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Home My WebLink AboutCT 97-13; Carlsbad Oaks East CT 97-13; Carlsbad Oaks East CT 97-13; 1990-06-15Project No. 8951337J-SI02 Woodward-Clyde Consultants PRELIMINARY GEOTECHNICAL INVESTIGATION FOR THE PROPOSED CARLSBAD OAKS EAST CARLSBAD, CALIFORNIA Prepared for: Carlsbad Oaks East, Ltd. c/o Tech Construction Corp. 3575 Kenyon Street San Diego, California 92110 t a/jgk3 IV s 5a5n°S cSrSi os Woodward-Clyde Consultants (619)294-9400 Fax:(619)293-7920 June 15, 1990 Project No. 8951337J-SIO2 Carlsbad Oaks East, Ltd. c/o Tech Construction Corp. 3575 Kenyon Street San Diego, California 92110 Attention: Mr. Paul Tchang PRELIMINARY GEOTECHNICAL INVESTIGATION FOR THE PROPOSED CARLSBAD OAKS EAST CARLSBAD, CALIFORNIA Gentlemen: Woodward-Clyde Consultants is pleased to provide the accompanying report which presents the results of our preliminary geotechnical investigation for the subject project. This study was performed in general accordance with our agreement dated January 26, 1990. This report presents our preliminary conclusions and recommendations pertaining to the project, as well as the results of our field explorations and laboratory tests. Only preliminary site development plans were available at the time of our investigation. We recommend that Woodward-Clyde Consultants review final site development plans as they become available. We can then review and revise the preliminary recommendations presented in this report, as necessary. Preliminary pavement sections have not been provided since proposed finish grade materials are not known at this time. The hillside areas south of the main canyon that crosses the site have adverse geologic conditions and potentially unstable areas. Slope stabilization will be required in order to construct the planned level lots. More specific design information will be provided after your selection of the stabilization method. Based on the actual plans for the proposed grading for the north-facing hillsides, additional subsurface explorations may be required for design of slope stabilization measures. If you have any questions or if we can be of further service, please give us a call. Very truly yours, WOODWARD-CLYDE.CONSULTANTS Joseph G. Kocherhans •', ^ t^ : ' V;| David L.Schug G.E. 480 V, : \\ Exp. 12/31/9?';;~;/ C.E.G. 1212 JGK/DLS/kah (a/jgk3) Consulting Engineers, Geologists and Environmental Scientists Offices in Other Principal Cities Project No. 8951337 J-SI02 Wood ward-Clyde Consultants TABLE OF CONTENTS Page No. PURPOSE AND SCOPE OF INVESTIGATION 1 DESCRIPTION OF THE PROJECT 2 REVIEW OF PUBLISHED INFORMATION 3 FIELD AND LABORATORY INVESTIGATIONS 4 SITE, SOIL AND GEOLOGIC CONDITIONS 4 Geologic Setting 4 Site Conditions 5 Subsurface Conditions 6 Structure 8 Local and Regional Faults 9 Ancient Landslides 9 DISCUSSIONS, CONCLUSIONS AND RECOMMENDATIONS 10 Potential Geologic Hazards 11 Groundwater 12 Ancient Landslides 12 Slopes 13 General Soil Characteristics 14 General Excavation Characteristics 15 Grading 17 Drainage 18 Foundations 20 Settlements 20 UNCERTAINTY AND LIMITATIONS 22 Tables 1. Results of Engineering Seismograph Traverses Appendices A. Field Investigation B. Laboratory Tests C. Logs of Test Excavations and Results of Seismograph Traverses from Previous Site Investigations D. Guide Specifications for Subsurface Drains E. Guide Specifications for Typical Buttress F. Guide Specifications for Earthwork G. Guide Specifications for Wall Drains a/jgk3 -i- Project No. 8951337J-SI02 Woodward-Clyde Consultants PRELIMINARY GEOTECHNICAL INVESTIGATION FOR THE PROPOSED CARLSBAD OAKS EAST CARLSBAD, CALIFORNIA PURPOSE AND SCOPE OF INVESTIGATION This report presents the results of our geotechnical investigation at the site of the proposed Carlsbad Oaks East commercial subdivision. The site is located approximately one mile east of El Camino Real and one quarter mile north of Palomar Airport Road in Carlsbad, California. This report has been prepared exclusively for Carlsbad Oaks East Ltd. and their consultants for use in evaluating the property and in project design. This report presents our conclusions and/or recommendations regarding: • The geologic setting of the site; • Potential geologic hazards, including ancient landslides; • General subsurface soil conditions; • General extent of existing fill soils; • Conditions of areas to receive fill; • Characteristics of proposed fill material, including general compaction characteristics in deeper fills; • Presence and effect of expansive soils; • Groundwater levels encountered within the depths of our subsurface investigation; Project No. 8951337J-SI02 Wood ward-Clyde Consultants • Stability of permanent cut and fill slopes; • Grading and earthwork; • Preliminary types and depths of foundations • Allowable soil bearing pressures; • Settlements; and • Preliminary design pressures for retaining walls. DESCRIPTION OF THE PROJECT For our study, we have discussed the project with Mr. Paul Tchang and Mr. Douglas Woods of Carlsbad Oaks East Ltd. and the design team from Rick Engineering Co. We have also been provided with a copy of the "Preliminary Lot Study, Four," tentative plan for Carlsbad Oaks East and other topographic plans for the area. We understand that the proposed project covers about 415 acres of which 271 acres will be graded to construct approximately 55 relatively large level commercial building lots. The lots as planned will range in size from approximately 1.3 to 8.3 acres. In order to construct these lots, cuts and fills up to 55 feet in height are planned with slope inclinations ranging from 2 to 1 (horizontal to vertical) to 3 to 1. We understand that the final types of structures are not known at this time since the individual lots will be sold, as grading and utility improvements are completed. However, in general we assume the structures will be of one or two-story concrete tilt-up type construction. The location and layout of the proposed lots are shown on the Site Plan and Geologic Map, Figure 1. a/jgk3 -2- Project No. 8951337J-SI02 Woodward-Clyde Consultants REVIEW OF PUBLISHED INFORMATION For our study we have reviewed the following geologic and geotechnical reports: • "Recent Slope Failures, Ancient Landslide, and Related Geology of the North-Central Coastal Area, San Diego County, California," Open File Report 82-12LA, prepared by the California Division of Mines and Geology (1982); • "Soil and Geological Investigation for the Proposed Carlsbad Oaks (CT 74- 21) Carlsbad, California", prepared by Woodward-Clyde Consultants, dated November 12,1981 (Project No. 51218G-SI01); • "Preliminary Feasibility Study, Reservoir Site Excavation Characteristics and Valley Alluvium Permeability, Carlsbad Oaks, San Diego County, California," prepared by Woodward-Clyde Consultants, dated June 5,1978 (Project No. 58169X-GEO1); and • "Preliminary Engineering Geologic Study, Locker Property, City of Carlsbad and San Diego County, California," prepared by Woodward- Gizienski and Associates, dated November 27,1973 (Project No. 73-281). and the following photographs: Series 81/32, entitled "Carlsbad Oaks", flown July 24,1981; • Series ANX of San Diego County, flown by Cartwright Aerial Surveys, Inc. for U.S.D.A. (1964); and Series ANX PMA-29-53 of San Diego County, flown by Park Aerial Surveys, Inc. for U.S.D.A. (1953). a/jgk3 -3- Project NO. 8951337J-SI02 Woodward-Clyde Consultants FIELD AND LABORATORY INVESTIGATIONS Our current site field investigation took place between October 27,1989 to May 17,1990. Our field studies included making a visual reconnaissance of the existing surface conditions; the excavation of eleven large-diameter borings, twenty small diameter test borings and twenty-nine backhoe test pits; and conducting of twelve shallow refraction seismograph traverses. The test excavations were advanced to depths ranging from 4 to 85 feet; representative soil samples were also recovered from the test excavations. The seismic traverses were extended to lengths of 150 to 270 feet. The approximate locations of the test excavations and the seismic traverses are shown on the Figure 1. The results of the seismic traverses are presented on Table 1. A Key to Logs is presented in Appendix A as Figure A-l. Logs of the borings and test pits are presented in Appendix A as Figures A-2 through A-81. The descriptions on the logs are based on field logs, sample inspection, and laboratory test results. Results of laboratory tests are shown at the corresponding sample locations on the logs and in Appendix B. The field investigation and laboratory testing programs are discussed further in Appendices A and B. The logs of test excavations and the results of seismic traverses made on and adjacent to the site during previous investigations by our firm are presented in Appendix C. The locations of these test explorations are shown on Figure 1. SITE, SOIL AND GEOLOGIC CONDITIONS Geologic Setting The site is located in the Rancho Agua Hedionda area of northwestern San Diego County. The area lies within a boundary zone between the erosional remnants of Tertiary sedimentary formations that form the coastal foothills, and the Cretaceous granitic basement rock of inland San Diego County. a/jgk3 -4- Project No 8951337J-SI02 Woodward-Clyde Consultants Site Conditions The site encompasses an approximately 415 acre parcel that extends to the north of the existing Carlsbad Oaks subdivision. In general, the site is characterized by three different topographic areas: the north-facing hillside slopes that extend down from the existing graded subdivision pads in the southern site area; the rocky hills which cover the central and northern site areas; and the intervening east-west canyon drainage. The two portions of the north-facing hillside slopes are separated by a side canyon which has been partially filled from the southerly adjacent grading. In general, these slopes drop steeply off the graded hilltop then flatten as they extend to the north. A rocky knob, which drops sharply into the canyon to the north, is however, present in the flats at the far western site corner. The lower portions of the north-facing slopes, which were cultivated in the past, are primarily covered by a dense growth of dried weeds, particularly on the eastern half of the site. Large portions of the undisturbed upper slope areas support a dense growth of native trees and brush. The central and northern portions of the site are characterized by gradually steepening granite hillsides, which include numerous tributary drainages and rocky outcrops. Vegetation in these areas range from dense trees and brush, particularly in the hillside drainages, to essentially barren conditions in the rock outcrop areas. The main canyon drainage flows east-west across the site dividing the north-facing slopes from the rocky highlands. The canyon drainage, which is broad and exhibits a shallow gradient in the eastern and central portions, changes to a narrow, steep, deeply incised watercourse as it enters the hard rock terrain in the western portion of the site. Most areas of the main canyon drainage, particularly in the undisturbed portions of the central and eastern areas, are densely vegetated with tall brush, grasses and trees. In addition to surface cultivation, the site has been greatly disturbed by man-made improvements, particularly those dealing with surface water retention. Recently, a siltation a/jgk3 -5- Project No. 8951337J-SI02 Woodward-Clyde Consultants basin was constructed by placing an earthen embankment at the base of the filled side canyon drainage separating the two north-facing hillside areas (see Figure 1). The remnants of an earthen dam as present in the western portion of the main canyon drainage. Several large fills were placed for the dam embankment and other associated improvements in this area. Additionally, several small earthen dam and roadway embankments are located within hillside tributary drainages. An underground sewerline is indicated by surface markers to extend east-west along the base of the north-facing hillsides. Small borrow areas are located on three leveled hilltops in the northern portion of the site. Unmaintained dirt roads and trails provide access to most areas of the site. Subsurface Conditions The site area is underlain by fill soils, recent alluvial and natural surficial soils, sediments of the Eocene Santiago Formation, and Cretaceous granitic rock. The geologic map symbols for mappable units are shown after the names of the units. The estimated areal extent of the geologic units, with the exception of the surficial soils and localized zones of shallow fill, are shown on the Site Plan (Figure 1). Fill (Qf) Fill soils from the southerly adjacent grading were used to fill the side canyon drainage and construct the fill slopes that exist between the two north facing hillside areas. Test Boring 1, made within the side canyon area, indicated that the fill in that area consists of poorly compacted lean to fat clay that was placed over natural alluvial soils. We anticipate that the 2 to 1 inclined fill slopes extending down from the adjacent subdivision were properly engineered and compacted; however, grading reports for that work have not been provided to us. Locally derived clay and sand fill soils were placed to construct the numerous dam and roadway embankments that are present on the site. Small sandy fills were also observed around the perimeter of the central and western hilltop borrow areas. Due to the disturbed a/jgk3 -6- Project No. 8951337J-SI02 Woodward-Clyde Consultants nature of the site, other localized areas of shallow fill soils are expected to be present in the site area. The maximum fill thickness encountered in our test explorations was 5.5 feet in Test Boring 1. Alluvium/Slopewash (Qal/Qsw) Our current and previous studies indicate that alluvial soils underlie most of the main canyon bottom area and the numerous hillside drainages on the site. Our test borings indicate that the main canyon alluvium consists primarily of soft to firm clay with interbeds of silty and clayey sands. Alluvial thicknesses of up to 17.5 feet were encountered in the test borings. Test pits made at the site indicate that the alluvium in hillside drainages is primarily silty sands which are estimated to be generally less than 10 feet in thickness. Surficial Soils (unmapped) Natural surficial soils mantle the hillsides in most areas of the site. These soils appear to be more developed in areas underlain by sedimentary formational materials. Our test explorations in sedimentary areas encountered a maximum of 5.5 feet of surficial soils which generally consisted of up to 5.5 feet of hard clay topsoil which was locally underlain by a residual clay horizon composed of 2 to 3 feet of lean to fat clay. Surficial soil thicknesses achieved a maximum thickness of 4 feet in test explorations made in areas underlain by granitic rock. Typically, the surficial soils consisted of up to 4 feet of loose sand topsoil. A residual clay horizon, which generally consisted of 1.5 to 2 feet of dense clayey sand or sandy clay, is present locally on the surface or underlying the topsoils. Santiago Formation (Ts) Beneath the overburden soils, the north-facing hillsides in the southern portion of the site are underlain by sediments previously assigned to the Santiago Formation. Soils of this unit, while thinning to the north, also extend beneath the main canyon drainage and comprise portions of the lower slopes along the canyon's northern hillsides. Our test a/jgk3 -7- Project No. 8951337J-SI02 Woodward-Clyde Consultants excavations indicate that the Santiago Formation in this area consists of layers of hard sandy clay and sandy silt with interbeds of dense silty and clayey sand. Random zones of cementation were also encountered, particularly within sandy layers of this unit, during our test drilling. Our experience indicates that the Santiago Formation in this area is generally equivalent in strength characteristics to the Del Mar Formation and as such can be potentially prone to slope instability. Portions of the Santiago Formation, as observed in several of our test excavations, appears to have been disturbed along internal zones of weakness. Granitic Rock (Kgr) A granitic rock mass underlies the overburden soils and, where present, the Santiago Formation in the major portion of the site north of the main canyon drainage. Although weathering and decomposition of the granite is variable across the site, based on our test explorations and site observations, the majority appears to be moderately decomposed and breaks down upon drilling into a silty to clean sand. However, the numerous hard rock outcrops and surface bounders of decomposition indicate that hard rock zones are present within the granite throughout the site area. Structure In general, the bedding of the Santiago Formation sediments were observed in our test borings to range from essentially horizontally stratified to having measured dip angles of up to 20 degrees in primarily southerly to southwesterly directions. Our observations also indicate that portions of these sediments are highly fractured and some bedding shear planes are also present. Groundwater Groundwater seepage was observed in several of our large diameter test excavations made within the Santiago Formation at the site. Based on our observations, the groundwater was typically seeping from sandy interbeds and was encountered at various depths but generally below elevations of approximately 300 feet. Groundwater was also observed a/jgk3 -8- Project No. 8951337J-SI02 Woodward-Clyde Consultants within the loose alluvial soils underlying the main canyon drainage. Current and previous site studies encountered the groundwater table at depths of between 3 and 9 feet below the surface within these alluvial soils. Some surface runoff was observed to be ponded behind ^ the siltation basin and flowing in portions of the main canyon drainage channel. Local and Regional Faults A minor fault was observed in Boring B-6 at a depth of 7 to 18 feet below the surface. The fault exhibited an average dip of 70 degrees to the north and an estimated average displacement of 22 inches. No other faults were observed in the test excavations or are known to have been mapped as crossing the site. A fault that apparently projects towards the site was investigated during studies for the southerly adjacent subdivision. There were no indications that this fault extends into the project site. The dominant local fault system is the Rose Canyon fault zone, which is located off-shore approximately 8 miles to the southwest of the site. Although the Rose Canyon fault zone has been seismically quiescent through most of recorded history, a series of earthquakes with events up to Richter Magnitude 4.2 were attributed to the Rose Canyon fault zone in San Diego Bay in 1985. In addition, recent studies on fault traces within the Rose Canyon fault zone have indicated that it should be classified as being "active". Studies of the geologic history and character of the Rose Canyon fault zone indicate that it is capable of producing a moderate to large magnitude earthquake. Other nearby recognized fault systems are the Elsinore fault zone and the Coronado Bank fault zone, located approximately 21 miles northeast and 24 miles southwest (offshore) of the site, respectively. Both of these systems are also considered capable of producing a moderate to large magnitude earthquake. * Ancient Landslides Our air photos studies and the topographic character of the north-facing hillsides (in the southern portion of the site) are suggestive that this area may be underlain by ancient * landslides. Previous investigation and limited test drilling suggested the presence of a/jgk3 -9- Project No. 8951337J-SI02 Woodward-Clyde Consultants several ancient landslides on these slopes. Our current studies were intended to further evaluate the presence and character of landslides on these slopes in areas of proposed grading. Our large diameter test borings drilled on the eastern portion of the north-facing slopes (Borings 1 through 7) encountered zones of highly fractured clay stone, bedding plane faults and remolded clay seams. The borings also encountered localized zones of groundwater seepage. Although distinct planar features suggestive of basal slip planes of ancient landslides were not encountered in the current borings, other geologic features in the borings as well as the general expression of the hillside area on air photos, are suggestive of relatively complex ancient landslide terrain. Based on our experience and current levels of subsurface information, it is our opinion, that several areas of these slopes should be considered as underlain by ancient landslides. Borings made for this study on the western half of the north-facing hillsides indicate that an ancient landslide is present in the southwest corner of the site. Boring B-10 encountered a slide plane with a shallow out-of-slope dip at a depth of 12 feet in this area. However, other large areas of the hillside on the vicinity of the ancient landslide appear to be underlain by highly fractured and unstable soils as evidenced by a recent slope failure (within last few years) that occurred in the central portion of this hillside area. Because of known and suspected ancient landslides, and adverse conditions identified in our borings, we consider the entire area of the north-facing slopes to be potentially unstable. The approximate limits of the existing suspected landslides and the estimated zone of potentially unstable hillside areas are shown on the Site Plan (Figure 1). DISCUSSIONS, CONCLUSIONS, AND RECOMMENDATIONS The discussions, conclusions, and recommendations presented in this report are based on the information provided to us, results of our current and previous field and laboratory studies, analyses, and professional judgment. a/jgkS -10- *Project No. 8951337J-SI02 Woodward-Clyde Consultants Potential Geologic Hazards Faults and Seismicity Our studies indicate that there are no known active or potentially active faults mapped on the site or projected towards the site. A minor fault trace was encountered during our field studies which may underlie proposed areas of development. Based on our experience, we interpret this fault to be a localized feature that was likely caused by differential settlement during consolidation of the sedimentary formational soils near the crystalline bedrock. As such, the fault is not considered a significant geologic constraint to the project. Southern California is a seismically active region and the San Diego area is subject to periodic seismic shaking from earthquakes on local or more distant faults. It is not unreasonable to anticipate that the general project area, as well as the entire San Diego County coastal area, could experience relatively strong ground shaking