizontal contact Hard, moist, light medium olive. Sandy CLAYSTONE, some silt -Deposition-contact, N65E, 10S Dense, damp, light olive-brown, very Sandy SILTSTONE -Cemented sandstone layer 12"+- thick, - 20" wide * -Horizontal contact / Dense, damp, light tan-olive, SUty, fine SANDSTONE, massive BORING TERMINATED AT 25 FEET zw^ ii ^J ii ^! ^~u— £ SLU-1 (CCQa.SK'^f — - - - " - - - — " - -_ - _ - w . gg l-l , oe^a ^ * \ Mrv ^ D,_ J »g *=i '0 i r 1 r i Figure A-36, Log of Boring LB 18 LCG SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL S ... DISTURBED OR BAG SAMPLE C... STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED) B ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE MOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLr AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. :OJECT NO. 06403-12-01 EPTH IN fEET ho- [ 32 - : 34 -- - - Ifi - \ -- 38 - 1 40 - SAMPLE HO. -B17-4 i >. o_jo 1-M-1 .?i§jl 'Sjfj %ffijjz vxfflw W&(<ffixfy yGyyyy vwwr WW W$t -B17-5 a:UJ T GROUNDx SOIL CLASS (USCS) SM CL BORING LB 17 ELEV. (MSL.) 240 DATE COMPLETED 12/1/99 EQUIPMENT ROTARY BUCKET 30" MATERIAL DESCRIPTION Dense, wet, light olive, Silty, medium SANDSTONE -Slight seepage ^ iron-stained basal layer) / Hard, moist, medium olive, Silty CLAYSTONE -Becomes very sandy Genses) -Becomes very hard, dark olive-gray, Silty CLAYSTONE BORING TERMINATED AT 42 FEET ZUI"-. <c£\<K£U)*-2^c£«3Lu£m 14 20/10- >- 1a 123.4 ^i , i «\ QC^ ?•-<"5H^ i^*-ou 12.3 gure A-35, Log of Boring LB 17 LCG SAMPLE SYMBOLS D .,. SAMPLING UNSUCCESSFUL D E3 ... DISTURBED OR BAG SAMPLE fib] .. STANDARD PENETRATION TEST •.., DRIVE SAMPLE (UNDISTURBED) ,. CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE fE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 06403-12-01 DEPTH IN - 2 - - 6 - - 8 - . - 12 - - - 14 - - - 16 - - 18 - - 20 - - - 22 - 24 - 26 - - 28 -i SAMPLE NO. LB17-1 -B17-2 RIM CD _l O M -" /j/j# /yj/pm 'V^/V/Vy r/r ^ Pi « y^i :$*£ :$j&ill :£?:[: ::f::;t: •ii::E: :$£|: j:[|t; <!*! $t 11ill ::[:i:t.• *j*. •. -i r •' • e ' • f < 'Hi or. UJi— a oa:CD V SOIL CLASS CL CL SM SM vIL-CL SM BORING LB 17 ELEV. (MSL.) 240 DATE COMPLETED 12/1/99 EQUIPMENT ROTARY BUCKET 30" MATERIAL DESCRIPTION FILL Soft, humid, mottled dark brown to light olive. Silty CLAY, with some sand, porous texture, rootlets SANTIAGO FORMATION Very stiff, damp, medium olive, Silty CLAYSTONE; very fractured, brittle -Near-horizontal contact (transitional over several i inches) ' Dense, damp, light olive to brown, very Silty, fine SANDSTONE, with some clay -6" x 24" lenticular concretion -Becomes light brown to tan, very Silty, fine SANDSTONE -Becomes medium-grained (orange, horizontal 3 " bed) -Becomes orange, coarse-grained -Becomes very moist, orange, Silty, very coarse SANDSTONE -Slight seepage (perched above sharp, horizontal, ' scour-contact ' Hard, moist, light olive, very Clayey SILTSTONE -Cemented, fine sandstone, 6"-8" + -, gray, horizontal i at base ' Siu^| \ tm ^ - • ^i afew UJ^O Lu^mQ- ^ 8 - - - - - " >• I *™n.J"J ^ gj C3 . o:w 127.4 ~ III**'o:^ ftg u 11.5 Figure A-34, Log of Boring LB 17 LCG SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL E... STANDARD PENETRATION TEST 81 ... DISTURBED OR BAG SAMPLE & ... