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Home My WebLink About; ; Rancho Carrillo Project Major Roads Part 2; 1993-01-151^ (Slffif ?i 1 JAN 1393 CITY OF CARLSBAD GEOTECHNICAL INVESTIGATION FOR RANCHO CARRILLO PROJECT - MAJOR ROADS CARLSBAD, CALIFORNIA PREPARED FOR ZONE 18 OWNERS c/o RICK ENGINEERING COMPANY CARLSBAD, CALIFORNIA PREPARED BY GEOCON INCORPORATED SAN DIEGO, CALIFORNIA JANUARY 1993 GEOCON INCORPORATED Geotechnical Engineers and Engineering Geologists Project No. 04787-12-01 January 15, 1993 Zone 18 Owners c/o Rick Engineering Company 1959 Palomar Oaks Way, Suite 300 Carlsbad, California 92009 Attention: Mr. Ray Martin Subject: RANCHO CARRILLO PROJECT - MAJOR ROADS CARLSBAD, CALIFORNIA GEOTECHNICAL INVESTIGATION Gentlemen: In accordance with your authorization and our revised proposals dated October 18, 1991, and February 27, 1992, we have performed a geotechnical investigation for the subject project. The accompanying report presents the findings of our study and the conclusions and recommendations based on those findings. Significant geotechnical considerations relating to shallow groundwater, thick alluvial deposits and ancient landslides exist, however, it is our opinion that the site may be developed as proposed, provided the recommendations of this report are followed. If you have any questions regarding this report, or if we may be of further service, please do not hesitate to contact the undersigned at your convenience. Very truly lavi RCE 22: AS:MWH:DFL:dmc Michael W. Hart CEG 706 (4) Addressee (2) Continental Homes Incorporated Attention: Mr. Chris Chambers (1) Ladwig Design Group Attention: Mr. Bob Ladwig (2) Scripps Memorial Hospital Attention: Mr. Kurt Von Putthammer (2) UDC Homes Limited Attention: Mr. Glen Rick (2) Woodward/Merrill-Lynch Attention: Mr. Mr. Don Woodward 6960 Flanders Drive San Diego, CA 92121-2974 619 558-6900 FAX 619 558-6159 TABLE OF CONTENTS PURPOSE AND SCOPE 1 SITE AND PROJECT DESCRIPTION 2 SOIL AND GEOLOGIC CONDITIONS 4 Santiago Peak Volcanics (Jsp) 4 Lusardi Formation (Kl) 5 Delmar Formation (Td) 6 Torrey Sandstone (Tt) 7 Terrace Deposits (Qt) 7 Landslide Debris (QIs) 8 Colluvium (Qc) 9 Alluvium (Qal) 9 Documented Fill (Qdf) 10 Undocumented FUl (Qaf) 10 Topsoils (Unmapped) 11 GROUNDWATER 11 GEOLOGIC STRUCTURE 12 GEOLOGIC HAZARDS 12 Faulting and Seismicity 12 Liquefaction 14 GEOTECHNICAL LAND USE CHARACTERISTICS 16 Landslides 16 Stability Analysis 17 General 17 Design Parameter Selection 18 Landslide A 19 Landslide B 20 Landslide C 21 Slope Stability Considerations 22 Cut Slope No. 1 23 Cut Slope No. 2 23 Alluvium Settlement Considerations 26 Existing Utility Line Considerations 29 CONCLUSIONS AND RECOMMENDATIONS 32 General 32 Groundwater 34 Grading 34 Subdrains 37 Bulking and Shrinkage Factors 38 Landslide Stabilization 39 LandsUde A 40 Landslide B 41 Landslide C 41 TABLE GF CONTENTS (Continued) Slope Stability 43 Settiement Considerations 47 Settlement Monitoring Program 49 Retaining Walls and Lateral Loads 49 Pavement Sections 52 Reactive Soil Characteristics 53 Drainage and Maintenance 53 Grading Plan Review 54 BDBUOGRAPHY UMITATIONS AND UNIFORMITY OF CONDITIONS MAPS AND ILLUSTRATIONS Figure 1, Vicinity Map Figures 2-6, Geologic Map Figures 7-8, Geologic Cross-Sections Figure 9, Overall Settlement of Alluvium Versus Height of Fill Figure 10, Percent Consolidation Versus Time Figure 11, Recommended Subdrain Detail Figure 12, Slope Stability Analysis - Cut Slopes Figures 13 - 14, Slope Stability Analysis - Fill Slopes Figure 15, Surficial Slope Stability Analysis - Fill Slopes Figure 16, Typical Buttress Detail Figure 17, Topical Stability Fill Detail Figure 18, Retaining Wall Drainage Detail APPENDIX A FIELD INVESTIGATION Figures A-1 - A-96, Exploratory Borings Figures A-97 - A-181, Exploratory Trenches APPENDIX B LABORATORY TESTING Table B-I, Summary of In-Place Moisture-Density and Direa Shear Test Results Table B-II, Summary of Laboratory Compaction Test Results Table B-Ilt Summary of In-Place Moisture-Density and Residual Shear Test Results Table B-IV, Summary of R-Value Test Results Table B-V, Field In-Place Density Test Results Figures B-l - B-5, Gradation Curves Figures B-6 - B-21, Consolidation Curves Figures B-22 - B-26, Time Rate of Settlement Curves Figure B-27, Clarkson Laboratory Report APPENDIX C SLOPE STABILITY ANALYSIS APPENDIX D RECOMMENDED GRADING SPECIFICATIONS Project No. 04787-12-01 January 15, 1993 GEOTECHNICAL INVESTIGATION PURPOSE AND SCOPE This report presents the results of a geotechnical investigation for the proposed major roads on-site and off-site of the Rancho Carrillo project located in Carlsbad, Califomia (see Vicinity Map, Figure 1). The purpose of our investigation was to evaluate the surface and subsurface soil and geologic conditions at the site, and based on the conditions encountered, to provide recommendations pertaining to the geotechnical aspects of developing the major roads and associated improvements that are part of the Rancho Carrillo project. The scope of the investigation included a review of in-house aerial photographs (United States Department of Agriculture, 1953 Series) and previous geotechnical reports by others for the Rancho Carrillo project. In addition, published geologic maps and reports were reviewed to provide background information and fault and seismicity data. The preliminary results of additional exploratory drilling and trenching performed by Geocon Incorporated for private developments within the project also aided this study. References cited herein are Usted in the bibUography at the end of this report. The scope of the field investigation consisted of a site geologic reconnaissance, the drilling of 40 large-diameter and 12 small-diameter borings, and the excavation of 85 exploratory - 1 - Project No. 04787-12-01 January 15, 1993 trenches. Laboratory tests were performed on selected soil samples obtained at various depths in the exploratory excavations to evaluate pertinent physical properties. Details of the field investigation and laboratory tests are presented in Appendices A and B, respectively. The recommendations presented herein are based on an analysis of the data obtained from the exploratory excavations, laboratory tests and experience with similar soil and geologic conditions. The base maps used for this preUminary study consisted of a conceptual grading plan entitled Carrillo Ranch Major Roads and CarriUo Ranch, Offsite Carrillo Way, prepared by Rick Engineering Company, dated November 4,1992, and January 4,1993, respectively (see Figures 2 through 6). Geologic cross-sections are presented on Figures 7 and 8. SITE AND PROJECT DESCRIPTION Rancho CarriUo is located south of Palomar Airport Road and adjacent to the eastern corporate boundary of the city of Carlsbad (see Vicinity Map, Figure 1). Major roads to be constructed or improved for the project wiU be Melrose Avenue, CarriUo Way, and El Fuerte Street. Melrose Avenue wiU be extended from the existing Melrose Avenue terminus at the southeast corner of the Rancho CarriUo property to Palomar Airport Road. CarriUo Way wiU be extended from the proposed Melrose Avenue extension, eventuaUy, west to El -2- Project No. 04787-12-01 January 15, 1993 Camino Real; and El Fuerte Street wUl be extended from the southwest corner of the property north to CarriUo Way. The Rancho CarriUo project site consists of approximately 690 acres of gently to steeply sloping land drained by a centraUy located, generaUy east-west-trending canyon. Tributaries drain to the main canyon as a series of north-south-trending canyons and ridges. The off- site portion of the CarriUo Way continues along the main central canyon to the west through the adjacent Bressi Ranch and La Costa Northwest properties, to connect to El Camino Real. Elevations of the natural ground along the proposed road aUgnments range from approximately 540 feet Mean Sea Level (MSL) near the southeastern corner of the Rancho CarriUo project site to 100 feet MSL off-site, within the La Costa Northwest property. Much of the northem half of the Rancho CarrUlo property was cultivated at the time of this study. The central and southern portions of the site, including the off-site portion of the project, were covered primarUy with native vegetation consisting of chaparral, grass, and a few smaU trees. Previous grading to create several smaU earth-fiU dams has occurred in the main canyon. These dams have been breached so that very little water is impounded. A portion of El Fuerte Street has also been graded in the early 1980's. The CarriUo Ranch Park, consisting of several original ranch structures, is located within the central portion of the Rancho CarriUo project site. Two sewer lines and a reclaimed water line traverse the -3 - Project No. 04787-12-01 January 15, 1993 site crossing Mebrose Avenue just south of the planned intersection with CarrUlo Way and continue west in a common easement along the north side of the central canyon. Grading for the major roads wiU result in cut and fiU slopes of approximately 110 to 160 feet (maximum) in height, respectively, at an inclination of 2 horizontal to 1 vertical. The cut slope heights wiU be reduced significantly as a result of grading planned for the adjacent private development. SOIL AND GEOLOGIC CONDITIONS The proposed road aUgnments are underlain by five geologic formations consisting of the Santiago Peak Volcanics, Lusardi Formation, Delmar Formation, Torrey Sandstone, and Terrace Deposits. In addition, there are five mapped surficial units consisting of ancient landsUdes, coUuvium, aUuvium, documented fill, and undocumented fUls. TopsoUs were present to varying depths but are not mapped. The approximate area! extent of these units is shown on the Geologic Maps, Figures 2 through 6. Geologic cross-sections are presented on Figure 7 and 8. Santiago Peak Volcanics (Jsp) The Santiago Peak Volcanics consist primarUy of Jurassic/Triassic-aged volcanic flow and volcaniclastic (volcanic-derived) rocks that have been subjected to mUd metamorphism. • 4- Project No. 04787-12-01 January 15, 1993 These rocks are generaUy highly fractured, very hard, and form the basement or irregular erosional surface on which the much younger sedimentary formations have been deposited. The Santiago Peak Volcanics are exposed at the southwestem property boundary along the proposed extension of El Fuerte Street. No significant grading is anticipated within this material. Lusardi Formation (Kl) The Lusardi Formation is a Cretaceous-aged conglomeratic unit consisting of moderately to highly weathered granitic and volcanic boulders and cobbles in a matrix of sandy clay to clayey sand. This unit is exposed within the central portion of the proposed Melrose Avenue. TopsoUs developed on the Lusardi Formation are generaUy 2 to 4 feet thick and are composed of expansive clays and some variably weathered boulders. The Lusardi Formation can generaUy be excavated with moderate effort. However, because of the presence of large boulders and highly variable material types, special handUng, loading, and compaction procedures are often required for grading within this unit. A review of the grading plans indicates that no major cuts are planned in the area that the Lusardi Formation is exposed. -5- Project No. 04787-12-01 January 15, 1993 Delmar Formation (Td^ The Eocene-aged Dehnar Fonnation unconformably overUes the Lusardi Formation and is exposed at the surface over most of the site. The Dehnar Formation, consists primarUy of interbedded sandstone, claystone, and less commonly, sUtstones. The sandstone beds are generaUy 10 to 20 feet thick, massively to thinly bedded and moderately cemented. Cementation, however, can vary from highly cemented, drUl-resistant, concretionary beds 1 to 3 feet thick to sUghtly cemented zones with occasional layers where the material is nearly cohesionless. The claystones are generaUy massively to poorly bedded, highly fractured, and commonly occur m beds up to 20 feet thick. A review of data from the exploratory borings indicates that "bedding plane fauh" features are present within the Dehnar Formation. These features wUl adversely impact the stabUity of the proposed major cut slopes within the development and requke remediation. Excavations withm the Dehnar Formation should be possible with Ught to moderate effort except where highly cemented concretionary beds are encountered. Such beds are generaUy difficult to excavate and excavation usuaUy results in the generation of oversized materials that can be difficult to handle and place in fUls. Furthermore, cut slopes exposing altematmg sandstone and claystone bedding may present surficial instabiUty and require mitigation by construction of a stabUity fUl. -6- Project No. 04787-12-01 January 15, 1993 Some of the exploratory excavations within the Delmar Formation encountered a near- surface zone of 2 to 6 feet of topsoU and/or weathered formational material that on steep slopes is subject to slow downslope creep. Areas where formational creep was encountered is shown on Figures 2 through 4. These materials, in their present condition, are considered unsuitable to receive fiU or settlement-sensitive improvements. Remedial grading in the form of removal and recompaction is recommended for these zones. Torrey Sandstone (Tt) The Tertiary-aged Torrey Sandstone has been mapped at the western end of the off-site area, near El Camino Real. This unit consists of dense, damp to moist, Hght tan to orangish-brown, sUty, fine- to medium-grained sandstone with sporadic interbedded thin claystones. The Torrey Sandstone was deposited conformably with the underlying Delmar Formation. Bedding is generaUy horizontal, however, local dips of up to several degrees to the south or west were observed. The Torrey Sandstone should provide good bearing characteristics in either an undisturbed and/or properiy compacted condition. Terrace Deposits fOt) Localized deposits of Ught reddish-brown to orange, graveUy, sUty sandstones of probable Quaternary-age were encountered as an elongated platform, or terrace, within the Bressi Ranch property at the proposed intersection of CarriUo Way and El Fuerte Street. The -7- Project No. 04787-12-01 January 15, 1993 Terrace Deposits should provide satisfactory bearing characteristics in either undisturbed and/or properly compacted condition. LandsUde Debris fOls'^ Three ancient landsUdes that have occurred within the Delmar Formation have been mapped in the proposed aUgnment of the roadways. These landsUdes are typicaUy on the order of 30 to 60 feet thick and have basal sUp surfaces that coincide with horizontal- to gently-dipping bedding within the Delmar Formation. Two of the moderately sized sUdes Ue along the Melrose Avenue aUgnment and one impacts the proposed CarriUo Way aUgnment. In addition, a relatively large area at the intersection of Melrose Avenue and CarriUo Way has been mapped as surficial LandsUde/CoUuvium (Qlsf/Qc). The landsUde debris is variable and generaUy consists of loose to moderately dense, sUty sand to fractured clay. The moisture content also varies from damp to nearly saturated. In general, the landsUdes occurring on the site are ancient landsUdes. Their subdued topography and degree of modification by erosion suggest that they may be many hundreds to tens of thousands of years old. Recommendations for mitigation of the potential landsUde hazards that include design alternatives and remedial grading techniques are discussed hereinafter. Project No. 04787-12-01 January 15, 1993 CoUuvium (Oc^ CoUuvial soUs are thick topsoU-like deposits that have accumulated near the base of slopes by gravitational processes. Some coUuvium is likely to be present on the lower portions of most slopes, however, for this report orUy the thicker coUuvial deposits were mapped where they were readUy discernable by visual observation and data from exploratory borings or trenches. These soils are typicaUy highly expansive and/or compressible depending on loading conditions and should be removed and recompacted where they wiU be present in areas to receive settlement-sensitive improvements. AUuvium (pah AUuvial soUs are stream deposited sediments that occur in the bottoms of stream channels. These materials vary in consistency from sUty fine sands to sandy clays. Within the eastem end of the main canyon, particularly above the old dam, the aUuvium contains a significant amount of cobbles and boulders eroded from the Lusardi Formation present upstream. Within the Rancho CarriUo project, a limited number of exploratory borings placed in the aUuvium of the main central canyon indicates that the aUuvium varies in thickness from approximately 10 to 40 feet. The maximum thickness of aUuvium in smaUer tributary canyons in other areas of the site varies from 10 to 15 feet. In the areas beneath the proposed off-site extension of CarriUo Way west to El Camino Real, the aUuvium is present to a depth of at least 50 to 60 feet. -9- Project No. 04787-12-01 January 15, 1993 AUuvial deposits typicaUy consoUdate when subjected to an increase in vertical loading such as woiUd result from filling or the placement of structural improvements. Development planned for areas underlain by aUuvial deposits wiU require special consideration such as settlement monitoring, surcharge fiUs and removal and recompaction of those soUs not affected by presence of groundwater. Documented FUl (Odf) The documented fiU is associated with the El Fuerte road embankment located at the southwest comer of the Rancho CarrUlo property. This