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CT 02-14-03; BRESSI RANCH PA 8 UNIT 3; GEOTECHNICAL RESPONSE; 2003-11-07
4 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY November 7, 2003 ProjectNo. 971009-014 To: Lennar Communities 5780 Fleet Street, Suite 320 Carlsbad, Califomia 92009-4700 Attention: Ms. Kristine Zortman Subject: Geotechnical Response to the City of Carlsbad Review Comments Conceming Retaining Wall Design Parameters and Site Drainage Recommendations, Planning Areas PA-6 Through PA-12, Bressi Ranch, Carlsbad, Califomia References: Leighton and Associates, 1997, Preliminary Geotechnical Investigation, Bressi Ranch, Carisbad, Califomia, ProjectNo. 4971009-002, dated July 29,1997 , 2001, Supplemental Geotechnical Investigation for Mass Grading, Bressi Ranch, Carlsbad, Califomia, Project No. 971009-005, dated March 14, 2001 Introduction In accordance with the request of Mr. David Uson of Project Design Consuhants, this letter presents our geotechnical response to the City of Carlsbad review comments conceming retaining wall design parameters and site drainage recommendations for the residential developments (i.e. Planning Areas PA-6 through PA-12) at the Bressi Ranch project located in Carisbad, Califomia. We understand that the City of Carlsbad review comments included the need to address retaining wall design parameters, site drainage recommendations and soil bearing values. Our responses to the review comments are provided in the following sections. Retaining Wall Desian Parameters Retaining walls should be designed for the lateral earth pressures exerted on them. The magnitude ofthese pressures depends on the amount of deformation that the wall can yield under load. If the wall can yield enough to mobilize the full shear strength of the soil, it can be designed for "active" 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 • www.leightongeo.com 971009-014 pressure. If the wall cannot yield under the applied load, the shear strength of the soil cannot be mobilized and the earth pressure will be higher. Such walls should be designed for "at rest" conditions. If a stmcture moves toward the soils, the resulting resistance developed by the soil is the "passive" resistance. The noted passive resistance assumes an appropriate setback from the face of slopes. The native backfill soils should be compacted to at least 90 percent relative compaction (based on American Standard of Testing and Materials [ASTM] Test Method D1557). The walls should be constmcted and backfilled as soon as possible after backcut excavations. Prolonged exposure of backcut slopes may result in some localized slope instability Foundation Setback Recommendations from Slope Faces We recommend a minimum horizontal setback distance from the face of descending slopes or adjacent retaining walls for all stmctural foundations, footings, and other settlement- sensitive stmctures as indicated on Table I. This distance is measured from the outside bottom edge of the footing, horizontally to the descending slope face and is based on the slope height and type of soil. However, the foundation setback distance may be revised by the geotechnical consultant on a case-by-case basis if the geotechnical conditions are different than anticipated. Table 1 Minimum Foundation Setback from Descending Slope Faces Slope Height Minimum Recommended Foundation Setback Less than 5 feet 5 feet 5 to 15 feet 7 feet 15 to 30 feet 10 feet Greater than 30 feet 20 feet Please note that the soils within the stmctural setback area possess poor lateral stability, and improvements (such as retaining walls, sidewalks, fences, pavements, etc.) constmcted within this setback area may be subject to lateral movement and/or differential settlement. Potential distress to such improvements may be mitigated by providing a deepened footing or a pier and grade beam foundation system to support the improvement. The deepened footing should meet the setback as described above. 2 -Leighton 971009-014 • Lateral Earth Pressures The recommended lateral pressures for the onsite soil or granular soil and level or sloping backflll are presented on Table 2. Table 2 Lateral Earth Pressures Conditions Equivalent Fluid Weight (pcf) Conditions Expansion Index Less than 50 Expansion Index Greater than 50 Conditions Level 2:1 Slope Level 2:1 Slope Active 35 55 60 70 At-Rest 55 65 70 80 Passive 350 150 350 150 To design an unrestrained wall, such as cantilever wall, the active earth pressure may be used. For a restrained retaining wall, such as a basement wall, the at-rest pressure should be used. Further, for sliding resistance, the friction coefficient of 0.35 may be used at the concrete and soil interface. In combining the total lateral resistance, the passive pressure or the frictional resistance should be reduced by 50 percent. Wall footings may be designed in accordance with stmctural considerations. The passive resistance value may be increased by one-third when considering loads of short duration including wind or seismic loads. The horizontal distance between foundation elements providing passive resistance should be a minimum of three times the depth of the elements to allow lull development of the passive pressure. The total depth of retained earth for design of cantilever walls should be the vertical distance below the ground surface measured at the wall face for stem design or measured at the heel ofthe footing for overtuming and sliding. All retaining stmctures should be provided with a back drain and appropriately waterproofed. Typical wall drainage is presented on Figure I. Surcharge loading effects from adjacent stmctures should be evaluated by the geotechnical and stmctural engineers. Soil Bearinq Value and Minimum Foundation Embedment Depth Foundations for retaining walls in competent formational soils or properly compacted fill should be embedded at least 18 inches below lowest adjacent grade. At this depth, an allowable bearing capacity of 2,000 psf may be assumed. 4 Leighton 971009-014 Control of Surface Water and Drainaqe Surface drainage should be carefully taken into consideration during precise grading, landscaping, and building constmction. Positive drainage (e.g., roof gutters, downspouts, area drain, etc.) should be provided to direct surface water away from stmctures and towards the street or suitable drainage devices. Ponding of water adjacent to stmctures should be avoided. The adjacent grade next to stmctures should have a minimum fall of 2 percent for a distance of at least 5 feet. Roof gutters, downspouts, and area drains should be aligned so as to transport surface water to a minimum distance of 5 feet away from stmctures. The performance of stmctural foundations is dependent upon maintaining adequate surface drainage away from stmctures. Water should be tiansported off the site in approved drainage devices or imobstmcted swales. We recommend that the minimum flow gradient for the drainage be 1 percent for area drains and drainage swales. In places where the prospect of maintaining the minimum recommended gradient for the drainage swales and the constmction of additional area drains is not feasible, provisions for specific recommendations to the homeowners may be necessary, outiining the importance of maintaining positive drainage to streets. • Side-yard Drainaqe Recommendation Alternative We understand that some of the residential structures of the tract may be located approximately 5 feet from the side-yard property line. Consequently, the recommended surface drainage design (e.g. positive drainage away from the residential stmcture [at a gradient of at least 2 percent] for a distance of at least 5 feet) cannot be met on some of the lots. As an altemative, we recommend that surface drainage adjacent to the residential stmctures be accomplished with a gradient of at least 3-1/2 percent away from the stmcture for a minimum horizontal distance of 3 feet. Drainage should be further maintained by a swale or drainage path at a gradient of at least 1-percent to a suitable collection device (i.e. area drain, street gutter, etc.). We also recommend that the footings less than 5 feet from the drainage swale be deepened so the bottom of the footing is at least 12 inches below the flow-line of the drainage swale. Where necessary, drainage paths may be shortened by the use of area drains and tightline collector pipes. It is very important that these gradients be maintained throughout the life of the stmcture. Eave gutters with properly cormected downspouts that drain precipitation away from the residential stmcture and reduce water infiltration into the subgrade soils may also be utilized. The impact of heavy irrigation or inadequate mnoff gradient can create perched water conditions, resulting in seepage or shaUow groundwater conditions where previously none existed. Maintaining adequate surface drarnage and controlled irrigation will significantly reduce the potential for nuisance-type moisture problems. To reduce differential earth movements (such as heaving and shrinkage due to the change in moisture content of foundation soils, which may cause -4- Leighton 971009-014 distress to a residential stmcture and improvements), the moisture content of the soils surrounding the stmcture should be kept as relatively constant as possible. All area drain inlets should be maintained and kept clear of debris in order to fimction properly. In addition, yard landscaping should not cause any obstmction to the yard drainage. Rerouting of yard drainage pattem and/or installation of area drains should be performed, if necessary. A qualified civil engineer or a landscape architect should be consulted prior to rerouting of drainage. If you have any questions regarding this letter, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted. LEIGHTON AND ASSOCIATES, INC. William D. Olson, RCE 45283 Senior Project Engineer RandaU K. Wagner, CEG 1612 Director of Geology Attachment: Figure 1 - Retaining Wall Backfill and Drainage Detail Distribution: (2) Addressee (I) Lennar Communities, Attention: Lisa Galloway (1) Lennar Communities, Attention: Jim Urbina (12) Project Design Consultants, Attention: David Uson -5 Leighton RETAINING WALL BACKFILL AND DRAINAGE DETAIL For Maximum 8-Foot High Walls with On-site Soils Having Very Low to Low Expansion Potentials (i.e. on Expansion Index of 50 or Less) OPTION 1: PIPE SURROUNDED WITH CLASS 2 PERMEABLE MATERIAL WfFH PROPER SURFACE DRAINAGE WATERPROOHNG (SEE GENERAL NOTES) LEVEL OR SU)PE SLOPE OR LEVa MINIMUM CLASS 2 PERMEABLE RLTER MATERIAL (SEE GRADATION) OPTION 2: GRAVEL WRAPPED IN FILTER FABRIC wrrH PROPER SURFACE DRAINAGE SWPE OR LEVEL WATERPROOnNG (SEE GENERAL NOTES) 4 INCH DIAMETER PERFORATED PIPE (SEE NOTE 3) FILTER FABRIC (SEE NOTE 4) MINIMUM K TO l)i IHCH SIZE GRAVa WRAPPED IN niTER FABRIC Class 2 Filter Permeable Material Gradation Per CaUrans Specifications Sieve Size Percent Passing r 3/4" 3/8" No. 4 No. 8 No. 30 No. 50 No. 200 100 90-100 40-100 25-40 18-33 5-15 0-7 0-3 GENERAL NOTES: * Waterproofing should b« proyided where moisiure nuisance problem through the wall is undesirable * Water proofing of the walls is not under pur^ew of the geotechnicol engineer * All drains should have a grodient of 1 percent minimum * Outlet portion of the sut>droin should have a 4-inch diameter solid pipe discharged into a suitable disposal area designed by the project engineer. The sut>drain pipe should be accessible for maintenance (rodding) * Other sutidrain backfill options are subject to the review by the geotechnical engineer and modification of design parameters Notes: 1) Sand should have a sand equivalent of JO or greoter and may be densified by water jetting 2) 1 Cu. ft. per ft. of 1/4- to 1 1/2-inch size gravel wrapped in filter fabric 3) Pipe type should be ASTU D1527 Acrylonitrile Butadiene Styrene (ABS) SDRJ5 or ASTU 01785 Polyvinyl Chloride plastk (Hty, Schedule 40, Armco A2000 PVC, or approved equivolent Pipe should be installed with perforations down. Perforations stiould l>e 3/8 inch in diameter placed at the ends of a 120-degree arc in two rows ot 3—inch on center (staggered) 4) niter fabric should be Uirafi 140NC or approved equivalent 5) Weephole should be 3-inch minimum diameter and provided at 10-foot maximum intervals. If exposure is permitted, weepholes should be located 12 inches above finished grade. If exposure is not permitted such os for a wall adjacent io a sidewalk/curb, a pipe under the sidewalk to t>e discharged through the curb foce or equivalent should be provided. For a basement-type wall, a proper subdrain outlet system should be provided 6) Retaining wall plans shoukl be reviewed and approved by the geotechnical engineer 7) Walls over six feet in Iieight are subject to a speckil review by the geotechnical engineer ond modlficattons to tfm atmve requirements RETAINING WALL BACKFILL AND SUBDRAIN DETAIL (rev. June 2000) PROJECT NO, 971009-014 PROJECT NAME Brtil Ronch Corlibod. Collfomlo Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Figure No, 1 SUPPLEMENTAL GEOTECHNICAL INVESTIGATION FOR MASS GRADING, BRESSI RANCH, CARLSBAD, CALIFORNIA March 14,2001 ProjectNo. 971009-005 Prepared For: LENNAR HOMES 5780 Fleet Street, Suite 320 Carlsbad, Califomia 92008 ana Associaif nc Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY To: March 14,2001 ProjectNo. 971009-005 Lennar Homes 5780 Fleet Street, Suite 320 Carlsbad, Califomia 92008 Attention: Mr. Jim Urbina Subject: Supplemental Geotechnical Investigation for Mass Grading, Bressi Ranch, Carlsbad, Califomia In accordance with your request, we have performed a supplemental geotechnical investigation for the Bressi Ranch property located southeast of the intersection of El Camino Real and Palomar Airport Road in Carlsbad, Califomia. The purpose ofthis report was to update the results of our preliminary geotechnical report for the site (Leighton, 1997) and to evaluate the existing geologic and geotechnical aspects of the proposed mass grading ofthe site relative to the latest 200-scale tentative tract map/grading plans. This report presents the results of our supplemental subsurface investigation and geotechnical analysis, and provides a summary of our conclusions and recommendations relative to the mass grading of the site. Based on the results of our supplemental investigation and review of the previous geotechnical reports pertinent to the subject site, the proposed development of the site for commercial and residential uses is considered feasible from a geotechnical standpoint provided the recommendations summarized in this report are implemented during the site grading operations. It should be noted that additional geotechnical evaluation of the site (including additional field studies, laboratory testing, and slope stability analysis) and a grading plan review will be needed after more detailed grading plans (i.e. 40-scale grading plans) for the different planning areas ofthe site are developed. If you have any questions regarding our report, please contact this office. We appreciate this opportunity to be of service. Respectfiilly submitted. LEIGHTON AND ASSOCIATES, INC. Tim J. Lawson, RCE 53388 Principal Consulting Engineer Waen%r, CEG Randall K. Wagn%r, CEG 1612 Director of Geology Distribution Addressee Lennar Homes, Attention: Mr. Dale Greenhaigh PDC, Attention: Ms. Marina Wurst 3934 Murphy Canyon Road, Suite 8205 • San Dlego, 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 SnE 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 SFTE-SPECIHC GEOLOGY 5 2.2. ] Documented Fill Soils (Map Symbol -Af) 5 2.2.2 Undocumented Fill Soils (Map Symbol - Afu) 5 2,2,5 Topsoil (Unmapped) 5 2,2,-^ Alluvium/ Colluvium, Undifferentiated (Map Symbol - Qal/Qcol) 6 2.2.5 Landslide Deposits (Map Symbol - Qls) 6 2.2.6 Santiago Formation (Map Symbol -Ts) 7 2.3 GEOLOGIC STRUCTURE 8 2.4 FAULTING 8 2.5 SEISMIC CONSIDERATIONS 9 2.5.1 Liquefaction and Dynamic Settlement 9 2.5.2 Uniform Building Code Seismic Parameters p 2.6 GROUNDWATER ; IQ 2.7 ENGINEERING CHARACTERISTICS OF ON-SITE SOILS 10 2.7.7 Expansion Potential jQ 2.7.2 Soluble Sulfate Content jj 2.7.3 Excavation Characteristics jj 2.7.4 Earthwork Shrinkage and Bulking 7 7 2.8 SLOPE STABILTTY 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 7J 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 Jg 4 1 -Leighton and Associates, Inc. A LEIGHTOH GROUP COMPANY 971009-005 1.0 INTRODUCTION 1.1 Purpose and Scope of Services This report has been prepared in accordance with your request and presents the results of our supplemental geotechnical investigation of the Bressi Ranch for mass grading purposes. Bressi Ranch is located southeast of the intersection of El Camino Real and Palomar Airport Road in the City of Carlsbad, Califomia (Figure 1). The purpose of this report was to update the results of our preliminary geotechnical report for the site (Leighton, 1997) and to evaluate the existing geologic and geotechnical aspects of the proposed mass grading of the site relative to the latest 200-scale tentative tract map/grading plans. Our scope of services included the following: • Review of pertinent available geotechnical literature (including previous geotechnical reports of Bressi Ranch, Rancho Carrillo, and La Costa - The Greens developments), geologic maps, and aerial photographs (Appendix A). • Reconnaissance and geologic mapping of the site. A supplemental subsurface exploration program consisting of the excavation, sampling and logging of 8 large-diameter exploratory borings and 56 exploratory trenches across the site. The large-diameter borings and trenches were excavated to evaluate the characteristics of the subsurface soils. Logs of the borings and trenches are presented in Appendix B. Included in Appendix B, are logs of previous borings and trenches excavated by Leighton and others that are pertinent to the development of Bressi Ranch. Laboratory testing of representative samples obtained during our preliminary and supplemental subsurface exploration programs (Appendix C). Geotechnical analysis of fhe data accumulated during our supplemental investigation including seismic and slope stability analysis. Preparation of this report presenting our findings, conclusions and recommendations including General Earthwork and Grading Specifications for Rough Grading (Appendix D) with respect to the proposed mass grading of the site. The approximate limits of the geologic units encountered and the boring and trench locations applicable to the development of the site are presented on the Geotechnical Map (Plate 1), Remedial Grading Map (Plate 2), and Cross- Sections A-A' through M-M' (Figures 2 through 14). The 200-scale Tentative Tract Map/Grading Plan (PDC, 2001b), was utilized as base map for the Geotechnical Map (Plate 1) and the Remedial Gradmg Map (Plate 2). 1.2 Site Description The subject property, with a total acreage of approximately 600 acres, is located southeast of the intersection El Camino Real and Palomar Airport Road in the City of Carlsbad, Califomia (Figure 1). The site consists of an irregular-shaped piece of property bordered on the north by Palomar Airport Road, on the west by El Camino Real, on the southwest and south by the La Costa - The Greens property, and by the Rancho Carrillo development and Melrose Drive to the east. -1 - Leighton and Associates, inc. A LEIGHTON GROUP COMPANY Vi!!!!!! NORTH BAS E MAP : Thomas Bros. GeoFinder for Windows, San Diego County, 1995, Page 1127 1000 2000 4000 1"=2,000' Scale in Feet Lennar / Bressi Ranch Carlsbad, California SITE LOCATION MAP Project No. 971009-005 Date March 2001 Figure No, 1 971009-005 Topographically, the site generally consists of a an east-west trending relatively large and flat ridgeline in the northem section of the site and a north-south trending central ridge in the south central portion of the site. The north-south trending central ridge is flanked by two large north-south trending drainages and associated tributaries forming the gently sloping hillside and valley terrain in the south central portion of the property. A large east-west trending drainage is located in the far southem portion of the site. Elevations on the site range from a high of approximately 465 feet mean sea level (msl) in the north central portion of the site to a low of approximately 125 feet msl wilhin the major east-west drainage in the southem portion of the site. Natural drainage is presently accomplished through a network of minor ravines and ultimately through the east-west trending canyon in the southem portion of the site. Vegetation on the site ranges from remnant vegetable crops, native grasses, and weeds on the flat ridge tops, wide canyon bottoms and on the hillsides; and minor to thick chaparral and trees (mainly on the steep hillsides and the narrow canyon bottoms) in the cenfral and southwestem portions of the site. Man-made features on the site include: 1) a single-family residence in the central portion of the site; 2) a guard shack at the northem site enfrance; 3) two building foundations and several relatively small detention basins (associated with prior farming activities); 4) existing SDG&E, water and sewer line easements crossing the site in westem, central and southem portions of the site; 5) several dirt roads which cross the property, and 6) fences along the perhneter 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 indusfrial, commercial, and residential purposes. In general, the light indusfrial planning areas are located in the northem portion of the site along Palomar Airport Road while the commercial planning areas are in the south and southeastem portion of the site. The residential planning areas are generally located in the central and southwestem portion of the site. Approximately 445 acres of the site will be graded while the remaining acreage will be left as open space. Preliminary calculations of the earthwork quantities indicate the grading will entail approximately 6 million yards of cut and fill material (PDC, 2001a). We also understand that development of the Bressi Ranch will include 1) constmction of Poinsettia Lane from its existing terminus at the southeastem portion of the site through the Bressi Ranch property and possibly to El Camino Real; 2) constraction of El Fuerte Road from Palomar Airport Road to existing portion of the road south of the Bressi Ranch Property; and 3) improvements to El Camino Real along the northwestem side of the Bressi Ranch Property. In addition, the development will include relatively large open space areas, interior streets, underground utilities, and other associated improvements. 1.4 Supplemental Surface Investigation and Laboratorv Testing Our supplemental subsurface mvestigation consisted of the excavation, logging and sampling of 8 large-diameter bormgs (utilizing a bucket-auger drill rig) and the excavation of 56 exploratory frenches (in addition to the previously excavated 7 small-diameter borings, 21 large-diameter borings and 30 exploratory frenches 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 LEIGHTOH GP.OUP COMPANY 971009-005 geologist and down-hole logged. Logs of the borings and trenches are presented in Appendix B. The approximate locations of the borings are shown on the Geotechnical Map (Plate 1) and Cross- Sections A-A' through M-M' (Figures 2 through 14). Subsequent to the subsurface investigation, the borings and frenches were backfilled. Appropriate laboratory testing was performed on representative soil samples obtain during our preliminary and supplemental subsurface investigations. The laboratory tests included moisture/density determinations, Atterberg Limits (e.g. liquid limit and plastic limit), undisturbed and remolded direct shear, maximum dry density and expansion index tests. A discussion of the tests performed and a summary of the test results are presented in Appendix C. The density/moisture determinations of the undisturbed samples obtained from the borings are shown on the boring logs (Appendix B). Leighton and Associates, Inc. A LEIGHTOH GROUP COMPANY 971009-005 2.0 GEOTECHNICAL CONDITIONS 2.1 Regional Geologv The subject site is located within the coastal subprovince of the Peninsular Ranges Geomorphic Province, near the westem edge of the southem Califomia batholith. The topography at the edge of the batholith changes from the ragged landforms developed on the batholith to the more subdued landforms that typify the softer sedimentary formations of the coastal plain. Specifically, the site is underlain by the sedimentary units of the Tertiary-aged Santiago Formation. Subsequent to the deposition of this unit, erosion and regional tectonic uplift created the valleys and ridges of the area. Recent weathering and erosional processes have produced the Quatemary surficial units including alluvium, colluvium, landslide deposits, and topsoil that mantle the site. 2.2 Site-Specific Geologv Formational materials of the Tertiary-aged Santiago Formation and surficial units consisting of landshde deposits, colluvium, alluvium, topsoil and artificial fill soils were encountered during our preliminary and supplemental investigations of the site. The areal distributions of the geologic units are presented on the Geotechnical Map (Plate 1). Our interpretation of the subsurface geologic conditions is also indicated on Geologic Cross Sections A-A' through M-M' (Figures 2 through 14). Each of the geologic units present on the site is described below (youngest to oldest). 2.2.1 Documented Fill Soils (Map Svmbol - Af 1 As observed, the documented fill was associated with prior grading of the Poinsettia Lane, El Fuerte Road, Palomar Airport Road, and Melrose Drive roadway alignments. As-graded Geotechnical Reports documenting the fill placement and grading operations (Appendix A) indicate the fill soils were placed at 90 percent relative compactions. However, we anticipate that the upper portion of the fill may have become desiccated and minimal removals (i.e. on the order of 1 to 5 feet) may be needed prior to the placement of additional fill. In addition, we anticipate the removal of unsuitable soils along the perimeter of the fills were not made outside a 1:1 (horizontal to vertical) projection from the existing toe-of-slope down to competent formational material undemeath the fill. 2.2.2 Undocumented Fill Soils (Map Svmbol - Afii) Undocumented fill soils were observed in a number of places on the site. The undocumented fill was generally associated with the grading of the on-site dirt roads, retention basins, and prior farming activities. These fill soils are estimated to range from 1 to 25 or more feet in depth, and generally consist of dry to damp, loose or soft sand and clay. All existing fills located within the limits of grading should be considered potentially compressible and unsuitable in their present state for stractural support. The undocumented fill soils should be removed to competent formational material within the limits of the proposed grading. Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 2.2.3 Topsoil (Unmapped) The topsoil encountered during our field investigation mantles the majority ofthe site. The topsoil, as observed, consisted predominantly of a light-brown to brown, damp to moist, medium dense to stiff, sandy to silty clay and some clayey to silty sands. These soils were generally massive, porous, and contained scattered roots and organics. The unsuitable topsoil is estimated to be from 1 to 4 feet in thickness; however, localized areas of thicker accumulations of topsoil may be encountered during grading. 2.2.4 Alluvium/ Colluvium. Undifferentiated (Map Svmbol - Oal/Qcol) Potentially compressible deposits of alluvium were encountered in the major and most of the fributary drainage courses on the site. In addition, our field investigafion indicated that potentially coinpressible deposits of colluvium mantle the middle and lower portions ofthe 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 fributary canyons, however deeper accumulations may be present. The alluvium encountered in the proposed El Fuerte Road drainage and the main east-west rending canyon in the southem portion of the site (along proposed Poinsettia Lane) have alluvial thicknesses on the order of 40 to 50 or more feet. Relatively shallow ground water (generally less than 5 to 20 feet in depth) was observed in these alluvial soils. 2.2.5 Landslide Deposits (Map Svmbol - Qls) Several landslides have been identified within the subject property. The approximate limits ofthese landshdes are shown on the Geotechnical Map (Plate 1) and the Remedial Grading Map (Plate 2). To aid in the discussion of the landshdes, 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 ofthe text). The landslide deposits mclude 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 imits (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 rapture surfaces, as observed in the bormgs, typically consisted of a paper-thin to 1/4-inch thick remolded clay seams. In general, the landslide basal rapture surfaces appear to correspond to either an existing clay seam or a weak zone in the formational claystone. Several of the smaller landslides shown on the Geotechnical Map (Plate 1) are shallow surficial slumps/debris flow deposits (generally less than 5 to 15 feet thick). These shallow surficial slumps or debris flows appear to have developed as a result of prior landslide activation, seepage zones and/or oversteepened canyon side-walls within highly weathered portions of the formational soils. Due to potentially instability concems and compressible nature, the landslide deposits within the limits of the planned grading are considered unsuitable for stractural support in their present condition and remedial measures (i.e. butfressing with fill and/or removals of the unstable and potentially compressible portions) will be required. Preliminary recommendations for the stabilization of the landslides are presented in Section 4.2, on Table 1, and indicated on the Remedial Grading Map (Plate 2). With regard to the ancient landslides, site development appears feasible from a geotechnical standpoint. However, Landslides Numbers 5, 9, 9A, and 12, all of which, extend off-site (or outside the proposed limits of grading).may require off-site grading in order to mitigate the landslide. 2.2.6 Santiago Formation (Map Svmbol - Ts) The Tertiary-aged Santiago Formation, as encountered during our field investigation, consists primarily of massively bedded sandstones and claystones/siltstones. The siltstones and claystones generally are olive green to gray (unweathered), damp to moist, stiff to hard, moderately weathered, fractured and sheared. The sandstone generally consists of orange brown (iron oxidized staining) to light brown, damp to moist, dense to very dense, silty fine to medium grained sandstone. In previous reports this unit was classified and mapped as the Delmar Formation and Torrey Sandstone. Recent publications (including Tan and Kermedy, 1996) classify these units in north San Diego County as the Santiago Fonnation. When reviewing the boring and french logs from previous investigations, this recent change should be taken into account. •7-Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 2.3 Geologic Stracture The general stracture of the bedrock appears to be near horizontal. Based on the subsurface data, bedding within the Santiago Formation generally exhibits variable bedding with sfrikes ranging from northwest to northeast and dips typically 5 to 15 degrees to the southeast and northwest. Locally, cross bedding was observed with dips steeper than 15 degrees. Clay seams and/or landslide rapture surfaces encountered in the borings generally frend parallel to the bedding. Jointing on-site is very variable, but predominantly frends subparallel to the existing slopes. Jointing dips were found to be generally moderately to steeply dipping. Jointing was mainly encountered in the upper portion of the bedrock becoming less pronounced with depth. Randomly oriented shears were encountered mainly in the Santiago Formation claystone and siltstone. Numerous wide, diffuse zones of shearing, as well as more well-defined zones, were encountered in the bedrock, and are thought to be the result of regional tectonic shearing of the relatively stiff and unyielding siltstone and claystone. 2.4 Faulting Our discussion of faults on the site is prefaced with a discussion of Califomia legislation and state policies conceming the classification and land-use criteria associated with faults. By definition of the Califomia Mining and Geology Board, an active fault is a fault that has had surface displacement within Holocene time (about the last 11,000 years). The State Geologist has defined a potentially active fault as any fauh considered to have been active during Quatemary time (last 1,600,000 years) but that has not been proven to be active or inactive. This definition is used in delineating Fault-Rupture Hazard Zones as mandated by the Alquist-Priolo Earthquake Fault Zoning Act of 1972 and as most recently revised in 1997. The intent of this act is to assure that unwise urban development does not occur across the traces of active faults. Based on our review of the Fault-Rupture Hazard Zones, the site is not located within any Fault-Rupture Hazard Zone as created by the Alquist-Priolo Act (Hart, 1997). San Diego, like the rest of southem Califomia, is seismically active as a result of being located near the active margin between the North American and Pacific tectonic plates. The principal source of seismic activity is movement along the northwest-frending regional fauk zones such as the San Andreas, San Jacinto and Elsinore Faults Zones, as well as along less active faults such as the Rose Canyon Fault Zone. Our review of geologic literature pertaining to the site and general vicinity indicates that there are no known major or active faults on or in the immediate vicinity of the site (Weber, 1982, and Jennings, 1994). Evidence for faulting was not encountered during our field investigation. The nearest known active fault is the Rose Canyon Fauk Zone, which is considered a Type B Seismic Source based on the 1997 Uniform building Code (UBC), and is located approximately 7.0 miles (11.2 kilometers) west of the site. Because of the lack of known active faults on the site, the potential for surface rapture at the site is considered low. Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 2.5 Seismic Considerations The principal seismic considerations for most stractures in southem Califomia are surface rapturing of fault fraces and damage caused by ground shaking or seismically induced ground settlement. The possibility of damage due to ground rapture at the site is considered low since active faults are not known to cross the site. Hazards from seiches and tsunamis are not present as the site is located away from the immediate coastal area and there are no large standing bodies of water in or near the site. The seismic hazard most likely to impact the site is ground-shaking resulting from an earthquake on one of the major regional faults. The effects of seismic shaking can be reduced by adhering to the most recent edhion of the Uniform Building Code and design parameters of the Stractural Engineers Association of California. 2.5.1 Liquefaction and Dvnamic Settlement Liquefaction and dynamic settlement of soils can be caused by sfrong vibratory motion due to earthquakes. Research and historical data indicate that loose granular soils underlain by a near-surface ground water table are most susceptible to liquefaction, while the stability of most silty clays and clays is not adversely affected by vibratory motion. Because of the dense nature of the underlying formational material and lack of a shallow permanent groundwater table, it is our opinion that the potential for liquefaction or seismically induced dynamic settlement across the majority of the site due to the design earthquake is low. However, relatively shallow groundwater and loose sandy soils are present in the main canyons and the potential for liquefaction of these in considered moderate unless provisions to mitigate the potential liquefaction are not performed during site grading. We anticipate that after the removal of the unsuitable material above the ground water table, placement of fill soils on the order of 15 to 20 feet above the current grades in these areas and consolidation of the saturated sandy soils occur (after the placement of the fill soils), the potential for surface manifestation of liquefaction in these areas will be low. 2.5.2 Uniform Building Code Seismic Parameters The site is located within Seismic Zone 4. The closest active fault is the Rose Canyon Fault Zone, which is considered a Type B Seismic Source (per 1997 UBC criteria) and is located approximately 7.0 miles (11.2 kilometers) west of the site. The closest Type A Seismic Source is the Julian segment of the Elsinore Fault Zone, which is located approximately 23.5 miles (38 kilometers) east of the site. The soil profile type at the site, following the planned grading is anticipated to be Sc. Near source factors of Na = 1.0 and Nv= 1.0 are considered appropriate base on the seismic setting. Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 2.6 Ground Water Ground water was encountered in a number of the exploratory borings and frenches excavated across the site. Random seepage zones were also encountered in some of the exploratory borings and surface water was observed in the south flowing 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 groimd water are depicted on the boring and french logs (Appendix B). The ground water table encountered in the main drainages is generally perched ground water within the alluvial soils. The ground water that was encountered in the main canyons of the site at the time of our preliminary and supplemental investigations was approximately 5 to 20 feet below the existing ground surface. Ground water seepage zones in the on-site formational material was encountered at slightly elevated depths relative to the ground water depths in the adjacent drainages as the ground water table will generally follow the overlying topography, although with less relief. Seasonal fluctuations of surface water and ground water should be expected. Subdrains are recommended in the canyon removal areas and the butfress and stability fills as indicated in Appendix D. The approximate location of recommended canyon subdrains are depicted on the Remedial Grading Map (Plate 2). Specific subdrain recommendations will be made when more detailed grading plans are developed. It should be noted that ground water levels might vary at the time of constraction from those elevations encountered during our preliminary and supplemental investigations. Since the elevations at which ground water was encountered were generally below anticipated finish grade elevations, it is our opinion that ground water related problems should be minimal provided the recommendations presented in this report are incorporated into the design and constraction of the project. It is our recommendation, however, that periodic inspection be made by either our soil engineer or engineering geologist during the grading operations and/or constraction for the presence of ground water. Remedial measures, if any, can be recommended on a case-by-case basis during the grading and constraction operations. 2.7 Engineering Characteristics of On-site Soils Based on the results of our 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 Fonnation, it is anticipated that the on-site sedimentary and surficial soils may be excavated with conventional heavy-duty constraction equipment. Localized cemented zones may require heavy ripping. If a significant amount of oversize material (typically over 8 inches in maximum dimension) is generated, it should be placed to prevent possible settlement of the soil around the rocks, as recommended in Section 4.1 and Appendix D. 2.7.4 Earthwork Shrinkage and Bulking The volume change of excavated on-site materials upon recompaction as fill is expected to vary with materials and location. Typically, the surficial soils and bedrock materials vary significantly in natural and compacted density, and therefore, accurate earthwork shrinkage/bulking estimate cannot be determined. However, the following factors (based on the results of our subsurface investigations, laboratory testing, geotechnical analysis and professional experience on adjacent sites) are provided on Table 2 as guideline estimates. If possible, we suggest an area where site grades can be adjusted be provided as a balance area. Table 2 Earthwork Shrinkage and Bulking Estimates Geologic Unk Estimated Shrinkage/bulking TopsoiFAlluvium/Colluvium 5 to 15 percent shrinkage Landslide Deposits 0 to 10 percent shrinkage Santiago Formation 3 to 7 percent bulking* * The clayey and more cemented sandy soils of the Santiago Formation are anticipated to bulk more than the slightly friable sands. 