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. OJECTNO. 06403-12-01 •PTH IN FEET - 30 - M2- .- 54 - 1- - - 36 - - 38 - L 40 - 1 SAMPLE NO. y_LITHOLOLB15-* •:;(;<;£ -B15-5 fi g Hy£ life *f ***»f *f •!* * 'pf •^•'•!>' %:: 'Jri:^r.r.i,y\m-B15-6 |;.p.i»:f; a:Ui a occCD SOIL CLASS CUSCS) BORING LB 15 ELEV. (MSL.) 250 DATE COMPLETED 11/30/99 EQUIPMENT ROTARY BUCKET 30" MATERIAL DESCRIPTION -Becomes medium to very coarse-grained and massive BORING TERMINATED AT 41 FEET ENETRATKIESISTANCBLOWS/FTQ_**-W 20/11" 20 uL:°H a 128.9 MOISTUREONTENT 0u 12.4 F'gure A-31, Log of Boring LB 15 LCGrSAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL El ... DISTURBED OR BAG SAMPLE CJ ... STANDARD PENETRATION TEST B ... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) WATER TABLE Oft SEEPAGE E: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OP SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 06403-12-01 DEPTH IN FEET 0 _ - 2 - - 4 - - - 6 - - 8 -_ - in -1VJ - 12 - - - 14 - - 16 - - 18 - - 20 - "*~ - 22 -_ - 24 - - 26 - - 28 - - SAMPLE NO. L-B15-1 1 1 -B15-2 i .B15-3 >• CDO oXt—wu '/: '/:/.// /<'/ / • /•/ y'/- /S-' '•//- -/ f Jf •/ s ~ & '$%$ im •Jii^iP'$/%%frf/sfS.'/f/X/Xs yffivZ' y?%%/ y%/$%> w%w sfflW'$006 HIP HHi J^ili^ lliiP HP ||i fl •$%%<\\\\'•y\\ I:;] r o:LlJ <L3az o CD SOIL CLASS CUSCS) sc CL CL SM TH""\T1 TA.T/""' T "O 1 fBORING LB Is ELEV. (MSL.) 250 DATE COMPLETED 11/30/99 EQUIPMENT ROTARY BUCKET 30" MATERIAL DESCRIPTION LANDSLIDE DEBRIS Loose, humid, dark brown, very Clayey, fine SAND -Becomes medium dense, damp, light olive, very Clayey, fine to coarse SAND -Highly weathered and fractured -Clay seam, l/8"-l/4"; N65E, 25N, joint, with > calcium sulfate lining > Stiff, moist, olive, very Sandy CLAYSTONE, with some silt, very fractured, weathered -Fracture and clay seam; l/8"-l/4"; N60E, 8-10SE, wet, plastic and slickensided, throughgoing, with nl ii i 1 1 Ti • 1 T"i caicium suuate lining -Remolded clay seam; 1/4M/2", N50W, 15-20NE; 1 wet, plastic and throughgoing, with orange iron oxide 1 staining-base of slide / SANTIAGO FORMATION Hard, moist, olive, Silty CLAYSTONE; fractured, but massive and intact -Becomes medium olive -Massive, moderate fracturing -Discontinuous clay seams; zone — 12" thick at N40W, 3(MONE -Becomes very hard, massive, with few fractures -Horizontal transition to siltstone and sandstone Dense, damp, light brown to tan, Silty, fine SANDSTONE -3-6" thick cemented sandstone z —oW . H^h-^" /j-LL* *w™J"jH2 gjuj^ Q.*=-w ~ 1/6" _ - -_ 3 - - - - - >_t—H ] .vJfi |rj * Q » ^. Q_ a 106.7 122.2 •^ ffi^" . w^|_|LJ 1 °ia i 1 ii 21.0 13.4 M m •• m M m •i m m m IK m •b.•t * •h •> *« P> » •i ^ IP * IP - ^H•P V Figure A-30, Log of Boring LB 15 LCG SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL £i ... DISTURBED OR BAG SAMPLE C ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) B ... CHUNK SAMPLE 3t ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. P DJECTNO. 