fiU was reportedly placed in conjunction with the testing and observation services of Woodward-Clyde Consultants, as apart of grading operations for CarriUo Estates, Unit 2. These materials are moderately dense and consist of sUghtly clayey sand to sandy clay. These materials are generaUy considered to be in satisfactory condition to receive additional fiU and/or improvements. The upper 3 to 4 feet has been affected by erosion and wiU require removal and recompaction prior to receiving additional fiU or other improvements. Undocumented FiU (Qaf) The occurrence of undocumented fiU is relatively minor and appears to be Umited to earth- fiU dams, road embankments and trench backfiU associated with existing sewer lines. In addition, it is not uncommon for undocumented fiU to be present in areas utilized for agricuhure; however, their presence may have been masked by the cultivation activities. In - 10- Project No. 04787-12-01 January 15, 1993 areas of planned improvements, these soUs, if encountered, wiU require remediation by removal and recompaction except where documentation of proper placement and compaction can be provided. TopsoUs (Unmapped^ Topsoils consisting of loose, dry clayey sands and firm sandy clays mantle the majority of the site to depths of approximately 2 to 4 feet. Due to the unconsoUdated nature and expansive potential of the topsoUs, removal and selective placement in deeper fills wiU be required where development is planned. GROUNDWATER Groundwater is present as a perched water table in the aUuvium of the main canyon located in the central portion of the site. The exploratory excavations encountered groundwater at depths of 0 to 5 feet, in the area just west of the old dam; 2 feet, south of the proposed El Fuerte Street/CarriUo Way intersection; and 7 to 10 feet, off-site to the west along the proposed CarriUo Way aUgnment. These water levels wiU fluctuate widely depending on antecedent rainfaU. Perched groundwater can also be expected to occur within some landslides particularly above the basal sUp surface. SimUar localized relatively shaUow perched groundwater - 11 - Project No. 04787-12-01 January 15, 1993 conditions are also possible at the contact between sandstone and claystone interbeds within the Delmar Formation. GEOLOGIC STRUCTURE The geologic structure of the site is best characterized as a gently westward-dipping series of Cretaceous and Eocene sediments lying unconformably on metavolcanic and granitic basement rock. The metavolcanic rocks are generaUy highly fractured and traversed by numerous minor inactive faults. The most significant stmctural aspect of the sedimentary rocks is the occurrence of bedding-plane faults in the Delmar Formation. These ancient shear zones are characterized by soft clay gouge zones that vary from approxi- mately 1/16 inch to 2 inches thick. The significance of these features and measures to mitigate their potential adverse effects on graded slopes are discussed hereinafter. GEOLOGIC HAZARDS Faulting and Seismicity It is our opinion, based on our field investigation and review of aerial photographs and pubUshed geologic maps (Weber, 1963 and 1982), the site is not located on any active or potentiaUy active fault trace as defined by the California Division of Mines and Geology. The Rose Canyon and Elsinore Fault Zones, the closest active faults, lie approximately 9 and 22 mUes to the west and northeast, respectively. As shown on Table I, a Maximum - 12- Project No. 04787-12-01 January 15, 1993 Probable Earthquake of Magnitude 6.5 occurring on the Rose Canyon fault could result in a peak site acceleration of approximately 0.14 g. Other active faults Usted on Table I are more distant from the site and, hence, ground shaking from earthquakes on those faults wUl be less intensive. It is our opinion that the site could be subjected to moderate to severe ground shakhig in the event of a major earthquake along any of the above-mentioned faults; however, the seismic risk at the site is not considered significantly greater than the surrounding area. TABLET DETERMINISTIC SITE PARAMETERS FOR SELECTED FAULTS Fault Name Di^nce : From Site (miles) Maximum Credible Event : Maximum Probable Event Fault Name Di^nce : From Site (miles) Maximum Credible (Mag) Peak Site Acceleration (g) Maximum Probable (Mag) Peak Site Acceleration (g) Casa Loma - Clark (San Jacinto) 46 7.50 0.05 7.00 0.04 Coronado Banks Fault Zone 23 6.75 0.08 6.00 0.06 Coyote Creek (San Jacinto) 48 7.50 0.05 7.00 0.04 Elsinore 22 7.50 0.13 6.75 0.09 Newport - Inglewood 45 7.50 0.05 6.50 0.03 Rose Canyon 9 7.00 0.24 6.5 0.14 San Andreas 68 8.00 0.04 7.25 0.02 San Diego Trough 33 6.50 0.05 6.00 0.04 Whittier - North Elsinore 49 7.50 0.05 6.25 0.02 - 13 - Project No. 04787-12-01 January 15, 1993 Liquefaction It is our opmion that, due to the high density and cemented nature of the formational soils occurring on the site, there is no significant risk of seismicaUy induced Hquefaction withm the higher elevations of the site. The aUuvial soUs present within the drainage courses do, however, have a potential for Hquefaction that varies depending on localized soU conditions, proposed improvements and the remediation methodology that may be implemented. TypicaUy, the most effective mitigative treatment is to remove and recompact the aUuvial soils. This should be possible within the smaUer tributary canyons. When this treatment is performed, the Hquefaction potential should be eliminated. At the lower elevations within the main canyon and to the west along the proposed CarrUlo Way aUgnment, removal and recompaction of aUuvium wUl be limited in depth due to groundwater. With certain exceptions, the improvements planned in these areas wUl be comprised of paved roadways and underground utiUties. The exceptions are fUl embankments which are planned to encroach into the aUuvium durmg grading of the most western residential area on the south side of the main canyon (adjacent to El Fuerte) and a future school site located at the southwest corner of the intersection of Mekose Avenue with CarriUo Way. - 14 - Project No. 04787-12-01 January 15. 1993 Removal and recompaction of the aUuvial soUs along the CarriUo Way aUgnment, generaUy west of El Fuerte, wiU be limited due to the shaUow groundwater. In some areas removals may be as shaUow as 5 feet. Roadway embankment fiU height, as indicated on conceptual grading plans, wiU be on the order of 10 feet. Therefore, additional loading imposed on the aUuvial soUs left in place wiU be minimal. Review of avaUable exploration boring and cone penetrometer test (CPT) data indicates that the aUuvium along this corridor is generaUy classified as a sandy clay with a high percentage of fine grained material and dry densities averaging more than of 105 pounds per cubic foot. In addition, correlation of the friction ratio and cone bearing values from the CPT soundings (Robertson and CampaniUa, 1986) suggests that the aUuvial soUs may be classified as sUts and clays which are less susceptible to Hquefaction. Based on this information, it is our opinion that the liquefaction potential in this area is low to possibly moderate. Within the currently planned school site, avaUable data indicates the aUuvial soUs are as deep as 30 feet with groundwater as shaUow as 5 feet along the southern margin. The depth of remedial grading wiU be limited and aUuvium wiU be left in place. Evaluation of aUuvial soUs using Standard Penetration Test (SPT) data (Prakash, 1988) suggests that shear stress developed during a seismic event (MSYz) is less than the shear stress causing Hquefaction. Based on this preliminary analysis, it is our opinion that the Hquefaction potential in this area is low. - 15 - Project No. 04787-12-01 January 15, 1993 GEOTECHNICAL LAND USE CHARACTERISTICS Based on the findings of this study, there are three primary geotechnical considerations impacting the construction of the major roads. The first design consideration is the stabiHty ofthe three existing landsUdes. For the purpose of simplifying the discussion, the landsUdes are designated as A, B, and C and marked as such on the Geologic Maps. The second primary design consideration is the potential for cut slope instabiUty caused by the presence of bedding-plane faults. The third consideration is the settlement characteristics of the aUuvial deposits that cannot be efficiently removed and recompacted due to presence of shaUow groundwater. A detaUed discussion of each primary geotechnical consideration relative to proposed development is presented below. LandsUdes The results of the field investigation confirmed the presence of two landsUdes, A and B, along Meh-ose Avenue from Station 120+00 to 126+00 and 112+00 to 119+00, respectively, and a third landslide designated as C on CarriUo Way between Station 94+00 and 112+00. These ancient landsUdes generaUy have very uniform, near horizontal to gently dipping sHp planes, indicating that the faUures had Ukely occurred along previously existing bedding- plane faults. Based on analysis and experience with simUar geologic features, landslides of this type can be stabUized by conventional grading techniques, including removal and recompaction and/or construction of shear keys or buttress fiUs. - 16- Project No. 04787-12-01 January 15, 1993 A cross-sectional interpretation of these features is shown on Figures 7 and 8. These sUdes have simUar configurations and have occurred at the same general elevation. The upper limits of the sUde areas consist of relatively steeply sloping, ridges whUe the lower limits occur near the bottom of major drainages. The sUdes appear to be block-type faUures with some rotation within the head of the sUdes. StabiUtv Analysis General. Computer analyses of landsUde and slope stabiHty were performed utilizing the PCSTABL6 program based on the Simplified Janbu Method of SHces or Simplified Bishop Method. The analyses are summarized in Appendix C. The complexity of the site geology, the results of the subsurface investigation, laboratory testing, and existing and future topography were considered in performing the stabUity analyses. Back calculations were performed on two selected sections to assist in the determination of appropriate soU strength parameters. The results of the back calculations were correlated with laboratory tests performed during this study, as weU as test results from previous investigations with simUar geologic setting. - 17- Project No. 04787-12-01 January 15, 1993 The geometry of landsUde sections was developed by extrapolating the conditions encountered in the exploratory excavations. The computer generated cross-sections included herein represent the simplified section configurations which were used in the analyses. The cross-sections presented on Figures 7 and 8 are the original geologic sections from which the computer generated sections were derived. Design Parameter Selection. Drained shear tests were performed on relatively undisturbed samples of the prevailing Uthologic units. The results of the shear tests are presented in Table B-I of Appendix B. Additional shear tests were performed on a remolded sample of formational soUs to evaluate strength parameters suitable for the fiU soU to be used to stabilize the landsUdes. Residual shear tests were performed on two selected samples to evaluate the strength parameters of the basal shear zones/bedding-plane faults. For the same purpose, the shear strength of the basal shear zone of LandsUdes A and C were back-calculated and used in the calculations. The foUowing table presents the soU strength parameters that were utilized in the analyses. These values are derived from the laboratory test results and experience with simUar soU and geologic conditions. - 18- Project No. 04787-12-01 January 15, 1993 TABLEn SOIL STRENGTH PARAMETERS SoU Type Angle of Internal Friction 4> (degrees) Cohesion c(psf) Delmar Formation 32 500 LandsHde Debris 20 200 Compacted FiU (buttress & shear key) 25 250 Basal Shear Zone 7 50 Bedding Plane Faults 8 60 The intent of this report is to evaluate the stabUity of these landsUdes and major cut slopes in relation to the proposed roadway grading. In addition, however, the impact of the future private development within areas adjacent to the roads was considered. As wiU be discussed later m this report, the consideration of future offsite (private development) grading can result in a cost savings for the recommended remediation to the proposed roadway development. The discussion below briefly describes each of the geologic hazards and presents mitigation alternatives resuUing from the analyses. Landslide A. This landslide is located approximately between Station 120+00 to 126+00 of Melrose Avenue. Geologic Cross-Section A-A' (see Figure 7) depicts the - 19- Project No. 04787-12-01 January 15, 1993 location of the proposed road embankment in relation to the landsUde. Future grades for the adjacent areas, derived from the Master Plan for Rancho CarriUo, are also shown on the cross-section. The thickness of the landsUde encountered within Boring No. BM-4 was approximately 48 feet. 1. If stabilizing the landsUde, by removing and recompacting the landsUde debris, is limited to the boundaries of the roadway a maximum calculated factor of safety of 1.4 wiU result. To achieve a calculated factor of safety of at least 1.5, the grading should extend at least 20 feet beyond the right-of-way. However, a future cut slope is planned at the adjacent boundary of the private development of Rancho CarriUo (ViUage N). Subsequent construction of this slope wiU jeopardize the stabiHty of the road. 2. Construction of a shear key beyond the right-of-way with a width of 100 feet and a 1:1 backcut wiU yield a calculated factor of safety in excess of 1.5. This shear key can be located such that the proposed 40-foot cut slope for the adjacent ViUage N of the Rancho CarriUo project (Figure 7) wiU be stable without need for additionai remedial grading or slope buttressing. LandsHde B. This landsUde is located near the existing ranch house and approximately between Station 112 + 00 and 119+00 of Mebose Avenue. The Geologic -20- Project No. 04787-12-01 January 15, 1993 Cross-Section B-B", Figure 7, shows the interpreted landsUde profile in relation to the proposed road embankment and the future grading of the adjacent Village P of the Rancho CarrUlo project. The maximum thickness of landsUde debris encountered was approxi- mately 43 feet (Boring No. BM-5). 1. The analyses indicate that the landsUde can be stabilized by constmction of a 30-foot-wide shear key within the road right-of-way. Figures 2 and 7. 2. A review of the master plan for the Rancho CarriUo Development indicates an approximately 35-foot cut slope proposed within ViUage P, adjacent to Melrose Avenue. This cut slope wiU be located completely within the landsUde debris and wiU require a StabiHty fiU along the entu-e slope. As an alternative to accommodate both stabUity of the road embankment as weU as the future cut slopes, a shear key with a minimum width of 50 feet can be constructed at the location shown on the Geologic Map, Figure 2. In addition, the future grading for ViUages P and N, wiU increase the overaU factor of safety of the landsUde by adding fiU at the toe of the landsUde. LandsUde C. This landslide is located in ViUage J of the Rancho CarriUo project and extends across the proposed CarriUo Way approximately from Station 94+00 to 112+00. -21 - Project No. 04787-12-01 January 15, 1993 Geologic Cross-Section C-C', Figure 8, shows the proposed road embankment in relation to the geologic setting of the area, as weU as the future grading of ViUage J. 1. The analysis indicates that this landsUde can be stabilized by constructing an 80- foot-wide shear key along the roadway withoul ccoadering the proposed grading in the adjacent private development. 