11 -Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 2.8 Slope Stabilitv Our review of the 200-scale tentative fract map/grading plan (PDC, 2001b) indicates that the proposed cut and fill slopes on the site are proposed at a maximum inclination of 2:1 (horizontal to vertical) and up to approximately 50 and 70 feet in height, respectively. Our analysis indicates that the proposed fill slopes will have a deep-seated factor of safety of at least 1.5. With regard to natural slopes, our geotechnical analysis indicates the natural slopes should be grossly stable provided unforeseen geologic conditions are not present. However, our analysis indicates that some 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 constraction of replacement/stability fills along the slope faces will be required. Slope stability analysis was also perfonned in areas underlain by landslides. Our analysis indicates that butfresses will be required in order to provide a minimum factor-of-safety of 1.5 or greater for slopes or grading pads proposed in areas of landslides. The recommended preliminary butfresses are presented on the Remedial Grading Map (Plate 2) and on the applicable Geologic Cross-Sections (Figures 2 through 14). It should be noted that additional analysis will be required after more detailed grading plans are developed. Specific preliminary recommendations conceming the stability of the slopes are presented in Section 4.2. 2.9 Settlement of Deep Fills Settlement of deep compacted fill soils occurs in two manners. One is short-term (elastic) settlement due to the weight of the overlying fill soils compressing the soil and driving the water out of the soil stmcture (consolidation). This typically occurs during or within a few months after the completion of grading. In general, silty to clayey soils will compress more slowly than sandy/granular soils. The second manner is long-term settlement, which typically occurs on the order of years after the fill soils are placed and is triggered by the addkional wetting of the soils due to irrigation/precipitation. This occurs even to properly compacted fill soils and even though subdrains are installed. Silty to clayey soils typically settle as much as two times the amount that sandy soils will. Preliminary recommendations are presented in Sections 4.1.6 and 4.4. -12-Leighton and Associates, Inc. A LEIGHTOH 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), k is our professional opinion that the proposed mass grading of the Bressi Ranch property is feasible from a geotechnical standpoint, provided the following conclusions and recommendations are incorporated into the project plans, specifications, and followed during the ske 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 pertment 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 unsukable in their present state and will require removal and recompaction in areas of proposed development or fiiture fill. • Due to potentially instability concems and compressible nature, the landslide deposits within the limits of the planned grading are considered unsuitable for stractural support in their present condition and remedial measures (i.e. buttressing with fill and/or removals of the unstable and potentially compressible portions) will be required. 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 mches in maximum dimension), organic material and debris. • Active faults are not known to exist on or in the unmediate vicinity of the site. Because of the lack of known active faults on the site, the potential for surface rapture at the site is considered low. • The main seismic hazard that may affect the 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 ske is considered unlikely, provided the recommendations for site grading (as indicated in Section 4.1 and Appendix D) are adhered to. However, relatively shallow groundwater and loose sandy soils are present in the main canyons and the potential for liquefaction ^ these in 13 -Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 considered moderate unless provisions to mitigate the potential liquefaction are not performed during site grading. The ground water table was encountered in the on-site alluvium/colluvium at depths from approximately 5 to 20 feet below the existing ground surface of the main drainages. In general, the ground water table within the main canyon along proposed Poinsettia Lane is anticipated to be on the order of 5 to 10 feet in depth while the north-south trending canyons on the west and east sides are on the order to 10 to 20 feet in depth. Localized seeps were also observed in a number of the large-diameter borings at various elevations with the formational material. However, ground water on the site is not anticipated to be a significant factor during site grading and subsequent development. If ground water seepage conditions are encountered during ske development, recommendations to mitigate the conditions can be made on a case-by-case basis at that time. The expansion potential of the on-ske 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 constraction equipment. Localized cemented zones may require heavy ripping. All oversized material should be placed in accordance with the recommendations presented in Section 4.0 and Appendix D to minimize settlement of the material around the oversized rocks. In general, when recompacted as fill soils, the surficial units (including landslide deposits, topsoil, colluvium, alluvium, etc.) are anticipated to shrink and the bedrock materials are likely to bulk. It is anticipated that any planned major cut slopes that will be comprised of siltstones and/or claystones of the Santiago Formation will require stabilization measures to mitigate potential surficial instability. A detailed discussion on slope stability is provided in Section 4.2. Potential settlement of relatively deep fills is anticipated to mainly occur during or within a few months following the completion of grading. However, areas of deep fill should be monitored to ensure that the majority of the settlement occurs prior to constraction of stractures and other settlement sensitive improvements. In addition, lots underlain by fill differential thicknesses in excess of 20 feet will require the utihzation 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, ifnot 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 ske will consist of site preparation, removals of unsuitable soil, excavation of cut material, fill placement, and french excavation and backfill. We recommend that earthwork on-site be performed in accordance with the following recommendations, the City of Carlsbad gradmg requirements, and the General Earthwork and Grading Specifications for Rough-Grading (GEGS) included in Appendix D. In case of conflict, the following recommendations shall supersede those included as part of Appendix D. 4.1.1 Site Preparation Prior to the grading of areas to receive stractural fill or engineered stractures, the areas should be cleared of surface obstractions, any existing debris, unsuitable material (such as desiccated documented fill soils, undocumented fill soils, topsoil, colluvium, alluvium, landslide deposits, and weathered formational materials) and sfripped of vegetation. Vegetation and debris should be removed and properly disposed of off-site. Holes resulting from the removal of buried obstractions that extend below finished site grades should be replaced with suitable compacted fill material. Areas to receive fill and/or other surface improvements should be scarified to a minimum depth of 6 to 12 inches, brought to an above-optimum moisture condition, and recompacted to at least 90 percent relative compaction (based on American Standard of Testing and Materials [ASTM] Test Method D1557). 4.1.2 Removal and Recompaction of Unsuitable Soils As discussed in Sections 2.2 and 3.0, portions of the site are underiain by unsuitable soils, which may settle under the surcharge of fill and/or foundation loads. These materials include desiccated documented fill soils, undocumented fill soils, topsoil, colluvium, alluvium, landslide deposits and weathered fonnational material. Compressible materials not removed by the planned grading should be excavated to competent material, moisture conditioned or dried back (as needed) to obtam an above-optimum moisture content, and then recompacted prior to addkional fill placement or surface improvements. The actual depth and extent ofthe required removals should be determined during grading operations by fhe geotechnical consultant; however, estimated removal depths are summarized below. 1) Existing Documented Fill The desiccated upper portion of the existing documented fills located in the eastem and southeastem portions of the site (associated with the grading of Carrillo Ranch) should be removed to competent fill prior to placement of additional fill. These materials can be utilized as fill materials provided they are moisture condkioned 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 LEIGHTOH GROUP COMPANY 971009-005 soils may be present below the 1:1 (horizontal to vertical) removal edge extending from the existing toe-of-slope down undemeath the fill. 2) Existing Undocumented Fill The existing undocumented fills should be completely removed prior to placement of additional fill. These materials can be utilized as fill materials provided they are moisture condkioned and free of deleterious materials. The estimated removal depths of the undocumented fill soils range from 1 to more than 25 feet in depth. All frash, constraction debris, and decomposable material should be removed and disposed of off-site. 3) Topsoil Areas to receive fill which are on slopes flatter than 5:1 (horizontal to vertical) and where normal benching would not completely removed the topsoil, should be sfripped to suitable formational material prior to fill placement. Topsoil is expected to be generally 1 to 4 feet thick, although localized deeper accumulations may be encountered during grading. 4) Alluvium and Colluvium In cut and fill areas, colluvial and alluvial materials should be completely removed to competent material. Where the alluvium/colluvium is located above the water table, this will most likely entail complete removal of these materials to competent bedrock. In areas where a shallow water table prevents the removal of these materials using conventional earthmoving equipment, (i.e. scrapers), we recommend the remaining material be removed by top loading (wet removal) or be surcharged and drained with wick drains. At the present time, we recommend further investigation of the areas where shallow ground water is present within the alluvial soils in order to determine the compressibility characteristics of the alluvial soils. Based on the results of the additional evaluation, specific geotechnical recommendations can be provided conceming the mitigation of the deep saturated alluvium and fill soils placed in these areas. 5) Landslide Deposits The landslide deposits within the limits of the planned grading should be removed to competent material during site grading in order to remove the highly disturbed and weathered material. The actual depth of sfripping or overexcavation should be determined during gradmg based on field observations by the geotechnical consuhant. However, preliminary recommendations relative to the removals of the landslides are presented on Table 1 for each of the mapped landslides on the site. Additional and/or specific recommendations may be made during the grading plan review after the completion of more detailed grading plans are developed. - 16- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 4.1.3 Excavations Excavations of the on-site sedimentary and surficial materials may generally be accomplished with conventional heavy-duty earthwork equipment. Localized cemented zones in the Santiago Formation may be encountered that may require heavy ripping. All oversized rock that is encountered should be placed as fill in accordance with the recommendations presented Appendix D. 4.1.4 Cut/Fill Transition Conditions In order to reduce the potential for differential settlement in areas of cut/fill transitions, we recommend the entire cut portion of the fransition building pads be overexcavated and replaced with properly compacted fill to mitigate the fransition condition beneath the proposed stracture. For fransitions less steep than a 2:1 (horizontal to vertical), the overexcavation of the cut portion of the building pad should be a minimum of 4 feet below the planned finish grade elevation of the pad. For cut/fill fransitions steeper than a 2:1 (horizontal to vertical) and for transitions beneath multi-unit and large commercial stmctures, site specific overexcavation recommendations should be made after the final grading and development plans are completed. All overexcavations should extend laterally at least 10 feet beyond the building perimeter or footprint. 4.1.5 Fill Placement and Compaction The on-site soils are generally suitable for use as compacted fill provided they are free of organic material, frash or debris, and rock fragments larger than 8 inches in maximum dimension. All fill soils should be brought to above-optimum moisture conditions and compacted in uniform lifts to at least 90 percent relative compaction based on the laboratory maximum dry density (ASTM Test Method D1557). The optimum lift thickness required to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fill should be placed in lifts not exceeding 8 inches in compacted thickness. Placement and compaction of fill should be performed in general accordance with the current City of Carlsbad gradmg ordinances, sound constraction practices, and the General Earthwork and Grading Specifications of Rough-Grading presented in Appendix D. 4.1.6 Settlement of Deep Fills Subsequent to removals of compressible soils, fills of up to approximately 70 to 80 feet in thickness are planned on the site. Our experience and analysis indicates that potential settlement in these deep fill areas maybe on the order of 10 inches (depending on compactive effort) and may take as long as 6 months (or longer) to occur. Most of this settlement is anticipated to occur during gradmg. We anticipate that post constraction settlement of onsite fills to be on the order of a maximum of 3 inches. Release of building pad areas for constraction of stractures in fill areas deeper than 50 feet should be made based on the results of surface settlement monuments placed at the completion of grading. 17 -Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 Provisional information indicates the release of building pads for constraction in areas not underlain by saturated alluvium will be on the order of 3 months following grading. 4.1.7 Expansive Soils and Selective Grading The laboratory test results and our professional experience with similar materials on sites in the vicinity indicate that the on-site soils possess a very low to very high expansion potential. As a result, the presence of highly expansive materials within 5 vertical feet from finish grade will require special foundation and slab considerations (i.e. the use of a post- tension foundation system). In general, this condkion should be limited to finish grade pads comprised of Santiago Formation claystone or siltstone (generally below an approximate elevation of 270 to 300 feet msl across the site) or where these materials are utilized as compacted fill withm 5 feet of finish grade. As an altemative to the use of a post-tension foundation system on lots possessing a medium to very high expansion potential, the building pads may be overexcavated a minimum of 5 feet below finish pad grade and replace with properly compacted fill possessing very low to low expansion potential (i.e., the sandy soil of the Santiago Formation present in the higher elevations of the ske. Should this altemative be chosen, the overexcavation should extend across the entire lot and be graded such that water does not accumulate beneath the stractures (by providing a minimum 2 percent fall of the overexcavation bottom towards the street or existing fill). 4.2 Slope Stability Review of the 200-scale tentative fract map/grading plans (PDC, 2001b), mdicates that cut and fill slopes will be constracted to maximum heights on the order of 50 and 70 feet, respectively. We understand that these finished slopes are planned at inclinations of 2:1 (horizontal to vertical) or flatter. Based on the 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. Leighton and Associates, Inc. A LEIGHTOH GROUP COMPANY 971009-005 Table 3 Slope Stability Soil Parameters Material Moist Unit Weight (pcf) Saturated Unk Weight (pcf) Friction Angle (degrees) Cohesion (psf) Artificial Fill Soils 125 130 25 200 Quatemary Alluvium 125 130 18 100 Landslide Material 125 130 18 100 Clay Seam/Rupture Surface 120 125 8 100 Santiago Formation (sandstone) 130 135 30 300 Santiago Formation (claystone along bedding) 130 135 13.5 100 Santiago Formation (claystone across bedding) 130 135 30 300 4.2.1 Deep-Seated Stability 1) Fill Slopes The materials anticipated for use in fill slope grading will predominantly consist of sandy and silty to clayey soils of the Santiago Formation. Our analysis, assuming homogeneous slope conditions, indicates the anticipated fill slopes up to the maximum proposed heights of 70 feet will have a calculated factor of safety of 1.5 or greater with respect to potential, deep-seated failure. The proposed slopes should be constracted in accordance with the recommendations of this report, the attached General Earthwork and Gradmg Specifications for Rough-grading (Appendix D), and City of Carlsbad grading code requirements. 2) Cut Slopes/Landslide Stabilization Engineering analysis of the proposed 2:1 (horizontal to vertical) cut slopes up to a maximum height of approximately 50 feet indicates the deep-seated stability of the slopes, in general, are stable from a geotechnical standpoint provided adverse geologic conditions are not present. The results of our stability analysis indicate that proposed cut slopes have a static factor of safety in excess of 1.5 for gross stability after remedial grading is performed (i.e. the constraction of butfresses) and our geotechnical recommendations are adhered to. 19-Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 However, cut slopes consistmg of Santiago Formation claystones and siltstones may be surficially unstable and may require the constraction of stability or replacement fills on the slopes. Based on our subsurface exploration (Appendix B), we anticipate that the majority of the cut slopes below an approximate elevation of 270 to 300 feet msl will consist of Santiago Formation claystones and siltstones. The stability fill keys should be constracted a mmimum of 15 feet wide, at least 5 feet below the toe-of- slope grade, and have a mmunum 2 percent into-the-slope inclination. The approximate locations of the stability fill keys are presented on the Remedial Grading Map (Plate 2). A typical detail for stability fill constraction is provided in the attached General Earthwork and Grading Specifications (Appendix D). In addkion. Geologic Cross-Sections A-A' through M-M' (Figures 4 through 17) were prepared in areas of landslides to further evaluate slope stability and to provide butfress designs, where appropriate, to increase the overall slope static factor-of-safety to at least a 1.5. Where butfresses are recommended, the preliminary dimensions are presented on the appropriate cross-section. A summary of the landslides is presented on Table 1. Prior to constraction of the recommended butfresses presented herein, the provisional stability recoinmendations should be reviewed and addkional butfress design analysis performed based on the actual design grading plans. We recommend the geotechnical consultant document and geologically map all excavations including cut slopes during grading. The purpose of this mapping is to substantiate the geologic condkions assumed in our analyses. Additional investigation and stability analysis may be required if unanticipated or adverse conditions are encountered during site development. 3) Slope Face Compaction and Finishing Due to the high expansion potential of the claystones and siltstones within the Santiago Formation, special compaction procedures will be necessary in order for the specified compaction to be achieved out to the slope face. Soils placed within 15 feet of the face of slope should consist of a mixture of clay and sand. The sole use of highly expansive clayey or clean sandy material within 15 feet of the face of slope should be avoided. Overbuilding the slope faces a minimum of 5 feet and trimming them back or frequent back-rolling with sheepsfoot compactors (at 1- to 3-foot vertical intervals) and back-rolling the completed slope with a short-shank sheepsfoot may be utilized to achieve the specified compaction of the slope face. 4) Stabilitv for Temporarv Backcut Slopes During Grading The temporary backcut slopes that will be created during removal of unsuitable materials or constraction of the butfress and/or stabilization fills should have acceptable temporary factors of safety durmg 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 butfress backcut near the toe of the landslide; and 4) cutting the temporary slopes at slope inclinations no steeper than 1-1/2:1 (horizontal to vertical) in locations of adverse geologic^nditions - 20 - Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 and 1:1 (horizontal to vertical) inclinations in other locations. In critical areas, we may recommend a confractor's representative observe the backcut for signs of instability during butfress constraction. Backcut safety is the responsibility of the confractor. It is of utmost importance to schedule the earthwork sequence such that the time between removal and recompaction is reduced to a minimum. Full-time geologic inspection should be performed during backcut excavation, not only to confirm the geologic conditions but also to provide early waming of incipient failure of the temporary excavations and to allow in-constraction reaction to accommodate such failures and keep their occurrence to a minimum. 4.2.2 Surficial Stabilitv Surficial stability of the 2:1 (or flatter) fill and cut slopes were evaluated during our supplemental investigation. Our calculations indicate a factor of safety in excess of 1.5 for surficial stability under 4-foot steady state seepage. However, due to the presence of potentially adverse geologic conditions, we have recommended stability fills along the slopes exposing Santiago Formation claystones or siltstones as discussed in Section 4.2.1, Part 2. 4.3 Control of Ground Water and Surface Waters Based on our preliminary and supplemental geotechnical investigations, it is our opinion that a permanent shallow ground water table does not currently exist at the site. However, a perched ground water condition is present within the alluvial soils in the main drainages of the property. The 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 stractures. 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 condkions can develop in areas where no such ground water conditions existed prior to site development, especially in areas where a substantial increase in surface water infilfration results from landscape irrigation. We recommend that an engineering geologist be present during grading operations to observe and record possible future seepage areas and provide field recommendations for mitigation of future potential seepage. •21 -Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 4.3.1 Canvon Subdrains hi order to help reduce the potential for ground water accumulation in the proposed fill areas, we recommend subdrains be mstalled in the bottoms of canyons fill areas (or on the sides of the removal if saturated alluvium is left-in-place) prior to fill placement. The canyon subdrains should consist of a 6-mch diameter PVC pipe surrounded by a mmimum of 9-cubic feet (per linear foot) of 3/4-inch gravel wrapped in a filter fabric (Mirafi MON or equivalent). Where the subdrain is placed on fill m order to outlet the subdrain, the subdrain should consist of solid PVC pipe. The subdrain should have a minimum fall ofat least 1 percent. Specific subdrain recommendations will be made upon our review ofthe final site grading plans. However, preliminary canyon subdrain locations are presented on the Remedial Grading Map (Plate 2). Details for subdrain consttnction 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 ofthe configuration ofthe canyon bottoms by the geotechnical consultant after the removal of compressible soils have been completed. A representative of the project civil engineer should survey the installed subdrains for alignment and grade. Sufficient tune should be allowed for the surveys prior to commencement of fill placement operations over the subdrain. The subdrain outiets should be installed to discharge water into positive drainage devices (e.g. storm drain boxes, natural canyon bottoms, etc.). 4.3.2 Buttress and Stabilitv Fill Subdrains Subdrains should be provided in the buttress and stability fills consfructed on-site in order to minimize slope instability. The subdrains should be placed along the heel ofthe butfress or stability fill key (across the entire length of tiie key) and along the backcut at approximately 30-foot vertical intervals. The subdrains should be placed and consfructed 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) underiain by relatively impermeable fonnational claystone or siltstones exposed in cut slopes on the site, groundwater seepage conditions are likely at these contacts. Slopes exposing these condkions (especially when the area at the top ofthe slope will be irrigated and/or where stracttires 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 condkions include installing a toe-of-slope subdrain system, installurg a subdrain system at or slightly below the contact between the permeable and impermeable materials or by replacing die slope with a stability fill (discussed in Section 4.2.1, Part 2). -22- Leighton and A.ssociates, 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 m place beneath the fill be monitored (by the placement of settlement monuments upon completion of rough-grading and periodic surveying). The number of settlement monuments necessary for monitoring and their placement locations should be determined following a review of the site grading plans by the project geotechnical consultant. Constraction of settlement-sensitive stractures in these deep fill areas should be postponed until anticipated settlement is within tolerable limits based on the analysis of the geotechnical consultant. 4.5 Surface Drainage and Lot Mamtenance Positive drainage of surface water away from stractures is very important. No water should be allowed to pond adjacent to buildings or the top of slopes. Poskive 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 fiirther maintained by a swale of drarnage path at a gradient of at least 1 percent. Where limited by 5-foot side yards, drainage should be directed away from foundations for a minimum of 3 feet and into a collective swale or pipe system. Where necessary, drainage paths may be shortened by use of area drains and collector pipes. Eave gutters also help reduce water infiltration into the subgrade soils if the downspouts are properly connected to appropriate outlets. Property owners should be reminded of the responsibihties of hillside maintenance practices (i.e., the maintenance of proper lot drainage; the undertakmg of property improvements in accordance with sound engineering practices; and the proper maintenance of vegetation, including pradent lot and slope irrigation). 4.6 Graded Slopes It is recommended that all graded slopes withm the development be planted with drought-tolerant groimd cover vegetation as soon as practical to protect against erosion by reducing ranoff velocity. Deep-rooted vegetation should also be established to protect against surficial slumping. Oversteepening of existing slopes should be avoided during fine grading and constraction unless supported by appropriately designed retaming stractures. 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. " Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 971009-005 4.7 Plan Review and Constraction Observation The provisional recommendations contained in this report must be confirmed once the actual grading plans are available. At that time, additional investigation and analysis maybe required. Constraction observation of all on-site excavations and field density testing of all compacted fill should be performed by a representative of this office. We recommend that a geologist map all excavations during grading for the presence of potentially adverse geologic conditions. All footing excavations should be reviewed by this office prior to placing steel or concrete. •24 -Leighton and Associates, Inc. A LEIGHTOH GROUP COMPANY 971009-005 5.0 LIMITATIONS The conclusions and recommendations in this report are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and tests. Such information is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological conditions can occur within small distances and under varying climatic conditions. Changes in subsurface conditions can and do occur over time. Therefore, the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton and Associates has the opportunity to observe the subsurface conditions during grading and construction of the project, in order to confirm that our preliminary findings are representative for the site. -25 -Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Table 1 Geotechnical Summarv of Existing Landslides 971009-005 Landslide Reference Number Location Geologic Condkions Conclusions and Recommendations 1 Eastem portion of PA-1 Landslide is a relatively large surficial slump. The landslide appears to have moved as a relatively incoherent mass of material. Failure was probably related to saturation conditions at the base of the weathered zone in the formational material (based on evidence of ground water seepage zones observed in the area). The backscarp was identified in Exploratory Trench T-27. The thickness of landslide is unknown, but anticipated to be on the order of 10 to 15 feet. A buttress approximately 60 feet wide vvith a depth of at least 10 feet below the proposed toe-of-slope is recommended to remove the landslide and stabilize the slope. A subdrain system at the heel of the key and panel drains in areas of observed and/or potential ground water seepage zones should also be anticipated. 2 Southeastem portion of PA-2 (Cross-Section E-E') Landslide is essentially the same as Landslide No. 1 (i.e. a relatively large surficial slump). The landslide appears to have moved as a relatively incoherent mass of material. Failure was probably related to saturation conditions of the weathered zone based on evidence of ground water seepage zones observed in the area. The basal slip 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 butfress approximately 40 feet wide vrith 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 cenfral 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. Thiclcness of landslide is unknovra, but anticipated to be on the order of 10 to 15 feet. This landslide is outside the limits of the proposed grading; and therefore, no remedial grading is needed. However, we recommend that the fill slope key excavation for the proposed fill slope west of this landslide be geologically mapped to identify any evidence that the landslide may encroach into Uie fill slope key. <2 CQ' > ZT Si O 5 QJ ° Crt " s o O 5 Qj" CO Table 1 Geotechnical Summarv of Existing Landslides (continued) 971009-005 Landslide Reference Number Location Geologic Conditions Conclusions and Recommendations 4 Southeast side of OS-1 Landslide is a relatively large surficial slump. Landslide appears to have moved as a relatively incoherent mass of material. Failure was probably related to saturation conditions based on evidence of ground water seepage observed in the area. Thickness of landslide is unknown, but anticipated to be on the order of 10 to 20 feet. Complete removal of the relatively large surficial slump to competent formational material within the limits of grading is recoinmended. The removal depth is estimated to be on the order of 10 to 20 feet. In addition, it should be anticipated that the proposed fill slope above the landslide on the east side will require a fill slope/shear key approximately 15 feet wide with a depth of at least 5 feet below the proposed toe-of-slope. 5 East side of OS-1 and Westside of PA-10 Landslide is a relatively large surficial slump. Landslide appears to have moved as a relatively incoherent mass of material. Failure was probably related to saturation conditions based on evidence of ground water seepage observed in the area. Thickness of landslide is unknown, but anticipated to be on the order of 10 to 20 feet. Complete removal of the relatively large surficial slump to competent formational material is recommended since the landslide is completely within the limits of grading. The removal depth is estimated to be on the order of 10 to 20 feet. A subdrain system including possible panel drains in areas of observed and/or potential ground water seepage zones may be needed. 6 Southwest side of PA-6 and northwest side of PA- ID (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. CD CQ =r o zs CO :3 CL > w v> a o Q/ CD" Cfl o Table 1 Geotechnical Summarv of Existing Landslides (continued) 971009-005 Landslide Reference Number Location Geologic Conditions Conclusions and Recommendations 7 Northwestem portion of PA-11 (Cross-Section M-M') Landslide is assumed to be a moderately sized rotational type landslide. The landslide appears to have moVed as a relatively coherent mass of material. Thickness of landslide is unknown, but anticipated to be on the order of20 to 35 feet thick Constraction 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. 8 Westem 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 unknovra, 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. 9 L Southem portion of PA-11 and partially offsite to the south (Cross-Section L-L') Landslide complex is a relatively large and deep block- slide type landslide. The landslide likely failed along a clayseam or weak claystone bed at an elevation near the bottom of the adjacent drainage to the southeast. The landslide is estimated to be up to approximately 60 feet deep. It is not known how deep or the relative extent of the graben area, which will be located beneath a proposed fill slope. A second proposed fill slope is located near the bottom of the landslide just north of the property line. Some type of buttress will be required to stabilize the landsUde and provide an adequate factor of safety for the proposed fill slopes. The estimated size of the buttress at the toe of the landslide is 100 feet wide and 15 feet deep at the toe. A stability fill/shear key is also recommended below the upper fill slope. This key should be a minimum of 15 feet wide and 10 feet deep below the proposed toe of slope. In addition, removal of the unsuitable and potentially compressible portion of the landslide is also recommended. The estimated depth of these removals is on the order of 10 to 20 feet within the limits of the proposed grading. Additional investigation and analvsis are recommended to better ttt define the landslide eeometrv and the buttress desien. CD CQ" > zr m O" 5 QJ o ZJ = Q. 0 O 1 CD < Crt Table 971009-005 Geotechnical Summary of Existing Landslides (continued) Landslide Reference Number Location Geologic Conditions Conclusions and Recommendations 9A Southem portion of PA-11 and partially offsite to the south (Cross-Section K-K') Landslide complex is a relatively small block-slide type landslide. Based on Geocon Boring GLB-15 located offsite, the 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 the upper portion of the landslide. A proposed cut slope on the off-site property will be made through the fi'ont of the landslide. Constraction of a butfress on the order of 60 feet wide with a depth of approximately 25 feet (or through the landslide rapture surface) is recommended along the proposed toe of the fill slope located north of the properfy line. In addition removal of the upper approximately 5 to 10 feet of the landslide mass to competent material is also recommended. A subdrain system in the butfress is also recommended. 10 Southeastem comer of PA-11 (Cross-Section I-I') Landslide is a relatively small block-slide type landslide. The landslide rapture surface was encountered in Boring LB-27 at an approximate depth of 16 feet below the ground surfece (at an approximate elevation of 220 feet). It appears that the landslide failed along a weak clay bed within the Santiago Fonnation claystone. The landshde is estimated to be up to approximately 25 to 30 feet deep. A fill slope is proposed on the lower portion of the landslide north of the property line. Constraction of a buttress on the order of 60 feet wide with a depth of approximately 10 feet (or through the landslide rapture surface) is recommended along the proposed toe of the fill slope located north of the properfy line. In addition removal of the upper approximately 5 to 10 feet of the landslide mass to competent material is also recommended. A subdrain system in the buttress is also recommended. 11 Southem portion of PA-8 and southeastem comer of PA-11 (Cross-Section H-H') Landslide is similar to Landslide No. 10 (i.e. a relatively small surficial slump). The landslide rapture surface was encountered in Boring LB-26 at a depth of approximately 25 feet below the ground surface (at an approximate elevation of 220 feet). It appears that the landslide failed along a weak clay bed within the Santiago Formation claystone. The landslide is estimated to be up to approximately 25 to 30 feet deep. A proposed fill slope is proposed on the lower portion of the landslide north of the property line. Constraction of a buttress on the order of 60 feet wide with a depth of approximately 10 feet (or through the landslide rapture surface) is recommended along the proposed toe of the fill slope located north of the properfy line. In addition removal of the upper approximately 5 to 10 feet of the landslide mass to competent material is also recommended. A subdrain system in the butfress is also recommended. CD CQ" > 3" m O 5 03 = a. 7. ^ 2 Crt % Crt 0 O = Qj" 1 CD Crt 13 O Table 1 Geotechnical Summarv of Existing Landslides (continued) 971009-005 Landslide Reference Number Location Geologic Conditions Conclusions and Recommendations 12 Southem portion of PA-8, southeastem portion of PA-11, and westem portion of PA-12 (Cross-Sections C-C and G-G') Landslide is relatively large and extends partially off- site to the south. The landslide appears to have moved as a semi-competent block on a rapture surface that is dipping approximately 5 degrees to the southeast. The landslide is estimated to be up to approximately 30 to 50 feet deep. The lower end of 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 eflfectively butfresses the landslide, and therefore, no buttress key is required. However, the unsuiteble and potentially compressible portion of the landslide should be removed to competent material. Removal depths of die unsuiteble material are estimated to be on the order of20 to 30 feet deep. 13 Northwestem portion of PA-12 and the southem portion of OS-3 (Cross-Section F-F') Landslide is relatively large and extends partially into an open space area (OS-3). The landslide appears to have moved as a semi-competent block on a relatively flat rapture surfece. The landslide rapture surface was encountered in Boring LB-7 at a depth of approximately 32.5 feet below the ground surface (at an approximate elevation of275 feet). It appears that the landslide failed along a weak clay bed within the Santiago Formation claystone just above a sandstone unit. The landslide is estimated to be ^proximately 35 to 80 feet thick. Some type of buttress will be required to stabilize tiie landslide. However, based on the current proposed grades, unknovra geometry of the upper portion of the landslide, and our understanding that grading cannot occur within the open space area dictetes that a butfress cannot be designed within the current parameters. An additional investigation and analvsis are recommended 13 Northwestem portion of PA-12 and the southem portion of OS-3 (Cross-Section F-F') Landslide is relatively large and extends partially into an open space area (OS-3). The landslide appears to have moved as a semi-competent block on a relatively flat rapture surfece. The landslide rapture surface was encountered in Boring LB-7 at a depth of approximately 32.5 feet below the ground surface (at an approximate elevation of275 feet). It appears that the landslide failed along a weak clay bed within the Santiago Formation claystone just above a sandstone unit. The landslide is estimated to be ^proximately 35 to 80 feet thick. to better define the landslide geometrv and the butfress 13 Northwestem portion of PA-12 and the southem portion of OS-3 (Cross-Section F-F') Landslide is relatively large and extends partially into an open space area (OS-3). The landslide appears to have moved as a semi-competent block on a relatively flat rapture surfece. The landslide rapture surface was encountered in Boring LB-7 at a depth of approximately 32.5 feet below the ground surface (at an approximate elevation of275 feet). It appears that the landslide failed along a weak clay bed within the Santiago Formation claystone just above a sandstone unit. The landslide is estimated to be ^proximately 35 to 80 feet thick. design and/or design grades in front of the landslide 13 Northwestem portion of PA-12 and the southem portion of OS-3 (Cross-Section F-F') Landslide is relatively large and extends partially into an open space area (OS-3). The landslide appears to have moved as a semi-competent block on a relatively flat rapture surfece. The landslide rapture surface was encountered in Boring LB-7 at a depth of approximately 32.5 feet below the ground surface (at an approximate elevation of275 feet). It appears that the landslide failed along a weak clay bed within the Santiago Formation claystone just above a sandstone unit. The landslide is estimated to be ^proximately 35 to 80 feet thick. need to be raised in order stebilize the landslide. 