06403-12-01 iPTH iN FEET 1 «r 30 ["-- r14: - \6 - }• - - 78 - r •L 40 - L A<9r 42 1 f i SAMPLE NO. LB14-3 -B14-4 J314-5 >-ID O w m . yffi's$06%, $/%$/ mm^^ ^wfflwb reUJ t— a n & SOIL CLASS (USCS) ML CL BORING LB 14 ELEV. (MSL.) 195 DATE COMPLETED 11/29/99 EQUIPMENT ROTARY BUCKET 30" MATERIAL DESCRIPTION Very dense, moist, gray-oiive. Clayey SILTSTONE; with some very fine sand -Horizontal bedding__ __„ — __ _ _ Very hard, moist, dark olive-brown, SUty CLAYSTONE, massive BORING TERMINATED AT 42 FEET 0^M U|-Is|t£w« ggfflQ_°^^ 15/8" 15/8" >- tZ^ £11 ^uQ . (t^a ^ u:5a: H^f C^.OO _ F *ure A-29, Log of Boring LB 14 LCG SAMPLE SYMBOLS LI ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE Jf. ... WATER TABLE OR SEEPAGE N E: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS HOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AHD TIMES. PROJECT NO. 06403-12-01 DEPTH IN - 2 - _ - 4 - - 6 - - - s - - 10 - - 12 - - 14 - - 16 - - - 18 -_ - 20 - - - 22 -_ - 24 - - - 26 - - 28 - SAMPLE NO. LB14-1 I 1 o>o oX M ^/.:/r :f:j::t: ''.I'.1:- ••'t'.i'.' •'.•'.}'.• • II • _ '• _ i|! |i;i 1 |l- II :¥ •:[::f:]::tm»A& W$jjm,wij/t'00$? mWhm rrLUh- -ra 3?o SOIL CLASS sc SM ML SM CL BORING LB 14 ELEV. (MSL.) 195 DATE COMPLETED 11/29/99 EQUIPMENT ROTARY BUCKET 30" MATERIAL DESCRIPTION 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, damp, light brown-tan, Silty, fine to medium SANDSTONE -Becomes moist -Very irregular scour-contact into weathered r \ claystone (to a clay seam), N70E, 10S, wet, plastic, i1 1/2- 1" thick ' Hard, moist, light olive, very Silty CLAYSTONE, with some sand interbedded throughout •Discontinuous clay seams (slickensided fractures and varying dips in 6" zone) §w:^ t \ * I^S [''. M?£ ui^td "8/10" - 8 - - - _ - >- * ' , Sjo . ^^a 124.2 .—* K '~ £*i— iM^ •* Eo MI , M J Mk 1IP 14.0*a l TIT f 1•r i» T1 T T Figure A-28, Log of Boring LB 14 LCC SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST Bi ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... UATER TABLE OR SEEPAGE MOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 3 DJECTNO. 06403-12-01 PTH ^ 50 - - r 32 -- t"4: - 16 - - i8 - - 40 - SAMPLE NO. LB12-6 1 J(1 ^w:• • '•' • fc* T"1 3 J W CtUlf-<T — 1 CCCD T•ar SOIL CLASS ML BURJJNG LB 12 ELEV. (MSL.) 21S DATE COMPLETED 11/24/99 EQUIPMENT ROTARY BUCKET 30" MATERIAL DESCRIPTION -Slight seepage along fracture -12" horizontal deposition contact Very hard, damp, gray-olive, Sandy SILTSTONE, with some clay -Massive, no fractures, difficult drilling BORING TERMINATED AT 41 FEET 2UJ~\^ f 1, " liS ^™ II — ' z»S (L*^ >„. >- "x^|"i ^1^ — >& a ^ l, l *\ 0£^ II f 1 ^ i§u A-25, Log of Boring LB 12 LCG SAMPLE SYMBOLS Q ... SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST ... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NuiE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREOT APPLIES ONLY AT THE SPECIFIC SORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 06403-12-0! DEPTH IN 2 - 4 - ~ - 6 - - - 8 - - 10 - - 12 - - - 14 -_ - 16 - - - 18 -i - 20 - - - 22 - - -JA — - 26 - " - 28 - - SAMPLE NO. _B12-1 1 F L-B12-2 .BI2-3 a -B12-4 -B12-5 f >• oX tH -1 // /-/ i:[:j:j; /ty£ Wfm\:-M:m lji Ip H-J'lr*1 :r$r&iXH-MSivB • $mm im '$$$9 (T LU n oo:CO SOIL CLASS CL SM 5M-ML SM CL-SC CL BORING LB 12 ELEV. (MSL.) 215 DATE COMPLETED 11/24/99 EQUIPMENT ROTARY BUCKET 30" MATERIAL DESCRIPTION TOPSOIL Stiff, humid to dry, dark gray-brown. Sandy CLAY SANTIAGO FORMATION Dense, damp, light brown to tan, SUty, fine SANDSTONE, with coarse lenses, massive 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 l"-2" lenses of sandstone, with scattered gravel Hard, moist, olive, SUty CLAYSTONE; fractured, massive -Joint with 1/4", jarosite-stained clay lining N80E, 30S oW . a^tn tjH*o ul^edQ.0^ 6 - - 4 - - - - - ~* 3 " - - >_ h— ^iniii if ^Q .