2. Additional analysis shows that by con^doing the proposed lowering of grades within ViUage J, the dimension of the shear key may be reduced to 50 feet. Slope StabUity Considerations The results of the field investigation indicate the presence of numerous, adverse, geologic conditions in the general vicinity of two proposed niajor cut slopes along Melrose Avenue as indicated on the Conceptual Grading Plans. Figures 2 and 3. The adverse geologic conditions encountered include remolded beddin^lane faults, weak clay strata, and adversely dipping geologic contacts. Remedial grading procedures, such as construction of drained buttress fiUs, should be anticipated for cui slope excavations exposing these potentiaUy unsuitable geologic conditions. Slope sLabiiity analysis for these slopes have been performed utilizing the method discussed in izs previous section (Landslides), and parameters shown in Table II, and the results are presented in Appendix C. A brief Project No. 04787-12-01 January 15, 1993 discussion of the proposed cut slopes impacted by adverse conditions and mitigation recommendations is presented below. The affect of the proposed grading on the adjacent areas has also been addressed. Cut Slope No. 1. This cut slope is located between Station 134+00 and 140+50 of Melrose Avenue at the southeast comer of the Rancho CarriUo project site. The Conceptual Grading Plans (Figure 2) indicate the maximum height of this cut slope wiU be approximately 70 feet. Figure 8 presents a geologic cross-section of the slope. Drained buttress fiUs are recommended for the upper half of due to presence of a bedding plan fault feature as observed in large-diameter Boring No. BM-1. A nearly-horizontal to easterly- dipping, bedding-plane fault was observed at an approximate depth of 485 feet MSL. The buttresses should be at least 30 feet wide at the bottom. The approximate extent of the proposed buttress fiUs are shown on Figure 2. A review of the master plan and conceptual grading plans for ViUage N of the Rancho CarriUo project indicates that the area adjacent to this cut slope wiU be lowered to approximately 460 and 480 feet MSL. If grading for the roadway and adjacent ViUage N occur simultaneously, the need for the buttress fiU at the western flank of the slope wiU be eUminated. Cut Slope No. 2. This cut slope has a maximum proposed height of approxi- mately 110 feet along Melrose Avenue between Station 83 + 00 and 89+00 (see Figure 3). -23- Project No. 04787-12-01 January 15, 1993 Bormg No. BM-31 indicates the presence of at least three bedding-plane faults at approxunate elevations of 470,445, and 425 feet MSL. The upper two beddmg-plane faiUts are nearly horizontal and the lower one dips gently southward. A geologic cross-section through this area is shown on Figure 8. Review of the conceptual grading plan for this area, Figure 3, proposes that the southern side of the road excavation wiU be cut to an approximate elevation of 450 feet MSL due to adjacent "borrow site." The upper two bedding-plane faults wiU be eliminated during the grading operations. The analysis indicates a marginal factor of safety of 1.5 for this slope due to the lower bedding-plane fault. A drained buttress fiU is recommended to stabilize the adverse condition on the northem flank of the slope generaUy above elevation 420 feet MSL. A buttress fiU with a minimum shear key width of 55 feet wiU be necessary to mitigate this geologic condition without consideration of future grading of the adjacent private property. The master plan for the Rancho CarriUo project indicates that grades for the adjacent ViUage D wiU be lowered to approximately 445 feet MSL. Therefore, the majority of the buttress fiU constmcted solely for the roadway wiU be removed. However, if the grading of the major road occurs in conjunction with ViUage D, a smaUer buttress fiU with a minimum shear key width of 30 feet could be used for the lowest bedding-plane fault. -24- Project No. 04787-12-01 January 15, 1993 Additional slope stabilization measures wUl be required where cut slopes are planned in areas of thick surficial deposits, such as coUuvium or landsUde debris, or if fractured claystones and/or groundwater seepage are observed during the grading operations. These remedial measures wiU typicaUy consist of the constmction of drained stabilization fills. It should be recognized that remedial grading within the existing landsUdes involves risk of sUde activation whUe constructing the backcut, due to the high variabiHty of geologic conditions within the sHde mass. These uncertain conditions include the variable strength of different soU types withm the sUde debris and also changes m hydrostatic pressures within the sUde mass. It should be noted that the attitude of the bedding plane faults as measured in the exploratory borings during downhole logging were utilized in the slope stabiHty analysis. Furthermore, the bedding plane faults are assumed to be continuous and representative of conditions that would be exposed along the face of cut slopes. Where adverse conditions are anticipated, remedial grading is recommended. Based on our experience, these features may be localized or discontinuous. Therefore, in areas where slope instabiUty is not expected, potentially adverse conditions exposed during grading wiU require re-evaluation and possible constmction of stabiHty or buttress fiUs. -25- Project No. 04787-12-01 January 15, 1993 The details of mitigation measures, including temporary backcut, shear key configurations, and phased grading, are described in the Conclusions and Recommendations section. AUuvium Settlement Considerations Where total removal and recompaction of the aUuvial soils is not practical, due to the presence of shaUow groundwater, aUuvium wiU be left in place. Two areas within the Rancho CarriUo development wiU be affected by the compressibiUty of the aUuvial soUs not removed. The first is the proposed school site (ViUage S) at the southwest comer of the intersection of Melrose Avenue and CarriUo Way. The second area includes the extension of El Fuerte Street and the majority of the off-site portion of the CarrUlo Way. The amount of settlement that could occur is a function of thickness and compressibiUty of the layers within the aUuvial deposits and depends upon the magnitude of additional vertical loading resulting from placement of fiU and/or stmctures. The master plan for the Rancho CarriUo project and conceptual grading plan for the ViUage S - School Site, proposes that a maximum of 20 feet of fiU wiU be placed on some portions of the site. Data from smaU- diameter Boring Nos. SBM4 and SBM-5 indicates that approximately 20 to 25 feet of compressible aUuvium wiU be left in place in this area. The off-site portion of CarriUo Way from Station 35 + 00 to 73 + 00 and El Fuerte Street near the intersection of CarriUo Way -26- Project No. 04787-12-01 January 15, 1993 wUl be underlam by a relatively thick section of aUuvial soUs. The total fiU thickness planned in these areas ranges from 10 to 35 feet. Figure 9 presents the total amount of theoretical settlement that could be expected to occur beneath a range of fiU thicknesses and at various boring locations. Usmg this chart, it can be seen that if development within the vicinity of Boring No. SMB-4 (School Site) involves the placement of 20 feet of fUl, then approximately 12 mches of theoretical settlement is anticipated. In our opinion, the settlement magnitude obtained from Figure 9 represent the upper boundary of anticipated settlements. Actual settlement may be 30 to 50 percent less than the calculated settlement due to soU sample disturbance, laboratory testing methods and the highly variable nature of the aUuvial deposits. In addition to the magnitude of settlement, another important consideration is the time required for the setflement to occur. In this regard. Figure 10 presents the anticipated postconstruction settlement to occur in the general vicinity of each smaU-diameter boring. In general, the majority of anticipated settlement in the vicinity of school site (Boring Nos. SBM-4, SBM-5) and CarrUlo Way Station 37+00 (SBM-11) is expected to occur during construction. The postconstruction settlement, with magnitudes dependant on proposed fUl heights, wiU take anywhere from 3 to 19 months for 90 percent consolidation. It is -27- Project No. 04787-12-01 January 15, 1993 estimated that approximately 19 months wiU be required for 90 percent consoHdation to occur for the El Fuerte road embankments (Boring No. SBM-8). If the site development schedule cannot accommodate the tune required to aUow settlement to dissipate for this section of roadway, the instaUation of wick-drains prior to placement of the roadway embankment should be considered. The use of wick drams could reduce the settlement period of 16 to 19 months, to 3 to 6 months. The rapid placement of fiU thickness in excess of 10 feet over saturated clayey aUuvium can result in a temporary reduction of soU shear strength which could cause instabiUty of the embankment during grading. To preclude this occurrence, the grading sequence should be planned for utilizing staged construction of the embankment material. Furthermore, the area should be instrumented to monitor embankment settiement and slope inclination movements and provide a basis for the project soU engineer to determine the proper timing in phased construction and evaluate when significant settlement has ceased. Settlement monuments should be estabHshed on the finish grade surface immediately after grading is complete. The monuments should be surveyed for elevation on a weekly basis for the first month and then bi-weekly thereafter. The periodic reading should be continued untU no significant vertical movement has occurred during a four-week period. -28- Project No. 04787-12-01 January 15, 1993 Existing UtiUty Line Considerations Three utiUty lines traverse the site, including two sewer mains and one reclaimed water line. The aUgnments originate from the northeast and east areas of the Rancho CarriUo project and converge to a single easement just west of the old dam and then continue to the west. In certain areas, underlain primarUy by aUuvial soUs, planned roadway embankment grading wiU conflict with the aUgnments of existing sewer and reclaimed water lines. This problem also arises in two locations underlain by artificial fiU and coUuvium, both of which require remediation. The impact to grading or adverse effect of grading on the utiUties can be categorized in three basic situations: (1) the fiU embankment encroaches on or near the aUgnment and imposed loading/settlement wiU be induced on the pipeUne; (2) remediation of the aUuvium and instaUation of a subdrain prior to embankment grading encompasses the adjacent utiHty aUgnment; and (3) the aUgnment if directly within the embankment or off-site fiU areas. Approximate locations where this occurs and the associated situation categories are summarized below. -29- Project No. 04787-12-01 January 15, 1993 Approximate Location Category Meh^ose Avenue Station 105+00 to 108+00 (two converging easements) 1/3 CarrUlo Way Station 33 + 00 to Station 46+00 3 Station 85+00, 91 + 00, 98+00 2 Offsite (School Site) 3 It is understood that the existing utiUty easements crossing Melrose Avenue and extending west from Melrose Avenue to El Fuerte wiU be relocated within the new roadway embankment. Future adjustments to the easement west of El Fuerte has not been finalized. It is further understood that these lines are to remain in service during construction and/or relocation. In general, review of the situations as categorized above indicates that certain areas of the roadway embankment grading should be phased. Phase grading would require delaying roadway constmction in some areas untU utiHty relocation occurs and partial embankment constmction in other locations. One section wiU probably require "high-lining." SpecificaUy, development of the fUI slope planned for MeUose Avenue (Station 108+00) should be delayed untU the Unes are relocated. Along CarrUlo Way (Station 85+00, 91+00 -30- Project No. 04787-12-01 January 15, 1993 and 98+00), grading should be accomplished to construct orUy enough of the new embankment to receive the relocated lines with the toe of the partial fiU slopes located so as not to induce loading or settlement on the existing lines. In these areas, remediation of unsuitable soils to formational material is anticipated and subsequent grading of the balance of the roadway should not impact the new utiHty Unes. Further to the west along CarrUlo Way (Station 105 + 00 to 108+00), the utUities wUl require "high-lining" if the road is to be graded in the currenfly planned aUgnment. -31 - Project No. 04787-12-01 January 15, 1993 CONCLUSIONS AND RECOMMENDATIONS General 1. No soU or geologic conditions were observed during the course of the investigation or noted in review of the referenced documents which, in our opinion, would preclude the development of the major roads and associated unprovements as presently plarmed, provided the recommendations of this report are foUowed. 2. The site is underlain by surficial soils consisting of topsoils, undocumented fill, documented fill, coUuvium, aUuvium, landsUde debris, and formational materials of the Santiago Peak Volcanics, Lusardi Formation, Dehnar Formation, Torrey Sandstone and Terrace Deposits. In general, the surficial soils (except documented fiU) and disturbed formational soils exhibiting creep are not considered suitable for the support of fiU or stmctural loads in then- present condition and wiU require remedial grading as recommended herein. 3. Excavation of the surficial deposits should be possible with Ught to moderate effort with conventional heavy-duty grading equ4)ment. Moderate to heavy effort should be anticipated for excavations in the formational soils. Excavation of the Lusardi Formation and the highly cemented concretionary zones within the Dehnar -32- Project No. 04787-12-01 January 15, 1993 Formation wiU generaUy be difficult, may require heavy ripping and wUl probably generate oversized material (greater than 12-inch). 4. The StabUity of proposed cut slopes and the presence of three landsUdes within the road aUgrmients poses a significant geotechnical consideration. Buttress fiUs and shear keys wUl be required to stabilize the slopes and areas underlain by potentiaUy unsuitable geologic features. Specific recommendations regarding mitigative measures based on slope stabiHty analyses are presented herein. 5. Some portions of the proposed roadway embankment are underlain by aUuvial soUs that are not practical to remove due to the presence of shaUow groundwater. These areas wUl be subject to a time-dependent settlement. To reduce the time required for the post-grading settlement to occur, the use of surcharge fills and wick drains should be considered. 6. Where the roadway embankment wiU adversely affect or conflicts with existing underground aUgmnents, grading woiUd be deferred or phased untU utiUties are relocated or "high-lined" to aUow remediation of unsuitable soUs or settlement of compressible aUuvial soUs left in place to occur. -33- Project No. 04787-12-01 January 15, 1993 Groundwater 7. A continuous, permanent groundwater table was encountered within the main canyon alluvial deposits at depths rangmg between 0 to 10 feet below existing ground elevations. Seasonal fluctuations of the depth to groundwater should be expected. Saturated or overly moist excavated aUuvial soils wUl require drying and/or mixing with drier soUs to faciUtate proper compaction. In addition, potential excavation difficulties and/or the need for weU point dewatering systems should be anticipated for proposed utUity installations located within low-Iymg aUuvial areas. Gradmg 8. Grading for site development shoiUd be performed in accordance with the Recommended Grading Specifications contained in Appendix D, and in accordance with pertinent ordinances of the city of Carlsbad. Where the recommendations of Appendix D conflict with this section of the report, the recommendations of this section shaU take precedence, AU earthwork should be perfonned in conjunction with the observation and testing services of Geocon Incorporated. 9. Prior to commencmg grading, a preconstmction conference should be held at the site with the Owner or Developer, Grading Contractor, CivU Engineer, and Geotechnical -34- Project No. 04787-12-01 January 15, 1993 Engineer in attendance. Special soU and oversize material handUng and/or the grading plans can be discussed at that time. 10. Site preparation shoiUd begin with removal of aU deleterious matter and vegetation from areas to be graded. The depth of removal should be such that material to be used in fills is generaUy free of organic matter. Material generated during strippmg operations should be exported from the site to an approved location. 11. The site should then be brought to final finish grade elevations with stmaural fiU compacted in layers. In general, native soUs are suitable for reuse as fiU if cleaned of vegetation, debris and other deleterious matter. Layers of fiU should be no thicker than wiU aUow for adequate bonding and compaction. In areas proposed for improvements, aU fUl (including backfiU and scarified ground surfaces) should be compacted to at least 90 percent of maximum dry density at or sUghtly above optimum moisture content, as determined in accordance with ASTM Test Procedure D1557-78, Method A or C. 12. Grading operations on the site should be scheduled place the oversized rocks, cemented material and expansive soUs in the deeper fUls. -35- Project No. 04787-12-01 January 15, 1993 13, PotentiaUy compressible surficial deposits including topsoils, undocumented fiU soils, coUuvium, aUuvium (above the groundwater level), surficial landsUde debris, and formational creep not removed by planned grading operations should be removed to firm natural ground and properly compacted prior to placing additional fiU and/or improvements. The balance of the landsUde debris within the roadway cut or fiU areas not removed during shear key or buttress constmction should be remediated by removal and recompaction of the upper 10 feet. For grading in other areas, deeper than normal benching and/or strippmg operations for sloping ground surfaces wiU be required where thicknesses of potentiaUy compressible surficial materials are greater than three feet. 14. SoU remediation within most of the aUuvial areas wUl be limited by the prevailing groundwater conditions. Removal depth shoiUd be restricted to approximately 3 feet above the groundwater level. It is recommended that test pits be excavated where shaUow groundwater is expected to evaluate the existmg soU conditions. Where groundwater is very near the existing ground surface, it may be necessary to place an initial lift of fiU approximately 2 to 3 feet in thickness to establish suitable support for the addition of fiU. The grading contractor should moisture condition the fiU soils prior to placement to aid in accompUshing proper compaction. A minimum of 90 -36- Project No. 04787-12-01 January 15, 1993 percent relative compaction wUl be required to within two feet of the underlying aUuvial surface. 