14 u Southem portion of PA-13 Landslide is a relatively small block-slide type landslide. The landslide rapture surface is anticipated to be at the same approximate elevation as Landslide 15 (i.e. approximately 190 feet) within a clayey siltstone bed of the Santiago Formation. The landslide is estimated to be up to approximately 25 to 30 feet deep. The lower end of the landslide is likely buried by recent alluvium/colluvium. Removal the potentially compressible soil to competent landslide material in the upper portion ofthe 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 butfress the landslide, hi addition, it should be anticipated that the upper end of the landslide will need to be completely removed to competent formational material outside the proposed grading limits in order to stebilize the natural slope. A key approximately 15 feet wide should be constracted in this area. As an altemative, a building setback from the landslide may be provided. CD CQ > zr S O a 5 05 o ^ = CL ° Crt 0 O - ^' 1 CD •< Crt o Table 1 Geotechnical Summarv of Existing Landslides (continued) 971009-005 Landslide Reference Number Location Geologic Conditions Conclusions and Recommendations 15 Southem portion of PA-13 (Cross-Section J-J') Landslide is essentially the same as Landslide No, 14 (i.e. a relatively small block-slide type landslide). The landshde rapture surface was encountered in Boring LB-6 at an approximate depth of 26 feet below the ground surfece (at an approximate elevation of 190 feet). It appears that the landslide failed along clayey siltstone bed directly below a cemented zone within the Santiago Fonnation. 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 ofthe landslide is recommended. The removal depth is estimated to be on the order of 10 to 15 feet. The proposed in-fiUing ofthe canyon to the west with compacted fill will effectively butfress the landslide. In addition, it should be anticipated that the upper end of the landslide vrill need to be completely removed to competent formational material outside the proposed grading limits in order to stebilize the natural slope above the proposed relatively flat building pad. A key approximately 15 feet wide should be constructed in this area. 16 Northem portion of PA-13 Landslide is a relatively small block-slide type landslide. The landslide rapture surface was encountered in Boring LB-14 at an approximate depth of 34 feet below the ground surface (at an approximate elevation of 200 feet) near the top of a claystone bed within the Santiago Formation. The landslide is estimated to be up to approximately 35 to 40 feet deep. The lower end of the landslide is likely buried by recent alluvium/colluvium. Removal the potentially compressible soil to competent landslide material in the upper portion of the landslide is recommended. The removal depth is estimated to be on the order of 10 to 15 feet. The proposed in-filling ofthe canyon to the west with compacted fill will effectively butfress the landslide. 17 ll. Northem portion of PA-13 Landslide is essentially the same as Landslide No. 16 (i.e. a relatively small block-slide type landslide). The landsUde rapture surface is anticipated to be at the same approximate elevation as Landslide 16 (i.e. approximately 200 feet) within a clayey siltstone bed of the Santiago Formation. The landslide is estimated to be up to approximately 25 to 30 feet deep. The lower end of the landslide is likely buried by recent alluvium/colluvium. Removal the potentially compressible soil to competent landslide material in the upper portion of the landslide is recommended. The removal depth is estimated to be on the order of 10 to 15 feet The proposed in-fiUing ofthe canyon to the west with compacted fill will effectively butfress the landsUde. CD I:Q' 13- O QJ Q. > Crt Crt o o QJ" CD Crt 5" o Table 1 Geotechnical Summarv of Existmg 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 Umits of grading is recommended. A building setback may be required adjacent to the landslide (due to the unsteble landslide in the open space/natural slope above the building pad to the west). As an altemative, grading in the open space may be performed to stebilize 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 rapture surface that is dipping approximately 10 to 12 degrees to the east. The landslide rapture surface was encountered in Boring LB-20 at an approximate depth of 18 feet below the ground surface (at an approximate elevation of 242 feet) within a weak claystone bed in the Santiago Formation. The landsUde is estimated to be up to approximately 20 to 25 feet deep. The lower end of the landslide is likely buried by recent alluvium/colluvium. The proposed ui-fiUing of the canyon to the west with compacted fill will eflfectively butfress the landslide. However, the landslide should be removed to competent formational material from a 1:1 projection down and away from the limits of fill. 20a and 20b OS-4 Landslide complex appears to be a relatively large block-sUde 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 LandsUde complex appears to be a relatively large block-slide fype landslide completely located in an open space area. Since the landslide is completely within an open space area, no remedial grading is required. CD CQ' > ZT Si o 5 QJ o Z5 = GL ° Crt ^ Crt " s 0 O 1 CD •< Crt o Table 1 Geotechnical Summarv of Existing Landslides (continued) 971009-005 Landslide Reference Number Location Geologic Condkions 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 unknovra 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. Conipletely remove the small surficial slump along vrith the colluvium. Extend the canyon subdrain through this area. CD CQ' QJ Z3 Q. > Crt Crt o o Qj" CD Crt 971009-005 APPENDIXA References Blake, Thomas F., 1996, EQFAULT, Version 2.2. , 1998, FRISK SP Eisenberg, L.l., 1985, Pleistocene Faults and Marine Terraces, Northem San Diego County in Abbott, P.L., Editor, On the Manner of Deposition of the Eocene Strata in Northem San Diego County, San Diego Association of Geologists, Field Trip Guidebook, pp. 86-91. Eisenberg, L.l. and Abbott, P.L., 1985, Eocene Lithofacies and Geologic History, Northem SanDiego Counfy in Abbott, P.L., ed., On the Manner of Deposition of the Eocene Strata in Northem San Diego Counfy: San Diego Association of Geologists, Field Trip Guidebook, pp. 19-35. Geocon, Inc., 1982a, Soil and Geologic Reconnaissance, Bressi Ranch, San Diego Counfy, Califomia, File No. D-2714-T01, dated March 23,1982. , 1982b, Report of Phase 1 Geotechnical Study, Bressi Ranch, Cadsbad, Califomia, File No. D- 2714-T02, dated June 4, 1982, , 1992, Preliminary Geotechnical Investigation, Rancho Carrillo, Villages E, J, and K, Carlsbad, Califomia, Project No, 04787-12-04, dated December 30, 1992, , 1993, Geologic Investigation for Rancho Carrillo Project - Major Roads, Carlsbad, Califomia, ProjectNo, 04787-12-01, dated January 15, 1993, , 1996, Geologic Investigation, Rancho Carrillo - El Fuerte Detention Basin Embankment and Existing Bressi Dam, Carisbad, Califomia, Project No, 04787-12-11, dated November 25, 1996, , 1998, Final Report of Testing and Observation Services During Site Grading, El Fuerte Detention Embankment, Rancho Canillo, Carlsbad, Califomia, ProjectNo, 05845-12-07, dated November 20, 1998. , 2000, Supplemental Soil and Geologic Investigation, Villages of La Costa - The Greens, Carlsbad, Califomia, Project No. 06403-12-01, dated March 24, 2000. Hannan, D., 1975, Faulting in the Oceanside, Carlsbad and Vista Areas, Northem San Diego County, Califomia in Ross, A. and Dowlens, R.J., eds., Smdies on the Geology of Camp Pendleton and Western San Diego Counfy, Califomia: San Diego Association of Geologists, pp. 56- 59, Hart, E.W., 1997, Fault-RupUire Hazard Zones in Califomia, Alquist-Priolo Special Studies Zones Act of 1972 with Index to Special Studies Zones Maps: Department of Conservation, Division of Mines and Geology, Special Publication42. 971009-005 APPENDIX A (continued) Intemational Conference of Building Officials (ICBO), 1997, Uniform Building Code, Volume I - Administrative, Fire- and Life-Safety, and Field Inspection Provisions, Volume II - Stmctural Engineering Design Provisions, and Volume 111 - Material, Testing and Installation Provision, ICBO, Jennings, C.W., 1994, Fault Activity Map of Califomia and Adjacent Areas; Califomia Division of Mines and Geology, Geologic Data Map 6, Scale 1 ;750,000. Leighton and Associates, Inc., 1992, City of Carlsbad, Geotechnical Hazards Analysis and Mapping Study, 84 Sheets, dated November, 1992. , 1997, Preliminary Geotechnical Investigation, Bressi Ranch, Carlsbad, Califomia, Project No. 4971009-002, dated July 29,1997. , 1998,Recommendations for Overexcavation of Potentially Compressible Materials, for Onsite Portion of Land Outfall Sewer Relocation Project, Future Poinsettia Lane, Bressi Ranch, Carisbad, California, Project No. 4971009-002, dated March 26, 1998. , 2000a, Geotechnical Review of Conceptual Grading Plans for the Wetland Restoration Area, Bressi Ranch, Carisbad, Califomia, Project No. 4971009-005, dated January 25, 2000. , 2000a, Geotechnical Review of Land-Use Plans for Bressi Ranch, Carlsbad, Califomia, ProjectNo. 4971009-005, dated March 2,2000. , 2000c, Wetland Restoration Area Grading, Bressi Ranch, Carlsbad, Califomia, Project No. 4971009-005, dated April 17, 2000. , 2000d, Remedial Quantity Estimates, Offsite Portion of Proposed Poinsettia Lane, Bressi Ranch Development,Carlsbad, Califomia, ProjectNo. 971009-005,dated August 25,2000. , 2001, Geotechnical Feasibility Study, Offsite Poinsettia Lane, Alicante Road and Borrow Sites Within The Greens of The Villages of La Costa, Bressi Ranch Development, Carlsbad, California, ProjectNo, 971009-005,dated January 5,2001, , Undated, Unpublished In-House Geotechnical Data, Lindvall, S,C,, and Rockwell, T,K,, 1995, Holocene Activity of the Rose Canyon Fault Zone in San Diego, Califomia: Joumal of Geophysical Research, V, 100,No, Bl2,p, 24, 124-24,132, PDC, 2001 a, Cut/Fill Exhibit, 200 Scale, Bressi Ranch, Carlsbad, Califomia, dated February 14,2001. PDC, 2001b, Tentative Tract Map/Grading Plan, 200 Scale, Bressi Ranch, Carlsbad, Califomia, undated, received Febraary 16,2001. A-2 971009-005 APPENDIX A (continued) Reichle, M.S., and Kahle, J.E., 1990, Planning Scenario for a Major Earthquake, San Diego-Tijuana Metropolitan Area: Califomia Division of Mines and Geology, Special Publication 100, 180 p. Rockwell, T.K., and Lindvall, S.C, 1990, Holocene Activity of the Rose Canyon Fault in San Diego, Califomia, Based on Trench Exposures and Tectonic Geomorphology; Geological ScKiefy of America, Abstracts with Programs. , 1991, Minimum Holocene Slip Rate for the Rose Canyon Fault in San Diego, Califomia in EnvironmentalPerils, San Diego Region: San Diego Association of Geologists, p. 37-46. Tan, S.S., and Kennedy, M.P., 1996, Geologic Maps of the Northwestem Part of San Diego County, Califomia: Califomia Division of Mines and Geology, DMG Open-File Report 96-02, 2 Plates. Tan, S.S., and Giffen, D.G., 1995, Landslide Hazards in the Northem Port of the San Diego Metropolitan Area, San Diego County, Califomia, Landslide Hazard Identification Map No. 35, Division of Mines and Geology, Open-File Report No. 95-04. Treiman, J.A., 1993, The Rose Canyon Fault Zone, Southem California: Califomia Division of Mines and Geology, Open-File Report 93-02,45 p. Seed, H.B., and Idriss, I.M., 1982, Ground Motions and Soil Liquefaction During Earthquakes, Monogram Series, Earthquake Engineering Research Institute, Berkeley, Califomia. Seed, H.B., Idriss, I.M., and Arango, 1., 1983, Evaluation of Liquefaction Potential Using Field Performance Data, Joumal of Geotechnical Engineering: ASCE, Volume 109, March, pp. 458-482. Treiman, J.A., 1984, The Rose Canyon Fault Zone: A Review and Analysis, Califomia Division of Mines and Geology, Funded by Federal Management Agency Cooperative Agreement EMF-83- K-0148. , 1993, The Rose Canyon Fault Zone, Southem Califomia: Califomia Division of Mines and Geology, Open-File Report 93-2,45p, Weber, F,H,, 1982, Recent Slope Failures, Ancient Landslides and Related Geology of the Northem-Central Coastal Area, San Diego County, Califomia: Califomia Division of Mines and Geology, Open File Report 82-12LA, 77 p, Wilson, K,L,, 1972, Eocene and Related Geology of a Portion of the San Luis Rey and Encinkas Quadrangles, San Diego County, Califomia: Master Thesis, University of Califomia at Riverside, 123 p. A-3 971009-005 APPENDIX A (continued) Ziony, J.L, and Yerkes, R.F., 1985, Evaluating Earthquake and Surface-FaultingPotentialm Ziony, ed., 1985, Evaluating Earthquake Hazards in the Los Angeles Region - An Earth - Science Perspective: U.S. Geological Survey, Professional Paper 1360, pp. 43-91. Aerial Photographs Date Source Flight Photo No(s) 4/11/53 USDA AXN-8M 19-21 A-4 971009-005 Appendix B LB-22 through LB-29 ® Large-Diameter Borings From: Leighton and Associates, Current Investigation GEOTECHNICAL BORING LOG LB-22 Date 9-18-00 Lennar/Bressi Ranch Gallagher Drilling Projecl Drilling Co, Hole Diameter 30 in. Drive Weight Elevation Top of Hole 435 ft. Ref. or Datum Sheet 1 of 3 Project No, 971009-005 Type of Rig Bucket Auger 0-35 5,740#'s, 30-58, 4.300i»'s. 58-87 3,100ff's Drop 12 in. Mean Sea Level o J: UI a o (0_l c CD Ul (U T3 3 Q. E 01 If) tt. (U u Q a •—' L. Q GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/RKW MDJ B:N35E5SE 10- Bihorizonta! B:horizontal 15- 20- FR:N61E. 46S CS:N20E, TNW 25- XB:N5W, 27NE 2 I 4 Bulk-3 4 I 3 5 I 5 111.6 9,5 121,4 115.2 15,3 118.6 11,6 SM SM CL SM CL SM CL SM TERTIARY SANTIAGO FORMATION (Tsa) @ 0': Silty SANDSTONE: orange-brown, damp, dense; fossiliferous @ 5'; Silty fine SANDSTONE: orange-brown, damp, dense Dense layer at 5,5' @ 6': Silty CLAYSTONE: green, damp, dense @7': Silty SANDSTONE @ 8'-9': Cemented zone-concretionary layer: fossiliferous @ 9': 3^" thick blocky claystone bed; vety thin sand stringers within bed U'; 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 wilh depth ) 20': Silty CLAYSTONE: green, damp to moist, very stiff ) 23': Concretionary layer ) 25.5": Silty fine SANDSTONE: light gray-brown, damp, vety dense, ) 27.6': Erosional contact/cross-bedding 1 J i 1 J ^ 1 J ] i ] j i 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-22 Date 9-18-00 Lennar/Bressi Ranch Gallagher Drilling Project Drilling Co, Hole Diameter 30 in. Drive Weight Elevation Top of Hole 435 ft. Ref. or Datum Sheel 2 Project No. Type of Rig of 3 971009-005 Bucket Auger 0-35 5.740iy's. 30-58, 4,300#'s. 58-87 3.100;y's Drop J2_in, Mean Sea Level Q3 30- 35- 45- 50- 55- O X Ul (9-1 C-CD t/l •o 3 B:N85E, 6S B:horizontal o a E ID 58 CO a) Q. (U u a Q. \-/ 31 L Q 111.2 17,8 SM GEOTECIINICAL DESCRIPTION Logged By _ Sampled By MDJ/RKW MDJ SANTIAGO FORMATION (Coniinued) @ 30': Silty, very fine to fine SANDSTONE: gray-brown to orange-brown, damp; iron-oxide staining coirmion @ 32': Krotovina (remnant animal burrows) 111,6 17,7 SM-CL CL SM ML SM-SC SM > 36': Abundant iron-staining, scattered Krotovina ) 39.5': Concretion ) 40': Silty, very fine SANDSTONE and clayey SILTSTONE: mmor silty claystone beds, orange-brown to green, damp, verj' dense lo hard ) 40.5': Silty CLAYSTONE: green, damp, dense; irregular contact ) 43': Silty fine SANDSTONE: orange brown, damp, den-se J 47'-47,3': Concretionary layer ) 47,3': Clayey to fine sandy SILTSTONE ) 49': Concretionary layer, irregular contact I 50': Silty fine SANDSTONE to silty clayey SANDSTONE: orange-brown to green, damp, very dense ) 52': Same as at 50' but color changes to orange-brown I 54': Fossiliferous concretionary layer 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-22 9-18-00 Date Project Drilling Co, Hole Diameter Elevation Top of Hole 435 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet 3 Project No, Type of Rig of 971009-005 Bucket Auger 30 in. Drive Weight Ref, or Datum 0-35 5,740rs, 30-58, 4,300ii''s. 58-87 3.100#'s Mean Sea Level Drop 12 in. o x: 0) 0. o 10 _i L as "D 3 a e 10 ISI to fe 0. CH-OI u a Q. ,—' L. D GEOTECHNICAL DESCRIPTION Logged By Sampled By MDJ/RKW MDJ 60- a B:N40W, 15S 65- B:horizonta! 70- SM SM/ML CL/ML SANTIAGO FORMATION (Continued) (®6r: SILTSTONE to CLAYSTONE: dark gray, damp, dense; calcium carbonate laminae common @ 62': Silty CLAYSTONE lo clayey SILTSTONE: dark gray, damp to moist, very stiff to hard; horizontal and vertical calcium carbonate stringers, unoxidized 13 112.0 14.0 SM ML ) 68': Silly fine SANDSTONE: dark gray, damp lo moist, dense, minor seepage encountered to 70' > 70': Very fine sandy SILTSTONE: dark gray, damp, hard; traces of clay, well indurated 75- Total Depth = 77 Feet Geologically Logged to 71 Feet Minor seepage at 68 lo 70 feet Backfilled: 9/22/00 80- 85- 90- 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-23 9-18-00 Date Project Drilling Co, Hole Diameter Elevation Top of Hole 438 ft. 1 of Lennar/Bressi Ranch Gallagher Drilling Sheet Project No, Type of Rig 971009-005 Bucket Auger 30 in. Drive Weight Ref. or Datum 0-35 5.740/y's. 30-58, 4.300#'s. 58-87 3.100^'s Mean Sea Level Drop 12 in. a"" a3 10- 15- a o (0_1 c CD ltl 01 T3 3 B:horizontal B:horizontal CS:N44W, 5NE C:gene rally horizontal 20-v-i+t 25- B:horizontal FR:N15W, 42W 30- 505A(11/77) a E ra 5° CD 2 I 3 ISl/^ CH-OI O Q CL 3> L Q 3 I 3 4 I 3/8" 107,2 109.2 115.9 117,2 20,1 19,1 13,1 11,7 SM GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/KBC MDJ SM ML CL PT SM ML SM TOPSOIL @ 0': Clayey silty SAND: gray-brown, damp to moist, medium dense TERTL^RY SANTL«LGO FORMATION (Tsa) ® 3': Irregular transitional contact to silty fine SANDSTONE: light gray, damp, medium dense; iron-oxide staining along fracmres and bedding common ) 6,8': Very fine sandy SILTSTONE: gray, damp, dense, orange and yellow staining along laminations common; weakly fissile 10": Becomes vety 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 i 13,5': Silty medium SANDSTONE: orange-brown, damp, very dense; fossiliferous, (gastropod and mulloskshells); iron-oxide stained ' 15': Silty fme to medium SANDSTONE: light gray, damp, very dense > 18': Fine sandy SILTSTONE bed: light gray, moist, slightly plastic > 18,5'-!9,3': Cemented zone, fossiliferous ! 19,3': Silty fme SANDSTONE: light gray and yellow orange-brown, damp vety dense; traces of clay, fossils conunon ) 20'-21,5'; Cemented zone, fossiliferous ) 25': Fossiliferous coarse sand bed: otange-brown; approximately 3" thick ) 25,5': Steep fracture offsets fossiliferous bed by approximately 8" ; 25,5': Silty fme to medium SANDSTONE: light gray to yellow-gray, damp to moist, dense ) 27': Concretionary nodule >29,7': Minor seepage, red-brown, iron-oxide stained LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-23 Date 9-18-00 Project Drilling Co, Hole Diameter Elevation Top of Hole 438 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet 2 Project No, Type of Rig of 971009-005 Bucket Auger 30 in. Drive Weight Ref, or Datum 0-35 5,740iy's, 30-58. 4.300#'s. 58-87 3,100#'s Mean Sea Level Drop 12 in. o X ro a o ra_i L CD t/1 01 t) 3 Q. E nl in CH-OI U O Q. Dl L O GEOTECHNICAL DESCRIPTION Logged By Sampled By MDJ/KBC MDJ 30- 35- B:horizontal FR:N15W, 45SW C;horizontal 40- y + + + 45- J:N25W, 74N 50-B:horizontal 55- 10 Bulk-7 109,3 19.7 121,7 12,9 ML SM SM/ML ML SM-ML ML SM/ML SM SANTIAGO FORMATION (Continued) @ 30,5': Fine sandy SILTSTONE: orange and green, damp, very stiff; iron-oxidized stained @3r: Cemented zone @ 32'-33': Coarse SANDSTONE: orange-brown, wet, medium dense @2t2.5': 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 interbedded fme sandy SILTSTONE: dark gray to blue-gray; very dense, unoxidized > 39': Concretionary layer ) 40': Black organic rich layer ~ 1" thick with underlying concretionary nodule >42': Cemented zone > 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 I 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 peal stringers common, unoxidized 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-23 9-18-00 Date Project Drilling Co, _ Hole Diameter Elevation Top of Hole 438 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet 3 Project No, Type of Rig of 971009-005 Bucket Auger 30 in. Drive Weight Ref, or Datum 0-35 5,740#'s. 30-58. 4,300#'s. 58-87 3,100^'s Drop J2^in, Mean Sea Level 1.C 5 60—' 65- 70- 75- 80 — 85- u Z (J) D- O ID-l C. O Wl 0) n 3 a. e ra 5° mfe D- CH- OI o a a. 31 L Q Ul SM GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/KBC MDJ SAN'HAGO FORMATION (Continued) @ 60': Silty fine SANDSTONE: dark gray, damp, very dense; inlerbedded peat stringers common, unoxidized Total Depdi = 80 Feet Geologically Logged to 76 Feet Seepage at 29,7 Feet, 32.5 Feet, and 36.5 Feet Backfilled: 9/20/00 3SL 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-24 9-20-00 Date Project Drilling Co, _ Hole Diameter Elevation Top of Hole 356 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet 1 of Project No, Type of Rig 971009-005 Bucket Auger 30 in. Drive Weight Ref. or Datum 0-35 5,740^'s, 30-58, 4,300i»'s. 58-87 3,100#'s Drop 12 in. Mean Sea Level o X Ul a. o ra_i c CD in 01 •D 3 o a E ra (fl 5§ to Ifl^ CH-OI O a a \./ 31 L Q tn > Or CO GEOTECHNICAL DESCRIPTION Logged By Sampled By MDJ/KBC MDJ B:generally horizontal 10- 15- 20- 25- 30- I 3 I 4 4 I 5 108.4 15,6 115.9 12.2 111.7 16.6 115,2 14.9 SC SM TOPSOIL @ 0': Clayey SAND: brown, damp to moist, loose; rootlets TERTIARY SANTIAGO FORMATION (Tsa) @ 1.5': (Weathered) silty SANDSTONE: orange-brown, damp to moist, dense; slighdy fracmred, fracmres infilled with brown silty SAND @ 4: Iron concretions common, sandstone becomes denser with depth @ 5': Silty fine SANDSTONE: light gray, damp, very dense; iron-oxidized staining conunon 1 7': Calcium cartonate layer, wavy irregular contact, 2-3" thick, moist, iron-oxidize, staining along bedding ' 7.3': Discontinuous concretionary layer @ 10': Silty fine SANDSTONE; light gray, damp, very dense; iron-oxide staining, slightly micaceous @ 12': Calcium carbonate laver: ~-1" thick @ 15': Silty fine SANDSTONE: light gray widi orange-brown iron-oxide staining, damp, dense ) 19,6': Iron-oxide stained, concretionaiy nodule, sand becomes moist ) 20': SANDSTONE: laminated bedding visible; yellow-brown, interbedded with gray sandstone @ 22.3': Minor to moderate seepage encountered @ 29': Moderate seepage at 29' @ 29.3'-30,3': Concretionary nodules up to 12" in diameter @ 29'-30': Silty fine SANDSTONE: orange-brown to gray, damp to moist, very dense; iron-oxidized stained 1 505A<11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-24 Date 9-20-00 Project Drilling Co, Hole Diameter 30 in. Elevation Top of Hole 356 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet 2 Project No, Type of Rig of 971009-005 Bucket Auger Drive Weight Ref, or Datum 0-35 5.740#'s. 30-58, 4.300<''s. 58-87 3.100#'s Drop 12 in. Mean Sea Level 30- 35- 40-® 45- 50- 55- £ ro Q.O ra_j CO III 01 TJ 3 B:horizontal a E ra cn ^8 03 1 • 5/9 ifl^ CH-OI o D CL 31 C-Q 113.3 16,0 112.: 15,! to'" o4 o; CO SM ML SM GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/KBC MDJ SANTIAGO FORMATION (Coniinued) ) 34.5'-37': Slightly clayey SILTSTONE: gray-brown, damp to moist, hard; thinly laminated; yellow and orange-brown staining common I 37': Large concretionary nodule - 12" in diameter 1 37': Silty fine SANDSTONE: gray-brown, damp to moist, vety dense; yellow to orange-brown staining common )40-5'-4r: Concretionary nodules common > 47': Heavy seepage encountered Total Depdi = 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 Dale 9-21-00 Project Drilling Co, Hole Diameter Elevation Top of Hole 282 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet Project No, Type of Rig 1 of 971009-005 30 in. Bucket Auger Drive Weight Ref. or Datum 0-35 5.740»'s, 30-58, 4.300#'s. 58-87 3.100^5 Mean Sea Level Drop 12 in. 10- 20 — 25- X ro Q- o ra_j c tD in Ti 3 K4f 1* t Y- B:N40E, 4W B:generally horizontal C:N54E, 6W CS:N40W, SSW 01 Q. ra <n fe 0- 2 • 3 Bulk-3 4 I 2 I 5 I 5 ifl^ CH-OI U a Q. 31 £. o 108,0 115,9 117,4 121,5 16,1 8,5 9.3 SCO o-m ML SM CL GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/KBC MDJ TERTIARY SANTIAGO FORMATION (Tsa) @ 0': Very fine sandy clayey SILTSTONE: green-gray, damp, medium dense horizontal and vertical calcium stringers, iron-oxidized staining along bedding > 4'-8': Steeply dipping fracwres/joints Steeply fracmred ) 9.3': Cemented zone, irregular contacts ) 10': Very fme sandy clayey SILTSTONE: orange-brown, damp, dense; calcium carbonate stringers common, few shell fossils ^11,5': Ceinented zone ) 12': Calcium carbonate-lined fracmre @ 13,5': Grades into very fine SANDSTONE (gl 14,5': Silty very fme SANDSTONE: orange and gray-brown, damp, dense; calcium caibonate stringers common @ 15,7': Silty SANDSTONE: gray, damp, dense; slighdy friable > 18,6': Laminated bedding coimnon, fracmres/joints infilled with calcium carbonate common ! 20': Silty fme SANDSTONE; light gray, damp, very dense, orange and red iron-oxidized staining, calcium carbonate conunon > 36*: Silty CLAYSTONE: green, damp, stiff ) 27,8': Plastic clayseam (less lhan 1/2" thick) 1 ] j i ] j 1 ] -I i 1 J j 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-25 Date 9-21-00 Lennar/Bressi Ranch Gallagher Drilling Project Drilling Co, Hole Diameter 30 in. Drive Weight Elevation Top of Hole 282 ft. Ref. or Datum Sheet 2 Project No. Type of Rig 971009-005 Bucket Auger 0-35 5,740#'s. 30-58, 4,300#'s, 58-87 3.100^'s Drop 12 in. Mean Sea Level 30- 35- 40- 45- 50 — 55- O X ro a. o ra_J L tD tn 01 n 3 C:horizontaI FR:N62E, 30NW C:N3W, 15NE a E ra cofe Q- Bulk-8 tn^ CH-OI u Q Q- 31 C D 112,3 107.0 15.1 15.8 ML SM ML SM CL GEOTECHNICAL DESCRIPTION Logged By Sampled By MDJ/KBC MDJ SANTIAGO FORMATION (Continued) @ 30': Fine sandy SILTSTONE: light led-brown to dark gray, damp, dense, fissile; yellow-brown stringers common I 34'; Silty SANDSTONE: light gray, damp, very dense ) 39': Cemented zone, dark gray; fossiliferous )39,6'; Clayey sandy SILTSTONE: brown to orange-brown, damp, very- dense; iron-oxide staining; irregular erosional contact below cemented zone 141': Dark gray, organic-rich bed ( ~ 1" diick) ) 41,5': Silty fine SANDSTONE: dark gray, damp, ven,' dense, unoxidized ) 45': Silty fme to medium SANDSTONE: gray-brown, damp lo moist, dense; yellow stringers cominon !49,5': Seepage encountered I 51': Silty CLAYSTONE: gray-gieen, damp, haid; moderately blocky silty claystone ) 56': Becomes very hard and less blocky 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-25 Date 9-21-00 Project Drilling Co, Hole Diameter Elevation Top of Hole 282 ft. Lennar/Bressi Ranch Gallagher Drilling Sheel 3 Project No, Type of Rig of 971009-005 30 in. Bucket Auger Drive Weight Ref. or Datum 0-35 5,740^'s. 30-58. 4,300iy's. 58-87 3,100#'s Drop J2_ Mean Sea Level o X ro Q. o ra_j c CD lfl 01 •D 3 Q. B ra CO ifi^ CH-OI u Q a 31 t-O GEOTECHNICAL DESCRIPTION Logged By Sampled By MDJ/KBC MDJ 60- 65- 70- 75- 80 — 85- SSL. Total Depth = 59 Feet Dowhole Logged to 56 Feet Seepage encountered at 49.5 Feet Backfllled: 9/21/00 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-26 Date Project Drilling Co. Hole Diameter 9-21-00 Lennar/Bressi Ranch Gallagher Drilling Sheet Project No. Type of Rig 1 of 971009-005 Bucket Auger 30 in. Elevation Top of Hole 242 ft. Drive Weight Ref. or Datum 0-35 5,740#'s. 30-58, 4,300#'s, 58-87 3,100#'s Mean Sea Level Drop 12 in. 10- Ul 01 •a 3 FR:N20E, 6N FR:N28W, 25NE RS:E-W, 39N RS:N85W, 34NE RS:N60W, 1-3SE a E ra to tofe CL I I 2 2 I 3 3 I 2 4 I 2 U>^ CH-OI U a Q. 3> L a 121,3 10.7 115 5 110.4 114,4 15.1 Logged By Sampled By ML ML/SC SC CL CL GEOTECHNICAL DESCRIPTION MDJ/RKW MDJ QUATERNARY LANDSLIDE DEPOSITS (Ols) @ 0': Clayey sandy SILTSTONE: green-gray, damp, medium dense; randomly oriented fracmres > 5': Clayey silry SANDSTONE to clayey sandy SILTSTONE: green, damp, stiff ) 6': Clayey silty medium SAND: yellow-brown, damp to moist, medium dense ) 6.5'; Sandy CLAYSTONE: green, damp, medium stiff; very fracmred; blocky; irregular upper contact 10': Sandy CLAYSTONE: green, damp, stiff, very fracmred, fractures are steeply dipping and randomly oriented 15": Medium sandy CLAYSTONE: green, damp, stiff; fracmred; becomes more stiff at 17' and less fracmred ) 20': Silty CLAYSTONE: green, damp, stiff; fracmred ) 20.9': Minor seepage ) 21': Backshear: polished striated and grooved surface widi 1/16" remolded clay above polished surface I 23.5': Backshear: polished and striated surface, no remolded clay along surface 1 25-3': Rupmre surface: moderately plastic remolded clayseam 1/16" thick, blocky and fractured abave,_massive and hard bejow TERTIARY SANTIAGO FORMATION (Tsa) @ 25,4': Silty CLAYSTONE to clayey SILTSTONE: olive-green, moist, very stiff to haid; massive, increasing densiry widi depdi, iron-oxide staining common *« 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-26 Date Projecl Drilling Co, Hole Diameter 9-21-00 Lennar/Bressi Ranch Sheet Project No- of 3 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. 4.300#'s, 58-87 3.100,»'s Drop 12 in, Mean Sea Level in o 01 — "D X ro 3 a o -f- ra_i — t-tD +-<t 30- 35- 40- 45- 50- 55- 60- B:N-S8-10W B:N45E, HSE B;horizontal o •z 01 a E nl trt ^8 CO 1/6" Ul,^ CH-OI U o a. >-3) L Q 99,9 14,4 -to CL SM CL/SM SM Logged By Sampled By GEOTECHNICAL DESCRIPTION MDJ/RKW MDJ CL SANTIAGO FORMATION (Continued) > 32': Silty CLAYSTONE: green, damp, hard; iron-oxidized stained; very minor seepage along fracmres • • > 34': Cemented zone )34,5': Silty, very fine to fine SANDSTONE: gray-green, dense to very dense; unoxidized ) 36': Becomes very den.se @ 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, vety 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 fracmred, seepage along top of claystone )57': Becomes hard 1 ] j i ] \ \ 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-26 9-21-00 Date Project Drilling Co, _ Hole Diameter Elevation Top of Hole 242 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet 3 Project No, Type of Rig of 971009-005 Bucket Auger 30 in. Drive Weight Ref. or Datum 0-35 5.740#'s. 30-58, 4.300#'s. 58-87 3,mrs Drop Jl_ Mean Sea Level 60- 65- 70- O X ro a o ra_i L tD 75- 80 — 85 — 3iL 505A(11/77) tn 0) •a 3 a E ra §8 o^^ CD Ut r\ CH-OI U D Q. 31 C Q 01 c- c 01 Ul GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/RKW MDJ Total Depdi = 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 9125100 Backfilled: 9/21/00 Feel LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-27 Date 9-22-00 Project Drilling Co, Hole Diameter Elevation Top of Hole 236 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet _ Project No, Type of Rig 1 of 971009-005 30 in. Drive Weight Ref, or Datum Bucket Auger 0-35 5.740#'s, 30-58. 4.300^'s, 58-87 3,100iy's Drop J2_ Mean Sea Level m. o X ro ao ie_i c tD U> 01 "D 3 Q. E ra in fe Ul/-\ CH- OI O a a 31 t_ O Ul" GEOTECHNICAL DESCRIPTION Logged By Sampled By MDJ/RKW MDJ I push 105,0 16.7 10-2 I push 99,1 21,2 RS:N10-15W, 5 SW B;generally horizontal 20-I 5/10" 122,4 13,0 FR:N73W, 14NE 25- QUATERNARY LANDSLIDE DEPOSITS (Ols) @ 0': Sandy CLAY: brown, damp, loose; calcium carbonate blebs common @ 2': Silry CLAY: light brown to gray-brown, damp, soft; mottled clay chunks widiin silty clay matrix; few sand-infilled fracWres @ 3': Sandy CLAY: green, damp to moist, soft; fractured irregular upper contacl, mottled light gray, damp to moist, calcium carbonate stringers 1 CL CL @ 10': Sandy CLAY: green, damp to moist, soft @ 12': Becomes medium stiff "ML^ SM CL @ 16': Rupmre surface: slightly irregular, indistinct plastic zone, no definite ' surface, l/4"-l/16" thick, material below appears to be hard and ^ 2lighdy_blocky; material aboye_weathered_arid^oinewha^ disturb^ _ TERTL\RY SANTIACX) FORMA'nON frsa) @16': Sandy SILTSTONE: pale olive-green, moist, stiff to very stiff, massive to slighdy blocky, becomes less blocky with depth, scattered iron-oxide staining @ 17,5'; Silty to clayey SANDSTONE: light gray, damp, very dense @ 20': Sllty clayey fme SANDSTONE: green, damp, very dense @ 20-5': Silty CLAYSTONE: green-gray, damp, hard, moderately fractured @20-5'; Seepage encountered @ 22': Becomes blocky, widi discontinuos short fracmres @22-5': Becomes massive and hard @ 23': Cemented zone SM @ 28'; Silly fine SANDSTONE: orange-brown, damp, dense to very dense 505A{11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-27 Date 9-22-00 Project Drilling Co, Hole Diameter Elevation Top of Hole 236 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet 2 Projecl No, Type of Rig of 971009-005 Bucket Auger 30 in. Drive Weight Ref. or Datum 0-35 5.740»'s. 30-58. 4,300#'s. 58-87 3.100^'s Drop 12 in. Mean Sea Level 30- 35 — o X ro ao ra_i L tD 40 — 45- 50- U) 01 •a 3 O 01 sx. ra to 58 <n fe a 3> u>^ CH- OI u a a. \./ 31 c o I 4/4" 55- 123,6 11-1 Ul" > — CO to SM GEOTECHNICAL DESCRIPTION Logged By Sampled By MDJ/RKW MDJ SAN'TIAGO FORMATION (Continued) @ 30": Silty fine SANDSTONE: light brown to yellow-brown, damp to moist, very dense @ 30,5': Cemented zone Total Depfli = 36 Feel Minor seepage at 20.5 Feet Geologically logged to 34 Feet Backfllled: 9/25/00 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-28 Date 9-26-00 Lennar/Bressi Ranch Project Drilling Co, Hole Diameter 30 in. Drive Weight Elevation Top of Hole 418 ft. Ref. or Datum Sheet 1 of 3 Project No. 971009-005 Gallagher Drilling Type of Rig Bucket Auger 0-35 5,740#'s. 30-58. 4.300/y's, 58-87 3.100iy's Drop 12 in. Mean Sea Level 10- 20- 25- o X ro ao ra_i c tD + + iSL. in 01 •D 3 B:horizonlal XB:N45E, 30SE a e ra in ^8 I"" u fe a U1/-V CH- OI o a a 31 t. a 112.4 111,8 8.0 13,3 SM ML SM ML SM SM GEOTECHNICAL DESCRIPTION Logged By Sampled By MDJ/KBC MDJ TERTIARY SANTIAGO FORMATION (Tsa) @0'; Silty fine SANDSTONE: light gray, damp, dense; few calcium carbonate stringers > 7'-8': Well cemented concretionary nodule, orange 10': Silty fine SANDSTONE: light gray-brown, damp, ver>' dense; micaceous i 12.8'-13.3': Very fine sandy SILTSTONE: gray, damp, dense; laminated ' 15,3'-I5,6': Very fine sandy SILTSTONE: gray, damp, den,se, laminated 16,2'; Clay-lined cross bedding widiin silty fine SANDSTONE: 1/4" diick ! 20': Silty fine SANDSTONE: orange to gray brown, damp, very dense; fossilferous; iron-oxidized staining ' 20,8'-21,6': Cemented zone, iron-oxidized staining 1 j j i ] \ i ] \ j 1 j j 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-28 Date 9-26-00 Project Drilling Co, Hole Diameter Elevation Top of Hole Lennar/Bressi Ranch Gallagher Drilling Sheet 2 Project No, Type of Rig of 971009-005 30 in. 418 ft. Drive Weight Ref. or Datum 0-35 5,740iy's. 30-58, 4,300jy's. 58-87 3.100i»'s Bucket Auger Drop 12 in. Mean Sea Level a3 u X ro a o ra_i c tD Ul 0) •D 3 a e ra </) 58 to Ifl /-N CH- OI o Q a \^ 3) C- o in GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/KBC MDJ 30- 35- 40-B:N30W, 20E 45 — 50 — C:E-W, 4S B:N60E, 38S 55- JbSL 4 I 7 115,0 12.3 111.0 7.7 SM SANTLAGO FORMATION (Coniinued) @ 30': Silly fine to medium SANDSTONE: light gray-brown, damp, very dense: iion-oxidized stained, yellow-biown stringers common; variable thin remnant bedding and cross-bedding common @ 32'-33': Cemented zone ) 40': Silty fine lo medium SANDSTONE: lighi gray, damp, very dense > 48,5': Contact to silty very fine SANDSTONE: gray-brown. damp, dense; iron-oxidized staining 151.7': Silty fine SANDSTONE: light gray, damp, dense 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-28 Date 9-26-00 Project Drilling Co, Hole Diameter Elevation Top of Hole 418 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet 3 Project No, Type of Rig of 971009-005 Bucket Auger 30 in. Drive Weight Ref, or Datura 0-35 5,740#'s, 30-58. 4.300^'s. 58-87 3,im's Drop 12 in. Mean Sea Level u X ro a o (ij_i c ts Ul 01 •o 3 a E 10 in CH- OI u Q a 31 L • Ul' " tjCJ — CO CO GEOTECHNICAL DESCRIPTION Logged By _ Sampled By MDJ/KBC MDJ 60- r 16 106,3 7,5 SM 65- C:generally horizontal 70- 75- 80- SANTL\GO FORMATION (Continued) @ 60.5': Silty fine SANDSTONE: light gray-brown, damp, very dense; variable thin bedding and cross-bedding common CL SM @ 68.2: 1/4" diick CLAYSTONE bed: brown, damp, stiff, irregular contact; discontinuous Total Depdi = 80 Feet Geologically Logged to 78 Feet No ground water encountered at rime of drilling Backfilled: 9/26/00 85- 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-29 Lennar/Bressi Ranch Date 9-27-00 Project Drilling Co, Hole Diameter 30 in. Drive Weight Elevation Top of Hole 275 ft. Ref. or Datum Gallagher Drilling Sheet 1 Project No, Type of Rig of 971009-005 Bucket Auger 0-35 5,740#'s. 30-58. 4,300iy's, 58-87 3,100<>'s Drop J2_ in. Mean Sea Level 10- 25- Ul 01 X) 3 o a E ra in -8 cofe U1^ CH-OI U o a 3) L Q — <o o3 in SC CL SM CL CL/SC CL GEOTECIINICAL DESCRIPTION Logged By Sampled By KBC KBC ARTIFICIAL FILL UNDOCUMENTED (Afu) @ 0'-2': Drill pad TERTIARY SANTIAGO FORMATION (Tsa) @ 2'-5': Fine sandy CLAYSTONE: olive-green, damp, hard: blocky; calciun: carbonate-lined fractures common ) 5'-5,8': Irregular contact to very fine SANDSTONE: off-white, damp, very dense; orange-brown staining coimnon > 5.8'-6-8': Silty fine to medium SANDSTONE: orange-brown, damp, dense; iron-oxide stained ) 6-8'-15,5': Silty fme to coarse SANDSTONE: light green widi yellow and orange-brown staining, damp, dense; friable; few calcium cafbonate-lined fracmres • 14,5': Becomes slighdy coarser grained 15": Clayey intraclasts common i 15,5": Gradational contact (over -1') to sandy CLAYSTONE: gray-green, damp, very hand; coarser sand at upper contact grading to fine to medium sandy CLAYSTONE at approximately 16,5'; blocky; orange-brown staiiung common 1 18": Grades to sandy CLAYSTONE/clayey 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: lighl gray-green, damp, hard; few red to orange-brown, manganese and iron-oxide stains 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-29 9-27-00 Date Project Drilling Co, Hole Diameter Elevation Top of Hole 275 ft. Lennar/Bressi Ranch Gallagher Drilling Sheet 2 Project No- Type of Rig of 3 971009-005 30 in. Bucket Auger Drive Weight Ref. or Datum 0-35 5.740^'s, 30-58, 4.300/y's. 58-87 3.100#'s Mean Sea Level Drop 12 in. a"" X ro a o ra_i c tD Ul 01 T) 3 a. E ra in in.-\ CH- OI o o a 31 C Q to GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC 30- 35- 40- 45- 50- 55- CL SC SM SW SANTIAGO FORMATION (Continued) @ 30'; Fine to medium sandy CLAYSTONE: light gray-green, damp, hard ) 37': Becomes sandier ) 39'-42': Becomes weakly blocky widi shiny ped faces I 40'-42': Coarse sand-lined fracmre ? 42': Concretionary nodule ) 42': Sandy CLAYSTONE, becomes very hard @ 45': Gradational contact to clayey SANDSTONE: gray-green, damp, very dense I 47": Grades to slighdy clayey, silty fine SANDSTONE: light gray, damp, 1 very dense; yellow and orange-brown staining common J I 49': Grades to silty fine to medium SANDSTONE: light brown, damp, dense; friable; yellow and orange-brown suining common I 52': Concretionary nodule I 52,5': Becomes very dense ' 55'-57': Large concretionary nodule I 5T-61': Grades to silly fine to very coarse SANDSTONE; light greenish brown, damp, dense; sand grains, coarser widi depth; orange and yellow-brown stains common; few fine gravels near base 1 ] j i ] j 1 ^ 1 J I 1 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-29 9-27-00 Lennar/Bressi Ranch Date Project Drilling Co, Hole Diameter Elevation Top of Hole 275 ft, Ref, or Datum Gallagher Drilling Sheet 3 Projecl No, Type of Rig of 971009-005 Bucket Auger 30 in. Drive Weight 0-35 5.740#'s. 30-58. 