%&a 122.9 108.0 ^•» 01*5ce og1" o . » 4 •> J 11.7fc • ^ •i J Mt. T T V 1 m T20-6 T » T Figure A-24, Log of Boring LB 12 LCC SAMPLE SYMBOLS d ... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST ^ ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) I WATER TABLE OR SEEPAGE •» NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 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, California, Project No. 06403-12-01, dated March 24, 2000 LOG OF TRENCH NO.: T-30 Project Name: Lennar/Bressl Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 3851 Location: Carlsbad 01o GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES uses Sample No. Moist. (X) DensityCpcf) CD O QUATERNARY COLLUVIUM/ALLUVIUM A Qal @ 0-1.5': Light brown, damp, loose, silty fine to medium sand; rootlets common B 5.5'-8.5' Brown, moist, loose to medium dense, silty fine to medium sand: organic material common Dark gray-brown, moist, dense, clayey fine to medium sand: organic rich SM SM TORREY SANDSTONE D Tt CD CD 8.5'-10': Light blue-green, moist, dense to very dense, silty, clayey, fine sandstone SC SCALE: 1" =5'SURFACE SLOPE: 0 TREND: N40°WGRAPHIC REPRESENTATION TOTAL DEPTH AT 10 FEETJ NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 i i j™i—i i ' n—r~ii—r~i—f-t—i i 'p i—r~i—n i i I 4 4 i 4 4 i -4 i , i . i LOG OF TRENCH NO.: T-29 01o > o*»>*<DO o> a 13 PO £CO OOas Project 1 Project 1Equi pment GEOLOGIC ATTITUDES (1) C: N70°E. 3°NW Jame: Lennar/Bressi Ranch Locoed bv: KBC Junfiber: 4971009-002 Elevation: Backhoe Locati on : Carl sbad DATE: 6/26/97 DESCRIPTION: TORREY SANDSTONE A @ 0-2.5': Light pink to off-white, damp, dense, silty fine sandstone to sandy siltstone: fissile DEL MAR FORMATION B @ 2.5'-3.5': Light gray-green, damp, hard, silty. claystone to clayey siltstone; fissile C @ 3.5'-6': Light olive-green, damp, hard, silty claystone; fissile, thin bedding, gypsum layers along bedding common, orange-brown stains along beds common GEOLOGIC UNIT Tt Td ENGINEERING PROPERTIES uses SM/ML CL/ML Sample No. 1 Moist. U) Density (pcf) GRAPHIC REPRESENTATION ; SCALE: 1" - 5' SURFACE SLOPE: 10°S TREND: N10°E 1 ii i - i I ii i "T— 4- I 1 - W - \HVgJL V 1 1 1 1 ' . \2^^^"'" .^ — -^_ -* * -^-r- '• - VT-~- i * _ _ -^ $ L.' '• -" . —• -i • i* "•^X -=^*^ 1 1 X^ - — ^ i i ~ 1 1 1 1 TOTAL DEPTH AT f NO GROUND WATER ENCOUNTERED BACKFILLED: 6/; 5 FEET ?6/97 ' LOG OF TRENCH NO.: T-28 Olo > — 1,o --.(Oo (D CD P» £OSoo £. <D00 Project 1 Project 1 Equi pmenl GEOLOGIC ATTITUDES Jame: Lennar/Bressi Ranch Jurnber: 4971009-002 Backhoe Loaaed bv: KBC Elevation: 250' Location: Carlsbad DATE: 6/26/97 DESCRIPTION: QUATERNARY COLLUVIUM/ALLUVIUM A @ 0-14': Dark gray-brown, moist to wet. clayey fine to medium sand to sandy clay: organic rich @ 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 uses SC/CL CL Sample No. 1 Moist. (X) Density (pcf) GRAPHIC REPRESENTATION . SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: N20°E I | - ~ I i \i\ ^^~- i i £>- rr?.N\ L *S • 1 1 1 "^ — : Zone otte ?J— * -r~i_j!.