due to nearby or distant earthquakes. It is generally considered economically unfeasible to build a totally earthquake-resistant project; it is, therefore, possible that a large or nearby earthquake could cause damage at the site. Liquefaction The sedimentary and igneous rock formations underlying the site are primarily in a dense condition and, in our opinion, are generally not considered to have a potential for liquefaction. Based on our observations and experience, the loose, saturated alluvial sands underlying the main canyon drainage have a potential for liquefaction during strong seismic ground shaking. Similarly, the loose alluvial soils in the hillside drainages may be potentially liquefiable under conditions of saturation. In our opinion, the potential for liquefaction of these soils can be substantially reduced by excavation and recompaction as recommended under "Grading". a/jgk3 -11- Project No. 8951337J-SI02 Woodward-Clyde Consultants Groundwater Our borings indicate that groundwater is present in the subsurface soils on the north-facing southern hillsides at elevations below approximately 300 feet. In our opinion, the groundwater seeps observed probably represent perched water zones (rather than a permanent groundwater table). Groundwater seepage can have a substantial influence on slope stability in hillside areas such as those present at the site. Slope remediation measures for development in these areas should consider the possible affects of groundwater on slope stability. Groundwater was not encountered in our subsurface explorations to the north of the main drainage. However, our experience indicates that groundwater seepage can also occur in slopes cut within granitic rock where the rock is highly fractured and contains pockets of seasonally accumulated groundwater. We recommend that all cut slopes be observed by an engineering geologist from our firm during site grading. If wet areas or potentially wet areas are identified during grading, recommendations for the extent and locations of drains can be made at that time. The attached "Guide Specifications for Subsurface Drains" (Appendix D) shows several recommended methods for collecting cut slope seepage. Ancient Landslides Area North of the Main Canyon Our studies did not indicate the presence of ancient landslides on the portion of the site north of the main canyon drainage that transverses the site from east to west. Area South of the Main Canyon Our studies for the north-facing hillsides to the south of the main canyon drainage indicate the presence of several large ancient landslides and a smaller recent slope failure. Due to the apparent susceptibility of these hillsides to slope failure, we have designated the major portion of this area as being underlain by unstable soils. a/jgk3 -12- Project No. 8951337J-SI02 Woodward-Clyde Consultants In our opinion, construction of extensive slope buttress fills will be required in cut slopes and beneath fill slopes in most areas of the north-facing slopes. A general preliminary design for a slope stabilization buttress fill is shown in Appendix E. The actual size and configuration of the buttresses required will be dependent on the final grading of each lot. Based on the planned grading, additional subsurface explorations may be required for design of slope buttresses. Therefore, we recommend that specific buttress designs be prepared before grading plans are finalized. Slopes North of the Main Canyon Drainage We have analyzed the cut and fill slopes proposed for the area north of the main canyon drainage (primarily within the granitic rock materials) which have maximum heights of approximately 55 feet at slope inclinations ranging between 2 to 1 (horizontal to vertical) to 3 to 1. We have performed stability analyses for the proposed slopes using the PC-Slope computer program utilizing the following parameters: effective angle of internal friction = 40, degrees; effective cohesion = 50 psf; total unit weight =140 pcf. The results of those analyses indicate that the slopes have calculated factors of safety in excess of 1.5 for static conditions. Stability analyses require using parameters selected from a range of possible values. There is a finite possibility that slopes having calculated factors of safety, as indicated, could become unstable. Previous analyses and our experience have shown that, typically, cut and fill slopes, such as those proposed in the materials present on the site, are grossly stable; nevertheless, there is a finite possibility that such slopes could become unstable. However, it is our opinion, that slopes properly constructed in undisturbed granitic rock materials or of granular granitic fill soils have a generally low probability of becoming unstable. South of the Main Canyon Drainage It is anticipated that grading to create land pads in this area will include making both cut and fill slopes. For preliminary planning purposes, in our opinion, slopes in this area will require relatively extensive slope buttresses. Initially we would recommend that materials a/jgk3 -13- Project No. 8951337J-SI02 Wood ward-Clyde Consultants used for buttresses in this area be taken from the granitics on the north side of the site. The clays and disturbed soils on the south area could be placed within controlled zones of the fills planned for the north area. General Fill Slopes Fill slopes, especially those constructed at inclinations steeper than 2:1, are particularly susceptible to shallow slope sloughing in periods of rainfall, heavy irrigation, and/or upslope surface runoff. Periodic slope maintenance may be required, including rebuilding the outer 1 to 4 feet of the slope. Sloughing of fill slopes can be reduced by overbuilding at least 3 feet and cutting back to the desired slope. To a lesser extent, sloughing can be reduced by backrolling slopes at frequent intervals. As a minimum, we recommend that all fill slopes be trackwalked so that a dozer track covers all surfaces at least twice. We recommend that all cut and fill slopes be planted, drained, and maintained. General Soil Characteristics The natural surficial soils in areas underlain by the Santiago Formation are generally clayey and are moderately to highly expansive. Clay layers within the alluvial soils are also potentially expansive. Soils generated from cuts in the Santiago Formation will range from highly expansive clays to nonexpansive sands; expansive soil conditions are anticipated to exist near finish grade. The majority of surficial soils and formation soils generated from proposed grading in the granitic rock terrain are expected to be sands that are low in expansion potential. With the exception of organic portions of the topsoils and alluvium, all soils present at the site are expected to suitable for use as fill soils. Any moderately to highly expansive soils are not suitable for use at finish grade. Based on our site observations and test explorations, we expect that a large number of boulders will be generated from cuts in the granitic rock terrain on the site. The anticipated relatively high percentage of oversize rock in fill produced from these proposed cut areas may require special handling considerations during grading. a/jgk3 -14- Project No. 8951337J-SI02 Woodward-Clyde Consultants General Excavation Characteristics Based on the results of our field investigation, we anticipate that the overburden soils and formational sediments can generally be excavated with light to moderate effort by heavy- duty grading equipment, however, we expect that excavation of cemented zones in the Santiago Formation may require heavy ripping and may result in the generation of oversize material (larger than 24 inches). The excavation characteristics of the granitic rock materials generally depends on the type of material, the degree of weathering and decomposition, and the spacing and orientation of the fractures. For this investigation, we have used the seismic velocity data indicated by the engineering seismograph traverses together with the drilling character of test borings to aid in evaluating the rippability characteristics of the granitic rock. Several of the seismograph traverses gave no apparent indication of nonrippable rock within the estimated depths of the traverses. To estimate the depth where nonrippable rock might be encountered if deeper exploration had been practical, an assumed velocity for nonrippable rock (6,500 fps) was substituted and used in the Critical Distance Formula for depth calculation (see Table 1). Such depths are estimates and we would expect variations in actual depths to nonrippable rock. Our experience with excavations made in similar granitic materials in other areas of San Diego County indicate that the results of seismic traverses can be correlated with rippability using a model D-9 Caterpillar tractor with single-shank ripper as shown in the following table. Although the given values are lower than those presented in some of our earlier studies, and lower than rippability estimates given in the latest edition of the Caterpillar Performance Handbook (October 1989), they are, in our opinion and recent experience, representative of local granite rippability characteristics considering average equipment and operator performance. The rippable/nonrippable seismic velocity threshold indicated can be significantly lowered by the use of smaller, older or less powerful excavation equipment. a/jgk3 -15- Project No. 8951337J-SI02 Woodward-Clyde Consultants Apparent Seismic Velocity (fps)Estimated Rippability less than 4,500 4,500 to 6,500 Materials can generally be ripped with conventional heavy-duty equipment; however, rocks exhibiting velocities as low as 4,000 fps are sometimes very hard on equipment. Some contractors have blasted rock with these velocities and have found it desirable to preblast prior to excavation. Materials within this range appear to be marginally rippable; the success of the excavation operation often depends on equipment performance and operator technique. Greater than 6,500 Materials normally require blasting prior to excavation. Based on the results of our previous and current studies, we estimate that nonrippable rock conditions will generally be encountered at depths ranging from 5 to 74 feet of existing grade in areas underlain by granitic rock at the site (see Table 1). Our analysis also indicates that the rock is irregularly weathered and contains some zones of hard rock within otherwise rippable decomposed granite. It has been our experience that blasting is often required to dislodge these isolated hard rock boulders or to reduce them to manageable size. It has also been our experience that grading contractors will generally elect to blast conventionally rippable weathered rock areas if these are interspersed with rock of higher velocity requiring blasting; thus the volume of rock drilled and shot may be higher than that indicated by engineering studies. In our opinion, significant quantities of oversize materials may be generated during excavation of the rock materials. There is also the possibility that local shortages of fines a/jgk3 -16- Project No. 8951337J-SI02 Woodward-Clyde Consultants and soil may occur during placement of excavated rock fill. Special handling or mixing procedures may be required to provide the specified amount of fine grained soil in rock fills. Preblasting prior to removal of the overburden soils or rippable rock materials generally results in a higher percentage of fines. Our comments regarding rippability are based on our interpretations of drilling and geophysical data. Other may interpret such data differently. We recommend that potential grading contractors be required to come to their own conclusions regarding site excavation characteristics, including making their own site investigations if desired. We will make our raw data available for review if so requested. Grading We recommend that all earthwork be done in accordance with the attached "Guide Specifications for Site Grading" (Appendix E). We also recommend that Woodward-Clyde Consultants (WCC) review the grading plans prior to final design and observe the grading and test compacted fills. We further recommend that a pre-grading conference be held at the site with the owner, civil engineer, contractor, and soil engineer in attendance. Soil conditions and the grading schedule can be discussed at that time. We recommend that the entire site be cleared of all vegetation and any other debris or rubble. The unsuitable material generated should be disposed of off-site prior to the placing of any new fill. We recommend that all surficial soils and alluvium be excavated in accordance with the guide specifications prior to placing new fill. The benches constructed for removal of these materials should be at least ten feet wide and extend through these soils. Benching operations should be observed by the soil engineer. Dewatering procedures may be required to properly remove and recompact the alluvial soils within and adjacent to the main canyon drainage. We recommend that the soils within four feet of final rough grade on building pads consist of select well-graded granular soils. Select soils are also defined as those soils with expansion index values of 30 or less when tested in accordance with UBC Standard 29-2. The more expansive soils may be used in deeper fill areas. We recommend that no clay soils be placed within 50 feet of a slope face. a/jgk3 -17- Project No 8951337J-SI02 Woodward-Clyde Consultants Many large hard rock boulders are exposed on the surface of the granitic rock hillsides. In addition, our test borings indicate that numerous, variable-size fresh granite boulders are I present at varying depths within the decomposed granite. Based on our observations, we anticipate that the proposed grading will generate a significant amount of hard rock boulders. The volume of hard rock boulders generated can not be estimated at present. - The most practical method of handling the boulders during grading will most likely be dependent on the actual quantity that is generated. Possible options for rock treatment that could be considered are: • Place large boulders in outside slope faces, between the slope face and an*engineered stable inside slope; • Place large boulders in open space; 3 • Place large boulders in street below utility grades; and • Break the boulders into specification-sized rock and place in the mass fill. We recommend that these and other possible methods of the large rock treatment be considered prior to bidding the project for grading so that a specific rock treatment specification may be developed, for the project. Drainage We recommend that positive measures be taken to properly finish grade each lot so that drainage waters from the lot and adjacent properties are directed off the lot in a controlled system to prevent erosion. As the lots are developed we recommend that positive measures also be taken to direct water off the lot and away from foundations, floor slabs, and slope tops. Even when these measures have been taken, experience has shown that a shallow groundwater or surface water condition can and may develop in areas where no such water a/jgk3 -18- Project No. 8951337J-SI02 Woodward-Clyde Consultants condition existed prior to site development; this is particularly true where a substantial increase in surface water infiltration results from landscaping irrigation. To further reduce the possibility of moisture related problems, we recommend that all landscaping and irrigation be kept as far away from the building perimeter as possible. Irrigation water, especially close to the building, should be kept to the minimum required level. We recommend that the ground surface in all areas be graded to slope away from the building foundations and floor slabs and that all runoff water be directed to proper drainage areas and not be allowed to pond. A minimum ground slope of 2 percent is recommended adjacent to structures and 1 percent in areas that are paved. In order to provide a subsurface barrier to reduce the potential for moisture migration, we recommend that the structures be provided with a continuous perimeter concrete footing extending at least 18 inches below lowest adjacent grade and 12 inches wide. Recommendations for floor slab underlays are provided later in this report. We recommend that canyon bottom and subsurface drains be installed in major side canyon and hillside drainages to collect and allow free discharge of accumulating groundwater. The approximate locations of canyon subdrains recommended for the tentative grading scheme are shown on Figure 1. Additional subdrains may be recommended if grading plans are changed or if field conditions during grading indicate the need. Typical subdrain details are shown in Appendix D. We recommend that subdrains discharge into proper drainage outlets that are properly protected against plugging and stoppage. The locations of recommended canyon subdrains should be shown on copies of the final grading plan. In our preliminary soils investigation for the southerly adjacent subdivision, we recommended that a canyon subdrain be placed beneath the fill and reworked alluvial soils within the side canyon drainage that follows the proposed northerly extension of El Fuerte Street. It is not known at this time if the recommended subdrain was ever constructed. For our current project, we recommend that this subdrain, if it exists, be extended, if necessary, to outlet beyond the toe of the proposed roadway embankment. If grading documents indicate that the subdrain was not constructed prior to the placement of the existing fill, we should be consulted for further recommendations. a/jgk3 -19- Project No. 8951337J-SI02 Woodward-Clyde Consultants Foundations Since the details of the proposed structures are not known at this time, we recommend the following guidelines for preliminary design considerations for the assumed types of structures discussed under Description of Project: • Foundations for structures placed on undisturbed granitic formational soils may be designed for an allowable soil bearing pressure of 5000 psf; • Foundations for structures placed on properly compacted granitic granular fill soils may designed for an allowable soil bearing pressure of 3000 psf; • All footings should be at least 18 inches wide and founded at least 18 inches below lowest adjacent rough grade; • In our opinion, the recommended allowable soil bearing pressure may be increased by one-third for loads that include wind and seismic forces; • All footings should be reinforced top and bottom; the actual reinforcements should be in accordance with the structural engineer's recommendations. If clay soils are encountered within footing excavations, they should be replaced to a minimum depth of 4 feet below finish grade. These recommendations are intended only to reduce the effects of heaving; footings founded in expansive soils should be expected to heave; and • We recommend that footings not be located within 10 feet of the top of a slope. Settlements Compacted fills typically increase in moisture and settle sometime during their lifetime. It is not possible to accurately estimate settlements of fills because environmental conditions a/jgk3 -20- Project No. 8951337J-SI02 Woodward-Clyde Consultants within and below the fill usually change with time. The settlements are frequently found, however, to be on the order of 0.2 to 0.5 percent of the depth of deep fills for nominal moisture increases. Some fills experience settlements up to 1 percent of their total thickness. It is believed that settlements can be reduced be compacting the fill to a higher degree of compaction. We therefore recommend that fills over 30 feet in height have the soils below that depth compacted to a minimum of 95 percent relative compaction. If the clays from south of the main canyon drainage are used in the deeper portions of fills, special design considerations may be required with respect to compaction requirements. To reduce the effect of anticipated settlements on structures constructed on both cut and fill soils, we recommend that the building pads be undercut or the footings be deepened. The effects of anticipated and potential settlements on structures can also be reduced by designing foundations to function as a rigid structural unit. No specific detailed recommendations have been presented at this time since details of structures and allowable settlements are not known. Floor Slabs We recommend that all soil-supported floor slabs and exterior slabs have a minimum thickness of 4 inches and that they be properly reinforced for their intended use; the actual reinforcement should be in accordance with the structural engineer's recommendations. Interior concrete slabs should be underlain by at least 2 inches of coarse sand. Slabs that will be covered by moisture sensitive material should be underlain by an adequate vapor barrier placed underneath the sand. The vapor barrier should consist of at least 10 mil plastic sheeting or equivalent underlain by at least 4 inches of coarse, clean sand or fine gravel. Retaining Walls No construction details have been provided to us; however, we anticipate that typical masonry block, cantilever walls will be used. We recommend that foundations for such cantilever retaining walls be designed using a maximum allowable soil bearing pressure of 5,000 psf in cut areas and 2,500 psf in fill areas. We also recommend the walls be a/jgk3 -21- Project No. 8951337J-SI02 Woodward-Clyde Consultants designed to resist lateral earth pressures calculated using the following equivalent fluid weights: Backfill Slope Equivalent Fluid Weight (horizontal to vertical) (pcf) level 45 2:1 60 For a wall subjected to traffic loads from delivery trucks, we recommend the lateral earth pressures be evaluated using the appropriate equivalent fluid weight plus an additional uniform pressure of 400 plf applied to the full height of the wall. This uniform pressure assumes H-20 truck loading no closer than 3-1/2 feet to the back face of the wall. Other surcharge conditions should be evaluated individually. These equivalent fluid weight and uniform pressures are based on the assumption that on-site soils will be used for backfill; that there will be no surcharge loads, such as adjacent footings or vehicle loads other than those specified, acting on the walls; and that the wall will be provided with drains designed to prevent the buildup of hydrostatic pressures. A "Guide Specifications for Wall Drains" is presented in Appendix G. In areas where water seepage through the subsoils is not anticipated, we recommend, as a minimum, that short retaining walls be provided with a backfill drainage system consisting of 2 cubic feet of crushed rock (wrapped in filter fabric) per lineal foot of wall, with weep holes every 6 to 10 feet on-center. Cantilever