4,30M's, 58-87 3.100^'s Drop 12_ in. Mean Sea Level 60- X ro a o ra_i £. tD tn 01 •D 3 o 01 a ra CO ui^ CH-OI o o a 31 c a GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC C:N30E,25E 65- 70- 75- 80- 85- 3£L SW CL CL/SC SANTIAGO FORMATION (Coniinued) @ 61': Erosional conlact lo sandy CLAYSTONE: light gray-green, damp, hard to very hard; red-brown manganese? staining common i65': Becomes a sandy CLAYSTONE to clayey SANDSTONE: light gray-green, damp, hard/ver)' dense CL @ 74': Grades to sandy CLAYSTONE: olive-green and rose-brown, damp to moist, hard: blocky and fracmred; shiny ped faces Total Depdi = 80 Feet Downhole logged to 77 feet No ground water encountered at time of drilling Backfilled: 9/27/00 505A(11/77) LEIGHTON & ASSOCIATES 971009-005 Appendix B (continued) T-31 through T-87 Exploratory Trenches From: Leighton and Associates, Current Investigation 971009-005 Test Pit Number T-31 T-32 Description OUATERNARY 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 OUATEIWARY ALLUVIUM (Qal) @ 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 SANTL\GO FORMATION (Tsa) @ 6'-7': (Weathered): Silty fine to medium sandstone: orange-brown and light gray, moist, medium dense @ 7'-7.5': Silty fine to medium sandstone: light gray with orange-brown iron-oxide staining, damp, dense B-l 971009-005 Test Pit Number Description T-33 OUATERNARY ALLUVIUM (Oal) @ 0'-2': Clayey silty, fine to medium sand; brown, damp to moist, loose to medium dense; large pores common @ 2'-9.5': Silty fine to medium sand: light brown, damp to moist, loose to medium dense TERTIARY SANTIAGO FORMATION (Tsa) @ 9.5'-10': (Weathered) Silty, fine to medium sandstone: orange-brown, moist to wet, medium dense @ 10.5'-11.5': Silty fine to medium sandstone: light gray, damp, dense T-34 TOPSOIL @ 0'-2': Silty fine sand: light brown to brown, dry, loose; fine to medium pores common, few large pores, rootlets common @ 2'-3.25': Sandy clay: dark brown, moist, stiff TERTIARY SANTLVGO 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 T-35 T-36 T-37 Description TOPSOIL @ 0-1.5': Silty fine sand: light brown to brown, dry, loose; fine to medium pores common, few large pores, rootlets common @ l,5'-2': Sandy ciay: 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 TOPSOIL @ 0-1,5': Silty fine to medium sand: brown, damp, loose; few mediuin pores, rootlets common TERTIARY SANTIAGO FORMATION (Tsa) @ 1.5'-3': Silty fine sandstone: light gray, damp, dense ARTIFICIAL FILL-UNDOCUMENTED (Afu) @ 0'-3': Silty fine sand: light brown, damp, loose; very large pores common; rootlets common; few cobbles OUATERNARY ALLUVRJM (Oal) @ 3'-4': Silty fine to medium sand: orange and gray-brown, wet, loose to medium dense TERTIARY SANTIAGO FORMATION (Tsa) @4'-5': Siltstone: light-red-brown to gray-brown, dry, dense; weakly fissile; yellow-brown, iron-oxide staining along bedding common B-3 971009-005 Test Pit Number Description T-38 ARTIFICIAL FILL - UNDOCUMENTED (Aili) T-38 0'-3,5': Silty fine sand: light brown, damp, loose; very large pores common; rootlets common; few cobbles TERTIARY SANTIAGO FORMATION (Tsa) @ 3,5': Siltstone: light-red-brown to gray-brown, dry, dense; weakly fissile; yellow-brown iron oxide staining along bedding common T-39 OUATERNARY COLLUVIUM (Ocol) @ 0'-2': Silty, fine to medium sand: light brown, damp, loose; abundant large to very large pores @2'-7': Sandy clay: dark brown, moist, stiff TERTIARY SANTIAGO FORMATION (Tsa) @ 7'-7,5': Clayey fine sandstone: iight gray-green, damp to moist, dense T-40 OUATERNARY COLLUVIUM (Ocol) @ 0'-6': Fine sandy clay: brown, wet, soft TERTIARY SANTL\GO FORMATION (Tsa) @ 6'-7': (Weathered) Fine sandy claystone: light gray-green, moist, very stiff to hard @ 7'-8'; Fine sandy claystone: light gray-green, damp to moist, very hard B-4 971009-005 Test Pit Number T-41 T-42 Description OUATERNARY COLLUVIUM (Qcol) @ 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, ver>' stiff @ 7'-8': Fine sandy claystone: light greenish gray, damp to moist, hard TOPSOIL @ O'-l,5': Silty fine to medium sand: light reddish brown, damp, loose; abundant fine pores OUATERNARY TERRACE DEPOSITS (Ot) @ 1,5'-4': Silty, fine to medium sand: red-brown, damp to moist, dense; fine to large pores common TERTIARY SANTIAGO SANDSTONE (Tsa) (@ 5'-7': Fine sandy claystone: greenish gray with orange- brown iron oxide staining, moist, stiff to very stiff; crumbly B-5 971009-005 Test Pit Number Description TOPSOIL @ 0'-2': Slightly clayey, silty fine sand: brown, damp, loose; fine to medium pores common T-43 TERTIARY SANTIAGO FORMATION (Tsa) @2'-2.5': (Weathered) Fine sandy siltstone: light-red-brown to light gray, moist, medium dense @ 2.5'-5': Fine sandy siltstone: light-red-brown to light gray, damp, dense (S), 5'-5.5': Fossiliferous concretionary layer (cemented sandstone) TOPSOIL (Ocol) @ 0'-3.5'; Clayey, fine to mediuin sand: yellow-brown, damp to moist, loose; rootlets common T-44 TERTIARY SANTIAGO SANDSTONE (Tsa) @ 3.5'-4' (Weathered) Silty fine sandstone: light gray with orange iron oxide staining, moist, medium dense to dense @ 4'-7': Silty fine sandstone: light gray with orange-brown iron oxide staining, damp, dense TOPSOIL (@ O'-l': Silty fine sand: brown, damp, loose, rootlets common, fine to medium pores common T-45 TERTIARY SANTIAGO SANDSTONE (Tsa) @ r-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 T-46 T-47 Description OUATERNARY ALLUVIUM /COLLUVIUM (Oal-Qcol) @ 0'-4': Fine sandy clay to clayey fine sand: brown, moist, soft to loose; rootlets common TERTIARY SANTIAGO SANDSTONE (Tsa) @ 4'-4.5': (Weathered) Fine sandy siltstone; light gray, damp, dense ARTIFICIAL FILL - UNDOCUMENTED (Afii) @ 0'-3'; Sandy clay to clayey sand; brown, damp, soft to loose; rootlets common; fine to medium pores common OUATERNARY COLLUVIUM (Qcol) @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'-ir; Silty sandstone; light gray, damp, dense B-7 971009-005 Test Pit Number Description T-48 TOPSOIL @ O'-l.5'; Silty fine sand; Brown, damp, loose; fine pores common @l,5'-4'; Sandy clay; dark brown, moist, stiff TERTIARY SANTIAGO FORMATION (Tsa) @ 4'-4,5' (Weathered) Silty fine to medium sandstone: Light gray-brown wifh orange-brown iron-oxide staining common, moist, medium dense @ 4,5'-5'; Silty fine sandstone; light gray, damp to moist, dense T-49 OUATERNARY COLLUVIUM (Qcol) @ 0'-7'; Sandy clay; dark brown, damp to moist, soft to stiff TERTIARY SANTIAGO FORMATION (Tsa) @ 7'-9'; Silt)' fine sandstone: light gray with orange-brown iron-oxide staining, moist, dense T-50 OUATERNARY COLLUVIUM (Ocol) @ 0'-6,5': Silty clay: brown, damp to moist, soft to firm; rootlets in top 5' TERTIARY SANTL\GO FORMATION (Tsa) @ 6,5'-8,5'; Silty clay: gray-green, damp, firm to stiff; weathered, blocky, fractured B-8 971009-005 Test Pit Number Description T-51 TOPSOIL @ O'-l ,5'; Silty fine sand: brown, moist, loose; porous TERTIARY SANTIAGO FORMATION (Tsa) T-51 @ l,5'-3,5': (Weathered) Silty fine sandstone; gray-brown, damp, medium dense; iron oxide stained; 4" claystone bed at base @ 3,5'-4,5': Silty fine sandstone; light gray-brown, damp, dense; iron-oxidized staining T-52 OUATERNARY ALLUVIUM/COLLUVIUM (Qal/Qcol) T-52 @ 0'-9,5'; Silty clayey sand; brown, moist, loose TERTIARY SANTL^GO FORMATION (Tsa) @ 9,5'-10,5'; Silty medium sandstone; gray-green, damp, medium dense to dense; weathered, scattered gravel @ I0,5'-11,5'; Silty medium sandstone; gray-green, damp, dense; blocky, scattered gravel T-53 OUATERNARY ALLUVIUM/COLLUVRJM (Oal/Ocol) T-53 @ 0'-15': Clayey silty sand: brown, moist to damp, loose TERTIARY SANTLAGO FORMATION (Tsa) @ 15'-16' (Weathered) sandy claystone: green, damp, stiff @ 16'-16,5'; Sandy claystone; green, damp, stiff B-9 971009-005 Test Pit Number Description T-54 TOPSOIL 0'-2,5': Sandy clay: brown, damp to moist, loose; rootlet TERTIARY SANTIAGO FORMATION (Tsa) (a} 2,5'-5': Silty sandstone: light brown, damp, medium dense; weathered @ 5'-6': Silty fine to medium sandstone: light brown, damp, dense; blocky T-55 TOPSOIL @0'-2'; Sandy clay: brown, moist, soft TERTIARY SANTLAGO FORMATION (Tsa) @ 2'-4,5'; Silty claystone; green, damp, stiff; upper 2-3' weathered T-56 TOPSOIL @ 0'-2': Sandy clay: brown, moist, soft TERTL\RY SANTL\GO 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'-l ,5'; Silty claystone; green, damp, stiff, weathered @ l,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 concretionarj' 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 mediuin stiff; fractured, iron-oxide stained bedding; weathered @ 2,5'-3.5': Claystone; green, damp, stiff; blocky B-11 971009-005 Test Pit Number Description T-60 DUATERNARY LANDSLIDE DEPOSITS (Qls?) @ 0'-9': Sandy clay: Red-brown to gray-brown, damp, mediuin 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 SANTLAGO 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 OUATERNARY ALLUVRJM/COLLUVIUM (Oal/Qcol) @ 5'-7'; Silty clayey sand: brown, moist, medium dense TERTIARY SANTIAGO FORMATION (Tsa) @ 7'-9'; Sandy claystone; gray-green, moist, medium stiff (very weathered), laminated @ 9'-9,5'; Silty claystone: gray-green, damp to moist, stiff; iron-oxide staining B-12 971009-005 Test Pit Number Description T-63 ARTIFICIAL FILL-UNDOCUMENTED (Afu) @ 0'-4': Silty sand: brown, dry to damp, loose; branches at base of fill OUATERNARY COLLUVIUM (Qcol) @ 4'-7,5'; Sandy clay; dark brown, moist, medium dense TERTIARY SANTIAGO FORMATION (Tsa) (a} 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 SANTLAGO FORMATION (Tsa) @ 0'-2,5'; Silty sandstone; light gray-brown, damp, medium dense; iron-oxide stained @ 2,5'-3,5'; Silty sandstone: gray-brown, damp, dense T-65 TOPSOIL @ 0'-3,5': Sandy clay: brown, damp, loose TERTL\RY SANTIAGO FORMATION (Tsa) @ 3,5'-4,5': Silty very fine sandstone: gray-brown, damp, medium dense @ 4,5'-5': Silty very fine sandstone; gray-brown, damp, dense B-13 971009-005 Test Pit Number Description T-66 TOPSOIL @ O'-l': Clayey sand: brown, damp, loose to medium dense TERTIARY SANTIAGO FORMATION (Tsa) r-3.5': Silty medium sandstone: orange-brown, damp, dense; iron-oxide staining T-67 QUATERNARY ALLUVIUM/COLLUVIUM (Qal/Qcol) @ 0'-6': Silty sandy clay; brown to dark brown, damp to moist, loose TERTIARY SANTLVGO FORMATION (Tsa) @6'-7': Silty fine sandstone: light brown, damp, dense; fossiliferous cemented zone at 7' T-68 QUATERNARY COLLUVIUM (Qcol) @ 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 SANTL\GO 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 OUATERNARY COLLUVIUM (Qcol) @ 0'-8'; Clayey sand; dark brown, moist to wet, medium dense @ 8'-16': Clayey sand; yellow to orange-brown, moist to wet, 1 medium dense T-69 TERTIARY SANTIAGO FORMATION (Tsa) @ 16'-17': (Weathered) fine sandy claystone: light gray- green, moist, stiff; crumbly @ 17'-18': Fine sandy claystone: light gray-green, damp to moist, hard TOPSOIL @ 0'-2'; Sandy clay; yellow-brown to brown, damp, loose to stiff; few medium pores, calcium carbonate blebs common T-70 @ 2'-4': Sandy clay; yellow-brown and light gray-green, moist, stiff TERTIARY SANTLVGO FORMATION (Tsa) 4'-5' (Weathered): Clayey sandstone: yellow-brown, with gray-green clasts, damp to moist, medium dense (@ 5'-6': Clayey sandstone: yellow-brown with gray-green clasts, damp, dense B-15 971009-005 Test Pit Number Description QUATERNARY COLLUVIUM (Qcol) @ 0'-3,5': Sandy clay; dark brown, damp to moist, stiff • T-71 TERTIARY SANTIAGO FORMATION (Tsa) @ 3,5'-6'; Silty fine to medium sandstone; yellow to slightly greenish brown, damp, dense ?' OUATERNARY COLLUVIUM (Qcol) i I T-72 @ 0'-7.5'; Clayey sand; dark brown, damp to moist, stiff; abundant fine pores; calcium carbonate stains common @ 7.5'-l 8,5+'; Slightly clayey fine sand: yellow-brown, moist, medium dense; medium pores common QUATERNARY COLLUVIUM (Qcol) @ 0'-6': Sandy clay; dark brown, moist, stiff T-73 TERTIARY SANTIAGO FORMATION (Tsa) @ 6'-7': (Weathered) Silty fine to coarse sandstone: light gray-green, moist, medium dense 1- = @ 7'-8,5': Silty fine to coarse sandstone: light gray-green, damp, dense B-16 971009-005 Test Pit Number Description T-74 TOPSOIL @ 0'-2'; Sandy clay: dark brown, damp to moist, stiff; few medium pores TERTIARY SANTIAGO FORMATION (Tsa) T-74 @ 2'-3'; (Weathered) Clayey sandstone; light gray-green, damp to moist, stiff to very stiff; blocky @ 3'-5,5'; Clayey sandstone: light gray-green, damp, hard; blocky T-75 QUATERNARY COLLUVIUM (Qcol) T-75 @ 0'-7': Sandy clay; greenish brown, moist, stiff; calcium carbonate blebs, common at 2'-3,5' TERTIARY SANTIAGO FORMATION (Tsa) T-75 @ 7'-10'; (Weathered) Sandy claystone; light gray-green, orange-brown, mottles common, moist, stiff to very stiff @ lO'-l 1,5'; Sandy claystone; light gray-green and orange- brown, damp to moist, hard; blocky T-76 OUATERNARY COLLUVIUM (Ocol) T-76 @ 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 971009-005 Test Pit Number Description 1 T-77 QUATERNARY COLLUVIUM (Qcol) @ 0'-21,5-1-'; Slightly clayey sand; brown to light reddish brown, moist, medium dense T-78 QUATERNARY COLLUVIUM (Qcol) @ 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 OUATERNARY COLLUVIUM (Qcol) @ 0'-22'-^; Silty clayey sand to sandy clay; brown to orange brown; damp to moist, medium stiff T-80 QUATERNARY COLLUVIUM (Qcol) @ 0'-4,5': Silty clayey sand: brown, damp, loose TERTLVRY SANTLVGO FORMATION (Tsa) @ 4,5'-6': (Weathered) Silty claystone: orange-brown to green, damp, medium stiff @ 6'-7': Silty claystone; green, damp, stiff B-18 971009-005 Test Pit Number Description T-81 TOPSOIL @ 0'-3'; Sandy clay; brown, damp, loose TERTIARY SANTIAGO FORMATION (Tsa) @3'-4': Clayey 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 TERTL^kRY SANTIAGO FORMATION (Tsa) @ 2'-3': (Weathered) Silty fine sandstone: orange-brown, damp, medium dense @3'-4': Silty fine sandstone; light gray-brown, damp, dense B-19 971009-005 Test Pit Number Description T-84 ARTIFICIAL FILL-UNDOCUMENTED (Afu) @ 0'-2': Silty sand: brown, damp, loose TOPSOIL @ 2'-3': Silty sandy clay; brown, damp, soft TERTIARY SANTIAGO FORMATION (Tsa) @ 3'-4'; Silty sandstone: light brown, damp, dense T-85 QUATERNARY COLLUVRJM (Qcol) @ 0'-6'; Clayey sand to sandy clay; brown, damp, loose TERTLVRY SANTIAGO FORMATION (Tsa) @ 6'-7'; Silty claystone; gray-green, damp, stiff; weathered from6'-6,5' T-86 TOPSOIL @ 0'-2,5': Silty clayey sand: brown, damp, loose to medium dense TERTIARY SANTIAGO FORMATION (Tsa) @ 2.5'-4': Silty fine to medium sandstone: orange-brown, damp to moist, dense; weathered from 2.5'-3.5' T-87 TOPSOIL (3} O'-l,5'; Silty sand; brown, damp to dry, loose TERTIARY SANTIAGO FORMATION (Tsa) @ l,5'-3,5'; (Weathered) Silty fine sand, orange-brown, damp to dry, medium dense @ 3,5'-4,5'; Silty fine sandstone; light brown, damp, dense B-20 971009-005 B-21 971009-005 Appendix B (continued) LB-1 through LB-21 Large-Diameter Borings From: Leighton and Associates, 1997, Preliminary Geotechnical Investigation, Bressi Ranch, Carlsbad, Califomia, Project No. 4971009-002, dated July 29, 1997 GEOTECHNICAL BORING LOG LB-1 5-22-97 Date Project Drilling Co, Hole Diameter Elevation Top of Hole 395 ft. Sheet 1 of Lennar/Bressi Ranch San Diego Drilling 30 in. Drive Weight Ref, or Datum Projecl No, Type of Rig 0-25', 4.113#; 25-47'. 2,981# 4971009-002 E-100 Bucket Auger Drop 30 in. Mean Sea Level 20- 25- O X 0) ao ra_i c tD Ul 01 3 O a E ra (O push C: horizontal C: horizontal 2SL 505A(11/77) 2 I 2 C: horizontal 2/4" 4 I 8 Ul>^ CH-OI U a a 3> c o 94,7 0,5 c 01 ^ o o Ul 27,3 107,8 111,9 114,5 U>^ Sco CL CL 19.3 SM 13.1 15,5 SM GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC TOPSOIL @ 1': Brown, damp to moist, stiff, fine sandy CLAY; sandstone fragments common, roodets and organic material common TORREY SANDSTONE fTt) @ 4'; Veiy irregular contact to olive-green, moist, hard, silty CLAYSTONE; abundant fractures, orange-brown, iron-oxide stains common along fracmres, few interbedded silty sandstone unils, carbonate nodules, common thin yellow-brown, irregular intertieds common approximately every 3 inches 10': Gradational conlact to ver>- light green to gray, moist, very dense, silty fme SANDSTONE, orange-brown, iron-oxide stains common, few carbonate nodules 12'; Approximately horizontal irregular contact lo green, moist, dense silty fme SANSTONE; approximately 2" of orange-brown sandstone al upper contact I 12 5': Horizontal gradational contact (approximately 4 inches) to light green and brown, stiff, moist, CLAYSTONE; fissile, diin yellow irregular sdtstones beds approximately 2 inches apart I 14': Gradational contact (approximately 4 inches) to light gray, veiy dense, silty fine to medium SANDSTONE; micaceous ) 15'7": Approximately horizontal, irregular contact to brown to red-brown, moist, dense, silty, fme to coarse SANDSTONE; shell fragments common to abundant ( 20'3": Light brown, damp, veiy dense, silty fme to medium SANDSTONE; well-cemented, few shells > 21': Brown, wet to samrated, very dense, silty fme to coarse SANDSTONE widi abundant shell fragments ) 22': Orange-brown, samrated, dense, silty fme to medium SANDSTONE (2 inches fliick), minor seepage ) 22 1': Horizontal sharp contact to light green, wet to samrated. very dense, silty fine to medium SANDSTONE; fliin beddmg common > 25': Lighl green, moist to wcl, very dense, silly, fme to medium SANDSTONE; micaceous LEIGHTON & ASSOCIATES GEOTECHMCAL BORING LOG LB-1 Date 5-22-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 395 ft. Lennar/Bressi Ranch Sheet Project No, of 4971009-002 San Diego Drilling 30 in. Drive Weight Ref, or Datum Type of Rig E-100 Bucket Aug 0-25'. 4,113<y; 25-47'. 2.981# Drop 30 in. Mean Sea Level X ro a o ra_i £-CD Ul 01 "O 3 a 6 ra to ui^ CH-OI o a a 31 (. o IS"" _<o to GEOTECHNICAL DESCRIPTION | Logged By _ Sampled By KBC KBC I 30-112,8 14.7 SM TORREY SANDSTONE (Continued) 35- 40- 45- 50- 55- Total Depfli = 31' Seepage Encountered at 22' Backfdled on May 22, 1997 j 1 -I i J j ] 1 1 ] i 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-2 5-23-97 Lennar/Bressi Ranch Date Project Drilling Co, Hole Diameter Elevation Top of Hole 320 ft, Ref, or Datum 1 San Diego Drilling Sheet Project No, Type of Rig of 30 in. Drive Weight 0-25', 4,113#: 25-47'. 2.981<' 4971009-002 E-100 Bucket Auger Drop 30 in. Mean Sea Level o X 0) ao ra_i L CD Ul 01 n 3 O z a E ra to <o fe a. U1/^ CH-OI u a a 31 C a Ul . > _to o3 to GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC 10- 20- B: N80E, 9S C: N45W, 4SE CL 'SM^ TOPSOIL @ 0-1": Red-brown, moist, stiff, fine to medium sandy CLAY; abundant rooflels near surface 112,4 12,5 114,5 112,5 13,3 Mi C: NlOW, 5E C: horizontal ? TORREY SANDSTONE (Tt) @ 1': Irregular contact to light gray, damp, dense, silty fme SANDSTONE; thin red-brown, iron-oxide stained layers common near upper contact, fracmres common, fliin yellow beds common (approximately eyeiy 3 to 4 inches) : Gradational contact to off-white, damp, very dense, silty veiy fine SANDSTONE; thin iion-oxide stained iayeis common eveiy 3 to 4 inches ! 9': Grades into silty fme to mediuni SANDSTONE @ 20'; Grades to orange-brown color ©21": Light gray, moist, dense, silty fme to medium SANDSTONE; fliin (approxunately 1/4 inch), yellow and gray-biown interbeds common @ 22': Gradadonal contact to red-brown, moisl, dense, silty fme lo medium SANDSTONE; few tfi'm gray silty fme SANDSTONE inteitieds @ 26.5': Irregular contact to brown, samrated. loose, fine sandy SILT to silly fine SANDSTONE; very ttiin (approxunately 1 millimeter) fliick organic rich layers abundant @ 27': Sharp conlact to fliinly intertiedded light gray and orange-brown 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 5-23-97 Date Project Drilling Co, _ Hole Diameter Elevation Top of Hole 320 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 2 Project No, Type of Rig of 30 in. Drive Weight Ref, or Datum 0-25'. 4.H3#; 25-47', 2.981<' 4971009-002 E-100 Bucket Au^ Drop 30 in Mean Sea Level ft"" at u X ro ao ra_j c tD Ul 0, T3 3 O 2 a E ra to ui^ CH-OI u o a 31 t. Q Ul . Sc/5 _to oS to GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC 30- B: N20W, 12S C; N20E, 5NW ? 15,7 SM 35-Bag-5 I J35'-37 ML 2 J 28.9': Irregular sharp contact to interbedded light gray, moist to wet, veiy dense, silty fme SANDSTONE and thin beds of yellow and brown SILTSTONE, seepage at contact ? 29': Gradational contact to light gray, moist to samrated, dense, silly fine SANDSTONE wifli thin intebeds of yellow and rose-brown, silty fine sandstone to siltstone ? 30,5': Gradational contact (approximately 2 inch) to thinly interbedded rose-brown, yellow and iiglit gray, moist to samrated, veiy dense, silly fme SANDSTONE; seepage common ) 34,7': Shaip contact to gray, damp, vety dense, fine sandy SILTSTONE wifli mterbedded brown, fme sandy SILTSTONE in upper 1-1/2 feel ? 37.5': Ground water encountered 40-Total Depfli = 39' Downhole Logged to 37-1/2' Ground Water Encountered at 37-1/2' Backfdled on May 23, 1997 45- 50- 55- 1 \ \ J i 1 \ 1 505A(11/77) LEIGHTON & ASSOCIATES 4-., GEOTECHNICAL BORING LOG LB-3 Date Project Drilling Co, Hole Diameter 5-23-97 1 Lennar/Bressi Ranch Sheet Project No, of 4971009-002 San Diego Drilling 30 in. Elevation Top of Hole 395 ft. Drive Weight Ref. or Datum 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 03 10- 20- 30- X ro a o ra_i L tD Ifl 01 •o 3 C: N45W, 6N C: N65W, 10-15N C: N45W, 7N C: N20W, 15N C: N65W, 14N C: N75E, 12E C: N50W, 8N a e ra to Ipush/l Ul^ CH-OI U a a 31 c o 116,0 110.6 ^ o o 22,7 18,6 CL "CL^ SM CL SM CL SM GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC/RKW KBC TOPSOIL @ 0': Dark gray-brown, dty to moist, stiff, clayey SAND to sandy CLAY; blebs of calcium caibonate TORREY SANDSTONE fTt) @ I': Irregular contact to olive-green, moist, stiff, sandy CLAYSTONE, blebs of topsoil and light gray SAND @ 2 1': Shaip slighdy irregular contact (1/2" of iron-oxide staining) to off-white, moist, dense, silty fine SANDSTONE; massive, few infflled near vertical fracwres, infflled witfi gray-brown sandy CLA'!f, few calcium carbonate-lined fractures (trend approximately northeast; dipping steeply east) @ 3,5': Approximately 1" fliick iron-oxide stained bed @ 4,6': Beds become more cemented @ 5,6': Erosional contact (irregular) to olive-green, slighdy moist, hard, silty CLAYSTONE, very blocky, numerous randomly-oriented fracmres, infflled witfi silly SANDSTONE, iron-oxide stains along fracmres ' 8.5': Scattered sandstone blebs, becomes less blocky, red iron-oxide staining common 10,4': Becomes more clayey, moist, fissfle claystone to 11.5' 11.5'; Becomes blocky again @ 14.6': Sharp slighfly irregular contact to light gray-brown, motfled orange and yellow-brown, moist, dense, sflty fine SANDSTONE; few iron-oxide stained zones, slighfly friable, highly weathered concretion (approximately 5" in diameter) @ 16.6': Gradadonal contact (over approximately 3") to olive-green CLAYSTONE @ 17,1': Erosional contact (1/4 to 3/4" thick) lo orange-brown sflty fine SANDSTONE bed @ 19': Claystone grades into, silty, fine SANDSTONE (over approximately 5-) @ 19,5': Concretion @ 20.1'; Sharp contact to 3/4 inch layer of orange-brown, sflty 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 sflty fine SANDSTONE 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-3 Date 5-23-97 Lennar/Bressi Ranch San Diego Drilling Project Drilling Co, Hole Diameter 30 in. Drive Weight Elevation Top of Hole 395 ft. Ref. or Datum Sheet 2 of 3 Project No, 4971009-002 Type of Rig E-100 Bucket Au r 0-25', 4.1130; 25-47'. 2,981li'; 47-72'. 2.168<' Drop 30 in. Mean Sea Level ft"" Q3 X ro a o c to Ul 01 XI 3 o z a E ra (O §8 to fe a tfi^ CH-OI U C3 a Jl (. Q GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC/RKW KBC 30- 35- 40- 45- C; N20W, 5N XB: N25W, 8S 50- 55 — 5 I 5 6 I 27 14,9 14.1 112,0 16,7 112,2 18,2 SM SW SM SW SM TORREY SANDSTONE (Continued) ) 31,5': Cemented zone (1,5' diick); contact to fme to coarse S-M^DSTONE (35,5'-36,r: Cemented zone ? 39,r-39,9': Cemented zone; scattered concretions below ? 42,7'-43'; Cemented zone; irregular contacl ) 44,5': Grades to sUty fme to medium SANDSTONE ) 45,8': Grades to light gray to light gray-brown, moist, dense, silty fme SANDSTONE; iron-oxide stained, micaceous @ 47,9': Sharp irregular contact to fme to coarse SANDSTONE > 49,7": Sharp irregular conuct to sflty, very fme SANDSTONE; minor seepage along contact > 52'-54': Concretionary nodule r ^ I I I [ r } 56': Sandstone is weakly cemented ? 59,5': Sandstone is less cemented 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-3 Date 5-23-97 Project Drilling Co, Hole Diameter Elevation Top of Hole 395 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 3 Project No, Type of Rig of 4971009-002 30 in. Drive Weighi Ref. or Datum E-100 Bucket Augei 0-25', 4.113#; 25-47', 2,981#; 47-72'. 2.168# Drop 30 in. Mean Sea Level r « 01 60- 65- 70 — 75- 80 — 85- o X m ao ra_i L tD Ul 0, "O 3 o z a E ra CO 58 25 Ui^ CH-OI u Q a 31 L Q 114,0 — to to GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC/RKW KBC TORREY SANDSTONE (Coniinued) Total Deptfi = 69' Downhole Logged lo 65' Minor Seepage at 49,7' Backfflled on May 28, 1997 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-4 5-28-97 Date Project Drilling Co, Hole Diameter Elevation Top of Hole 380 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 1 Project No, Type of Rig of 4971009-002 E-100 Bucket Au: 30 in. Drive Weight Ref. or Datum 0-25'. 4.113ii'; 25-47'. 2.981# Drop 30 in. Mean Sea Level ft <" •3 X 0) a o ra_i t. tD Ul 01 T3 3 O z a E ra to -8 mfe a u»>-, CH-OI U o a 3) C Q 01-5 ti -to Logged By _ Sampled By GEOTECHNICAL DESCRIPTION KBC KBC B: N85E, 9S E: N20E, 85SW B: N25W, 9NE 10- CL CL 89,9 31,4 15-C: horizontal C: horizontal 20- C: -EW, 2S 25 — B: N35W, lOSW B: N70E, 15S Ipush/l 107,5 19,1 SM 112,0 16,7 CL TOPSOIL @ 0-1,5': Brown, damp, stiff, fine sandy CLAY; rooflels common TORREY SANDSTONE fft) @ 1,5': Vety irregular contacl to light gray-green, damp, hard, fine sandy CLAYSTONE; thin discontinuous and irregular, orange-brown and yellow-brown, sUty fme SANDSTONE interbeds, common approximately cveiy 3", large caihonate-lined fracmre, thin caibonate-lined beds common @ 3": Becomes fissUe @4'-6': Becomes bl<x:ky J 6': Becomes slighfly more sandy; fissfle } 7'; Becomes clayey again I ir-12': Large concretionary nodule; approximately 1/2" of red-brown iron-oxidation around perimeter; upper 3" of nodule is Stage rv calcium carbonate I 12-1/2': Gradational contact (approximately 5") to light gray-green, damp, very dense, sflty fme SANDSTONE; orange-brown, iron-oxide stained sflty fine sandstone, interbeds common > 14.5': Shaip irregular contact to orange-brown, sflty, fine to medium SANDSTONE; few tfiin irregular, discontinuous gray mterbeds •Fl I I t H I @ 16.7': Irregular gradational contact (approximately 3") to light gray, damp, very dense, sflty very fine SANDSTONE; iiregular, discontinuous fliin orange-brown inteibeds @ 17,3': Irregular contact lo orange-brown, sflty fine SANDSTONE i- @ 17,8': Grades (over approximately 4'').to light gray, damp, very dense, sflty^ fine SANDSTONE with few orange-brown, fliin discontinuous silty L sandstone interbeds I 22': Irregular contact to white concretion layers; upper 2 mches are red-brown, iron-oxidized sflty fme SANDSTONE ) 22,7': Sharp horizonul contact to light green, damp, dense, sflty, very fine SANDSTONE; thin irregular, discontinuous yellow-brown and orange-brown iron-oxidized, inteibeds common ) 24': Grades to light gray ) 25,5': Large concretionary nodule witfi abundant shells, orange-brown, iron-oxidation abundant ! 27': Shaip contact to approximately 3" tiiick, light gray, damp, dense, silty CLAYSTONE bed ) 27,2': Light gray, dark gray, and yellow interbeds common r 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-4 Date 5-28-97 Project Drilling Co, Hole Diameter Elevation Top of Hole 380 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 2 Project No, Type of Rig of 30 in. Drive Weight Ref, or Datum 0-25'. 4,113/i'; 25-47'. 2.981# 4971009-002 E-100 Bucket Auger Drop 30 in. Mean Sea Level 30- 35- 45- 50- 55- u X 0) ao ra_i L tD Ul 01 •D 3 O z a E ra to ^8 I"" to fe a 505A(11/77) C: horizontal B: N60W, ION B: N80E, 17N Ul^ CH-OI O a a \-/ 31 t-D 15.6 116.6 12.6 16.0 _<o CO Logged By Sampled By SM CL SM GEOTECHNICAL DESCRIPTION KBC KBC TORREY SANDSTONE (Continued) 1 31.5'-33'; Orange to red-brown concretionary layer, irregular conlact al lop and bottom i 37'; Orange-brown, iron-oxide stained zone ) 46'; Orange-brown, iron-oxidized layer approximately 5" fliick. irregular contact at top and botiom ! 48,5': Gradational conuct lo light gray, damp, hard. sUty CLAYSTONE; , fissfle, thin yellow-brown and orange-brown, iron-oxide stained inteibeds common > 49,4': Sharp contacl lo white, well-cemented concretionary layer to 50' depth; shell fragments common at base } 50,2': Inegular conuct to light gray, silty CLAYSTONE as above; flim calcite-lined beds common; discontinuous ! 52,7': Grades into light gray-brown, damp, very dense, sUly fme SANDSTONE; massive, orange-brown, iron-oxide suinmg common (53.5'; Orange-brown concretionary nodule ) 54': Gradational conUct to light gray-brown, moist, very dense, sflty fme SANDSTONE; abundant tfiin yellow-brown and brown inteibeds > 57': Very tfiin discontinuous calcium carbonate stringers dipping approximately 70 degrees soutfi LEIGHTON & ASSOCIATES I GEOTECHNICAL BORING LOG LB-4 Date Project Drilling Co. _ Hole Diameter 5-28-97 Lennar/Bressi Ranch Sheet Project No. of 3 4971009-002 San Diego Drilling 30 in. Elevation Top of Hole 380 ft. Drive Weight Ref. or Datum Type of Rig E-100 Bucket Aut 0-25'. 4.113#; 25-47'. 2.981# Drop 30 in. Mean Sea Level 60- 65- 70 — 75- 80- 85 — 90- X tJ) a o ra_i t- tD Ul 0) XI 3 B: N70E, 6N a E ra to UI/-S CH-OI u o a 31 t. Q SM CL GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC TORREY SANDSTONE (Continued) ? 63,5': Interbeds are slighdy less common and raore irregular > 66': Otange-brown, iron-oxidized concretionaiy layer (approximately 3" diick) above dark gray-brown, damp, hard, sflty CLAYSTONE; Toul Depdi = 69' Downhole Logged to 67,5* No Ground Water Encountered at Time of Drflluig Backfflled on May 29, 1997 1 -I 1 I I i < I i; I I li I I I I I I I 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-5 Date 6-2-97 1 Project Drilling Co, Hole Diameter Elevation Top of Hole Lennar/Bressi Ranch Sheel Project No, of 4971009-002 San Diego Drilling 30 in. 315 ft. Drive Weight Ref, or Datura 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 ft* 0,5 X 0) ao ra_i L. to Ul 01 x> 3 a E ra to CH-OI o a a 31 c a ^ o o _<o to GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC C; N60E, 8S B; N15W, tow C; N42W, 6S 1 I 2 @)5'-9' 105,6 20,1 115,2 11,2 20 — 117,4 12,2 C; N30W, 5S Mi CL SC SM TOPSOIL @ 0': Brown, moist, very stiff, fme sandy CLAY; roodets common near surface @ 1-1/2': TopsoU gradually becomes sandier TORREY SANDSTONE (Tt) @ 2': Light brown with orange-brown motfles, moist, dense, clayey fme SANDSTONE @ 2,6': Sharp contact to, off-white, damp, very dense, sflty fme SANDSTONE; animal borrows infflled with topsoU common in upper 6". thin orange-brown, iron oxklized sflty SANDSTONE interbeds common @ 4': Sandstone gradually changes to a light gray-green color @ 6,3'-6,8'; Thin (approximately 1") calcium carbonate layers @ 7,4': Material grades over approximately 4"to orange-brown, sflty fme to medium SANDSTONE @ 8.2'; Few shell fragments @ 8.4'; Off-white, weU-cemenled SANDSTONE layer (calcium carbonate and sUica cement) shell fragments common @ 9.2'; Irregular sharp conuct to red-brown, moist, dense, silty fme lo medium SANDSTONE @ 9,5': Grades to light gray-green, damp, very dense, sflty fme SANDSTONE; thin orange-brown iron-oxidized wavy discontinuous layers common, few calcium carbonate nodules, iron-oxide suiiung decreases with depth i 17,4': Orange-brown iron-oxide sUining, gradually decreases, yeUow-brown thin wavy, irregular interbeds common ) 23': While, well-cemented SANDSTONE concretion; dark red-brown iron-oxidation around perimeter ) 26,2': Sharp, irtegulai conuct, to light gray, damp, very dense, sflty very fme SANDSTONE; wavy discontinuous, tfiin orange-brown, iron-oxidized layers common TORWBY SAND.STONE (Continued) @ 29,7': Material grades to slighdy coarser silty, fine SANDSTONE 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-5 6-2-97 Date Project Drilling Co, _ Hole Diameter Elevation Top of Hole 315 ft. Lennar/Bressi Ranch Sheet 2 of 2 Project No. 4971009-002 San Diego Drilling 30 in. Drive Weight Ref. or Datum Type of Rig E-100 Bucket Am 0-25'. 4.113A; 25-47'. 2.981#; 47-72'. 2.168# Drop 30 in. Mean Sea Level 30- u X 0) a o ra_i c CD Ul 01 TD 3 O z a B ra to 2^ £0fe a 01^ CH-OI u a a 3> L Q ^ o o Ul'^ SCO GEOTECHNICAL DESCRIPTION | Logged By _ Sampled By KBC KBC 35- 40- 45 — 50 — 55- 109,5 13,9 7/2" SM ML (34,1': Material grades into sflty very fine SANDSTONE ) 36': Material grades to slighdy coarser again ) 40': Off-white, well-cemented SANDSTONE nodule @ 45,5'; Grades into light brown, damp, vety dense, sflty, fme SANDSTONEl @ 46,5': Possible perched ground water encountered @ 49': Dark gray. dry. very dense, fme sandy SILTSTONE; fissile ^@ 50': Practical refusal Total Depfli = 50'2" Downhole Logged to 46,5' Ground Water (Perched?) Encountered at 46-1/2' Backfflled on June 2, 1997 n n H Ll H y H n tl w H 505A<11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-6 Date 6-3-97 1 Project Drilling Co, Hole Diameter Elevation Top of Hole 215 ft. Lennar/Bressi Ranch San Diego Drilling Sheet Project No, Type of Rig of 30 in. Drive Weight Ref, or Datum 0-25'. 4M3ff; 25-47'. 2.981# 4971009-002 E-100 Bucket Auger Drop 30 in. Mean Sea Level 10- 25 — X 0> a o ra_i L CD Ul 01 •o 3 O z a E ra in Fr; N38E, 80SE Fr: N40E, 72NW B: N50W. 2NE Fr: N65E, 75-90N 3SL 505A(11/77) <n fe a ui.^ CH- OI U Q a 31 c a 01-5 L tii fe >. SC 124,4 SM 11,7 SC GEOTECHNICAL DESCRIPTION Logged By Sampled By RKW/KBC KBC LANDSLIDE DEPOSfTS (Ols) @ 0': Brown, moist, stiff, sandy CLAY/ clayey SAND, homogeneous, roodets conmion SM ) 6'; Gray-brown, moist, slighdy clayey SAND to dense, fine SAND; conuins small blebs of light brown SAND ) 9'; Grades to molded light olive-green and light brown, moist, medium dense, clayey SAND; jumbled (graben material?) ?9,5': Calcium carbonate stririgers common } 10,6'-14,2': Grades into lightbrown, damp, medium dense, sflty fme to medium SAND 14': Randomly-oriented fracmres, calcium carbonate Imed 15'; Density increases I 15,6': Near horizonta! fracmre I 17,5': Cemented concretions I 17,9': Vety irregular undulatory contact to light orange-brown, moist, dense, fine to coarse S/VND; massive, slighdy cemented, olive-green, very fme SILTSTONE rip^lp clasts abundant, few granitic fragments I 19.7': Vety iiregular conUct lo light gray lo light brown, moist, dense, sUty fine S/VND, rip-up clast of fme to coarse sand common ) 2r-21.8': Light brown, sflty fme to coarse Si\ND i 22.5': Grades (over approxunately 5") to fme to medium SAND ! 25.5': Cemented zone 6" tfiick, muior seepage, fissile fine sandy SILT ) 26 1': Rupmre surface at base of cemented zone; no definite surface, in fflled mncated on cemented zone DEL MAR FORMATION (Td) @ 26 1': Material below cemented zone is moderately sheared and has a higher clay content (gl 26.4': Sharp, irregular conuct lo olive-green, moist, very dense, sflty. very fine SANDSTONE; iron-oxide suined zones, manganese suining and iron-oxide suins along tectonic sheais LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-6 Date 6-3-97 Project Drilling Co, Lennar/Bressi Ranch Sheet Project No, of 4971009-002 San Diego Drilling Type of Rig E-100 Bucket Aug Hole Diameter 30 in. Drive Weight 0-25'. 4.113#; 25-47'. 2.981# Drop 30 in. Elevation Top of Hole 215 ft. Ref. or Datum Mean Sea Level X 0) a o ra_i t. tD Ul 01 "D 3 O 2 a E ra CO ui^ CH-OI u a a 31 t-Q wife ^ o o Sc^ _<0 GEOTECHNICAL DESCRIPTION Logged By _ Sampled By RKW/KBC KBC 30- 35- 121,9 14,3 SM DEL MAR FORMA'nON (Continued) ) 32,5'; WeU-cemented concretion, minor seepage > 34,3': Gradational change to gray.to olive-gray, more friable SANDSTONE 45 — 50 — 55 — 60- ToUl Depfli = 42,5' Dowifliole Logged to 41,5' No Ground Water Encountered at Time of Drflllng Hole Backfflled on June 3. 1997 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-7 Date 6-4-97 Project Drilling Co, Hole Diameter Elevation Top of Hole 210 ft. Lennar/Bressi Ranch San Diego Drilling Sheet Project No, Type of Rig 1 of 30 in. Drive Weight Ref. or Datum 0-25', 4.113/y; 25-47'. 2,981# Mean Sea Level 4971009-002 E-100 Bucket Auger Drop 30 in. 20- 25 — Mi X 0) ao ra_i c CD Ul 01 T} 3 C:N70E, 15NW GC:N40E. 12SE GC:N25E, HSE a B ra to §8 <a fe a lfi/-. CH-OI U Q a 31 o 01-5 L wife ? CL SM GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC/RKW LANDSLIDE DEPOSITS fOls) @ 0': Mottled light oHve-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. fme 10 medium SAND, iron-oxide stained, massive ?4': Becomes blocky CLAY ? 6'; Becomes slightiy cemented J 6.3': Gradational change to pale olive-green, slightly moist, dense, silty fme SAND, massive, scattered iron-oxide blebs, slightly micaceous ) 9": Ver>' 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?) I 13.3': Lighl olive-green, moist, medium stiff, silty CLAY; highly weathered and punky; possible mpture zone, matenal below is very jumbled and relatively soft i 14': Discontinuous plastic layer, approximately i/2" thick • 14.2': Very minor seepage i 14.5': Clay becomes stiff and blocky » 16.5': Contains zones of fme- to medium-grained SAND ' 17': Gradational change to olive-green sandy CLAY; blocky shiny randomly-oriented shear surfaces ? 19*: Discontinuous sand layer (pale olivc-grecn, 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 iiKreasingly blocky and sheared, iron-oxide staining present along shiny shear surfaces, shears are discontinuous and randomly oriented 505AC11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-7 Date Project Drilling Co, _ Hole Diameler 6-4-97 Lennar/Bressi Ranch Sheet 2 Project No, of 4971009-002 San Diego Drilling 30 in. Elevation Top of Hole 210 ft. Drive Weight Ref. or Datum Type of Rig E-100 Bucket Aug« 0-25'. 4.113#; 25-47'. 2.981# Drop 30 in. Mean Sea Level X 0) ao ra_j c tD Ul 01 n 3 a e ra to u>^ CH- OI u a a 31 C Q 01 Ul -to GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC/RKW 30- RS:N80E, 1-2NW 35- 40-10 CL "CL- SM LANDSLIDE DEPOSITS (Continued) ©31': Seepage on northeast side of boring @ 32': Clay becomes jumbled and highly weathered ^@ 32,4': Rupmre surface - 1/16" or less, sharp, irregular, highly plastic soft . clayseam DEL MAR FORMATION fTd) @ 32,4': Pale olive-green, moist, very stiff, clayey SILTSTONE, massive, iron-oxide suined zones @ 33,3': Gradational change to gray olive-green, moist, hard, sflty, very fme SANDSTONE; massive, micaceous @ 36': Increasing iron-oxide sumed zones ? 40': Light brown, moist, dense, sflty fme SANDSTONE; massive 45 — 50- 55- Toul Depfli = 41' GeologicaUy Logged to 38' Veiy Minor Ground Water Seepage at 14 and 31 Feet Backfilled on June 4, 1997 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-8 Date Project Drilling Co, _ Hole Diameter 6-4-97 Lennar/Bressi Ranch San Diego Drilling Sheet Project No, Type of Rig 1 of 30 in. Elevation Top of Hole 225 ft. Drive Weight Ref, or Datum 0-25'. 4,im; 25-47'. 2,98U Mean Sea Level 4971009-002 E-100 Bucket Auger Drop 30 in. X O) ao ra_j C-tD 3 a E ra (fl S8 2^ mfe a u»^ CH- OI u a a 31 L O Oz. to GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC/RKW KBC 10- S:N60E, 26SW S:N80W, 35S C:N65W, 7SE C:N35W. 20NE C:horizonul 20^ 25- Mi CL SM CL SM SM SM LANDSLIDE DEPOSfTS (Ols) > 1': Brown, damp, stiff, fme sandy CLAY; organic maner common, 1/8" diameter calcium carbonate blebs common, large and medium pores common i 1.7': Very irregular conuct to light green, moist, dense, clayey, sUty fme . SAND; abundant random gypsum-lined fracmres, mst colored manganese sUins common • 3,5'; Gypsum becomes ciystalline along 1/4" fractures ' 4': Grades into fine sandy CLAY; blocky, iust colored manganese sUins common ? 7': Iiregular gypsum-line 1/4" fracmres; generally dipping 35 degrees soutiiwest ? 9": Irregular, irregular, polished and striated shears MO': Irregular, irregular, polished and striated shears ) 10,5': Gradational conuct to sflty very fme SAND; thin iron-oxide suined stringers common / 12': Gradational contact (over approximately 2") to light gray-brown, moist, very dense, fme to coarse SAND; fmer and coarser beds common, upper 3" orange-brown iron-oxide suined, 1/4" gypsum lining along conlact ! 14,5': Sharp conUct to light orange-brown to light brown, moist, dense, medium to veiy coarse SAND; fme-gravel common ) 14,8': Sharp conuct to wet, fme to coarse SAND ' 17,3': Sharp waxy conuct to light green, damp, very dense, sUty, veiy fme SAND; blocky, seepage along conuct, orange-brown iron-oxkle stains common ) 23': Grades to light brown, moist, silty, fme to medium SAND; iron-oxide sUins common ? 24': White, well-cemented concretion ? 24.5'; Sand becomes wet 25.5'; Sand becomes damp w slighfly moist ) 27': Gradational conuct (approximately 2") to light brown, wet, dense, fine to medium SAND; moismre increases wifli depfli ) 29': Grades to light brown, wet, dense, fine to coarse SAND 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-8 Date 6-4-97 Project Drilling Co, Hole Diameter Elevation Top of Hole 225 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 2 Project No, Type of Rig of 30 in. Drive Weight Ref, or Damm 0-25'. 4.113/!'; 25-47'. 