~" I i . — •» .9~>- .- ving ' ^> --. ~^ *} — \ \~/ "•"./?- / --/ I I i - TOTAL DEPTH AT 15 FEET- GROUND WATER ENCOUNTERED AT 9 FEEf BACKFILLED: 6/26/97 " PI f* • 1 f« PI p« PI PI Pf PI PI p i v i r i t i p ft * * t *t LOG OF TRENCH NO.: T-27 O)oY i o***<DO r £* 3 OB O£ 3"CD Project 1 Project 1 Equi pmenl GEOLOGIC ATTITUDES (1) BS: N25°W, 75°NE (2) B: N30°W, 15°SW tame: Lennar/Bressi Ranch Loaaed bv: KBC dumber: 4971009-002 Elevation: 235' Backhoe Locati on : Carl sbad DATE: 6/26/97 DESCRIPTION: TOPSOIL A @ 0-2': Brown to red-brown, damp to moist, loose to medium dense silty to clayey, fine to medium sand DEL MAR FORMATION B @ 2 '-9': Light brown, orange-brown and gray, damp, dense, medium to coarse sandstone; thickly bedded QUATERNARY LANDSLIDE DEPOSITS C East of rupture surface GEOLOGIC UNIT unmapped Td Qls ENGINEERING PROPERTIES uses SP Sample No. 1 Moist. U) Density (pcf) GRAPHIC REPRESENTATION' SCALE: 1" = 5' SURFACE SLOPE: 10°E TREND: N70°E 1 1 1 - I i \ """"!:fe :W'- wi\ — V-- x^ -ZT"^^ — ... C^r^ TH^--^?" ^j^> "S--1. \^-j ^ 1 1 1 r^ 1 1 1 1 - - TOTAL DEPTH AT 9 FEET - NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 " LOG OF TRENCH NO.: T-26 Olo o COo 1- & 1 CO COoos.5fCO Project 1 Project 1 Equipment GEOLOGIC ATTITUDES Jame: Lennar/Bressi Ranch Loaded bv: KBC Junnber: 4971009-002 Elevation: 210' Backhoe Location: Carlsbad DATE: 6/26/97 DESCRIPTION: 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 @ 4' -15': Dark gray to black, moist to wet, clayey, fine to medium sand GEOLOGIC UNIT Qal. ENGINEERING PROPERTIES uses SM SC Sample No. Moist. (*) Density (pcf) GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: N25°E - - 1 1 i - I ! ! 1 \ I i £) .-' - - rsT~~"~kSJ • .. 1 1\ 1 • - •\ r" ; \ . i• i / i t f ^; i i f r ^^. 3> ""' V- ••J1'- V : 1 1 1 1 1 1 - - TOTAL DEPTH AT 15 FEET- NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 ~ 1 f i » i r «ri9iiip«fifiri*«ri I i -i i i i I t i ft i i J fc LOG OF TRENCH NO.: T-25 Oio o CD O <D «Q 1 (0 O O1o Project 1 Project 1 Equi pmenl GEOLOGIC ATTITUDES Jame: Lennar/Bressi Ranch lumber: 4971009-002 Backhoe Loaaed bv: KBC Elevation: 230' Location: Carlsbad DATE: 6/26/97 DESCRIPTION: QUARTERNARY COLLUVIUM/ALLUVIUM A @ 0-2 ': Dark gray to black, wet, stiff, silty, fine sandy, clay: abundant organic material B @ 2'-8': Light gray-brown, wet. stiff, silty fine sandy clay: organic material common DEL MAR FORMATION C @ 8 '-12': Light brown, moist to saturated, clayey fine to medium sandstone @ 10': Ground water encountered GRAPHIC REPRESENTATION ; | SCALE: i - I I I I GEOLOGIC UNIT Qal Td 1" = 5' SURFACE SLOPE: _\- — ~ — '•w: \ - *- ;. N ^,— ..- ;- - I — • —' *Zone'O*C ^£>••; :.-• •=-. ~~,i i i r fe-5'^-^f 0 X*i — - i / / / I ENGINEERING PROPERTIES uses CL CL SC SampleNo. 