conditions are defined as walls capable of horizontal movements of at least 0.005H at the top of the wall, where H is the height of the wall. If these conditions are not satisfied, additional recommendations for restrained conditions can be made if requested. UNCERTAINTY AND LIMITATIONS We have observed only a very small portion of the pertinent soil and groundwater conditions. The recommendations made herein are based on the assumption that soil conditions do not deviate appreciably from those found during our field investigation. We recommend that Woodward-Clyde Consultants review the foundation and grading plans to verify that the intent of the recommendations presented herein has been properly interpreted a/jgk3 -22- Project No. 8951337J -SI02 Wood ward-Clyde Consultants and incorporated into the contract documents. We further recommend that Woodward- Clyde Consultants observe the site grading, subgrade preparation under concrete slabs and paved areas, and foundation excavations to verify that site conditions are as anticipated or to provide revised recommendations if necessary. If the plans for site development are changed, or if variations or undesirable geotechnical conditions are encountered during construction, we should be consulted for further recommendations. This report is intended for design purposes only and may not be sufficient to prepare an accurate bid. California, including San Diego, is an area of high seismic risk. It is generally considered economically unfeasible to build a totally earthquake-resistant project; it is, therefore, possible that a large or nearby earthquake could cause damage at the site. Geotechnical engineering and the geologic sciences are characterized by uncertainty. Professional judgements presented herein are based partly on our understanding of the proposed construction, and partly on our general experience. Our engineering work and judgements rendered meet current professional standards; we do not guarantee the performance of the project in any respect. Inspection services allow the testing of only a small percentage of the fill placed at the site. Contractual arrangements with the grading contractor should contain the provision that he is responsible for excavating, placing, and compacting fill in accordance with project specifications. Inspection by the geotechnical engineer during grading should not relieve the grading contractor of his primary responsibility to perform all work in accordance with the specifications. This firm does not practice or consult in the field of safety engineering. We do not direct the contractor's operations, and we cannot be responsible for the safety of personnel other than our own on the site; the safety of others is the responsibility of the contractor. The contractor should notify the owner if he considers any of the recommended actions presented herein to be unsafe. a/jgk3 -23- Project No. 8951337J-SI02 Woodward-Clyde Consultants TABLE 1 RESULTS OF ENGINEERING SEISMOGRAPH TRAVERSES Seismic Traverse No. and Length (ft) Apparent Velocity (ft/sec) Apparent Depth (ft)Interpretation* S-l (250) Fwd: 4,000 5,200 7,900 Rev: 3,300 4,600 10,400 S-2(250) Fwd: 3,050 5,650 7,600 Rev: 1,450 4,950 10,800 S-3 (150) Fwd: 1,425 5,150 20,000 Rev: 2,150 3,400 6,200 6,500 (assumed) S-4(250) Fwd: 2,200 4,000 6,500 (assumed) Rev: 2,100 3,900 5,,150 6500 (assumed) S-5 (220) Fwd: 1,700 3,075 4,400 0-8 8-52 52+ 0-9 9-60 60+ 0-7 7-43 43+ 0-3 3-45 45+ 0-11 11-49 49+ 0-6 6-23 23-30 30+ 0-6 6-66 66+ 0-4 4-31 31-56 56+ 0-2 2-12 12-53 Rippable Marginally rippable Nonrippable Rippable Marginally rippable Nonrippable Rippable Marginally rippable Nonrippable Rippable Marginally Rippable Nonrippable Rippable Marginally Rippable Nonrippable Rippable Rippable Marginally Rippable Nonrippable Rippable Rippable Nonrippable Rippable Rippable Marginally Rippable Nonrippable Rippable Rippable Rippable * Based on excavation by equipment to Caterpillar D-9 bulldozer. a/jgk3 Project No. 8951337J-SI02 Woodward-Clyde Consultants TABLE 1 RESULTS OF ENGINEERING SEISMOGRAPH TRAVERSES Seismic Traverse No. and Length (ft) Apparent Velocity (ft/sec) Apparent Depth (ft)Interpretation* S-5 (220) Fwd: Rev: S-6 (200) Fwd: Rev: S-7 (140) Fwd: Rev: 1,700 3,075 4,400 7,850 1,850 4,000 6,,300 6500 (Assumed) 3,500 5,400 10,000 3,400 4,950 7,500 1,850 2,825 10,500 1,450 2,025 4,000 14,800 S-8 (250) Fwd: 1,150 4,300 5,250 6,500 (assumed) Rev: S-9 (160) 2,700 4,150 8,300 2,000 6,400 11,600 0-2 2-12 12-53 53+ 0-3 3-48 48-50 50+ 0-5 5-45 45+ 0-5 5-28 28+ 0-2 2-28 28+ 0-2 2-14 14-37 37+ 0-2 2-31 31-64 64+ 0-9 0-9 64+ 0-12 12-29 29+ Rippable Rippable Rippable Nonrippable Rippable Rippable Marginally Rippable Nonrippable Rippable Marginally Rippable Nonrippable Rippable Marginally Rippable Nonrippable Rippable Rippable Nonrippale Rippable Rippable Rippable Nonrippable Rippable Rippable Marginally Rippable Nonrippable Rippable Rippable Nonrippable Rippable Marginally Rippable Nonrippable * Based on excavation by equipment equivalent to Caterpillar D-9 bulldozer. a/jgk3 Project No. 8951337J-SI02 Woodward-Clyde Consultants TABLE 1 RESULTS OF ENGINEERING SEISMOGRAPH TRAVERSES Seismic Traverse No. and Length (ft) Apparent Velocity (ft/sec) Apparent Depth (ft)Interpretation* Rev: 1,850 3,250 21,000 S-10 (200) Fwd: 1,375 4,200 5,100 8,400 Rev: 2,500 4,250 6,100 6,500 (assumed) 8-11(240) Fwd: 1,425 2,500 4,250 8,900 Rev: 1,800 4,100 11,000 8-12(270) Fwd: 2,600 3,750 6,300 6,500 (assumed) Rev: 3,000 4,100 6,500 0-8 8-35 35+ 0-2 8-35 17-47 47+ 0-3 3-26 26-38 38+ 0-1 1-6 6-66 66+ 0-4 4-74 74+ 0-3 3-54 54-57 57+ 0-21 21-65 65+ Rippable Rippable Nonrippable Rippable Rippable Marginally Rippable Nonrippable Rippable Rippable Marginally Rippable Nonrippable Rippable Rippable Rippable Nonrippable Rippable Rippable Nonrippable Rippable Rippable Marginally Rippable Nonrippable Rippable Rippable Nonrippable * Based on excavation by equipment equivalent to Caterpillar D-9 bulldozer. a/jgk3 Project No. 8951337J-SI02 Woodward-Clyde Consultants APPENDIX A FIELD INVESTIGATION Thirty-one exploratory test borings, 28 backhoe test pits and 12 shallow refraction seismograph traverses were made at the approximate locations shown on the Site Plan and Geologic Map, Figure 1. Our field work was performed between October 27, 1989, and May 17, 1990. Twenty of the test borings were made using a Central Mine Equipment Model 550 all- terrain drill rig utilizing 8-inch diameter continuous flight, hollow-stem augers. Relatively undisturbed samples of the subsurface materials were obtained from the borings using a modified California drive sampler (2-inch diameter and 2-1/2-inch outside diameter) with thin stainless steel liners. The sampler was generally driven 18 inches into the material at the bottom of the hole by a 140-pound hammer falling 30 inches; thin metal liner tubes containing the sample were removed from the sampler, sealed to preserve the natural moisture content of the sample, and returned to the laboratory for examination and testing. Disturbed samples of subsurface materials were obtained from the boring cuttings, placed in plastic bags, and returned to the laboratory. The remaining eleven test boring were excavated using an Earthdrill 100 bucket auger drill rig. Undisturbed subsurface samples were recovered from these borings using the same modified California drive sampler. In general, the sampler was driven by the weight of the drill rig Kelly bar falling 12 inches. The weight of the Kelly bar varies with sample depth; approximate Kelly bar weights are given with correspond depth on the Key to Logs (Figure A-l). Disturbed bag samples of auger cuttings were also obtained periodically during drilling of the bucket auger borings. The test pits were made using a JCB 3CX backhoe equipped with a 24-inch wide bucket. Disturbed bag samples of the subsurface soils encountered in the test pits were recovered for laboratory examination and possible testing. The seismograph traverses were performed utilizing a Nimus ES-125 shallow refraction seismograph. Each traverse was performed in both a forward and reverse direction in order to gain additional information on the subsurface conditions. The location of each test exploration and the elevation of the ground surface at boring and test pit locations were estimated by our field geologist using plans provided to us. A Key to Logs is presented as Figure A-l; logs of test pits and test borings are presented in Figures A-2 through A-80. Results of the seismic traverses are presented on Table 1. a/jgk3 A-l Project: CARLSBAD OAKS EAST Date Drilled: Type of Boring: JC <D "~Q Q. (0CO Blows/ftWater Depth: Type of Drill Rig: KEY TO LOGS Measured: Hammer: Material Description MoistureContent,%fc-'f -*3 C ^^oO &. * Surface Elevation: 0 _ 5- 10- 20 25 _] 30 " t MMBa^ «*•*•**« f( x x\x\x Lu \ DISTURBED SAMPLE LOG Sample was obtained by cc DRIVE SAMPLE LOCATO1 Sample with recorded blows a Modified California drive s outside diameter ). Forsrru was driven into the soil at th pound hammer falling 30 in< the sampler was driven wtili bar falling 12 inches. The a corresponding sample dept Depth Weiaht 0-24' 41 13 Ibs 24' - 48' 2981 Ibs 48'-72' 21 68 Ibs 72' -96' 1083 Ibs Rll Sand Clay Silt Sand/Clay Silt/Sand ATION llecting cuttings in a bag. 1 ^ per foot was obtained by using* ampler (2" inside diameter, 2.5" ill diameter borings, the sampler e bottom of the hole with a 1 40 :hes. For large diameter borings, the weight of the drill rig Kelly ipproximate Kelly bar weights for hs are as follows: ForGrs (B-1 th 'V ".'*•*-••. ;'-.:; — T — ~j~~; iphic Log rough B-1 1) Sand Silt Clay * GS - Grain Size Distribution Analysis LL - Liquid limit PI - Plasticity Index LC - Laboratory Compaction Test UBC - UBC Expansion Index DS - Direct Shear Test Project NO: 8951337J-SI02 Woodward-Clyde Consultants ^ • • •• Figure: A-1 Project: CARLSBAD OAKS EAST Log of Boring No: B-1 Date Drilled: 2-26-90 Water Depth: Dry Measured: At time of drilling Type of Boring: 30" Bucket Auger Type of Drill Rig: Earthdrill 100 Hammer See Key to Logs, Fig. A-1 * see Key to Logs, Rg. A-1 q_j O Material Description Surface Elevation: Approximately 328' I^"j •—-TIL?" Sv *•* «~ • -V"-"?"- . — • — | i *• '" "' "• • * * . * * *** ' \' * * • i TOPSOIL Firm, moist, very dark brown, sandy fat clay (CH) RESIDUAL CLAY \Firm, moist, pale reddish brown, fine sandy lean clay (CL) > with lime / SANTIAGO FORMATION ^ Dense, moist, pale brown, silty fine sand (SM) with brown ^ \ clay^filled fractures / Medium dense, moist, light brown, silty sand (SM) with many shell fragments Dense, moist, gray with reddish brown mottles, fine sandy sift to sandy lean clay (ML-CL) with lime and scattered ~~] siltstone clasts ^ Primarily clay Firm, moist, olive, silty lean clay (CL); fractured At 12',1" thick layer of lime; attitude N 75° E 12° N At 12.2', some sheared clays in zones below lime lens At 1 3.5' to 1 5.5', 1 " thick layer of lime; attitude N 65° E 45° N Firm moist, olive brown, silty lean clay (CL); well fractured with reddish brown sift along fracture planes 4g_ With discontinuous layers of lime ^.Irregular contact; average attitude N 63° W 5° S "^•^•With some lime-filled fractures. Medium dense, moist, pale gray with reddish brown J|» mottles, silty sand (SM) ^ 6" layer of dense fine sandy silt (ML) "1 Changes to light reddish brown color With clasts of dark grayish brown claystone Dense, moist, gray with reddish brown mottles, clayey sand (SC) k and sandy lean clay (CL); well fractured , N At 26.5', slight water seeo. / ^Contact attitude N 60° E 10° SE Hard, moist, gray sandy lean clay (CL) with some fractures Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ — «• ••• £ —"si >»~ ••- Q C Q. O li Figure: A-2 Project: CARLSBAD OAKS EAST Log of Boring No: B-1 (Contd.) j£ . ' t , . * * . Material Description (Continued) hard, moist, gray sandy lean clay (CL) with some ""1 fractures -''•-8" lens of dense, moist, light olive, silty sand (SM) with some gypsum in fracture planes Hard, moist, olive gray, lean clay (CL) with many slickensided intersecting fracture planes; sample attitude N 58° E 40° S Dense, moist, light gray to olive brown, very clayey sand (SM) Very dense, moist, pale brown, silty sand (SM) 4 With clasts of dark gray clay Very dense, moist, olive gray, very clayey sand to sandy lean clay (SC/CL) _^ Contact attitude N 85° E 5° S -l^ Lens of very dense, moist, light brown, silty sand (SM) Very dense, moist, dark gray with reddish brown mottles, clayey sand (SC) locally with some sandy lean clay (CL) At 58.5', slight water seepage T With cemented zones Project NO: 8951 337J-SI02 Woodward-Clyde Consultants v - - •i •MB • ••M •• ••• |j* >.>.**••--WO Q fc'«i §1 Figure: A-3 Project: CARLSBAD OAKS EAST Log of Boring No: B-1 (Contd.) £ Q 65" 70- • • 75- 80- •• 90- 95- 100^ to I «r t 1 H '-o-g2-3O ^ * ** • . :S.- S *."?".'. • .• "• * ;* • " *" . * •.* ^ *• " * .* .-' Material Description (Continued) very dense, moist, dark gray with reddish brown mottles, clayey sand (SC) locally with some sandy lean day (CL) 1 Below 76 feet, weakly cemented Bottom of hole at 85 feet Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ - - - - • •• • ••• D _-H*>s Q o ££ OT Figure: A-4 Project: CARLSBAD OAKS EAST Log of Boring No: B-2 Date Drilled: 2-27-90 Water Depth: Dry Measured: At time of drilling Type of Boring: 30" Bucket Auger Type of Drill Rig: Earthdrill 1 00 Hammer: See Key to Logs, Rg. A-1 * see Key to Logs, Rg. A-1 „ ar<D %a. V) % o CO o •S.S2-3 0 Material Description Surface Elevation: Approximately 301 ' 0^ _ - 5- • 10- " • 15H - 20- - - « 25- • 30^ 2-1 2-2 2-3 2-4 7(_ (_ I ~I I 1 — "7_T- "•^"1" ----- v-^c * * * •* ••**•* ^?-v.-*&£ *®=.^~ JE3£ ^^ *m ^^ -"" — . ^^™ * _T —1 ^"X^ """^ — -^ <•• . "^jC • ', ' '•E Vr"':'Sv- . *'^Wt ' • •;^); . /: ' •'..•*=• ^$• ir'r ~^_n/ "fi'^1 TOPSOIL ^^ Rrm, moist, very dark brown, sandy lean clay (CL) ^s RESIDUAL CLAY Firm, moist, dark brown, sandy fat clay (CL) SANTIAGO FORMATION Dense, moist, light reddish brown, dayey sand (SC) ^Undulating contact at 6 feet Hard, moist, olive with reddish brown mottles, fine sandy fc. lean day (CL) =j^Clasts of cemented sandstone 4~ Irregular lenses and pockets of pale olive, silty fine sand At 10.5', penetrometer value - >5 tsf At 14.5', penetrometer value - 3.75 tsf From 12.51 to 13.5', 1/8" wide lime filled fracture; attitude N 78° W 22° N "if Locally softer day below fracture plane Hard, moist, olive, sandy lean clay (CL) Very dense, moist, pale olive with some reddish brown mottles, clayey fine to medium sand (SC) with zones of sandy lean clay (CL) and some near-vertical, lime filled discontinuous fractures Hard, moist, olive, sandy lean clay (CL) with zones of clayey sand (SC) Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ •• - - • ••• § c~ l|* 0 020 si c* w u 0 g °- Q i_ • 0 »•£ ">62. Figure: A-5 Project: CARLSBAD OAKS EAST Log of Boring No: B-2 (Contd.) 0) "*"Q 30"1 35- 40- 45- - 50- 55- 60- 65^ OT<D•Q. CO 2-5 2-6 X ^Blows/ft7 10 .a flC3 ^J ^1 ""•€"- , * • :*•' ": ."* " ' " * *» Material Description (Continued) hard, moist, olive, sandy lean day (CL) with zones of clayey sand (SC) At 36 ', penetrometer value - 3.5 tsf At 36* - 36.5', very slight water seepage from south At 36.5', 1/8"-1/4" undulating layer of gray remolded clay; average attitude N 78° E 6° S; slickensided Very dense, moist, olive gray, clayey sand (SC) Bottom of hole at 47 feet Project NO- 8951 337J-SI02 Woodward-Clyde Consultants^ - - - • mmm •i • ^B • mm M *p^ • •• ••• m* M*&^ Q -C U) Figure: A-6 Project: CARLSBAD OAKS EAST Date Drilled: 2-27-90 Water Depth: Dry Type of Boring: 30* Bucket Auger Type of Drill Rig: Earthdrill 1 00 " see Key to Logs, Fig. A-1 o> "~Q Q. (0CO Blows/ft.0 §"•3 0 Log of Boring No: B-3 Measured: At time of drilling Hammer See Key to Logs, Fig. A-1 Material Description •j .« ^ 3s il Q ^ * J "" Surface Elevation: Approximately 342* 5- - - 10- 15- 20- 25- 30^ 3-1 3-2 3-3 I I 1_ 2 -A.w ^<x ^ t *^» • . / ^^ s^ ^ TOPSOIL Firm to hard, moist, very dark brown, sandy fat clay (CH); upper 6 inches reworked SANTIAGO FORMATION _ Dense, moist, yellowish brown, silly sand (SM) with some clay. ^ >_ lime deposited afeng CQnt§cJ-jttityde_N_850_vi321S. / Hard, moist, olive, fine sandy clay to sandy silt (ML-CL) ^-Highly fractured and weathered, stained reddish brown color Note: Boring was not downhole logged below 12 feet due to collection of unknown gas into boring near this point Very dense, moist, pale olive, fine sandy silt (ML) with some fractures ~j 12" layer of brown, well cemented siftstone Project NO- 8951 337J-SI02 Woodward-Clyde Consultants ^r - - •• •• •MX WH mt Figure: A-7 Project: CARLSBAD OAKS EAST Log of Boring No: B-3 (Contd.) .c '5-i:0) Q 30** 35- 40- • 45- • 50- • •• 55- • • • 60- • 65^ in<D•Q. CO CO 3-4 3-5 3-6 3-7 3-8 3-9 3-10 K 7 7 X / im2 %Blows/ft3 6 14 .U -= 0)9- o«_i O Material Description (Continued) very dense, moist, pale olive, fine sandy ~~| silt (ML) with some fractures — ' At 31 ', layer of firm, remolded clay; shallow dip >At 43', 12" layer of black, well cemented siltstone with P gypsum-filled fractures - ^»Some remolded clay seams Strong water seepage at 44 feet Very dense, moist, brown, fine sandy silt (ML) with gypsum filled fractures Dense, moist, orange brown, silty coarse sand (SM) Very dense, wet, olive, fine sandy silt (ML) with some fractures Very dense, moist, olive gray, silty coarse sand (SM); weakly cemented Bottom of hole at 61 feet Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ - — _ • ^^ • • • • ^B • • M ^^ •• ••• • l=~lls? i3 a-i'-sQ§a Q « '»>•£ ">6,2 Figure: A-8 Project: CARLSBAD OAKS EAST Log of Boring No: B-4 Date Drilled: 2-28-90 Type of Boring: 30* Bucket Auger Water Depth: Dry Type of Drill Rig: Earthdrill 100 Measured: At time of drilling Hammer See Key to Logs, Fig. A-1 * see Key to Logs, Fig. A-1 $ (0CO om (3 t?£ -iO Material Description .«!£•'55 tJ Q § a- Q J£5£ Surface Elevation: Approximately 342' 5- 10- 15- 20- 25- 30 4-2 4-3 4-4 4-5 4-6 4-7 4-8 RESIDUAL CLAY Hard, moist, light brown, sandy lean to fat clay (CL/CH) SANTIAGO FORMATION Dense, moist, tan, silty sand Dense, moist, reddish brown, clayey fine sand with zones of dark brown clay and siltstone clasts along lower contact \^Contact attitude N 80° E 25° S Dense, moist, mottled reddish brown and light olive gray, N_ Jle^En^y_^tJMLj;_upj)er_8"_higlhj^ weathered Very dense, moist, olive gray, fine sandy silt (ML) with reddish brown mottles and yellow staining in fractures At 11' 3", irregular layer of reddish brown, sandy silt; attitude N 70° W 20° S AtJ 3.6J,jittitudepn black siltJayer^N 8£ W15°_S Dense, moist, pale brown to dark brown, fine sandy silt (ML), locally cemented with fossils; contact attitude N 78° W12° S; 1/2" thick lime deposit on lower contact Numerous well developed dark reddish brown, silt filled if parallelling fracture planes; dominant attitudes N 79° W 79° N N68°W67°N jjx-Hrregular layer of reddish brown silt Hard, moist, dark gray, lean clay with silt (CL); highly fractured *&<1 J*x^~ 4 <5K3fr.L,_ Lime coated pocket of shell material; / -\^A>n~ general attitude N 72° W16° S At 24.2', 1" to 2" layer of slickensided remolded day; attitude N 78° E 22° S (Bedding Plane Fault) ^•B ••* *• •» ^ •• ^m mm •• ^m ^m ^ ^m ^* ** ^m MB ^ ^m •• ^ •• Firm, moist, olive-red, silty lean clay (CL) Very hard, moist, olive gray, lean clay with silt (CL) with some fractures; At 26.4', 1/4" layer of slickensided remolded clay; attitude N89W 3° SW At 24.5' and 26.5', penetrometer value = 3.0 on remolded day _ Grades to- ' n*"-^ • " Very dense, moist, gray with reddish brown mottles, fine sandy silt with some clay (ML); slightly fractured Project No: 8951337J-SI02 | Woodward-Ciyde Consultants ^g Figure: A-9 Project: CARLSBAD OAKS EAST Log of Boring No: B-4 (Contd.) .c fl) "~O 30" " • " B orr • 40- • A (7 ... 50- — 55- • • 60- mt 65^ V)<o -Q. ~ CO 4-9 4-10 4-11 4-12 4-13 4-14 4-15 4-16 «• •I 1 / J _l / 2 J mf at Om .0 (0 _J O -^•-"^ ir^/1 ^~~- ^^"""^.""^ ^ •*"" *•• --^" ^7^: .* * - *c ~*^~^r jfe**? ^fr ^vW~— '-m '.•••. '• , •• ^ '• * T~I-~' j--" "•""".".. "— _— -~ ~=^~ ".**•* -^r Material Description (Continued) very dense, moist, gray with reddish brown s N mottles, fine sandy silt with some clay (ML); slightly fractured ^ ' Very hard, moist, gray with reddish brown staining, lean clay with silt (CL); fractured At 3? distinct fracture plane; attitude N 75° W 85° N Slight seepage from fractures below 32' ^Contact attitude N 14° E 4° SW Very dense, wet, gray to brown, silty coarse sand (SM) ^ 5" layer of olive gray silt (ML); upper contact attitude N 60° E 6° SE Very hard, moist, olive gray, lean clay (CL) with gypsum filled fractures * — 0 Very dense, moist, olive gray, fine sandy silt (ML) with many gypsum filled fractures Hard, moist, olive gray, sandy lean clay (CL) with gypsum filled fractures ,_x Contact attitude N 12° W35° NJf— _________________________________ Very dense, moist, light brown to pale olive, silty coarse sand (SM) with zones of fine sandy silt (ML) ~~\ With irregular gradational layers and pockets of very y dense, moist, dark bluish gray, fine sandy silt (ML) ^ Contact attitude N48°W5°SW Hard, moist, dark bluish gray, sandy lean clay (CL) with interlayers of clayey sand (SC) Bottom of hole at 65 feet Project NO: 8951337J-SI02 Woodward-Clyde Consultants ^ - „. _ - — tm •> M _•• _•• H* S O £•'35 "o a « « H Figure: A-10 Project: CARLSBAD OAKS EAST Log of Boring No: B-5 Date Drilled: 3-1-90 Type of Boring: 30" Bucket Auger Water Depth: Dry Type of Drill Rig: Earthdrill 100 Measured: At time of drilling Hammer: See Key to Logs, Rg. A-1 * see Key to Logs, Fig. A-1 COCD•a. W CO _O CO .0 O Material Description S. - « ™ Si Surface Elevation: Approximately 314' 0 5- 10- 15- 20- 25- 30 5-1 5-2 5-3 5-4 5-5 7 ~ ^ • TOPSOIL Hard, moist, dark brown, sandy fat clay (CH) SANTIAGO FORMATION Dense, moist, light brown, silty fine sand (SM) with clasts of olive siltstone rregu|ar_contac^ ___________ _________ Hard, moist, olive gray, lean to fat clay (CL-CH) with many -\ -3^ gypsum filled fractures, locally sheared and slickensided ~" ~ From 5'-T, penetrometer values - 3.5 to 4.0 tsf Dense, moist, reddish orange, very clayey sand (SC) Irregular contact; general attitude N 0° W 12° W Hard, moist, pale olive, fine sandy lean clay (CL), highly ^ _ ,_ fractured with slickensided surfaces; upper 3" highly /| £± f weathered to firm fat clay "~1 Below 13', with local zones of very clayey sand (SC) 1 Below 16', reduced fracturing Grades to Very dense, moist, olive gray with reddish brown mottles, silty to clayey medium to fine sand (SM/SC) with irregular zones and interlayers of hard sandy lean clay (CL) "~1 Water seepage from sands below 26 ' Project No: 8951337J-SI02 Woodward-Clyde Consultants Figure: A-11 Project: CARLSBAD OAKS EAST Log of Boring No: B-5 (Contd.) <» **" Q 30"" 35- • - 40- • • . 45- 50- 55- - 60- 65^ (00)•Q. re CO 5-6 1 Blows/ftIs CD ^->— -^_ fe LY£ f^to .