15. Where practical, the upper 3 feet of the roadways and sidewaUc areas should be composed of "low" expansive soUs. The more highly expansive soils should be placed in the deeper fiU areas and properly compacted. "Low" expansive soils are defined as those soUs that have an Expansion Index of 50 or less when tested in accordance with UBC Standard 29-2. Subdrains 16. Subdrains should be instaUed within the tributary canyons to be fiUed, A cross-section of the recommended subdrain configuration is presented on Figure 11. After instaUation of the subdrain, the project CivU Engineer should survey its location and elevation and prepare "as-buUt" plans of the subdrain location. The recommended approximate locations of the subdrains are shown on Figures 2 through 6. 17. The anticipated subdrain locations and lengths show that installation of certain drains wiU involve grading for both the roadway and adjacent private development. Depending on constmction sequence, it wiU be unportant to consider proper slope -37- Project No. 04787-12-01 January 15, 1993 and suitable outletting for the entire subdrain where partial installation is planned. The recommended subdrains should be mstaUed with the upstream end at a miiumum of 10 feet below the proposed finished grades. Final determination of canyon subdrain locations wiU be accomplished in the field at the time of grading. Additional subdrains may be required as conditions warrant. 18. Subdrains should be outletted into the natural drainage course, or permanent subsurface drainage system. Where the subdrains are outietted into the natural drainage, a permanent head waU should be constmcted to provide free drainage. Bulking and Shrinkage Factors 19. Estimates of embankment buUdng and shrmkage factors are based on comparmg laboratory compaction tests with the density of the material in its natural state as encountered in the exploratory excavations. It should be emphasized that variations in natural soU density, as weU as in compacted fiU densities, render shrinkage value estimates very approximate. As an example, the contractor can compact the fUl soUs to any relative compaction of 90 percent or higher of the maximum laboratory density. Thus, the contractor has approximately a 10 percent range of control over the fiU volume. Based on the work performed to date, it is our opinion that the -38- Project No. 04787-12-01 January 15, 1993 foUowing shrirdcage and buUdng factors can be used as a basis for estimating how much the on-site soils may shrink or sweU (buUc) when excavated from their natural state and placed as compacted fiUs. TABLEn SHRINK/BULK FACTORS SoU Unit Shrmk/BuUc Factor AUuvium, fiU topsoil, coUuvium, landsUde debris 5 to 10 percent shrink Dehnar Formation 5 to 10 percent buUc Lusardi Formation 15 to 20 percent buUc LandsUde Stahilj^atjon 20. It is recommended that mitigation of landsUdes impacting the major roads be combined with stabilization of the adjacent future development areas. This wUl reduce the overaU mitigation effort required (and associated cost) and should reduce future difficulties in grading the adjacent developments which may be restricted by shear key fiU constmcted solely for the roadway improvements. -39- Project No. 04787-12-01 January 15, 1993 21. Stabilization altematives are presented below and consider two mitigative gradmg scenarios: (1) that required only for roadway constmction and (2) that requfred considering future grading planned within the adjacent properties. LandsUde A. This landsUde is located along Mefrose Avenue approximately from Station 120+00 to 126+00. Altemative I. Total removal and recompaction of the landsUde debris below the roadway embankment wUl result in a factor of safety provided the sUde removal extends at least 20 feet beyond the westem road right of way (see Cross-Section AA, Figure 7 and Geologic Map, Figure 2). Altemative II. In order to accommodate the impact of the future 40- foot cut slope adjacent to the road embankment withm VUlage N of the Rancho CarrUlo project, a shear key with a minimum width of 100 feet should be constmcted at the location shown on Figures 2 and 7. The western limit of the proposed shear key is a 1:1 projection from the toe of the proposed 40-foot cut slope in VUlage N. -40- Project No. 04787-12-01 January 15, 1993 LandsUde B. This landsUde impacts the development of Mefrose Avenue approximately from Station 112+00 to 119+00. Altemative I. The roadway embankment may be stabilized by constmcting of a 30-foot-wide shear key withm the road right-of-way (see Figure 2 and also Cross-Section B-B' in Figure 7). Altemative II. To consider the effect of the proposed cut slope within the adjacent VUlage P of Rancho CarrUlo project and the requked effort to stabilize that slope, a shear key with a minimum width of 50 feet should be constmcted at the location shown on Figures 2 and 7. The outside Umit of the shear key is considered as a 1:1 projection from the toe of the proposed cut slope in ViUage P. LandsUde C. A portion of this landsUde is located under the proposed CarrUlo Way road embankment approximately from Station 94+00 to 112+00. Altemative I. A shear key with a minimum width of 80 feet is required to be constmcted along the southem portion of the road embarUonent (see Figures 3 and 8). -41 - Project No. 04787-12-01 January 15, 1993 Altemative II. Considering the effect of grading on the adjacent VUlage J of Rancho CarrUlo project, the shear key width may be reduced to 50 feet. 22. It should be noted that, due to the variable nature of the landsUde debris, locaUzed slope instabUity of the temporary backcut of the shear key excavation could occur. In addition, during the constmction of the shear key, the risk of destabUizing the landsUde increases. The risk of landsUde reactivation or instabUity of temporary cut slopes m the sUde debris may be reduced by flattening the slope of the backcut and constmcting the shear key in segments. Those portions of the slope or landsUde debris which become reactivated wUl Ukely require complete removal and replacement with properly compacted fUl soU. 23. AU shear key fills should be drained by means of drainage panels and heel drains. The heel drains should be outletted into the natural drainage course or permanent subsurface drainage system. For typical drainage system see Figure 16. -42- Project No. 04787-12-01 January 15, 1993 Slope StabUity 24. The StabUity of the proposed cut and fiU slopes, with respect to deep-seated and surficial sloughage was analyzed using Janbu's Method with dunensionless parameters. The shear strength parameters presented in Table II were utilized in the analyses. 25. For fiU slopes higher than 70 feet, it is recommended that the fiU soU withm the slope zone should be constmcted usmg select material. The slope zone is defined as the area bounded by a vertical plane passing through the top of the slope and the face of the slope. In general, the select material should possess a minimum angle of internal friction of 32" and cohesion of 400 psf. These materials should be avaUable on site from the sandy portions of the Delmar Formation. SoU with one strength parameter less than that specified may be acceptable for use depending on further analysis by Geocon Incorporated. 26. The results of the analysis indicate that 2:1 (horizontal:vertical) cut or fUl slopes possess a calculated factor of safety in excess of 1.5 for maximum anticipated heights. The slope stabUity analyses are presented in Figures 12, 13 and 14. Surficial slope StabUity analysis of fiU slopes also indicated a factor of safety in excess of 1.5. Calculations are presented in Figure 15. -43- Project No. 04787-12-01 Januaiy 15, 1993 27. The anticipated presence of near-horizontal and adversely dipping bedding plane faults in major cut slopes on Mefrose Avenue wUl requu-e remedial gradmg measures. It is recommended that drained buttress fills be constmcted on certain portions of the proposed cut slopes as shown on Figures 2 and 3 and Geologic Cross-Sections D-D' and E-E', Figure 8. A detaUed discussion of the slope stabUity analysis and computer generated results are presented in Appendix C. On cut slopes along Meh-ose Avenue, two buttresses between Station 134+00 and 140+50 should be constmcted at both sides of the road. The buttresses should be located at an approxunate elevation of 480 feet Mean Sea Level (MSL) with a mmimum width of 30 feet at the bottom. However, a review of the conceptual grading plans for VUlage N of Rancho CarrUlo project indicates that the westem cut slope wUl be cut to approximate elevations of 460 and 480 feet MSL. Therefore, if the grading of the road occurs in conjunction with the grading operations on VUlage N, no buttress wUl be required on the westem slope. 28. The second major cut slope is proposed within the northem portion of Melrose Avenue between Station 83+00 and 89+00 (see Figure 3 and Cross-Section E-E', Figure 8). The analyses indicate that a dramed buttress fiU at least 55-foot wide wUl be requfred at the south-facing slope at an approximate elevation of 420 feet MSL. A review of the master plan for Rancho CarriUo project indicates that the grades m -44- Project No. 04787-12-01 January 15, 1993 this general area wiU be lowered to approxunately 445 feet MSL. Therefore, if grading of the two projects occurs sunultaneously, the minmium requfred width of the buttress may be reduced to 30 feet. 29. The StabUity analysis for the north-facing cut slope along Mehose Avenue, Station 83+00 to 89+00, mdicates a marginal factor of safety of 1.5. This analysis was performed based on an assumed horizontal attitude of the bedding plane fault encountered in Boring No. BM-31. It is not uncommon for bedding plane faults to be undulatory and varying in attitude. Therefore, it is recommended that this cut slope be carefuUy observed and logged durmg the excavation by an engineering geologist to determine if a buttress or stabUity fiU would be required. 30. The proposed buttresses and shear key fiU materials should be approved by the soU engineer prior to placement. A typical buttress fUl configuration, including the required drainage system is presented in Figure 16. 31. Additional slope stabUization measures may be required where cut slopes steeper than 4:1 (horizontal:yertical) are planned in the areas of soU creep or landsUde debris. A typical stabUity fiU configuration is presented m Figure 17. -45 Project No. 04787-12-01 January 15, 1993 32. AU cut slopes should be observed durmg gradmg by an engineering geologist to verify that soU and geologic conditions do not differ significantly from those anticipated. The requirement for remedial measures such as stabiHty fills wUl be evaluated m the field during grading when the ejqposed conditions can be more appropriately observed. It shouid be noted that although the subsurface explorations did not disclose the presence of adversely oriented beddmg plane fauhs within the proposed Mefrose Avenue cut slope between Station 116+00 125+00, the data is Umited primarUy to the upper portion of the slope. It is recommended that special emphasis be give to geologic mapping of this cut slope during grading. 33. In general, it is recommended that the outer 15 feet of fiU slopes, measured horizontal to the slope face, be comprised of properly compacted granular "soU" fiU to reduce the potential for surface sloughing. As previously discussed, an exception to this is the 160-foot-high fiU slope planned along the northem extension of Mefrose Avenue where select material is recommended for the "slope zone." Oversize material should be restricted from the outer 15-foot zone as specified in ./^pendix D. 34. AU fUl slopes should be overbuUt at least 3 feet horizontaUy, and cut to the design finish grade. As an altemative, fiU slopes may be compacted by back-roUing at vertical intervals not to exceed 4 feet and then track-walking with a D-8 dozer or -46- Project No, 04787-12-01 January 15, 1993 equivalent upon completion such that the fiU soUs are uniformly compacted to at least 90 percent relative compaction to the face of the finished slope, 35. AU slopes should be planted, drained and properly maintamed to reduce erosion. Settlement Considerations 36. An approximately 60-foot-high embankment is proposed for Meh-ose Avenue where it crosses the main drainage channel at the location of the existing dam. The thickness ofthe aUuvium was measured within smaU-diameter Boring No. SBM-12 to be approximately 13 feet and underlam by the Lusardi Formation. Water levels measured in this area ranged from 0 to 6 feet below ground surface but can be expected to vary seasonaUy. It is recommended that, due to the limited extent of the area, the aUuvial material be removed in its entfrety and recompacted or replaced with more suitable soUs. If, due to the presence of very shaUow groundwater at the time of gradmg, the remedial grading is not practical, the aUuvium may be left in place and subsequent settlement monitored. 37. It is anticipated that a majority of the anticipated settlement at the vicinity of the school site (Bormg Nos. SBM-4 and SBM-5) and also CarrUlo Way at the vicinity of Station 37+00 (Boring No. SBM-11) wUl occur during constmction. -47- Project No. 04787-12-01 January 15, 1993 38. The mformation obtamed from Boring No. SBM-8 within the flat-lying aUuvium area within the proposed extension of El Fuerte Street indicates that 40 inches of settlement is theoreticaUy possible m this area. In addition, required time for the majority of the settlement to occur is estunated to be around 19 months. 39. The rate at which fiU is placed over saturated aUuvial deposits along El Fuerte (Station 60+00 to 63+50) should be staged to reduce the potential for embankment instabUity during grading. The area should be instmmented to monitor porewater pressure and slope inclination movements and provide a basis for evaluatmg an efficient grading sequence. 40. It is recommended that aU fiU areas underlam by aUuvium left in place shoiUd be surcharged by a minunum of 3 feet of fiU. The mmimum recommended surcharge for El Fuerte Street, Station 60+00 to 67+00 should be at least 5 feet. 41. Where the general site development schedule may be unacceptably delayed by the time required for aUuvial soU consoUdafion under planned fiU depths, the use of wick drains should be considered. -48- Project No. 04787-12-01 Januaiy 15, 1993 Settlement Monitormg Program 42. Surface settlement monuments are recommended to be mstaUed within the upper 3 feet of completed fiU placed in aUuvial settlement areas for the purpose of monitoring anticipated post-constmction settlements (CarriUo Way Station 33+00 to 73 + 00 and Ei Fuerte Station 60+00 to 67+00), These monuments should consist of 4-foot riser pipes connected to 1-foot-square, y4-mch-thick steel plates. The surface settlement monuments should be instaUed by Geocon Incorporated. 43. AU surface settlement monuments should be monitored by the project civU engmeer and surveyed on a weekly basis after instaUation. The frequency of the readings may be adjusted, at the discretion and approval of Geocon Incorporated, based on the results of previous readmgs. The settlement monitormg program should be contmued untU no significant settlement is detected for consecutive survey reading make over a four-week period. Retainmg WaUs and Lateral Loads 44. Retaining waUs not restrained at the top and having a level backfiU surface should be designed for an active soU pressure equivalent to the pressure exerted by a fluid density of 30 pounds per cubic foot (pcf). Where the backfiU wUl be incHned at no steeper than 2:1, an active soU pressure of 40 pcf is recommended. These soU -49- Project No. 04787-12-01 January 15, 1993 pressures assume that the backfiU materials within an area bounded by the waU and a 1:1 plane extending upward from the base of the waU possess an Expansion Index of less than 50. 45. Unrestramed waUs are those that are aUowed to rotate more than O.OOIH at the top of the waU. Where walls are restrained from movement at the top, an additional uniform pressure of 7H psf (where H equals the height of the retainmg waU portion of the waU in feet) should be added to the above active soU pressure. 46. AU retammg walls should be provided with a drainage system adequate to prevent the buUdup of hydrostatic forces. The need for waterproofing and the type of materials shoiUd be determmed by others. The use of dramage openings through the base of the waU (weep holes, etc.) is acceptable, provided that care is taken not to bury the openings and water emanating therefrom wiU not be a nuisance. The above recom- mendations assume a properly compacted granular (Expansion Index less than 50) backfiU material with no hydrostatic forces or unposed surcharge load. A typical retaining waU detaU is presented on Figure 18. If conditions different than those described are anticipated, or if specific drainage detaUs are desfred, Geocon Incorporated should be contacted for additional recommendations. -50- Project No. 04787-12-01 January 15, 1993 47. In general, waU foundations havmg a minimum depth and width of one foot may be designed for an aUowable soU bearmg pressure of 2,000 psf, provided the soU within 3 feet below the base of the waU has an Expansion Index of less than 90. The proxunity of the foundation to the top of a slope steeper than 3:1 could hnpact the aUowable soU bearing pressure. Therefore, Geocon Incorporated should be consiUted where such a condition is anticipated. 