2.981<' Mean Sea Level 4971009-002 E-100 Bucket Augt Drop 30 in. X 0) a o ra_j (- tD Ul 01 "O 3 a E ra in ui^ CH-OI u o a 31 L Q cj .in GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC/RKW KBC 30- 35- S:N25E, 38SE 3 Bag-2 I CL S:N45E, 38SW 40- LANDSLIDE DEPOSfTS (Continuedl @ 29.6': Base of sand is a 2" thkk layer of black coaise SAND, followed by a 1-1/2" layer of orange-brown veiy dense, sUo^, vety fine sand @ 29,8': Shaip conUct to light gray-green, tectonically-sheared CLAY approximately I' thick @ 29,9': Light green, damp, hard, fme sandy CLAY; blocky, iron-oxide suining common along randomly oriented sheais @ 30': Zone of high angle shears to 44,5' @ 35': Color gradually changes to medium gray-green 10 45-RS7;N80W, 32S "CL" ' @ 45': Possible rapmrc surface/backscarp continuous around boring thin ' (approxmiately 1/16") plastk CLAY, veiy sheared above, less sheared ' below DEL MAR FORMA'nON fTd) @ 45,2': X3ray- olive-green, moist, stiff, sUty CLAYSTONE; massive, slighdy sheared, slighdy unoxidized 50- Total Depdi = 48' Geologically Logged lo 46' Grouifi Water Seepage at 16,5', at Time of DriUing Backfilled on June 5. 1997 27,4', and 29,8' 55- 60- 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-9 Date 6-5-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 180 ft. Lennar/Bressi Ranch San Diego Drilling Sheet Project No, Type of Rig 1 of 30 in. Drive Weight Ref. or Datum 0-25', 4,113#; 25-47', 2.981» 4971009-002 E-100 Bucket Auger Drop 30 in. Mean Sea Level X O) ao «_i c tD Ul 01 •D 3 S:N60E, IOS B:N70W, lis C:N50W, 5N C:N22E, 2INW XB:N80E, 19S S:EW, 30S CS:N42E, 25NW o z a E ra to §8 to fe a CH-OI o o a 3V C a CL SM SW CL GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC LANDSLIDE DEPOSrrS(Ols) @ 1': Dark brown, damp, stiff, fme sandy CLAY; medium pores common, organic material common, few calcium caibonate blebs @ 1-1/2': Very irregular conuct to light green, damp, dense. sUty very fine Si\ND; infflled fracmres common along uppei contact, few orange-brown iron-oxide sUins, few manganese blebs > 5,2': A thin (1/2") clayseam composed of veiy light green tectonized CLAY; fliin layer of orange-brown, iron-oxide suiiung at top and bottom foiiowed by a diin layer of manganese suining al top and bottom conUcts ! 5.25': Below clayseam tight gray-green, sflty very fme SAND; few iron-oxide suined blebs ; 6': Grades to light brown, moisl, dense, sflty fme to medium SAND; few orange-brown, iron-oxide blebs 13.5' to 14'; Zone of orange-brown, iron-oxide suining @ 14,8'; A coarse SAND and gravel suinger @ 15'; Sharp slighdy wavy conuct to light brown, moist to wet, dense, fme to coarse SAND; upper 3" are suined orange-brown by iron-oxide, cmdely bedded @ 16': Sharp inegular conuct to light gray, moist, dense, sflty fme to medium SAND @ 17': Sharp iron-oxide suined conuct to light yellow-brown, moist, dense, fme to coaise SAND; flame strucmre at conuct, fine gravel common @ 18,5': Area of abundant gravel size fine SANDSTONE clasts @ 19': A 1-foot zone of cross-bedding; wet to samrated witti minor seepage at base @ 20': Wavy approximately horizontal conuct to light green, damp, hard fme sandy CLAY; heavUy randomly sheared, iron-oxide and minor manganese sUins on shear surfaces, blocky, few pocket or coarse SAND fracmre infill? @ 20,5': Continuous wavy, irregular shear; manganese and iron-oxide SUins on shear surface, minor seepage ) 24.6'; Thin (1/16") conUnuous clayseam (possible back shear), tfiin layer of tectonized clay along surface of shear, manganese and iron-oxide sUins common, minor seepage along surface ) 25'; Lighl olive-green, damp, hard, Cll\Y; massive Mi 505A<11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-9 Date 6-5-97 Project Drilling Co, Hole Diameter Elevation Top of Hole 180 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 2 Project No. Type of Rig of 30 in. Drive Weighi Ref. or Datum 0-25'. 4,li3«; 25-47'. 2.981iy Mean Sea Level 4971009-002 E-100 Bucket Auge. Drop 30 in. X O) a o ra_i c to Ul 0) "O 3 o z 01 a ra to ifi/-^ CH- OI U a a 31 c a CO GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30-S:N70E, 25NW S:horizonul RS?;horizonlal 35- 40- 45- 50- 55- mi CL CL @ 31,5' and 32'; Approximately horizonul shear planes '^_^^'L Possible rupture^urface_a!ong shea£plane DEL MAR FORMA'nON (Td) @ 32'; Olive-green, damp, hard, CLAYSTONE; blocky ) 37"; Practical refusal Toul Depfli = 37' Downhole Logged to 34' Ground Water Seepage Encountered at 20' and 25' Al Time of Drflling Backfflled on June 5, 1997 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-10 Date Projecl Drilling Co, Hole Diameter 6-5-97 Lennar/Bressi Ranch San Diego Drilling Sheet Project No, Type of Rig 1 of 30 in. Elevation Top of Hole 187 ft. Drive Weight Ref, or Datum 0-25'. 4,113/1; 25-47'. 2.981# 4971009-002 E-100 Bucket Auger Drop 30 in. Mean Sea Level u X 01 ao ra_i c CD Ul 01 •o 3 a E ra CO 58 <D fe a tfly\ CH- OI O a a 31 C Q Ul . GEOTECIINICAL DESCRIPTION Logged By _ Sampled By KBC KBC C:horizonul C:horizonul C:horizonul CL SM SW SM 1 I 6 20-2 I 7 C:N75E, ION 25- » / C:N45W, 15NE Mi SP TOPSOIL @ 1'; Brown, moist, hard, fme sandy CLAY; organic matier common, . roodets_common "DEL MAR FORMATION (Td) @ 1,8': Shaip, iiregular conuct to light green, damp, vety dense, sflty fine SANDS'TONE; orange-brown iron-oxide sUins common ? 5,9': Irregular conuct to light gray to orange-brown, damp, very dense, fine to coarse SAND with abundant fine to medium gravel > 7,8'; Irregular conuct to light gray-brown, danip, very dense, sUty fme to coarse SANDSTONE; scattered fine to medium gravel 12,5': Sharp very irregular erosion surface; fme to medium gravel above conuct to light gray, damp, very dense, sflty very fme SANDSTONE I 13,2' to 15'; Zone of sheared olive-green CLAYSTONE; blocky shears randomly oriented with manganese and iron-oxide suins I 15': Light gray-green, damp, very dense, sflty, fme to medium SANDSTONE; iron-oxide stains common I 17,5': Concretionaiy nodule ) 23': Sharp, wavy conuct to light gray-brown. damp to moist, very dense, silty fine to coarse SANDSTONE; iron-oxide suined along conuct ) 24,5': Undulating gradational conUct to light gray-brown, moist, dense, silty fme to medium SANDSTONE ) 27.8': Sharp conuct to light orange-brown, damp, dense, medium to coaise SANDSTONE; fine to medium gravel common 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-10 Date 6-5-97 Project Drilling Co, Hole Diameter Elevation Top of Hole 187 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 2 Project No, Type of Rig 30 in. Drive Weight Ref. or Datiun 0-25'. 4.113)!'; 25-47', 2,981/!' of 2 4971009-002 E-100 Bucket Auge Drop 30 in. Mean Sea Level X D) ao «_i to Ul 01 •D 3 O z a E ra to §0 2^ mfe a lfi/-. CH-OI U o a 31 L o GEOTECHNICAL DESCRIPTION | Logged By _ Sampled By KBC KBC 30-SM DEL MAR FORMATION (Continued) 35- 40- 45- 50- 55- 60- Total Depfli = 31' Downhole Logged to 28' No Ground Water Encountered at Time of DrUlmg Backfflled and Tamped on June 5, 1997 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-11 Date 6-^-97 Project Drilling Co, Hole Diameter Elevation Top of Hole 290 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 1 of Project No, Type of Rig 4971009-002 30 in. Drive Weight Ref. or Damm E-100 Bucket Auger 0-25'. 4.113j»; 25-47'. 2.98K'; 47-72'. 2.168<' Drop 30 in. Mean Sea Level ftO* 1^ 10- 15- 20- 25- u X 0) ao ra_i t- CD Ul 01 •D 3 CS:N60E, 12NW STR: N35W, UNW 3:1 C:Nt0E, 4W :;NS. 8W C:N60W, SSW N40W, 7N, Str:N10-15W, 4W C:N60W. IOS to fe a ui^ CH-OI o Q a 31 c Q Ul"" 18 c" _co Os to CL sc CL ML GEOTECIINICAL DESCRIPTION Logged By _ Sampled By KBC KBC SP SM SM/ML SM ML SP SM LANDSLIDE DEPOSITS (Ols) @ 1': Dark gray-brown, moisl, sdff, medium sandy CLAY; massive, organic mattei common, charcoal common ® 2,8': Very irregular conuct to molded orange-brown and gray, moist, medium dense, sandy CLAY; massive, orange-brown, iron-oxide stringers and sUins common, few fracture infflls of overlying material, few discontinuous vertical fracmres (approximately 1/4" fliick), stamed mst-brown witfi manganese ) 6'; Grades to motded light gray and orange-brown, moist, medium dense, sflry, clayey, fme SAND; massive @ 10': Clayseam: 1/8" fliick remolded clay, faint sttiations on slip surface, sharp conuct lo olive-green, moist, hard, CLAY; fissfle, abundant gypsum in upper 1-1/2" common below, horizonul discontinuous orange-brown, iron-oxidized stringers abundant @ 11'; Gradational (approximately 1") undulating conuct to, light gray to light rose-brown, damp, medium dense to dense, clayey, fme sandy SILT; moderately fissfle, yeUow discontinuous horizonul stringers abundant, scattered gypsum layers @ 13': Grades to light gray, damp to moist, dense, sUty, fme to medium SAND; abundant discontinuous approximately horizonul orange-brown, non-oxide suined stringers, gypsum common @ 13,5': Well-cemented concretion. 1/2" layer of gypsum around penmeter @ 15,5' lo 18,5'; Light brown to brown zone of moist, dense to very dense, medium to coarse SAND; sheU fragments common, irregular weH-cemented concretions common @ 18.5'; Shaip conuct to veiy light gray, damp, dense. sUty, very fme SAND ttiin (1/16") gypsum layer at upper contact, thin orange-brown iron-oxide inteibeds common (approximately eveiy 1 to 3", thm (< 1/4") gypsum layers conunon (approximately every 5") @ 20.3'; Sharp conuct to fliinly inteibedded rose-brown and light gray-brown, damp, dense, clayey, fme sandy SILT and clayey, sflty, fmi SAND; orange-brown iron-oxidized and yellow, ttiin. horizontal stiingers common, moderately fissfle <, A vn @ 21': Grades to dark rose-brown, damp, very dense, sUty, veiy fme SAND to very fine sandy SILT; fissfle, abundant horizonul yellow stringers (approximately eveiy 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, sUty, fme to medium SAND; wavy brown and yellow horizonul stringers common @ 26.5'; Sharp conuct to dark rose-brown, damp, very dense, fme sandy SILT; yeUow and orange-brown, horizontal stringers common, fissile • @ 27.5': Undulatory, mpmre surface; 1/4" diick remolded, fat plastic clay ' on a smootfi^shinny surface;_very faint straitions on surface TORRE-r SANDSTONE'lTt) @27,7': Below mpmre surface: sharp conuct to light orange-brown moist, dense, medium to coarse S/d^DSTONE; tfimly bedded M 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-11 Date Project Drilling Co. Hole Diameter 6-6-97 Lennar/Bressi Ranch San Diego Drilling Sheet 2 Project No. Type of Rig of 4971009-002 30 in. Elevation Top of Hole 290 ft. Drive Weight Ref. or Datum E-100 Bucket Augt 0-25'. 4.113#; 25-47'. 2.981/!'; 47-72'. 2.168# Drop 30 in. Mean Sea Level X m ao c Ul 01 •a 3 a E ra to §8 2^ tofe a ui^ CH-OI u a a 31 C a ^ o o _«o CO GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30- C:N45W, SSW 35- 40- C: N5W, 8W C;horizonUl B:horizonul C:horizontal 45-C:horizonul 50- 55- 5 125/10" 9 9 SM SW SM ML TORREY SANDSTONE (Tt) (Continued) @ 30.5': Cross-beds common @ 31': Sharp conuct to light gray and light orange-brown, moist, dense, sflty, fme to medium SANDSTONE; tfiinly bedded 1 34": Grades to fme to coarse SANDSTONE ' 37': Sharp contact to light gray and orange-brown, medium to veiy coarse SANDSTONE ? 41': Sharp, wavy conUct to interbedded tight gray and light orange-brown, iron-oxide stained beds of moist, dense, sUty fine to medium SANDSTONE, tfiinly bedded DEL MAR FORMA'nON (Td) @ 44,5': Sharo contact to dark gray, damp, veiy dense, fme sandy SILTSTONE, groimd water encountered @ 45'; Sharp contact lo light gray-brown, moist, dense, sflty fme SANDSTONE \@ 50,9': DriUing halted due to abundant caving of samrated sand Total Depdi = 50,9' Downhole Logged to 47' Ground Water Encountered at 44,5' at Time of Drflling Seepage at 40 Feet and 47 Feet at Time of Drflling Backfflled on June 6, 1997 505A(n/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-12 6-9-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 315 ft. Lennar/Bressi Ranch San Diego Drilling Sheet Project No, Type of Rig 1 of 3 4971009-002 30 in. Drive Weight Ref, or Datum E-100 Bucket Auger 0-25'. 4,113#; 25-47'. 2.981)!'; 47-72'. 2.168<' Drop 30 in. Mean Sea Level a3 X 0) ao ra_i C-CD Ul 01 T) 3 O z a E ra CO §8 2^ to fe a ui^ CH-OI o Q a 31 t-o GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC C:horizonul B;N40W, lOSW 10 — CL SM C:N20W, SSW SW 15 — C:N70W, 20S 20 — CL SM 25- Mi ML LANDSLIDE DEPOSfTS (Ols) @ 1': Red brown, damp, stiff, fme sandy CLAY; organic material common @ 1,2': Grades to orange-brown, moist, dense, sUty, fme to medium SAND; light gray-brown motdes common, massive, few vertical fracmres @ 2,2': Grades (ovei approximately 2") to light gray-brown, damp to moist, sflty fme SAND; massive, yellow horizontal stringers common; orange-brown, suins common, moderately fissUe, few gypsum blebs, few vertical fracmres @ 3': Becomes very fissUe 10.7'; Sharp conuci to orange-brown, damp, dense, sUty fme to coarse SAND, crodely interbedded witfi lighl gray-brown sUt, fme SAND above and below, gypsum layers common below 15.2' to 16'; WeU-cemenled concretionary layer 16.8': Slighdy irregular conuct to gray-green, damp, hani, silly CLAY; blocky, abundant orange-brown approximate horizontal stringers I 19' to 21': Gradesto gray-green, dense, sUty fine SAND; few high angle fracmres ) 21 '-22': Light gray, damp, dense, sflty fme to medium SAND; massive ) 22'; Light gray-green, damp, very dense, sUly, very fme SAND; orange-brown, horizonul stiingers common, irregular discontinuous gypsum layers common @ 24.5': Grades to tfiinly inteibedded, light gray, dense, brown and orange-brown, damp, very dense, sUty fme SAND; yellow horizonul stringers common, gypsum layeis common, veiy fissUc @ 26,5': Grades lo predominandy rose-brown, fme sandy SILT witfi interbeds as described above; moderately fissUe ) 28.5': Grades to orange-brown, moist, dense, sUty, fme lo medium SAND; large concretionary nodules common, shell fragments common; few area of coarse SAND 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-12 Date 6-9-97 Project Drilling Co, Hole Diameter Elevation Top of Hole 315 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 2 Project No. Type of Rig of 4971009-002 30 in. Drive Weight Ref. or Datum 0-25' E-100 Bucket Aug. , 4.113#; 25-47'. 2,98U; 47-72'. 2,168)^ Drop 30 in. Mean Sea Level a3 o X O) ao ra_i L CD Ul 01 •D 3 a E ra <o ifi/-\ CH-OI U Cl a 31 t. D oji> Ul^ ti o GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30- 35- B;N65E, 4NW C;horizonul 45- -RS:N34E, IINW 50- 55- C:N15E, 6W FR;N80E, 14E 60- SM LANDSLIDE DEPOSfTS (Continued) @ 35,5': Shell fragments tiecome rare ML > 37,2': Inegular conuct to light gray, dense, moist, sUty fine SAND; tfiin orange-brown and brown interbeds common J 37,5': Gradational conUct to light gray, moist, very dense, sflty fme SAND with rose-brown, orange-brown and yellow wavy horizontal inteibeds common ! 39': Grades to piedominantfy rose-brown, fme sandy SILT with tfiin interbeds as described above common, very fissfle ? 40 to 41': Brown to white, moderately to weU-cemented concretionaiy layer ) 41,2': Seepage encounteied ) 42,5' to 44,7': Area of predominandy light gray sUty fme SANDSTONE ) 42,5' to 44,7': Grades to piedominantfy rose-brown, damp, very dense, fine sandy SILTSTONE with inteibeds as described above; vciy fissUe SP "CTL- ) 46' to 46,5': Black well-cemented concretionaiy layer; shell fragments common, coarse SAND above and below ? 47':-'IrTCgular wavy sharp conUcI to dark gray, damp, hard, sUty, CLAY; slighdy fissfle > 47:2': Sharp planar 1/8" fliick rupmre surface, tectonized CLAY along slickened surface, truncates I "-1,5" wide gypsum-lined orange-brown fractures SM DEL MAR FORMA'nON (Td) ) 51-1/2': Grades lo light gray, moist, dense, silty fine to medium SANDSTONE CL ) 55,5': Wavy horizonul conuct to light gray and orange-brown, wet, dense, medium to coarse S/WDSTONE > 56,5': Becomes light gray > 57,2': Sharp conuci to olive-green, damp, hard, sandy CLAYSTONE to claystone; few fractores 1 -I j ] ] 1 j 1 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-12 Date 6-9-97 Project Drilling Co, Hole Diameter Elevation Top of Hole 315 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 3 Project No, Type of Rig of 4971009-002 30 in. Drive Weight Ref. or Datum E-100 Bucket Auger 0-25', 4,im; 25-47', 2.981)!'; 47-72', 2.168)!' Drop 30 in. Mean Sea Level X Ul ao ra_j c to Ul 01 TI 3 a E ra eo flife a ui^ CH-OI u a a 31 C a Ul . oz CO GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 60- FR:N20E. 36NW 65- 70- 75- 80- 85- 3SL CL DEL MAR FORMATION (Continuedl ? 67'; Ground water encountered Toul Deptfi = 69' Downhole Logged to-67,5' Seepage Encountered at 41', 47', and 57' at Time of Drilling Ground Water Encountered at 67' at Tune of Drilling Backfflled on June 9, 1997 S05A{11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-13 Date Project Drilling Co. Hole Diameter 6-10-97 Lennar/Bressi Ranch San Diego Drilling Sheet Project No. Type of Rig 1 of 30 in. Elevation Top of Hole 265 ft. Drive Weight Ref. or Datum 0-25'. 4.113#; 25-47'. 2.981# Mean Sea Level 4971009-002 E-100 Bucket Aug Drop 30 in. u X 0) ao ra_i L CD Ul 01 XI 3 a E ra to fflfe a u>^ CH-OI u a a \^ 31 L. Q Ul^ GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC B:EW, 13N C:N10E, lONW 10 — -<2 20- 25 — Mi FR;N45,E, 30NW FR:N15E, 62NW C:N42E, 52NW FR:N15E, 30NW C:horLzonul 3Z CL SM SP SM ML/SM TOPSOIL @ 0'; Brown, damp, stiff, fine sandy CLAY; organic material common, sand * blebs, common, rooflels common TORREY SANDSTONElft)"" @ 0,8'; Very irregular conuct to light brown, moist, medium dense, sflty fme 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, sUty fme SANDSTONE; orange-brown, interbeids common, few yellow inteibeds, moderately.weathered, fissUe @ 5': Very irregular conUct to yellow-gray, wel. loose, fme lo medhim SANDSTONE; orange-brown and sUtier in upper 3", massive ; Sliarp contacl to light gray, wet to moist, stiff to hard, fine sandy sUty CLAYSTONE; seepage above contact, discontinuous randomly oriented thin orange-brown and red-brown stringers common ; Material becomes cmmbly 11-5'; Material becomes blocky and is heavUy fracmred; fracmres are lined with orange-brown suining 13'; Black sandstone concretion 13,5'; Grades to gray, moisl, very dense, sflty fine SANDSTONE; massive few approximate vertical fracmres, few lined with gypsum 19': Steep fracmre, gypsum and iron-oxide sUins along surface ) 22': Sharp conUci to inclusions of gray-green, damp, very dense, sUty fme to medium SANDSTONE ? 24.2'; Planer fracmre; orange suined on surface @ 27,7': Gradations conuct (dipping approximately 20 degrees noithwest) to orange-brown, moist, dense, medium to coaise SANDSTONE DEL MAR FORMATION?(Td) @ 28,8': Undulating conuct to light gray, moist, dense, fine sandy. SILTSTONE. to sflty fine SANDSTONE . n n w n w H a H fl W 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-13 Date Project Drilling Co, _ Hole Diameter 6-10-97 Lennar/Bressi Ranch San Diego Drilling Sheel 2 Project No, Type of Rig of 30 in. Elevation Top of Hole 265 ft. Drive Weight Ref. or Damm 0-25'. 4.113)!'; 25-47'. 2,9SU 4971009-002 E-100 Bucket Auger Drop 30 in. Mean Sea Level L 30- 35- 40- 45- 50- 55- iiLi u X 0) a o ra_j c CD Ul 01 •o 3 O z a E ra CO §8 ffjfe a 10 Ul^ CH-OI o a a 31 L a oCJ _co Logged By _ Sampled By SM GEOTECIINICAL DESCRIPTION KBC KBC DEL MAR FORMATION? (Td) (Continued) Total Depfli = 31' Downhole Logged to 29,5' Seepage Encountered at 7', 12,5', 19', and 24', at Time of DrUlmg Ground Water Encountered at 29 Feet at Time of Drflluig Backfflled on June 10, 1997 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-14 Date Project Drilling Go, Hole Diameter 6-10-97 Lennar/Bressi Ranch San Diego Drilling Sheet Project No, Type of Rig 1 of 2 30 in. Elevation Top of Hole 235 ft. Drive Weight Ref. or Datum 0-25', 4,113)!'; 25-47'. 2,981# 4971009-002 E-100 Bucket Aug Drop 30 in. Mean Sea Level a"" 10- 20 — 25- Mi u X 0) ao ra_i t- CD C;horizontal -'^CS:N35E, 30SE Ul 01 •o 3 B:N10E, 4W CS:N80E, 40SE FR:N3E, 67E o z a E ra CO 58 <nfe a ui^ CH-OI u Q a 31 L a Ul' Ul, flC oC Os to CL SM CL SM ML CL SM ML GEOTECHNICAL DESCRIPTION Logged By _ Sampled By RKW/KBC KBC LANDSLIDE DEPOSITS fOls) @ 1': Brown, damp, hard, fine sandy CLAY; organic material common, few medium pores, calcium carbonate blebs common near base @ 1.7': Irregular gradational contact to light gray-brown, moist, dense, silty fine SAND; approximately horizontal orange-brown stringers common, crudely bedded @ 3.8' to 4.2': Dark brown discontinuous I" thick zones of tectonized clay, 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, few gravels, massive, few large pores, rare charcoal ? 7.2': Very irregular gradational contact to light to dark gray, moist, stiff, fine sandy, sil^ CLAY; orange-brown mottles common, few calcium carbonate blebs, charcoal common, massive ) 8.5': Grades to silty fme to medium SAND; charcoal common 10': Undulating contacl to dark gray-brown, moist, hard, clayey, fine sandy SILT; massive, orange-brown mottles abundant, gypsum blebs conunon 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, silry fme to medium SAND; light gray approximately 1" thick wavy silly CLAY interbeds common @ 15': Lense of fracmre 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, fme sandy SILT; sandy interbeds common @ 17': Grades to light brown, moist, dense, silty fme to medium SAND; massive, coarser areas common @ 18': While, moderately cemented concretionary nodule @ 20*: Grades to fme to coarse SAND; fme gravels common, massive ? 26.5": Gypsum-lined fractures r I L r •1 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-14 Date 6-10-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 235 ft. Lennar/Bressi Ranch Sheet Project No, of 2 4971009-002 San Diego Drilling 30 in. Drive Weight Ref. or Danim Type of Rig E-100 Bucket Auger 0-25'. 4,113)!'; 25-47'. 2.981)!' Drop 30 in. Mean Sea Level L ft® a3 30- 35- 40- 45- 50- 55- u X 0) ao ra_i c CD FR;N10W. 65E C:horizonul FR:N5E, 70E RS:N80E, 8SE FR;N80E, 18S FR:N60W, 40SW 505A(11/77) Ul 01 XI 3 O z a E ra CO -> \t 2^ tofe a trtx% CH-OI U o a \^ 31 C D Ul" Or cn SW CL SM CL GEOTECHNICAL DESCRIPTION Logged By _ Sampled By RKW/KBC KBC LANDSLIDE DEPOSITS (Continued) @ 30.5': Fracmre (possible backscarp) > 33': Wavy sharp conuci to olive-green, moist, stiff, CLAY; minor shearing in clay along conuct ) 33,5; Grades lo olive-^reen, moist, dense, clayey, medium lo coarse SAND > 34.3': Clayseam ropmre surface offsets fracmre (1/4" ttiick tectonized clay)_ DEL MAR FORMA'nON (Td) @ 35.5': Olive-green CLAY as described above @36'; Becomes hard, blocky and fracmred ) 40.2': Thui (1/4") fracmre, polished surface moist, CLAY above fracmres ) 41.2'; Fracmre, l/4"-l/2" tfiick area of tectonized CLAY above polished surface ?43': Moderate seepage Toul Deptfi = 47' Downhole txigged to 45' Minor Seepage at 33'. 39', 40'. and 43' at Time of DriUing Backfdled on June 10, 1997 LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-15 Date Project Drilling Co, Hole Diameter 6-11-97 Lennar/Bressi Ranch San Diego Drilling Sheet Project No. Type of Rig 1 of 3 4971009-002 E-100 Bucket Auu.r 30 in. Elevation Top of Hole 310 ft. Drive Weight Ref. or Datum 0-25', 4.113<'; 25-47'. 29SU; 47-72'. 2,16M Mean Sea Level Drop 30 in. u X 0) a o ra_i c CD Ul 01 •o 3 a E ra CO lfi/-. CH-OI U Q a 31 c a GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC C:N50E, 9SE C;horizonul C;horizonul 10- Bag-2 @7'-10 ML SM C:N70E, 4SE CL ML 20- C:N75W, 20SW C;EW, 8S B:N45W. 20S C:horizonuI SW 25-J24'-26 Mi C;N5W, 20E CL TORREY SANDSTONE (Tt) @ 1': Light gray to light gray-green, damp, dense, fme sandy, SILTSTONE; blocky, orange-brown stringers common, carbonate coating on ped faces @ 1,5': Shaip, wavy conuct to light orange-brown, damp, medium dense, sflty fine to coarse S/WDSTONE; massive, few shell fragmentii @ 4'; Light gray clay stringers common @ 5'-6*: Shell fragments and fine gravels common @ 5,5': Large black weU-cemented concretion, shells common & 6': Conuci along black wavy 1" duck bed to orange-brown, damp, dense, sUty fme to medium SANDSTONE; massive @ 6,5'; Sharp conuct to light green, moist, stiff, sUly CLAYSTONE; red-brown thin SILTSTONE horizonul stringers common, moderately fissUe, randomly oriented gypsum-lined fracmres common, gypsum blebs common 10': Shaip gypsum-lined contacl to light gray to light rose-brown, damp, dense, clayey, SILTSTONE; moderately fissile, massive, approx'imately I horizonul orange-brown stringers common 13,5'-14.5': Black concretionary nodule, abundant gypsum-lined fracmres I 15': Sharp contact to iight gray with orange-brown mottles, moist, dense, silty fme to medium SANDSTONE; massive 17': Sharp contact lo off-white, moist, dense, fine lo coarse SANDSTONE;, thickly bedded, fmer beds common, cross-bedding above contact )21.8': Sandstone becomes wet } 22.3': Sharp contact to light gray to light gray-green, moist, hard, silty CLAYSTONE; moderately fissile, orange-brown and yellow horizontal stringers common, few gypsum-lined stringers ) 25.6': Thin sandstone interbeds corrunon ) 26": Sharp contact to gray, moist, dense, fme to coarse SANDSTONE; thinly bedded, orange-brown and red-brown stains along bedding common i I 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-15 6-11-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 310 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 2 Project No. Type of Rig of 4971009-002 30 in. Drive Weight Ref. or DaUim E-100 Bucket Auger 0-25', 4.113)»U5-47'. 2981)!'; 47-72'. 2,16»# Drop J0_ in. Mean Sea Level 30- 35- 40- 45- 50- 55- o X 0) ao ra_i c CD C:horizonul Ul 01 •a 3 mi 505A(11/77) a E ra (fl §8 to fe a 8 I 24/8' Ul/^ CH-OI U o a 31 t-o Ul'" > _co o5 CO sw CL GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC TORREY S/U^DSTONE (Continued) ©31': Sandstone is moist to wet @ 32,3': Sandstone becomes very coarse, few rip-up clasts_ DEL MAR FORMATION (Td) @ 32,7': Conuci to light gray, moist, stiff to haid, slightty sandy sflty, CLAYSTONE; orange-brown and red-brown monies common > 45': Few randomly oriented fracmres, rose-brown, manganese suinmg common along fracmres I 55': Claystone grades to sandy CLAYSTONE LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-15 Date 6-11-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 310 ft. Lennar/Bressi Ranch Sheel Project No. of 4971009-002 San Diego Drilling 30 in. Drive Weight Ref. or Datum Type of Rig E-100 Bucket Aug 0-25', 4.113#; 25-47'. 2981)!'; 47-72'. 2,16S» Drop 30 in. Mean Sea Level u X Ul a o ra_i c CD Ul 01 XI 3 a E ra CO CO Ul^ CH-OI u o a 31 c Q !Sc" GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC 60- 65- 70- CL DEL MAR FORJvlA'nON (Continued) @ 60': Sandy claystone grades to CLAYSTONE I 25/6" 10 1 25/6" a H n y u H n w 75- 80- 85- Sili Toul Deptfi = 70,5' Downhole Logged lo 68' No Ground Water Encountered (minor seepage at 22') Backfflled on June 12, 1997 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-16 Date 6-12-97 Project Drilling Co, Hole Diameter Elevation Top of Hole 280 ft. Lennar/Bressi Ranch San Diego Drilling Sheet Project No, Type of Rig 1 of 3 4971009-002 30 in. Drive Weight Ref, or Datum E-100 Bucket Auger 0-25'. 4,113/!'; 25-47'. 2981)!'; 47-72'. 2.168# Drop 30 in. Mean Sea Level 10- 20- 25- X 0) a o ra_i L. CD C:horizonul C;horizonul =1 Mi 505A(11/77) Ul 01 XI 3 C;horizonUl a E ra in 58 o^ "Ofe a Bag-2 .?15'-17 Ul/-» CH-OI U o a 31 t- D > -SC- SM ML/CL GEOTECIINICAL DESCRIPTION Logged By _ Sampled By KBC KBC CL TOPSOIL '@ 0.5': Red-brown, moist, medium dense, medium sandy CLAY; few 1 fracmres TORREY SANDSTONE (Tt) @ 0.8': Gradadonal conuct to light orange-brown, lo light gray, moist, dense, sflty fme to medium SANDSTONE; few dim SILTSTONE interbeds @ 3': Sharp conuct to orange-brown, moist, dense, sflty fme to coarse S/WDSTONE; 1" tfiick rose-brown sUtstone bed at conuct, massive DEL MAR FORMATION (Td) @ 5'; Wavy conuct to light gray, moist, very stiff, clayey SILTSTONE to sUty CLAYSTONE, crumbly, approxmiately horizonul orange-brown stringers common @ 7'; Becomes hard and moderately fissUe @ 7.5': Concretionary nodule; moderately cemented 10'; Becomes moderately blocky and fracmred I 13.5': Grades to olive-green, damp, haid, fine sandy CLAYSTONE; massive, few fracmres ! 21'; White well-cemented concretionary nodule ? 22': Becomes sandier ) 23.5' to 25,5': Large well-cemented white concretionary nodule J 24.5': Conuci partially obscured by concretion to light gray and orange-brown, moist, dense, fine to coarse SANDSTONE; cradely bedded ) 28,5'; Sharp undulating contact to olive-green, damp, hard, CLAYSTONE; massive, blocky, coarse SANDSTONE infills along fracmres al upper conuct LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-16 6-12-97 Date Project Drilling Co. Hole Diameter Elevation Top of Hole 280 ft. Lennar/Bressi Ranch Sheet Project No, of 3 4971009-002 San Diego Drilling 30 in. Drive Weight Ref. or Datum Type of Rig E-100 Bucket Augi 0-25'. 4.113)!'; 25^7'. 2981#; 47-72'. 2,16811 Drop 30 in. Mean Sea Level u X 0) a o ra_j c ts Ul 01 XI 3 O z a E ra to to fe a Ul/^ CH-OI O Q a 3> c Q Ul^ _co o3 to GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30- 35- S: N65E. 25SE 40- C:horizonul FR:N5E, 40E 45- 55- Oii 5 I 10 CL SW CL 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 with approximately 3/4" of sheared CLAYSTONE along wavy polished surfaces ) 40.4': Very irregular contact to light gray-brown, damp to wet. very dense, fme to coarse SANDSTONE ) 41.3': Horizonta! sharp contact to ohve-green, damp to moist, hard. CLAYSTONE; fractured and blocky J 41.3': Continuous fracture with week seepage, sand conmion along fracture ) 46': Grades to light gray-green, less biocky and fractured ) 52': Becomes moderately blocky and fracmred > 58.5': Grades to olive-green CLAYSTONE j 1 j 1 -I 1 J j fl il 1 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-16 6-12-97 Date Projecl Drilling Co, _ Hole Diameter Elevation Top of Hole 280 ft. Lennar/Bressi Ranch San Diego Drilling Sheet Project No, Type of Rig of 3 4971009-002 30 in. Drive Weight Ref. or Datum E-100 Bucket Auger 0-25'. 4.113)!'; 25-47', 2981#; 47-72'. 2.168# Drop 30 in. Mean Sea Level 60- 65- 70- 75- X 0) a o Q_l c CD Ul 01 •D 3 a E ra to §8 2^ tofe a ui^ CH-OI U a a 31 t. a 80 — 85- Mi 505A{11/77) 01- 2+-c 01 Ul —in Logged By _ Sampled By CL GEOTECHNICAL DESCRIPTION KBC KBC DEL MAR FORMATION (Continued) ! 63': Moderately fracmred Tolal Depdi = 71' Downhole Logged to 69' Minor Seepage at 42' Backfflled on June 12, 1997 LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-17 Date 6-13-97 1 Project Drilling Co, Hole Diameter Elevation Top of Hole 380 ft. Lennar/Bressi Ranch San Diego Drilling Sheet Project No. Type of Rig of 4971009-002 30 in. Drive Weight Ref. or Datum E-120 Bucket Augt 0-30'. 4,99111; 30-60'. 3,84U; 60-90'. 2.446)!' Drop 30_ in. Mean Sea Level Ul 01 "D 3 O 2 a E ra CO Ul/^ CH-OI u o a 3) (-a ui'^ IScn _<o oz CO GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC C: horizontal F;N15E, 75W C;N55E, 5NW F:N5E, 65E , C:EW, 5S 25- ^•i C: horizontal SM CL TORREY SANDSTONE fft) @ 1': Light gray-brown. damp to moist, dense, silty fme to medium SANDSTONE; thinly bedded, orange-brown, iron-oxide stained beds common, fractures common, few calcium cartwnale linings, calcium carbonate-lined fault ) 3.7': Wavy contact to light gray, damp, dense, silty fme 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, fme to coarse SANDSTONE ) 9.5' to 10.5': Orange-brown concretionary layer; well-cemented shells common, stains are truncated by fault ? 11': Grades from orange-brown stained, silty fme SANDSTONE back to light gray silfy fme 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-while, damp, dense, sUty fme SANDSTONE ' 18.5':^Orange-brown, moderately:cemented concretionary nodule ? 21': Sharp, slightly wavy contact to orange-brown, moist, dense, silty fine to medium SANDSTONE; thickly interijedded with light gray-brown sUty fme SANDSTONE @ 25.5': Orange-brown concretionary nixlule @ 26.2*; Grades to light gray silty fme SANDSTONE @28': Thin fault trace @ 29.5': Sharp contact lo light gray, moist, hard, silty CLAYSTONE; -I i ] -I 1 -I 1 j u H W 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-17 Date 6-13-97 Project Drilling Co, Hole Diameter Elevation Top of Hole 380 ft. Lennar/Bressi Ranch Sheet Project No, of 4971009-002 San Diego Drilling 30 in. Drive Weight Ref, or Datum Type of Rig E-120 Bucket Auger 0-30'. 4,99U; 30-60'. 3,841;!'; 60-90'. 2,446ff Drop 30_ in. Mean Sea Level X 01 ao ra_i t- tD Ul 01 XI 3 a E ra to ui^ CH- OI U Q a 31 c Q GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC 30- 35-C: horizonul 40- B:N25W, 8SW 45- 50 — 55- Mi F: N5E, 70E CL SM CL SM SC SM concretionary nodule al conuci; few tfiin orange-brown inteibeds @ 30': Fault is suined orange-biown in CLAYSTONE @ 31': Malerial gradually becomes sandier @ 31.5': Grades to light gray, moist, dense. sUty fme SANDSTONE @ 32.5': Grades to light gray-brown, moist, hard. sUty CLAYSTONE; weakly fissfle ) 34,5': Sharp conuct to light gray-brown, damp, dense, sUty fme to very fme SANDSTONE; tfiinly bedded, cross-beddmg common, orange-brown suin common @ 45': Abundant orange-brown suins @ 45 5' to 46.5': White well-cemented concretionary nodule @ 46.5': Very hregular conuct to gray to gray-brown, moist, hard, fme sandy CLAYSTONE; orange-brown inteibeds common ) 48.5': Grades lo light gray, moist, dense, sflty fme SANDSTONE; "orange-brown suins common @52'; Grades to orange-brown @ 53.5' to 55.5': Dark brown, well-cemented concretionary nodule @ 55': Sharp 1/4" red-brown fault trace ) 58,5' to 59.7': Dark brown, moderately to well-cemented concretionary layer; shell fragments common 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-17 6-13-97 Date Project Drilling Co, _ Hole Diameter Elevation Top of Hole 380 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 3 Project No, Type of Rig of 4971009-002 30 in. Drive Weight Ref. or Datum E-120 Bucket Auge 0-30% 4.991<'; 30-60'. 3,84U; 60-90'. 2,446^ Drop 30 in. Mean Sea Level Ul 01 XJ 3 a E ra to 58 10 fe a U1/-S CH-OI o a a 31 (-a GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC ^ C: horizonul 65- 70— ~ — -T C: horizonul 75- C: N55E, 5S 85- - /•l C; horizonul 6 I 14 SM ML CL ML @ 60': ConUct below concretion material to orange-brown, moisl, dense, silty fine to medium SANDSTONE @ 61,5' 10 63'; Red-bfown 1" wide near vertical fracmres common; gypsum lined @,63'; Thin (1/2") red-brown SILTSTONE layer; fracmres stop @ 63': Conuct to gray-brown, moist, dense, sUly fme to veiy fine SANDSTONE; thinly bedded, clayey units common @ 68,5'; Grades to orange brown, sflty, fme to medium SANDSTONE @ 69,3': Sharp contact to dark gray-brown, moist, very dense, fine sandy clayey SILTSTONE; abundant fliin interbeds of lose-brown and yellow-brown sfltstone, horizonul gypsum stringers common, vertical gypsum-lined fracmres common J 77': Sharp, wavy conuct to dark gray, damp, very dense, clayey, fine sandy, SILTSTONE; thinly bedded, few gypsum-lined fracmres ) 85,1' to 86': Dark gray, coarse, sandy moderately cemented concretionary layer I 86': Dark gray, moist, hard, silty CLAYSTONE ) 86,6' to 86,9': Claystone is vety fissile I 86,9': A 2" layer of plastic fal clay ) 87': Sharp conUct to dark gray, damp, very dense, clayey fine sandy, SILTSTONE, ttiinly bedded ) 87,2' lo 88.6': Light gray well-cemenied concretionary nodule J ] ] j 1 ] 1 j 1 J \ 1 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-17 Date Project Drilling Co, _ Hole Diameter 6-13-97 Lennar/Bressi Ranch Sheet Project No, of 4971009-002 San Diego Drilling 30 in. Elevation Top of Hole 380 ft. Drive Weight Ref. or Datum Type of Rig E-120 Bucket Auger 0-30'. 4,991»; 30-60'. 3,841#; 60-90', 2,446/t Drop 30 in. Mean Sea Level ft<" CJ3 90- 95- 100- 105- 110- X 0) a o ra_i c tD 505A(11/77) Ul 01 •D 3 C: horizonul O z a B ra to to fe a • 16/6" Ul/% CH-OI U a a 31 C Q Ul^ Logged By _ Sampled By ML CL SM GEOTECHNICAL DESCRIPTION KBC KBC TORREY SANDSTONE (Continued) @9l': Few clayeyer units > 97'-98': White weU-cemented concretionary nodule ) 98': Grades lo dark brown, moist, hard, sUty CLAYSTONE; lighl gray sandy SILTSTONE layers common I 101": Light gray well-cemented concretionary nodule 103'; Sharp conuct to gray lo lighl gray, damp, dense, sUty fine to medium SANDSTONE Toul Depdi =116' Downhole Logged to 114' No Ground Water Encounteied at Time of Drilling Backfllled on June 16. 1997 LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-18 Date Project DrillmgCo. _ Hole Diameter 6-17-97 Lennar/Bressi Ranch San Diego Drilling Sheet 1 Project No, Type of Rig of 4971009-002 30 in. Elevation Top of Hole 405 ft. Drive Weight Ref. or Datum E-120 Bucket Augt 0-30'. 4,99U; 30-60'. 3,841#; 60-90'. 2.446# Drop 30 in. Mean Sea Level ^ o in 01 XI 3 a E ra CO o^ IO fe a ui^ CH-OI U o a 31 C Q W fe ^ o o Ul^ Gc^ _co 08 CO GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC C: horizontal C:N50W, SNE F:NS, 57W B:N55W, ION SM SC SM C:N30W. 15NE — B:N85W. 9N 25-F:N5W, 71W B:N87W. ION TOPSOIL @ 1': Brown, moist, stiff, fme to medium sandy CLAY; fme pores common, rootlets common, calcium carbonate blebs common, few charcoal fragments @ 2': Discontinuous layer (0.4' thick) of calcium carbonate TORREY SANDSTONE CTt) @ 3.5': Discontinuous wavy coniacl to interbedded orange-brown and gray, moist, medium dense, silty fine SANDSTONE; calcium carbonate lined fractures and concretions common @ 5.5': Calcium carbonate layer 0.5'thick @ 6': Sharp contact to orange-brown, moist, medium dense, silty fme 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 conunon, fissile, calcium carbonate blebs common @ 11': Green claystone mottles common @ 12'; Very irregular contact to light gray, moist, medium dense, clayey, silty fine SANDSTONE; abundant random orange-brown stains, fractures common, fissile in areas, calcium carbonate blebs conunon @ 13': Areas of deep red and rose-brown mangnesium staining @ 14': Slightly wavy, gradational contact to off-white, damp, dense, silly fme SANDSTONE; thinly bedded, yellow stains common parallel to j bedding, orange-brown blebs common ? 24': Thin calcium carbonale-Iined fracture } 25': Brown, moderately cemented concretionary nodule J 27.5': Black, moderately cemented concretionary nodule n n w 505A{11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-18 6-n-97 Date Project Drilling Co, „ Hole Diameler Elevation Top of Hole 405 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 2 Project No, Type of Rig of 4971009-002 30 in. Drive Weight Ref, or Datum E-120 Bucket Auger 0-30'. 4,99111; 30-60'. 3,84ltl; 60-90'. 2.446# Drop 30 in. Mean Sea Level 50- 55- F:N15W. 76SW B;NS,10E F;NS, 62E C:N85E,5S C: horizontal Ul 01 "O 3 C: horizonul o +-z 01 58 a E cofe ra a in Ul^ CH-OI O a a 31 L • Ul'" _co to SM ML SM GEOTECIINICAL DESCRIPTION Logged By _ Sampled By KBC KBC TORREY SANDSTONE (Continued) ) 31,5'; Two faults intersect, lower fault is west side up ! 31.7': Yellow-brown concretionary nodule @ 38': Sharp wavy conuct to light gray, moist, very dense, sUty very SANDSTONE; massive fme @ 41' to 42': Orange to red-brown, moderately cemented concretionary nodule @ 41.5': Sharp conUcl to light gray, moist, dense, fine sandy SILTSTONE; fissile, red-brown and orange-brown suins along conuct @ 43': Sharp conuci to lighl gray, moist, dense to very dense, sUty fine to medium SANDSTONE; fliinly bedded, yellow stains common ? 45': Irregular fracmre 1 50': Sharp contact to light gray, moist, very dense, silty vety fme SANDSTONE; dimly bedded, orange-brown suins common, rose-brown suins along conuct ) 53' to 53.5': While well-cemented concretionary layer; abundant shells ) 53.5': Becomes massive ! 57.5' to 58.5': While, weU-cemented concretionary layer, shells common 505A<11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-18 Date 6-17-97 Project Drilling Co. Hole Diameter Elevation Top of Hole 405 ft. Lennar/Bressi Ranch Sheel Project No, of 4971009-002 San Diego Drilling 30 in. Drive Weight Ref, or Datum Type of Rig E-120 Bucket Augei 0-30', 4,99U; 30-60'. 3,841#; 60-90'. 2,446« Drop 30 in. Mean Sea Level o X Ul ao ra_i L tD Ul 01 •a 3 a E ra lfl ifi/-\ CH-OI o a a 31 C-Q ^ o o Ul GEOTECIINICAL DESCRIPTION Logged By Sampled By KBC KBC 65- B: horizonul C: horizonul C; horizonul 70- 75- 80- 85- Mi 16 SM TORREY SANDSTONE (Continued) @ 60,5': Bed of orange-brown, moisl, medium dense, silly fine to medium SANDSTONE ) 62.5'; Shaip contact to orange-brown, moisl, medium dense to dense, sflty fme to medium SANDSTONE; massive' J (>4.5'; Sharp conuct to light gray to gray, moist, dense, sflty veiy fine SANDSTONE; diinly bedded ) 65' to 65.5': White, well-cemented concretionary layer } 72': Sharp conUct to orange-brown, moist, medium dense, sflty fme to medium SANDSTONE; massive ) 74' to 74.7': White, well-cemented concretionary layer ) 74,7': Conuct to light gray to gray, moist, very dense, sflty fme to very fm(_ SANDSTONE; ttiinly bedded j Total Depth = 81* Downhole Logged to 78' No Ground Water Encountered at Time of Drilling Backfllled on June 17, 1997 ] j 1 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-19 6-17-97 Dale Project Drilling Co, _ Hole Diameter Elevation Top of Hole 285 ft. 1 of Lennar/Bressi Ranch San Diego Drilling Sheel Project No, Type of Rig 30 in. Drive Weight Ref. or Datum 0-30'. 4.991)»; 30-60'. 3,84lt> 4971009-002 E-120 Bucket Auger Drop 30 in. Mean Sea Level 10- 20- 25- X 0) ao ra_i c CD Ul 01 TJ 3 C: horizonul a E ra CO S8 IO fe a tfi/-\ CH-OI o o a \-/ 31 C a C;N85W, 30N B:N60W, lOS C:N20E, 5W Ul . > — lfl oB to CL CL SM CL ML/CL GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC SM SM SW TOPSOIL ® C*!