•.' T '-• ** '* 1. •t. • » *" *• * *" — • ,*. * '• ^5 5>5- 5^ ---§• Material Description •i - ] A (Continued) very dense, moist, olive gray with reddish brown mottles, silty to clayey medium to fine sand (SM/SC) with irregular zones and interlayers of hard sandy lean day (CL) \jrregular contact; dips approximately 35° to west Very dense, moist, dark bluish gray, fine sandy silt (ML) and silty fine sand (SM) with local pockets and zones of light brown, silty sand •^— Tightly fractured with local slickensides on fracture planes Very hard, moist, very dark olive gray, lean clay (CL); tightly fractured with slickensides along fracture planes t Locally with zones of clayey sand (SC) Very hard, moist, olive gray with reddish brown mottles, sandy lean clay (CL) S 4"-6" cemented layer; dips approximately 8° to south 1 Weakly cemented below 571 Project No: 8951337J-SI02 Bottom of hole at 65 feet Woodward-Clyde Consultants ^ — — - - MM • • ^B •1 M MoistureContent,%£•'55 "o Q IS6,2 Figure: A-12 Project: CARLSBAD OAKS EAST Date Drilled: 3-1-90 Water Depth: Dry Type of Boring: 30" Bucket Auger Type of Drill Rig: Earthdrill 1 00 * see Key to Logs, Fig. A-1 Q Q. fljCO Blows/ft_o 5 Log of Boring No: B-6 Measured: At time of drilling Hammer See Key to Logs, Fig. A-1 Material Description MoistureContent,%Q m *0> 1 I Surface Elevation: Approximately 2971 - 5- 10- - 15- 20- - 25- 30^" 6-1 6-2 6-3 6-4 6-5 z I \ 7 7 2 *"!••• ' " *••* * ^^ ^^ • ^^ • ^^^ 1 1 $ P 8 If 1 |M SANTIAGO FORMATION Hard, moist, pale olive, fine sandy silt (ML), highly fractured with gypsum and lime deposits in fractures; general dip approximately 1 0° to south Dense, moist, pale olive and pale olive brown, silty to clayey sand (SM/SC), From 7 to 1 8 feet, fault consisting of 3 paralleling planes with up to 1/2" firm sandy lean to fat day gouge having an estimated 19" displacement at 10" to 2" displacement at 18' Fault attitudes: At8', NO°E65°E At 18', N27°E75°NE Very dense, moist, pale olive, fine sandy silt to sandy clay (ML-CL) with many fractures At 21', dominant 1/8" thick clay filled fracture plane; attitude N 35° W 35° S lean From 22' to 33' dominant 1/4"-1/8" thick firm clay-filled —\ fracture plane; attitude N 30° W 65° S With local zones and lenses of clayey sand (SC) Very hard, moist, olive gray, lean to fat clay (CL/CH) with local zones of sandy lean clay (CL); highly fractured with slickensides on fracture planes Project NO- 8951 337J-SI02 Woodward-Clyde Consultants ^ - " •« • •• Figure: A-1 3 Project: CARLSBAD OAKS EAST Log of Boring No: B-6 (Contd.) .c 0) "~Q 30" 35- 40- • • 45- mi mi mi 50- 55- 60- 65^ at<D Q. V) 6-6 6-7 6-8 6-9 K 1 m Blows/ft5 11 30 .a -§.§>2° 0 || 1 Ji Pi 1I Material Description (Continued) very hard, moist, olive gray, lean to fat day (CL/CH) with local zones of sandy lean clay (CL); highly fractured with slickensides on fracture planes At 34*. 1/4' slickensided clay-filled fracture; attitude N 38° W 28° N (top), N 1 0° W 21 ° N (bottom) Very hard, moist, olive gray to olive brown, sandy lean clay (CL); fractured Jrregular gradational layer of silly to clayey sandif Very dense, moist, mottled dark blue gray to olive brown, fine sandy silt to sandy lean clay (ML-CL) with irregular, tight fracturing ~~] With local zones and layers of clayey sand (SC) Bottom of hole at 61 feet Project NO- 8951 337J-SI02 Woodward-Clyde Consultants^ - — — • mmi m • mt mm m§ mmm 5 «-" fc-'w'o O <D V) -C 0)6,2 Rgure: A-14 Project: CARLSBAD OAKS EAST Log of Boring No: B-7 Date Drilled: 3-2-90 Water Depth: Dry Measured: At time of drilling Type of Boring: 30" Bucket Auger Type of Drill Rig: Earthdrill 1 00 Hammer: See Key to Logs, Fig. A-1 * see Key to Logs, Fig. A-1 j£ a.— o 8•5. CO Blows/ft.9 B 0 Material Description <D _T b~ ^ 5 § °Q 1 8- O h. * ^Z (/) Surface Elevation: Approximately 31 6' 0 5- - Irt0 15- 20- 25- 30^ 7-1 7-2 7-3 7-4 7 ~f_ 7 \1 ""I-E- "£.-~ ^^» i "** «^» 1 ^BB* • ; v '. »**»•* ^/fr .. • ( » ;• v " ' ^g g IS TOPSOIL Hard, moist.very dark brown to dark brown, sandy fat clay (CH) SANTIAGO FORMATION Hard, moist, pale olive, fine sandy silt (ML); highly fractured Xlrregular contact; generally flat lying Dense, moist, pale yellow to pale white, clayey sand (SC) At 10', pocket of mottled dark brown and black sand At 1 2'-1 2.6', 1 /4" to 1 12" thick layers of hard olive gray, sandy lean clay; attitude N 80° E 2° N ^Contact attitude N 58° W 2" S ~ mfQ" layer of very dense, moist, pale olive sandy silts (ML) — 15' to 16* ^linht watar ^aanana from ^AnH j^llndulating contact; generally horizontal Very dense, moist, pale olive, fine sandy silt (ML); highly fractured with slickensided fracture planes i , Water seepage from fractures • '^Undulating contact Very hard, moist, pale olive to gray, sandy lean clay (CL) with zones of clayey sand (SC) and some fractures with slickensided surfaces "1 Primarily lean clay t ^Undulating contact at 30 feet Project NO: 8951 337J-sio2 | Woodward-Clyde Consultants ^ - — - ••" Figure: A-1 5 Project: CARLSBAD OAKS EAST Log of Boring No: B-7 (Contd.) .c 0) *~Q 30" — 35- - - • 45- • • • 50- 55- 60- 65^ v><s •5. (0 CO 7-5 7-6 7-7 7-8 Blows/ft25 28 25 .a Q. §>S-3 • • " v~ * t * * • '* ' * " • • •' • **.• 1 • , * " •*. "• i3i i — ^ »X^"• • ^ V ™"* .•»• -^^»* ^^ fs i ^K * ^M * MBW */^^ * P • «^^ » — Material Description Very dense, moist, pale gray to tan, clayey sand (SO) -T^/wrth zones of sandy lean clay (CL) ^Undulating contact Very hard, moist, dark bluish gray with reddish brown mottles, sandy lean clay (CL) ^ — At 39', pocket of dense, moist, light brown clayey sand Slight watej; seepaaejrgm sand zpneg jt_39' Very dense, moist, dark bluish gray with reddish brown mottles, sandy silt (ML) with few fractures ~~| Increased reddish brown mottling *• Project Her. 8951 337J-SI02 Woodward-Clyde Consultants ^ - _ — - — ^B • • «• ^ •• •tal ^H li* ^fc. •• • •*—_ in o Q ~c tn Figure: A-16 Project: CARLSBAD OAKS EAST Log of Boring No: B-7 (Contd.) -Cs-Q 65^ - 70- 75- • 85- M 90- 95- 100^ to0> Q. (0 CO Blows/ft.0 -i-81 s-3 (!) Ifl- 1TH7 :£- » M^ • ^^as I: 1 E-S Material Description (Continued) very dense, moist, dark bluish gray with reddish brown mottles, sandy silt (ML) with few fractures At 67*, slight seepage from fractures Bottom of hole at 80 feet Project NO: 8951337J-SIO2 Woodward-Clyde Consultants ^ - - •• - •M - - 9 —- il* i<3 >; twoago-a ._ *o <" §1 Figure: A-17 Project: CARLSBAD OAKS EAST Log of Boring No: B-8 Date Drilled: 5-16-90 Water Depth: Dry Measured: At time of drilling Type of Boring: 30" Bucket Auger Type of Drill Rig: Earthdrill 1 00 Hammer See Key to Logs, Fig. A-1 * see Key to Logs, Fig. A-1 £ Q 8ex CO Blows/ft.0 •§.£5. °0 Material Description MoistureContent,%IS* '35 "5 Q . •5 <n -C OT 5,2 Surface Elevation: Approximately 252' 5- 10- 15- 20- 25- 30^ 8-1 8-2 8-3 8-4 8-5 8-6 8-7 I 1 1 j^5- fir fe? . » .• ... •'•"! • • ' E^-Z- '"* m* ' '.' '• ^i. •, . •^-r=" TOPSOIL Hard, moist, dark brown to brown, fat clay (CH) SANTIAGO FORMATION -| Hard, moist, red brown, fat clay (CH) At 3', penetrometer values: 2.5 to 2.75tsf j^~ With few sands Hard, moist, light gray with light red brown mottles, sandy lean clay (CL) Very dense, moist, gray with reddish brown mottles, clayey sand (SC) Very hard, moist, gray with reddish brown mottles, sandy lean clay (CL) Very dense, moist, gray, clayey sand (SC) r Very hard, moist, gray, sandy lean clay (CL) _ .Grades to Very dense, moist, gray, clayey sand (SC) Grades to Very hard, moist, gray, sandy lean clay (CL) Project NO: 8951 337j-sio2 Woodward-Clyde Consultants^ — Rgure: A-1 8 Project: CARLSBAD OAKS EAST Log of Boring No: B-8 (Contd.) -C§•=Q 30^ 35- 40- • 45- •i M 50- • • • 55- m 60- 65 J tn 1iCO Blows/ft.a ISo S"~^S. Material Description (Continued) very hard, moist, gray, sandy lean clay (CL) Refusal on cemented layer at 31.5 feet Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ - _ — - • ^•H •• •• fe- lls? i<S £> wliQg°-Q « *£> Sf Figure: A-19 Project: CARLSBAD OAKS EAST Log of Boring No: B-9 Date Drilled: 5-16-90 Water Depth: Dry Measured: At time of drilling Type of Boring: 30" Bucket Auger Type of Drill Rig: Earthdrill 1 00 Hammer: See Key to Logs, Rg. A-1 * see Key to Logs, Fig. A-1 Q. ^OQ <fi<D Q. COCO Blows/ft.9 £°S. -JO Material Description MoistureContent,%Q i & Q w * <D <2JC to 5,2 Surface Elevation: Approximately 268' 0 5- 10- 15- 20- 25- 30^" 9-1 9-2 9-3 9-4 9-5 9-6 9-7 9-8 9-9 9-10 1 f I 1 « f Z {_ Z 7 ^I-£ 5=E If e? * • * ? "« •* .*. • * * ' ' Y • * » . _ _ _-L r .•-.•• '•'•'':•'.'. '. " ** . - >. - * TOPSOIL Hard, dry to moist, red brown, lean to fat clay (CL/CH) SANTIAGO FORMATION Hard, moist, gray, very sandy clay (CL) with zones of gypsum crystals At 3,' penetrometer value - 4.5 tsf ~l With reddish brown mottling Very dense, moist, gray with reddish brown mottles, very clayey fine sand (SC) Grades to Very dense, most, gray, clayey fine sand (SC) At 25', with few granitic cobbles ^ More clay content Very dense, moist, olive gray, clayey sand (SC) Project NO- 8951337J-SI02 Woodward-Clyde Consultants & - - - - Figure: A-20 Project: CARLSBAD OAKS EAST Log of Boring No: B-9 (Contd.) .c 8-= Q 30-* 35- 40- 45- • 50- • 55- • • 60- •• 65^ v><D Q. (0(0 Blows/ft.0 -C 0)Q. o2°O v;jv«f.i' Material Description (Continued) very dense, moist, olive gray, clayey sand (SC) Bottom of Boring at 31 feet Project Nor 8951 337J-SI02 Woodward-Clyde Consultants^ ^ — — • • • •^ • •• ^ •• •• •• ^ llss 9O 5 «sl Figure: A-21 Project: CARLSBAD OAKS EAST Log of Boring No: B-10 Date Drilled: 5-17-90 Water Depth: Dry Measured: At time of drilling Type of Boring: 30" Bucket Auger Type of Drill Rig: Earthdrill 1 00 Hammer See Key to Logs, Rg. A-1 * see Key to Logs, Fig. A-1 ..c o> "*"Q <8a. CO — om u 8-9S. -1 U Material Description 2 «-" 'o o2<S ^o i %- 0 Q c/> *~ Surface Elevation: Approximately 269' o"* _ 5- - — - 10 — • m •1 FT .1 O - 20 - „ - 25- - 30^ 10-1 \A tit 10-3 [/ 10-2 F/ 10-4 10-5 1y(\1 1I-Jd/L 10-6 P( 10-13 10-7 10-8 10-9 10-10 7 2 71 I j 7 ~ -r--f-- ~_n_ ^-~^""" ~— ,ZT^. — -=-^~ —^~ I'St? - .-•^ '••"••? '.' f . ". "" * ' •' v" •• •*:v.v/ ^^k^-^S ^£•**^-i ^B-^^— — I®«• »^»i ••« /^ * *** ** * J^^^M^>«l ^ **^r* -^ ^Vc r.lE , TOPSOIL N Hard, moist, brown, sandy lean clay JCL^ ^ •* Hard, moist, red brown, fat clay (CH) with some gray mottling and few sands At 1.2', penetrometer value - 1.75 to 2.0 tsf LANDSLIDE DEPOSITS Very hard, moist, gray, sandy lean clay (CL) Very dense, moist, gray with reddish brown mottles, clayey sand _ (SC) with some lenses of gypsum crystals 4 From 4* to 5.8', fault with brown remolded clay and gypsum crystals along plane; attitude N15E 60S - From 7-1 2', minor water seepage At 10 feet, 2" layer of hard, sandy day (CL) L From 1 2'-1 2.5', 3" to 6" thick layer of gray remolded lean clay; -^"attitude N75E 5-7N SANTIAGO FORMATION Firm, moist, olive gray, sandy clay (CL); locally sheared Hard, moist, olive gray, lean clay (CL) with omnidirectional fractures Gradesto •J Very dense, moist, gray with reddish brown mottles, clayey ^ sand (SC) _ _ _Frpm_20f to_20.5J,_sjight_seegage Very hard, moist, gray, sandy lean clay (CL) Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ w _ — - Figure: A-22 Project: CARLSBAD OAKS EAST Log of Boring No: B-10 (Contd.) jf Q-S0) Q 30" 35- • 45- 50- • 55- •• M 60- 65^" at<o •Q. (0CO 10-11 10-12 •M 2 Blows/ft.0 f °5. -1 O *^*_a-"^ .»" •** '•:'U' '"."';. f • • r •••„'.,f • ' ; "'.• •»•;.• fff * * /- ^ '..^'•1 * J ** ' '••'."'•' Material Description (Continued) very hard, moist, gray, sandy lean clay (CL) Very dense, moist, brownish gray, clayey sand (SC) Bottom of Boring at 40 feet Project NO: 8951 337j-sio2 | Woodward-Clyde Consultants^ I - — • • • • M • • •1 • ^•m • •^MoistureContent,%2*^ <a tjQ § o. 0 5 *w£ «>5^ Figure: A-23 Project: CARLSBAD OAKS EAST Date Drilled: 5-17-90 Water Depth: Dry Type of Boring: 30* Bucket Auger Type of Drill Rig: Earthdrill 100 * see Key to Logs, Fig. A-1 o> "~ Q t(0 CO Blows/fto •S o>O. oCO ^J O Log of Boring No: B-11 Measured: At time of drilling Hammer See Key to Logs, Rg. A-1 Material Description |!#^^ •£• *»~C CO 0Q C o 9a II Surface Elevation: Approximately 287' - 5- 10- 15- • 20- 25- 30^ 11-1 11-2 11-3 11-9 11-4 11-5 11-6 11-10 11-7 11-8 1 I I I 1 1 Z 't Push * Sj^ 5^= $ V- ' '• .**••" "- feS^ ?>:-->-; 3^~JE f^ 1 || w W£- \ ,'••• » N "»"* * »% " * , t * • TOPSOIL Firm, moist, red brown, fat clay (CH) At 2', penetrometer value - 1 .5' to 1 .75' SANTIAGO FORMATION Firm, moist, red brown with gray mottles, sandy fat clay (CH) At 5.5', discontinuous lens of soft, brown, fat clay; Dense, moist, olive with reddish brown mottles, clayey sand (SC) with discontinuous brown clay seams and zones of gypsum crystals At 6', penetrometer value - 1 .5 to 1 .75 tsf At 8' and 1 0', slight seepage From 10 to 10.5 , lens of hard, olive, lean day (CL); fr ^^Dndulating contact actured Hard, moist, olive, sandy lean clay (CL) with some zones of clayey sand Very hard, moist, olive gray with reddish brown mottling, lean clay (CL) with many omnifractures Very hard, moist, olive gray, sandy lean clay (CL) with few omnifractures At 21', 1/16* thick layer of hard, brown clay; attitude N 40° E 5° N; penetrometer value - 2.25 tsf Very dense, moist, gray, clayey fine sand (SC) Bottom of Boring at 30 feet project NO: 8951 337J-sio2 Woodward-Clyde Consultants^ - - - : •MM Figure: A-24 Project: CARLSBAD OAKS EAST Log of Boring No: 1 Date Drilled: 3-19-90 Water Depth: Dry Measured: At time of drilling Type of Boring: 8" Hollow stem auger Type of Drill Rig: CME550 Hammer: 140 Ibs. at 30" drop * see Key to Logs, Fig. A-1 ^ <D "~ Q •5. (0CO Blows/ftMaterial Description MoistureContent,%^ -*z t-C- <n oO c ^00 5^ Surface Elevation: Approximately 266' - 5 — 10- 15- 20- 25- 30,: 1-1 1-2 1-3 1-4 1-5 1-6 * ? \J f\ I i % 9 8 14 25 55 50/ 6" I 77, '//, % %77, 77, I FILL Moist, light brown, fine sandy lean to fat clay I ALLUVIUM I Firm, moist, very dark brown to dark gray, fine sandy fat clay with organics (CH) Firm, moist, mottled dark brown to dark olive, sandy fat clay (CH) with zones of very dark gray, fine sandy clay SANTIAGO FORMATION Hard, moist, mottled pale olive and red brown, sandy fat clay (CH) Very hard, moist, pale olive, sandy lean clay (CL) Grades to Very dense, moist, pale olive, clayey sand (SC) Bottom of Boring at 25.5 feet Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ - - 30 22 19 19 91 104 110 105 GS LL.PI Figure: A-25 Project: CARLSBAD OAKS EAST Log of Boring No: 2 Date Drilled: 3-19-90 Water Depth: T Measured: At time of drilling Type of Boring: 8" Hollow stem auger Type of Drill Rig: CME550 Hammer: 140 Ibs. at 30" drop * see Key to Logs, Fig. A-1 .c CD "*"Q 8 Q. CB CO Blows/ftMaterial Description MoistureContent,%..£vC <f> O Q <•; Q.CDO 0) CO Surface Elevation: Approximately 262' 5- 10- 15- 20- 25- 30^" 2-1 2-2 2-3 2-4 I I I % 6 20 26 1007 6" I ALLUVIUM Loose, moist, dark gray brown, clayey sand (SC) with roots Hard, moist, mottled dark brown and dark olive, sandy fat clay (CH) Medium dense, wet, brown, silty coarse sand (SM) At 1 0', with some large gravels DECOMPOSED GRANITIC ROCK Very dense, moist, brown, poorly graded sand (SP) Refusal at 25.5 feet on very dense, decomposed granitic rock Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ — 16 113 Figure: A-26 Project: CARLSBAD OAKS EAST Log of Boring No: 3 Date Drilled: 3-19-90 Water Depth: 17' Measured: At time of drilling Type of Boring: 8" Hollow stem auger Type of Drill Rig: CME 550 Hammer: 140 Ibs. at 30" drop * see Key to Logs, Fig. A-1 .. f-Q 8a. (0CO ^en 0 ffl Material Description 3 ^ '5 §20 si £" en "o 0 w . <D « *~ Surface Elevation: Approximately 248' o" - 5- m 10- 15- 20- 25- 30^ 3-1 3-2 3-3 3-4 3-5 V\ I ^ 5?/\ n ^ 5 51 50/ 5" 50/ 6" 50/ 6" S f *\ \\\' '\'\' 's'\'1V X - V x -b X XX X -b X XX X - AV «. x x- V f * AV V X -h X XJ f *k X XXX-b X Xt t *<. X XX X -k X Xf f i L X Xf f iv X X/ f -k X Xf f -b X XX X -b X XX X vw X XXX-b X X Lx x -b X Xf f *k X XXX-k X XXX-k X XX Xk X X k X X/ fb X Xf fb X XA's/ X 'XN'S TOPSOIL Loose, moist, dark brown, silty sand (SM) SANTIAGO FORMATION Very dense, moist, blue green, sandy lean clay to clayey sand (SC/CL) ^ Change to very pale olive colorT Bottom of Boring at 21 feet Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ - ~ _ 14 11 118 125 GS, DS LL, PI Figure: A-27 Project: CARLSBAD OAKS EAST Log of Boring No: 4 Date Drilled: 3-19-90 Water Depth: Dry Measured: At time of drilling Type of Boring: 8" Hollow stem auger Type of Drill Rig: CME 550 Hammer: 140 Ibs. at 30" drop * see Key to Logs, Fig. A-1 -C Q 8 Q. W CO 1om Material Description MoistureContent,%^£V f U> O ^j C. ^L<D Q k_ *o> w Surface Elevation: Approximately 288' o" 5- 10- 15- 20- 25- 30^ - I - '• DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Very dense, moist, brown, poorly graded sand (SP) with zones of unweathered granitic rock Refusal at 1 7 feet on unweathered granitic rock Project NO: 8951337J-SI02 Woodward-Clyde Consultants ^ — Figure: A-28 Project: CARLSBAD OAKS EAST Log of Boring No: 5 Date Drilled: 3-19-90 Water Depth: Dry Measured: At time of drilling Type of Boring: 8" Hollow stem auger Type of Drill Rig: CME 550 Hammer: 140 Ibs. at 30" drop * see Key to Logs, Fig. A-1 .c "5-C0)a $ CL 1 Blows/ftMaterial Description MoistureContent,%S* £> w-5Q § °- Q 0> *<n ~ %o£ Surface Elevation: Approximately 283' 0 5- 10- 15- 20- 25- 30^" 5-1 5-2 5-3 5-4 5-5 7 I 1 1 1_ TOPSOIL Medium dense, moist, dark brown, silty coarse sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Very dense, moist, brown, poorly graded sand (SP) Refusal at 24 feet on very dense decomposed granitic rock Project NO: 8951 337j-sio2 Woodward-Clyde Consultants^ - - Figure: A-29 Project: CARLSBAD OAKS EAST Log of Boring No: 6 Date Drilled: 3-20-90 Water Depth: 15' Measured: At time of drilling Type of Boring: 8" Hollow stem auger Type of Drill Rig: CME 550 Hammer: 140 Ibs. at 30" drop * see Key to Logs, Fig. A-1 -C 8--Q ino> Q. n»to Blows/ftMaterial Description MoistureContent,%£*'« "o 0 g CL Q iso£ Surface Elevation: Approximately 298' 0 - 5- 10- 15- 20- 25- 30^ 6-1 6-2 6-3 I I I 10 14 18 ALLUVIUM Loose to medium dense, moist, dark brown, silty coarse sand (SM) Medium dense, moist, reddish brown, silty coarse sand (SM) Medium dense, moist, reddish brown, coarse sand with some silt (SM) DECOMPOSED GRANITIC ROCK ^^ Very dense, moist, brown, poorly graded sand (SP) _^f Refusal at 18 feet on very dense decomposed granitic rock Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ - - - 3 7 19 98 103 105 Figure: A-30 Project: CARLSBAD OAKS EAST Log of Boring No: 7 Date Drilled: 3-20-90 Water Depth: 13* Measured: At time of drilling Type of Boring: 8" Hollow stem auger Type of Drill Rig: CME550 Hammer: 140 Ibs. at 30" drop * see Key to Logs, Fig. A-1 ^ Q COCD Q.Blows/ftMaterial Description MoistureContent,%*W~ H- £_*(/> OQ c 5.<D Q <D W s| Surface Elevation: Approximately 312' o _ — 5- 10- 15- 20- 25- 30^ 7-1 7-2 7-3 7-4 7-5 7-6 7-7 X1 1I 1 ; j E j( )j 4 11 19 21 55 75 . ^x/ ys, &*x x -k X XX X rfk X XX X Jk X XX X -k X Xf f ^k XX X -k XX X -k Xf f *k XX X *k XX X rfk XX X ft; VXx *k Xf X -k Xs # *k XX X -v XX X *k XX X rfk XX X -k XX X *n XXX-k Xf f f ** f *k XX X -k Xf fk XX f\ XX Xv, XX Xk XX Xk XX Xk XX Xk XX Xk X k XX fk X •^ FILI- >^s^ Moist, reddish brown, silty coarse sand / ALLUVIUM Medium dense, moist, dark brown, silty coarse sand (SM) Medium dense, moist, reddish brown, silty coarse sand (SM) SANTIAGO FORMATION Hard, moist, mottled olive brown, sandy fat clay (CH) Interbedded hard, moist, olive to brown, clayey sand (SC) and sandy lean to fat clay (CL/CH) Bottom of Boring at 26.5 feet Project NO: 8951337J-SI02 Woodward-Clyde Consultants ^ _ _ - ™™ - 3 30 100 92 GS, DS LL, PI Figure: A-31 Project: CARLSBAD OAKS EAST Log of Boring No: 8 Date Drilled: 3-20-90 Water Depth: Dry Measured: At time of drilling Type of Boring: 8" Hollow stem auger Type of Drill Rig: CME550 Hammer: 140 Ibs. at 30" drop * see Key to Logs, Fig. A-1 £ CD "~ Q 8 Q. (Q CO Blows/ftMaterial Description MoistureContent,%>,^_.~ •«-C* co oQ c n O 5«•c to 6^ Surface Elevation: Approximately 376' Q"* - 5- 10- 15- 20- 25- 30^ 8-1 %50/ 4" ' RESIDUAL CLAY Medium dense, moist, dark red brown, clayey sand (SC) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Very dense, moist, brown, poorly graded sand (SP) Refusal at 17 feet on unweathered granitic rock Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ - — - Figure: A-32 Project: CARLSBAD OAKS EAST Date Drilled: 3-20-90 Water Depth: Dry Type of Boring: 8" Hollow stem auger Type of Drill Rig: CME 550 * see Key to Logs, Fig. A-1 .rf 0) "*~ Q o Q. CO Blows/ftLog of Boring No: 9 Measured: At time of drilling Hammer: 140 Ibs. at 30" drop Material Description MoistureContent,%frt-5 <DQ o w.C (/) Surface Elevation: Approximately 465' 0^ - 5- 10- 15- 20- 25- 30^ 9-1 9-2 LJ 7 DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Very dense, moist, brown, clayey sand (SC) Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ - - — GS Figure: A-33 9 Project: CARLSBAD OAKS EAST Log of Boring No: 9 (Contd.) Q 30" 35- • 40- 45- 50- 55- 60- 65^" coCD •Q. CO Blows/ftMaterial Description (Continued) very dense, moist, brown, clayey sand (SC) Refusal at 35.5 feet on very dense decomposed granitic rock Project NO: 8951337J-SI02 Woodward-Clyde Consultants ^ - - - mi mt MoistureContent,%>--t-5 c Q.«o 5 '<» Figure: A-34 Project: CARLSBAD OAKS EAST Date Drilled: 3-20-90 Water Depth: Dry Type of Boring: 8" Hollow stem auger Type of Drill Rig: CME 550 * see Key to Logs, Fig. A-1 .c 0) ~~Q to(ft Blows/ftLog of Boring No: 10 Measured: At time of drilling Hammer: 140 Ibs. at 30" drop Material Description 2? | f * s* O S*<2 Surface Elevation: Approximately 377' ° - — 5"" 10- 15- - 20- 25- 30^ 10-1 10-2 10-3 10-4 I 8 ^ 7 1007 5" •• TOPSOIL Loose, moist, dark brown, silty coarse sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, light reddish brown, silty sand (SM) Very dense, moist, brown, poorly graded sand (SP) Drive sample attempt at 25', no penetration Project NO: 8951337J-SI02 Woodward-Clyde Consultants v - _ - — Figure: A-35 Project: CARLSBAD OAKS EAST Q 30 "" 35- 40- - 45- • • 50- • 55- 60- 65^ <o £ 10 iJ I 10-6 z Blows/ftLog of Boring No: 10 (Contd.) Material Description 1 Project No: 8951337J-SI02 (Continued) very dense, moist, brown,poorly graded sand (SP) Drive sample attempt at 35', no penetration With zones of hard rock Near refusal at 54 feet on very dense decomposed granitic rock Woodward-Clyde Consultants ^ - — — - — M ^^MoistureContent,%^ w "o 0 g o-Q 1! Figure: A-36 Project: CARLSBAD OAKS EAST Log of Boring No: 11 Date Drilled: 3-21-90 Water Depth: Dry Measured: At time of drilling Type of Boring: 8" Hollow stem auger Type of Drill Rig: CME550 Hammer: 140 Ibs. at 30" drop * see Key to Logs, Fig. A-1 xf ^-^a>O $•5. (0U)Blows/ftMaterial Description MoistureContent,%>.i.