48. For resistance to lateral loads, an aUowable passive earth pressure equivalent to a fluid density of 300 pcf is recommended for footings or shear keys poured neat against properly compacted graniUar fiU soUs or undisturbed natural soils. The aUowable passive pressure assumes a horizontal surface extending at least 5 feet or three times the surface generating the passive pressure, whichever is greater. The upper 12 inches of material not protected by floor slabs or pavement shoiUd not be mcluded m the design for lateral resistance. An aUowable friction coefficient of 0.4 may be used for resistance to sUding between soU and concrete. This friction coefficient may be combmed with the aUowable passive earth pressure when determining resistance to lateral loads. 49. The recommendations presented above are generaUy appUcable to the design of concrete or masonry retaining walls having a maximum height of 8 feet. In the event -51- Project No. 04787-12-01 January 15, 1993 that waUs higher than 8 feet or other type of waUs are planned, such as crib-type walls, Geocon Incorporated should be consulted for additional geotechnical analysis and recommendations. Pavement Sections 50. It is recommended that, where practical, the grading of the roadway aUgnment be planned to "cap" the top 3 feet of the pavement area subgrade with granular materials derived from the sandy portion of the Delmar Formation. 51. Four R-value tests were performed on four predominant soU types within the project site. The resiUts are presented in Appendix B. For the purpose of calciUating the preliminary pavement sections for the roads, an R-value of 15 for the subgrade soU and/or the "cap" material was assumed. A Traffic Index of 8.5 has been assig^ied for the major streets. Utilizing the CaUfomia Flexible Pavement Design procedure, the minimum pavement section should consist of 5 inches of asphalt concrete on 17 inches of Class II aggregate base material. It should be noted that this pavement section is preliminary. The final pavement recommendations wUl be provided after finish subgrade is achieved and R-Value tests are performed on the actual subgrade soils. -52- Project No. 04787-12-01 January 15, 1993 Reactive SoU Characteristics 52. The laboratory soluble sulfate test results are presented in Appendix B. These test results should only be utilized as general guidelines. This information should be provided to design consuhants responsible for below grade unprovements to evaluate potential adverse affects. Drainage and Maintenance 53. Good drainage is imperative to reduce the potential for differential soU movement, erosion, pavement performance and subsurface seepage. Positive measures shouid be taken to properly finish grade the roadway right-of-way area including associated stmctures, as weU as the off-site fiU areas, so that drainage water from the fiU areas and paved areas is dfrected off these areas to drainage control features and stmctures. Experience has shown that even with these provisions, a shaUow groundwater or subsurface water condition can and may develop in areas where no such water condition existed prior to site development; this is particularly tme where a substantial mcrease in surface water infiltration results from an increase m landscape irrigation. -53- Project No. 04787-12-01 January 15, 1993 Gradmg Plan Review 54. The soU engineer and engmeering geologist should review the gradmg plans prior to finalization to verify their compliance with the reconunendations of this report and determine the need for additional comments, recommendations and/or analysis. -54- Project No. 04787-12-01 January 15, 1993 BIBLIOGRAPHY 1. 1953 Aerial photographs. United States Department of Agriculture, AXN-8M-19 and 8M-20. 2. Geology and Mineral Resources of San Diego County, Califomia, CaUfomia Division of Mining and Geology, County Report 3, by F. H. Weber, 1963. 3. Reconnaissance Soils Engineering and Geologic Study, Parcel d, Carrillo Ranch, Geosoils Incorporated, August 1, 1979. 4. Landslide and Development Feasibility Study, Parcels b, c, e, f, h-3, i-2, and]; Carrillo Ranch, Geosoils Incorporated, August 21, 1979. 5. Geologic and Soil Engineering Investigation, Portion of Carrillo Ranch, North of Palomar Airport Rd, GeosoUs Incorporated, June 6, 1980. 6. Soil Dynamics, Shamsher Prakash, 1981. 7. Update Soil and Geologic Investigation, Carrillo Estates, Unit 2, Carlsbad, Califomia, Woodward-Clyde Consultants, May 5, 1981. 8. Recent Slope Failures, Ancient Landslides, and Related Geolog of the North Central Area, San Diego County, Califomia, by F. H. Weber, 1982. 9. Soil and Geologic Reconnaissance for Bressi Ranch, San Diego County, Califomia, Geocon Incorporated, March 23, 1982. 10. Report of Phase I Geotechnical Study, for Bressi Ranch, Carlsbad, Califomia, Geocon Incorporated, June 4, 1982. 11. PreUminary Geotechnical Investigation, Carrillo Ranch Project, parcel D, Shepardson Engineering Associates Incorporated, February 10, 1984. 12. Report of Preliminary Geotechnical Investigation, CarriUo Ranch, Meister/Woodward Parcel, Shepardson Engmeering Associates Incorporated, Febmary 10, 1984. Project No. 04787-12-01 January 15, 1993 BIBLIOGRAPHY (CONTINUED) 13. PreUminary Geotechnical Review, Proposed Tentative Subdivision, Carrillo Ranch Parcels B, C, E, F, H'3. 0-2, andJ, GeosoUs Incorporated, Febmary 21, 1986. 14. Guidelines For Use, Interpretation and Application ofthe CPT and CPTU, by Dr. Peter K. Robertson and R. G. CampaneUa, November 1986 (Thfrd Edition). 15. Preliminary Soil and Geologic Investigation La Costa Ranch - Northwest Area, Geocon Incorporated, November 11, 1988. 16. SoU and Geologic Reconnaissance, CarriUo Ranch, Geocon Incorporated, November 2, 1989. 17. SoU and Geologic Reconnaissance, CarrUlo Ranch, Geocon Incorporated, November 2, 1989. 18. Geotechnical Report for the Proposed Palomar Airport Road Improvements East of El Camino Real, Carlsbad, Califomia, Kleinfelder, Incorporated, September 27, 1990. 19. Consultation, CarriUo Ranch, Geocon Incorporated, January U, 1991. 20. Geotechnical FeasibUity Assessment for Rancho Carrillo Master Plan, Geocon Incorporated, July 12, 1991. 21. Village Plan, Rancho CarriUo MasterPlan, Rick Engmeering, March 11, 1992. 22. SoU and Geologic Reconnaissance for Rancho Camllo, Geocon Incorporated, May 5, 1992. 23. PreUminary Geotechnical Investigation for CarriUo Ranch, Pacific Scene/Continental Homes Property, Geocon Incorporated (work m progress). Project No. 04787-12-01 Januaiy 15, 1993 UMTTATIONS AND UNIFORMTTY OF CONDTHONS 1. The recommendations of this report pertam only to the site investigated and are based upon the assumption that the soU conditions do not deviate from those disclosed in the investigation. If any variations or undesfrable conditions are encountered during constmction, or if the proposed constmction wiU differ from that anticipated herein, Geocon Incorporated should be notified so that supplemental recommendations can be given. The evaluation or identification of the potential presence of hazardous materials was not part of the scope of services provided by Geocon Incorporated. 2. This report is issued with the understanding that it is the responsibUity of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. 3. The findings of this report are vaUd as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. In addition, changes m appUcable or appropriate standards may occur, whether they result from legislation or the broadenmg of knowledge. Accordingly, the findmgs of this report may be invaUdated whoUy or partiaUy by changes outside our control. Therefore, this report is subject to review and should not be reUed upon after a period of three years. Project No. 04787-12-01 REF. MAP:aS.G.S. QUAOftAHOLES eNaHims. RAMCHO SANTA FE, SAN Uiis Rrr a SAN MARCOS, CALIF, isea SCALE:I"«20OO' VICINITY MAP RANCHO CARRILLO PROJECT - MAJOR ROADS CARLSBAD, CALIFORNIA Figure 1 si So o< z < bi IT legs H- ^ "Ul CO " Q: Z Q: -J Q z UJ liJ -I 8 10 8 > -J _) O O 2 > -I _J < w (£ CQ UJ O liJ a o Q: s t I < a: e Q Q: < in 3 I I \ \ Ui > ^ uiUi< J Oalc 8 m \ \ CM T P ? Ol CD m < < (A z o o UJ ih i/i O DC o 8 CD o o OJ OJ o :Q :< <o ~ T Q w o E o c 50: < 9 < z UJ J — Ui o - < v) Ui 2 te tn 9 w O ui it P o Ul U. w 10 f in w S z Ova. Ill Ul a a b o z g I-o UJ if) if) if) O QC O 8 10 8 UJ O 8 lO _L O ? K bi > H QC O X "8 Ui T O O in T" 8 o Project No. 04787-12-01 120-1 2 so o CO z o u UJ 40 IT UJ Q. *o V- //'' / p 'll / 1 il .y A- V A V 8 TIME 12 (MONTHS 20 OVERALL SETH FMF.NT OF AT T TTVnTM VPP^STK WFTr.HT OF PU RANCHO CARRILLO PROJECT - MAJOR ROADS CARLSBAD, CALIFORNIA Figure 9 50-1 _ 40- UJ X (J 5 30 Z UJ UJ tn Q UJ H < UJ 20- 10- 0-J A' A A A A • A A A A A / J y A / / / / / A A / / lews 1 1 r 10 20 30 FILL THICKNESS (FEET) 40 PFRPPNT rnN<:nT mATTOM VFR<;TT.<; TTMF. RANCHO CARRILLO PROJECT - MAJOR ROADS CARLSBAD, CALIFORNIA Figure 10 Project No. 04787-12-01 APPROVED FILTER FABRIC (TYPICAL) 3" DIAMETER SUBDRAIN PIPE -3' MIN. — r'MAX. OPEN-GRADED AGGREGATE 9 CUBIC FT./FT. MINIMUM 1 SUBDRAIN PIPE SHOULD BE 8-INCH MINIMUM DIAMETER, PERFORATED, THICK WALLED SCHEDUUE 40 PVC OR ABS SDR 35, SLOPED TO DRAIN AT 1 PERCENT MINIMUM AND CONNECTED TO STORM DRAIN SYSTEM OR APPROVED OUTLET. Z FILTER FABRIC TO BE MIRAH 140N OR EQUIVALENT. 3 WHERE THE SUBDRAIN DOES NOT CONNECT DIRECTLY TO A STORM DRAIN PIPE, THE SUBDRAIN SHOULD BE NONPERFORATED AND SHOULD BE PROVIDED WTTH A 12-INCH-THICK CONCRETE CUTOFF WALL EXTENDING AT LEAST 6 INCHES BEYOND THE SUBDRAIN TRENCH SIDEWALLS, BOTTOM AND THE TOP OF THE PIPE. THE CUTOFF WALL SHOULD BE LOCATED AT THE CONNECnON OFTHE PERFORATED AND NONPERFORATED PIPES. 4. WHERE SUBDRAIN LENGTH IS LESS THAN SOO FEET, THE PIPE DIAMETER MAY BE REDUCED TO 6 INCHES. 5 CANYON SUBDRAINS OUTLETTING INTO OPEN-SPACE AREAS SHOULD BE PROPERLY PROTECTED (i-C CONCRETE, HEADWALLS, RIPRAP) TO PROVIDE FREE DRAINAGE. RECOMMENDED SUBDRAIN DETAIL RANCHO CARRILLO PROJECT - MAJOR ROADS CARLSBAD, CALIFORNIA Figure 11 Project No. 04787-12-01 ASSUMED CONDmONS: Slope Heipht Slope IncUnation Total Unit Weight of SoU Angle of Intemal Friction Apparent Cohesion No Seepage Forces ANALYSIS: H = UO feet 2:1 (Horizontal: Vertical) y » 125 pounds per cubic foot 4> = 32 degrees C = 500 pounds per square foot vH tan 6 Equation (3-3), Reference 1 C FS FS YH = 21.4 = 60 1.7 Equation (3-2), Reference 1 Calculated Usmg Eq. (3-3) Determined Using Figure 10, Reference 2 Factor of Safety Calculated Usmg Eq. (3-2) REFERENCES (1) Janbu, N., Stability Analysis of Slopes with Dimensionless Parameters, Harvard Soil Mechanics, Series No. 46, 1954. (2) Janbu, N., Discussion of JM. Belk Dimensionless Parameters for Hcmogeneous Earth Slopes, Joumal of Soil Mechanics and Foundation Design, No. SM6, November 1967. SLOPE STABILTTY ANALYSIS - CUT SLOPES RANCHO CARRILLO PROJECT - MAJOR ROADS CARLSBAD, CALIFORNL\ Figure 12 Project No. 04787-12-01 ASSUMED CONDTnONS: Slope Heipht Slope IncUnation Total Unit Weight of SoU Angle of Intemal Friction Apparent Cohesion No Seepage Forces ANALYSIS: H « 70 feet 2:1 (Horizontal: Vertical) Y = 125 pounds per cubic foot i|> = 30 degrees C = 250 pounds per square foot vH tan 4> Equation (3-3), Reference 1 C FS FS YH 20 = 58 1.6 Equation (3-2), Reference 1 Calculated Usmg Eq. (3-3) Determined Using Figure 10, Reference 2 Factor of Safety Calculated Using Eq. (3-2) REFERENCES (1) Janbu, N., Stability Analysis of Slopes with Dimensionless Parameters, Harvard Soil Mechanics, Series No. 46,1954. (2) Janbu, N., Discussion of JM. BelU Dimensionless Parameters for Homogeneous Earth Slopes, Joumal of Soil Mechanics and Foundation Design, No. SM6, November 1967. SLOPE STABILITY ANALYSIS - FILL SLOPES RANCHO CARRILLO PROJECT - MAJOR ROADS CARLSBAD. CAUFORNIA 'igure 13 Project No. 04787-12-01 ASSUMED CONDTTIONS: Slope Hei^t Slope IncUnation Total Unit Weight of SoU Angle of Intemal Friction Apparent Cohesion No Seepage Forces ANALYSIS: H = 160 feet 2:1 (Horizontal: Vertical) Y » 125 pounds per cubic foot i = 32 degrees C a 400 pounds per square foot vH tan 6 Equation (3-3), Reference 1 C FS FS YH 30 80 1.6 Equation (3-2), Reference 1 Calculated Usmg Eq. (3-3) Determined Using Figure 10, Reference 2 Factor of Safety Calculated Usmg Eq. (3-2) REFERENCES (1) Janbu, N., Stability Analysis of Slopes wth Dimensionless Parameters, Harvard Soil Mechanics, Series No. 46, 1954. (2) Janbu, N., Discussion of 3M. Bell, Dimensionless Parameters fw Homogeneous Earth Slopes, Joumal of Soil Mechanics and Foundation Design, No. SM6, November 1967. SLOPE STABIUTY ANALYSIS - FILL SLOPES RANCHO CARRILLO PROJECT - MAJOR ROADS CARLSBAD, CALIFORNIA Figure 14 Project No. 04787-12-01 ASSUMED CONDTnONS: Slope Height Depth of Saturation Slope Inclination Slope Angle Unit Weight of Water Total Unit Weight of SoU Angle of Intemal Friction Apparent Cohesion H = Infinite Z = 3 feet 2:1 (Horizontal: Vertical) i = 26.5 degrees Yw = 62.4 pounds per cubic foot Yt = 120 pounds per cubic foot * -25 degrees C = 250 pounds per square foot Slope saturated to vertical depth Z below slope face. Seepage forces paraUel to slope face. ANALYSIS: FS C + (Yf - Yw ) Z cos^ i tan Y, Z sin I cos i 2.2 REFERENCES (1) Haefeli, R. The Stability of 5/cp« Acted Upon by Parallel Seepage. Proc Second Intemational Conference, SMFE, Rotterdam, 1948, 1, 57-62. (2) Skempton, A W., and F. A. Delory, Stability of Natural Slopes in London Clay, Proc Fourth Intemational Conference, SMFE, London, 1957, 2,378-81. SURHOAL SLOPE STABILITY ANALYSIS - FILL SLOPES Figure 15 RANCHO CARRILLO PROJECT - MAJOR ROADS CARLSBAD, CALIFORNIA Project No. 04787-12-01 EXISTING GROUND SURFACE FINISH SLOPE NO SCALE 5% MIN. MIN. NOTES: L EXCAVATE BAOCCUr AT LO TD LO INCUNATION 2. BASE OF THE BUTTRESS SHOULD BE 5 FEET BELOW THE LOWESf SHEAR ZONE OR AS DETERMINED BY SOIL ENGINEER, SLOPING A XONIMUM OF 5 PERCENT INTO THE SLOPE. 3. BUmESS FIIX TO BE COMPOSED OF PROPERLY COMPACTED GRANULAR SOIL WIIH MINIMUM SHEAR CTRENOTH PARAMEFERS OF « - 30", C 250 PSF. 4. BUTTRESS AND SHEAR KEY BAGKCLTT EXCAVATIONS SHOULD BE PROVIDED WIIH PREFABRICATED CHIMNEY DRAIN PANELS (MIRADRAIN, TENSAR. OR EQUIVALENT SPACED APPROXIMATELY 3D FEEF CENTER-TKKINTER OR 12JNCH BY 24- D«H SLOTS FULED WnH FILTER MATERIAL (SEE NOTES). ADOmONAL DRAINS WILL BE REQUIRED WHERE AREAS OF SEEPAGE ARE ENCOUNTERED; DRAINAGE PANELS SHOULD BE TERMINATED 10 FEET FROM THE TOP OF Bt/FIRESS OR SHEAR KEY EXCAVATIONS. 3. FILTER MATERL\L TO BE l-INOi OPEN-GRADED CRUSHED ROCK ENCLOSED IN AN APPROVED FILTER FABRIC (MIRAH 140N OR EQUIVALENT). & COLLECTOR PIPE TD BE 44NCH MINIMUM DIAMETER. PERFORATED, THICK-WALLED PVC SCHEDULE 40 OR EQUIVALENT. AND SLOPED TO DRAIN AT X PERCENT MINIMUM TO APPROVED OUTLET. TYPICAL BUTTRESS DETAIL RANCHO CARRIIXO PROJECT - MAJOR ROADS CARLSBAD, CALIFORNIA Figure 16 Project No. 04787-12-01 EXISTING GROUND SURFACE nNisHCD uxr OWOE MIN.. MIN. S%MIM. UNOISTURBEO FORMATIONAL SOIL NO SCALE NOTES: L EJttAVATE BAOOCUT AT LO TO lit INCLINATION. BASE OFTHE nABOriY Fnj.TO BE J PEETlNro DENSE FORMATIONAL SOILS SLOPING SIABILrrfFILLT0BEC0MP0SED0FPR0PERn.YC0B4PACrED<HLWUl>R^^ , OF«-2r,C-2S0PSP FOR COMPARABLE. 1 WHERE SEEPAOE B ENCOUNIERED IN BACRCtn-. CHIMNEY DRAINS TO BE APPROVED PREFABRI^^ (MIRADRAlN,TENSAR.OREQOIVALENnSPACEDAPPRaXIMAiaY30PEErCENIER.T(>^^ j wrra FILTER MATERIAL (SEE NOTES). ADDHIONAL DRAINS WIU, BS REQUIRED WHERE AREAS OP SEEPAGE ARE ENCOUNT^^ • t FILTER MATERL^ TO BB l-INOl OPEM.OIUU)ED CRUSHED ROCK ENCLOSED IN AN APP^ COUECIOR PIPE TD BE 4.INCH MINIMUM DIAMEIER. PERPORATEa THICt DRAIN ATX PERCENT MINIMUM TO APPROVED OUTLET. CHIMNEY DRAINS MAY BE REQUIRED IF AREAS OP ACTIVE SEEPAGE ABE ENCOUNTERED. TYPICAL STABILITY RLL DETAIL RANCHO CARRILLO PROJECT - MAJOR ROADS CARLSBAD, CALIFORNIA Figure 17 Project No. 04787-12-01 pftoposeo RCTAININO WAU. S'MAX FR0P09C0 OftAOK I APPROVED FILTEfl MBRIC OPEN SRAOeO I" MAX. AGGREOATE • 4" DIA. PERFORATED ABS PtRE MIN. 1/^% PWJ- TO APPROVED OUTLET PROPOSED FOOTINO NOSCALE RgTAINING WALL DRAINAGE DETAIL RANCHO CARRILLO PROJECT - MAJOR ROADS CARLSBAD, CALIFORNIA Figure 18 APPENDIX A 4 Project No. 04787-12-01 January 15, 1993 APPENDIX A FIELD INVESTIGATION The field mvestigation was performed from November 12, 1991 through May 8, 1992 and consisted of a site reconnaissance and excavation of 12 smaU-diameter, 40 large-diameter bormgs and 85 trenches at the approximate locations shown on Figures 2 through 6. The smaU-diameter borings were advanced to depths ranging from 7 to 63 feet below existmg grade usmg three different drUl rigs, includmg a Mayhew 1000 rotary wash, and an ATV rig equipped with an 8-mch-diameter hoUow stem auger. Relatively imdisturbed samples were obtamed by driving a 3-mch spUt-tube sampler into the "undisturbed" soU mass with blows from a 140-pound hammer faUing 30 inches. The sample was equipped with 1- mch by 2%-inch brass sampler rings to facUitate removal and laboratory testmg. BuUc samples were also obtained. The large-diameter borings were advanced to depths ranging from 10 to 100 feet below existing grade usmg an E-lOO truck-mounted drUl rig equipped with a 30-inch-diameter bucket auger. Relatively undisturbed samples were obtamed by driving a 3-mch spUt tube sampler 12 mches mto the "undisturbed" soU mass with the drUl rig KeUy bar. The sampler was equipped with a 1- to 6-inch by 2%-mch brass sampler rings to facUitate removal and laboratory testing. Bulk samples were also obtamed. The backhoe trenches were excavated to depths of 6 to 18.5 feet usmg a JD 555 trackhoe equipped with a 24-inch-wide bucket. Disturbed buUc and chunk samples were obtamed at selected locations in the trenches. In-place density tests (nuclear method) were performed m Trench Nos, TM81 through TM84 to determme the m situ dry density of the soUs Project No. 04787-12-01 Januaiy 15, 1993 APPENDIX A (Contmued) FIELD INVESTIGATION encountered. The results of the density tests are presented on Table B-V. It should be noted that Trench No. 42 was never excavated and is missing out of the sequence. The soils encountered in the bormgs and backhoe trenches were visuaUy examined, classified and logged. Logs of the borings and backhoe trenches are presented on Figure A-1 through A-181. The logs depict the soU and geologic conditions encountered and the depth at which samples were obtained. PROJECT NO. 04787-12-01 i EPTH IH FEET SAMPLE NO. SOIL CLASS (USCS) BORING SBM 1 ELEV. (MSL) 252 EQUIPMENT DATE COMPLETED 1/13/92 HOLLOW STEM AUGER UJ • o • si o MATERIAL DESCRIPTION SBMl -1 SBMl -2 I 10 12 SBMl I -3 SC i SC-CL ALLUVIUM Loose, saturated, dark brown to black, fine. Clayey SAND 15 111.8 20.1 Becomes medium dense, saturated, alternating dark gray, fine to medium. Clayey SAND and medium brown, Sandy CLAY: minor rootlets, trace of gravel -Becomes cobbly from 7 feet IT TTTT 18.7 '50/6" -Refusal encountered at 13 feet. Boring relocated approx. 