1 Moist. U) Density(pcf) TREND: N25°E I i I I - i i i TOTAL DEPTH AT 12 FEET- GROUND WATER ENCOUNTERQ. AT 10 FEET BACKFILLED: 6/26/97 LOG OF TRENCH NO.: T-24 Ol2i i o-x,CD O r- <5" 13 COoo. 5TCO Project 1 Project 1Equi pmeni GEOLOGIC ATTITUDES tame: Lennar/Bressi Ranch Jurnber: 4971009-002 Backhoe Logget Eleval Locat J bv: KBC ^ion: 315'on: Carlsbad DATE: 6/26/97 DESCRIPTION: TOPSOIL A @ 0-1.5': Reddish brown, damp, loose to medium dense, silty. clayey, fine to medium sand: rootlets common TORREY SANDSTONE B @ 1.5'-6': Light brown, damp, dense, silty fine to medium sandstone GRAPHIC REPRESENTATION ; SCALE: 1" = 5' 1 1 1 - 1 1 1 1 - \(5)- : V^ 1 J GEOLOGIC UNIT unmapped Tt ENGINEERING PROPERTIES uses sc SM Sample No. 1 Moist. U) Density (pcf) SURFACE SLOPE: 0 TREND: N40°E I II i)-.': . ; ^^•— — I i .'':'.-^ ^^ . •/I Iiy— i — L—1 i i i - TOTAL DEPTH AT 6 FEET - NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 " k * ,& •* t . * ..* * J LOG OF TRENCH NO.: T-23 Oio o CDO r- 1 fio COooa(DCO Project 1 Project 1 Equi pmenl GEOLOGIC ATTITUDES Jame: Lennar/Bressi Ranch Juniber: 4971009-002 Backhoe L E L .oggec ileva' .ocati i bv: KBC ;ion: 290' on: Carlsbad DATE: 6/26/97 DESCRIPTION: TOPSOIL/CQLLUVIUM A @ 0-4': Brown, damp to moist, loose to medium dense, silty, clayey, fine to medium sand; rootlets and organic matter common DEL MAR FORMATION B @ 4'-8': Light green, moist, stiff, sandy claystone; crumbly GRAPHIC REPRESENTATION. : SCALE: 1" = 5' filli i i i - I t 1 1 I M\ GEOLOGIC UNIT unmapped Td ENGINEERING PROPERTIES uses sc CL Sample No. 1 Moist.m Density (pcf) SURFACE SLOPE: 0 TREND: N50°W ' J ' 1 \(S IL_*1~~1 t 1 •1 i 1 •* 1 1 1 \ \ TOTAL DEPTH AT 8 FEET - NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 " LOG OF TRENCH NO.: T-22 Olo 1 o CDO 9 tQ 13 COCOoo. <D09 Project 1 Project 1 Equi pmenl GEOLOGIC ATTITUDES Jame: Lennar/Bressi Ranch Loaded bv: KBC Jumber: 4971009-002 Elevation: 320' Backhoe Location: Carlsbad DATE: 6/26/97 DESCRIPTION: TOPSOIL 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 @ 2' -6': Light gray, moist, dense, silty, fine to medium sandstone GEOLOGIC UNIT unmapped Tt ENGINEERING PROPERTIES uses SM SM Sample No. Moist. (X) Density (pcf) GRAPHIC REPRESENTATION SCALE: 1" - 5' SURFACE SLOPE: 5°S TREND: N20°W 1 - I i 1 1 \\( \ 51 i n 'CV- • • j^V **• — 1 ' —- - •— ^^ • > —- 1 — | | • ' =4- • /-_ -H/ I•—• - —1 I 1 - l - TOTAL DEPTH AT 6 FEET _ NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 ~ i fc J i t J I j t LOG OF TRENCH NO.: T-21 Olo 1 1 o"s.QD O c (Q 3" 3 (0 OO_ 5fCD Project h Project 1^ Equipment GEOLOGIC ATTITUDES Jame: Lennar/Bressi Ranch Loaaed bv: KBC Juniber: 4971009-002 Backhoe DATE: 6/26/97 Elevation: 340' Location: Carlsbad DESCRIPTION: ARTIFICIAL FILL (Undocumented) A @ 0-5': Brown, damp to moist, loose, silty fine to medium sand QUATERNARY CQLLUVIUM/ALLUVIUM B @ 5*-10': Gray-brown, moist to wet, medium dense, silty, clayey, fine to medium sand DEL MAR FORMATION C @ 10* -12': Light olive-green, moist, stiff, fine sandy claystone; crumbly GRAPHIC REPRESENTATION - - - i l lr 1 1 *-— . I1 GEOLOGIC UNIT Afu Qal Td ENGINEERING PROPERTIES uses SM sc CL Sample No. 1 Moist. (X) Density (pcf) , SCALE: 1" - 5' SURFACE SLOPE: 1-2°W TREND: N70°E 1 \^M- V . • F\®-' - V ' ^5= HI 1 * ~ \ ., , — . '..-*-» a. — *_r- — 1- t J 1 __. . _I — - . -r— •- ••^yS \ \- \ I/ ;:/ /: 7 1 i 1 - - - TOTAL DEPTH AT 12 FEET- NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 " LOG OF TRENCH NO.: T-20 Olo _fco-s. CDO <D CD3" -*•O 3 COCOooaaCO Project ! Project 1 Equi pmeni GEOLOGIC ATTITUDES teme: Lennar/Bressi Ranch Loaaed bv: KBC Jurnber: 4971009-('02 Backhoe DATE: 6/26/97 Elevation: 290' Location: Carlsbad DESCRIPTION: COLLUVIUM @ 0-5.5': Light brown to brown, damp to moist, loose to medium dense, slightly clayey, silty fine to medium sand DEL MAR FORMATION @ 5. 