-— •»-£• c/> o0 § Q-O 0 '«> •B «o£ Surface Elevation: Approximately 457' o" 5- 10- 15- 20- 25- 30^ 11-1 11-2 11-3 !! / I 50 100/ 3" ; DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Very dense, moist, brown, poorly graded sand (SP) i i With zones of hard rock Refusal at 17.5 feet on unweathered granitic rock Project NO: 8951 337J-SI02 Woodward-Clyde Consultants ^p - _ - 117 5 Figure: A-37 Project: CARLSBAD OAKS EAST Log of Boring No: 12 Date Drilled: 3-21-90 Water Depth: Dry Measured: At time of drilling Type of Boring: 8" Hollow stem auger Type of Drill Rig: CME 550 Hammer: 140 Ibs. at 30" drop * see Key to Logs, Fig. A-1 0) *~ Q a. «w Blows/ftMaterial Description 3 <» .0co ^ S?is Q II Surface Elevation: Approximately 348' 0 _ 5- 10- 15- 20- 25- 30^ 12-1 12-2 X j^ 44 507 2" TOPSOIL v Medium dense, moist, dark brown, clayey sand (SC) ^ DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Very dense, moist, brown, poorly graded sand (SP) ~] Very difficult drilling Refusal at 22 feet on very dense, decomposed granitic rock Project NO: 8951337J-SI02 Woodward-Clyde Consultants & •• - ••• 16 9 107 113 GS, DS LL, PI DS Figure: A-38 Project: CARLSBAD OAKS EAST Log of Boring No: 13 Date Drilled: 3-26-90 Water Depth: Dry Measured: At time of drilling Type of Boring: 8" Hollow stem auger Type of Drill Rig: CME550 Hammer: 140 Ibs. at 30" drop * see Key to Logs, Fig. A-1 .if Q CL (0CO Blows/ftMaterial Description MoistureContent,%&•'(/> "o 0 g °- Q 6,2 Surface Elevation: Approximately 264' 5- 10- 15- 20- 25- 30^ 13-1 13-2 13-3 13-4 13-5 K I i I 8 62 53 34 49 •*****"- A''V f A''f f t X ">f f A'i \ :t fc Xf L \f f\ X fc X fc Xsk X TOPSOIL Loose, moist, dark brown, clayey coarse sand (SC) SANTIAGO FORMATION Very dense, moist, mottled dark olive brown, silty to clayey sand (SC/SM) with some zones of brown, silty sand y Very difficult drilling Very dense, moist, mottled olive and reddish brown, clayey sand to sandy lean clay (SC/CL) Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ — — - 9 11 19 120 107 110 GS, LL, PI Figure: A-39 Project: CARLSBAD OAKS EAST Log of Boring No: 13 (Contd.) f*Q - 35- - 40- 45- 50- 55- 60- 65^ in<oa. en 13-6 13-7 X _ X Blows/ft40 77 Material Description vl \ y/, Y' (Continued) very dense, moist, mottled olive and reddish s brown, clayey sand to sandy lean clay (SC/CL) ., Very hard, moist, dark greenish blue, sandy lean to fat clay (CLyCH) Bottom of hole at 36.5 feet Project NO: 8951 337J-SI02 Woodward-Clyde Consultants 4r ™ ^H - - - • • •• •• «MoistureContent,%Q i S-o ^_ • -c w 6£ Figure: A-40 Project: CARLSBAD OAKS EAST Log of Boring No: 14 Date Drilled: 3-26-90 Water Depth: Dry Measured: At time of drilling Type of Boring: 8" Hollow stem auger Type of Drill Rig: CME550 Hammer: 140 Ibs. at 30" drop * see Key to Logs, Fig. A-1 jf o-t:0> Q 8 Q. 1 Blows/ftMaterial Description MoistureContent,%&--W-GQ § o- 0 . *<5 w *! Surface Elevation: Approximately 361 ' o" - 5 — 10- 15- 20- 25- 30^ 14-1 14-2 14-3 X I 2 57 I 100/ 5" TOPSOIL Medium dense, moist, reddish brown, silty coarse sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Drive sample attempt at 20 feet - no penetration Very dense, moist, brown, poorly graded sand (SP) Project NO: 8951 337J-SI02 Woodward-Clyde Consultants ^ - - — — GS Figure: A-41 • Project: CARLSBAD OAKS EAST f-o 30" 35- • 40- • 45- • 50- 55- 60- 65^ <0 1 W Blows/ftLog of Boring No: 14 (Contd.) Material Description ~t (Continued) very dense, moist, brown, poorly graded sand (SP) Very difficult drilling Refusal at 37.5 feet on very dense, decomposed granitic rock Project No: 8951337J-SI02 Woodward-Clyde Consultants ^ - __ • • ^M • M «• • t^m M ^ <D ^T i|ss i<3 £• »t5 Q g a o 5 "> •£ w6,2 Figure: A-42 Project: CARLSBAD OAKS EAST Date Drilled: 3-26-90 Water Depth: Dry Type of Boring: 8" Hollow stem auger Type of Drill Rig: CME 550 * see Key to Logs, Fig. A-1 Q eo<D O. <0 CO Blows/ftLog of Boring No: 15 Measured: At time of drilling Hammer: 140 Ibs. at 30" drop Material Description MoistureContent,%as £•"•» "oQ § o- 0 « 2 Surface Elevation: Approximately 375' - 5- 10- 15- 20- 25- 30^ 15-1 15-2 15-3 1 I 28' TOPSOIL Medium dense, moist, reddish brown, silty coarse sand DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Drive sample attempt at 25 feet - no penetration (SM) Project NO: 8951 337j-sio2 Woodward-Clyde Consultants^ - - — — — — - Figure: A-43 Project: CARLSBAD OAKS EAST xf Q 30" 35- 40- 45- 50- 55- 60- 65^ (0<D•Q. (0 CO Blows/ftL 15-4 / Log of Boring No: 15 (Contd.) Material Description (Continued) very dense, moist, brown, silty sand (SM) Very dense, moist, brown, poorly graded sand (SP) — 1 Very difficult drilling Project No: 8951337J-SI02 Refusal at 37 feet on very dense, decomposed granitic rock Woodward-Clyde Consultants & . — - — •MoistureContent,%£•_ o I £ Q »_ «o £x: <n GS Figure: A-44 Project: CARLSBAD OAKS EAST Log of Boring No: 16 Date Drilled: 3-27-90 Water Depth: Dry Measured: At time of drilling Type of Boring: 8" Hollow stem auger Type of Drill Rig: CME 550 Hammer: 140 Ibs. at 30" drop * see Key to Logs, Fig. A-1 .c O tno> Q. (0CO Blows/ftMaterial Description MoistureContent,%fc-'t- o w *o> <2,C (/) 6,2 Surface Elevation: Approximately 515' °- - 5- - 10- 15- 20- 25- 30^ 16-1 16-2 16-3 16-4 I63 I ]L z ww^ •• TOPSOIL \ Medium dense, moist, dark reddish brown, silty coarse sand (SM) / DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Very dense, moist, brown, silty sand (SM) Drive sample attempt at 20 feet - no penetration Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ - - — - GS Figure: A-45 Project: CARLSBAD OAKS EAST Log of Boring No: 16 (Contd.) -<B Q en<D CO BlowMaterial Description sturentent,Q 16-5 35- (Continued) very dense, moist, brown, poorly graded sand (SP) 40- 45- 50- 55- 60- 65 Refusal at 37 feet on very dense, decomposed granitic rock Project No: 8951337J-SI02 Woodward-Clyde Consultants Figure: A-46 Project: CARLSBAD OAKS EAST Log of Boring No: 17 Date Drilled: 3-27-90 Water Depth: Dry Measured: At time of drilling Type of Boring: 8" Hollow stem auger Type of Drill Rig: CME 550 Hammer: 140 Ibs. at 30" drop * see Key to Logs, Fig. A-1 f-a <n<Ba. COw Blows/ftMaterial Description MoistureContent,%.^£* «n t)0 § a. Q w £ Sf Surface Elevation: Approximately 41 2' 0 5 — 10- 15- 20- 25- 30^ 17-1 7 TOPSOIL Medium dense, moist, dark reddish brown, silty coarse sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Project NO. 8951 337J-SI02 Woodward-Clyde Consultants^ - — — — — — - Figure: A-47 Project: CARLSBAD OAKS EAST Log of Boring No: 17 (Contd.) .c'S.t:oQ 30^ 35- • 40- 45- 50- • 55- • 60- 65^ u>a> Q. CO 17-2 17-3 t Blows/ft50/ 6" Material Description (Continued) very dense, moist, brown, silty sand (SM) Very dense, moist, brown, poorly graded sand (SP); very difficult drilling Drive sample attempt at 50 feet - no penetration Refusal at 53 feet on very dense, decomposed granitic rock Project NO: 8951337J-SI02 Woodward-Clyde Consultants ^ - — - M ••MoistureContent,%>N •^•— •«-c u> uQ § o-o . *c5 en -c "555£ Figure: A-48 Project: CARLSBAD OAKS EAST Date Drilled: 3-27-90 Water Depth: Dry Type of Boring: 8" Hollow stem auger Type of Drill Rig: CME 550 * see Key to Logs, F g. A-1 j£ Q. —O) O a><s>a. COCO Blows/ftLog of Boring No: 18 Measured: At time of drilling Hammer: 140 Ibs. at 30" drop Material Description MoistureContent,%^£• <n t3Q § °- Q S £> £ w0,2 Surface Elevation: Approximately 219' o" 5- 10- 15- 20- 25- 30^" 18-1 18-2 18-3 18-4 18-5 ! I X ? 5 29 100/ 4.5" ALLUVIUM Firm, moist, very dark brown, fine sandy fat clay (CH) Very dense, moist, brown, poorly graded sand (SP) Bottom of Hole at 20.5 feet Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ — ^_ 11 6 128 111 Figure: A-49 Project: CARLSBAD OAKS EAST Log of Boring No: 19 Date Drilled: 3-29-90 Water Depth: Dry Measured: At time of drilling Type of Boring: 8" Hollow stem auger Type of Drill Rig: CME550 Hammer: 140 Ibs. at 30" drop * see Key to Logs, Fig. A-1 .. CD "~ Q %o. CO *; iom Material Description 2 - 3 <5 nat -e JS '5 o 20 >; £* 35 "o O .o> </> •B " Surface Elevation: Approximately 375' n*** - - 5- 10- 15- - 20- - 25- 30^ 19-1 19-2 V(\ 1 * 52 •• TOPSOIL Medium dense, moist, dark reddish brown, silty coarse sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Very dense, moist, brown, poorly graded sand (SP) Drive sample attempt at 20 feet - no penetration T Very difficult drilling Project NO: 8951337J-SI02 Woodward-Clyde Consultants ^ - - Figure: A-50 Project: CARLSBAD OAKS EAST xfs.rCDo 30" 35- - 40- • • 50- 55- 60- 65^ v> \0o. raCO 19-3 Blows/ftLog of Boring No: 19 (Contd.) Material Description (Continued) very dense, moist, brown, poorly graded sand (SP) Bottom of Hole at 45 feet Project No: 8951337J-SI02 Woodward-Clyde Consultants 4r - — - i « ••MoistureContent,%e-lf-c Q § o-Q 1*56^ Figure: A-51 Project: CARLSBAD OAKS EAST Date Drilled: 3-29-90 Water Depth: Dry Type of Boring: 8" Hollow stem auger Type of Drill Rig: CME 550 * see Key to Logs, Fig. A-1 0) *~ Q Q. atCO Blows/ftLog of Boring No: 20 Measured: At time of drilling Hammer: 140 Ibs. at 30" drop Material Description MoistureContent,%£>"« "o O o '«>.C (/) Surface Elevation: Approximately 380' - 5 — ^ A ,1 U 15- 20- 25- 30^ 20-1 20-2 20-3 20-4 20-5 U 59 z z I - TOPSOIL Medium dense, moist, dark reddish brown, silty coarse sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Very dense, moist, brown, clayey sand (SC); difficult drilling Project NO: 8951 337j-sio2 Woodward-Clyde Consultants^ - ~ - GS Figure: A-52 Project: CARLSBAD OAKS EAST o 30" 35- 40- •• 45- M 55- 60- 65^ •§. to Blows/ftLog of Boring No: 20 (Contd.) Material Description (Continued) very dense, moist, brown, clayey sand (SC); difficult drilling Project No: 8951337J-SI02 Refusal at 50 feet on very dense, decomposed granitic rock Woodward-Clyde Consultants 4r - — — • ^^MoistureContent,%- .t± __C* <0 o Q <5 c/>j: «6^ Figure: A-53 Project: CARLSBAD OAKS EAST Log of Test Pit No: P-1 Date Excavated: 3-30-90 Water Depth: Dry Measured: At time of excavation Type of Excavation: Backhoe Type of Rig: JCB 3CX * see Key to Logs, Fig. A-1 ^j ij C '5 o^ u - 3j» £•'«> t3 Q>O L_ * ^— (/) "~ Surface Elevation: Approximately 315' 2- 3- - 5- 7- 8- 9- 10- 11- 12- 13- 14- 15 " ...i y P-1-2/r , Sff tfSfftfff ftf . ff. . ft,. ft,. ft,, ft.fft TOPSOIL Firm, moist, dark brown, sandy fat clay (CH) Hard, moist, dark brown, sandy fat clay (CH) with some clasts of light brown, cemented siltstone SANTIAGO FORMATION Hard, moist, olive brown mottled, fine sandy silt (ML) and sandy lean clay (CL) Bottom of Hole at 6 feet Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ •^ - _ — — Fgure: A-54 Project: CARLSBAD OAKS EAST Date Excavated: 3-30-90 Water Depth: Dry Type of Excavation: Backhoe Type of Rig: JCB 3CX * see Key to Logs, Fig. A-1 . -C Q <n "5L fn — o CO Log of Test Pit No: P-2 Measured: At time of excavation Material Description o _- 2 O 3s I'll. 0 . *o <n•s «o ®w 1— Surface Elevation: Approximately 285' 0 ™" •J _ 2- 3- 4- 5- 6- 7- 8- Q 11- 12- 13- 14- 15 " P-2-1 P-2-2 / ' fl P-2-3 / /// % FILL Moist, dark brown, sandy fat clay with buried organic debris TOPSOIL Hard, moist, dark olive brown mottled, sandy fat clay (CH) SANTIAGO FORMATION Hard, moist, light reddish brown, fine sandy fat clay (CH) Bottom of Hole at 10 feet Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ ™ — — — ™ — — — — •" GS, LL.PI LC.UBC Figure: A-55 Project: CARLSBAD OAKS EAST Log of Test Pit No: P-3 Date Excavated: 3-30-90 Water Depth: 9 feet Measured: At time of excavation Type of Excavation: Backhoe Type of Rig: JCB 3CX * see Key to Logs, Fig. A-1 .c O tn<D Q. V) *~ om Material Description o _r "5 o20 - £•"<« "oO t CL O o £ ^ V) "~ Surface Elevation: Approximately 270' cT~ 1- 3- 4- - 5- 6- 7- 8- 9- 10- 12- 13- 14- 15 " MP-3-1 / P-3-2 \l h P-3-3 / n P-3-4 / h P-3-5 ' 1/// //, y/,Y/ I FILL Moist, brown, sandy fat clay with organic debris TOPSOIL Firm, moist, dark brown, sandy fat clay (CH) SANTIAGO FORMATION Hard, moist, olive brown, fine sandy fat clay (CH) Hard, moist, very dark olive gray, fine sandy fat clay (CH) with zones of lime deposits Hard, wet, olive brown, sandy lean clay (CL) Bottom of Hole at 1 1 feet Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ *" - — — - — Figure: A-56 1 Project: CARLSBAD OAKS EAST Log of Test Pit No: P-4 Date Excavated: 3-30-90 Water Depth: Dry Measured: At time of excavation Type of Excavation: Backhoe Type of Rig: JCB 3CX * see Key to Logs, Fig. A-1 . .^ 0) Q. (0 03 ^w om Material Description 2 £3 5« |S? 0 §20 >l•*.•—«_cr w ocb ^- ^**0) Q ^ *«(/>•»-• 6^ Surface Elevation: Approximately 234* o^ ~ 1 ™ 2 — 3- - 4 - 5- 6- Q !!_._ 9- 10- 11- 12- 13- 14- 15 " H1 /IP-4-1 M If 1If 1' X/ /y *Sf ffffffffffffffffffffffffffffffffffffffffffffffffffffffff Iff ffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffff fff*fffffffffffffffffffffffff TOPSOIL Firm, moist, dark brown, fine sandy lean clay (CL) SANTIAGO FORMATION Hard, moist, pale olive with reddish brown mottles, fine sandy silt to sandy lean clay (ML/CL) with zones of silty to clayey sand Bottom of Hole at 7 feet Project NO: 8951 337J-SI02 Woodward-Clyde Consultants v "• "• _ _ - _ — — — — — — — — — "" Figure: A-57 Project: CARLSBAD OAKS EAST Date Excavated: 3-30-90 Water Depth: 3 feet Type of Excavation: Backhoe Type of Rig: JOB 3CX * see Key to Logs, Fig. A-1 _cE-r0>Q % Q. W Blows/ftLog of Test Pit No: P-5 Measured: At time of excavation Material Description MoistureContent,%>^£> w "oQ i °-o 5 *con Surface Elevation: Approximately 246' o" ™ 1- 2- - 3- 4- 5- 6- 7- 8- 9- 10- 11- 12- 13- 14- 15 "v. , P-B, / P-5-2 '- , f- ALLUVIUM Loose, wet, very dark olive brown, silty sand (SM) SANTIAGO FORMATION Hard, moist, pale olive, very sandy silt (ML) Bottom of Hole at 8 feet Project NO: 8951 337J-sio2 Woodward-Clyde Consultants^ ~ ^ — - — Figure: A-58 Project: CARLSBAD OAKS EAST Date Excavated: 4-2-90 Water Depth: Dry Type of Excavation: Backhoe Type of Rig: JCB 3CX * see Key to Logs, Fig. A-1 f-Q Q. CO CO Blows/ftLog of Test Pit No: P-6 Measured: At time of excavation Material Description MoistureContent,%SK Q C Q.0>Q « *££ to Surface Elevation: Approximately 270' 0 ~" 1- 2 ™ 3- - 4- 5- 6- 7- 8- 10- 11- 12- 13- 14- 15 "v. P-6-1 i IyP-6-2/ P.S, _ / - !; t ;j - - RESIDUAL CLAY Dense, moist, dark reddish brown, clayey coarse sand DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) (SC) Bottom of Hole at 9 feet Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ ™ — - • — - Figure: A-59 Project: CARLSBAD OAKS EAST Date Excavated: 4-2-90 Type of Excavation: Backhoe * see Key to Logs, Fig. A-1 .c Q a. to V)Blows/ftWater Depth: Dry Type of Rig: JCB 3CX Log of Test Pit No: P-7 Measured: At time of excavation Material Description || o ii §20 si O w « 0 «J S5 Surface Elevation: Approximately 280' °^1- ™ 3- 4- 5- 6- 7- 9- 10- 11- 12- 13- 14- 15 ~ V. P.,,/ P-7-2 L /" P.,/ RESIDUAL CLAY Very dense, moist, dark reddish brown, clayey coarse sand (SC) Project No: 8951337J-SI02 DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Bottom of Hole at 8 feet Woodward-Clyde Consultants ^ - - ~ — — Figure: A-60 Project: CARLSBAD OAKS EAST Date Excavated: 4-2-90 Water Depth: 6 feet Type of Excavation: Backhoe Type of Rig: JCB 3CX * see Key to Logs, Fig. A-1 o> "*"0 OL «CO Blows/ftLog of Test Pit No: P-8 Measured: At time of excavation Material Description MoistureContent,%>•£>"« "o 0 If0,2 Surface Elevation: Approximately 277' 0** — 1- - 2- 3- 4- 5- 6- 7- - 8- 9- 10- 11- 12- 13- 15 " i P-8-1 /F il P-8-2 / L ALLUVIUM Loose, moist, reddish brown, silly coarse sand (SM) Loose to medium dense, wet, brown to gray, silty sand with some layers of dark gray sandy silt (SM) Bottom of Hole at 14 feet Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ •• — - "^^ — — — Figure: A-61 Project: CARLSBAD OAKS EAST Date Excavated: 4-2-90 Water Depth: Dry Type of Excavation: Backhoe Type of Rig: JCB 3CX * see Key to Logs, Fig. A-1 f-O Q.Blows/ftLog of Test Pit No: P-9 Measured: At time of excavation Material Description MoistureContent,%si £*'<» t3O ^ (^ Q 5 «•^ to 6^ Surface Elevation: Approximately 328' Q"* — 1- - 2~ 3- ~ 4- 5- 7- 8- 9- 10- 11- 12- 13- 14- 15 " P-9-1 / L 1 P-9-2 / ALLUVIUM Loose, moist, reddish brown, silty coarse sand (SM) with some rock fragments DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Bottom of Hole at 6.5 feet Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ ~ — - - •• — ~" Figure: A-62 Project: CARLSBAD OAKS EAST Date Excavated: 4-2-90 Water Depth: Dry Type of Excavation: Backhoe Type of Rig: JCB 3CX * see Key to Logs, Fig. A-1 _c Q a. roCO Blows/ftLog of Test Pit No: P-10 Measured: At time of excavation Material Description MoistureContent,%>.^-£? a> o Q ® «> « Surface Elevation: Approximately 495' 0 1- 2- 3- 4- 6- 7- 8- 9- 10- 11- 12- 13- 14- 15 " X. -i P10-2 L / TOPSOIL Loose, moist, dark reddish brown, silty coarse sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Bottom of Hole at 4.5 feet Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ - — — — — GS.LC Figure: A-63 Project: CARLSBAD OAKS EAST Date Excavated: 4-2-90 Water Depth: Dry Type of Excavation: Backhoe Type of Rig: JCB 3CX * see Key to Logs, Fig. A-1 jf 'S.iT0O <00) Q. (0 CO Blows/ftLog of Test Pit No: P-11 Measured: At time of drilling Material Description MoistureContent,%si £•'35 "o Q § °- Q fc_ *0) tf> •£ w6^J Surface Elevation: Approximately 432' o" ™ 1- 2~ 3- A 5- 6- 7- 8- 9- 10- 11- 12- 13- 14- 15 " ^ ™-4 -/! P11-2 / TOPSOIL Loose to medium dense, moist, dark reddish brown, silty sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Bottom of Hole at 5.5 feet Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ ™ — — Figure: A-64 Project: CARLSBAD OAKS EAST Date Excavated: 4-2-90 Water Depth: Dry Type of Excavation: Backhoe Type of Rig: JCB 3CX * see Key to Logs, Fig. A-1 Q tn'« t3 oO <5 ",C (0 Surface Elevation: Approximately 395' 1- - 2- 3- 5- 6- 7- 8- 9- 10- 11- 12- 13- 14- 15 " V. P12-1 P12-2 1 _/ TOPSOIL X. Loose, moist, light reddish brown, silty coarse sand (SM) > DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Bottom of Hole at 4 feet Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ - - — — LC Figure: A-65 Project: CARLSBAD OAKS EAST Date Excavated: 4-2-90 Water Depth: Dry Type of Excavation: Backhoe Type of Rig: JCB 3CX * see Key to Logs, Fig. A-1 Q in "5. nftO Blows/ftLog of Test Pit No: P-13 Measured: At time of excavation Material Description MoistureContent,%.^•^. o ._ * 0) « Surface Elevation: Approximately 486' 0 ™ 1- 2~ 3- ™ 4- 6- 7- 8- 9- 10- 11- 12- 13- 14- 15 " MNP13-1 ~ P13-2 / f - TOPSOIL Loose to medium dense, moist, dark reddish brown, silty coarse sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Bottom of Hole at 5 feet Project NO: 8951 337J-SI02 | Woodward-Clyde Consultants^ ^ — — Figure: A-66 Project: CARLSBAD OAKS EAST Date Excavated: 4-2-90 Water Depth: Dry Type of Excavation: Backhoe Type of Rig: JCB 3CX * see Key to Logs, Fig. A-1 jf !•«=o 8 Q. 10 CO Blows/ft1 Log of Test Pit No: P-14 Measured: At time of excavation Material Description MoistureContent,%£••55-5Q § o-o t. *o <2•E «6i= Surface Elevation: Approximately 485' (T 1- 2- 3- 4- 6- 7- 8- 9- 10- 11- 12- 13- 14- 15 " V. P,4,M P14-2 /L TOPSOIL Loose to medium dense, moist, reddish brown, silty coarse sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Bottom of Hole at 5 feet Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ - — — — — — — — — — — — — ~ Figure: A-67 Project: CARLSBAD OAKS EAST Log of Test Pit No: P-15 Date Excavated: 4-2-90 Water Depth: Dry Measured: At time of excavation Type of Excavation: Backhoe Type of Rig: JOB 3CX * see Key to Logs, Fig. A-1 S.~o0 <nID a. (0 CO Blows/ftMaterial Description MoistureContent,%^£• ai "o 0 § o- O » *m (01 «o^ Surface Elevation: Approximately 478' o" •) 2- 3- 4- 6- ™7 WM 8- 9- 10- 11- 12- 13- 14- 15 " Nr P15-lM P15-2 / P15-3' / TOPSOIL Loose, moist, dark reddish brown, silty sand (SM) RESIDUAL CLAY Dense, moist, dark reddish brown, clayey sand (SC) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Bottom of Hole at 5 feet Project NO: 8951337J-SI02 Woodward-Clyde Consultants^ - — — GS, LC UBC Figure: A-68 Project: CARLSBAD OAKS EAST Date Excavated: 4-2-90 Water Depth: Dry Type of Excavation: Backhoe Type of Rig: JC3 3CX * see Key to Logs, Fig. A-1 jf S-Co>0 %a. (QCO Blows/ftLog of Test Pit No: P-16 Measured: At time of excavation Material Description MoistureContent,%si £•'55 t3Q § o- O . *o u> •£ w5£ Surface Elevation: Approximately 480' <T™ 1- - 2~ o 4- 5- 6- 7- 8- 9- 10- 11- 12- 13- 14- 15 "•^ P16-1 A ha P16-2M n0 P16-3 / | s TOPSOIL Loose to medium dense, moist, dark reddish brown, silty sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Bottom of Hole at 5.5 feet Project NO: 8951 337J-sio2 Woodward-Clyde Consultants ^ ™ — - Fgure: A-69 Project: CARLSBAD OAKS EAST Date Excavated: 4-2-90 Water Depth: Dry Type of Excavation: Backhoe Type of Rig: JCB 3CX * see Key to Logs, Fig. A-1 j± o> "~O Q. 1 Blows/ftLog of Test Pit No: P-17 Measured: At time of excavation Material Description MoistureContent,%£-t-5 o o 12•B <" Surface Elevation: Approximately 392' Q"* — 1- 2- 4- 5- 6- 7- 8- 9- 10- 11- 12- 13- 14- 15 " •N, P17-lMV i P17-2 / P17-3 / L TOPSOIL Loose to medium dense, moist, dark reddish brown, silty coarse sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Bottom of Hole at 12 feet Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ •• — — Figure: A-70 Project: CARLSBAD OAKS EAST Date Excavated: 4-3-90 Water Depth: Dry Type of Excavation: Backhoe Type of Rig: JOB 3CX * see Key to Logs, Fig. A-1 j£ *-a 8 Q. (0cn ^ om Log of Test Pit No: P-18 Measured: At time of excavation Material Description 13 £ .« c 3s O o20 3s £" « oQ C Q.