- -Brow'b 1>°i^'jL stiff, finj: sandj; CL_AY;_orga_nic matenaUommon TORREY SANDSTONE (Tt) ©1": Sharp, wavy conuct to light yellow-brown, moist, medium dense to dense, sflty fine to coarse SANDSTONE; tfiui well-cemented beds cximmon @ 2,8' 10 3,3'; Light brown well-cemented concretionaiy layer; shell fragments common @ 3,3': Sharp conuct to gray, moist, stiff, fme sandy CLAYSTONE; crambly, calcium carbonate blebs common, yeUow-brown and orange-brown stringers common, few fracmres @ 3.8'^': Orange-biown, sflty, fme to coarse SANDSTONE bed @ 4,5': Claystone is less crambly and more fissUe wifli increasing deptfi ) 9': Grades lo light gray lo gray, moist, dense, fme sandy SILTSTONE and CLAYSTONE; tfiin yellow and orange-brown sningers common; weak to moderate fissUity, few fracmres witfi orange-brown iron-oxide suining 15'-I5,5'; Bed of off-white, moisl, dense, sflty fme to medium SANDSTONE I 16': Rose-brown SILTSTONE, mteibeds common }, 18:8': Iiregidar layer of intermixed orange-brown, fme to medium SANDSTONE and Ught gray sandy CLAYSTONE p 19,1': Sharp, wavy conuct to off-white, moist, dense, sflty, fme lo medium SANDSTONE, cmdely bedded p 20' to 20,4': Orange-brown lo brown bed of moist, dense, fine lo coarse SANDSTONE; abundant rip-up clasts J 21,5': Sharp conuct lo light gray, moist, dense, fme to coarse SANDSTONE; tfiinly bedded Mi 505A< 11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-19 Date Project Drilling Co, Hole Diameter 6-17-97 Lennar/Bressi Ranch San Diego Drilling Sheel 2 Project No, Type of Rig 30 in. Elevation Top of Hole 285 ft. Drive Weight Ref. or Datum 0-30'. 4,991iC; 30-60'. 3,84111 Mean Sea Level of 2 4971009-002 E-120 Bucket Aug Drop 30 in. Q3 o X tB ao ra_i c tD Ul 01 XI 3 O Z a E ra to ui^ CH-OI u Q a 31 c o Ul" > CJ^ _to o8 in GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30- _Vf_,. C: horizonul 40^ SW CL 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 conUct to light olive-green lo olive-green CLAYSTONE; heavUy fracmred, seepage along fracmres, blocky ? 37.5': Minor caving 4 I 14 n 'w w n n p H a n w 50- ToUl Deptfi = 47' Downhole Logged to 40' Seepage at 32' Groimd Water at 40' Hole Backfflled on June 18, 1997 55- 60- 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-20 Date 6-18-97 1 Project Drilling Co, Hole Diameter Elevation Top of Hole 250 ft. Lennar/Bressi Ranch San Diego Drilling Sheet Project No, Type of Rig of 30 in. Drive Weight Ref, or Datum 0-30'. 4,991<'; 30-60', 3,84lff 4971009-002 E-120 Bucket Auger Drop 30 in. Mean Sea Level Ul'; ISc^ _to 03 to CL GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC SC SM LANDSLIDE DEPOSITS (Qls) @ 1': Mixmre of dark brown and dark gray-brown, moisl, hanl, fme sandy CLAY; organic material common, few medium pores @ 2': Gradational conuct to dark gray-brown. moist, stiff, fme sandy CLAY; plastic, crambly texmre, calcium carbonate blebs @ 3': Grades lo light olive-green, moist, stiff, fme sandy CLAY; plastic, cmmbly, calchim carbonate blebs common, gray-brown motties common, gypsum blebs abundant ! 7'; Black manganese sums common } 7,8' to 8.4': Pocket of orange-brown clayey SAND i 9.5': Fracture uifdl: Reddish brown, moist, medium dense, zone of clayey fine to medium SAND; green and brown monies common, gypsum blebs and pockets common, wide (approxmiately 3 feet) pocket of uiffll malerial on soufli side of hole, north side of hole and below fracmre is crambly to blocky lighl olive-green CLAY, clay is crambly along base of infill I 16': Clay is hard blocky and moderately fracmred i 18': Thin (approxunately 1/8 inch) shear, 1/4 inch of crumbly clay along shear, yeUow-brown motiluig below shear, red-brown manganese sums below DEL MAR FORM A-nON fTd) Light olive-green, moist, very dense, clayey SANDSTONE; massive, few red-brown, manganese sums in uppet portions @ 21'; Material grades to lighl olive-green, moist, hard, sandy CLAYSTONE; blocky, heavUy fracmred ) 27': Grades to gray-green, moisl, very' dense, silty fine to medium SANDSTONE; massive •a 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-20 Date 6-18-97 Project Drilling Co, Lennar/Bressi Ranch Sheet Project No, of 4971009-002 San Diego Drilling Type of Rig E-120 Bucket Augt Hole Diameter 30 in. Drive Weight 0-30'. 4,991#; 30-60', 3,841<' Drop 30 in. Elevation Top of Hole 250 ft, Ref, or Datum Mean Sea Level X Ul ao ra_i c tD Ul 01 X) 3 o z a E ra to ui^ CH- OI o o a 31 I_ Q w fe o o Ul" o;: to GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30- 35- 45-C: hofizonul 50 — DEL MAR FORMATION (Continued) @ 30': Off-while, well-cemented concretions ) 32'; Grades to sflty fuie to coarse SANDSTONE ? 34,5'; Grades lo orange-brown; matenal is moist to wet ) 37'; Very irregular wavy conuct to gray-green, moist, very dense, sflty fine SANDSTONE; massive ) 40': While, well-cemented concretionary nodule SW } 45': Sharp conuct to light orange-brown, wet, dense, fine to coarse SANDSTONE; massive, weak seepage J 47': Sharp conuct to olive-green, moist, hard, fme sandy CLAYSTONE 55- ^i Total Deptti = 50' Downhole Logged to 48,5' Minor Seepage at 45' Backfflled on June 18. 1997 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-21 6-18-97 Dale Projecl Drilling Co. _ Hole Diameler Elevation Top of Hole 230 ft. 1 of Lennar/Bressi Ranch San Diego Drilling Sheet Project No, Type of Rig 30 In. Drive Weight Ref. or Datum N/A 4971009-002 E-120 Bucket Auger Drop 30 in. Mean Sea Level u X tn a o ra_i t. to 10 — Ul 01 XJ 3 15- 20 — o 2 a E ra to §8 cofe a tfi/^ CH-OI u • a \> 31 C a OIC K fe Ul" cJ u -to CO CL SM sw SM GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC TOPSOIL @ 1": Brown, moist, stiff, fme sandy CLAY; organic material common, roodets common . OUATERNARY ALLUVIUM (Oal) @ 2'; Gradational contact to brown, moisl, medium dense, sflty fme to medium SAND; organic material common, rooflels common, clayey sand layers common 13': Brown, sand mixed witfi light green, moist, fme to medium sandy CLAY; monled DEL MAR FORMATION fTd) @ 15': Light gray-brown, moist, dense to very dense, fme to coarse SANDSTONE; massive ' 19': Sharp conuci to orange-brown, damp, dense, fme to coarse SANDSTONE; massive ) 22': Light gray-brown, moist, dense, fme to coarse SANDSTONE ) 28': Light olive-green, moist, very dense, sflty fme SANDSTONE; massive Mi 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-21 Date 6-18-97 Project Drilling Co, Hole Diameter Elevation Top of Hole 230 ft. Lennar/Bressi Ranch San Diego Drilling Sheet 2 Projecl No. Type of Rig of 30 in. Drive Weight Ref. or Damm N/A 4971009-002 E-120 Bucket Aug. Drop 30 in. Mean Sea Level X ro a o ra_i L CD Ul 01 XJ 3 o a E ra to to fe a Ulrs CH-OI u a a 31 C a Ul" GEOTECHNICAL DESCRIPTION Logged By _ Sampled By KBC KBC 30-SW CL DEL MAR FORMATION (Continued) @ 30': Light green, moist, dense, fine to coarse SANDSTONE; massive ©31'; Olive-gieen, moisl, hard, fine sandy CLAYSTONE; blocky, fracmred 1 35-ToUl Depdi = 34' Downhole Logged to 33' No Ground Water Encountered at Tune of Drilling Backfflled on June 18, 1997 40- 45 — 50- mi 1 -I i i i ] j 1 ] 1 505A(11/77) LEIGHTON & ASSOCIATES 971009-005 Appendix B (continued) B-l through B-7 Small-Diameter Borings From: Leighton and Associates, 1997, Preliminary Geotechnical Investigation, Bressi Ranch, Carlsbad, Califomia, ProjectNo. 4971009-002, dated July 29, 1997 Date 5-21-97 Project Drilling Co, GEOTECHNICAL BORING LOG B-l Lennar/Bressi Ranch Sheet 1 of L Project No, 4971009-02 Barge's Drilling Type of Rig Hollow-Stem Augt Hole Diameter 8 in. Drive Weight 140 pounds Drop 30 in. Elevation Top of Hole +1- 200 ft, Ref, or Datum Mean Sea Level xoi ao ra_i L tD a E ra to ui^ CH-OI o Q a 31 C Q Ul" o; to GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC 200- 195- 190- 185 180 175 25 — CL 1 I 40 29 101.9 18.9 18,6 SC OUATERNARY ALLUVIUM (Oal) @ 1': Dark brown, damp, hard, fine lo medium sandy CLAY; abundant fme pores, few charcoal fragments ; 5': Light orange-brown, moist, medium dense, clayey, fme to medium SAND; few fme pores 3 I 63 106,6 18.3 (§> 10': Orange-brown, moist, hard, fme lo medium sandy CLAY; rare carbonate nodules 4 I 71 110,4 18,2 SM I 15'; Light green, moisl, very dense, slighdy clayey, sflty fme to medium SAND; orange-brown, iron-oxide sums common 5 I 50/6" 115,3 14,5 SM DEL MAR FORMA'nON (Td) @ 20': Light green, moist, very dense, sflty, fine lo medium SAND; micaceous 6 1 50/5" 116.5 12,4 ) 25': Light green, moisl, very dense, silly, fine to medium SAND Toul Depdi = 25-1/2' No Ground Water Encountered al Time of Drilling Backfflled on May 21, 1997 -I i j 1 N ri w a 505A(11/77) LEIGHTON & ASSOCIATES Date Project 5-21-97 GEOTECHNICAL BORING LOG B-2 Lennar/Bressi Ranch Sheel 1 of 2 Project No, 4971009-02 Barge's Drilling Type of Rig Hollow-Stem Auger Hole Diameter Sin. Drive Weight 140 pounds Drop JO_in. Drilling Co. Elevation Top of Hole -f /- 175 ft, Ref, or Datum Mean Sea Level 175 170- 165 10- 160 155 15 — 20- O X Ul ao ra_j c tD 25- O z a E ra to 1 I 12 24 Ul^ CH-OI O a a 31 c o 104,7 104,9 3 I 35 4 • 50 55 111,8 113,8 110,7 11.8 14,4 Ul" > _co o3 to SM sc 15,3 18,2 CL GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC OUATERNARY ALLUVIUM (Oal) @ 1': Light brown, moist, medium dense, sflty, fme to medium SAND; few fine pores > 5'; Brown, moist, medium dense, clayey, fme lo medium SAND; few charcoal fragments 10': Brown, moist, hard, fine lo medium sandy CLAY i 15': Brown, moist, hard, fme to medium sandy CLAY S 19,5': Ground water encountered } 20': Light gray-brown, moist, hanl, fme lo medium sandy CLAY; few charcoal fragraents 505A(11/77) LEIGHTON & ASSOCL\TES Date 5-21-97 Barge's Drilling Project Drilling Co. Hole Diameter 8 in. Drive Weight Elevation Top of Hole +/- 175 ft. Ref. or Datum GEOTECHNICAL BORING LOG B-2 Lennar/Bressi Ranch Sheet Project No. of 4971009-02 140 pountls Type of Rig Hollow-Stem Augt Drop 30 in. Mean Sea Level c o z o z a E ra to ifi/-\ CH- OI u a a 31 C • 01 i> ^ fe ^ o o Ul" > _to o3 (O GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC 145 140-35- 135 130 125 50 — 120- 55 m-i fio 37 [ 50/5" 50/ 5-12 SW ) 30'; Brown, samrated, medium dense, coarse SAND SC } 40'; Light green, samrated, hard, fme to medium sandy CLAY SM DEL MAR FORMA'nON (Td) 45'; Light brown, wet, very dense, sflty fme to medium SAND @ 45,5'; Drflling became more difficult (per drUIer) ) 50': Gray, moisl, very dense, fme lo medium SANDSTONE Toul Depdi = 50.5' Ground Water Encountered at 19,5' BackfUled on May 27, 1997 ] j I w j I w H Ll n w n 505A(11/77) LEIGHTON & ASSOCIATES Date Project 5-27-97 GEOTECHNICAL BORING LOG B-3 Lennar/Bressi Ranch Sheet 1 of 2 Projecl No- 4971009-02 Barge's Drilling Type of Rig Hollow-Stem Auger Hole Diameter Sin. Drive Weight 140 pounds Drop _30_in. Drilling Co, Elevation Top of Hole +1- 220 ft, Ref, or Datum Mean Sea Level 220 215 210- 205 200 195- 25- 505A(11/77) O z o z a B ra (fl T-5' to fe a 26 23 4 I 24 Ul^ CH-OI u o a 31 t-O 94,8 101,8 ^ fe ^ o o 20,3 17.8 Ul" — CO "o3 to CL 17.7 5 I 38 6 I 22 102.2 96,6 24.7 25.2 SC GEOTECHNICAL DESCRIPTION Logged By Sampled By MRM/KBC MRM/KBC SM OUATERNARY ALLUVIUM (Oal) ) 3': Brown, moist, stiff, sandy CLAY > 5'; Dark brown/brown, moist, stiff, sflty, fme sandy CLAY ' 10'; Brown, moist, very stiff, clayey SAND • 15'; Light brown, wet, medium dense, clayey fine to medium SAND J 19': Ground waler encountered ) 20': Light brown, wet, medium dense, sUty fme to medium SM^D LEIGHTON & ASSOCIATES f Date 5-27-97 Project Drilling Co, GEOTECHNICAL BORING LOG B-3 Lennar/Bressi Ranch Sheel Project No, of 4971009-02 Barge's Drilling Type of Rig Hollow-Stem Augt Hole Diameter 8 in. Drive Weight 140 pounds Drop 30 in. Elevation Top of Hole +1- 220 ft, Ref, or Datum Mean Sea Level c o z a E ra to So 2^ ufe a ui^ CH-OI u o a 31 C Q Ul" GEOTECHNICAL DESCRIPTION Logged By Sampled By MRM/KBC MRM/ KBC 190- 185 35- 180 175 45- 170 50- 165 55- 160-1 60 9 I 10 28 50/5" SC @ 30': Light gray-brown, wet, medium dense, sflty, clayey fine SAND SC/SM ) 40": Light gray-brown, wet, medium dense, interbedded sflty fme to medium sandy CLAY and clayey fine lo medium SAND ) 46': Drflling became more difflcult (per drfller) SP ? 50'; Greenish brown, wet, very dense, fine to medium SAND DEL •L MAR FORMA'nON (Td) \ A 53'; Drilling became more difficult i (per driller) ML ; 55': Olive-green, damp, very dense, fine sandy SILTSTONE Toul Deptfi = 55'5" Ground Water Encountered al 19' Backfilled on May 27, 1997 ] -I 1 -I I 1 -I I H i P H •n tl 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-4 Dale Projecl 5-27-97 Lennar/Bressi Ranch Sheet Projecl No, 1 of 4971009-02 Barge's Drilling Type of Rig Hollow-Stem Auger Hole Diameter Sin. Drive Weight 140 pounds Drop JO^in. Drilling Co. Elevation Top of Hole +1- 240 ft. Ref. or Damm Mean Sea Level GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC QUATERNARY ALLUVIUM (Oal) I 1'; Brown, moist, stiff, fme sandy CLAY; fme to medium pores common, rooflels common ! 5': Brown, moist, veiy stiff, fme sandy CLAY; fme to medium pores common, rooflels common 10': Brown, moist, medium dense, clayey fine to medium SAND; fme pores common, few rooflels 15'; Light brown, moist, hard, fine sandy CLAY; few roodets I 19': Ground water encoimtered I 20': No recovery of sample 710-' ^0- 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-4 Date 5-27-97 Project Drilling Co, Lennar/Bressi Ranch Sheet Project No, of 4971009-02 Barge's Drilling Type of Rig Hollow-Stem Auge Hole Diameter 8 in. Drive Weight 140 pounds Drop 30 in. Elevation Top of Hole -t-/- 240 ft, Ref. or Damm Mean Sea Level a** cal!: u XO) ao ra_i c tD O Z o z a e ra eo mfe a V>/-\ CH-OI u o a Jt C Q Ul" Sc/5 oz lfl Logged By Sampled By GEOTECIINICAL DESCRIPTION | KBC KBC 210 30- 205 35- 200 40- 195 45- 190 50- 185-55- 60 81/9" SP SP ) 30': Light brown, moist, very dense, clayey, fme to coarse SAND; few fme gravel ) 32'; Drilling became more difficult (per drfller) DEL MAR FORMA'nON (Td) @ 37'; Drflling became very difflcult > 40': Light olive-green, damp, very dense, sflty fine SANDSTONE; moderately cemented Tota! Deptfi = 40'9" Ground Water Encountered al 19' Backfflled on May 28, 1997 505A(11/77) LEIGHTON & ASSOCIATES Date Project 5-28-97 GEOTECHNICAL BORING LOG B-5 Lennar/Bressi Ranch Sheet ___L_ of 2 Project No, 4971009-.02 Drilling Co, Barge's Drilling Type of Rig Hollow-Stem Auger Hole Diameter 8 in. Drive Weight 140 pounds Drop JO^in. Elevation Top of Hole +/- 138 ft, Ref, or Datum Mean Sea Level c XO) ao ra_i c tD O Z a E ra to ui^ CH-OI u a a 31 L a GEOTECIINICAL DESCRIPTION Logged By Sampled By KBC KBC 135 io- ns 15- 120 20- 115 25- 110 Mi Bag-1 @r-5' 2 SC 33 3 I 32 I 109,3 107.1 12.7 9.6 SW 19-9 2 5 • 43 105.3 17.2 OUATERNARY ALLUVIUM (Qal) ' 2': Brown with light brown mottles, damp, medium dense, clayey fme to medium SAND; few rootiets t 5'; Light brown, damp, medium dense, silly fme to coarse SAND; few fine pores I 10'; Brown, moist, very stiff, fine to medium sandy CLAY @ 13'2'': Ground waler encountered 15': Brown, moisl, hard, fme to medium sandy CLAY > 20'; Light brown, wet, very stiff, fme to medium sandy CLAY 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-5 Date 5-28-97 Project Drilling Co, Hole Diameter Lennar/Bressi Ranch Sheet Project No, of 4971009-02 Barge's Drilling 8 in. Elevation Top of Hole -f/- 138 ft, Ref, or Datum Type of Rig Hollow-Stem Augei Drive Weight 140 pounds Drop 30 jn. Mean Sea Level a E ra CO tfi^ CH-OI U a a 31 C Q Ul" > _<o GEOTECIINICAL DESCRIPTION Logged By Sampled By KBC KBC 105 35 — 100 40- 95 90 85 55- 80 10 [ 61/9" 50/4" SC SM @ 30': Light gray and light brown, wet to samrated, medium dense, clayey, fine to medium SAND ! 40': Light green, wet, medium dense, clayey, fine to coarse SAND DEL MAR FORMATION (Td) (gl 51': Light blue-green, moist, very dense, sUly, fme SANDSTONE; weakly cemented @ 55-1/2': Practical reftlsal @ 55-1/2': Light blue-green, moist, very dense, silly fine SANDSTONE; weU \ cemented Toul Depfli = 56' Ground Water Encountered al 13'2" Backfilled on May 28, 1997 j 1 j 1 J j ] 4 1 505A(11/77) LEIGHTON & ASSOCIATES Date Project 5-28-97 GEOTECHNICAL BORING LOG B-6 Lennar/Bressi Ranch Sheet 1 of 1 Project No, 4971009-02 Barge's Drilling Type of Rig Hollow-Stem Auger Hole Diameter Sin. Drive Weight 140 pounds Drop JO_in, Drilling Co, Elevation Top of Hole -hi- 180 ft, Ref, or Danim Mean Sea Level c 180 175 170 165 160 155 10- f50-i 30- 505A(11/77) xro ao ra_i t- tD o z o z a E ra to 2 I 13 ui^ CH-OI U a a 31 c Q 98,9 0)5 11,2 24 32 Ul" SM CL GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KBC SM OUATERNARY ALLUVIUM (Oal) @ 1': Brown, damp, loose, slighfly clayey, sUty fme SAND; rootfels and organic maleriai common -1/2': Ground water encountered • 10': Light brown, samrated, medium dense, slighdy clayey, sflty, medium m coarse SAND I 15': Light gray and light brown, wet, very stiff, fme to medium sandy CLAY > 20'; Inteibedded light gray and orange-biown, samrated, dense, slighdy clayey, sflty, fme to coarse SAND DEL MAR FORMATION (Td) @ 23"; Drilling became more difficult (per driller) ) 25': Light green, damp, hard, CLAYSTONE Toul Deptfi = 26-1/2' Ground Water Encountered at 8-1/2' Backfllled on May 28, 1997 LEIGHTON & ASSOCIATES Date 5-28-97 Project Drilling Co, GEOTECHNICAL BORING LOG B-7 Lennar/Bressi Ranch Sheet 1 of ^ Project No, 4971009-02 Barge's Drilling Type of Rig Hollow-Stem Auge Hole Diameter 8 in. Drive Weight 140 pountls Drop 30 in. Elevation Top of Hole -F/- 210 ft, Ref, or Damm Mean Sea Level SOI It o X Ul ao ra_i c tD O Z a E ra lfl U1/-V CH-0) U o a 31 C O ic o Ul" Oz CO GEOTECHNICAL DESCRIPTION Logged By Sampled By KBC KAB 210 200-10- 195 190 20- 185 25- 180- 30 SM 33 105,7 19,7 CL OUATERNARY- ALLUVIUM (Oal) ) 3': Light brown, damp, medium dense, sUty fme to medium SAND witfi roots and orgaiuc debris common throughout ? 5'; Brown, damp, medium dense to very stiff, clayey to sUty fme SAND and sUty fine sandy CLAY 40 105.2 20,8 10': As at 5 feet slight increase in moismre content 95,8 25,3 21 ' 15': Mottied green and purple, moist, very stiff, clayey SILT lo sflty CLAY SM DEL MAR FORMATION (Td) 50/5" ) 20': Light greenish un, moist, veiy dense, sUty, fine SANDSTONE, weakly cemented and slighdy oxidized Toul Depfli = 21'6" Ground Water Encountered at 16' Backfflled on May 28. 1997 1 -I 1 j j ] j ] j 505A(11/77) LEIGHTON & ASSOCIATES 971009-005 Appendix B (continued) T-l through T-30 Exploratory Trenches From: Leighton and Associates, 1997, Preliminary Geotechnical Investigation, Bressi Ranch, Carlsbad, Califomia, ProjectNo. 4971009-002, dated July 29, 1997 LOG OF TRENCH T-l Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 450' Location: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No, Moist, Density (pcf) TOPSOIL A (3 0-1,5': Light brown to brown, damp to moist, soft to slightly stiff, fine sandy clay: organic rich ' TORREY SANDSTONE B (3 1,5'-5': Light brown, moist, dense, silty fine to medium sandstone; thinly bedded unmapped Tt SC/CL SM (0 S 3" SCALE: 1" = 5 SURFACE SLOPE: 0 TREND: N15°E TOTAL DEPTH AT 5 FEET NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 LOG OF TRENCH NO,: T-2 LOG OF TRENCH NO, T-3 Project Name:_ Project Number: Equipment: Lennar/Bressi Ranch KBC 4971009-002 Backhoe Logged by:. Elevation: Location: Carlsbad 275' o I > <o o GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No, Moist. Density (pcf) LANDSLIDE DEPOSITS A (3 0-3': Brown, damp to moist, soft to slightly stiff,' fin^ medium sandy clay: rootlets and organic material common B (? 3'-5": Orange-brown, moist, loose to medium dense, silty fine to coarse sand: massive, infilled fractures common C (3 5'-9': Off-white to light gray, moist, loose to medium dense, fine to coarse sand: calcium carbonate layers common, few thin sandy clay beds Ols to SC SM SW LOG OF TRENCH T-4 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 280' Location: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist, Density (pcf) (1) BS: N25°E, 75°SE LANDSLIDE DEPOSITS A (a 0-3': Brown, damp to moist, soft to slightly stiff, fine to medium sandy clay: rootlets and organic material common B (a 3'-9': Orange-brown, and light gray, moist, loose to medium dense, fine to medium sand: massive: few infilled fractures Qls TORREY SANDSTONE Tt SC SW SM te S 3- West of landslide backscarp Torrey Sandstone bedrock and overlying topsoil is medium dense to dense: thinly bedded SURFACE SLOPE: 15°S TREND: N60°W LOG OF TRENCH T-5 cn o I <o o Project M;:imP' I Pnnar/Rressi Ranch Project Number: 4971009-002 Equipment: Backhoe —: Logged by: KBC El evati on: _285___ Locati on :_Carlsbad_ GEOLOGIC ATTITUDES DATE: 5/26/97 DESCRIPTION: GEOLOGIC UNIT TOPSOIL A unmapped (a 0-2 5'' Light brown to brown, damp to moist, loose to medium dense, clayey fine to medium sand to sandy clay QUATERNARY COI I IIVTUM/ALLUVIUM @ 2 5-13'• Greenish brown, moist, loose to medium dense clayey, silty fine to medium sand to clayey, fine to medium sand ENGINEERING PROPERTIES USCS SC/CL Qal DF! MAR FORMATION C (a 13'-15'- Light brown and olive-green, moist, stiff to very stiff, ^sand claystone: crumbly to blocky Td SM/SC CL Sample No, Moist. Density (pcf) LOG OF TRENCH NO, T-6 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 340' Locati on: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist, Density (pcf) > ca CB O O {0 (0 09 TOPSOIL A (a 0-1,5' unmapped Light brown to brown, damp to moist, loose to medium dense, clayey fine to medium sand: organ'ic rich, rootlets common SM OUATERNARY COI I UVIUM/ALLUVIUM B (a 1,5-5.5': TORREY SANDSTONE C (a 5,5'-6,5': Brown, moist, medium dense, silty, clayey fine to medium sand: organic material and rootlets common Pale brown to light brown, damp to moist, medium dense to dense, silty fine to medium sandstone Qal Tt SC SM GRAPHIC REPRESENTATION SCALE SURFACE SLOPE:5-10° STREND: LOG OF TRENCH T-7 01 o I > Project Name- I ennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Flevation: 240' location: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No, Moist, Density (pcf) TOPSOIL A 5> 0-2' unmapped (1) BS: N45°E, 70°SE Light brown to brown, damp to moist, loose to medium dense, silty, fine to medium sand to clayey fine to medium sand; rootlets and organic material common SM/SC HFI MAR FORMATION B (a 2'-7' Light olive-green to olive-green, damp, hard, fine, sandy claystone; blocky, fractured (5 S 3" 3 > CO c« O o POSSIBLE LANDSLIDE DEPOSITS C Possible landslide backscarp on south side of trench Td Qls? CL CL GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 20°SE TREND: N45°W lit! llll llll \i riTT—r— F ossible Ladslk L 1 le Backscarp llll 1 1 1 1 1 1 1 1 MM -H—1—1—\— 1 1 1 1 \ \ \ 1 —H ^ p 1—1— §^ 1 J. ^-..^i III) : TOTAL DEPTH AT 7 FEET - NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 " LOG OF TRENCH cn o I > Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 170' location: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist, Densit} (pcf) TOPSOIL/TERRACE DEPOSIT A (a 0-2': Dark gray., damp, dense, silty fine to medium sand: gravel common DFI MAR FORMATION B (a 2'-6': Light gray-brown, damp to moist, dense, silty fine to medium sandstone Qt Td SM LOG OF TRENCH NO, T-9 o I > O Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 215 Location Carlsbad GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. {%) Densi ty (pcf) ARTIFICIAL FILL (undocumented) A 0 0-5.5 Light greenish brown, damp to moist, medium dense, clayey fine to medium sand: crumbly, massive LANDSLIDE DEPOSITS B (a5.5'-8 Afu Qls Brown, moist, medium dense, silty, clayey, fine to medium sand SC SC LOG OF TRENCH NO.: T-10 (D O Project Name- I ennar/BressI Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged hv: KBC F1evation: 240' location: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: TOPSOIL A @ 0-2' Brown, damp to moist, loose to stiff, fine to medium sandy clay; rootlets and organic material common (1) BS: N70°E. 70°S DFI MAR FORMATION B @ 2'-7' Light olive-green, damp to moist, hard, fine sandy claystone: crumbly to blocky, moderately fractured 1 ANDSI.IDE DEPOSITS C GEOLOGIC UNIT unmapped Td ENGINEERING PROPERTIES USCS steep fractured zone .(landslide rupture surface), landslide deposit in south side of trench south side of trench Qls SC CL CL Sample No. Moist. {%) Density (pcf) LOG OF TRENCH NO. T-11 Ol o I > CO o Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 425' Location: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: TOPSOIL fine to A ? 0-1.5': Brown, moist, soft, to slightly stiff, medium sandy clay; rootlets common TORREY SANDSTONE B (a 1.5'-6': Off-white, moist, dense, silty fine to medium sandstone; few orange-brown iron-oxide stains GEOLOGIC UNIT unmapped Tt ENGINEERING PROPERTIES USCS CL SM Sample No. Moist. {%) Density (pcf) LOG OF TRENCH T-12 o» o I > Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 415' Location: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: TOPSOIL A (a 0-2.5': Brown, moist, stiff, fine sandy clay: rootlets common TORREY SANDSTONE B (a 2.5'-5': Gray-brown to greenish brown, moist, dense, clayey fine to medium sandstone GEOLOGIC UNIT unmapped Tt ENGINEERING PROPERTIES USCS CL SC Sample No, Moi st, Density (pcf) LOG OF TRENCH NO,: T-13 o Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged by; KBC Elevation: 325' Location: Carlsbad GEOLOGIC A^ITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moi st. Density (pcf) TOPSOIL/COLLUVIUM A (a 0-2,5' Brown, moist, stiff, fine to medium sandy clay:, organic material and rootlets common TORREY SANDSTONE B (a 2,5'-5': Light orange-brown, moist, medium dense to dense, silty fine to medium sandstone unmapped Tt CL SM s 3" B 3 > 09 09 o o » CD 09 GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 5°W TREND: N60°E LOG OF TRENCH NO.: T-14 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 340' Locati on: Carlsbad GEOLOGIC A^ITUDES DATE: 6/26/97 DESCRIPTION: TOPSOIL/COLLUVIUM A (a 0-4'- Dark gray-brown, moist to wet, loose to medium dense, slightly clayey, silty fine to medium sand TORREY SANDSTONE B (a 4'-6': Light gray-brown, moist to wet, medium dense to dense, silty fine to medium sandstone GEOLOGIC UNIT unmapped Tt ENGINEERING PROPERTIES USCS SM SM Sample No, Moist, {%) Density (pcf) LOG OF TRENCH NO, T-15 Ol o > I <D O Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equ 1 pment: Backhoe ._ Logged bv: KBC Elevation: 360' Locati on: Carlsbad GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist. Density (pcf) TOPSOIL/COLLUVIUM A (3 0-1': Light brown, damp, loose, silty fine to medium sa^nd TORREY SANDSTONE B (a r-6': Light gray, moist, dense, silty fine to medium sandstone (a 2.5'-3.5': Moderately cemented concretionary nodule unmapped Tt SM SM SB. CO 3" O 3 GRAPHIC REPRESENTATION: SCALE: 1" = 5' SURFACE SLOPE: 5°W TREND: N70°E > 09 -09 o o » - 09 TOTAL DEPTH AT 6 FEET NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 LOG OF TRENCH NO,: T-16 o> o I > Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 340' Location: Carlsbad. GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Molst. Density (pcf) COLLUVIUM unmapped A 0 0-3' Dark gray-brown, moist, loose to medium dense, slightly clayey, silty fine to medium sand B (3 3'-9': Dark brown, wet, medium dense, slightly clayey, silty fine to medium sand: gravel common near base TORREY SANDSTONE C (a 9'-10': Light gray-brown, moist, dense, silty very fine sandstone Tt SM SM SM LOG OF TRENCH NO,: T^17 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 385' Location: Carlsbad GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No. Moist, Density (pcf) TOPSOIL/COLLUVIUM A (3 0-3,5': Dark brown to dark gray-brown, moist to wet, fine to medium sandy clay; organic rich, rootlets common a o 3- O 3 > 09 CO O o ta 09 TORREY SANDSTONE B @ 3,5'-5': Light gray, moist, dense, silty fine sandstone unmapped Tt CL SM GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: N45°E TOTAL DEPTH AT 5 FEET NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 !3 PS- LOG OF TRENCH NO,: T-18 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 325' Location: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No, Moist. Density (pcf) r Q 3" ff 3 09 o o » 09 ARTIFICIAL FTII. (undocumented) A ? 0-3': Light brown, damp, loose, silty fine sandy: concrete fragments and rebar common OUATERNARY COI IUVIUM/ALLUVIUM B (a 3'-9': Dark gray-brown, moist to wet, soft to slightly stiff, fine to medium sandy clay TORREY SANDSTONE C (a 9'-10': Light gray and orange-brown, moist, dense, silty fine to'medium sandstone Afu Qal Tt SM CL SM GRAPHIC REPRESENTATION SCALE: 1" =5' SURFACE SLOPE: 4°W TREND: NSO^E LOG OF TRENCH NO,: T-19 Ol o I (0 o Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv; KBC Elevation: 355' Location: Carlsbad GEOLOGIC AniTUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No, Moist. Density (pcf) ARTIFICIAL FILL (undocumented) A (30-6': Light olive-green, moist, soft to stiff, fine to medium sandy clay; massive, crumbly ' B @ 6'-10': Greenish brown, moist to wet, soft to stiff, fine to medium sandy clay (37': Moderate seepage TORREY SANDSTONE C (3 10'-15': Dark gray, moist to wet, slightly stiff to stiff, clayey siltstone to silty claystone, moderately fissile Afu Tt CL CL CL/ML r- 2. (Q 3-ff 3 > 09 0) O o 2. CD 09 GRAPHIC REPRESENTATION ; SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: N40°E LOG OF TRENCH NO. T-20 Ol o I > Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 290' location: Carlsbad GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT COLLUVIUM (3 0-5.5': Light brown to brown, damp to moist, loose to medium dense, slightly clayey, silty fine to medium sand DFI MAR FORMATION @ 5,5'-8': Light green, moist, stiff to hard, silty claystone: fissile, crumbly unmapped Td ENGINEERING PROPERTIES USCS SM Sample No. Moist. Density (pcf) LOG OF TRENCH NO, T-21 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 340' Location: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No, Moist. Density (pcf) > 09 09 O o CO CD 09 ARTIFICIAL FILL (Undocumented) A (3 0-5': Brown, damp to moist, loose, silty fine to medium sand ' QUATERNARY COLLUVIUM/ALLUVIUM B @ 5'-10': Gray-brown, moist to wet, medium dense, silty, clayey, fine to medium sand DEL MAR FORMATION C (3 10'-12': Light olive-green, moist, stiff, fine sandy claystone; crumbly Afu Qal Td SM SC CL GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 1-2°W TREND: N70°E LOG OF TRENCH T-22 Project Namp' Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 320' Location: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: LOPSOIL A unmapped (3 0-2'' Light brown to red-brown, damp, loose to medium dense, slightly clayey, silty, fine to medium sand, rootlets common TORREY SANDSTONE B (a 2'-6': Light gray, moist, dense, sllty, fine to medium sandstone GEOLOGIC UNIT Tt ENGINEERING PROPERTIES USCS SM SM Sample No, Moist. {%) Density (pcf) LOG OF TRENCH T-23 Ol o I > Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equipment: Backhoe Logged bv: KBC Elevation: 290' Locati on: Carlsbad GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No, Moist, Density (pcf) TOPSOIL/COLLUVIUM A @ 0-4': Brown, damp to moist, loose to medium dense, silty, clayey, fine to medium sand; rootlets and organic' matter common DEL MAR FORMATION B (a 4'-8': Light green, moist, stiff, sandy claystone; crumbly unmapped Td SC CL 2. Q 3" ff 3 > 09 -09 O - GRAPHIC REPRESENTATION, SCALE: 1" = 5' SURFACE SLOPE: 0 TREND: N50°W TOTAL DEPTH AT 8 FEET NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 LOG OF TRENCH NO,: T-24 Project Name' Iennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevati on: 315' Locati on: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION; TOPSOIL A (3 0-1,5': Reddish brown, damp, loose to medium dense, siltv, clayey, fine to medium sand: rootlets common TORRFY SANDSTONE B (3 1,5'-6': Light brown, damp, dense, sil.ty fine to medium sandstone unmapped GEOLOGIC UNIT Tt ENGINEERING PROPERTIES USCS SC Sample No, Moist, Density (pcf) LOG OF TRENCH NO,: T-25 Project Name: Lennar/Bressi Ranch' Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 230' Location: Carlsbad Ol o I > GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No, Moist, (.X) Density (pcf) QUARTERNARY COLLUVIUM/ALLUVIUM A Qal B @ 0-2 ': Dark gray to black, wet, stiff, silty, fine sandy, clay; abundant organic material " @ 2'-8': Light gray-brown, wet, stiff, silty fine sandy clay; organic material common DEL MAR FORMATION C (3 8'-12': Light brown, moist to saturated, clayey fine to medium sandstone Td CL CL SC r CD O 3" O 3 > C9 09 O O 5" ff 09 (a 10' Ground water encountered GRAPHIC REPRESENTATION-SURFACE SLOPE: 0. TREND: N25°E LOG OF TRENCH T-26 Ol o •Jk I > (D O Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 210' location: Carlsbad GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: OUATERNARY COI IUVIUM/ALLUVIUM A (3 0-2': B @ 2'-4 Brown, moist, loose, sllty fine to medium sand, ^ rootlets common, organic material common Light brown, moist, loose to medium dense, silty fine to medium sand Dark gray to black, moist to wet, clayey, fine to medium sand GEOLOGIC UNIT Qal ENGINEERING PROPERTIES USCS SM Sample No, Moist. (X) Density (pcf) LOG OF TRENCH NO, T-27 Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equipment: Backhoe Logged bv: KBC Elevation: 235' Location: Carlsbad GEOLOGIC AHITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No, Moist, Density (pcf) (1) BS: N25°W, 75°NE (2) B: N30°W, 15°SW TOPSOIL A (a 0-2': Brown to red-brown, damp to moist, loose to medium dense silty to clayey, fine to medium sand ' DEL MAR FORMATION B @ 2'-9': Light brown, orange-brown and gray, damp, dense, medium to coarse sandstone; thickly bedded QUATERNARY LANDSLIDE DEPOSITS C East of rupture surface unmapped Td SP Qls GRAPHIC REPRESENTATION SCALE; 1" = 5' SURFACE SLOPE: 10°E TREND: N70°E LOG OF TRENCH NO,: T-28 01 o •A > I Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 250' Location: Carlsbad GEOLOGIC ATTITUDES o> o o s <D 09 DATE: 6/26/97 DESCRIPTION: OUATERNARY COILUVIUM/ALLUVIUM A (3 0-14': Dark gray-brown, moist to wet, clayey fine to medium sand to sandy clay; organic rich (3 9'; Ground water encountered DFI MAR FORMATION B (3 14,5'-15': Light green and orange-brown, wet, stiff, claystone; crumbly, few concretionary nodules with shells common GEOLOGIC UNIT Qal Td ENGINEERING PROPERTIES USCS SC/CL CL Sample No, Moist, Density (pcf) GRAPHIC REPRESENTATION SCALE: 1".=5' SURFACE SLOPE: 0 TREND: N20°E TOTAL DEPTH AT 15 FEET- GROUND WATER ENCOUNTERED AT 9 FEET BACKFILLED: 6/26/97 LOG OF TRENCH T-29 Project Name: Lennar/Bressi Ranch KBC Project Number: 4971009-002 Equi pment: Backhoe Logged by: Elevation: Location: Carlsbad Ol o "i > GEOLOGIC ATTITUDES DATE: 6/26/97 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES USCS Sample No, Moist, Density (pcf) (1) C: N70°E, 3°NW > 09 C9 O o TORREY SANDSTONE A (3 0-2,5'; Light pink to off-white, damp, dense, silty finp sandstone to sandy siltstone; fissile DEL MAR FORMATION B (a2,5'-3.5': Light gray-green, damp, hard, silty, claystone to clayey siltstone; fissile C (3 3,5'-6': Light olive-green, damp, hard, silty claystone; fissile, thin bedding, gypsum layers along bedding common, orange-brown stains along beds common Tt Td SM/ML CL/ML GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 10°S TREND: N10°E TOTAL DEPTH AT 6 FEET NO GROUND WATER ENCOUNTERED BACKFILLED: 6/26/97 Ol o mmt I Project Name: Lennar/Bressi Ranch Project Number: 4971009-002 Equi pment: Backhoe Logged bv: KBC Elevation: 385" Location: Carlsbad GEOLOGIC ATTITUDES CD lO 3" ff 3 > 0> 09 O O » CD 09 DATE: 6/26/97 DESCRIPTION: OUATERNARY COLLUVIUM/ALLUVIUM A (3 0-1,5': Light brown, damp, loose, sllty fine to medium , sand: rootlets common B (a 1.5'-5.5': Brown, moist, loose to medium dense, sllty fine to medium sand: organic material common (a 5.5'-8.5': Dark gray-brown, moist, dense, clayey fine to medium sand; organic rich C TORREY SANDSTONE D (a8,5'-10': Light blue-green, moist, dense to very dense, silty, clayey, fine sandstone GEOLOGIC UNIT Qal Tt LOG OF TRENCH NO .: T-30 ENGINEERING PROPERTIES Sample Moist. Density USCS No, {%) (pcf) SM SM 1 SC 971009-005 Appendix B (continued) GLB-12, GLB-14, GLB-15,and GLB-17 through GLB-19 e Large-Diameter Borings From: Geocon, 2000, Supplemental Soil and Geologic Investigation, Villages of La Costa - The Greens, Carlsbad, Califomia, Project No. 06403-12-01, dated March 24, 2000 PROJECTNO, 06403-12-01 BORING LB 12 ELEV, (MSL,) 215 EQUIP.MENT DATE COMPLETED 11/24/99 ROTARY BUCKET 30" So oe a 3. MATERL\L DESCRIPTION TOPSOIL Stiff, humid to dry, dark gray-brown, Sandy CLAY SANTIAGO FORMATION Dense, damp, light brown to tan, Silty, fme SANDSTONE, with coarse lenses, massive 122,9 11,7 Dense, damp, light olive, very Silty. very fine SANDSTONE to Sandy SILTSTONE Dense, damp to moisl, light brown, Silry, medium SANDSTONE Hard, moist, olive to brown, Silty, Sandy CLAYSTONE, with irregular r-2" lenses of sandstone, with scattered gravel Hard, moist, olive, Silty CLAYSTONE; fractured, massive 108,0 20.6 -Joint with 1/4", jarosite-stained clay lining N80E, 30S Figure A-24, Log of Boring LB 12 SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL @ ... DISTURBED OR BAG SAMPLE B... STANOARO PENETRATION TEST B ... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) I WATER TABLE OR SEEPAGE I NOTE: THE LOG Of SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT IHE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES. ^ DJECT NO- 06403-12-01 PTH :N FEET [ I r 32 f 30 - J4 - L.B12-6 - (6 - - 18 - 40 - SAMPLE NO. CD O O I (USCS) ML BORING LB 12 ELEV. (MSL.) 215 EQUIPMENT DATE COM PLETED 11 /24/99 ROTARY BUCKET 30" MATERLVL 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 ^ A-25, Log of Boring LB 12 Hyi- 14/7- a tuc LCG SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL S ... DISTURBED OR BAG SAMPLE C... STANDARD PENETRATION TEST ii] ... CHUNK SAMPLE • ... DRIVE SAMPLE (UNDISTURBED) Y. ... WATER TABLE OR SEEPAGE NuiE: THE LOG Of SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATIOH AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES. I i t r i I I 1 I I I PROJECT NO 06403-I2-O1 OEPTH IN FEET SOIL CLASS (USCS) BORING LB 14 ELEV. (MSL.) 195 EQUIPMENT DATE COMPLETED 11/29/99 ROTARY BUCKET 30" in cn itn'-{3y MATERL«LL DESCRIPTION 10 - 12 14 - 16 2 - - 4 - - 6 - -B14-1 18 20 -,B14-2 22 - 24 - 26 - 28 SC SM ML SM CL TOPSOIL Loose, dry, dark gray-brown. Clayey, fine SAND SANTIAGO FORMATION Dense, damp, light brown to tan, Silty, fine to medium SANDSTONE Dense, damp, light olive, Sandy SILTSTONE, with trace clay Very dense, damp, light brown-tan, Silty, fine to medium SANDSTONE 8/10-124,2 14.0 -Becomes moist -Very irregular scour-contact into weathered claystone (to a clay seam), N70E, IOS, wet, plastic, 1/2-1 "thick Harcl, moist, light olive, very Silty CLAYSTONE, with some sand interbedded throughout -Discontinuous clay seams (slickensided fractures and varying dips in 6' zone) Figure A-28, Log of Boring LB 14 SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL C ... STANOARD PENETRATION TEST H... DRIVE SAMPLE (UNDISTURBED) S ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE OATE INDICATED. IT IS NOT WARRANTED TO BE REPRESEHTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. P DJECT NO, 06403-12-flI PTH !N FEET 30 -B14-3 32 - 14 - - (6 - 78 - 40 42 -B14-4 "JB14-5 SAMPLE HO. >-L3 O _l O X (USCS) ML CL BORING LB 14 ELEV, (MSL.) 195 EQUIPMENT DATE COMPLETED 11/29/99 ROTARY BUCKET 30" MATEIUAL DESCRIPTION Very dense, moist, gray-olive. Clayey SILTSTONE; with some very fine sand -Horizontal b«lding^ Very hard, moist, dark olive-brown, Silry CLAYSTONE, massive BORING TERMINATED AT 42 FEET 15/8" 15/8- o lu; cc P.. iz -o u F jure A-29, Log of Boring LB 14 SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL @ ... DISTURBED OR BAG SAMPLE B... STANOARO PENETRATION TEST B... DRIVE SAMPLE (UNDISTURBED) B ... CHUNK SAMPLE T ... WATER TABLE OR SEEPAGE N E: THE LOC OF SUBSURFACE CONDITIONS SHOWH HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE OAIE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 06403-12-01 DEPTH IN FEET SOIL CLASS (USCS) BORING LB 15 ELEV. (MSL.) 250 EQUIPMENT ____ DATE COMPLETED 11/30/99 ROTARY BUCKET 30" jUJ' a: C3 MATERL\L DESCRIPTION 12 16 18 20 22 24 26 28 2 - 6 - 8 - 10 -, LB15-1 .B15-2 :,B15-3 SC CL CL SM 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 fracmred -Clay seam, 1/8--1/4-; N65E, 25N, joint, with calcium sulfate lining Stiff, moist, olive, very Sandy CLAYSTONE, with some silt, very fracmred, weathered -Fracmre and clay seam; 1/8"-1/4"; N60E, 8-lOSE, wet, plastic and slickensided, throughgoing, with calcium sulfate lining -Remolded clay seam; 1/4--1/2-, N50W, 15-20NE; wet, plastic and throughgoing, with orange iron oxide staining-base of slide SANTIAGO FORMA'nON Hard, moist, olive, Silty CLAYSTONE; fracmred, but massive and intact -Becomes medium olive -Massive, moderate fracmring -Discontinuous clay seams; zone — 12" thick at N40W, 30-40NE -Becomes very hard, massive, with few fractures -Horizontal transition lo siltstone and sandstone_ Dense, damp, light brown to tan, Silry, fine SANDSTONE -3-6" thick cemented sandstone 1/6-106,7 21.0 122.2 13,4 Figure A-30, Log of Boring LB 15 LCG SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL S ... DISTURBED OR BAG SAMPLE B ... STANDARD PENETRATION TEST B . .. 