5 '-8': Light green, moist, stiff to hard, silty claystone: fissile, crumbly GRAPHIC REPRESENTATION - - - 1 1 1 1i i i i I GEOLOGIC UNIT unmapped Td ENGINEERING PROPERTIES uses SM CL Sample No. 1 Moist. (X) Density Cpcf) ; SCALE: 1" = 5' SURFACE SLOPE: 2-3°W TREND: N60°Wst • i K \ iw N 1 1 1 1 f mi \ ^ Existing Drair \\4\s\ p~ ^ age ~"4 — hrl Ii r^ i-—* — „ / : I i i 1 1 1 - " TOTAL DEPTH AT 8 FEET - NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 ~ i i i i i i i i i i •i j 6 i LOG OF TRENCH NO.: T-19 Project Name: Lennar/Bressl RanchProject Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 355' Location: Carlsbad 01o GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES uses Sample No. Moist. (*) Density (pcf) CD O ARTIFICIAL FILL (undocumented) A @ 0-6': Light olive-green, moist, soft to stiff, fine to medium sandy clay; massive, crumbly B @ 6'-10': Greenish brown, moist to wet, soft to stiff, fine to medium sandy clay @ 7': Moderate seepage TORREY SANDSTONE C @ 10'-15': Dark gray, moist to wet, slightly stiff to stiff, clayey siItstone to silty claystone, moderately fissile Afu Tt CL CL CL/ML CO CO GRAPHIC REPRESENTATION i SCALE: 1" = 5'SURFACE SLOPE: 0 TREND: N40°E TOTAL DEPTH AT 15 FEET MODERATE SEEPAGE 7 FEET BACKFILLED: 6/26/97 LOG OF TRENCH NO.: T-18 O1o 1 o CD O <D CO f3 CDCOoo JO <DCO Project Nar Project Nur Equipment: GEOLOGIC ATTITUDES ne: Lennar/Bressi Ranch fiber: 4971009-002 Backhoe Logged t ElevaticLocation v: KBC n: 325' : Carlsbad DATE: 6/26/97 DESCRIPTION: ARTIFICIAL FILL (undocumented) A @ 0-3': Light brown, damp, loose, silty fine sandy; concrete fragments and rebar common QUATERNARY COLLUVIUM/ALLUVIUM B @ 3' -9': Dark gray-brown, moist to wet. soft to slightlystiff, fine to medium sandy clay TORRE Y SANDSTONE C @ 9'-10': Light gray and orange-brown, moist, dense, silty fine to -medium sandstone GRAPHIC REPRESENTATION , SCALE: 1" = 5' - — 1 1 1i i i - Ii ^-^ t i i • * * ®j2pp r ;\^~ \~VX * " L^~^. . /^7^7^£*^X— * ~ — ~ - — & »»» GEOLOGIC UNIT Afu Qal . Tt ENGINEERING PROPERTIES uses SM CL SM Sample No. Moist. (X) DensityCpcf) SURFACE SLOPE: 4°W TREND: N80°E * »— •sf^*^l^rF^ — : JT -/ — -S/ f — — — -. /"l_ i/s l~ — " •1 - — I i TOTAL DEPTH AT 10 FEET- NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 ft j fc i I i I I i LOG OF TRENCH NO.: T-17 Olo o CDO I- 1 COCOoo flo5>CO Project 1 Project 1 Equi pmenl GEOLOGIC ATTITUDES ^ame: Lennar/Bressi Ranch dumber: 4971009-002 Backhoe Loggec Elevat Locati 1 bv: KBC ,ion: 385' on: Carlsbad DATE: 6/26/97 DESCRIPTION: TOPSOIL/COLLUVIUM A @ 0-3.5': Dark brown to dark gray-brown, moist to wet, fine to medium sandy clay: organic rich, rootlets common TORREY SANDSTONE B @ 3. 5' -5': Light gray, moist, dense, silty fine sandstone GRAPHIC REPRESENTATION : SCALE: 1" = I ii i - i 1 1 -i i ^— H-— L : \<K \(fi) GEOLOGIC UNIT unmapped Tt ENGINEERING PROPERTIES uses CL SM Sample No. Moi st .Density (pcf) - 5' SURFACE SLOPE: 0 TREND: N45°E I i — . " _T~ ' • *• • ' . ./ ''. ' • * ' i i ""* * • ..