<DO •-*« il Surface Elevation: Approximately 426' o' 1 2- o __ 5- 6- 7- 8- 9- 10- 11- 12- 13- 14- 15 " P18-1M t I P18-2 / I" TOPSOIL Loose to medium dense, moist, dark reddish brown, silty sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Bottom of Hole at 4 feet Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ — — Fgure: A-71 Project: CARLSBAD OAKS EAST Date Excavated: 4-3-90 Water Depth: Dry Type of Excavation: Backhoe Type of Rig: JCB 3CX * see Key to Logs, Fig. A-1 xf 'S.iEQ)o in<Ba. roCO Blows/ftLog of Test Pit No: P-19 Measured: At time of excavation Material Description MoistureContent,%>L 2^'OT "5Q § °-o 1! Surface Elevation: Approximately 385' cT 1- - 2~ - 3- 4- 6- 7- 8- 9- 10- 11- 12- 13- 14- 15 " P19-1 t \ P19-2 / L ******* TOPSOIL >s^ Loose, moist, light brown, silty coarse sand (SM) ^ DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Bottom of Hole at 5 feet Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ - - — - — — Figure: A-72 Project: CARLSBAD OAKS EAST Date Excavated: 4-3-90 Water Depth: Dry Type of Excavation: Backhoe Type of Rig: JOB 3CX * see Key to Logs, Fig. A-1 o *~0 Q. CO 1om Log of Test Pit No: P-20 Measured: At time of excavation Material Description | £>>- Qg£0)o k. *II Surface Elevation: Approximately 31 0* 0 1 2- 3- 4- - 5- 7- 8- 9- 10- 11- 12- 13- 14- 15 " P20-1 / P20-2 / I •; P20-3 /i TOPSOIL Loose, moist, dark reddish brown, silty coarse sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Bottom of Hole at 6 feet Project NO: 8951337J-SI02 Woodward-Clyde Consultants <r*. - - "•" — — - " — Figure: A-73 Project: CARLSBAD OAKS EAST Date Excavated: 4-3-90 Water Depth: Dry Type of Excavation: Backhoe Type of Rig: JCB 3CX * see Key to Logs, Fig. A-1 .. Q Q) "QL (0 ^ ^CO Log of Test Pit No: P-21 Measured: At time of excavation Material Description 2 - «f 3?is si 0 ^_ *o> y> Surface Elevation: Approximately 365' Q^- 1 - - 2- 3- 4- 5- 6- 7- 9- 10- 11- 12- 13- 14- 15 " V. P21-1 / f ,! P21-2 /*- i ALLUVIUM Loose to medium dense, moist, dark brown, silty coarse sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Bottom of Hole at 8 feet Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ - - — GS.LC Figure: A-74 Project: CARLSBAD OAKS EAST Date Excavated: 4-4-90 Water Depth: Dry Type of Excavation: Backhoe Type of Rig: JOB 3CX * see Key to Logs, Fig. A-1 j=«-• t . Q 0)0) Q.E(0w »- M Om Log of Test Pit No: P-22 Measured: At time of excavation Material Description £ «_-5 c 'o §20 - ^..tr M-c* ») ot~\ C Q-<z> O ^ *<D O ^ «H Surface Elevation: Approximately 455' <r . ™ 2- - 3- 4- 5- 6- 7- 8- 9- 10- 11- 12- 13- 14- 15 " MP22-1 / fjnyP22-2 / L TOPSOIL Loose to medium dense, moist, dark reddish brown, silty sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Bottom of Hole at 4.5 feet Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ - ™ — - — — ^~ — — — — — — — — — ^ Figure: A-75 Project: CARLSBAD OAKS EAST Log of Test Pit No: P-23 Date Excavated: 4-4-90 Water Depth: Dry Measured: At time of excavation Type of Excavation: Backhoe Type of Rig: JCB 3CX * see Key to Logs, Fig. A-1 £ <D "~Q OTO QL reCO Blows/ftMaterial Description MoistureContent,%£*"co t3Q g Q. Q l| Surface Elevation: Approximately 373' Q"* - 1- 2~ 3- ™ 4- - 5- 6- 7- 9- 10- 11- 12- — 13- 14- 15 ~ X. MP23-1 /I P23-2 n P23-3 / f I TOPSOIL Loose to medium dense, moist, dark reddish brown, silty sand (SM) RESIDUAL CLAY Hard, moist, mottled olive and reddish brown, sandy lean clay (CL) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Bottom of Hole at 8 feet r Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ - — ~ — Figure: A-76 Project: CARLSBAD OAKS EAST Date Excavated: 4-5-90 Water Depth: Dry Type of Excavation: Backhoe Type of Rig: JOB 3CX * see Key to Logs, Fig. A-1 0) *~Q Q.Blows/ftLog of Test Pit No: P-24 Measured: At time of excavation Material Description MoistureContent,%„_ .t; __C CO o 0)O ^ * Surface Elevation: Approximately 336' 1- - 3- 4- 5- 6- 7- 8- 9- 10- 11- 12- 13- 14- 15 " P24., / MMMM TOPSOIL i Loose, moist, dark reddish brown, silty sand (SM) ^ DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Bottom of Hole at 4.5 feet Project NO.- 8951 337J-SI02 Woodward-Clyde Consultants^ - - — — — Figure: A-77 Project: CARLSBAD OAKS EAST Date Excavated: 4-3-90 Water Depth: Dry Type of Excavation: Backhoe Type of Rig: JOB 3CX * see Key to Logs, Fig. A-1 £ 0) "*"a •5. (0 CO Blows/ftLog of Test Pit No: P-25 Measured: At time of excavation Material Description g ~ >.^-c m o Q ^ « s| Surface Elevation: Approximately 280' 1 2- • 4- - 5- 6- 7- 8- 9- 11- 12- 13- 14- 15 " P25-2/ h P25-3 / f :•&*:*• I TOPSOIL Loose, moist, grayish brown, silty sand (SM) RESIDUAL CLAY Hard, moist, dark olive brown, sandy lean to fat clay (CL/CH) DECOMPOSED GRANITIC ROCK Very dense, moist, olive brown, silty sand (SM) Bottom of Hole at 10 feet Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ - — ~ — - — — — — — — — — — ~* GS, LC LL, PI Figure: A-78 Project: CARLSBAD OAKS EAST Log of Test Pit No: P-26 Date Excavated: 4-5-90 Water Depth: Dry Measured: At time of excavation Type of Excavation: Backhoe Type of Rig: JOB 3CX * see Key to Logs, Fig. A-1 .cfce O 8 CL (0w Blows/ftMaterial Description 2 £ 3|sS i<3 £•"«> "o0 § Q- 0 5 *« •B *»6,2 Surface Elevation: Approximately 252' o" 1 2- 4- 5- 7- 8- 9- 10- 11- 12- 13- 14- 15 "v, P26-1 P26-J ; fl /~ \ I TOPSOIL Loose, moist, dark brown, silty sand (SM) RESIDUAL CLAY Hard, moist, dark brown, sandy fat clay (CH) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Bottom of Hole at 6 feet Project NO: 8951 337J-SI02 Woodward-Clyde Consultants^ - — •MM Figure: A-79 Project: CARLSBAD OAKS EAST Date Excavated: 4-5-90 Water Depth: Dry Type of Excavation: Backhoe Type of Rig: JCB 3CX * see Key to Logs, Fig. A-1 „ Q <8"5. (Q ? 1m Log of Test Pit No: P-27 Measured: At time of excavation Material Description £ -I IF s; £*'S "o O w « si Surface Elevation: Approximately 286' (T 1- 2~ 3- 4- 5- 6- 7- 8- 10- 11- 12- 13- 14- 15 " «J P27-2 P27-G ; f /{ TOPSOIL Hard, moist, dark brown, sandy fat clay (CH) RESIDUAL CLAY Hard, moist, mottled dark reddish brown and olive, sandy fat clay (CH) SANTIAGO FORMATION Firm to hard, moist, pale olive, sandy lean clay (CL) Zone of granular decomposed granite Refusal at 9 feet on unweathered granitic rock Project NO: 8951 337J-SI02 Woodward-Clyde Consultants ^p — — •MIB MM Figure: A-80 Project: CARLSBAD OAKS EAST Date Excavated: 4-5-90 Water Depth: Dry Type of Excavation: Backhoe Type of Rig: JCB 3CX * see Key to Logs, Fig. A-1 . Q-CQ) 8a. CO ?a> Om Log of Test Pit No: P-28 Measured: At tme of excavation Material Description | £i%*O O:> o >. £• w'oQ § °-o *- *,no> 2 %? Surface Elevation: Approximately 240' o" 1- 2- 3- 4- 5- 6- 7- 8- 9- 10- 11- 12- 13- 14- 15 ">». P28-1 P28-2 'i ALLUVIUM Firm to hard, moist, mottled dark brown to dark olive, sandy fat clay (CH) with rock fragments SANTIAGO FORMATION Very hard, moist, olive to reddish brown, sandy lean clay to clayey sand (CL/SC); moderately cemented Bottom of Hole at 6.5 feet Project NO: 8951 337j-sio2 Woodward-Clyde Consultants^ — — ^™ ••• Figure: A-81 Project No. 8951337J-SI02 Woodward-Clyde Consultants APPENDIX B LABORATORY TESTS The materials observed in the borings were visually classified and evaluated with respect to strength, swelling, and compressibility characteristics; dry density; and moisture content. The classification of soils observed in the exploratory borings were substantiated by performing grain-size analyses and evaluating plasticity characteristics of representative samples of the soils. The strength of the soils was evaluated by performing slow direct shear tests on selected samples and by considering the density and moisture content of the samples and the penetration resistance of the sampler. The expansion potential of soils was evaluated by considering the natural moisture content of the soil samples and the results of the plasticity tests and expansion index tests. Fill suitability tests, including compaction tests, expansion index tests and grain size analyses, were performed on samples of soils expected to be used as fill material. The results of moisture content and dry density tests are shown with the penetration resistance of the sampler at the corresponding sample location on the logs, Figures A-2 through A-81. The grain size analysis and plasticity index tests results are shown in Figures B-l through B-4. The results of the slow direct shear tests are shown in Figures B-5 through B-8. the results of laboratory compaction and expansion index tests are shown in Figures B-9 and B-10. a/jgk3 B-l 100 80 H 55CJ1— 1 SH « 60 C5 §COS3PL. £ 40wsW OH 20 0 1 SYMBO O D A 0 Remi UNIFIED SOIL CLASSIFICATION COBBLES GRAVEL COARSE FINE U.S. SIEVE SIZE IN INCHES 3 3/4 3/8 4 .... , . , . ,,, O3 10 »L BORING 1-5-4 P2-1 3-2-4 7-4-4 irk : A I""2 10 GRAIN DEPTH LL(ft) (*) J 44 2 59 4 34 1 57 2 s/iArfl COARSE MEDIUM FINE U.S. STANDARD SIEVE No. 10 20 40 60 140 2JW^. f! \ N ^^ ^\ s \s H \\ s SILT OR CLAY HYDROMETER OO X V\ V^\\\ANS> \\\ k\ 'S 11 (I. . i i . i . ).. . . i i . . |n i i . . 1 1CT1 ICT* SIZE IN MILLIMETER ff) DESCRIPTION ViCJ\V V H- 03 O) *^> tO OO O O O OoPERCENT RETAINED BY WEIGHTicr3 .3 LEAN CLAY WITH FINE SAND (CL) M- FAT CLAY WITH FINE SAND (CH) 8 FINE SANDY LEAN CLAY (CL) 55 FAT CLAY (CH> 8951337J 'SI 02 CARLSBAD OAKS EAST Woodward Clyde Consultants GRAIN SIZE DISTRIBUTION Figure No. B-1 San Diego, CA UNIFIED SOIL CLASSIFICATION COBBLES GRAVEL COARSE RNE U.S. SIEVE SIZE W INCHES SAND COMSEJ MEDIUM FINE U,3. STANDARD SIEVE No. SILT OR CLAY HYDROMETER 100 3/4 3/8 4 10 20 40 60 140 200 E-< &SCJ £ O5 COIPU woK W (X. 20 0 10'10'10 GRAIN SIZE IN MILLIMETER 0 E-. ffi o K 80 1CT2 100 1CT3 SYMBOL BORING O 9-2 D P1°-l A 12-1-4 0 13-5-4 DEPTH LL PI(ft) OQ (*)DESCRIPTION 32 44 CLAYEY SAND (SC) SILTY SAND (SM> 15 CLAYEY SAND (SC) 33 FINE SANDY LEAN CLAY (CL) Remark : 8951337J 51(92 CARLSBAD OAKS EAST Woodward Clyde Consultants San Diego, CA GRAIN SIZE DISTRIBUTION Figure NO. e-2 UNIFIED SOIL CLASSIFICATION COBBLES GRAVEL COARSE FINE U.S. SIEVE SIZE IN INCHES SAND COARSE) MEDIUM FINE U.S. STANDARD SIEVE No. SILT OR CLAY HYDROMETER 100 3/4 3/6 4 10 20 40 60 140 200 0 10'10 10 1 HP GRAIN SIZE IN MILLIMETER 80 wCJ 60 gwoPCwD-. 100 HP SYMBOL BORING O 14-3 D P15-2 A 15-4 0 16-3 DEPTH(ft) (x)DESCRIPTION WELL GRADED SAND WITH SILT (SW-SM) CLAYEY SAND <SC) SILTY SAND (SM> SILTY SAND (SM) Remark : 8951337J SI 02 CARLSBAD OAKS EAST Woodward Clyde Consultants San Diego, CA GRAIN SIZE DISTRIBUTION Figure NO. e-3 UNIFIED SOIL CLASSIFICATION COBBLES GRAVEL COARSE FINE SAND COARSE) MEDIUM | FINE SILT OR CLAY U.3. SIEVE SIZE IN INCHES U.S. STANDARD SIEVE No.HYDROMETER 100 3/4 3/8 4 10 80 40 60 140 200 0 10 10 10 i icr1 GRAIN SIZE IN MILLIMETER CJ 60 g wa, 80 100 ICT3 SYMBOL BORING O 20-5 a P2i-i A P25-2 DEPTH(ft) (*} 65 DESCRIPTION CLAYEY SAND (SC) SILTY SAND (SM> 48 FINE SANDY FAT CLAY (CH) Remark : 8951337J SI02 CARLSBAD OAKS EAST Woodward Clyde Consultants San Diego, CA GRAIN SIZE DISTRIBUTION Figure NO. EM •«•I •<M1c}. € C 4.0 §SHEAR STRESSroo b/ / / .0 2.0 4.0 6.0 8.0 10.0 10.0fc 5 w t ii B o*2 1 • NORMAL STRESS IN KSF AA AtfElPoo A AA ]DOQ OOQ A A nano o c k A n a)0 0 A A n c A A D A )0 .06 .12 .18 .24 .30 HORIZONTAL DEFORMATION IN INCH j BORING/SAMPLE : 3-2-4 DEPTH (ft) : [ DESCRIPTION : FINE SANDY LEAN CUV (CL) STRENGTH INTERCEPT (C) : .282 KSF ( STRENGTH} FRICTION ANGLE (PHI) : 41.8 DEC ^ ; MOISTURE DRY DENSITY VOID NORMAL PEAK RESIDUAL SYMBOL CONTENT (*) (pcf) RATIO STRESS (ksf) SHEAR (ksf) SHEAR (ksf) O 18.8 114.8 .468 1.05 1.28 .97 D 17.3 117.4 .435 2.09 2.07 1.44 A 16.7 122.1 .380 4.12 3.99 2.60 Remark : AVERAGE INITIAL MC:13.5x; AVERAGE INITIAL DD: 117.5 8951337J 5102 CARLSBAD OAKS EAST Woodward Clyde Consultants DIRECT SHEAR TEST Figure No. B-5 San Diego, CA 28waCO COCO CO CO 4.0 CO £ 2.0 .0 10.0 .0 5.0 2.0 4.0 6.0 NORMAL STRESS IN KSF 8.0 10.0 OD O O .06 .12 .18 .24 HORIZONTAL DEFORMATION IN INCH .30 DEPTH (ft)BORING/SAMPLE : 7-4-4 DESCRIPTION : FAT CLAY (CH) STRENGTH INTERCEPT (C) : 1.506 KSF FRICTION ANGLE (PHI) : 8.2 DEG (PEAK STRENGTH) SYMBOL O a A MOISTURE CONTENT (%) 40.7 32.4 31.4 DRY DENSITY VOID (pcf) RATIO 83.8 1.049 95.1 .804 97.5 .760 NORMAL STRESS (ksf) 1.05 2.09 4.12 PEAK SHEAR (ksf) 1.59 1.90 2.07 RESIDUAL SHEAR (ksf) 1.05 1.36 1.90 Remark : AVERAGE INITIAL MC:29.8;AVERAGE INITIAL DD:91.5 8951337J SI02 CARLSBAD OAKS EAST Woodward Clyde Consultants San. Diego, CA DIRECT SHEAR TEST Figure NO. EM> 10.0 1 B ww 50 K w .0 10.0 C* S w HCO ffi00 .Or .( f / A / .0 5.0 10.0 15.0 20.0 25.0 NORMAL STRESS IN KSF L^ A A niu ^jtpOO ^ " 3 D 0 roo A A a a 0 o \£^ A n [ O /s 1 C o A a O DO .06 .12 .18 .24 .30 HORIZONTAL DEFORMATION IN INCH BORING/SAMPLE : 12-2 DEPTH (ft) : DESCRIPTION : POORLY GRADED SAND W/SILT (SP-SM) STRENGTH INTERCEPT (C) : .662 KSF ( STRENGTH) FRICTION ANGLE (PHI) : 47.8 DEC ^ MOISTURE DRY DENSITY VOID NORMAL PEAK RESIDUAL SYMBOL CONTENT (*) (pcf) RATIO STRESS (ksf) SHEAR (ksf) SHEAR (ksf) O 15.8 113.1 .490 1.05 1.75 1.21 0 15.4 115.6 .457 2.09 3.06 2.14 A 14.4 115.0 .465 4.12 5.16 4.31 Remark ; AVERAGE INITIAL MC:9.4»; AVERAGE INITIAL DD: 113.3 8951337J SI 02 CARLSBAD OAKS EAST Woodward Clyde Consultants DIRECT SHEAR TEST Figure No. B-7 San Diego, CA 10.0 w w 5.0 tuen .00 4.0 6.0 NORMAL STRESS IN KSF 8.0 10.0 ,[]ooc n c oo C)0 0 D N n .06 .12 .18 .24 HORIZONTAL DEFORMATION IN INCH .30 BORING/SAMPLE : 12-1-4 DEPTH (ft) DESCRIPTION : CLAYEY FINE SAND (SC) STRENGTH INTERCEPT (C) : 1.452 KSF FRICTION ANGLE (PHI) : 29.1 DEC (PEAK STRENGTH) MOISTURE DRY DENSITY VOID SYMBOL CONTENT (s) (pcf) RATIO O D 21.4 21.7 109.0 105.1 .546 .604 NORMAL STRESS (ksf) 1.02 4.10 PEAK SHEAR (ksf) 2.02 3.73 RESIDUAL SHEAR (ksf) 1.25 3.12 Remark : AVERAGE INITIAL MC: 16.0AVERAGE INITIAL DD:106.8 8951337J SI02 CARLSBAD OAKS EAST Woodward Clyde Consultants San Diego, CA DIRECT SHEAR TEST Figure NO. B-S PLASTICITY CHARACTERISTICS Liquid Limit, % Plasticity Index, % Classification by Unified Soil Classification System P2-1 59 44 CH P10-1 — — SM P12-1 — — — 150 140 130 120 110 100 90 80 GRAVEL f SAND c| m [ f SILT 4 CLAY 100 i 80 < 60 t- LU 40o \\l\\\\\\ /» '•DRY UNIT WEIGHT, pcfMm ZERC — 2.81 2. LI \J~V~f 1ST • A \ p ' " \ v\\\s^ 'A v\v\ V11 \\vi AI 1 \ \ ^ Maximum Dry Density, pcf Optimum Moisture Content, % )A )SC 70 J 2.6C - 2. V k \\lv\\v\ 1?1 R VOIDS CURVES >G )SG 50 SG ^\v\A VoH \\\\M\\V QP2-1<! 114.0 16.0 \A \\ Vv\v55.xv\ ->P10-1 130.0 8.0 \ v\r^\\\v \ v\ \\\\\N\ \ AP12-2 127.0 8.0 MOISTURE CONTENT, % \\N^ \ VN <\ ss A S tr oi 20 0 1C DIRECT SHE; Dry Density, p Initial Water C Final Water Cc Apparent Coh Apparent Fric UBC EXPAN Initial Dry Der Initial Water C Final Dry Den Final Water Cc Load, psf UBC Expan ^>\ ,\] L \ \ \ Vi\\\\ V^NS3 \ 100 10 1.0 0.1 0.01 0.001 GRAIN SIZE, mm MECHANICAL ANALYSIS SAMPLE LOCATION 10 20 30 LABORATORY COMPACTION TEST 40 LABORATORY TEST METHOD: FILL SUITABILITY TESTS CARLSBAD OAKS EAST | PROJECT NO; 8951337J-SI02 | DATE: 6-9-90 | FIGURE NO; B-9DRAWN BY:cb CHECKED BY: WOODWARD-CLYDE CONSULTANTS PLASTICITY CHARACTERISTICS Liquid Limit, % Plasticity Index, % Classification by Unified Soil Classification System P15-2 — — SC P21-1 — — — P25-2 65 48 CH 150 140 130 120 110 100 COBBLES GRAVEL JL_L± SAND e| ml f SILT 4 CLAY 100 iso 60 tu 40O go 80 \\X 'DRY UNIT WEIGHT, pcf\ \ 1 \A;\ \u\M\\\\A\ I i *lI6i 1 \o\\p/6f i ZERC — 2.8C 2. \ \ U \0\ \A v\L\\v !1 ^V ^f Maximum Dry Density, pcf Optimum Moisture Content, % )AI )SG 70S 2.6C - 2.! \A\1Af\ V\ R VOIDS CURVES IG SG 50 SG i\\\P\\. \ \\\r\\( \\\ 0P15-2I 131.0 8.5 \A\\\\\\\\\\v\ SKI-!/ 131.0 8.0 \ \vr\\ \ \vYv\\\\\\\ ^P25-2 121.5 _ i T n - | MOISTURE CONTENT, % s Xs) i \ \v ^ - \\ v^ ^s cc LLJ Q.20 0 10 DIRECT SHE) Dry Density, p Initial Water C Final Water Cc Apparent Coh Apparent Fric UBC EXPAN Initial Dry Der Initial Water C Final Dry Den Final Water Cc Load, psf UBC Expan ^>\ '.N\\s N Xs)\\\N \vsS\ \1 u 1000 100 10 1.0 0.1 0.01 0.001 GRAIN SIZE, mm MECHANICAL ANALYSIS SAMPLE LOCATION , 10 20 30 LABORATORY COMPACTION TEST 40 LABORATORY COMPACTION TEST METHOD: ASTM-D 1557-78 FILL SUITABILITY TESTS CARLSBAD OAKS EAST DRAWN BY: cb j CHECKED BY: | PROJECT NO: 8951337 J-SI02 | DATE: 6-13^90 j FIGURE NO: B_ WOODWARD-CLYDE CONSULTANTS Project No. 8951337J-SI02 Woodward-Clyde Consultants APPENDIX C LOGS OF TEST EXCAVATIONS AND RESULTS OF SEISMOGRAPH TRAVERSES FROM PREVIOUS SITE INVESTIGATIONS a/jgk3 Location Boring Number Elevation DEPTH IN FEET GEOLOGIC LOG TESTS SAMPLE NUMBER DESCRIPTION c C-14 10,000 years old DISTURBED SAMPLE LOCATION Obtained by collecting the cuttings In • plastic or cloth bap. SAMPLE LOCATIONObtaned by downhole collecting bulk simple In a plastic or cloth bag. Brown silty sand (SM) with cobbles and gravels The deacriptions Include soil classification and color. The aoll classifications a/e based on the Unified Soil Classification System. Geologic classification and symbol may be used In addition to the so* classification and unit name. • Indicates type of teat (H any) and results. SYMBOLS USED FOR GEOLOGIC LOG INCLUDE: 2? P^5r>?% Gravete .•'vVs'vi'i'v/O: Sand jS-^-ib. SMt or day N10*W Indicates attitude of bedding, joint fractures 70*SW or faults (as indicated) V WATER LEVEL At time of drOng or as indicated. NOTES ON FIELD INVESTIGATION 1. REFUSAL indicates the viability to extend excavation, practically, with equipment being used in the investigation. 2. The log represents measurements and interpretations observed downhole on the north had of a large diameter boring unless otherwise noted. KEY TO LOGS CARLSBAD OAKS | PROJECT NO: 51218G-SI01 ) DATE: 8-19-81 j FIGURE NO: A-12DRA'.vr: ^Y: WOODWARD-CLYDE CONSULTANTS Boring 6 30" Diameter Bucket Auger Approximate El. 360" DEPTH IN FEET • ™ 5- 10- 15- • 20 25- 30- 35" 40- GEOLOGIC LOG ~~u — ~ * * ^^« -r • ' ~. v- • x .s\'- \>;- ^v'- /•oS^ '•' >. -^s •. _ \* \' ' /'•/' • / V \. - ' V ^\\ >C '^ s^Q'V^vs<<^ • -—^^^-^ • TESTS • SAMPLENUMBER 6-1 Q 6-2 1 6-3 r~ I— DESCRIPTION Stiff, moist, dark brown, sandy clay (CL) TOPSOIL Medium dense, moist, pale yellowish brown, silty sand (SM) LANDSLIDE MATERIAL V-l" silty claystone bed (CL) N80E 40S Silty clay bed N80E 42S Thinly laminated, olive, hard, silty claystone bed N85E 34S Medium dense, moist, gray to yellowish brown to yellowish orange, silty to clayey sand (SM-SC) very disturbed LANDSLIDE MATERIAL Silty clay interbed N85W 47S Silty clay interbed N85W 52S ' Very disturbed claystone bed Medium dense, moist silty sand bed (SM) •For deicfiption of lymboli, tft Figure Continued on next page LOG OF TEST BORING 6 CARLSBAD OAKS PROJECT NO: 51218G-SIO1 |DATE: 8-19-81 j FIGURE NO: A-13DRAWNBY: en |CHECKED BY: WOODWARD-CLYDE CONSULTANTS Boring 6^ (Cont'd) DEPTH IN FEET 45_ 50- 55- 60- 65- 70- 75- BEOLOGICLOG % *.* ^* ". \ — \ \ V. ' v ' x \ , ^ • * Vsj- ,^x' .^• • *C \^:- 1 &s* ' " - ^ ^^ ^ • ^v- -•. * - ' S. $ * * ~ __', r TESTS SAMPLENUMBER 6-4 £ 6-5 [ 6-6 Q 6-7 £ 6-8 [^ DESCRIPTION (Continued) medium dense, moist, silty sand bed (SM) \ Base of silty sand N65W 55S Medium dense, damp, yellowish brown, silty sand (SM) material very disturbed with many open voids along fractures LANDSLIDE MATERIAL l"-2" gray to brown silty clay interbecl N58W 25S \7 Slow water seep Medium dense to dense, gray, moist to wet, clayey sand to sandy clay (SC-CL) LANDSLIDE MATERIAL Bedding attitude N76W 20S Grades into clayey sand Thin remolded fracture N71W 72S Medium dense, moist yellowish brown, silty to clayey sand (SM-SC) LANDSLIDE MATERIAL 1' thick, firm organic rich layer above slip plane \ l"-2" thick remolded clay basal slip plane N52E 38N Hard, moist, dark gray, silt to clay (ML-CL) SANTIAGO FORMATION Bottom of Hole •For rl'vriotion of jvmboll »*« Figure A-12 LOG OF TEST BORING 6 (Continued) CARLSBAD OAKSCARLSBAD OAKS CHECKED BY: PD | PROJECT NO: 51218G-SIO1 | DATE: 8-19-01 | FIGURE NO:A-14 ...„»»..» nn ri \jr\f nnnei n T n »IT DRAWN BY:. ch WOODWARD-CLYDE CONSULTANTS Boring 7 30" Diameter Bucket Auger Approximate El. 372' DEPTH IN FEET . 5- • 10- 15 - 20 ~ 25 - 30 - 35 - LOG *" _ '• ^..If. VT" 'XX.^^'V ' :S-"W~';. , _ t 4 — ° t T" *-^^ -^ -i — ~^v — ' '— ^L; ^S>H, TESTS SAMPLEDUMBER DESCRIPTION Stiff, moist, light brown silty clay (CH) TOPSOIL Dense, moist, light olive to pale yellowish brown mottled silty to clayey sand (SM-SC) SANTIAGO FORMATION -]«- Cemented shell bed Stiff to hard, moist, olive silty clay (CL-CH) with yellowish oragne stains Light brown silty clay interbed Bedding attitude N65°E 3°NW Brown silty clay interved N65°E 5°NW Stiff to hard, moist, gray with yellowish orange stains mottled silty to sandy clay (CL) SANTIAGO FORMATION Dark brown slightly cemented shell bed N80°E 8°N CDoro COLLJ CD •For oeiciipliori o! >y;iibolj, vce Figure A~12 Continued on Next Page LOG OF TEST BORING 7 CARLSBAD OAKS DRAWN BY: Sh I CHECKED BY: PQ | PROJECT NO: 51218G-SI01 | DATE: 8-19-81 | FIGURE NO: A_15 WOODWARD-CLYDE CONSULTANT! Boring 7 (Cont'd) DEPTH IN FEET . • 45- 50- 55- 60 ~ 65 - 70 - 75 - GEOLOGICLOG " — : — •- • , * S^e- — ~-—± -* * — J— =" - 1 ' ."•"•""' TESTS SAMPLENUMBER DESCRIPTION (Continued) stiff to hard, moist, gray with yellowish \ SANTIAGO FORMATION Dense to very dense, moist, brown to yellowish brown to gray mottled clayey to silty sand (SC-SM) SANTIAGO FORMATION Slow water seep from sand bed '*"" Thinly laminated silty sand bed - N65°E 3°N Stiff, moist, brown silty to sandy clay (CL) SANTIAGO FORMATION _ End of Downhole log V *One hour after drilling Hard, moist, dark gray silty clay (CL) SANTIAGO FORMATION 2 * Very dense, saturated, brown medium grained clean sand / CD ^ ^ANTT A (7O TTiRM&TTrvM Bottom of Hole * - Confined aquifer, water rose to 58' in about one hour 80 •For dejcripiion o* ivmbol$, «ee Figure A-12 LOG OF TEST BORING 7 (Continued) CARLSBAD OAKS | PROJECT NO: 51218G-SI01 | DATE: g-19-81 | FIGURE NO: A-16DRAWN BY:CHECKED BY: WOODWARD-CLYDE CONSULTANTS Boring 8 30" Diameter Bucket Auger Approximate El. 350' DEPTH IN FEET • 5 - 10 ~ 15 ~ 20 - 25 - 30 ~ 35 ~ GEOLOGICLOG _ """ "" .— ? * *- .— ^ • W fcre>^r-"^^^t • T • . ~ ' *L. -C $^^->^ _T~- — xH-^_T „ '••''i ";v'Vr«V. — T=tt vC 0 ^ i .' — • \' i/nV~~C\X--1 ^-r"V--:T--» ^ ! . .. . — '• ' ' TESTS SAMPLE NUMBER DESCRIPTION Firm, moist, brown silty clay (CH) TOP SOIL Medium dense, moist, yellowish brown to olive mottled clayey sand (SC) SANTIAGO FORMATION Irregular sand bed N68°W 15°N Sand bed with concretion N70°E 7°N Shell bed N40°W 9°NE Shell bed N37°E 7°NW Stiff, moist, brown to yellowish brown silty to sandy clay (CD SANTIAGO FORMATION Stiff, moist, gray to yellow brown silty clay (CL-CH) SANTIAGO FORMATION Sand bed Friable sand bed with shells at base N55°W 5°NE Yellowish brown silty sand bed (SM) with shells Wet near base, friable Silty gray to rust friable sand bed •For d«»criDlion of symbols, see Fi»jre ft-12 Continued on Next Page LOG OF TEST BORING 8 CARLSBAD OAKS )RAV<NBY: Sh | CHECKED BY: pj^ | PROJECT NO: 51218G-SI01 j DATE: 8-19-81 | F.GURE NO:A-lT WOODWARD-CLYDE CONSULTANTS Boring 8 (Cont'd) DEPTH INFEET „ • 45 - - 50 ~ — 55 ~ 60 - 65 - 70 ~ GEOLOGIC LOG ~..~^-~ " * * , — • ~-.~~ — • • •— TESTS SAMPLENUMBER 8-1 r~ DESCRIPTION (Continued) stiff, moist, gray to yellowish brown silty clay (CL.-CH) SANTIAGO FORMATION Hard, moist, olive gray silty clay (CL-CH) SANTIAGO FORMATION Bottom of Hole •For description of symbols, tee Figure A-12 LOG OF TEST BORING 8 (Continued) CARLSBAD OAKS DRAWN BY: sh | CHECKED BY: P£> | PROJECT NO:51218G-SI01 | DATE: 8-19-81 | FIGURE NO:A-18 WOODWARD-CLYDE CONSULTANTS Boring 9 30" Diameter Bucket Auger DEPTH IN FEET • 5 - 10 ~ 15 - 20 -1 25 ~ 30 ~ 35 - GEOLOGICLOG -• ^_ '• * * * 1> ' ' » 1 . " . * f » . • , .» " ''x B * . 1 * , / 1 » ' ' ' . . /. ". ' X ' ^ • — \\* A * %/ I TESTS SAMPLENUMBER Approximate El. 394' DESCRIPTION Medium dense, damp, brown clayey sand (SC) TOP SOIL GRADES TO Medium dense, moist, yellowish brown silty sand (SM) LANDSLIDE MATERIAL Medium dense, moist, light brown clayey sand (SC) SANTIAGO FORMATION Mottled, light gray, yellow brown, pale brown to brown silty sand (SM) SANTIAGO FORMATION Dense, damp, light gray to brown silty sand (SM) SANTIAGO FORMATION — Pockets and discontinuous lenses of olive silty clay Bedding Attitude N63°W 18° Hard, damp, olive silty to sandy clay (CH) Dominant fracture - attitude N25°E 50°E f <Dtro CO LJJ DO •For description of ivmboli. tee Figure " " Continued on Next Page LOG OF TEST BORING 9 CARLSBAD OAKS DRAWN BY: sh | CHECKED BY:P.Q | PROJECT NO: 51218G-SI01 | DATE: 8-19-81 | FIGURE NOA-19^ WOODWARD-CLYDE CONSULTANTS Boring 9 (Cont'd) DEPTH IN FEET 45 - 50 - CC —OD 60 ~ 65 70 - 75 ~ GEOLOGICLOG ~~~- — ~~ % ll? - -*• — - :-'..'