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. U IS NOT WARRANTED TO BE REPRESENTATIVE Of SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES. PJECTNO, 06403-12-01 :"PTH IN FEET 30 32 -B15-^ ;-B15-5 36 38 40 :315-6 SAMPLE NO. >-CD O _1 o m SOIL CUSS (USCS) BORING LB 15 ELEV, (MSL.) 250 EQUIPMENT DATE COMPLETED 11/30/99 ROTARY BUCKET 30" MATERL^iL DESCRIPTION -Becomes meditun to very coarse-grained and massive BORING TERMINATED AT 41 FEET a 20/1 r 20 128.9 ui; cc Pl. in o 12.4 F'gure A-31, Log of Boring LB 15 LCG r SAMPLE SYMBOLS O ... SAMPLING UNSUCCESSFUL E , S ... DISTURBED OR BAG SAMPLE B . STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED) CHUNK SAMPLE 3f ... WATER TABLE OR SEEPAGE I. E: THE LOG OF SUBSURFACE tONOITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATIOM AND AT THE OATE INDICATED. IT IS NOT WARRANTED TO BE REPRESEHTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECTNO, 06403-12-01 DEPTH IM FEET SAMPLE NO. SOIL CLASS (USCS) BORING LB 17 ELEV, (MSL,) 240 EQUIPMENT DATE COMPLETED 12/1/99 ROTARY BUCKET 30" z^ IN UJ, a - 0 MATERL\L DESCRIPTION 4 - 6 - - 8 - - 10 - - 12 14 - 16 - 18 20 -B17-3 I:; 22 - 24 - 26 28 2 CL FILL Soft, humid, mottled dark brown to light olive, Silty CLAY, with some sand, porous texttue, rootlets CL SM SANTIAGO FORMATION Very stiff, damp, medium olive, Silty CLAYSTONE; very fracmred, brittle -Near-horizontal contact (transitional over several inches) Dense, damp, light olive to brown, very SUty, fme SANDSTONE, with some clay -6" X 24" lenticular concretion -Becomes light brown to tan, very Silry, fine SANDSTONE -Becomes medium-grained (orange, horizontal 3" bed) -Becomes orange, coarse-grained SM VIL-CL SM -Becomes very moist, orange, Silty, very coarse SANDSTONE -Slight seepage (perched above sharp, horizontal, sc()ur-contact Hard, moist, light olive, very Clayey SILTSTONE -Cemented, fme sandstone, 6"-8"-l--, gray, horizontal at base 127.4 11,5 8/10" Figure A-34, Log of Boring LB 17 LCG SAMPLESYMBOLS E - UNSUCCESSFUL @ ... DISTURBED OR BAG SAMPLE B.. B.. . STANOARD PENETRATION TEST B.. . CHUNK SAMPLE Y. .. . DRIVE SAMPLE (UNDISTURBED) . WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITtONS SHOWN HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. :OJECT NO, 06403-12-01 EPTH IN FEET 30 32 - 34 36 38 - 40 42 .817-6 SAMPLE NO. LD O O X SOIL CLASS (USCS) SM CL BORING LB 17 ELEV, (MSL,) 240 EQUIPMENT DATE COMPLETED 12/1/99 ROTARY BUCKET 30" MATERIAL DESCRIPTION Dense, wet, light olive, Silty, medium SANDSTONE -Slight seepage -Scoured deposition-contact; NlOE, IOW (witb — 1" iron-stained basal layer) Hard, moist, medium olive, Silty CLAYSTONE -Becotnes very sandy (lenses) -Becomes very hard, dark olive-gray, Silty CLAYSTONE BORING TERMINATED AT 42 FEET *gm-e A-35, Log of Boring LB 17 °"l^ 5'"-=' OL 14 20/10" a: a 123.4 UJ; cc Pl. -o o 12,3 4 LCG S/VMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL S ... DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED) B ... CHUNK SAMPLE 3f ... WATER TABLE OR SEEPAGE TE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TREHCH LOCATION AHD AT THE OATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 0640 3-12-01 OEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING LB 18 ELEV, (MSL.) 215 EQUIPMENT DATE COMPLETED 12/1/99 ROTARY BUCKET 30" * t-tyi-gL. go a gz u MATERIAL DESCRIPTION - 4 - - 6 - 10 - - 12 14 - 16 18 - 20 - 22 - - 24 - CL COLLUVIUM Soft, damp, dark brown, Sandy CLAY CL SANTIAGO FORMATION Hard, moist, medium light, olive-brown, very SUty CLAYSTONE Dense, damp, light brown to tan, Silty, fine SANDSTONE SM -Near-horizontal contact CL Hard, moist, light medium olive. Sandy CLAYSTONE, some silt -Deposition-contact, N65E, IOS ML Dense, damp, light olive-brown, very Sandy SILTSTONE -Cemented sandstone layer 12"-h- thick, — 20" wide (lense) -Horizontal contact SM Dense, damp, light tan-olive, Silty, fine SANDSTONE, massive BORING TERMINATED AT 25 FEET Figure A-36, Log of Boring LB 18 LCG SAMPLE SYMBOLS ° ''" "^^^'^'^'"^ ^ ... DISTURBED OR BAG SAMPLE B. B. .. STANDARD PENETRATION TEST B... ORIVE SAMPLE (UNDISTURBED) .. CHUNK SAMPLE ? -•- WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TREHCH LOCATION AND AT THE OATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES. OJECT NO. 06403-12-01 £PTH IN ^EET SAMPLE NO. cc >-LU LD y— O <r _l :x o • X z t— p M o _l a: LD SOIL CUSS (USCS) BORING LB 19 ELEV. (MSL.) 275 EQUIPMENT DATE COMPLETED 12/1/99 ROTARY BUCKET 30" 1^ >-0- C3 LUC CC oir -o o ^19-1 4 - 6 - 10 -B19-2 :^19-3 12 - 14 16 - 18 20 22 -B19-4 :-B19-5 24 - 26 28 - MATEIUAL DESCRIPTION CL SC ML SM ML CL SM 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) 121.1 9.4 Dense, moist, light olive. Clayey SILTSTONE, with some sand -Horizontal bedding-contact Very stiff, very moist, medium olive, Silty CLAYSTONE, with interbedded sandstone (fossiliferous) and gypsum, and jarosite (iron sulfate) coatings on fractures Dense, moist, reddish-brown, Silty, fine SANDSTONE; very fossiliferous gure A-37, Log of Boring LB 19 LCG SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B. S ... DISTURBED OR BAG SAMPLE B , STANDARD PENETRATION TEST CHUNK SAMPLE ... ORIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE I -E: THE LOG OF SUBSURFACE CONDITIONS SHOWM HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATIOH AHD AT THE DATE INDICATED. II IS HOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIOHS AND TIMES. PROJECTNO. 06403-12-01 DEPTH IH FEET SAMPLE NO. CD O O X SOIL CUSS (USCS) BORING LB 19 ELEV, (MSL,) 275 EQUIPMENT DATE COMPLETED 12/1/99 ROTARY BUCKET 30" IN IQ Ul QL ^ >- in,, a: o UJ; cc ilL o 30 32 34 36 H 1- 38 ^19-6 - 40 - - 42 - :^i9-7 JBI9-8 :^19-9 44 - MATERIAL DESCRIPTION ML Hard, moist, olive, Silty CLAYSTONE -Strong seepage at 34,5 feet -Horizontal contact 107.2 21.5 •• CL Hard, wet, medium-dark olive, Silty CLAYSTONE -Fractured (with water seepage) and jarosite/gypsum coatings -Horizontal contact I VJ*.f. Dense, moist, reddish-brown, Silry, medium to coarse SANDSTONE SM 16 :L-ML Very hard, moist, dark gray-olive, SUty CLAYSTONE to Clayey SILTSTONE BORING TERMINATED AT 45 FEET Figure A-38, Log of Boring LB 19 LCG SAMPLE SYMBOLS • . . SAMPLING UNSUCCESSFUL B.. . STANDARD PENETRATION TEST • .. . DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS s.. . DISTURBED OR BAG SAMPLE B.. . CHUNK SAMPLE X .. . WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DAIE INDICATED. IT IS NOT WARRANTED TO BE REPRESEHTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 971009-005 Appendix B (continued) EFB-1 through EFB-4 Small-Diameter Borings From: Geocon, 1996, Geologic Investigation, Rancho Carriilo - El Fuerte Detention Basin Embankment and Existing Bressi Dam, Carlsbad, Califomia, Project No. 04787-12-11, dated November 25, 1996 BORING B 1 ELEV, (MSL,) 184 EQUIPMENT DATE COMPLETED CME 55 10/14/96 - <z\ §L CC o cc =3v MATERIAL DESCRIPTION FILL Medium dense, moist,.orange-brown. Clayey, fine lo medium SAND Stiff, moist, dark brown, Sandy CLAY Becomes stiff, slightly moist, orange, olive and light brown, Sandy CLAY TERRACE DEPOSITS Very dense, slightly moist, orange-brown. Silly, fme SAND Becomes medium dense, moist, orange-brown. Clayey, fine to medium SAND to Sandy CLAY Becomes very stiff, very moist, orange-brown and gray, Sandy CLAY 20 122.1 12.2 15 74 29 111.7 30 13-9 116.9 16.0 1 I ^ 1 1 1 , Figure A-l Log of Boring B 1, page 1 of 2 RCll SAMPLING UNSUCCESSFUL C... SIANDARD PENETRATION lEST SAMPLE SYMBOLS ^ 0 ... OlSIURflEO OR BAG SAMPLE kl ... CHUNK SAMPLE • DRIVE SAMPLE (UNO 1STURBED) T -.. WATER TABLE OR SEEPAGE NOTE: THE LOG Of SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AI THE SPECIFIC BORING OR IRENCH LOCATION AND AT THE DAIE INDICATED. IT IS HOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES, - 0 - 4 DEPTH IN FEEI 2 - 10 12 14 - 16 18 ~ 20 - 22 24 - 26 28 - Bl-1 Bl-2 Bl-3 Bl-4 Bl-6 7^ ii sou CLASS (USCS) SC CL CL SM SC-CL CL BORING B 1 ELEV, (MSL,) 184 EQUIPMENT DATE COMPLETED CME 55 10/14/96 MATERIAL DESCRIPTION FILL Medium dense, moist, orange-brown. Clayey, fine lo medium SAND Stiff, moisl, dark brown, Sandy CLAY Becomes stiff, slightly moist, orange, olive and lighi brown, Sandy CLAY TERRACE DEPOSITS Very dense, slightly moist, orange-brown, Siliv, 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 LU CL cn cc • 20 15 74 29 30 122.1 111.7 116.9 (C 12.2 13.9 16.0 Figure A-l Log of Boring B 1, page 1 of 2 RCll CA «,ir,i r- o^/»4r,^, o CD... SAMPLING UNSUCCESSFUL B.,, STANDARD PENETRATION TEST SAMPLE SYMBOLS @ ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE U... DRIVE SAMPLE (UNDISTURBED) 1 T ... WATER TABLE OR SEEPAGE NOTE: IHE LOG OF SUBSURFACE CONDIUONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORIHG OR TRENCH LOCATION ANO AI IHE OAIE INDICATED, II IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES, PROJECT NO, 04787-12-11 THOLOGY £C BORING B 2 ELEV. (MSL.) 183 DATE COMPLETED 10/15/96 DEPTH IN FEEI SAMPLE NO, THOLOGY lU t-<r Q 2 Z) SOIL CLASS (USCS) BORING B 2 ELEV. (MSL.) 183 DATE COMPLETED 10/15/96 <c£\ > M gu: yd UJS p s| gz DEPTH IN FEEI M O QL IS) SOIL CLASS (USCS) EQUIPMENT CME 55 a~ cc UJS p s| gz a o n MATERIAL DESCRIPTION u - 2 -SC FELL Medium dense, moist, orange-brown. Clayey, fine to medium SAND - - 4 --Becomes orange-brown and gray sandy clay - - 6 - - 8 - B2-1 16 - 6 - - 8 - / CL Very stiff, moist, brown, Sandy CLAY - - 10 - - 12 - '/'/ - - 10 - - 12 - B2-2 1 SM TERRACE DEPOSITS Medium dense, moist, orange-brown. Silly, fine to medium SAND 24 110.0 13.6 - 14 - - 16 - B2-3 1 36 - 16 -1 SM-SC Dense, moist, gray-brown, Silty, fine to medium - 18 - b - o yi, ; ^ GP SAND with clay ' Medium dense, dry, gray and red, fme to medium GRAVEL - 20 -B2-4 1 1 SC-CL Medium dense, very moist, mottled orange-brown. Clayey, fine to medium SAND to Sandy CLAY with little gravel 36 114.2 13,8 - 22 - - 24 - % ~ - 22 - - 24 --/'-} - 26 - B2-5 1 /- /• % CL Stiff to very stiff, wet to samrated, orange-brown, Sandy CLAY with little gravel 28 BORING TERMINATED AT 27 FEET REFUSAL Figure A-3 Log of Boring B 2, page 1 of 1 RCll OAKr>i r- c-r/.,T,^. r- D -•- SAMPLING UNSUCCESSFUL B ... STANOARD PENETRATION TEST SAMPLE SYMBOLS S ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE B... DRIVE SAMPLE (UNDISTURBED) 1 ... WAIER TABLE OR SEEPAGE NOIE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREOH APPLIES ONLY AI THE SPECIFIC BORING OR IRENCH LOCATION ANO AT THE OAIE INDICAIEO. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AI OTHER LOCATIONS AND TIMES, PROJECT NO. 04787-12-11 BORING B 3 ELEV, (MSL.) 141 EQUIPMENT DATE COMPLETED CME 55 10/15/96 MATERIAL DESCRIPTION ALLUVIUM Firm, moist, brown, Sandy CLAY Becomes loose, wet, orange-brown, Sandy CLAY to Clayey SAND Becomes stiff to very stiff, saturated, orange-brown and gray, Silty CLAY Becomes soft, saturated, orange-brown, Sandy CLAY to Clayey SAND Becomes firm to stiff, saturated, gray and orange-brown, Sandy CLAY with silt Becomes firm, saturated, olive-gray, Sandy CLAY Figure A-4 Log of Boring B 3, page 1 of 2 SAMPLE SYMBOLS uitto ui^m UJ a cc • 5HELBY < HELBY HELBY 27 22 ;HELBY 10 109.9 106,7 102,8 95,5 lu; cc 21.9 23.3 23,8 29.6 RCll ., SAMPLING UNSUCCESSFUL B... STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED) .. DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE Z^^^fJLl^.l^'^^^'''^^ CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR IRENCH LOCATION AND AT THE DAIE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE Of SUBSURFACE CONDITIONS AI OTHER LOCATIONS ANO TIMES, PROJECT NO. 04787-12-1 1 BORING B 3 ELEV, (MSL,) 141 EQUIPMENT DATE COMPLETED CME 55 10/15/96 UJ 2^-' in'-' UJ cc cc ot -o o I I I I I I I I MATERIAL DESCRIPTION Becomes soft, saturated, olive-gray, Silty CLAY wuh little sand 91-3 -Becomes firm ' 11 Becomes medium dense, saturated, olive, Sandy SiLT 11 101.3 DELMAR FORMATION Dense, saturated, olive, fine coarse SAND wiih lillle clay -Refusal at 45 feel Very dense, saturated, orange-brown. Clayey GRAVEL BORING TERMINATED AT 46 FEET 82/ir Figure A-5 Log of Boring B 3, page 2 of 2 n . n 32.7 25.2 RCll SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL B.., STANDARD PENETRATION TEST ORIVE SAMPLE (UNDISTURBED) 0... DISTURBED OR BAG SAMPLE B... CHUNK SAMPLE T... WATER TABLE OR SEEPAGE NOIE: THE LOG Of SUBSURFACE CONOITIONS SHOWN HEREON APPLIES ONLY Al THE SPECIFIC BORING OR IRENCH LOCAllON AND AT THE OATE INDICATED, II IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURfACE CONOITIONS AT OTHER LOCATIONS ANO TIMES, PROJECTNO. 04787-12-1 1 BORING B 4 ELEV, (MSL,) 143 EQUIPMENT DATE COMPLETED CME 55 10/15/96 MATERIAL DESCRIPTION ALLUVTUM Soft, wet, orange-brown, very Sandy CLAY Becomes soft, saturated, gray-brown, Silr\' CLAY with little sand Becomes soft, saturated, orange-brown and gray Sandy, Silry CLAY Loose, samrated, orange-brown, fine lo coaise SAND wilh litlle sill Medium dense, samrated, 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 Clayev SILT to Silty CLAY Lenses are about 6 inches thick Figure A-6 Log of Boring B 4, page 1 of 2 SAMPLESYMBOLS n... SAMPLING UNSUCCESSFUL B. S ,,, DISTURBED OR BAG SAMPLE B . (fl M gL CC Q 17 cc 3^ 105.4 1 24.4 RCll ., SIANDARD PENETRATION TEST B,.. ORIVE SAMPLE (UNDISTURBED) , CHUNK SAMPLE ? ,,- WAIER TABLE OR SEEPAGE ""^^^ °' SUBSURFACE CONOITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TREWrH intAT DATE INDICATED, IT IS NOT WARRANTED 10 BE REPRESENTATIVE OF SUBSURfACE CONDITIONS AT OTHER LOCATI ION AND AT THE LOCATIONS AND TIMES, PROJECT NO. 04787-12-11 DEPTH IN FEEI SAMPLE NO, O X SOIL CLASS (USCS) BORING B 4 ELEV, (MSL.) 143 EQUIPMENT DATE COMPLETED 10/15/96 CME 55 gL cc~ a luc tc ?z u 30 B4-6 - 32 - 34 - - 36 - - 38 - 40 B4-7 I B4- V • / MATERIAL DESCRIPTION ML Becomes medium dense, samrated, olive, Sandy SILT 19 111.5 19.6 SC DELMAR FORMATION Very dense, saturated, orange-brown. Clayey, fine to medium SAND with gravel -Refusal at 41 feel BORING TERMINATED AT 41 FEET 68/7" igure A-7 Log of Boring B 4, page 2 of 2 RCll SAMPLE SYMBOLS D,,, SAMPLING UNSUCCESSFUL B,,, STANOARD PENETRATION TEST B ,,, DRIVE SAMPLE (UNDISTURBED) S .,, DISTURBED CR BAG SAMPLE B ,,, CHUNK SAMPLE T ,,, WAIER TABLE OR SEEPAGE NOIE: IHE LOG Of SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT IHE SPECIFIC BORING OR IRENCH LOCATION ANO AI THE DAIE INDICATED, II IS NOI WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES, Appendix B (continued) BM-27 through BM-28 € Large-Diameter Borings From: Geocon, 1993, Geologic Investigation for Rancho Carriilo Project - Major Roads, Carlsbad, Califomia, Project No. 04787-12-01, dated January 15, 1993 971009-005 BORING BM 27 ELEV. (MSL) 215 EQUIPMENT DATE COMPLETED 12/4/91 E-100 BUCKET RIG in lU « 1- H Su: o Uli; ^ o o MATERIAL DESCRIPTION TOPSOIL Meciium stiff to stiff, moist, brown, Sandy CLAY; minor rootlets, voids i 12,8 15.4 DELMAR FORMATION Hard, damp, light to medium green, fine Sandy CLAYSTONE: loose and highly weathered to 5 feet, abundant disseminated caliche, orange to dark red oxide staining, very massive 123.4 12,6 10 -Becomes less sandy and very hard at 13 feet Subhorizontal lense of very dense, very moist to moist, light yellowish green, Silty fine to coarse SANDSTONE -Somewhat gradational contact, 1/4 inch pebbles, minor seepage from 21 to 24 feet "Hard, cTamp, fight to medium green, fine Sandy CLAYSTONE J BORING TERMINATED AT 26 FEET 20/10' Log of Boring BM 27, page 1 of 1 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E .. 0... DISTURBED OR BAG SAMPLE 0.. STANDARD PENETRATIOH TEST CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE NOTE- THE LOG OF SUBSURFACE CONDITIOHS SHOUM HEREOH APPLIES ONLY AI THE SPECIFIC BORING OR TRENCH LOOIION ANO AI THE OATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OIHER LOCATIONS AHD TIMES. BORING BM 27 ELEV. (MSL) 215 EQUIPMENT DATE COMPLETED 12/4/91 E-IOO BUCKET RIG MATERIAL DESCRIPTION H5t 23 S 10 iu2 ir o o TOPSOIL Medium stiff to stiff, moist, brown, Sandy CLAY; minor rootlets, voids 112.8 15.4 DELMAR FORMATION Hard, damp, light to medium green, fine Sandy CLAYSTONE: loose and highly weathered to 5 feet, abundant disseminated caliche, orange to dark red oxide staining, very massive 123.4 12,6 10 -Becomes less sandy and very hard at 13 feet 10 Subhorizontal lense of very dense, very moist to moist, light yellowish green, Silty fine to coarse SANDSTONE -Somewhat gradational contact, 1/4 inch pebbles, minor seepage from 21 to 24 feet Hard, damp. Fight to medium green," fine" Sandy CLAYSTONE •20/10' BORING TERMINATED AT 26 FEET J Log of Boring BM 27, page 1 of 1 CROf SAMPLESYMBOLS . SAMPLING UNSUCCESSFUL B.. STANDARD PENETRATIOH TEST B. .. DRIVE SAMPLE (UNDISTURBED) | S .. . DISTURBED OR BAG SAMPLE 0.. CHUNK SAMPLE X . ., WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONOITIONS SHOUH HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT IHE OAIE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURfACE CONDITIOHS AT OTHER LOCATIONS ANO TIMES. BORING BM 28 ELEV, (MSL) 290 EQUIPMENT _DATE COMPLETED 12/4/91 E-100 BUCKET RIG <i 2 \ 1^5 > I- „ Su: Ul o o MATERIAL DESCRIPTION TOPSOIL Medium stiff to stiff, damp to moist, orange-brown Sandy CLAY DELMAR FORMATION Hard, damp, light to dark green, fine Sandy .SILTSTONE/CLAYSTONE to Silty/ Clayey fine SANDSTONE -Loose and highly weathered to 5 feet, excavates blocky, orange oxide staining, abundant caliche veinlets •Subhorizontal 4 to 6 inch lense of silty fine SANDSTONE at 9,6 feet -Gradational contact at 14 feet Wry den"se,"damp, light yelfow to light green, Silty fine SANDSTONE; grades into fine to very coarse sandstone below 16 feet Hard, damp, green CLAYSTONE; very massive and blocky, black and orange oxide staining along fractures, abundant shining parting surfaces -Very thin highly irregular, subhorizontal, orange-brown clay seam at 18 feet, no apparent remolding 113,4 BORING TERMINATED AT 26 FEET Log of Boring BM 28, page 1 of 1 116,2 15,6 15,3 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL S ... DISTURBED OR BAG SAMPLE STANDARD PENETRATION TEST I CHUNK SAMPLE I ORIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE LnTC THF irv OF SUBSURFACE CONOITIONS SHOWH HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR IRENCH LOCATION AND AT IHE OATETNDICAra 1^^^^^^^ TO BE REPRESENTATIVE OF SUBSURfACE CONDITIONS AI OIHER LOCATIONS AND TIMES. BORING BM 28 ELEV. (MSL) 290 EQUIPMENT _DATE COMPLETED 12/4/91 E-100 BUCKET RIG 111 UJ z a: Q ^ o MATERIAL DESCRIPTION TOPSOIL Medium stiff to stiff, damp to moist, orange-brown Sandy CLAY DELMAR FORMATION Hard, damp, light to dark green, fine Sandy SILTSTONE/CLAYSTONE to Silty/ Clayey fine SANDSTONE -Loose and highly weathered to 5 feet, excavates blocky, orange oxide staining, abundant caliche veinlets -Subhorizontal 4 to 6 inch lense of silty fine SANDSTONE at 9,6 feet -Gradational contact at 14 feet Very dense, damp, lighl yelfow to light green, Silty fine SANDSTONE; grades into fine to very coarse sandstone below 16 feet Hard, damp, green CLAYSTONE: very massive and blocky, black and orange oxide staining along fractures, abundant shining parting surfaces -Very thin highly irregular, subhorizontal, orange-brown clay seam at 18 feet, no apparent remolding BORING TERMINATED AT 26 FEET Log of Boring BM 28, page 1 of 1 113,4 15,6 116,2 15,3 CROf SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL C. STANDARD PENETRATIOH TEST .. DISTURBED Ofi BAG SAMPLE 0.. CHUHK SAMPLE .. DRIVE SAMPLE (UNDISTURBED) .. WAIER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE COHDITIONS SHOWH HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE OAIE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURfACE CONDITIONS AT OTHER LOCATIONS ANO TIMES. 971009-005 Appendix B (continued) SBM-6 through SBM-9 Small-Diameter Borings From: Geocon, 1993, Geologic Investigation for Rancho Carrillo Project - Major Roads, Carlsbad, Califomia, ProjectNo. 04787-12-01, dated January 15, 1993 - 0 DEPTH IN FEEI SAMPLE NO. a O J o I SOIL CLASS (USCS) BORING SBM 6 ELEV, (MSL) 175 EQUIPMENT DATE COMPLETED 4/24/92 MAYHEW 1000 ROTARY MATERIAL DESCRIPTION a 2 \ 1^5 UJ IT 2 - 4 - :;BM6- 6 -I - 10 0BM6-: i sc I sc TOPSOIL Loose to medium dense, damp, dark grayish brown, fine to medium. Clayey SAND ALLUVTUM ~ Loose to medium dense, moist, medium grayish brown, fine to medium slightly clayey to Clavev SAND 13 111.8 12 - 14 16 18 20 22 24 :;BM6-3 ";BM6-1 I SP-SC Loose to medium dense, moist to wet, light grayish brown, mottled, fine to medium SAND to slightly clayey SAND TT SM Becomes medium dense, moist, very light greenish brown, mottled, fine to medium Silty SAND IT TT5T SM DELMAR FORMATION Dense, moist, very light green to white, fine to medium slightly silty SANDSTONE 66 115.4 BORING TERMINATED AT 25 FEET igure A-8 Log of Boring SBM 6, page 1 of 1 11,9 rrr 13,1 CROR SAMPLESYMBOLS . SAMPLING UNSUCCESSFUL B.. . STANDARD PENETRAUON TEST B . . DRIVE SAMPLE (UNDISTURBED) . DISTURBED OR BAG SAMPLE 0.. . CHUNK SAMPLE T . . WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR IRENCH LOCAllON ANO AT THE OATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE Of SUBSURfACE CONDITIONS AT OIHER LOCATIONS AND TIMES. - 2 - 6 DEPTH IH FEET 4 - 10 12 14 ~;BM6- 20 22 24 SAMPLE NO. (3 O J O I I- I BM6-1 I BM6- CLASS (USCS) SC SC BORING SBM 6 ELEV. (MSL) 175 EQUIPMENT DATE COMPLETED 4/24/92 MAYHEW 1000 ROTARY MATERIAL DESCRIPTION TOPSOIL Loose to medium dense, damp, dark grayish brown, fine to medium. Clayey SAND ALLUVTUM Loose to medium dense, moist, medium grayish brown, fine to medium slightly clayey to Clayey SAND "it ^ in tn 1 :;BM6- SP-SC SM o UJ o >! IT Q 13 Loose to medium dense, moist to wet, lighi 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 TT TT SM DELMAR FORMATION Dense, moist, very light green to white, fine to medium slightly silty SANDSTONE 66 BORING TERMINATED AT 25 FEET 111.8 I 1 1,9 1 15,4 Figure A-8 Log of Boring SBM 6, page 1 of 1 11,9 TT 13,1 CROR SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAC SAMPLE E... STANDARD PENETRATION TESI 0 ... CHUNK SAMPLE .. DRIVE SAMPLE (UNDISTURBED) .. WATER TABLE OR SEEPAGE NOIE- THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREOH APPLIES ONLY AI IHE SPECIFIC BORING OR IRENCH LOCAtlON ANO AT IHE OATE IHDICATED. IT IS NOT WARRANTED TO BE REPRESENIAI IVE OF SUBSURFACE CONDITIONS AT OTHER LOCAT IONS AND TIMES. PROJECT NO. 04787-12-01 BORING SBM 7 ELEV. (MSL) 170 EQUIPMENT DATE COMPLETED 4/24/92 MAYHEW 1000 ROTARY MATERIAL DESCRIPTION TERRACE DEPOSITS Dense to very dense, damp, light brown, fine to coarse. Gravelly SAND with some clay Very dense, moist, medium brown, fine to medium, Silty SAND with small chunks of green claystone BORING TERMINATED AT 11 FEET 1 UJ Si' u. " o z,"; -J in ui^m D. a: ^ 52 47 >- 1- „ M gu: So 15,0 UJ2 ^ o o 6,4 117.1 12,2 Figure A-9 Log of Boring SBM 7. page 1 of 1 CROR SAMPLE SYMBOLS ° ••• ""SUCCESSFUL E,. STANDARD PENETRATION TEST B. 1 . DRIVE SAMPLE (UNDISTURBED) ^ ... DISTURBED OR BAG SAMPLE 0,, CHUNK SAMPLE I . . WATER TABLE OR SEEPAGE 1 NOIE: IHE LOG Of SUBSURfACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCAllON AND AI THE OAIE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE Of SUBSURfACE CONDITIONS AT OTHER LOCATIONS AND TIMES. BORING SBM 8 ELEV, (MSL) 142 EQUIPMENT DATE COMPLETED 4/24/92 MAYHEW 1000 ROTARY <I * \ MATERIAL DESCRIPTION z a. Q in '- o o TOPSOIL Firm, dry 'o damp, very dark brown to black Sandy CLAY -Water table after stabilizing at 1 foot ALLUVIUM Very loose, saturated, grayish brown mottled, fine Clayey SAND 91,8 Becomes medium soft, grayish brown, Sandy CLAY to Clayey SAND -Gravel al 13 feet Becomes soft, saturated, bluish gray, slightly sandy CLAY, interbedded with brown, medium to coarse SAND and little gravel Becomes firm, grayish blue, slightly sandy CLAY 'WI TT Becomes dark blue to black CLAY to slightly sandy CLAY to Clayey SAND "793" 33,7 Figure A-10 Log of Boring SBM 8, page 1 of 2 CROR SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL H ... DISTURBED OR BAG SAMPLE B... STANDARD PENEIRATION TEST B 0 ... CHUNK SAMPLE T DRIVE SAMPLE (UNDISTURBED) UATER TABLE OR SEEPAGE UOIE- THE LOG Of SUBSURfACE CONDITIONS SHOUH HEREON APPLIES ONLY AT THE SPECIFIC BORING OR IRENCH LOCAllON AND AT THE OAIE INDICATED, IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OIHER LOCATIONS AND TIMES, 30 32 34 - 36 38 40 - 42 SOIL CLASS (USCS) BORING SBM 8 ELEV, (MSL) 142 EQUIPMENT DATE COMPLETED 4/24/92 MAYHEW 1000 ROTARY MATERIAL DESCRIPTION >- ^ u. <I ^ \ UJ ,n o Q: o uj^; Q: BM8- SC-CL BM8- 44 ":;BM8- SP GP 50 - - 52 - 54 SC -Layer of sand with pieces of decomposed wood from 31 to 31,5 feet Becomes dark blue to black CLAY to slightly sandy CLAY to Clayey SAND (Continued) -Becomes gravelly from 38 to 40 feet Becomes medium dense, saturated, dark gray, fine to coarse SAND Becomes medium dense, saturated, black, Sandy GRAVEL with some cobbles -Becomes very cobbly at 47 feet -Heavy caving from 47 feet, very difficult drilling DELMAR FORMATION Very dense, wet, very light greenish gray, fine Clayey SAND BORING TERMINATED AT 54 FEET -igure A-ll Log of Boring SBM 8, page 2 of CA»<ni r- c-v./»,.r.^i c- D--- SAMPLING UNSUCCESSFUL E... STANOi 95.8 30.6 27 24 126.3 13,4 CROR SAMPLE SYMBOLS .. DISTURBED OR BAG SAMPLE E... STANOARO PENETRATION TEST • ... DRIVE SAMPLE (UND IS1URBE0) ... CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE OAIE INDICATED. IT IS NOI WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONOITIONS AT OTHER LOCATIONS ANO TIMES. PROJECT NO. 04787-12-01 BORING SBM 9 ELEV. (MSL) 130 EQUIPMENT DATE COMPLETED 4/27/92 MAYHEW 1000 ROTARY MATERIAL DESCRIPTION TOPSOIL Soft, damp to moist, dark brown, Sandy CLAY ALLUVIUM Soft, wet to saturated, dark brown mottled, Sandy CLAY -Water table after stabilizing at 7 feet Becomes fine, saturated, medium grayish brown, Sandy CLAY to Clayey SAND -Medium dense, saturated, light brown, slightly clayey sand lense from 11 to 11,5 feet Becomes loose, saturated, light brown mottled, fine to medium Clayey SAND to slightly clayey sand -Becomes loose to medium dense at 20 feet "Becotnes soft, saturated, light brown, Sandy CLAY and Clayey SAND , Figure A-12 Log of Boring SBM 9, page 1 of 3 UJ IN m O T3" Su. go >i a a 13 106,8 ui5 a. '- o o 19.9 TirrT CROR I SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST B ... ORIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE CHUNK SAMPLE X ... UATER TABLE OR SEEPAGE «niF- THF inr OF SUBSURFACE CONDITIONS SHOWH HEREON APPLIES ONLY AT THE SPECIFIC BORING ORTRENCH LOCATION ANO AT THE DATE TNDTCATE^^^^^^^^^^ REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIOHS AND TIMES. i i i i i i i i a i PROJECTNO. 04787-12-01 - 30 - 32 - 34 ';BM9- 36 - ;BM9-S 44 - - 46 48 50 - 52 - 58 - :BM9-1 BM9-! SBM9 -10 SOIL CLASS (USCS) CL-SC CL CL-SC CL SP-SC BORING SBM 9 ELEV. (MSL) 130 EQUIPMENT DATE COMPLETED 4/27/92 MAYHEW 1000 ROTARY MATERIAL DESCRIPTION Becomes stiff, saturated, slightly sandy CLAY dark brown mottled. -Becomes light gray and yellowish brown at 35 feet Becomes soft, light green and medium brown Sandy CLAY with thin layers of fine to medium slightly clayey SAND Becomes dark bluish gray and black. Clayey SAND to Sandy CLAY Becomes stiff, grayish blue mottled, Sandy CLAY Becomes loose, saturafed," grayish"blue, fine to medium Clayey SAND to slightly clayey SAND -Becomes gravelly from 59 feet TT 11 TT TT >- H Su: UJ • vc a 94.8 104.9 "90" UJ5 30.1 "7ZJ 2676 Figure A-13 Log of Boring SBM 9, page 2 of 3 i CROK SAMPLE SYMBOLS ^^"'"'-""^ UNSUCCESSFUL B ... STANDARD PENETRATION TEST B ... DRIVE SAMPLE (UNDISTURBED) ^ ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE X ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURfACE CONDITIONS SHOUH HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATIOH ANO AT THE OATE INDICATED. IT IS NOI WARRANTED TO BE REPRESENTATIVE OF SUBSURfACE CONOITIONS AT OTHER LOCATIONS AHD TIMES. PROJECTNO, 04787-12-01 DEPTH IN FEET SAMPLE HO. >-O o _l o X I- SOIL CLASS (USCS) BORING SBM 9 ELEV. (MSL) 130 EQUIPMENT DATE COMPLETED 4/27/92 MAYHEW 1000 ROTARY >-I- „ M Su: go >i a a a o 60 62 64 -12 MATERIAL DESCRIPTION GC Dark blue, Clayey SAND and cobbles 5D773' BORING TERMINATED AT 65 FEET PRACTICAL REFUSAL jFigure A-14 Log of Boring SBM 9, page 3 of 3 CROR 1 CWT,, r- o-„wT,^. o SAMPLING UNSUCCESSFUL B... STANDARD PENETRATION TEST SAMPLE SYMBOLS J S ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE B... ORIVE SAMPLE (UNDISTURBED) X ... UATER TABLE OR SEEPAGE InOTE: THE LOG Of SUBSURFACE CONDITIOHS SHOWM HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE OAIE INDICATED. IT IS MOT UARRANTED TO BE REPRESEHTATIVE OF SUBSURfACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 971009-005 Appendix B (continued) GB-4, GB-15, and GB-16 Large-Diameter Borings From: Geocon, 1988, Preliminary Soil and Geologic Investigation For La Costa - Northwest Area, Carlsbad, Califomia, Project No. D-4230-H01, dated November 11, 1988 File No. November D-4230-H01 11, H BORING 4 ELEVATION ...I.2Q _OATE DRILLED, in/s/3fl EQUIPMENT E-IOO 30" RcDtary Bucket 55$ MATERIAL DESCRIPTION ALLUVIUM Stiff, moist, dark grayish-brcnTO, Sandy CLAY becomes veiry aoist lll.l 15.' PUSH 12" strong seepage (in sand) water table (caving) 103 :.ULK t 20. I Loose, saturated, light brovm, coarse ' SASD PUSF. I- 12" 105.3 21. Sofc, wet, dark brc3\jn, Sandy CLAY BORING TEBimiATED AT 20.0 FEET (REFUSAL) Figure A-4, Log of Test Boring 4 SAMPLE SYMBOLS O SAMPLING UNSUtXESSFUL H _ DiSTuBeeo o« BAG SAMPLE I] STANOABO PeNETRATlON TEST B CHUNK SAMPLE • onive SAMPLE lUNOisTuceEDi X. _ WATEFl TABLE OR SeEPACE MOTC i„s,OGOfSUBSUBf«C£CON0IT10NSSHOWNH€BEONAPPLlESONLYATTMESPEClflCBORlMGOnTBEMCHL0CATlONAN0 P-ile Mo, D-4230-H01 lovember L1, 1983 BORING 15 ELEVATION. 305 .DATE DRH I Fn 10/12/88 EOUIPMENT 30" Rotary Bucket 3O MATERIAL DESCRIPTION r ! i r I i L 0 2 4-1 B15-1 10- J.2- 14- 16- I r 18 i \- 20 |- 22 24 1-26- 28- 30- CL TOPSOIL Hard, slightly moist, brovra, Sandy CLAY with SILT fractures W DELMAR FORMATION Hard, moist, light olive, Silty CXAYSTONE CL-ML to very Clayey SILTSTONE Bedding nearly horizontal 3/12" 107.9 18. Bedding NSOW, 5SV; ML Hard, moist, light orange/olive-mottled, Clayey SILTSTONE; some very fine SAND 3/12" r Bedding nearly horizontal 108.4 BULK 19..' JAMP- CL Hard, moist, olive-mottled, Silty CLAYSTONE; yellow-white gypsum stringers; slight to moderate fracturing Few steep hematite-filled fractures; N40E, SSSE (joints) — Cemented zone (calcium carbonate cement about 12" fossil shells) Remolded CLAY seam 1/8-1/4" thick; N60E 2°S SM- SC Dense, moisc, light olive-tan Silty fine to medium SANDSTONE; some CLAY 2/0" (No s LIS.2 . imp 1 ) 13.• Ci Figure A-23, Log of Test Boring 15 (Boring 15 Continued next page) SAMPLE SYMBOLS n SAMPLING UNSUCCESSFUL H DISTURBED OH BAO SAMPLE B STANOARO PENETRATION TEST B CHUNK SAMPLE B _ DRIV€ SAMPLE (UNOISTURBEOI T WATER TABLE OR SEEPAGE NOTt THE LOG OF SUeSUOFACECONOITIONS SHOWN HEREON APPLIESONLY ATTHE SPECIFICSORINC OR TRENCMLOCAnON ANO AT THE DATE INDICATED ITIS NOTWABRANTED TO BE HEPBESENTATIVEOF SUBSURFACECONDITIONS ATOTHER LOCATIONS ANO TIMES File No- D-AZ30-H01 November 11, 1988 BORIMG 15 (Continued) ELEVATION DATE DRILLED 10/12/88 EQUIPMENT 30" Rotary Bucket SI" OS as - 32 MATERIAL OESCRIPTION - 34 - - 36 - -38 . -40 - -42 - - 44 46 - - 48 - - 50 - - 52 - - 54 - Hard, moist, olive-broxm mottled Silty, Sandy CLAYSTONE - Remolded CLAY seam 1/8-1/4" thick; 3°SW; throughgoing gypsum Hard, moist, medium-olive, silty CLAYSTONE; abundant gypsum seams; random fracturing Remoded CLAY seam 1/8-3/4" thick; NlOW, S^SW, throughgoing, \f±th large crystals of gypsum within gouge 106.6 IBULK 20.; AMPL: Dense, moist, light orange-tan, medium SANDSTONE — Contact nearly horizontal; sharp / depositional Hard, moist, dark olive-brown mottled with yellow, Silcy CTLAYSTONE; gypsum seams, random fracturing; fossiliferous and carbonaceous Becomes very dark olive/black and carbonaceous, seepages of slight to moderate flow Remolded CLAY seams 1/4-1/2"; N20W,S"'SW at contact 92.0 [BULK i 29.1 AMPL; 56 - 58 - 60 - Very dense, dark gray, cemented, fine Silty SANDSTONE; fossiliferous Cemented zone; CaCO^-l- BORING TERMINATED AT 59 FEET (REFUSAL) Figure A-24, Log of Test Boring 15 SAMPLE SYMBOLS n — SAMPLING UNSUtXESSFUL H — OlSTURaeo OR BAG SAMPLE B_ B_ STANDABD PENETRATION TEST CHUNK SAMP1.E B 1 DRIVE SAMPLE (UN01STUB8EDI 1 1 WATER TABLE OB SEEPAGE NOTE THE LOG OF SUBSURFACE CONOITIONS SHOWN HEREON APPLIES ONLYATTHE SPEOflCBORING ORTRENCH LOCATION AND AT THE OATE INDICATED ITIS NOTWARRANTEO TO BE REPRESENTATIVE OF SUBSURFACECONDITIONS ATOTHERLOCATIONS AND TIMES ~ile Mo- D-u230-H01 ovember II, 1988 BORIMG 16 ELEVATION. 300 .DATE nflii I Fn 10/13/88 EQUIPMENT E-LOO, 30" Rotary Bucket 9"C <•<«) It- > </)— MATERIAL OESCRIPTION CL 2 - 4 - 6 - - 8 - - 10 - - 12 - - 14 - 16 - 18 - 20 - - 22 B16-1 : .Kci-"-: •f-i;.v.- >'r.",':. :r:r.i; ••:i:;l-: TOPSOIL ' hard, hiuaid, brown, Sandy CLAY, highly 1 fractured becomes very stiff and slightly moist SM pELMAR FORMATION 1 Very dense, humid, light gray-blue, very Silty 1' fine SANDSTONE; iron-stained, carbonate, 1 weathering at top 1— shells I I bedding N20W10S '— strongly iron-stained ML B16-2 ::i--i-."i 24 - - 26 t 28- •t"l-:'; ;,l->"i- :ivi;:i' :;'--';i. .•,K-:i;:i- hard, slightly moist, light grey-blue. Clayey SILSTONE, iron-stained, fissile, hematite filled joint N4SES2E — layer of stiff, moist, orange Sandy SILTY, friable, fossiliterous; N20W10S bottom contact — iron-stained, Sandy with fossils PUSH 7" 1 93.4 29.5 SH stiff, moist, orange-brown. Clayey SILT, fossiliterous , - cemented lenses - iron-stained, fossiliterous, rip-up clast of grey-blue SILSTONE 10 118.0 14.0 r scour contact \ very dense, humid, light tan, very Silty I fine SANDSTONE, iron-stained in places I \'— iron-stained \ thinly bedded, dipping approximately lO'S — iron-stained, lenses of friable, organic rich SILT with gypsum stringers Figure A-25, Log of Test Boring 16 (Boring 16 continued next page) SAMPLE SYMBOLS D SAMPLING UNSUCCESSFUL H 0ISTUB8E0 OH BAG SAMPLE B STANDARD PENETRATION TEST B — CHUNK SAMPLE . DRIVE SAMPLE (UNOISTURBEOI . WATER TABLE OH SEEPAGE NOTE THE LOG OFSUBSURFACECONOmONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING ORTRENCH LOCATION ANO ATTHE OATE INDICATED ITIS NOTWARRANTEO TOBE REPRESENT ATIVE OF SUBSURFACECONDITIONS ATOTHER LOCATIONS AND TIMES File Mo, November D-4230-H01 11, 1988 BORIMG 16 (Continued) ELEVATION OATE DRILLED 10/L3/8S EQUIPMENT . Sic HI* 2? v»lr I ^3 • MATERIAL DESCRIPTION ^— scoured contact, generally horizontal hard, slight moist to moist, light blue-grey jl Sandy SILSTONE . 9 BULK SAMPLi very stiff, moist, reddish-brown, Silty 1 CLAYSTONE many non-continuous remolded planes with gypsum, general orientation N5W7S continuous mediun stiff, very moist, grey remolded CLAY N30W5S becomes-Organic rich, gypsum and sulfur-rich I very dense, very moist, grey Silcy fine to medium SANDSTONE, slight seepage very strong cemented 15 117.8 BULK 15.1 \ r AMPLEj BORING TERMINATED AT 40 FEET (REFUSAL) Figure A-26, Log of Test Boring 16 SAMPLE SYMBOLS D SAMPLING UNSUCCESSFUL .B- 13 OlSTUBBEO OB BAO SAMPLE B. .STANDARD PENETRATION TEST .CHUNK SAMPLE • DRIVE SAMPLE (UNOISTURBEOI X. WATER TABLE OH SEEPACE NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC aORlNG OR TRENCH LOCATION ANO ATTHE OATE INDICATEO.ITIS NOTWARRANTEO TO BE REPRESENTATIVE OF SUBSURFACECONDITIONS ATOTHER LOCATIONS ANO TIMES Appendix B (continued) CPT-9 and CPT-10 ® Cone Penetrometer Tests 971009-005 From: Geocon, 1988, Preliminary Soil and Geologic Investigation For La Costa - Northwest Area, Carlsbad, Califomia, ProjectNo. D-4230-H01, dated November 11, 1988 0-0 I- s 2- S-10 *- IS s- ° tt- -0 —< ^ 7- u -H z X 8-n -Tl m m 3 9- Ln -1 30 10- u-3S 12-40 13- u-4S IS-50 FRICTION RESISTRNCE TSF (KG/CM* I 8 4 2 0 CONE RESISTRNCE TSFtKC/CM»l ISO 200 250 300 350 SOIL COLUMN 400 q FRICTION RflTIO 2 14 4 -JO -20 IS -25 : -30 ^5 40 <5 -50 - 0 - 1 2 3 4 - 5 1- 7 - - 8 3 m m - 9 3 t/l -10 -11 12 13 U •-IS PROJECT: LA COSTA RANCH NW PROJECT NUMBERt89-230-1702 INSTRUMENT NUMBER: Fl5CKE088 OflTEs 10-06-1988 ' ^he Earth Technology Corporation CONE PENETROMETER TEST PROBE: CPT-9 On 1 2- 3- 4- 5- 6- 7 35- 36 97- 38- ffllCTlON RESISTANCE TSF (KC/CM«) 6 4 2 0 10 15 20 US UO 125 too CONE RESISTANCE TSf (KO/CM*) ISO 2qo 2^0 300 3S0 400 son. COLUHN FRICTION RBTIO —~ - - s 10 IS - 20 -lis 120 400 125 a 5 6 7 -3* -35 -36 -37 1-38 PROJECT* LA COSTA RANCH NW PROJECT NUMBER*89-230-1702 INSTRUMENT NUMBER«F15CKE088 DRTEi 10-06-1998 BS ^'"'(^ Jtchnology Corporation CONE PENETROMETER TEST PROBE : CPT-10 971009-005 Appendix B (continued) GT-1 through GT-47 Exploratory Trenches From: Geocon, 1982b, Report of Phase I Geotechnical Study, Bressi Ranch, Carlsbad, Califomia, File no. D-2714-T02, dated June 4, 1982 •a- /1,1 .'717 CUTO DE (AZ.A LTI) (2j Mll9 5 . - 8 . 10 - 12 ' •/ • A. - : /.: ••• • •. y.' . ;• ••/.: LOd t 0' m TRENCH NO. 1 \ TOPSOIL Loose, damp, lighc brown, Sllcy Sandy CLAY/Clayey SAND TERRACE DEPOSIT Dense, damp, teddlsh-brown, weakly CBtnencGd, Clayey SANDSTONE TORREY SANDSTONE Very dense, damp, lighc gray-olive, weakly cemenced, incerbedded very fine 5ILTSTONE/SANDSTONE V TRENCH TERMINATED AT II.O r££T ff^r A" .•^Igure , Log of Tesc Trench i A-l GEOCON •.OTii DE CAZ.A LTD ©mil . 6 4 . 10 12 l<t . 16 18 4 20 V\ I Of .•IT TRENCH NO. TOPSOIL Loose, damp, light brown, Sllcy Clayey SAiffI TORREY SANDSTONE Highly weachered, oolsc, reddish-yellow, gray moccled, very fine Silcy SANDSTONE V Dense (sClff), weachered, callchefied, Ughc gray SILTSTONE "Very 3ci~ff, damp, gray, «eil bedded, atticude approximacely horizontal, well cemenccd SILTSTONE Very dense, molac, reddiah-brovm, hard, well cemenced SANDSTONE, highly foaslliferou$ becomca very hard TRENCH REFUSAL AT 19.5 FEET covrrvr Figure Log of Test Trench 2 A-2 GEOCON LJ ' i ^ O -J O .Ili. Iln DL (. AZA LTD 1111 1 . 0 0£l^ IM trr fiVtCM \WC1TI0H er 6 . 10 12 . 16 "^1 I I I I I iy<' TRENCH NO. 3 \ TOPSOIL ~ ~~ ~~ Loose, damp, reddi$h-brown, Sandv CLAY ' TORREY SANDSTONE ' " ~ Highly weathered, callchefied. Ughc "p^ gray SILTSTONE \^_becQines very sciff, damp, srav SILTSTONE Very dense, hard, damp, reddish-brown SANDSTONE, highly fossUiferous Very dense, damp, lighc gray, medium cemented, fine SANDSTONE -becomes very well cemented, finely bedded SANDSTONE TRENCH TERMINATED AT 15.0 FEET figure , Log of Tesc Trench J OtT A-3 GEOCOM 12 24 96 lU: l ,S -STU Sr>H 2717 COTO DE CAZA LTD 1012 Let » ptMjirr \ "r - A. 6 - a ioi 12 14 16 TRENCH NO. 4 EM TOPSOIL Light brown, damp, Silty Sandy CLAY ;i:i::i: Ti;;c w TORREY SAOTSTONE Medium denae, damp, fractured, callche- fied, olive gray, very fine SANDSTONE I'.l- l: Eighly fractured, weachered, callche- fied, daap. lighc gray SILTSTONE Very dense, damp, llghc gray, MSSive, vety flae Sllcy SANDSTONE Dense, daap, reddlsh-brown SANDSTONE, highly foaaiUferous I L 1 Very dense, daap. light gray, medium Co well cemenced, v«ry fine, massive, Silcy SANDSTONE ""•beccnnes moctled light gray, reddish- yellow SANDSTONE TRENCH TERMINATED AT 16.0 FEET Fijure , Log oc Test Trench U A-A GEOCON 12 24 96 lU.lS OTI 4 8.5 8 27 1 7 COTO DE CAZA LTI) ) I I1.3 2. 6 8 10 • 12 - ii 16 1,04 J UXtTIQN 0' TRENCH NQ. 5 \ TOPSOIL Soft Co medium stiff, damp, reddlsh- brown, Silcy Sandy CLAY TORREY SANDSTONE Highly weachered, damp, moccled light gray-reddish, very fine Sandy Clayey - SILTSTONE/CLAYSTONE grades into massive S40dy CLAYSTONE DELMAR FOR>iA.TlON Very sciff, damp, ollve-green-gray CLAYSTONE wich shiny parting surfaces TRENCH TERMINATED AT 16.0 FEET Af ' uatjrun Figure , Log of Tesc Ttench 5 A-5 GEOCDON 1 - • J 4 ;i u 1 U : 1 SI 'Q'7 14 858 271^ COTO DE CAZA LTD (2) M 1 4 • 6 •10 •12 ,U .16 . • 18 a/ 6-1 6-2 ^ I..' OtfrjtlfTIOM TRENCH NO. 6 TOPSOIL Sofc, molsc, Ughc brown, Silcy Sandy >^ CLAY \TORREY SANDSTONE V Highly weachered. molsc. reddish-gray. .-^•>\ fine ahal«y SANDSTONE \x~-,^tddi3h-btoun, medlua-gralned SANDSTOHE 1 \__lncerbedded, shaley, moisc, dense, Ughc gray-rcddish-brown, very fine SANDSTONE; several callchefied Layers approximacely 1/2-1" thick; bedding attitude horizoncal or dipping gently 1 (1-3°) coward che west \ becomes massive, very dense, damp, 1 gray, fine- co medlvia-grained SANDSTONE . becomes moccled, gr«y-reddlsh-bCOvn \ SANDSTONE e*r Ofisirr A'.' CCtlTTOfT Very dense, damp, Incerbedded Ughc gray, fine, medium cemented SANDSTONE and reddiah-brown, medium ceaented, medlua-gralned SANDSTONE. Very fine, disconclnuous, ahaley SILTSTONE layers (approximaltely 1/10-1/ZO" chick) wichin the SANDSTONE mass TRENCH TERMINATED AT 17.5 FEET IQS.Z 16.0 Figure Log of leac Trench 6 A-6 GEOCON l«CO»fOHA»<0 12.'24 -96 1U ; 1 9 'S'714 858 2717 COTO DE CAZA LTD I M1 5 . 2 , 6 . 8 - 10 12 •/VK' LOU or •I TJ aetc/m-ricN TRENCH NO. 7 TOPSOIL Soft, moist to wec, reddlsh-brown, Slity Sandy CLAY TORREY SANDSTONE Medium dense, highly weachered, moisc. ^ Ught gray, incerbedded fine SANDSTONE r and reddish-brown, medium-grained to \^ coarse S.MTOSTONE ""becomes very dense, damp, llghc gr«y, \ massive, medium cemented, fine Sllcy SAMDSTONE hard, reddlsh-brown-black. disconcln- uous concrecions with foaslla .grades -into very dense, damp, Inter- bedded lighc gray, fine SANDSTONE and reddish, medium SANDSTONE, bedding attitudes horlioncal \ \ TRENCH TERMINATED AT 12.5 FEET anY OCHSirr At.' Figure , Log of Tesc Trench 7 A-7 GEOCON 1^ 016 P 2 - 6 - - 8 • 10 12 Ik 16 18 20 tf/ m TRENCH NO. 8 TOPSOIL Sofc, mO ist, dark brown, Sllcy Sandy CLAY TORREY SANDSTONE Highly weachered, damp, callchefied, lacerbedded'gray, very fine SILTSTONE/ ^AKDSTONE aod reddish-brown SANDSTONE grades Into very sclff, damp, purple- gray SILTSTONE MP BfHurr A'.' "Very dense, hard, damp, reddiah-brown with black manganese scain, well cemented, fossiliferous SAHDSTONE Very sclff, damp, purpliah-gray, finely bedded, well cemenced SILTSTONE, bedding accituda horizontal ^<— Chin reddish SANDSTONE interbeds Very hard, damp, dense, well cemenced, coarse-grained, olive gray SANDSTONE TRENCH TERMISATED AT 18.5 FEET Figure , Log of Tesc Trench 8 A-8 vOftru*< X /// it GEJOCON IMCO«P««AT«» Win 000 2 I I '. COTO DE CAZA LTD © 111 7 . 