- • S i i Y i 1 1 i - TOTAL DEPTH AT 5 FEET - NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 ' LOG OF TRENCH NO.: T-16 Olo CD O <D. D OB Project 1 Project 1 Equi pmenl GEOLOGIC ATTITUDES Jame: Lennar/Bressi RanchJunliber: 4971009-002 Backhoe Loaaed bv: KBC Elevation: 340' Location: Carlsbad DATE: 6/26/97 DESCRIPTION: COLLUVIUM A @ 0-3': Dark gray-brown, moist, loose to medium dense, slightly clayey, silty fine to medium sand B @ 3' -9': Dark brown, wet. medium dense, slightly clayey, silty fine to medium sand: gravel common near base TORREY SANDSTONE C @ 9' -10': Light gray-brown, moist, dense, silty very fine sandstone GEOLOGIC UNIT unmapped Tt ENGINEERING PROPERTIES uses SM SM SM Sample No. Moist.Density (pcf) GRAPHIC REPRESENTATION | SCALE: 1" =5' SURFACE SLOPE: 5°SW TREND: N40°E I - 1 i ~ 1 ^ v III! SbrS- "TT-t- — ~~ . ":=r/ - i ^— _ 1 i 1 i TOTAL DEPTH AT 10 FEET- NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 " PI VI PI II i 1 { 1 i 1 f 1 I I LOG OF TRENCH NO.: T-15 01o_A > I o-x CD O <D & I fl» £CO OOa8 Project 1 Project 1 Equipment GEOLOGIC ATTITUDES teme: Lennar/Bressl Ranch Loaaed bv: KBC Juniber: 4971009-002 Elevation: 360' Backhoe . Locati on : Carl sbad DATE: 6/26/97 DESCRIPTION: TOPSOIL/COLLUVIUM A @ 0-1': Light brown, damp, loose, silty fine to medium sand TORREY SANDSTONE B @ l'-6': Light gray, moist, dense, silty fine to medium sandstone @ 2.5' -3.5': Moderately cemented concretionary nodule GEOLOGIC UNIT unmapped Tt ENGINEERING PROPERTIES uses SM SM Sample No. Moist. U) Density Cpcf) GRAPHIC REPRESENTATION ; SCALE: 1" - 5' SURFACE SLOPE: 5°W TREND: N70°E 1 1— I T 1 - - l i 1 t 1 - \w-.~~ \ **• '""liiL. ^\ i ir-W —— r • >®-. '. ; ' ^^^ • ' I 7? 1 ^r^ 1 / 1 i I t - TOTAL DEPTH AT 6 FEET - NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 ~ GEOTECHNICAL BORING LOG LB-21 Date Project Drilling Co. Hole Diameter 6-18-97 Lennar/Bressi Ranch Sheet 1 of 2 Project No. 4971009-002 San Diego Drilling 30 In.Drive Weight N/A Type of Rig E-120 Bucket Auger1' Drop 30 in. Elevation Top of Hole 230 ft. Ref. or Datum Mean Sea Level JJ •*-"(jJ flit?.Q^ 0 — — _ < -- • 10 — - 15 20 — 25 — 1 - - O -C 0)Q-O<fl-Jt_ID — — . -^ ' — : - - * v >^ ' '^- -. — . — •~± - •••:: .* • - : _' '' ' , (ftV 34-._ -f-•1- 6z nCO •£ 3,°O — tCQfli 0- -f- CM-01 Oa a. a c^ P-1- „ 01 o w^_ • o * O)^ CL SM sw SM GEOTECHNICAL DESCRIPTION Loeeed Bv KBC Sampled Bv KBC IQESQIL- @ I': Brown, moist, stiff, fine sandy CLAY; organic material common. rootlets common QUATERNARY ALLUVIUM (pal) @ 2': Uradational contact to brown, moist, medium dense, silty fine to medium SAND; organic material common, rootlets common, clayey sand layers common @ 13': Brown, sand mixed widi light green, moist, fine to medium sandy CLAY; mottled DEL MAR FORMATION fTd) @ 15': Light gray-brown, moist, dense to veiy dense, fine to coarse SANDSTONE; massive @ 19': Sham contact to orange-brown, damp, dense, fine to coarse SANDSTONE; massive @ 22': Light gray-brown, moist, dense, fine to coarse SANDSTONE @ 28': Light olive-green, moisi. very dense, silty fine SANDSTONE: massive 1 f , , *| \ i 1 1, \ \ \ \ \ } \ } 1 1 \ j \|i \ 505A<11/77)LEIGHTON & ASSOCIATES