/•-.'/•-•.'•'•'' Jlr^T TESTS SAMPLENUMBER DESCRIPTION (Continued) hard, damp, olive silty to sandy clay (CH) SANTIAGO FORMATION Stiff to very stiff, damp, brown silty clay (CH) SANTIAGO FORMATION Water seepage below 53S1 Color change to brown to olive Hard, damp, dark gray silty to sandy clay (CH) Cemented sand bed SANTIAGO FORMATION V 10" of water after 2 hours Bottom of Hole •80 •For description of ivmboli. jee Figure A-12 LOG OF TEST BORING 9 (Continued) CARLSBAD OAKS T:?Jj | PROJECT NO: 51218G-SI01 | PATE: 8-19-81 | FIGURE NO: A-20 tunnnuUADn PI Vnc PflWeill TAIITC {J — U. ,/^ §__ — — WOODWARD-CLYDE CONSULTANTS Boring 10 30" Diameter Bucket Auger Approximate El. 380' DEPTH IN FEET 5 ~ . 10- 15- 20 ~ 25 " 30 - 35 ~ GEOLOGICLOG -~^ '. . — ~~ "»-3^ /^ * *t ** • . * *: '.•'.• M • *, * ^0 • -— /^ • * • .• > • JS~- 51=5" TESTS SAMPLENUMBER ™-€ 10-2r- 10-3p 10-4["~ 10-5 DESCRIPTION Medium dense, damp, brown, porous, clayey sand (SC) y . TOPSOIL Hard, damp, brown sandy clay (CL) \ RESIDUAL CLAY Dense, damp, light gray to light yellowish brown silty sand (SM) LANDSLIDE Medium dense, light brown silty sand (SM) LANDSLIDE Contact attitude N2°W 12 °N 1" to 8" thich olive gray clay (CH) dip of 15° to NE Local bedding dips of 20-30° , cross bedding Hard, damp, light olive sandy clay (CL-CH) Bedding attitude N63°E 15°S SANTIAGO FORMATION Very dense, damp, light olive silty to clayey sand (SM-SC) lenses of sandy clay (CL) SANTIAGO FORMATION Bedding attitude N51°W 15°S Hard, damp, gray silty to sandy clay (CL-CH) SANTIAGO FORMATION Hard, damp, brown silty clay (CH) SANTIAGO FORMATION -i Color change to olive 40 •For d«»oription o« jymbols, »*« Figure A-12 Continued on Next Page LOG OF TEST BORING 10 CARLSBAD OAKS DRAWN BY: sh \ CHECKED BY; P£ | PROJECT NO: 51218G-SI01 } DATE: 8-19-81 j FIGURE NO: A-21 WOODWARD-CLYDE CONSULTANTS Boring 10 (Cont'd) DEPTH IN FEET • . . 45- • • 50- 55 ~ 60 " 65 - 75 - « ^ ~™ GEOLOGICLOG ~xrsi -SE^"-^"5g __ —^ — ^ J^- ~ 32? ~^\=: • -: .'- "• • •*"*• - — - ~^_ ==-_—~' ~^— "^Z ~~~~~^~ ~~il /_- (— J^Hr-^ _C)°—- — •__^/_.!-—'•*•*.- ^ v =^ TESTS SAMPLENUMBER 0""6 Il_ LO-7[_ LO-8F io-9r— LO-1CT DESCRIPTION (Continued) hard, damp, brown silty clay (CH) SANTIAGO FORMATION 1 Color change to brown and olive -T — j Color change to olive Brown clay bed N48°E 10°S Dense, wet, brown silty sand (SM) with shell fragments SANTIAGO FORMATION Hard, damp, brown silty clay (CH) SANTIAGO FORMATION Hard, damp, dark gray silty clay (CH) with shell fragments SANTIAGO FORMATION -| 1 Color change to dark olive gray Cemented sand bed Bottom of Hole 80 •For detcription of ivmbolf, »ee Figure A—J LOG OF TEST BORING 10 (Continued) CARLSBAD OAKS DRAWN BY: g^ { CHECKED BY:PD | PROJECT NO: 51218G-SI01 | PATE: ^19-81 I FIGURE No' A-22 WOODWARD-CLYDE CONSULTANTS Boring 11 30" Diameter Bucket Auger DEPTH IN FEET 5- 10" 15- 20 - 25 - 30 ~ 35 jEOLOGIC LOG •yj^Tv-Nt — ' /7 f \ — — ~ •*^ •>''**•'— — _ — • ~ — '— '~^L^• • - <i • ;_ ' ' •/ TESTS SAMPLENUMBER «c 11-2C Approximate El. 368' DESCRIPTION Hard, damp, light olive silty to sandy clay (CL-CH) SANTIAGO FORMATION (Estimate upjser 2' including topsoil removed by grading) Thinly laminated sandy clay Bed of silty sand N29°W 5°S J Olive, less sandy GRADES TO Very stiff, moist, brown silty clay (CH) SANTIAGO FORMATION Irregular bed of yellow and brown silts Hard, damp, brown sandy clay (CH) \ SANTIAGO FORMATION Dense, moist, light olive silty sand (SM) ^ SANTIAGO FORMATION \ — — GRADES TO — Hard, damp, olive silty to sandy clay (CH) SANTIAGO FORMATION •For dexT'Ptio" o« symbol!. «•* Figure A~12 Continued on Next Page LOG OF TEST BORING 11 CARLSBAD OAKS DRAWN BY: sh | CHECKED BY: pj> | PROJECT NO: 51218G-SI01 | PATE: 8-19-81 | FIGURE NO: A-23 WOODWARD-CLYDE CONSULTANTS Boring 11 (Cont'd) DEPTH IN FEET 45 — 50 - 55 ~ 60 ~ fit: _ 75 - EOLOGIC LOG -7 7~"~— m ~ ."•"". .T"^" , • , • « i •fEi^- — ^_ ^z" " • — .O.p«uv>K TESTS SAMPLENUMBER 1-3 £ 1-4 [_ .1-5 £ L1-6C DESCRIPTION (Continued) hard, damp, olive silty to sandy clay(CH) SANTIAGO FORMATION GRADES TO Dense, moist, pale brown silty sand (SM) SANTIAGO FORMATION GRADES TO Hard, damp, brown silty clay (CH) SANTIAGO FORMATION GRADES TO Dense, moist, pale brown clayey sand (SO ^ SANTIAGO FORMATION Very dense, moist, pale olive to pale brown silty sand (SM) SANTIAGO FORMATION Thin layers of brown silty clay Hard, damp, brown silty clay (CH) SANTIAGO FORMATION I Color change to mottled brown and gray 1 Hard, damp, dark gray sandy clay (CH) SANTIAGO FORMATION < Dense, moist, brown silty sand (SM) with shell fragments SANTIAGO FORMATION jt____Water seepage Hard, damp, dark gray sandy clay (CH) SANTIAGO FORMATION Bottom of Hole < o o CO LLJ CO 80 •For o>*crtption of symbols. »ee Figuff A-l 2 LOG OF TEST BORING 11 (Continued) CARLSBAD OAKS DRAWN BY: sh | CHECKED BY: p$> \ PROJECT NO:51218G-SI01 j DATE: 8-19-81 \ FIGURE NO A-24 WOODWARD-CLYDE CONSULTANTS Boring 12 30" Diameter Bucket Auger DEPTH IN FEET . • 5 ~ 10 _ 15 - 20 ~ 25 ~ 30 ~ 3q - GEOLOGICLOG — ~ — ^iH ~-J~ j. — -=-.17 : . — —— ^-^=-^=r~ ~~H->'~ ~~— •• • •• • • '\-^ ' . — ~~ J • ' • ' • •» "" *•" TESTS SAMPLE NUMBER 12-]£ 12-2P 12-3T 12-4^ Aoproximahp El . ?QR • DESCRIPTION Hard, dry, brown sandy clay (CH) Very stiff, moist, brown silty clay (CH) GRADES TO Very stiff, mottled, olive and yellow brown silty clay (CH) Bed of firm, nioisL clay, dips 5 W Hard, moist, olive gray clay (CH) j Sandier Dense, damp, pale olive clayey sand (SC) Contact attitude N67°E 8°N Bed of hard, damp, olive silty clay Hard, damp, olive sandy clay (CL) ! Horizontal contact Bed of olive clayey sand Hard, damp, olive silty clay (CH) Dense, moist, olive brown clayey sand (SC) Fault, N56°E 40°N with thin remolded clay, 1' of displacement Very dense to hard, damp, olive clayey sand to silty clay (SC-CH) Hard, damp, gray to gray brown silty clay (CH) SANTIAGO FORMATION •For dejcripnon of Jvmbolj. »«e Figure A-12 Continued on Next Page LOG OF TEST BORING 12 CARLSBAD OAKS DRAWN BY: Sh j CHECKED BY: PD | PROJECT NO: 51218G-SI01 | PATE: 8-19-81 j FIGURE NO: A-25 WOODWARD-CLYDE CONSULTANTS Boring 12 (Cont'd) DEPTH GEOLOGICLOGFEET TESTS SAMPLE NUMBEF DESCRIPTION 45 ~ SO" rT.— 55 12-5 (Continued) hard, damp, gray to gray brown silty clay (CH) Wet zone Color change to dark olive gray, harder drilling — - _L _. Sandier Bottom of Hole •For dejcription of »ymt>ol», *** Figure A-12 LOG OF TEST BORING 12 (Continued) CARLSBAD OAKS DRAWN BY:CHECKED BY: PJ) | PROJECT NO: 51218G-SI01 I PATE: 8-19-81 i FIGURE NO: A-26 WOODWARD-CLYDE CONSULTANTS Boring 13 30" Diameter Bucket Auger Approximate El. 3P.V DEPTH IN FEET - 5 " - 10 - . • 15 - 20 - 25 ~ 30 ~ 35 - GEOLOGIC LOG —si . — — • . ' — — ' ~~- ^—~~'- ^"^" ^' '^•-Z~- '* )J f?— J • * » » •1 * * . * - » •=^-^^=^J ' 1 .- 1 • .»• « . 7//S//J/J .' - u<<- c uli "////// _. — TESTS SAMPLENUMBER 13-t !3-C 13-2T- 13-41 13-^ 13-6P DESCRIPTION Loose, dry to damp, brown sandy clay (CH) CULTIVATED SOIL Very stiff, damp, light olive to light brown sandy clay \ (CL) CULTIVATED SOIL Hard, damp, olive gray silty clav (CH) SANTIAGO FORMATION Bed of brown clayey sand N52°W 3°N at 3V Remolded clay seam at 5i ' \ 6" bed of white limey clay between 5J ' to 6' Dense, damp to moist, light brown silty sand (SM) \ with scattered shell fragments \ SANTIAGO FORMATION Dense, moist, light olive to pale brown silty to clayey sand (SM-SC) SANTIAGO FORMATION Light red brown silty sand at 10' y Bed of light olive silty clay N14°E 3°S Stiff to very stiff, moist, olive silty clay (CH) \ SANTIAGO FORMATION Dense, moist, brown silty sand (SM) SANTIAGO FORMATION Remolded clay seam N25°E 4CS Very dense, moist, light olive to pale brown silty to clayey sand (SM-SC) SANTIAGO FORMATION ^ Banded sand N29°E 3°S Coarse sands and shell fragnents Cemented sand bed \ Hard damp, olive silty clay (CH) SANTIAGO FORMATION Contact attitude: N48°E 8°S Sand lense •For descript.on of lymboli. tee Figure A-l 2 Continued on Next Page LOG OF TEST BORING 13 CARLSBAD OAKS DRAWN BY: £h | CHECKED BY: PJ) | PROJECT NO: 51218G-SI01 | DATE: 8-19-81 | FIGURE NO: A-27 WOODWARD-CLYDE CONSULTANTS Boring 13 (Cont'd) DEPTH IN FEET • 45- - 50- 55 ~ 60 - 65 - 70 - 75 ~ GEOLOGICLOG — -~^— — _• • __*• -*^- ^^*- "^"l" =S^S _=— • "• ' * . * _ - I/// //III .__- — - — — .~ TESTS SAMPLENUMBER u-r L3-8^ L3-9r~ DESCRIPTION (Continued) hard, damp, olive silty clay (CH) SANTIAGO FORMATION Sand lense Hard, damp, brown to gray brown silty clay (CH) thinly laminated SANTIAGO FORMATION H3jrc3 . damp olive Q^sy silty clsy (CH ) Sandier at 52' SANTIAGO FORMATION 1 Color change to dark gray Very dense, moist, pale olive clayey sand (SC) SANTIAGO FORMATION Hard, damp, gray black silty clay (CH) ~7~ Sandier SANTIAGO FORMATION Cemented sand bed Very dense, damp, gray sandy silt (ML) with scattered shells SANTIAGO FORMATION Water seepage - - GKAULb IU ' — — Very dense, damp, gray clayey silt (ML) SANTIAGO FORMATION ^ 81.5 •For description of JvmbolJ. tee Figure A~12 Bottom of Hole LOG OF TEST BORING 13 (Continued) CARLSBAD OAKS j CMfcCKED BY: ^j) [ PROJECT NO: 5}218G-SI01 | PATE:g-l9-81 I flGURE N°: A-28 WOODWARD-CLYDE CONSULTANTS Boring 14 30" Diameter Bucket Auger Approximate El. 383' DEPTH IN FEET . • 5- . - 10 ~ 15 ~ 20 - 25 - 30 - 35 ~ GEOLOGICLOG -^r ~ " ^•^SKSMBB cX/1 -wo. . •_ f ,___ •'•!:'.";••„ ^— ~z. ~ — ^:r_ • • • • • . — ~ Ij . . ' . i . — „ ' r •' " * ^=Zz-" -\2:E-~i:r "^zr — -~~— — ^— .'"•;• •.•'.-• ,'' TESTS SAMPLENUMBER 14-iT14 IJ_ 14-2[- "'t 14-4" 14-^~ 14-6T DESCRIPTION Loose, dry to damn, brown silty clay (CH) \ . CULTIVATED SOIL V Very stiff, moist, brown silty clay (CH) \ SANTIAGO FORMATION Dense, damp, pale olive to light brown clayey sand (SC) SANTIAGO FORMATION Sandy clay seam at 5* Silty sand with shell fragments at 7* Dense, moist, light olive to pale brown silty sand (SM) S. SANTIAGO FORMATION Hard, moist, olive gray sandy clay (CH) thinly laminated caNTTArn FnT?Mi\TTnM Dense, moist, brown silty to clayey sand (SM-SC) \ Contact attitude N21°W 3°S SANTIAGO FORMATION Hard, moist, light olive sandy clay (CL) Contact attitude N36°W 4°S SANTIAGO FORMATION Dense, moist, pale olive silty sand (SM) Pale yellow sand bed N30°W 3°S at 19' Hard, damp, olive silty clay (CH) SANTIAGO FORMATION Dense, moist, pale olive silty to clayey sand (SM-SC) v SANTIAGO FORMATION Stiff, moist, olive gray silty clay (CH) Firm, moist, very weak clay at 26i ' (2" layer) Hard, moist, olive sandy clay to clayey sand (CL-SM) SANTIAGO FORMATION Hard, damp, olive silty to sandy clay (CH) SANTIAGO FORMATION Sand lense 4C •For dfK'iption of o's. »«« Figure A-12 Continued on Next Page LOG OF TEST BORING 14 CARLSBAD OAKS DRAWN BY: sfr | CHECKED BY: pj) | PROJECT NO: 51218G-SI01 | PATE:8-19-81 1 FIGURE NO: A~29 WOODWARD-CLYDE CONSULTANTS Boring 14 (Cont'd) DEPTH IN FEET 45- 50- - 55 60 " ecOD — 75 ~ GEOLOGICLOG j^T. " -^~- ^==~ ^j^- = — T~^~~- ~~L-~^- .~~^=rr' '•'' ".'":"/; . » ' . * * TESTS SAMPLE NUMBER 14-T^ 14-8T 14-9(1 L4-10L DESCRIPTION (Continued) hard, damp, olive silty to sandy clay (CH SANTIAGO FORMATION ...... . j SANTIAGO FORMATION Hard, damp, olive gray sandy clay (CH) D SANTIAGO FORMATIONSandier 1 Sandier Very dense, moist, gray silty sand (SM) SANTIAGO FORMATION Bottom of Hole ) •For description of symbols, see Figure £-1 2 LOG OF TEST BORING 14 (Continued) CARLSBAD OAKS DRAWN BY: sn | CHECKED BY: ^> | PROJECT NO: 51218G-SI01 | DATE: 8-19-81 [ FIGURE NO: A-30 WOODWARD-CLYDE CONSULTANTS Boring 17 Approximate El. 251' DEPTH IN FEET • • 5__ • 10" 15- 20 - 25 - 30 _ 35 - 40 - TEST DATA •MC 24 21 •DD 100 106 •BC 11 15 32 53 50/ 4" •OTHER TESTS SAMPLE NUMBER m SOIL DESCRIPTION s^^ Soft, moist, dark brown, silty clay (CH) 17-1 ^ '• ALLUVIUM111NSX-, Material becoming more yellowish brown tx\S to gray mottled colored, some organic 17-2 KSS debrisKssJ \ 1 17-3 t- 1 17-4 I : I | jii Medium dense, saturated, yellowish gray, silty sand (SM-SP) ALLUVIUM Very dense, moist, gray, silty to clayey sand (SM-SC) SANTIAGO FORMATION Bottom of Hole •For description of symbols, see Figure A-l LOG OF TEST BORING 17 CARLSBAD OAKS DRAWN BY: ch | CHECKED BY: ^P | PROJECT NO: 51218G-SIO1 | DATE: 1Q-7-81 | FIGURE NC A-33 WOODWARD-CLYDE CONSULTANTS Boring 18 Approximate El. 249' t DEPTH IN FEET • 5- . - ™ 10- 15 _ 20- TEST DATA •MC 11 16 •DD 101 112 •BC 10 30 46 60/ 6" •OTHER TESTS SAMPLE NUMBER 18-1 18-2 18-3 18-4 SOIL DESCRIPTION ^3"^oO Soft to firm, moist to wet, dark brown, I 1^S n sandy clay (CL-CH) ALLUVIUM _ Material becomes more yellowish brown colored with a few thin silty sand interbe I! 7 Water in sands at 8V Medium dense, saturated, gray, silty sand (SM-SP) ALLUVIUM Very dense, moist to wet, gray, silty to clayey sand (SM-SC) SANTIAGO FORMATION Bottom of Hole •For description of symbo's, see F'Qure A 1 LOG OF TEST BORING 18 CARLSBAD OAKS DRAWN BY:"T"cHECKEDBY:PJ) | PROJECT NO: 51218G-SI01 JDATE: 1Q-7-81 | FIGURE NO: A-34~ WOODWARD-CLYDE CONSULTANTS Boring 19 DEPTH IN FEET 5_ 10- 15- 20- Approximate El. 256' TEST DATA •MC 16 24 23 •DD 107 100 100 •BC 9 19 10 53/ 6" •OTHER TESTS SAMPLE NUMBER SOIL DESCRIPTION >AN 1 C$v Soft, moist to wet, dark brown to black 19-1 S\S sil'ty to sandy clay (CL-CH) f ALLUVIUM K^f— — Occasional silty sand interbed JS '"1 1 19-3 i;:- I | t ;*19-4 K :;? Loose, saturated, gray, silty to clayey sand (SM-SC) ALLUVIUM Very dense, moist, gray, silty to clayey sand (SM-SC) SANTIAGO FORMATION \ Bottom of Hole 'For description ui iyiiiucm, »e = r iyu.c A — LOG OF TEST BORING 19 CARLSBAD OAKS PRAWN BY: ch j CHECKED BYrfip | PROJECT NO: 51218G-SI01 | DATE: 1CP7-81 | FIGURE NO: A-35 WOODWARD-CLYDE CONSULTANTS Test Pit 26 t Approximate El. 240' DEPTH IN FEET 5~ 10- 15- TEST DATA •MC •DD •BC •OTHER TESTS SAMPLE NUMBER 26-1 II SOIL DESCRIPTION I 1 Loose to medium dense , moist to wet, dark brown sandy clay (CL) ALLUVIUM V Loose, saturated, light brown silty sand \ (SM) water flowing rapidly from layer \ ALLUVIUM \ Dense, wet, olive gray silty to clayey sand (SM-SC) SANTIAGO FORMATION Bottom of Hole •For description of symbols, see Figure ft_] LOG OF TEST PITS 25 AND 26 CARLSBAD OAKS DRAWN BY: mrk j CHECKED BY: p£ \ PROJECT NO: 51218G-SI01 \ PATE: 9-9-81 1 HCURE NO: A-39 WOODWARD-CLYDE CONSULTANTS Test Pit 27 DEPTH IN FEET - 5- - ] 10- . - - 15- Approximate El. 248' TEST DATA •MC •DD •BC •OTHER TESTS SAMPLE NUMBER 27-1Q SOIL DESCRIPTION - * r * •" s Loose, saturated, dark olive gray silty to clayey sand (SM-SC) ALLUVIUM Hole caving V Loose, saturated, mottled dark yellowish brown to olive, silty to clayey sand (SM-SC) , water flowing in rapidly 7\T T TTT7TTTMV. AL/ljUVIUM Bottom of Hole Test Pit 28 Approximate El. 248' DEPTH IN FEET 5- 10- 1C — TEST DATA •MC •DD •BC •OTHER TESTS SAMPLE NUMBER 28-lf— SOIL DESCRIPTION P > I ^ Soft, wet, dark brown sandy clay (CL) ALLUVIUM V Loose to medium dense, saturated, dark olive gray clayey sand (SC) ALLUVIUM Firm, moist to wet, mottled gray to y yellowish brown silty clay (CL-CH) \ ALLUVIUM Bottom of Hole •For description ot symbols, see Figure ^_- LOG OF TEST PITS 27 AND 28 CARLSBAD OAKS DRAWN BY: mrk | CHECKED BY: pp | PROJECT NO: 51218G-SI01 JDATE: 9-9-81 j FIGURE NO: A-40 WOODWARD-CLYDE CONSULTANTS Ekvttioo OCTTH IN Ft IT • TttTOATA H«C 12 •00 no •K 65 •OTMM TUTS £SS£\ SOIL DESCRIPTION 1 2 p!Very <Sen*«, 4*np. brown stlty sand (SH) V •< A V ^ 2 c KCO LU WATER LEVEL —'At MM of drMinf a» M SOIL CLASSIFICATION I em the Unified 8oM Oaeert icMion System •nd include wear, mo Inure end coneimncy. Field detcrlptioni have been modified to reflect reeultt of laboratory anarywt i OtH«n«d by eollottim IM tHjir cuJtinft in • pUtttc or doth b«g. UNDISTURBED SAMPLE LOCATION MODIFIED CALIFORNIA SAMPLER S««np*« wirtt louoiOd blo»>n por foot IMM abt*in«d with • Modifwd C«(ifom4« driv* matpttt IT" toraMt dt*rmt«r. 2.5" outwd* dwmtw) lm«d wttfi Mmptc mbo. TIM »»tpHf MM driw*n into th« toil •( ih« bottom of (to holt with • 140 pound h*avmr f»»lKvj 30 mcf»«i. - INDICATESSAMI»LE TESTED FOR OTHER PROPERTIESOS - Crwn S«n DtUr.bulion CT - ContolxUtion Trtl LC - Laboratory Compaction UCS - Uncoo«in»d Convxniion T»tt T»tl f»l - Att*rb*r( Lxniti T»tt OS - Oir«ct Shw T«n ST - LOKtod SmM T«tt TX - Tr.«x«l Comprwtion Tut CC - Confined Comprcmon Tut NOTE: In ttin co4umn th« rxult* of 1K»»« wtt> mcy b* records) »<*v»r» «pp4icabt«. 8 LOW COUNT Number of Nowt n»*d«4 to •dvvnc* wmpt^ oo« foot or at DRY DENSITY fOundi p*r Cub»c Foot MOISTURE CONTENTP*rc*nl ol Dry Weight NOTES ON FIELD INVESTIGATION 1. REFUSAL mdtcalM the inability to extend »»c»v»tHXi. practically. Mith equipment betrtf ucrd in the KEY TO LOGS CARLSBAD OAKS DHAXMBY. MRK. \ CHiCKID BY: <U5 | J>IMXItCT NO: 58169X-SI01 j PAT1; 5-26-78 NO: WOODWARD-CLYDE CONSULTANTS Boring 1 z ero COIII SOIL DESCRIPTION Very dencc, dnf, brown silty medium to fine sand (SM), weathered granitic rock Refusal 25 30 H •Fo» cVtcriptKXi of iv"*>oU. >•• Figur* 2 LOG OF TEST BORING 1 CARLSBAD OAKS D*A*N»Y:T MO: 38169X-SI01 [ QAT1: 5-26-78 \ F.OUfU *O 3 WOODWARIWLYDE CONSULTANTS Boring 2 5- 10 15- 20- 25' SOIL. DESCRIPTION Loose, daup, brown silty sand (SM), porous . Hard, damp, brown sandy clay (CD Very dense, dawp, brown sllty medium to fine sand (SH), weathered grant tic rock 5oi~ COLUOQ 30" Refusal LOC OF TEST BORING 2 CARLSBAD OAKS PHAI*M<Y: MRK KO:58169X-SIQl| OATI: 5-26-7R }PK»U*t *O: WOODWARD-CLYDE CONSULTANTS Boring 3 ioH 20-1 30H TUT OAT A 'For dweripttoo of iymbo4i, «•• Figure J SOIL DESCRIPTION Very dem.e, danp, brown sllty medium fine aand (SM), weathered granitic r. o K COLU 00 Refusa 1 LOG OF TEST BORINC 3 CARLSBAD OAKS mrk j CHiCKiD JY: $ \ PHQ^CT HO. 58169X-SIQ1 | DAT* S-26-78 NO WOODWARD-CLYDE CONSULTANTS Test Pit 29 Approximate El. 300' DEPTH IN FEET m ' . • 5- TEST DATA •MC •DO 1 •BC 1 •OTHER TESTS 1 SAMPLE NUMBER 29-1 Q SOIL DESCRIPTION KJ&X; ill II Very dense, damp, light reddish brown silty sand (SM) DECOMPOSED GRANITE Bottom of Hole (Digging very slow) •For description of symbols, see Figure LOG OF TEST PIT 29 CARLSBAD OAKS DRAWN BY: mrk | CHECKED BY:PJ> | PROJECT NO: 51218G-SI01 JDATE: 9-9-81 | FIGURE NO: A-41 WOODWARD-CLYDE CONSULTANTS Boring 4 TMTBATA 10- 20- 80IL DESCRIPTION Loose, d*ap, brown silty sand (SM) Hediua dense, daap, brown sandy > l.iv (('! Very dense, damp, brown siltv medium to fine sand (SM), weathered granitic- rock < e>oroH COLUCO 301 Bo11om of Hole o« ryfr*x>H. »•* DMAWMVY: mrk | CMCCXIO BY: £ LOG OK TEST BORING 4 CARLSBAD OAKS $ \ WIOJiCTNO: 58169X-SI01 | OATI: 5-26-78 I FWUHI HO: 6 WOODWARD-CLYDE COWULTAXTS Boring 5 *vLwr • 5 ~ TOOT DATA •MC •00 •oc •OTMW•ram SSSA SOIL DESCRIPTION •1 V«ry dense, da*p, brown ailty medium to jfl fine «*nd (SM), weathered granitic rot k SI Refusal BEST ORIGINAL Boring 6 DtfTM IN MIT 10- 15- •1 _j . • ?s- Tl •UK err DA' •oo rA •oc •OTHfM Tfc*T» •AMPlf 1 NUMMM I | i1 I 1 1 1 1 1 ri i , i i, B SOIL DESCRIPTION 1 • Loose, damp, brown siltv sand (SM) MN Very stiff, damp, brown sandy i~l.iv (Cl.) C Very dense, damp, brown siltv medium t.' t fine sand (SM), weathered granitir roi-k . . . , 1 P II X'!«2<ii\\ . i1 1 Refusal LOG OF TEST BORINGS 5 AND 6 CARLSBAD OAKS PHAUfMiY: mrkj CMtOCtDiY: ^ | MKXHCTMO: 58169X-SI01 [ pATt: 5-26-78 | FtOUHI NO: 7 WOODWARD-CLYDE CONSULTANTS Boring 7 SOIL DESCRIPTION Very dea««, damp, light brown sllty •*diu* Co fine aand (SM) weathered granitic rock BEST ORIGSNAi 30 Refusal 35 •For dvtcription <rf «yn*o«t. •• Fifur* 2 LOG OF TEST BORING 7 CARLSBAD OAKS DHAWH.V: rark | CHKKI O »Y; & \ fHOJtCT MO: 58169X-SI01 | DAT1: 5-26-78 I ™™ WOOOWAIK^CLYOE CONSULTANTS Boring 8 IN fffT 5 - 10 - 15 ~ 20 - j •FordMcr TMTOATA •MB iption « •00 f tymbci •9C 6 22 TMTB (jr» 2 SSK 8-1 8-2 !F SOIL DESCRIPTION 1 Very loose, damp, dark brown silty 1 medium sand (SM) lO Medium dense, moist, dark brown clayey |'»r sand (SC) 1 Hard, damp, light brown sandy olay (Cl.) Bottom of Hole BEST ORIGINAL L0<; OK TEST BORING 8 CARLSBAD OAKS CHSCKIO BY: AU | PROJfCT MO: 58169X-SI01 | DATi: 5-26-78 | PKUWf NO: 9 •OODWAftD4lYDE COHYULTANT8 Boring 9 DVTM INPtrr 5- 10- 15 ~ 20 _ 25 - 30 - - TOT DATA •MC •oe 11! t ••e U 27 30 11 •ormnTWTl «**a;*— 1.SOIL DESCRIPTION Medium dens«, da»»p, brown sllty sand (SM) BJHJiB 9-1 \ 9-2 [ ! ^ Medium dense, damp, brown slltv sand (SM) 1 ,.3 M BEST ORIGINAL ^H • v'•*ifr 9~* ^ Hii/ Verv dense, saturated, brown weathered granitic rock, sand (SO in cuttings Refusal . ' •- 2•Fof description ot iymbol», «•« f*ftri ' l.fx; OF TKST BORING 9 CARLSBAD OAKS OBAWNiY: mrk | CMtCKIO BY: Di \ fWOJlCT NO: S8169X-SI01 loATt: b-26-78 | FlOOWt HO: 10 WOOOWARD-CLYOE COWSULTAKTS Boring 10 10- 15- TWTDATA SOIL DESCRIPTION Loose, damp to aol^t, dark brown silty coarse sand (SM) Medium dense, saturated, brown clayey sand (SO Hard, saturated, brown to olive-gray fine sandy clay (CL) 20 25- 30- •For rt«»cfipt>oo o( Bo11ora of Hole LCX: OF TEST BORING 10 CARLSBAD OAKS DHAKMSY: rnrk [ CHtCKiD BY: i% | MOJtCT NO: 58169X-SI01 JDATI: 5-26-78 | FIOUHC HO \\ WOODWARD-CLYDE CONSULTANTS Boring 11 wrr TWTOATA •OTNMTom SOIL DISCRETION 5- 10- 15 10 11-1 Poorly compacted, damp, brown sandy clay FILL Firm, damp, dark brown sandy clay (Cl.) 11-2 Hard, saturated, olive gray clay (CH) 20 - 25 Bot torn of Hoi e BEST ORIGINAL •fat o< tyrrttoti. i»« LOO OF TEST BORING 11 CARLSBAD OAKS [ P^OJICT MO: 58 1 69X-S 1 0 1 JPATI: 5-26-78mrk CM«CKiO«Y: CONSULTANTS Project Ho. 58169X-GE01 ^ BEST ORIGINAL TABLE I SUMMARY OF ENGINEERING SEISMOGRAPH TRAVERSES Traverse Number Velocity 1 1750 4000 8000 1-R 2250 15000 2 1000 12000 2-R 900 0-2 3800 2-31** *8000 (Assumed) 3 1100 0-3 6000 3-20** *8000 (Assumed) 3-R 1275 0-1 3000 1-19 10000 19+ 4 1750 0-3 3500 3-15 6000 15-30** *8000 (Assumed) 4-R 1100 0-4 6000 4-22** *8000 (Assumed) 5 1300 0-9 5000 9-31** *8000 (Assumed) 5-R 1500 0-14 10000 14+- Project »o. 58169X-OT01 TABLE I (Con't) Traverse Number Velocity Depth 6 1000 0-8 3500 8-36** *8000 (Assumed) 6-R 1100 0-5 5000 5-26** *8000 (Assumed) 7 1000 0-2 4000 2-26** *8000 (Assumed) 7-R 900 0-1 4500 1-3 5500 3-27** *8000 (Assumed) * A velocity of 8000 fps is assumed in order to determine a minimum depth of the last calculated velocity. ** Minimum depth for velocity determined from assuming a velocity of 8000 fps at the end of the seismic traverse. Project No. 73-281 Attachment 1 TABLE I Traverse No. SI i ST-1R ST-2 ST-2R ST-3 ST-4 ST-5 ST-5R ST-6 ST-7 ST-8 LOKER PROPERTY PRELIMINARY SEISMIC VELOCITY TABLE Velocity Depth 1,100 3,100 12,000 1 ,400 7,000 12,000 if ,000 4,500 3,000 2,700 5,000 3 f\r>n,Uuo 1,600 4.100 1.150 3,800 5,100 1,400 4,300 900 4,300 1,400 2,100 0-3 3-29 26* 0-9 9-26 29+ 0-8 8-42+ 0-28 0-9 9-28+ O-55-i- 0-2 2-27+ 0-5 5-17 17-34+ 0-2 2-26+ 0-3 3-26+ 0-4 4-16 Woodward-Clyde Consultants Project No. 8951337J-SI02 APPENDIX D GUIDE SPECIFICATIONS FOR SUBSURFACE DRAINS I. DESCRIPTION Subsurface drains consisting of filter gravel or clean gravel enclosed in filter fabric with perforated pipe shall be installed as shown on the plans in accordance with these specifications, unless