4 - 6 10 MJUttlt 7 /| I 9-1 9-2 L09 I if oeicitn'riot, TOPSOIL TRENCH NO. 9 Soft, moisc, dark gray-brown, Sllcy CLAY TORREi- SANDSTONE Highly weathered, moist, mottled, Incerbedded Ughc ?ray-reddlsh-brown, _ fine, Sandy Clayey SILT, bedding attitudes N10°W/4oy -becomes denser Very dansa, damp, light gray, fine Silcy SANDSTONE TRENCH TERNIINATED AT 10.0 FEET TRENCH NO, 10 t'r At.' BULK 107.8 % I'r •» SAMPLE 15.5 10-1 6 . >TI ALLUVIUM Very soft, loose, wec, dark gray-brown, mottled, Sllty Clayey SAND with randomly oriented, black 1"-10" chick Clayey zones BULK SAMPLE \ TORREY SANDSTONE Dense, moisc, llghc gray, weakly cemenced. very fine SANDSTONE TRENCH TERMINATED AT 8.0 FEET Figure . Log of Teac Trenches 9 and 10 A-9 GEOCON 1-^4 .1 u ill:.:! •Q" / 1 4 8 0 8 Z 7 1 ^ COTO DE CAZA LTD ! II1 8 LOI « Of OCJCI'IfflOlt 01 Its irr At.' **Oiir\jA^ COnrrnr TRENCH NO. ll 7 TOPSOIL Sofc, wet, dark grayish-brown. Sllcy CLAY . 6 •H:f: .•.•111;:- 11-1 i'H-: - u-2 iv;:.- TORREY SANDSTONE Denae. weachered, daap. incerbedded reddish-yellow, nediun to coarse SAND- \ STONE and llghc gray, fine-grained Silcy \ SANDSTONE •^—becomes very hard, highly cemented, Incerbedded reddlsh-yellow/gray SAND- STONE, very slow digging BUU U5-4 SAMPLE 13.4 TRENCH TEHMINAIED AT 7.0 FEET Figure , Log of Test Trench 11 A-10 GEOCON iHC<J«ro«*T«D '•-i y D 11,1: 1 'ti' 7 1 4 8 5 8 2 7 1 7 COTU DE (AZA LTD ) 111 9 . 2 OfFru TZ' 6 . 8 - 10 - 12 - lU . 16 • 18 20 22 12- 12- LOC » LoairiM of m --4 V v, ( •, lil OtiC'IATIOl TRENCH NO. 12 TOPSOIL Very sofc, damp to moist, lighc reddish- brown, Silty Sandy CLAY \ TORREY SANDSTONE Highly weathered, fraccured, damp, reddish-brown-gray, Sandy CLAY Very stiff, damp, purpllsh-gray, well bedded, shaley SILTSTONE, bedding attitude approximately N-S/4W, chickness of beds approximacely 1-2" f—manganese and iron scainlng along bedding planes Very dense, raoisc, reddish-brown, weakly cemenced, medlum-co coarse- grained SANDSTONE becomes interbedded, very dense, damp, reddlsh-brown and gray SANDSTONE grades inco lighc gray, weakly cemented SANDSTONE with stiff, dark gray SILTSTONE interbeds TRENCH TELMINATED AT 22.0 FEET Btr Otnsnr At I BULK 105-2 ccKftnr H 4'w -> SAMPLE 22.0 Figure , Log of Test Trench 12 A-U GEOCON inCOi>ro«ATiD 'a'7 1 4 858 27 1 7 COTO DE CAZA LTD 10 20 lAMnJ Loa t wotriou er atie/K'Tion ii>-»i.*Ct 0»r ofiSiry At > UOIlTurt emrtnr TRENCH NO. 13 . 2 , 6 8 - 10 - 12 • 14 16 18 20 • -JO iil roPsoiL Sofc, daap, dark brown, Silcy CLAY V TORREY SANDSTONE Very dense, damp, interbedded (mottled) reddieh-brown/lighc gray, medium- co ^ coarse-grained, weakly cemenced SAND- ^ STONE, bedding atticude N85E/4°N \^ Very dense, reddlsh-brown SANDSTONE \ \ becooes olive gray-reddlsh-brown moccled SANDSTONE — —heavy manganese concencradon 13-1 13-2 Very dense, damp, oUve green-gray, medium cemenced SILTSTONE wlch occa- sional Chin reddish, fine SANDSTONE interbeds I—Bedding Plane Faulc, approximacely 1/2" highly sheared gummy gray CLAY, acclcude H60E/2**NU BULK 111.6 SAMPLE 17.7 V Very dense/sciff, daap, Incerbedded moctled fine, olive gray SANDSTONE/ dark gray SILTSTONE TRENCH TERMINATED AT 19.0 FEET Figure , Log of Tesc Trench 13 A-12 GEOCON 2 . 10 12 14 16 14-1 LOQ I licirioM af y. TRENCH NO. lA Very soft, loose, damp, dark brown. Sllcy CLAY "SANDSTONE Highly weachered, callchefied, soft/ loose, damp, whiclsh-can, StlCy Clavev .SAND/SILT grades Inco mftdlua dense to dense, damn, olive gray, weakly cemenced. Clayey Sandy SILTSTONE. frequent reddlsh-brown Iron scain . becomas dense, damp, moctled olive grcen-gray-reddish, very fine SANDSTONE Bedding Plane Fault, highly sheared moist, dark gray CUY, Chickness 2"-5", acclcude approximately horizoncal Very denae. damp, incerbedded, llghc gray/ceddish-brown. fine SANDSTONE wich occasional black manganese stain ^ very hard, highly cemented concretion TRENCH REFUSAL AT 15.0 FEET figure , Log of Test Trench li 0»T Ofntirr A f.r BULK UOItTu»t «wrcvr SAMPLE A-13 GEOCON 1.; J^ no lii-J,l 'Q" 7 1 4 8 5 8 2 7 17 COTO DE CAZA LTD tMfte 6 H 8 10 12 14 LO* * Of 15-1 15-1 i TRENCH NO. IS TOPSOIL Soft, dainp, lighc brown, Silty Sandy CLAY TORREY SANDSTONE Highly weathered, damp, reddish-tan moctled, fine SAND Tery dense, damp, whicish-Ughc gray, ouisslve. weakly cemenced, fine-grained SANDSTONE — grades Into mottled, reddish-gray, very dense SANDSTONE Very dense, damp, lighc gray, medium cemented, fine SANDSTONE TRENCH TERMINATED AT 12.5 FEET Figure , Log of Tesc Tranch 15 A-I'i »»r Ofll'r At I BULK U7.2 uoisrun UTtTtJtr AMPLE 9.7 GEOCON ' X ^ o o ^ , 1 lUli.i Dt 1. AZA LID 10 0.3 NVMttt LOO * lOarion Qr '•mutfim litwvTI (XSCHrrioM oitr OfftSirr lOlSTu*t eovitvr X trr 1 10 12 lA TRENCH NO. 16 111 TOPSOIL Sofc, damp, dark brown Sllcy CLAY ,l-l;l; TORREY SANDSTONE Highly weathered, damp, reddish-light gray moccled. incerbedded fine SANDSTONE grades inco highly callchefied, lighc gray Silty SANDSTONE, bedding aCCicudc •\ N10E/A°E \ . - Weathered, damp, motded light reddish- brown-gray SANDSTONE Very dense, damp, interbedded, purpliah- gray, very fine SANOSTONE/SILTSTONE, bedding aCCitude approximacely hori- zontal to dips 4* coward E-SE TRENCH TERMINATED AT 12,5 FEET Figure , Log of Tesc Trench 16 A-15 GEOCON '11.1 UtL (...AZ,.A Llll 1^0114 . 2 , nrr 6 - 10 12 14 1- 16 UvAtc LOS J iXrUTiQM or 7 —7- z 1.11:: Vv :l oesci^iA'ioi TRENCH NO. 17 TOPSOIL Soft, damp, grayish-brown, fine. Clayey SAND/Sandy CLAY DELMAR FORMATION Stiff, moist, greenlsh-datk gray- blackish, fractured SILTSTONE becomes blackish-green-gray, very stiff CLAYSTONE With shiny parting surfaces grades Into dark gray, Sandy Clayey SILTSTONE, frequent manganese and Iron Staining grades InCO dark gray-brown, well cemenced, very fine Sllcy SANDSTONE becomes very stiff, reddish-brown, callchefied SILTSTONE grades into greenish-brown. Clayey, callchefied SILTSTONE TRENCH TERMINATED AT 16.0 FEET 0»r otMSirr At.' Figure . Log of Tesc Trench 17 A-16 vourime arirevT GEOCON i-i-lm l..\L.\ LIU 0 0 5 lit » Loctrion Of •^A'<U 01 tot tnan cmr BfNtirr A'.' CO"*"' . 0 . 2 TRENCH NO. 18 . 6 . 8 10 12 - 16 16 ALLUVIUM! Loose, molsc, blackish-brown. Sllty Clayey SAND . becomes dark reddlsh-brown and very loose fine SAND ~ becomes wec m. m seepage, caving heavy seepage TRENCH TERMINATED AT 16.0 FEET Figure , Log of Teac Trench IS A-17 icotrOftATco '•JO ^111 - I-I 1 l.l I'L 1. HU i^j 0116 HfUflt OfSCAiAriOX 0<t]irr At.l *^STii*e (curt^r % t'r f TRENCH NO. 19 • 6- . 10 . li - \ TOPSOIL Loose, damp, dark gray., Silcy Sandy CLAY/SAND ALLUVIUM Loose, moist to wet, reddlsh-brown. fine SUcy Clayey SAND - becomes wet Stiff, dark brown, molsc CLAY (Paleosol) V grades Inco dense, moisc co wec.' reddish-dark brown, Clayey SAND 1/ L.. becomes llghc brown-tan, molsc. Silcy Clayey SAND/Sandy CUY LANDSLIDE OCSRIS Highly weachered. callchefied, damp co moist, moccled whitish-can, pale olive green. Silty Sandy ClAY/SILT —r"molded olive green CLAYSTONE sheared plane „ actltude approximacely hoflioncal JEC-lAft FORMATIdN Highly weachered, callchefied, moisc, pale olive green, Sllcy CLAYSTONE [( becomes medium sdff TRE.NCH T£R:1INATED AI :0.0 FEET figure , Log of Teat Trench 19 A-18 O I H 0 -j 0 .111. '-MLi.i DL ( AZA LTD nrt St-tLC 'njtaCt .LeeifioN if iAMHf crsct'ttiOM 0*' OCHSirr uotsruitf ctumr % "r - . 0 TRENCH NO. 20 ALLUVIUM Loose, dry Co damp, dark gray-brown, Silty Clayey SAND/Sandy CLAY ." •*' 20-1 -10-1 -12 14 16 .18 . Loose, dark brown, moist, Silcy Clayey SAND / Medium dense, wec, reddish-brown, Silcy Clayey fine SAND jr.-; becomes saCuraced ——heavy seepage, caving • 20 • TRENCH TERMINATED AT 10,5 FEET figure , Log of Tesc Trench 20 A-19 GEOCON 1 -' J 4 >i 6 111:-'; 'H'7 14 858 2717 COTO DE CAZA LTD 10 08 lAitrtj mjitMlf Lot • LaeiriOM Of SJJtHJ oesc'irTmn BUT MKiirr At.l •tontut \ trr tl • 0 TRENCH NO. 21 a- . 10. 12- 14. • 16- f TOPSOIL sofc. damp, dark brown, Sllcy CLAY V DELHAR FORMATION Highly weachered, fraccured, callchefied damp, dark oUve-gray. Clayey Sandy SILTSTONE Very dense, damp, olive green, weakly cemenccd. Clayey, very coarse SANDSTONE grades Inco Sandy CLAYSTONE Very sciff, damp, oUve green, massive, SUcy CLi\YSTONE wlch shiny parcing surfaces V TRENCH TERMINATED AT 13.0 FEET Figure , Log of Tesc Tcunch 21 A-20 Si-- GEOCON lMCO*'CMATtO •Q" / 1 4 .5,5 8 L' 7 1 ; COTO DE CAZA LTD rurr • 2 -• 4 10 6 • 8 10 Ii- li. 16 I i, I 1 j T OCtCtiAThoa TRENCH NO. 22 TOPSOIL Loose, damp, reddish-dark brown, Silcy Sandv CLAY DELM«\R FORMATION Weachered, callchefied, damp, light olive green, SUcy Sandy CLAY/SAND grades Inco very dense, damp, oUve green-gray, well cemented, medium- grained, very fine massive SANDSTONE TRENCH TERMINATED AT 10.0 FEET TRENCH NO. 23 TOPSOIL Loose, dry, lighc brown, SiiCy SAND ^ UNDSLIDE D^BftlS —— \ Soft to medium stiff, dry, pinkish-purple Sandy CLAY Highly disturbed, fraccured, callchefied dry. whltish-oUve, fine SILTSTONE; randomly oriented shear planes', highly Sheared, moisc. oUve green. Clayey zones chroughouc che slldcd mass; several cohesionless, coarse, Sandy Irregularly-shaped zones TRENCH TE.«UMLN'ATED AT 15.0 FEET Figure , Log of Test Trenches 22 and 23 A-21 otr OrtSiry "Oisrutf \ t'r GTHOrnM ii • J 4 • yc> 1 0 : H 'H'714 858 2?i: u:iTO DE (AZA LTD J 0 1 0 . 0 . A. 8 10 12 J LOt t toatrion af I'Ti^- RTI \ TRENCH NO. 2i TOPSOIL Sofc CO medium stiff, Sllty Sandy CLAY damp, dark brown. TORREY SANDSTONE Dense, weachered, damp, reddish-tan, nedlum-gralned. weakly cemented SANDSTONE DELMAR. FORMATION Highly weachercd, callchefied, oUve green-reddish-can Incerbedded SILTSTONE/ \ SAiTOSTONE; bedding atticude horizontal \ or dipping 1-2*^ coward west grades into very stiff, damp, olive green, Sllty CLAYSTONE with random iron and manganese staining TTIENCH TERMINATED AT 12.5 FEET otr Otusirt At.< votsrutc CXrtrcxr % t'r " Figure , Log oc Test Trench 24 A-22 GEOCON UL ^.A/..^ LiU IfiJ 0 1 1 . 4 10 12 li 16 LOS I LPCirioM if / y. otictifjion TRENCH NO. 25 TOPSOIL Loose, damp, reddish-brown, Sandy CLAY DELMAR FO.RJUTION (TORREY SANDSTONE) Transition zone! Highly weathered, callchefied, damp, moccled olive green CLAYSTONE and reddish-brown SANDSTONE grades into dense, olive green CLAYSTONE Interbedded with thin, reddish-brown-can SANDSTONE, chickness of sandstone layers l/4"-l" V Very dense, hard, damp, well cemenccd, Incerbedded olive green. Clayey, coarse SANDSTONE and reddish-purple, light gray, medium-grained SANDSTONE, chick- ness of beds 2"-10"; cannon bail con- cretions wichin chls assemblage developec along the bedding planes; bedding attitude NL5E/4°E TRENCH TERMINATED AT 14.5 FEET IV-^tLAtC arnfirr At.' yoisTun IXtrorT S t'r •* Figure Log of Test Trench 25 A-23 GEXXX)N Ij J4 ;iD 111 : .Jll •a'7 1 4 858 27 i; COTO DE CAZA LTD 1012 tAMK.( LBt * uXAriOM ar OtlCaitrtOM Btr Of"tiry Atl certs r % trr f • 0 TRENCH NO. 26 - 4- e 10 12- 14 16- •'•'•ii. TOPSOIL Sofc. moisc. dark brown, Silty Sandy CUY TORREY SANDSTONE Highly weathered, fractured, callchefied , ^amp, lighc gray-tan, very fine Silty \ SANDSTONE Very stiff, damp, Ughc gray-purpllsh, well ccmenCed SILTSTONE wlch occasional I thin (l/2"-l/i" chick) ceddlsh-brown * SANDSTONE Incerbeds; bedding aCtltude ^1 N40°W/6°NE I .minor fault N85W/vertlcal I \ ^—Bedding Plane Fault, highly sheared, remolded, moist, dark gray-purple CLAY with several gypsum seams (approximate- ly l/2"-l/i" Chick); shear SOne i"-6"' thick: acclcude N20W/iO-5''E V TRENCH TERMINATED AT li.5 FEET Figurn , Log of Test Trench 26 A-2i GEOCON 11 iHi ID : :> 0 •aTU 858 27 1 7 COTO DE CAZA LTD ® 0 1.3 . 6 ray 1^.1 I j-r.4; i:l-i; Cflct/rrioM TRENCH NO. 27 \ TOPSOIL Very loose, damp to raoisc, reddish- dark brown. Slicy Sandy CUY/SILT DELMAR FORMATIO.'^ Highly weathered, fraccured, callchefied, damp, lighc olive green, fine Sandy Clayey SILTSTONE wlch reddlsh-brown l/2"-l/i" thick. Sandy interbeds grades into very dense, hard, massive, damp, fine-grained Sllcy SANDSTONE I— becomes coacse and very well cemented TRENCH TERMINATED AT 7.5 FEET Figure . Log ot Test Trench 27 Birr Btn t irr Al.l VOI XT uire Ootrtnr % tfr •! A-25 GEOCON i J • J 4 • ilO '^"7 1 4 858 27i; CUTO DE (AZA LTD 014 rcrt Huuwnt LO* * uxtrion or OfjQitirriQ/t Otr Ofusirr A t.l uoisrutc caiwtr ?4 t'r •*• . 6 - 6 • 10 • U 14 . 16 TRENCH NO. 29 TOPSOIL ' Very loose, dry, light reddlsh-brown, Sllty Clayey SAITO LANDSLIDE DEBRIS (SOIL CREEP) Soft, molsc CO wec. pale olive green, highly dlacurbed, sheared, remolded, Sandy CUY wich numerous reddlsh-brown- can, irregularly-shaped Sandy zones grades Inco highly fraccured, Sandy SILTSTONE (Baae of SUda) no discinccive slip plane DEDIAR FORMATION J Stiff, fraccured, damp, massive, olive green. Clayey SILTSTONE Very dense, molsc, reddish-tan, nedlum- to coarse-grained, weakly cemented SANDSTONE; dips approximately 40-5Q toward SE TRENC« TERMINATED AT 16.0 FEET Figure , Log or Test Trench 2Q A-2& GEOCON I'L I .-IL.-i HU 1^ 0 1 5 Offrrx IN ror • 0 . 9 - 6 - 8 10 12 ii 4 16 18 20 Srw*(.i LOt t£CriQM or I I 1 IZ 1:1- ;ri: Of scrirriot TRENCH NO. 29 TOPSOIL Soft CO medium stiff, damp, dark gray, Silty CUY DEUIAR FORMATION Dense, damp, pale oUve green, fine. weakly cemenced. Silty SANDSTONE with - occasional reddish SANDSTONE interbeds; bedding attitude N35W/5°NE ' very hard, highly cemented, coarse, can SANDSTONE concrecion Very dense, damp, pale olive-green, well CO very well cemented, medlum-r to coarse-grained SANDSTONE; bedding aCCicude approximately horizontal very chin reddlsh-brown SANDSTONE incerbed otr otn snr At.' lOisrirtf ccnrtxT ?i fr "t TRENCH TERMINATED AT 19.0 FEET Figure , Log of Tesc Trench 29 A-27 GEOCON 1 J _ 4 ',10 I 11 . .) J 'a'7 1 4 8 58 27 1'; COTO DE CAZA LTD 1016 yAir(j rnMMt Lit t LOCiriOH or UMfXl oesctitrton Btr OtHtirr voisrutt axrtnt % fr - TRENCH NO, 30 2 . 6 . - 8 - • 10 12 7 n I TOPSOIL Soft, damp, dark gray-brown, Sllty CUY V DELMAR FORMATION Highly weathered, fraccured, danp, oUve green CUYSTONE grades into very stiff, damp, olive green, massive CUYSTONE bedding attitude horizontal oc dipping 2*^ coward weat TRENCH TERMINATED AT 12.0 FEET Figure , Log of Test Trench 30 A-2a GEOCON X - ^ -I • iiv 'O' I 1 4 8 ,5 8 27 l'l COTO DE CAZA LTD lor . 0 . 2 jtit<.e t^ittCf LOB UXAtiOl or Utttt tif/^/fr OUctltriOn TRENCH .VO. 31 Btr otisirr Al I "Oisrv^t COiTxrrr >6 I'r f . 6. . 8 10 12 - TOPSOIL Loose, dry, light brown-Can. Clayey SAND Sllcy TORREY SANDSTONE Medium dense, weachered, callchefied. lighc gray, Silcy, very fine SANDSTONE grades Into dense co very dense, damp, Interbedded llghc gray and lighc reddish-brown, fine SANDSTONE; bedding accitude NL50E/5<H) Stiff, damp, gray, medium cemented SILTSTONE grades Into light gray, damp, weakly cemented, medium-grained SAMDSTONE with occasional thin reddish-brown SANDSTONE interbeds, thickness of interbeds l"-i" TRENCH TERMINATED AT U.O FEET Figure , Log of Teac Trench 31 A-29 GI50C0N J 4 • tl 0 1 U , . J .3 'a'7 1 4 8 5 8 2 7 1 : (UTd DE CAZA LTD I 0 1 8 . 4 . 6- 2- 10 MJttBtit LOt « useAtiOK ar UtrtU OffC'itriOK TRENCH NO. 32 TOPSOIL Very loose, dry co damp, Ught graylsh- \ brown, Sllcy Clayey SAND DEL,MAR FORMATION Weathered, fractured, damp, pale ollve- gray, callchefied, Sllty SANDSTONE grades Into very dense, damp, pale olive green, medium- to coarse-grained, highly cemenced SAKDSTONE TRENCH TERMINATED AT 8.5 FEET m-ti.,ACt Otr ort t irr At.l tCiSrirH tOirrnr X t'r " figure , Log of Tesc Trench 32 A-JO GEOCON i J - 4 ;iD 111 .).) 'a'7 1 4 858 J7 17 CuTd DE CAZA LTD 12) 0 1 9 - 6 . 0 LOi LBejrioH or SMin.t . r. • /•.",, '.:/ ./•• /.. • f. • a-: tit^v^ ocscmrriOM TRENCH NO. 33 STREAM TERRACE DEPOSITS Medium dense, damp, reddish-brown, Silty Clayey SAND with numerous angular metavolcanic ,rock fragments becomes dense, moist, reddlsh-brown. coarse, Clayey SAND grades into massive, stiff, damp to moist, moccled gray-reddlsh-brown, Sandy SILT/Silty SAND Stiff, moist, mottled dark gray, blackish CUY wich irregular dark brown, Sandy zones TREiNCH TERMINATED AT 15.0 FEET Figure , Log oc Tesc Trench 33 Btr BtHsirr A'.' ttOiSTuitr cavrtTfr % A., . A-31 GEOCON 1- -4 ;.o lii:.)4 'a'7 1 4 858 27i: (UTO DE CAZA LTD ) 0 2 U rUT LSI I I^QAriOn Bf ottciKtrnti Btr BtHSirr At.' »toisTutr coinpir S t'r f TRENCH NO. 3i . 6 8 10 124 14 16- 18 TOPSOIL Sofc, damp, brown, Sllcy Sandy CUY/ SAND LANDSLIDE DEBRIS Highly disturbed, sheared, remolded, damp, moccled reddlsh-brown-dark brown- black. Sllcy CUY, SAND becomes sofc. moisc, aoctled reddlsh- brown, light olive green SAKD/CUY Soft, moist, highly disturbed, sheared oUve CUY random Sandy zones within a molsc. light olive, sheared Clayey mass Slip Plane, atticude approximately horizontal (6-8' below flood plain) 20 TRENCH TERMINATED AT 19-0 FEET figure . Log ot Test Trench 34 A-32 GEOCON J. _ • - 4 • ;i o 'U' 7 1 4 0 5 8 2 I l~, COTO DE CAZA LTD )02l SAUtif uaulct LOB A LCCAflOl or iA/t'Lt Ai*w*/n OCSStirrion otr BCNSirr At ' moisrutt H t'r f 8 1 10 12 4 V 14 • 16 TRENCH NO, 35 l-ll TOPSOIL Soft, damp, teddish-brown, Sllty Sandy CUY •/• . f. •• • • /, , y • \ LANDSLIDE DEBRIS Highly fractured, discurbed, weachered, fine-grained, llghc gray-ollvc SANDSTONE - Clayey seams along fractures; random reddish-brown, Sandy zones becomes llghc gray-olive, highly fractured CUYSTONE wich frequenc hematite concentracions; randomly oriented, frequenc shear planes minor slip surface TRE.NCH TERMINATED AT ii.O FEET Figure , Log oc Tesc trench 35 A-33 GEOCON O .J.^ ..Ill '.Mill DL (.AZA 1,1 D 102 2 trr fJAins MMttfM LOI I uXAnan or Ut-U attCMirrioH Btr BtKtirr Al.l Mnirutt ccnun' fi "r -t TRENCH NO, 36 .l.'4',l- 2 -I - 4 • 6- a 10 12 TOPSOIL \ Very loose, dry, light brown-can, \ Sllty SAND TORIIEY SANDSTONE Highly weathered, damp, callchefied. light gray-can-graylsh, Incerbedded \ very fine SANDSTONE — •bedding atticude approximacely \ N45E/1°-2*'NW \ ^~~becoae3 very dense, massive, damp. Ughc gray, fine SANDSTONE wlch occasional reddish hemaclce scain —grades inco maaslve. hard, fine to medium gray SANDSTONE TRENCH TERMINATED AT 12,0 FEET Figure , Log of Test Trench 36 A-34 GEOCON 'U' 1 i 4 0 0 0 J I 1 7 i.uTU DE (AZA LTD 12) 0 2 3 ! t tr*- 4 . 6 - •10 ' •12 14 16 . JdltK.t lAJnUt Lce t LiCATlOX Figure i.i-r .i-i-.i- •••[• \ OfSCtittlCt TRENCH NO. 37 TOPSOIL Loose, dry to damp, Ughc brown. Clayey SAND TORRrr SANDSTONE Highly weathered, callchefied, llghc gray-can, very fine, Sllty SANDSTONE —callchefied, reddish-brown-gray SANDSTONE Interbed: bedding attitude approximately horizontal grades into ollve-gray, damp, medium cemenced, very fine, Sllty SANDSTONE "A 'very hard, highly cemented, grayish- brown, fossiliferous SANDSTONE bed Very dense, damp, reddish-brown, medium to well cemenced, medium-grained, fossiliferous SANDSTONE Very dense, damp, Ught gray, very Cine SANDSTONE TRENCH TERMINATED AT 15.0 FEET ptr Btn strr At I ¥oiirutt et-rprr \ trr f Log of Teac Trench 37 A-35 G'HyxnN \ C <j * f "O' ' J 4 0 0 0 J ? 1 CUTU DE (AZA LTD 02 4 ftt? Mutrtct LOt M UKtrici df ofsCtitnoM m-TLtel Btr Btxtlfr Atl mxsrvin esn rttr % t'r -t . 0 TRENCH NO. 38 TFT '•m •Uj [Ail did 4 . 6 8 10- 12 - 14 16 18 U.MDSLIDE DEBRIS Highly dlscurbed, fractured, callchefied, dry, whiclsh-can. very fine, Sllty SAND , fraccured, damp, dark black SILTSTONE ! seaa V Interbedded. damp, purple-gray, sheared SILTSTONE wlch yellowish, very chin. Clayey SILT incerbeds; scruccure dipping 15° toward souch •/ ,'. .'y.: '/. . y. . . V ,:• • •'/•'. .y. • -y • \y-•, ,V • y. • •xf • grades into reddish-brown, sheared Clayey SANDSTONE becomes coarser and massive TRENCH TERMINATED AT 18.0 FEET figure , Log or lesc Trench 38 A-36 GEOOON 'O' / 1 4 0 0-0 J 7 i 7 (UTO DE (AZA LTD (2) 0 2 •= k i - 6 - h 8 10 12 14 16 JA«/t^ luUttt 77~ V :^ .-y . y • /. • <•.-','... • •. • •/• • • • A; • • -y • /-. •.', ; • • y. : y- LOt t LDCAriQM Of UMtLt III—vft OeSCtirrtQH TRENCH 39 TOPSOIL Very loose, dry, light brown. Clayey \ Silcy SA.NTI/CUY UNDSLIDE DEBRIS Highly disturbed, remolded, sheared, raoifit, olive green CUY/SAND wich -random reddlsh-brown zones becomes very loose, raoisc CO wet, coarse, cohesionless Clayey SAND Slip Plane dipping souch approximately 10-5 becomes medium sclff, highly fractured, moist, olive green CUYSTONE wlch shiny parclng Surfaces Btr ecu Sirr At ' uoisrutc ccxrpir % t'r It TRENCH TERMINATED AT 16.0 FEET Figure . Log of Tesc Trench 39 A.37 GEOCCN i^J l.l J b - 6 - 8 • 10 10 12 tAttLt MUtrlft LUI I wetriOM or UMtx^ T'l 1X1 Of Sct'tnoM TRENCH NO. iO TORREY SANDSTONE Highly weathered, looae. wec to sacuraced, raddish-can-olive green, Sandy CUY/SAND grades inco dense, wet, Ughc gray- can, coarse, weakly cemenced SANDSTONE TRENCH TERMINATED AT 10.0 FEET TRENCH NO. 41 \ TOPSOIL Loose, damp, Ughc brown, Sllcy CUY DELMAR FORMATION Highly weachered, damp, olive green. \ Sllcy CUYSTONE \ . Dense, daap, weachered, grayiah-can, cohesionless SANDSTONE, contaCC 1 attitude N25E/4SE \ i_— becomes very dense, damp, graylsh- can moccled, well cemenced, massive SANDSTONE wlch several highly cemenccd, hard incerbeds u.- becomes ceddish-can. coarse and v«ry weaklv cemented TRENCH TER.MINATEO -AT U.O FEET atr Btitsnr Al.' n^truiAf artrmr % I'r •> figure , Log of Test Trenches 40 and il A-38 GEOCON 1. _ J 4 • ;i 0 'a' 7 i 4 8 5 8 7 1: COTO DE CAZA LTD 10 27 tm •nruiet LOC J LXJTIOH Br UUtLC *»litfm Slmmwff oys&tirriOM ll'tLtCC Otr Btnitr Al.l i^srutr etnrtrrr • 0 8 10 1- 12 TRENCH NO. 42 LA.S-DSLIDE DEBRIS (SOIL CREEP) Sofc, remolded, wet. light reddlsh- brown. Sllcy Sandy CUY Igrades iaco weathered, sheared, molac, j olive green CUY wich randomly orlenced shear planes Slip Plane dips S^-i*^ coward east V i,J,:i DELMAR rOR>UT10N Weathered, fraccured, moist, olive green, Sandy SILTSTONE grades into massive, very dense, damp, oUve green, medium co well cemented, very fine, Silcy SANDSTONE TRENCH TERMINATED AT 11.0 FEET Igure , Log ot Trench 42 A-39 GEOCON I'L LIU 1^ 0 2 8 Cftctirrioit TRENCH NO. 43 ORGANIC DEBRIS (BRUSH FILL) Very loose, wet, dark brown-black SAND, CUY, wooden debris ALLUVIUM Very loose, wet, reddish-brown, Sllty Clayey SAND TORREY SANDSTONE ~~ " Vary sciff, damp, purple-plnklsh-gray, well bedded, shaley SILTSTONE, very Chin, reddish-yellow, fine Clayey SAND Incerbeds, thickness of incerbeds 1/10' ehlckneaa of SILTSTONE beds l"-l/2" grades inco very denae, moific co wet, moccled light gray-reddlsh-brown, medium-grained, weakly cemenced SANDSTONE TRENCH TERMINATED AT 13.5 FEET •i-tLAi:! otr BfMSirr At.' Figure . Log of Trench 43 •KOitrutf ccnrtr/T X fr V A-40 GEOCON 'a' 7 J 4 8 5 8 2 71; COTO DE <:AZA LTD ] 0 29 IM SAyn.t KAIIft LOB t LBCtrioi or iAVALt P«*il'^.*» tf>lt-tl DfSctitriCM otr OfM Sir r toi irutt iCMrctr % trr tt . 0 TRE.S'CH NO, ii 4 . 6 - • 8 - TOPSOIL I Very loose, lighc brown, dry. Clayey \ SA.v(D TORREY SAJffiSTONE Highly weachered, fraccured, damp, \ incerbedded fine, lighc gray, Sandy V SILTSTONE and reddish-brown, fine »^ SANDSTONE "very hard, highly cemented, fossiliferous concrecion 4"-6" thick Very dense, damp, motcied reddlsh-brovn- gray SANDSTONE grades Inco light gray; very fine, weakly cemenced SANDSTONE wlch reddlsh- brown. chin Sandy Incerbeds, bedding attitude N30°E/3W TRENCH TERMINATED AT 7.5 FEET TREVCH NO. 45 11 \ TOPSOIL Very sofc, wet, dark brown, SUcy Sandy CUY DELHAR FORl'WTlON Highly weachered, fractured, callchefied olive green, Sllty CUYSTONE. bedding actltude N-S/6W Very dense, damp, light Can, medium- grained, raediiom CO well cemented, massive SANDSTONE TRE.NCH TERMINATED AT G.O FEET Figure , Log of Trenches ii and 45 A-41 GEOCON 4 J• 24' ae 10:.) H 'a'7 1 4 858 27 i; COTO DE (AZA LTD 1030 . 0 cent '« nrr t 2 . i . 6 - 6 10 12 4 li 16- tAMt^l i£l t LKATIOM Bf TTTT titivfi HttHltTIOH TRENCH NO. 46 TOPSOIL Very loose, dry, light gray-brown, Siley SAND TORREY SANDSTONE Dense, damp, whicish-gray. medium- grained, weakly cemented SANDSTONE grades inco coarse, grayish-can, raedium- to coarse-grained, weakly cemenced SANDSTONE becomes moccled Ughc can-reddlsh- brown SANDSTONE DELMAR FOR^UTION Sciff, damp, moccled pale olive- reddish-bcown. fac CUYSTONE wlch shiny parcing surfaces V TRENCH TER.MINATn) AT 15.0 FEET llt-tLAQt Otr Mitiltr uaiffutt X fr - Figure , Log ot Tranch 46 A-i2 GEOCON y l.l II.I UL K. .\i,A LIU 1^031 lo- ll. 14. 16. 18 20' LOt 4 or 1,1 iAM^LC Ofxctirrio/r TRENCH NO. 47 ALLUVIUM Loose, damp, reddish-brown, Silcv Clayey, fine SAND •-• becomes moist to wec — becomes saturated, abundant seepage 4 caving TRENCH TERMINATED AT 19.0 FEET "ftLACf I koisrum Ofxsirr I covrtwr At.' j % t'r It Figure . Log of Teac Trench 47 A-A 3 971009-005 APPENDIXC Laboratory Testing Procedures and Test Results Atterberg Limits: The Atterberg Limits were detennined in accordance with ASTM Test Method D4318 for engineering classification of the fine-grained materials and presented in the table below: Sample Location Liquid Limit (%) Plastic Limit (%) Plastic Index (%) USCS Soil Classification B-2 #7 @40' 35 16 19 CL B-3 #7 @30' 39 16 22 CL B-5 #6 @20' 42 20 22 CL B-6 #4@15' 42 17 25 CL Direct Shear Tests: Direct shear tests were performed on selected remolded and/or undisturbed samples, which were soaked for a minimum of 24 hours under a surcharge equal to the applied normal force during testing. After transfer ofthe sample to the shear box and reloading of the sample, the pore pressures set up in the sample (due to the transfer) were allowed to dissipate for a period of approximately 1 hour prior to application of shearing force. The samples were tested under various normal loads utilizing a motor-driven, strain-controlled, direct-shear testing apparatus at a strain rate of less than 0,001 to 0,5 inches per minute (depending upon the soil type). The test results are presented in the test data. Sample Location Sample Description Test Type Friction Angle (degrees) Apparent Cohesion (psf) LB-25#3@ 11- 14' Pale brown silty SAND Remolded to 90% 30 460 LB-25 #8 @ 53' Green gray CLAY Remolded to 90% 26 180 LB-26 #4 @ 20' Pale green sandy CLAY Undisturbed 25 750 LB-28 #1 @ 10' Pale yellow silty SAND Undisturbed 25 100 Moisture and Density Determination Tests: Moisture content and dry density determinations were performed on relatively undisturbed samples obtained from the test borings and/or trenches. The results of these tests are presented in the boring and/or trench logs. Where applicable, only moisture content was determined from "undisturbed" or disturbed samples. c-1 971009-005 APPENDIX C (Continued) Expansion Index Tests: The expansion potential of selected materials was evaluated by the Expansion Index Test, U.B.C. Standard No. 18-2 and/or ASTM Test Method 4829. Specimens are molded under a given compactive energy to approximately the optimum moisture content and approximately 50 percent saturation or approximately 90 percent relative compaction. The prepared I -inch thick by 4-inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water until volumetric equilibrium is reached. The results of these tests are presented in the table below: Sample Location Sample Description Compacted Dry Density (pcf) Expansion Index Expansion Potential Light brown clayey silty sand to sandy clay 101.5 28 Low Maximum Dry Density Tests: The maximum dry density and optimum moisture content of typical materials were determined in accordance with ASTM Test Method Dl 557. The results ofthese tests are presented in the table belovv: Sample Location Sample Description Maximum Dry Density (pcf) Optimum Moisture Content (%) LB-25 #3 @ 11-14' Pale brown silty SAND 117.5 13.5 LB-25 n@ 53' Green gray CLAY 111.0 17.5 Consolidation Tests: Consolidationtests were performed on selected, relatively undisturbed ring samples in accordance with Modified ASTM Test Method D2435. Samples were placed in a consolidometer and loads were applied in geometric progression. The percent consolidation for each load cycle was recorded as the ratio ofthe amount of vertical compression to the original I-inch height. The consolidation pressure curves are presented on the attached figures. Where applicable, time-rates of consolidation were recorded and presented below: Sample Location Coefficientof Consolidation C (cmVsec) B-2 @20' 2.2 X 10' B-3 @20' 2.3 X 10^ B-5 @ 15' 2.9 X 10-" c-2 TERATEST LABS, INC. DIRECT SHEAR TEST RESULT ASTM D 3080 Project Name: BRESSI RANCH Project Number: 971009-005 Boring Number: LB-25 Sample Number: 3 Soil Description: PALE BROWN SILTY SAND (SM) Date Tested By Checked By Depth (ft.) 10/31/00 BCC 11,0-14,0 VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psf) RELAXED STRESS (psf) PEAK VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psf) RELAXED STRESS (psf) COHESION (psf) 550 VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psf) RELAXED STRESS (psf) FRICTION (deg) 35 PEAK RELAXED 554 51 44 15 765 660 RELAXED 1108 101 83 15 1515 1245 COHESION (psf) 460 2216 127 104 15 1905 1560 FRICTION (deg.) 30 2500 2000 a < a. \-in 1500 1000 500 ' 1 r m — m f fe 1 y W 1 f ^ y 500 1000 1500 STRESS (psf) 2000 2500 TERATEST LABS, Jjyc DIRECT SHEAR TEST RESULT ASTM D 3080 Project Name: BRESSI RANCH Project Number: 971009-005 Boring Number: LB-25 Sample Number: 8 Soil Description: GREENISH GRAY LEAN CLAY (CL) Date Tested By Checked By Depth (ft.) 10/31/00 BCC 53,0 VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psf) RELAXED STRESS (psf) PEAK VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psf) RELAXED STRESS (psf) COHESION (psl) 200 VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psf) RELAXED STRESS (psf) FRICTION (deg.) 30 PEAK . REU\XED 554 35 31 15 525 465 RELAXED 1108 54 45 15 810 675 COHESION (psf) 180 2216 99 86 15 1485 1290 FRICTION (deg.) 26 TERATE.ST LABS, INC DIRECT SHEAR TEST RESULT ASTM D 3080 Project Name: BRESSI RANCH Project Number: 971009-005 Boring Number: LB-26 Sample Number: 4 Soil Description: PALE GREEN SANDY LEAN CLAY s(CL) Date Tested By Checked By Depth (ft.) 10/30/00 BCC 20,0 VERTICAL STRESS (psO PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psf) REL/\XED STRESS (psf) PEAK VERTICAL STRESS (psO PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psf) REL/\XED STRESS (psf) COHESION (psf) 750 VERTICAL STRESS (psO PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psf) REL/\XED STRESS (psf) FRICTION (deg.) 29 PEAK RELAXED 554 77 74 15 1155 1110 REU 1108 84 78 15 1260 1170 COHESION (psf) 750 2216 138 127 15 2070 1905 FRICTION (deg.) 25 2500 -1 2000 - 00 2000 - 00 2000 - 00 2000 - 00 2000 - - 00 2000 - - 00 2000 - - 00 2000 - - 00 2000 -I 00 2000 - 00 1500 • 00 1500 • 00 1500 • -w 00 1500 • - 00 1500 • 00 1500 • 00 1500 • 00 1500 • 00 1500 • 00 1500 • 00 C ID a. 2 < K to 1000- 00 C ID a. 2 < K to 1000- I*' 00 C ID a. 2 < K to 1000- y 00 C ID a. 2 < K to 1000- y r 00 C ID a. 2 < K to 1000- r < r 00 C ID a. 2 < K to 1000- y r^ 00 C ID a. 2 < K to 1000- r r ( \ 00 C ID a. 2 < K to 1000- a r r r 00 C ID a. 2 < K to 1000- 00 C ID a. 2 < K to 1000- 00 00 00 00 00 500- - 00 500- - 00 500- 00 500- 00 500- 00 0 • 00 0 • 00 0 • 00 0 • - 00 0 • - 00 0 • - 00 0 • - 00 0 • 00 0 • J_ 00 ( ) 5( )0 10 00 15 STRESS (psf) 00 20 00 25 00 TERATEIST LABS, I ISC f='i-i-jrmi t?r Gm-yfr^frf-ir-iri^.-il Try ."i t ir-, Vy DIRECT SHEAR TEST RESULT ASTM D 3080 Project Name: Project Number: Boring Number: Sample Number: Soil Description: BRESSIRANCH 971009-005 LB-28 1 Date Tested By Checked By Depth (ft ) 10/30/00 BCC PALE YELLOW POORLY-GRADED SAND WITH SILT (SP-SM) illy r 10 0 VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psf) REL^XED STRESS (psf) PEAK VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psf) REL^XED STRESS (psf) COHESION (psO 100 VERTICAL STRESS (psf) PROVING RING DIAL READING CONVERSI ON FACTOR SHEAR STRESS (psf) REL^XED STRESS (psf) FRICTION (deg.) 49 PEAK RELAXED 554 33 30 15 495 450 REC 0(ED 1108 103 98 15 1545 1470 COHESION (psf) 100 2216 160 147 15 2400 2205 FRICTION (deg.) 47 2500 2000 (A a z < H 1500 1000 500 500 1000 1500 STRESS (psf) 2000 2500 Leightonand Associates,lnc, GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 1 of 6 LEIGHTON AND ASSOCIATES, INC, GENERAL EARTHWORK AND GRADING SPECIFICATIONSFOR ROUGH GRADING 1,0 General 1,1 Intent: These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s). These Specifications are a part of the recommendations contained in the geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report(s). 1 -2 The Geotechnical Consultant of Record: Prior to commencement of work, the owner shall employ the Geotechnical Consultant of Record (Geotechnical Consultant). The Geotechnical Consultants shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminarygeotechnical findings, conclusions, and recommendationsprior to the commencementof the grading. Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing. During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall infonn the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial removal" areas, all key bottoms, and benches made on sloping ground to receive fill. The GeotechnicalConsultantshall observe the moisture-conditioningand processing of the subgrade and fill materials and perform relative compaction testing of fill to determine the attained level of compaction. The GeotechnicalConsultant shall provide the test results to the owner and the Contractor on a routine and frequent basis. 30301094 Leightonand Associa tes,Inc, GENERAL EARTHWORK AND GRADING SPEQEICATIONS Page 2 of 6 1,3 The Earthwork Confractor: The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-conditioningand processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be soieiy responsible for perfonning the grading in accordance with the plans and specifications. The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of "spreads" of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform the owner and the Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations. The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resuhing in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. 2.0 Preparation of Areas to be Filled 2.1 Clearing and Grubbing: Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, goveming agencies, and the GeotechnicalConsultant. The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1 percent of organic materials (by volume). No fill lift shall contain more than 5 percent of organic matter. Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area. As presently defined by the State of Califomia, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. Leightonand Associates,Inc, GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 3 of 6 2.2 Processing: Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction. 2.3 Overexcavation: In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading. 2.4 Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant. Fill placed on ground sloping flatter than 5:1 shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill, 2.5 Evaluation/Acceptance of Fill Areas: All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement, A licensed surveyor shal! provide the survey control for determ in ing elevat ions of processed areas, keys, and benches. 3.0 Fill Material 3.1 General: Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultantor mixed with other soils to achieve satisfactory fill material. 3 .2 Oversize: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant, Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely sunounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feetof future utilities or underground construction. Leightonand Associates,Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 4 of 6 3.3 Import: If importing of fill material is required for grading, proposed import material shall meet the requirements of Section 3.1. The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests perfonned. 4.0 Fill Placement and Compaction 4.1 Fill Layers: Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniform ity of material and moisture throughout. 4.2 Fill Moisture Conditioning: Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum. Maximum density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method D1557-91). 4.3 Compaction of Fill: After each layer has been moisture-conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percentof maximum dry density (ASTM Test Method Dl 557-91). Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity. 4.4 Compaction of Fill Slopes: In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method Dl 557-91. 4.5 Compaction Testing: Field tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to siope faces and at the fill/bedrock benches). 3030.1094 Leightonand Associates,Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 5 of 6 '^•^ Frequency of Compaction Testing: Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill constmction is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shali stop or slow down the earthwork constmction if these minimum standards are not met. Compaction Test Locations: The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can detennine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided. 5.0 Subdrain Installation Subdrain systems shall be instaiied in accordance with the approved geotechnical report(s) the gradmg plan, and the Standard Details. The Geotechnical Consultant may recommend additionai subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered dunng grading. All subdrains shall be surveyed by a land suweyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys, 6,0 Excavation Excavations, as well as over-excavation for remedial purposes, shaii be evaluated by the Geotechnical Consuhant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be detennined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut portion ofthe slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to piacement of materials for constmction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. Leighton and Associates, Inc, GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 6 of 6 7.0 Trench Backfills 7.1 The Contractor shall follow all OHSA and Cal/OSHA requirements for safety of trench excavations. 7.2 All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greaterthan 30 (SE>30). The bedding shall be placed to 1 foot over the top of the conduit and densified by jefting. Backfill shall be placed and densified to a minimum of 90 percent of maximum from I foot above the top of the conduit to the surface. 7.3 The jetting of the bedding around the conduits shall be observed by the Geotechnical Consultant. 7.4 The GeotechnicalConsultant shall test the trench backfill for relative compaction. At least one test shouid be made for every 300 feet of trench and 2 feet of fill. 7.5 Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his altemative equipment and method. irtrcoMPACTEDtrtr: PROJECTEO PLANE 1 TOI MAXIMUM FROM TXDE OF SLOPE TO APPJWVED OOOUNO NATURAL QROUND FILL SLOPE REMOVE UNSUTTABLE MATERIAL 2' MIN.- KEY DEPTH MIN.-o" f-i—18' MIN. LOWEST BENCH (KEY) BENCH HEIOHT NATURAL OROUND ooMPACTEO—^rr.5rrf 4'nrpicAL FILL-OVER-CUT SLOPE BENCH HEIQHT REMOVE UNSUITABLE MATERIAL — 2' MIN. KEY DEPTH CUT FACE SHAU BE CONGTRUCTB) PRKIR TO HLL PLACEMe<T TO ASStJRE ADEQUATE OeOLOOIC CONDfTlONS Ctn FACE TO BE CONSTHUCTeJ PRIOR TO F«J. PLACEMENTv NATURAL QROUND OVERBUILT AND TRIM BACK PROJECTEO PLANE 1 TOI MAXIMUM FROM TOE OF SLOPE TO APPROVED QROUNO DESIQN SLOPE REMOVE NSUITABLE MATERIAL CUT-OVER-FILL SLOPE For Subdrains See Standard Detail C 3 2' MIN. KEY DEPTH 15* Mid BENCH HEIOHT L-is'MirTU LOWESTBENCHI IKEYL BO<CHW0 SHAa BE DONE WHEN SLOPES ANGLE »S EQUAL TO Ofl GREATER THAN 5:1 MINMUM Be«>l HEIQHT SHALL BE 4 FEET MMMUM na WOTH SHALL BE 9 FEET KEYING AND BENCHING GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS A REV. 4/11/96 FINISH GRADE SLOPE FACE ^tr:rT_-IwiNDROW hrm nrr;^-^- • Oversbe rock b larger than 8 inches in largest dimenskxi. JETTED OR FLOODED GRANULAR MATERIAL • Excavate a trench In the compacted fill deep enough fo bury all the rock. • Backfill With granular soH jetted or flooded in place to fiH ali the voids. • Do not bury rock within 10 feet of finish grade. • Windrow of buried rock shall be parallel to the finished skjpe fiB. ELEVATION A-A' PROFILE ALONG WINDROW Z Z ^A=n JETTED OR FLOODED GRANULAR RAATERIAL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS B NATURAL GROUND BENCHING REMOVE UNSUITABLE MATERIAL r MIN. OVERLAP FROM THE TOP HOG RiNG TIED EVERY 6 FEET CALTRANS CLASS II PERMEABLE OR #2 ROCK' (9FT.'/FT.) WRAPPED IN FILTER FABRIC APPROVED EQUIVALENT) CANYON SUBDRAIN OUTLET DETAIL FILTER FABRIC (MIRAF1140 OR^ \ / APPROVED \ COLLECTOR PIPE SHALL DESIQN RNISHED GRADE PERFORATED PIPE er^ MiN. BE MINIMUM 6* DIAMETER SCHEDULE 40 PVC PERFORATED PIPE. SEE STANDARD DETAIL D FOR PIPE SPECIFICATION 20' MIN .NON-PERFORATED 6> MIN. FILTER FABRIC (MIRAF1140 OR APPROVED EQUIVALENT) #2 ROCK WRAPPED IN FILTER FABRIC OR CALTRANS CLASS II PERMEABLE. CANYON SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS C n 4/95 28 'y