otherwise specified by the engineer. II. MANUFACTURE Subsurface drain pipe shall be manufactured in accordance with the following requirements. Perforated corrugated ADS pipe shall conform to ASTM Designation F405. Perforated ABS and PVC pipe shall conform to ASTM Designations 2751 and 3033, respectively, for SDR35; and to ASTM Designations 2661 and 1785, respectively, for SDR21. The type pipe shall conform to the following table. Maximum Height Pipe Material Of Fill (feert ADS 8 (Corrugated Polyethylene) PVC or ABS: SDR35 35 SDR21 100 III. FILTER MATERIAL Filter material for use in backfilling trenches around and over drains shall consist of clean, coarse sand and gravel or crushed stone conforming to the following grading requirements. Sieve Size Percentage Passing Sieve 1" 100 3/4" 90-100 3/8" 40-100 4 25-40 8 18-33 30 5-15 50 0-7 200 0-3 a/jgk3 D-l Woodward-Clyde Consultants Project No. 8951337J-SI02 Sieve Size Percentage Passing Sieve 1" 100 3/4" 90-100 3/8" 40-100 4 25-40 8 18-33 30 5-15 50 0-7 200 0-3 This material generally conforms with Class II permeable material in accordance with Section 68-1.025 of the Standard Specifications of the State of California, Department of Transportation. IV. FILTER FABRIC AND AGGREGATE Filter fabric for use in drains shall consist of Mirafi 140S (Celanese), Typar (DuPont), or equivalent. The aggregate shall be 3/4-inch minimum to 1-1/2-inch maximum size, free draining aggregate. Filter fabric shall completely surround the aggregate. V. LAYING Trenches for drains shall be excavated to a minimum width of 2 feet and to a depth shown on the plans, or as directed by the engineer. The bottom of the trench shall then be covered full width by 4 inches of filter material or with filter fabric and 4 inches of aggregate, and the drain pipe shall be laid with the perforations at the bottom and sections shall be joined with couplers. The pipe shall be laid on a minimum slope of 0.2 percent and drained to curb outlet or storm drain. After the pipe has been placed, the trench shall be backfilled with filter material, or 3/4-inch minimum to 1-1/2-inch maximum size free-draining aggregate if filter fabric is used, to the elevation shown on the plans, or as directed by the engineer. a/jgk3 D-2 Woodward-Clyde Consultants Project No. 8951337J-SI02 This material generally conforms with Class n permeable material in accordance with Section 68-1.025 of the Standard Specifications of the State of California, Department of Transportation. IV. FILTER FABRIC AND AGGREGATE Filter fabric for use in drains shall consist of Mirafi 140S (Celanese), Typar (DuPont), or equivalent. The aggregate shall be 3/4-inch minimum to 1-1/2-inch maximum size, free draining aggregate. Filter fabric shall completely surround the aggregate. V. LAYING Trenches for drains shall be excavated to a minimum width of 2 feet and to a depth shown on the plans, or as directed by the engineer. The bottom of the trench shall then be covered full width by 4 inches of filter material or with filter fabric and 4 inches of aggregate, and the drain pipe shall be laid with the perforations at the bottom and sections shall be joined with couplers. The pipe shall be laid on a minimum slope of 0.2 percent and drained to curb outlet or storm drain. After the pipe has been placed, the trench shall be backfilled with filter material, or 3/4-inch minimum to 1-1/2-inch maximum size free-draining aggregate if filter fabric is used, to the elevation shown on the plans, or as directed by the engineer. a/jgk3 D-2 TYPICAL SECTION SUBSURFACE DRAINS IN DRAWS ORIGINAL GROUND BOTTOM OF ALLUVIAL CLEANOUT AGGREGATE: 7 cf/ft OF LENGTH, MIN. (3/4" minimum to 1-1/2" maximum size rock) 18" MIN. lL 10" MIN. COMPACTED FILL EXCAVATION FILTER FABRIC ALL AROUND DRAIN PIPE: 6" DIAMETER MINIMUM PIPE MATERIAL ADS (CORRUGATED POLYETHYLENE)' TRANSITE UNDERDRAIN PVC or ABS: SDR 35 SDR 21 MAXIMUM HEIGHT OF FILL ABOVE BOTTOM OF ALLUVIAL CLEANOUT (ft) 8 20 35 100 Woodward-Clyde Consultants Project No. 8951337J-SI02 APPENDIX E GUIDE SPECIFICATIONS FOR TYPICAL BUTTRESS I. DESCRIPTION Buttresses consisting of compacted, granular fill shall be installed as shown on the plans in accordance with these specifications, unless otherwise specified by the engineer. Typical cross sections are shown on the sketch; final buttress sections for this project will be based on final design grades which have not yet been determined. II. CONSTRUCTION The buttresses shall be composed of compacted, granular material as described in the report recommendations. Chimney drains consisting of perforated pipe and either filter material or clean gravel enclosed in filter fabric shall be installed as shown on the sketch. III. PERFORATED PIPE Collector pipe shall be 6-inch diameter, perforated, thick walled ABS or PVC pipe sloped to drain to outlet pipe. Outlet pipe from buttress shall be nonperforated and should slope at 1 percent minimum to drain to a convenient outlet. IV. FILTER MATERIAL Filter material for use in backfilling chimneys and around and over drain pipe shall consist of clean, coarse sand and gravel or crushed stone conforming to the following grading requirements. Sieve Size Percentage Passing Sieve 1" 100 3/4" 90-100 3/8" 40 - 100 4 25-40 8 18-33 30 5-15 50 0-7 200 0-3 This material generally conforms with Class II permeable material in accordance with Section 68-1.025 or combined aggregate Section 90-3.04 of the Standard Specifications of the State of California, Department of Transportation. a/jgk3 E-l Woodward-Clyde Consultants Project No. 8951337J-SI02 V. FILTER FABRIC Filter fabric for use in drains shall consist of Mirafi 140S (Celanese), Typar (DuPont) or equivalent. The aggregate shall be 3/4 inch to 1-1-/2-inch maximum size, free draining aggregate. Filter fabric shall completely surround the aggregate. VI. LAYING Trenches for drains shall be excavated to a minimum width equal to the outside diameter of the pipe plus 1 foot and to the depth shown on the plans or as directed by the engineer. The bottom of the trench shall then be covered full width by 4 inches of filter material or filter fabric and 4 inches of aggregate, and the drain pipe shall be laid with the perforations at the bottom and sections shall be joined with couplers. The pipe shall be laid on a minimum slope of 0.2 percent. After the pipe has been placed, the trench shall be backfilled with filter material or 1-1-1/2- inch maximum size aggregate if filter fabric is used, to the elevation shown on the plans, or as directed by the engineer. a/jgk3 E-2 TYPICAL BUTTRESS DESIGN (No Scale) Gravel Chimney Drain 24 Minimum 20' ^•^ wax j-iuur.i •r *••r _^ 24™ Minimum V CHIMNEY DRAIN DETAIL 24" Minimum •Back of '•'."\Buttress Cutv» •: BUTTRESS SECTION Compacted Fill /}*^( W> ^A^ /A-" 5' Minimum COLLECTOR PIPE DETAIL 6" Minimum encasement Seepage collector pipe Minimum 6" diameter ' Finish Bottom of Buttress Cut ;rade Project No. 8951337J-SI02 Woodward-Clyde Consultants APPENDIX F GUIDE SPECIFICATIONS FOR EARTHWORK Carlsbad Oaks East NOTE: These specifications are provided as a guide for preparation of the final grading specifications for the project, which with the plans constitute the project documents. These guide specifications are not intended for use as final grading specifications. 1. GENERAL 1.1 The work of the Contractor covered by these specifications consists of furnishing labor and equipment and performing all operations necessary to remove deleterious and undesirable materials from areas of grading, to properly prepare areas to receive fill, and to excavate and fill to the lines and grades shown on the plans or as directed in writing by the Owner. 1.2 The Contractor shall perform the work in strict accordance with these specifications and the Contractor shall be responsible for the quality of the finished product notwithstanding the fact that the earthwork may be observed and tests made by a Geotechnical Engineer. Deviations from these specifications will be permitted only upon written authorization from the Owner. 1.3 The data contained in the geptechnical report and in any following addenda indicating subsurface conditions are not intended as representations or warranties of the accuracy or continuity of subsurface conditions between soils borings. It shall be expressly understood that the interpretations or conclusions drawn from such data are the responsibility of the Contractor. 2. DEFINITIONS 2.1 Contractor shall mean the contractor performing the earthwork. 2.2 Owner shall mean the owner of the property or the party on whose behalf the earthwork is being performed and who has contracted with the Contractor to have the earthwork performed. 2.3 (Civil Engineer) (Architect shall mean the (engineer) (architect) who has prepared the grading plans and who is the Owner's representative concerning the configuration, quantities and dimensions of the earthwork and who usually sets basic surveying data at the site for the Contractor's conformance. 2.4 Geotechnical Engineer shall mean a licensed civil engineer authorized to use the title "Geotechnical Engineer" in accordance with Section 6736.1, Chapter 7, Division 3, State of California Business and Professions Code. The a/jgk3 F-l Project No. 8951337J-SI02 Woodward-Clyde Consultants Geotechnical Engineer shall be responsible for having representatives on site to observe and test the Contractor's work for conformance with these specifications. 2.5 Green Book shall mean the most recent edition of the Standard Specifications for Public Works Construction, prepared by the Joint Cooperative Committee of the Southern California Chapter, American Public Works Association, and Southern California Districts, Associated Contractors of California. 2.6 Standard Special Provisions shall mean the most recent edition of the Standard Special Provisions, prepared by County of San Diego, Department of Public Works. 3. OBSERVING AND TESTING 3.1 The Geotechnical Engineer shall be the Owner's representative to observe and make tests during the foundation preparation, filling, and compacting operations. 3.2 The Geotechnical Engineer shall make field density tests in the compacted fill to provide a basis for expressing an opinion as to whether the fill material has been compacted to at least the minimum relative compaction specified. The basis for this opinion shall be that no tests in compacted or recompacted areas indicate a relative compaction of less than that specified. Density tests shall be made in the compacted material below any disturbed surface. When these tests indicate that the density of any layer of fill, or portion thereof, is below the specified density, the particular layer or area represented by the test shall be reworked until the specified density has been achieved. 3.3 Testing shall conform to the following standards as pertinent: • ASTM D2922-81, "Density of Soil and Soil-Aggregate in place by Nuclear Methods (Shallow Depth)" • ASTM D3017-78, "Moisture Content of Soil and Soil-Aggregate in place by Nuclear Methods (Shallow Depth)" • ASTM D1556-82, "Density of Soil in place by the Sand-Cone Method" • ASTM D1557-78, "Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using a 10-lb. (4.54 kg) Rammer and 18-in. (457-mm) Drop," Methods A, B, and C. • AASHTO T 224-86, "Correction for Coarse Particles in the Soil Compaction Test." a/jgk3 F-2 Project No. 8951337J-SI02 Woodward-Clyde Consultants 4. CLEARING AND PREPARING AREAS TO BE FILLED 4.1 Clearing and grubbing shall be in accordance with Section 300-1 of the Green Book and, in addition, all trees, brush, grass, and other objectionable material shall be collected from areas to receive fill and disposed of off-site prior to commencement of any earth moving so as to leave the areas that have been cleared with a neat and finished appearance free from debris. 4.2 All loose or porous soils shall be removed or compacted as specified for fill. The depth of removal and recompaction shall be approved in the field by the Geotechnical Engineer. Prior to placing fill, the surface to be filled shall be free from uneven features that would tend to prevent uniform compaction by the equipment to be used. It shall then be plowed or scarified to a depth as required and in no case less than a minimum depth of 6 inches. 4.3 Where the exposed slope is steeper than 6 horizontal to 1 vertical, or where specified by the Geotechnical Engineer, the slope of the original ground on which the fill is to be placed shall be stepped or keyed by the Contractor as shown on the figure below. The steps shall extend completely into the underlying formational materials or, where formational material is not present, into previously compacted fill. Original ground New Fill Slope to be such that sloughing or sliding does not occur NOTES: Remove all loose or porous soils See Note See Note The outside edge of bottom key "A" shall be not less than 2 feet in depth into formational soil or no less than 5 feet into previously compacted fill. The minimum width of benches "B" shall be at least 1-1/2 times the width of the compaction equipment, and not less than 10 feet. a/jgk3 F-3 Project No. 8951337J-SI02 Woodward-Clyde Consultants 4.4 After the foundation for the fill has been cleared, plowed or scarified, it shall be disked or bladed by the Contractor until it is uniform and free from large clods, brought to the specified moisture content, and compacted as specified for fill. 5. SUBGRADE PREPARATION IN PAVEMENT AREAS 5.1 Subgrade preparation shall be in accordance with Section 301-1 of the Green Book, except that relative compaction of subgrade shall be in accordance with Section 12 of these specifications. Scarification and recompaction requirements may be waived by the Geotechnical Engineer in subgrade areas with naturally cemented formational soils. 5.2 All areas to be paved shall be proofrolled in accordance with Section 301-1.3 of the Standard Special Provisions. 6. MATERIALS-GENERALFILL 6.1 Materials for compacted fill shall contain no rocks or hard lumps greater than 24 inches in maximum dimension and shall contain at least 40% of material smaller than 1/4 inch in size. Material of a perishable, spongy, or otherwise improper nature shall not be used in fills. 6.2 Select soil, to be used at finish grade to the depths and at the locations specified on the grading plans, shall consist of material that contains no rocks or hard lumps greater than 6 inches in maximum dimension and that has an Expansion Index of 30 or less when tested in accordance with UBC Standard 29-2. 6.3 Samples of materials to be used for fill shall be tested in the laboratory by the Geotechnical Engineer in order to evaluate the maximum density, optimum moisture content, classification of the soil, and expansion index, as required. 6.4 During earthwork operations, soil types other than those analyzed in the report of the geotechnical investigation may be encountered by the Contractor. The Geotechnical Engineer shall be consulted to determine the suitability of these soils. 7. MATERIALS - PAVEMENT SUBGRADE 7.1 Pavement subgrade shall be defined as the top 12 inches of soil, excluding aggregate base, in areas to be paved with asphalt concrete or Portland cement concrete. 7.2 Materials for pavement subgrade shall contain no rocks or hard lumps greater than 6 inches in maximum dimension, shall contain at least 40 percent of material smaller than 1/4 inch in size, and shall have an Expansion Index of 30 or less when tested in accordance with UBC Standard 29-2. Material of a perishable, spongy or otherwise improper nature shall not be used in fills. a/jgk3 F-4 Project No. 8951337J-SI02 Woodward-Clyde Consultants 8. MATERIALS-TRENCHBACKFILL 8.1 Trench backfill materials above pipe bedding shall be in accordance with Section 306-1.3 of the Green Book. 8.2 As an alternative, cement slurry may be used to backfill trenches. The slurry shall have a minimum cement content of two sacks per cubic yard within the building limits and zone of influence of foundations and other settlement- sensitive structures. A minimum one sack per cubic yard slurry shall be used elsewhere. 9. MATERIALS-WALLBACKFILL 9.1 Wall backfill materials shall be in accordance with Section 300-3.5 of the Green Book. 10. COMPACTION EQUIPMENT 10.1 Compaction shall be accomplished by sheepsfoot rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of compaction equipment made specifically for the purpose of compacting soils. Equipment shall be of such a design that it will be capable of compacting the fill to the specified density at the specified moisture content. 11. PLACING, SPREADING, AND COMPACTING GENERAL FILL MATERIAL 11.1 After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted by the Contractor to a relative compaction that is indicated by test to be not less than 90 percent above 30 feet from finish grade and not less than 95 percent below. Relative compaction is defined as the ratio (expressed in percent) of the in-place dry density of the compacted fill divided by the maximum laboratory dry density evaluated in accordance with the ASTM D1557-78. Unless otherwise specified, fill material shall be compacted by the Contractor while at a moisture content at or above the optimum moisture content determined in accordance with the above test method. 11.2 The fill material shall be placed by the Contractor in layers that, when compacted, shall not exceed 6 inches. Each layer shall be spread evenly and shall be thoroughly mixed during the spreading to obtain uniformity of moisture and material in each layer. The entire fill shall be constructed as a unit, in nearly level lifts starting up from the lowest area to receive fill. Compaction shall be continuous over the entire area, and the equipment shall make sufficient uniform trips so that the desired density has been obtained throughout the entire fill. Rock materials greater than 6 inches in maximum dimension shall be distributed in such a manner that they are completely surrounded by compacted fines; nesting of rocks shall not be permitted. a/jgk3 F-5 Project No. 8951337J-SI02 Woodward-Clyde Consultants 11.3 When the moisture content of the fill material is below that specified by the Geotechnical Engineer, water shall be added by the Contractor until the moisture content is as specified. 11.4 When the moisture content of the fill material is above that specified by the Geotechnical Engineer or too wet to achieve proper compaction, the fill material shall be aerated by the Contractor by bladlng, mixing, or other satisfactory methods until the moisture content is as required to permit compaction. 11.5 Properly compacted fill shall extend to the design surfaces of fill slopes. The surface of fill slopes shall be compacted in accordance with Section 11.1 of these specifications. 12. PLACING, SPREADING, AND COMPACTING PAVEMENT SUBGRADE 12.1 Subgrade materials shall be placed, spread, and compacted in accordance with Section 11 of these specifications, except that the top 6 inches of subgrade material shall be compacted to a relative compaction that is indicated by test to be not less than 95 percent. 13. PLACING AND COMPACTING TRENCH BACKFILL 13.1 Backfilling and compacting shall be in accordance with Section 306-1.3 of the Green Book, except that jetting or flooding shall not be allowed and that all backfill shall be compacted to a relative compaction that is indicated by test to be not less than 90 percent. 13.2 All trenches 5 feet or more in depth shall be sloped or shored in accordance with OSHA safety requirements. Trenches less than 5 feet in depth shall also be so guarded when examination indicates hazardous ground movement may be expected. 13.3 No compaction testing shall be required for portions of trenches backfilled with cement slurry. 14. PLACING AND COMPACTING WALL BACKFILL 14.1 Backfilling and compacting shall be in accordance with Section 300-3.5 of the Green Book, except that jetting or flooding shall not be allowed. 14.2 The Contractor shall be responsible for using equipment capable of compacting the backfill to the specified relative compaction without damaging adjacent walls or other existing improvements. 15. PROTECTION OF WORK 15.1 During construction, the Contractor shall properly grade all excavated surfaces to provide positive drainage and prevent ponding of water. When earthwork operations are interrupted, the Contractor shall reestablish specified compaction a/jgk3 F-6 Project No. 8951337J-SI02 Woodward-Clyde Consultants to the depth necessary before placing new fill. The Contractor shall control surface water to avoid damage to adjoining properties or to finished work on the site. The Contractor shall take remedial measures to prevent erosion of freshly graded areas and until such time as permanent drainage and erosion control features have been installed. 15.2 After completion of the earthwork and when the Geotechnical Engineer has finished observation of the work, no further excavation or filling shall be done except under the observation of the Geotechnical Engineer. a/jgk3 F-7 Project No. 8951337J -SI02 Wood ward-Clyde Consultants APPENDIX G GUIDE SPECIFICATIONS FOR WALL DRAINS I. DESCRIPTION Subsurface drains consisting of filter gravel with perforated pipe shall be installed as shown on the plans in accordance with these specifications, unless otherwise specified by the engineer. II. MANUFACTURE Subsurface drain pipe shall be manufactured in accordance with the following requirements. Perforated PVC pipe or ABS pipe shall conform to the ASTM Designations 1785 and 2751, respectively. III. FILTER MATERIAL Filter material for use in backfilling trenches around and over drains shall consist of either of the following alternatives: (a) Clean, coarse sand and gravel or crushed stone conforming to the following grading requirements. Sieve Size Percentage Passing Sieve 1" 100 3/4" 90 - 100 3/8" 40-100 4 25-40 8 18-33 30 5-15 50 0-7 200 0-3 This material generally conforms with Class 2 permeable material in accordance with Section 68-1.025 of the Standard Specifications of the State of California, Department of Transportation. (b) Open-graded crushed rock or gravel (1" maximum size) surrounded entirely by a geotechnical filter fabric (such as Mirafi 140N or equivalent). a/jgk3 G-l Project No. 8951337J-SI02 Woodward-Clyde Consultants IV. LAYING Trenches for drains shall be excavated to a minimum width equal to the outside diameter of the pipe plus 1 foot and to the depth shown on the plans or as directed by the engineer. The bottom of the trench shall then be covered full width by 4 inches of filter material and the drainpipe shall be laid with the perforations at the bottom and sections shall be joined with couplers. The pipe shall be laid on a minimum slope of 0.2 percent. After the pipe has been placed, the trench shall be backfilled with filter material to the elevation shown on the plans, or as directed by the engineer. a/jgk3 G-2