10 feet southward. Refusal encountered again at 13 feet BORING TERMINATED AT 13 FEET PRACTICAL REFUSAL Figure A-1 Log of Boring SBM 1, page 1 of 1 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE D... STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED) 0 ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT TKE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 EPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING SBM 2 ELEV. (MSL) 157 EQUIPMENT DATE COMPLETED 1/13/92 HOLLOW STEM AUGER UJ si H «IL go a Q UJ ^ o u 0 2 - 4 - 6 - 8 - 10 - 12 - 114 - 16 - 18 - 20 - 22 - 24 - 26 - 28 - MATERIAL DESCRIPTION SBM2 I SM CL-SC CL SBM2 I 3M-CL 5M-CH FILL Loose to medium dense, wet, very light gray to grayish-brown, fine to medium, Silty SAND Becomes dark brown, fine. Clayey SAND to Sandy CLAY with chunks of black clay and green sandy clay Firm, moist to wet, dark gray to grayish- brown, Sandy CLAY, mottled, some fine voids and trace of rootlets ALLUVIUM Interbedded medium dense, saturated, green, fine to medium, Silty SAND and stiff, dark greenish-brown, Sandy CLAY Becomes medium dense, saturated, light grayish-green, fine slightly silty SAND and green CLAY with trace of fine roots 24 Ty TTTT 18 112.4 "ZT TTZT T8T 17.9 "T9T Figure A-2 Log of Boring SBM 2, page 1 of 2 CROR SAMPLE SYMBOLS G ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE D... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) ^ ... CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING SBM 2 ELEV. (MSL) 157 EQUIPMENT DATE COMPLETED 1/13/92 HOLLOW STEM AUGER UJ " m Q: H (0 30 32 - 34 - 36 - 38 - 40 - 42 - 44 - 46 - 48 - 50 MATERIAL DESCRIPTION -6 I I 1 SBM2 -7 I SBM2 I SBM2 I 3M-CH SM SM SC -Becomes laminated at 30 feet Medium dense, saturated, light grayish- green, fine, slighdy silty SAND and green CLAY with trace of fine roots (Continued) TT Becomes medium dense, saturated, light grayish brown, fine to medium, Silty SAND with little clay, slightly laminated DELMAR FORMATION Medium dense, saturated, gray, fine to medium, SUty SAND with orange iron staining, moderately weathered 28 108.7 20.0 Becomes dense, saturated, greenish gray, fine to medium, Clayey SAND with a trace of gravel and orange iron staining -Becomes gravelly at 46 feet 53 132.6 8.7 BORING TERMINATED AT 50 FEET -igure A-3 Log of Boring SBM 2, page 2 of 2 CROR IsAMPLE SYMBOLS ° - UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE C . STANDARD PENETRATION TEST . CHUNK SAMPLE 1 ... DRIVE SAMPLE (UNDISTURBED) I ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE OATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES, PROJECT NO. 04787-12-01 EPTH IH FEET SAMPLE NO. SOIL CLASS (USCS) BORING SBM 3 ELEV. (MSL) 278 EQUIPMENT DATE COMPLETED 4/23/92 MAYHEW 1000 ROTARY IU s; c5 H go • UJS ^ o u 0 2 - - 4 - - 6 - MATERIAL DESCRIPTION THX Medium dense, damp, medium brown, Sandy CLAY with some cobbles -Large cobbles at 2.5 feet -Large cobbles from 6 to 7 feet BORING TERMINATED AT 7 FEET Figure A-4 Log of Boring SBM 3, page 1 of 1 CROR IsAMPLE SYMBOLS ° UNSUCCESSFUL 1 ^ ... DISTURBED OR BAG SAMPLE E.. 0.. . STANDARD PENETRATION TEST . CHUNK SAMPLE 1... DRIVE SAMPLE (UNDISTURBED) Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS HOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 EPTH IN FEET SAMPLE HO. SOIL CLASS (USCS) BORING SBM 4 ELEV. (MSL) 241 EQUIPMENT DATE COMPLETED 4/23/92 MAYHEW 1000 ROTARY H y H D ^ O O MATERIAL DESCRIPTION ;;BM4-I I 10 12 14 16 18 20 ^;BM4-1 ;>BM4-: ";;BM4-. - 22 - - 24 - "!;BM4-: - 26 - - 28 - I SC SC I i SC-CL i SP-SC SM SP TOPSOIL Loose, dry to humid, dark grayish brown, fine. Clayey SAND ALLUVIUM Loose, wet, light grayish brown, fine. Clayey SAND with trace of fine rootlets -Water table after stabilizing at 6 feet Becomes soft, gray brown, Sandy CLAY to loose. Clayey SAND -Becomes gravelly at 14 feet TTT Becomes loose to medium dense, saturated, orangish brown, fine to coarse, slightly clayey SAND with some gravel -Caving at 16 feet Becomes loose to medium dense, saturated, gray mottled, fine, Silty SAND with trace of carbon flecks TT Becomes light brown, medium to coarse, GraveUy SAND with trace of clay -Becomes cobbly sand with boulders, very difficult drilling. Caving from 26 feet. TT 108.3 22.8 TTTT 'WT TTT >•»••••• >••••••• LUSARDI FORMATION? ^ Very dense, moist, reddish brown \ CONGLOMERATE with clayey sand matrix Figure A-5 Log of Boring SBM 4, page 1 of 2 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST I... DRIVE SAMPLE (UNDISTURBED) ^ ... CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE NO. a o Q I SOIL CLASS (USCS) BORING SBM 4 ELEV. (MSL) 241 EQUIPMENT DATE COMPLETED 4/23/92 MAYHEW 1000 ROTARY UJ Kg uj-3 a gz o MATERIAL DESCRIPTION and cobbles Very dense, moist, reddish brown CONGLOMERATE with clayey sand matrix and cobbles (Continued) BORING TERMINATED AT 29 FEET REFUSAL Figure A-6 Log of Boring SBM 4, page 2 of 2 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE D ... STANDARD PENETRATION TEST ^ ... CHUNK SAMPLE • ... DRIVE SAMPLE (UNDISTURBED) Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 BORING SBM 5 ELEV. (MSL) 234 EQUIPMENT DATE COMPLETED 4/23/92 MAYHEW 1000 ROTARY IN Kg > go UJ m MATERIAL DESCRIPTION TOPSOIL Loose, dry to damp, dark grayish brown, fine Clayey SAND ALLUVIUM Soft, moist, grayish brown, Sandy CLAY with little gravel -Water table after stabilizing at 4,5 feet -Becomes soft to firm, wet, greenish brown and black, mottled orange, sandy clay at 5 feet 107.1 10 Becomes dark gray, mottled green, Sandy CLAY to fine Clayey SAND with trace of coarse sand 12 Becomes loose, saturated, light gray, fine slightly clayey SAND to Clayey SAND -Becomes cobbly at 24 feet LUSAJU3I FORMATION Stiff, wet, light green and orangish green, Sandy CLAY with gravel -Caving from 27 to 29 feet REFUSAL BORING TERMINATED AT 29 FEET 20.7 TTT T5T Figure A-7 Log of Boring SBM 5, page 1 of 1 CROR IsAMPLE SYMBOLS °- SAMPLING UNSUCCESSFUL ] ^ ... DISTURBED OR BAG SAMPLE E.. 0.. . STANDARD PENETRATION TEST . CHUHK SAMPLE 1... DRIVE SAMPLE (UNDISTURBED) Z ... UATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE COHDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING SBM 6 ELEV (MSL) 175 EQUIPMENT DATE COMPLETED 4/24/92 MAYHEW 1000 ROTARY UJ " IN Kg gs go >i a. o z UJ ^ o o 0 2 h 4 H MATERIAL DESCRIPTION ;;BM6-I - 6 -I 10 12 14 16 ";BM6-I ;JBM6-; 18 -I 20 22 H ';BM6- - 24 - SC SC TOPSOIL Loose to medium dense, damp, dark grayish brown, fine to medium, Clayey SAND ALLUVIUM Loose to medium dense, moist, medium grayish brown, fine to medium slightly clayey to Clayey SAND 13 111.8 11.9 1 SP-SC Loose to medium dense, moist to wet, light grayish brown, mottled, fine to medium SAND to slightly clayey SAND TT TW SM Becomes medium dense, moist, very light greenish brown, mottled, fine to medium Silty SAND T^" TT5T TTT SM DELMAR FORMATION Dense, moist, very light green to white, fine to medium slightly silty SANDSTONE 66 115.4 13.1 BORING TERMINATED AT 25 FEET Figure A-8 Log of Boring SBM 6, page 1 of 1 CROR Is AMPLE SYMBOLS °- SAMPLING UNSUCCESSFUL T ^ ... DISTURBED OR BAG SAMPLE E.. m.. . STANDARD PENETRATION TEST . CHUNK SAMPLE 1... DRIVE SAMPLE (UNDISTURBED) Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING SBM 7 ELEV. (MSL) 170 EQUIPMENT DATE COMPLETED 4/24/92 MAYHEW 1000 ROTARY UJ . z^^ IN mg UI s; a 5 H " go tt ^ a UJS 25 ^ o o - 0 - 2 - - 4 - :;BM7-I - 6 -I ':;BM7-: MATERIAL DESCRIPTION SC TERRACE DEPOSITS Dense to very dense, damp, light brown, fine to coarse, GraveUy SAND with some clay SM Very dense, moist, medium brown, fine to medium, SUty SAND with smaU chunks of green claystone "5T TT5ir 47 117.1 12.2 BORING TERMINATED AT 11 FEET Figure A-9 Log of Boring SBM 7, page 1 of 1 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE E... STANDARD PENETRATION TEST ^ ... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 bTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING SBM 8 ELEV. (MSL) 142 EQUIPMENT DATE COMPLETED 4/24/92 MAYHEW 1000 ROTARY \ K5 > u g Q - 0 - 2 - - 4 - 6 - 8 - 10 ;BM8-I ";BM8-: - 12 - 4 - - 16 - 18 - 22 - ";BM8- ">BM8-4 - 24 - ";BM8- - 26 - - 28 - CL SC SC-CL CL-SP CL SC-CL MATERIAL DESCRIPTION TOPSOIL Firm, dry to damp, very dark brown to black Sandy CLAY -Water table after stabUizing at 1 foot ALLUVIUM Very loose, saturated, grayish brown mottled, fine Clayey SAND 91.8 Becomes medium soft, grayish brown, Sandy CLAY to Clayey SAND -Gravel at 13 feet Becomes soft, saturated, bluish gray, slightly sandy CLAY, interbedded with brown, medium to coarse SAND and little gravel Becomes firm, grayish blue, slightly sandy CLAY Tf Becomes dark blue to black CLAY to slightly sandy CLAY to Clayey SAND 793" 33.7 TCT "TO" Figure A-10 Log of Boring SBM 8, page 1 of 2 CROR AMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE ^ ... CHUNK SAMPLE Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 BORING SBM 8 ELEV. (MSL) 142 EQUIPMENT DATE COMPLETED 4/24/92 MAYHEW 1000 ROTARY UJ IN UJ d > gu. UJ a •: o uj>5 gz u MATERIAL DESCRIPTION -Layer of sand with pieces of decomposed wood from 31 to 31.5 feet Becomes dark blue to black CLAY to slightly sandy CLAY to Clayey SAND (Continued) 95.8 30.6 -Becomes gravelly from 38 to 40 feet Becomes medium dense, saturated, dark gray, fine to coarse SAND 27 Becomes medium dense, saturated, black, Sandy GRAVEL with some cobbles -Becomes very cobbly at 47 feet -Heavy caving from 47 feet, very difficult drilling 24 126.3 13.4 DELMAR FORMATION Very dense, wet, very light greenish gray, fine Clayey SAND BORING TERMINATED AT 54 FEET Figure A-11 Log of Boring SBM 8, page 2 of 2 CROR AMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE E... STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED) • ... CHUNK SAMPLE Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING (» TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO SE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 BORING SBM 9 ELEV. (MSL) 130 EQUIPMENT DATE COMPLETED 4/27/92 MAYHEW 1000 ROTARY UJ IN So ^5 M go >i D: " a uji$ 2I gz ^O o MATERIAL DESCRIPTION TOPSOIL Soft, damp to moist, dark brown, Sandy CLAY ALLUVIUM Soft, wet to saturated, dark brown mottled, Sandy CLAY -Water table after stabilizing at 7 feet 106.8 Becomes fine, saturated, medium grayish brown, Sandy CLAY to Clayey SAND -Medium dense, saturated, light brown, slightly clayey sand lense from 11 to 11.5 feet Ty Becomes loose, saturated, light brown mottled, fine to medium Clayey SAND to slightly clayey sand -Becomes loose to medium dense at 20 feet 13 Becomes soft, saturated, light brown, Sandy CLAY and Clayey SAND lUTTT 19.9 TCT Figure A-12 Log of Boring SBM 9, page 1 of 3 CROR 1 SAMPLE SYMBOLS ° - UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE B.. 0,, STANDARD PENETRATION TEST CHUNK SAMPLE 1... DRIVE SAMPLE (UNDISTURBED) Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IH FEET SAMPLE NO. SOIL CLASS (USCS) BORING SBM 9 ELEV. (MSL) 130 EQUIPMENT DATE COMPLETED 4/27/92 MAYHEW 1000 ROTARY UJ " (og 85 > «u. UJ Q a UJ^ D 2S r-l P- 30 32 -I :;BM9^ - 34 - ";BM9-' - 36 - - 38 - 40 42 -I ^;BM9-i 44 46 ^JBM9-i f- 48 H 50 52 - 54 - 56 - 58 - SBM9 -10 SBM9 -11 CL-SC CL CL-SC CL SP-SC MATERIAL DESCRIPTION Becomes stiff, saturated, dark brown mottled, slightly sandy CLAY -Becomes light gray and yellowish brown at 35 feet Ty 11 Becomes soft, light green and medium brown, Sandy CLAY with thin layers of fine to medium slightly clayey SAND Becomes dark bluish gray and black. Clayey SAND to Sandy CLAY Becomes sliff, grayish blue mottled, Sandy CLAY 'Bec()mes "icJose, saturated, grayish blue, fine to medium Clayey SAND to slightly clayey SAND -Becomes graveUy from 59 feet Ty TT 94.8 30.1 TTT •^s:y TCT Figure A-13 Log of Boring SBM 9, page 2 of 3 CROR SAMPLE SYMBOLS n ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST H ... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE ^ .,, CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE NO. a > UJ o H o d J o • X Z H 3 H O _J Q: £3 SOIL CLASS (USCS) BORING SBM 9 ELEV. (MSL) 130 EQUIPMENT DATE COMPLETED 4/27/92 MAYHEW 1000 ROTARY UJ IN So (Q go • UJ^ D 2^ gz o - 60 SBW -12 - 62 - - 64 - MATERIAL DESCRIPTION GC Dark blue. Clayey SAND and cobbles 5U/2.5" BORING TERMINATED AT 65 FEET PRACTICAL REFUSAL Figure A-14 Log of Boring SBM 9, page 3 of 3 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE E ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) ^ ... CHUHK SAMPLE Z ... UATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE IHDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 EPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING SBM 10 ELEV. (MSL) 111 EQUIPMENT DATE COMPLETED 4/27/92 MAYHEW 1000 ROTARY (0 sg ^5 > gu^ go >5 tr Q 0 2 - - 4 - - 6 - MATERIAL DESCRIPTION TOPSOIL Firm, damp, dark brown, Sandy CLAY CL SBMIO! CL - 10 - - 12 - 'l4 - 16 - 18 - 20 - 22 - 24 - 26 - f- 28 - SBMIOV SBMlOl -3 SBMIO -4 SBMlOl -5 CL-SC SC SP-SC ALLUVIUM Firm, wet, dark brown, Sandy CLAY -Water table after stabilizing at 4 feet Becomes loose, saturated, light brown, fine Clayey SAND and Sandy CLAY -Becomes very light brown with lenses of slightly clayey sand at 15 feet Becomes light brown, fine to coarse. Clayey SAND with little, fine gravel 120:4" TTT 10 TT TTT^ T^ Becomes medium dense, saturated, light brown, medium to coarse, slightly clayey SAND to Clayey SAND TT Figure A-15 Log of Boring SBM 10, page 1 of 2 CROR AMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4. DEPTH IH FEET SOIL CLASS (USCS) BORING SBM 10 ELEV. (MSL) 111 EQUIPMENT DATE COMPLETED 4/27/92 MAYHEW 1000 ROTARY UJ (0 uii! CD k go >i • UJJJ 25 gz o 30 32 - 34 - 36 - 38 - 40 - 42 - 44 - MATERIAL DESCRIPTION SBMIO -6 SBMlOl -7 SBMIO -8 - 46 - SBMIO -9 CL Very stiff, saturated, green, Sandy CLAY -Becomes gravelly at 32 feet TF TTTT T9T Very dense, saturated, yellowish brown. Clayey SAND and gravel GC GC Becomes very dense, green, Sandy CLAY with gravel and cobbles "50/3" '50/3" BORING TERMINATED AT 46.5 FEET REFUSAL Figure A-16 Log of Boring SBM 10, page 2 of 2 CROR SAMPLE SYMBOLS n ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE E... STANDARD PENETRATION TEST 0 ... CHUHK SAMPLE DRIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE OATE INDICATED. IT IS NOT WARRANTED TO SE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 BORING SBM 11 ELEV. (MSL) 110 EQUIPMENT DATE COMPLETED 4/28/92 MAYHEW 1000 ROTARY Kg gu. go Q: ^ a MATERIAL DESCRIPTION TIEE Firm, damp, yellowish brown, Sandy CLAY with desiccation cracks ALLUVIUM Stiff, moist, yellowish brown mottled, Sandy CLAY 15 111.1 Becomes alternating stiff, yellowish brown Sandy CLAY and medium dense, brown. Clayey SAND TO" Becomes loose to medium dense, saturated, yellowish brown mottled, fine to medium. Clayey SAND alternating with slightly clayey SAND, with little gravel TT T05T 32 Very stiff, wet, light green, Sandy CLAY Ty TOW 19.0 TTT TW Figure A-17 Log of Boring SBM 11, page 1 of 2 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST 0 ... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC SORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO SE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING SBM 11 ELEV. (MSL) 110 EQUIPMENT DATE COMPLETED 4/28/92 MAYHEW 1000 ROTARY (0 u. H (ft go >i • 2I 1-1 ^ 30 32 - 34 - 36 - 38 - 40 - 42 '44 - I- 46 - 48 - 50 - MATERIAL DESCRIPTION TT CL-SC Becomes alternating of green mottled, fine to medium Clayey SAND and very dark brown, Sandy CLAY SBMIl -8 SBMl 11 SBMIl -10 SP-SC Becomes medium dense, saturated, gray, fine to medium slightly clayey SAND with carbon flecks and fine voids; more clayey in places CL WEATHERED DELMAR FORMATION Dense, wet, light green mottled. Clayey SAND and grayish brown, Sandy CLAY CL -Becomes very stiff, wet, light green with dark red staining, slightly sandy CLAY, fractured with trace of fine gravel CL DELMAR FORMATION Hard, moist, light green, slightly sandy CLAY with trace of fine gravel TiT TUIT Tyy 37 30 107.3 21.7 46 BORING TERMINATED AT 51.5 FEET Figure A-18 Log of Boring SBM 11, page 2 of 2 CROR SAMPLE SYMBOLS n... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE E... STANDARD PENETRATION TEST |... DRIVE SAMPLE (UNDISTURBED) ^ .,, CHUNK SAMPLE Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC SORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO SE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IH FEET SAMPLE NO. SOIL CLASS (USCS) BORING SBM 12 ELEV. (MSL) 251 EQUIPMENT DATE COMPLETED 5/8/92 MOBILE B61 DRILL RIG UJ <" g UJ JA a5 glL go >i a • uj^; 2I gz u h 0 2 4 6 MATERIAL DESCRIPTION SBM 12 -1 r 10 12 14 i I ••••••• SC ALLUVIUM Loose, moist to wet, light brown, fine to medium, Silty SAND with some cobbles Soft, wet, San~dy CLAY" with littfe cobbles and rootlets Becomes medium de~nse, wef, mediunT brown and gray mottled, fine to medium Clayey SAND -Water table after stabilizing at 6 feet -Becomes cobbly at 7 feet -Becomes dense, saturated, sandy, clayey cobbles and boulders at 8 feet 30 LUSARDI FORMATION Very dense, saturated, bouldery CONGLOMERATE with reddish brown, sandy clay matrix BORING TERMINATED AT 15 FEET Figure A-19 Log of Boring SBM 12, page 1 of 1 CROR SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE E... STANDARD PENETRATION TEST ^ ... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE NOTE: TKE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM 1 ELEV (MSL) 535 EQUIPMENT DATE COMPLETED 11/12/91 E-lOO BUCKET RIG S UJ 2OH (ft "2-^Kg Q. >- gu: UJ Q o uj-5 D 2w 0 2 - 4 - - 6 - MATERIAL DESCRIPTION 10 12 14 16 18 20 CL BMl-1 BMl-2 BMl-3 BMI-4 SM TOPSOIL Stiff, dry to damp, dark brown, Sandy CLAY: 1/2 to 1 inch roots, desiccation cracks SP IZ BMl-5 SM BMI-6 f- 22 -I 24 26 h 28 H BMl-7 .-CL-JM DELMAR FORMATION Dense, damp, light brown to light grey, Silty fine to medium SANDSTONE: 1/4-to 2 inch discordant veins of caliche, thin oxidized lenses -Cohesionless orange, fine to coarse sand with shell fragments from 7 to 8 feet -Highly cemented concretionary bed from 8 to 9.5 feet -Caliche filled fracture N26E, 57SE at 10.5 feet -Sandstone/concretionary bed at 12 feet -1/8 to 1/2 inch open fracture N20E, 85NW from 12.5 to 22 feet Ve~ry dense,~damp,~rig~ht green.'SILTSTONE/" CLAYSTONE interbedded with very dense, damp, orange/light green, Silty SANDSTONE -Fractures: N-S, 90; N45E, 85NW at 16 feet -1/2 to 2 inch open fracture N73E, 85SE at 20 feet -1/4 to 1/2 inch open fracture N28E, 86NW at 23 to 24 feet CL-CH SM Hard, damp, light to dark green, CLAYSTONE: orange oxide staining, 1/4 to I inch, wet, orange/green, clay seani, N30W^ 6NE at 25.5 TJense; damp,irghr Brown lo light gray7 Silty, fine to medium SANDSTONE -Fracture N46E, 83NW from 28 to 30 feet 10 107.8 108.0 120.0 117.4 118.6 117.6 7.1 4.7 9.4 11.2 11.3 15.6 Figure A-20 Log of Boring BM 1, page 1 of 3 CROR SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE E ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) ^ ... CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 BORING BM 1 ELEV. (MSL) 535 EQUIPMENT DATE COMPLETED 11/12/91 E-lOO BUCKET RIG §g'^ Man H23 gKg gu: UJ • a 2^ gz ^ O u MATERIAL DESCRIPTION Dense, damp, Ught brown to light grey, Silty, fine to medium SANDSTONE (Continued) -Highly cemented concretion in north 1/2 of boring from 31 to 33 feet -Interbedded oHve-green claystone and orange-brown fossiliferous clayey sandstone; subhorizontal bedding, orange- yellow oxide stains at 33 feet -Series of wet yellow-brown-dark red waxy clay seams, subhorizontal to N72E,33NW from 36 to 38 feet 'Dense' dimp to'moiitT bfange-brown,""" Silty, fine to coarse SANDSTONE: fossiliferous -Slight seepage from 38 to 41 feet -Highly cemented, fossiliferous concretion from 44 to 45 feet Hard, cfamp to moist, lighf green, SUty CLAYSTONE -Shear plane N35W, 4NE at 47 feet -3 to 8 inch highly cemented sandstone, subhorizontal at 48.5 feet -Bedding Plane Fault at 49.3 feet; 1/8 to 1/4 inch green to orange, wet clay N35W,4NE Ty T59T TT -Highly cemented sandstone, subhorizontal from 53 to 55 feet -Becomes very hard, blue-green claystone at 55 feet -Highly cemented, fossiliferous concretionary bed from 58 to 60 feet TT 124.6 122.0 110.2 T?TT 11.2 10.7 19.1 TCT Figure A-21 Log of Boring BM 1, page 2 of 3 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE E ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) 0 ... CHUNK SAMPLE Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 SAMPLE HO. SOIL CLASS (USCS) BORING BM 1 ELEV. (MSL) 535 EQUIPMENT DATE COMPLETED 11/12/91 E-lOO BUCKET RIG H2§ uj^n Q. ^ > UJ • tr o uj$; 3 25 MATERIAL DESCRIPTION •3M1-1 TT TTOT "3M: CL Hard, blue-green claystone (Continued) -Becomes dark green to black claystone at 64 feet 30 II7.7 16.3 -Highly cemented, fossiliferous at 69 feet BORING TERMINATED AT 74 FEET PRACTICAL REFUSAL Figure A-22 Log of Boring BM 1, page 3 of 3 CROR SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL DISTURBED OR SAG SAMPLE E... STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED) 0 ... CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IH FEET SOIL CLASS (USCS) BORING BM 2 ELEV. (MSL) 466 EQUIPMENT DATE COMPLETED 11/12/91 E-lOO BUCKET RIG V) zKg Q. " w UJ • CJ a. o uji5 2I gz ^ o o 0 2 - 4 - 6 - MATERIAL DESCRIPTION BM2-1 I CL BM2-2 10 - 12 - 14 - - 16 - - 18 - 20 - 22 - 24 - 26 - h 28 - BM2-3 BM2-4 BM2-5 BM2-6 BM2-7 BM2-8 ML VIL-CL SM ML SM CL TOPSOIL Medium stiff, damp to moist, dark brown, Sandy CLAY; abundant rootlets, desiccation cracks DELMAR FORMATION Very dense, damp, olive green, fine Sandy SILTSTONE: fractured, discordant caliche filled fractures/joints, variegated yellow and orange oxide stain along fractures and bedding -1 to 4 inch concretions with oxide rims at 6 feet -Interbedded sUtstones and light grey claystones from 7 to 12 feet Dense, moist, light brown to light grey, Silty fine to medium SANDSTONE: oxide staining, 1.5 foot thick highly cemented sandstone concretion in the south 1/2 of boring Very dense, damp to moist, grey to pale green, fine Sandy SILTSTONE: subhorizontal Hard, damp to moist, grey to light green, CLAYSTONE: subhorizontal, variegated orange and yellow oxide staining along laminated bedding, fractured -Vertical open joint N65E, 1/4 to 1/8 inch at 28 feet Dense, moist, brown, SUty SANDSTONE 106.0 114.0 113.8 112.0 115.4 TCT 19.4 16.9 9.5 12.3 13.2 Figure A-23 Log of Boring BM 2, page 1 of 2 CROR 1 c A »^T^i T- cx/i.*r,A^T r n ... SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST W SAMPLE SYMBOLS 1 ^ ... DISTURBED OR BAG SAMPLE m ... CHUNK SAMPLE 1... DRIVE SAMPLE (UNDISTURBED) Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC SORING OR TRENCH LOCATION AND AT TKE DATE INDICATED. IT IS NOT UARRANTED TO SE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE HO. SOIL CLASS (USCS) BORING BM 2 ELEV. (MSL) 466 EQUIPMENT DATE COMPLETED 11/12/91 E-lOO BUCKET RIG M y H H S U. Q: n; (0 I- 2 3 ^Kg IL " >^ M z-h go >i a Q 30 32 - 34 - 36 MATERIAL DESCRIPTION BM2-9! CL "3M2-1 "3M2-11 SM CL - 38 - 40 - 42 - 3M2-1: 44 - "JM2-1: 46 - 48 - 50 SM Hard, damp to moist, grey to light green, CLAYSTONE: subhorizontal, varigated orange and yellow oxide staining along laminated bedding, fractured (Continued) Very dense, damp, light greyish brown, SUty fine to medium SANDSTONE Becomes very fractured, blocky, light to dark grey CLAYSTONE 110.9 TCT 107.3 22.2 115.3 Dense, light brown to light grey, SUty fine to medium SANDSTONE -6 to 8 inches highly cemented sandstone, fossiliferous, subhorizontal at 40.5 feet 115.2 10.8 -Becomes orange and fine grained at 47 feet 15 117.8 14.4 BORING TERMINATED AT 51 FEET Figure A-24 Log of Boring BM 2, page 2 of 2 CROR SAMPLE SYMBOLS G ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE B.,, STANDARD PENETRATION TEST 0 ... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IH FEET SAMPLE HO. SOIL CLASS (USCS) BORING BM 3 ELEV. (MSL) 485 EQUIPMENT DATE COMPLETED 11/14/91 E-lOO BUCKET RIG i_i y i_ "23 z«3 go >b Q: • MATERIAL DESCRIPTION 0 2 - 4 - 6 - BM3-1 BM3-2 10 - 12 - 14 - 16 - h 18 - 20 22 H 24 26 h 28 H BM3-3; BM3-4 BM3-5 BM3-6 I CL TOPSOIL Medium stiff, moist, dark brown, CLAY; desiccation cracks, abundant rootlets -Becomes soft, very moist at 2 feet 98.6 SM DELMAR FORMATION Dense, damp, Ught brown to orange brown, SUty fine to medium SANDSTONE 113.2 CL-SM SM CL Becomes interbedded with hard, damp, grey to light green CLAYSTONE: orange and yellow oxide staining, subhorizontal -6 to 10 inch highly cemented sandstone, fossiliferous, subhorizontal, at 10.5 feet -Highly fossiUferous sandstone from 12.5 to 14 feet "Hard,~d'amp7 Ught "green "to" grey CLAYSTONE:" highly fractured, blocky, variegated orange and yellow oxide staining along fractures and bedding 112.7 112.4 106.1 SM -I foot thick highly cemented sandstone concretion in north 1/2 of boring with 8 to 10 inch oxide rim at 23 feet Dense, damp, lighf brown to Fight grey, Silty fine to medium SANDSTONE: thin yellow laminations of oxide staining 116.5 26.9 15.2 15.3 16.1 21.3 13.6 Figure A-25 Log of Boring BM 3, page 1 of 2 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) 0 ... CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE COHDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4. DEPTH IH FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM 3 ELEV. (MSL) 485 EQUIPMENT DATE COMPLETED 11/14/91 E-lOO BUCKET RIG Pz Vt K r; n ^Kg 4- III J UI/; • >- O 30 32 - 34 - 36 - 38 - 40 - MATERIAL DESCRIPTION BM3-7I BM3-8 BM3-9 SM Dense, damp, light brown to light grey, Silty fine to medium SANDSTONE: thin yellow laminations of oxide staining (Continued) TTyy SC 3M3-1I CL - 42 - 44 - 46 - "3M3-1I Dense, damp, light brown, Clayey, fine to medium SANDSTONE -Bedding Plane Fault at 38 feet; 1/16 to 1/8 inch thick subhorizontal, truncated on the east side of boring by 3x1 foot concretion, 2 to 6 inch zone of green to orange wet clays at 38 to 38.6 feet Hard, d~amp, fight grey to light green, CLAYSTONE: orange oxide staining 113.5 106.3 117.3 - 48 - - 50 -5M3- -Horizontal Bedding Plane Fault; approximately 1/4" wet grey clay at 47.7 feet SM Dense, damp, li"ght~gray to"tan,'S"iIty, fine SANDSTONE 11 113.6 TCT 15.5 21.6 14.5 16.6 BORING TERMINATED AT 51 FEET Figure A-26 Log of Boring BM 3. page 2 of 2 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST ^ ... CHUNK SAMPLE • DRIVE SAMPLE (UNDISTURBED) Z ... UATER TABLE OR SEEPAGE NOTE: TKE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO SE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES. PROJECT NO. 04787-12-01 BORING BM 4 ELEV. (MSL) 394 EQUIPMENT DATE COMPLETED 11/15/91 E-lOO BUCKET RIG z UJ ^ So^: S|^ ^23 gKg 0. " — u • 2^ gz o MATERIAL DESCRIPTION TOPSOIL Medium stiff, moist to very moist, dark brown CLAY: desiccation cracks, rootlets, voids in upper I foot LANDSLIDE DEBRIS Medium stiff, moist to very moist, dark brown to orange brown, Sandy CLAY: mottled appearance, abundant caliche -Becomes light brown to green sheared clay at 12 feet; pockets of caliche -Lense of orange silty fine sand from 13 to 15 feet Becomes medium dense, moist, light brown to green. Clayey SAND with chunks of highly disturbed green claystone at 17 feet. 1/4 to 1/2 inch gypsum crystals -2x1 foot highly cemented concretion at 22 feet -Shear Zone at 25 feet; N15W, 54E irregular surface, slickensided, truncated by a highly cemented concretion -Becomes medium stiff to soft orange clay with gypsum crystals and black oxide staining at 29 feet; pockets of green clay, abundant 1/4 to 1/2 inch caliche veins 112.8 112.8 7TICT 109.7 lt)7 4 16.7 17.6 Try 17.9 Figure A-27 Log of Boring BM 4, page 1 of 3 CROR SAMPLE SYMBOLS n ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE E... STANDARD PENETRATION TEST S ... CHUNK SAMPLE • ... DRIVE SAMPLE (UNDISTURBED) Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUH HEREON APPLIES ONLY AT THE SPECIFIC SORING OR TRENCH LOCATION AND AT TKE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 BORING BM 4 ELEV. (MSL) 394 EQUIPMENT DATE COMPLETED 11/15/91 E-lOO BUCKET RIG ^2§ UJ ^ CD go Q: Q ui$; 2I gz u MATERIAL DESCRIPTION -Medium stiff to soft orange clay with gypsum crystals and black oxide Staining at 29 feet; pockets of green clay, abundant 1/4 to 1/2 inch caliche veins (Continued) -Becomes very mottled and sandy at 34 feet TOOT TCT 112.4 16.8 -Shear Zone at 39 feet; N15W 35NE, 1/4 to 1/2 inch dark green clay gouge Soft, moist, ofive green, CLAY: thin laminations of orange and yellow oxide, shining parting surfaces -Shear zone at 41 feet; NlOW 32NE, 1/8 to 1/4 inch remolded green clay -Moist, orange silty sand with 1 to 2 foot thick, highly cemented concretion in north side of boring from 45 to 46.5 feet -Basal Shear Zone at 48 feet; NSW 8NE; irregular contact, 1 to 2 inch saturated green-red clay, very disturbed and blocky with shining parting surfaces 104.9 22.2 95.9 28.0 11 110.1 20.2 DELMAR FORMATION Hard, damp, light to medium green CLAYSTONE: very fractured and blocky, orange to dark red oxide staining -Becomes very hard and less blocky at 54 feet, blue-green in color with heavy oxide staining below 58.6 feet 14 115.1 16.6 Figure A-28 Log of Boring BM 4, page 2 of 3 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR SAG SAMPLE E... STANDARD PENETRATION TEST ^ ... CHUNK SAMPLE • DRIVE SAMPLE (UNDISTURBED) Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT TKE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM 4 ELEV. (MSL) 394 EQUIPMENT DATE COMPLETED 11/15/91 E-lOO BUCKET RIG o 1" <L Z« J uji5 3 gz o MATERIAL DESCRIPTION - 60 3M4-1 Ty TOT - 62 - - 64 - - 66 - ' 68 - CL Very hard, damp, blue-green CLAYSTONE (Continuecl) BORING TERMINATED AT 69 FEET PRACTICAL REFUSAL Figure A-29 Log of Boring BM 4, page 3 of 3 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE E... STANDARD PENETRATION TEST ^ ... CHUNK SAMPLE • ... DRIVE SAMPLE (UNDISTURBED) Z .,, UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 EPTH IN FEET SOIL CLASS (USCS) BORING BM 5 ELEV. (MSL) 381 EQUIPMENT DATE COMPLETED 11/15/91 E-lOO BUCKET RIG Z m J UJ ^ m UlS D 25 gz u - 0 MATERIAL DESCRIPTION - 2 -BM5-1 - 4 - - 6 - 10 12 114 - - 16 - - 18 - 20 22 [-24-1 26 28 BM5-: BM5-3 I BM5-4 BM5-5 BM5-6 BM5-7 CL TOPSOIL Medium stiff, moist, dark greyish brown, Sandy CLAY: voids, abundant rootlets, desiccation cracks VIL-CL CL-CH VIL-CL VIL-CL SM VIL-CL CL CL LANDSLIDE DEBRIS Stiff to medium stiff, moist, dark to light green SILTSTONE/CLAYSTONE: bedding generally massive -Moist to very moist, dark green clay from 8.5 to 10.0 feet; poorly bedded, subhorizontal, highly cemented concretion at 9.4 feet -Moist, light brown, silty fine to medium sand from 11.9 to 12.9 feet; 1.5 feet by 8 inch weathered concretion with orange oxide rim, horizontal bedding -Dense, damp, light green silty fine to medium sand from 14.9 to 16.3 feet -Becomes blocky green claystone at 18 feet; highly weathered -Clastic sandstone dike from 17.7 to 20 feet; approximately 3 inches wide, vertically terminated by claystone at 20 feet, Terminated at top by light green claystone -Minor shearing and local brecciation along poorly developed randomly oriented sUp surfaces from 20.6 to 21.6 feet; 2 to 4 inch light brown to rose colored claystone underlain by very moist dark brown clay with organic odor -Base of minor shear zone at 23.5 feet -6 inches of very moist green clay at 24 feet "Vel-y stifT,"danrp7 Fiiht'gre'en,"Sandy CLAY:" approx. 0.7 feet of microbreccia with slip 107.6 15.4 104.3 21.4 263^ 119.9 12.6 94.6 30.1 107.8 20.0 Figure A-30 Log of Boring BM 5, page 1 of 2 CROR SAMPLE SYMBOLS n ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE B... STANDARD PEHETRATIOH TEST 0 ... CHUNK SAMPLE • ... DRIVE SAMPLE (UNDISTURBED) Z ... WATER TABLE OR SEEPAGE NOTE; THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE IHDICATED. IT IS HOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES. PROJECT NO. 04787-12-01 (EPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM 5 ELEV. (MSL) 381 EQUIPMENT DATE COMPLETED 11/15/91 E-lOO BUCKET RIG M <I I- UJ Z KJ -I UJ ca UJ u 1^ 23 Ko UJ a o 30 32 - 34 - 36 - 38 - BM5-8 MATERIAL DESCRIPTION surtace, INSUt 40NW, m breccia, randomly orienteci parting surface/shear at 27.7 approx. NSW SONE (no remolded zone) caliche Ha"rd,"d'arn'pr grey CLAYSTONE TOCT BM5-9 CL-CH Very stiff, damp, light green, Sandy CLAY CL-CH 103.7 22.6 40 42 144 46 48 SO 52 54 56 3M5-1I SM Dense, orange, Silty fine to medium SAND: friable CL-CH '3M5- "3MS-1: JMS-l :ll VIL-CL -Shear Zone from 39.1 to 41 feet; highly disturbed and brecciated, green sheared claystone with randomly oriented parting surfaces, upper boundary sandstone, basal surface undulatory at approx. N30W, 8SW -Basal Shear Zone at 43 feet; 1 to 3 inch very moist light green clay with striations N60E, ISSE, approximately 2 inch wet gouge 98.1 24.7 SM DELMAR FORMATION Hard, damp, green to grey SILTSTONE/ CLAYSTONE Very dense, damp, light green to grey, Silty fine to medium SANDSTONE 116.7 16.1 20/10" VIL-CL Hard, damp, green to gray SILTSTONE/ CLAYSTONE 20 117.6 15.2 BORING TERMINATED AT 56 FEET Figure A-31 Log of Boring BM 5, page 2 of 2 CROR ^SAMPLE SYMBOLS ° - '''''''' UNSUCCESSFUL B W ^ ... DISTURBED OR BAG SAMPLE 0 ... STANDARD PENETRATION TEST ... CHUNK SAMPLE 1... DRIVE SAMPLE (UNDISTURBED) Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE IHDICATED. IT IS HOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 )EPTH IH FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM 6 ELEV. (MSL) 345 EQUIPMENT DATE COMPLETED 11/18/91 E-lOO BUCKET RIG "zt <r 2 \ Q: ^ (A »- 2 3 wKg M go >i • MATERIAL DESCRIPTION 0 2 - 4 - 6 - CL BM6-1 BM6-2 TOPSOIL Medium stiff, damp to moist, dark brown Sandy CLAY: rootlets, desiccation cracks 102.8 22.5 CL h 10 - 12 - 14 - 16 - 18 - - 20 - - 22 BM6-3 LANDSLIDE DEBRIS Soft to medium stiff, moist to very moist, light brown to olive green CLAY; brecciated claystone with 1/4 lo 1/2 inch claystone clasts in clayey matrix, mottled appearance, caliche charcoal -Becomes very blocky with 1/4 to 1/2 inch claystone chunks at 7 feet -Slip Plane N30W 45SW at 10 feet 102.3 22.8 1041 BM6-4 CL BM6-S 24 -I 26 h 28 -I BM6-6 SM CL-CH CL -Abundance of slickensided surfaces from 14.0 to 17.0 feet -Slip Plane at 16.3 feet; 1/16 inch continuous undulatory slip surface, random orientation of slickensides, general trend N80E, 18NW -Becomes medium stiff to stiff, moist, grey clay from 16.3 feet to 20 feet Loose to medium dense, damp, lighf brown lo orange, SUty fine to medium SAND: friable, becomes coarse and light grey wilh depth from 20 to 24.4 feet " -Basal "Snp Pfahe from"r4"t6 "24.3 Teet;' " Very moist lo wet, orange lo green CLAY, irregular contact, approximate attitude N60E, 2NW, moist sheared clays to 25 feet 95.4 28.3 TTTT TCT •TOTTy TTT DELMAR FORMATION Hard, damp, oUve green to grey, CLAYSTONE: fractured, excavates to 2 to 4 inch blocks Figure A-32 Log of Boring BM 6, page 1 of 2 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR SAG SAMPLE E ... STANDARD PENETRATION TEST M ... DRIVE SAMPLE (UNDISTURBED) ^ ... CHUNK SAMPLE Z ... UATER TABLE OR SEEPAGE MOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE HO. SOIL CLASS (USCS) BORING BM 6 ELEV. (MSL) 345 EQUIPMENT DATE COMPLETED 11/18/91 E-lOO BUCKET RIG gg-^ « 2 \ H23 ^Kg > M UJ • Q: a uj-5 3 25 gz o 30 32 34 36 38 40 42 44 A MATERIAL DESCRIPTION BM6-7 BM6-8 BM6-9i - 46 - - 48 - - SO "3M6-1 VIL-CL Hard, damp, olive green to grey, CLAYSTONE: ^ fractured, excavates lo 2 to 4 inch blocks i (Continued) ' Very hard, damp, oUve green to grey, Sandy SILTSTONE/CLAYSTONE: orange to dark red oxide staining 114.0 TTTT 11 130.2 9.8 10 CL Hard, damp, blue-green CLAYSTONE: dark red oxide staining ii6.y TCT BORING TERMINATED AT 50 FEET -igure A-33 Log of Boring BM 6, page 2 of 2 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST ^ ... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE IHDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SOIL CLASS (USCS) BORING BM 7 ELEV. (MSL) 367 EQUIPMENT DATE COMPLETED 11/19/91 E-lOO BUCKET RIG ilk > gu: UJ • o tr ^ Q uj-5 3 hi gz o 0 2 - 4 - - 6 - MATERIAL DESCRIPTION BM7-1 BM7-2 10 12 14 16 18 - 20 - 22 - - 24 - - 26 - - 28 - BM7-3 BM7-4 BM7-5 BM7-6I BM7-7 CL CL SM CL-CH SM CL CL TOPSOIL Medium sliff, damp to very moist, orange- brown, Sandy CLAY: rootlets, desiccation cracks, voids LANDSLIDE DEBRIS Stiff, moist to very moist, oran§e-brown, CLAY; mottled appearance, caliche pockets, orange oxide staining Loose, dry to damp, light brown to light green, Silty fine lo medium SAND: abundant orange oxide staining -Lense of orange to black oxidized sand from 9 to 11 feet, rootlets -Steeply dipping contact with orange oxide staining, 1/16 inch clay/caliche gouge (possible shear) N26E, 40NW at 13.8 feet Soft^ moist, light green lo grey, CLAY: abundant small gypsum crystals Loose to medium dense, damp, light green to light brown. Silly fine to medium SAND -Basal sup Plane at 19.9 feet; approximately N70W, 5NE, moist, orange, clay gouge, irregular and subhorizontal contact, 1 to 2 inch soft, very moisl, green lo orange clay to 20.2 feet DELMAR FORMATION Medium sliff to stiff, moist, Ught green, CLAYSTONE: weak, highly sheared and brecciated claystone, random parting surfaces, oxide stained slickensides (44, N80W, and 27, N78E) rootlets along slickensides Hard, damp to moist, green CLAYSTONE: orange and dark red oxide staining, excavates into 2 to 4 inch blocks 118.0 10.0 107.6 8.0 99.3 24.9 25.1 112.8 17.8 Figure A-34 Log of Boring BM 7, page 1 of 2 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE E.., STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED) ^ ... CHUNK SAMPLE Z ... UATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE COHDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE OATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES. PROJECT NO. 04787-12-01 'DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM 7 ELEV. (MSL) 367 EQUIPMENT DATE COMPLETED 11/19/91 E-lOO BUCKET RIG "it <E 2 \ vt UJ >-UJ*S 3 2I gz o 30 32 - 34 - h 36 - 38 - 40 - 42 - BM7-8 MATERIAL DESCRIPTION -Slickenside 35, N40E at 28 feet 114.2 TTT BM7-9 CL Very hard, damp, dark grey to oUve green, CLAYSTONE: orange and dark red oxide staining 115.7 17.S •3M7-1( 13 44 --Weak cemented zone al 44 feet BORING TERMINATED AT 45 FEET Figure A-35 Log of Boring BM 7, page 2 of 2 CROR k o * x*nT r- cx/x*r.^T c- D SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST • SAMPLE SYMBOLS ] ^ ... DISTURBED OR BAG SAMPLE Q ... CHUNK SAMPLE 1... DRIVE SAMPLE (UNDISTURBED) Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LXATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 EPTH IH FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM 8 ELEV. (MSL) 345 EQUIPMENT DATE COMPLETED 11/19/91 E-lOO BUCKET RIG SUJ-: o Q. ff w m tr Q uji$ 3 Ks MATERIAL DESCRIPTION 0 2 - 4 - 6 - CL BM8-1 BM8-2 CL-CH - 10 - - 12 - 14 - - 16 - - 18 - - 20 - - 22 - 24 - 26 - I- 28 - BM8-3 CH BM8-4 BM8-5 BM8-6I SC-CL TOPSOIL Medium stiff, moist to very moist, brown, Sandy CLAY: minor rootlets, desiccation cracks LANDSLIDE DEBRIS/CREEP Medium sliff, moist, oUve green to brown, CLAY: mottled appearance, disseminated caliche, 1/4 to 1/2 inch open fractures from 2 to 5 feel DELMAR FORMATION Hard, damp, greyish brown, CLAYSTONE: fractured and brecciated, excavates into 2 to 4 inch blocks, orange and dark red oxide staining, rootlets from 6 to 7 feel -Irregular 1/16 inch thick gouge/caliche seam approximately N20W 13SE at 13.5 feel -Becomes very hard and less fractured, at 15 feet, black, dark red, and orange oxide staining 112.3 TCT 15.9 112.8 17.2 12 117.4 14.3 16 -Becomes well cemented at 28 feet Very"hafd", clamp,"grey" fo "olive green, fine Sandy CLAYSTONE to Clayey fine SANDSTONE BORING TERMINATED AT 29 FEET PRACTICAL REFUSAL Figure A-36 Log of Boring BM 8, page 1 of 1 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE E... STANDARD PENETRATION TEST ^ ... CHUHK SAMPLE • ... DRIVE SAMPLE (UNDISTURBED) Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AUD AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM 9 ELEV. (MSL) 377 EQUIPMENT DATE COMPLETED 11/20/91 E-lOO BUCKET RIG "it <r 2 \ Q. ^ > gu: UJ • o •: Q (I) 0 2 - 4 - - 6 - MATERIAL DESCRIPTION BM9-1 BM9-2 CL CL TOPSOIL Medium stiff, damp to moist, orange-brown CLAY: rootlets, desiccation cracks, some voids, disseminated caliche from 1 to 2 feel PUSTT TOCT TCT WAAAA 10 - 12 - 14 - 16 - 18 - 20 - 22 - 24 - 26 - h 28 - BM9-3 BM9-4 I I BM9-5 BM9-6 SM LANDSLIDE DEBRIS Soft to medium stiff, moist, orange-brown, CLAY with little fine sand; soft green claystone streaks, mottled appearance, caliche -I foot diameter highly cemented fossiliferous concretion in southeast of boring at 4.5 feel Loose, dry lo damp, light green to grey, Silty fine SAND: some minor pockets of claystone, abundant pockets of orange oxide staining and caliche, randomly located 1 to 6 inch highly cemented concretions, rotated beds at approximately N30W, 25NE with open tension cracks "PUSH LOU. UAL 106.0 12.2 lQl-5 CL Medium stiff to very sliff, damp to moist, green CLAYSTONE: orange and yellow oxide staining, subhorizontal undulatory contact with overlying sand, gypsum crystals, bedding at 16 feet N25W, 30NE; highly weathered and disturbed SM CL -Medium dense, damp, orange brown, silly fine to medium sand from 18.5 to 20 feel; fissile, subhorizontal undulatory contact, fracture offset bedding at 19 feel -Medium dense, damp, orange brown, silly fine to medium sand from 22.5 to 24.5 feet; fissile, subhorizontal undulatory contact -Zone of thinly laminated, soft, wet, grey, clays with shear surfaces from 27.5 to 29.5 feet; rotated slide plane (older?) with 1 to 2 inch remolded seam N70W 17NE al 28.5 feet TT?" 108.4 19.4 Figure A-37 Log of Boring BM 9, page 1 of 2 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE E... STANDARD PENETRATION TEST ^ ... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) UATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE COHDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4. DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM 9 ELEV. (MSL) 377 EQUIPMENT DATE COMPLETED 11/20/91 E-lOO BUCKET RIG UJ ^ o z S -I UJ ^ ffi Q. > I- ^ H go >i tr^ a 30 32 MATERIAL DESCRIPTION BMy-7 BM9-7 CL 34 36 - - 38 - - 40 - - 42 - BM9-8 CL BM9-9 44 - - 46 '3M9-1 -Shear surface; irregular, subhorizontal, moisl to wet grey clay at 31.0 feet -Basal Shear Zone at 31.5 feet; 2 to 4 inch thick zone of sofl, saturated, grey lo green clay, irregular and subhorizontal, lUUT 93.3 T9T 30.9 DELMAR FORMATION Hard, damp, green to light green CLAYSTONE: dark red lo orange oxide staining, excavates into 3 to 5 inch blocks -Becomes very hard and grey at 37 feet 10 111.4 17.9 12 12 116.8 16.6 BORING TERMINATED AT 46 FEET Figure A-38 Log of Boring BM 9, page 2 of 2 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL ... DISTURBED OR SAG SAMPLE E... STANDARD PENETRATION TEST ^ ... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS HOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES. PROJECT NO. 04787-12-01 BORING BM 10 ELEV. (MSL) 360 EQUIPMENT DATE COMPLETED 11/20/91 E-lOO BUCKET RIG gg-: M y 1- ^|N ^23 ^Kg u^ffi Q. w Su^ go >b tr^ Q UJC 3 25 gz (J MATERIAL DESCRIPTION TOPSOIL Sliff lo medium sliff, damp to moist, dark orange-brown, CLAY: minor rootlets, desiccation cracks LANDSLIDE DEBRIS Soft to medium sliff, moist to very moist, olive green to grey CLAY; orange oxide staining, disseminated caliche, gypsum crystals, rootlets -Abundant, randomly oriented parting surfaces at 7 feel -Basal Slip Zone from 7.8 to 8.2 feet; 1/4 to I inch very moist to wet, remolded orange-brown clay at 8.2 feet, 2 to 4 inches of wet green clay above remolded zone, approximate attitude N52E I OSE, irregular contact DELMAR FORMATION Hard, damp, light to medium green CLAYSTONE: orange/dark red oxide staining, very blocky and fractured, randomly oriented parting surfaces between 8 and 12 feel 104.0 T4T 22.2 105.3 20.3 118.6 14.5 Very hard, damp, medium to dark grey CLAYSTONE 116.5 15.1 -Becomes slightly sandy from 19 to 27 feel Figure A-39 Log of Boring BM 10, page 1 of 2 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE B ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) ^ ... CHUNK SAMPLE Z ... UATER TABLE OR SEEPAGE NOTE: TKE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE IHDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 SAMPLE NO. SOIL CLASS (USCS) BORING BM 10 ELEV. (MSL) 360 EQUIPMENT DATE COMPLETED 11/20/91 E-lOO BUCKET RIG M y h ^|N H23 ^Kg •. ff V >• gu. gci tr Q uj-3 3 2I gz tJ MATERIAL DESCRIPTION TT - 34 - "3M10-i CL Very hard, damp, grey lo dark grey CLAYSTONE (Continued) -Dark red oxide staining from 30 to 39 feet TTCT 16:0 10 - 36 - JM10-! -Becomes, dark blue/green, claystone at 39 feet 12 BORING TERMINATED AT 41 FEET Figure A-40 Log of Boring BM 10, page 2 of 2 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE E... STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED) ^ ... CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT TKE SPECIFIC BORING OR TRENCH LOCATION ANO AT TKE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES, PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM 11 ELEV. (MSL) 325 EQUIPMENT DATE COMPLETED 11/20/91 E-lOO BUCKET RIG s 3 (og UJ JA UJ A a cr • UJ^$ tr 25 gz a - 0 - 2 MATERIAL DESCRIPTION - 28 "3M11-1 CL 4 - 6 - 3M11- • 10 ~3MI1- - 12 - CL CL 14 - 16 - ^3Mll- - 18 - 20 22 -I 3M1I-: 24 - 26 - "3Mll-( TOPSOIL Medium stiff, moist, dark greyish brown, Sandy CLAY; minor rootlets, desiccation cracks LANDSLIDE DEBRIS Soft to medium stiff, moist to very moist, olive green CLAY: brecciated with 1/4 inch claystone clasts in clay matrix, mottled appearance, caliche, dark red/orange oxide staining -Abundant randomly oriented shear surfaces at 5.8 feel -Basal Shear Zone at 6.7 to 7 feet; NSW, 2SSW; soft, very moist, orange to olive green remolded clay wilh 1/4 to 1 inch clay gouge, waxy DELMAR FORMATION Hard, damp, grey, CLAYSTONE: very fractured and blocky, caliche filled fractures, orange and yellow oxide staining -Zone of heavy fracture fillings of caliche from 11 to 15 feet -Becomes very hard and less fractured at 15 feet, heavily oxidized with dark red/ orange staining, some zones of sandy claystone -Fracture zone from 21 lo 25 feet; Series of fractures N30E 34SE, N60W 24NE, slickensided surfaces in east side of boring, slight seepage BORING TERMINATED AT 30 FEET 13 10 15 IIO.O 112.6 123.7 125.8 TCT 18.7 16.8 12.9 11.4 Figure A-41 Log of Boring BM 11, page 1 of 1 CROR SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED) ^ ... CHUNK SAMPLE Z .,, UATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES. PROJECT NO. 04787-12-01 BORING BM 12 ELEV. (MSL) 317 EQUIPMENT DATE COMPLETED 11/20/91 E-lOO BUCKET DRILL guj- H O f2§ UJ Ujgffi IL V > H UJ a >b tr ^ a 3 25 gz o MATERIAL DESCRIPTION TOPSOIL Soft to medium sliff, very moist, brown CLAY; minor rootlets, caliche "PUSH 94.S 27.1 LANDSLIDE DEBRIS Soft, very moist to saturated, olive green to orange brown CLAY: orange and black streaks of oxide, mottled appearance, thin lenses of orange lo light green silty fine to medium sand, carbon flecks, caliche "Softr mofst" Tight"g"reen"CLAY,"irregula"r gradational contact with Clayey SAND at 5.1 feel, minor shear at 5 feet N55W, 45NE, shear is truncated at contact, clay is massive with caliche veinleis -Brecciated claystone, 1/2 inch angular claystone fragments in a clayey matrix at 7.0 feet -Irregular oval shaped pocket of light brown, silly fine to coarse sand from 7 to 9.5 feet in east half of boring, orange oxide rim -At 9.8 feet base of brecciated claystone contact at light brown slopewash with 3/4 inch fragments of carbon, poorly developed slip plane N60E, 5NW -No obvious basal plane apparent PUSH TOTT 20A 106.2 21.4 102.3 24.1 (DELMAR FORMATION?) Medium sliff, moisl, grey, Sandy CLAY: highly weathered claystone, irregular gradational contact with underlying Lusardi Formation, mottled 193^ LUSARDI FORMATION Very dense, damp, lighl grey, Cobbly CONGLOMERATE with clayey sand matrix; 2 to 6 inch dark red angular shaped oxide stains, excavates to moist, orange- brown, silty, fine to coarse Sandy GRAVEL with 3 lo 6 inch subangular clasts of igneous/ metavolcanic rocks Figure A-42 Log of Boring BM 12, page 1 of 2 CROR f SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR SAG SAMPLE E ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) ^ ... CHUNK SAMPLE Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC SORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO SE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM 12 ELEV. (MSL) 317 EQUIPMENT DATE COMPLETED 11/20/91 E-lOO BUCKET DRILL VI -3 <o g >- gu: UJ G tr • ujJ5 3 gz o - 30 MATERIAL DESCRIPTION Very dense, damp, light grey, Cobbly CONGLOMERATE with clayey sand matrix; 2 to 6 inch dark red angular shaped oxide stains, excavates to moist, orange- brown, silly, fine to coarse Sandy GRAVEL wilh 3 to 6 inch subangular clasts of igneous/ metavolcanic rocks (Continued) BORING TERMINATED AT 31.5 FEET PRACTICAL REFUSAL -igure A-43 Log of Boring BM 12, page 2 of 2 CROR SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE B.,, STANDARD PENETRATION TEST ^ ... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE COHDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 BORING BM 13 ELEV. (MSL) 367 EQUIPMENT DATE COMPLETED 11/22/91 E-lOO BUCKET RIG og': M a H H23 5gffi n ff ^ > H ^ H tf) Z UJ • o Q: a MATERIAL DESCRIPTION TOPSOIL Sliff, moisl to very moisl, brown, CLAY: desiccation cracks, minor rootlets LANDSLIDE DEBRIS Loose to medium dense, damp, Ught to medium green, Silty fine lo medium SAND: friable, fractured appearance with caliche veinleis along fractures -Becomes medium dense to dense and slightly clayey from 4.2 to 6.7 feet Dense, damp, light green to light brown. Silly fine to coarse SAND -Irregular, subhorizontal lenses of orange oxidized sandstone and oval shaped oxide zones from 9.2 to 12 feet -Basal Shear Zone at 12.3 feet; N90W8S sofl, very moist, light grey clay seam 2 inches thick, abundant gypsum crystals, carbon flecks TOCT 104.8 TCT 22.9 114.8 16.9 DELMAR FORMATION Stiff to very stiff, moist, medium lo dark green CLAYSTONE: upper 1.5 feet very moist, light green, highly weathered claystone, abundant caliche along fractures, excavates blocky Hard,~d"am~p~ grey to~ figh't 'green CLAYSTONE massive and less fractured, less caliche, angular clasts of metavolcanic rock 113.8 18.4 ia. L2£Li. LUSARDI FORMATION Dense to very dense, damp, grey to lighl grey, Cobbly CONGLOMERATE: wilh clayey sand to sandy clay matrix, dark red angular oxide stains; excavates to moist, orange-brown, clayey fine to coarse sandy gravel; 3 to 6 inch subangular clasts of igheous/metamorphic rocks GRANmC ROCK Weathered lo moderately weathered, grey, medium grained, moderately strong GRANITIC ROCK BORING TERMINATED AT 28 FEET REFUSAL 13 121.7 13.2 Figure A-44 Log of Boring BM 13, page 1 of 1 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST |.., DRIVE SAMPLE (UNDISTURBED) ^ ... CHUNK SAMPLE Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 BORING BM 14 ELEV. (MSL) 287 EQUIPMENT DATE COMPLETED 11/22/91 E-lOO BUCKET RIG ESS wsg k go >i ir o MATERIAL DESCRIPTION TOPSOIL Sliff, moist, dark greyish brown, Sandy CLAY: desiccation cracks, rootlets "PUSH 105.8 16.6 COLLUVIUM Soft, saturated, lighl brown CLAY with disseminated caliche PUSH 97.7 26.5 LUSARDI FORMATION Very dense, damp, light grey to oUve green, Cobbly CONGLOMERATE: 2 lo 4 inch orange to red angular clasts of oxidized metavolcanic rock, fractured Becomes less fractured, less weathered, and massive; excavates to damp, light brown, Silty, fine to very coarse Sandy GRAVEL wilh 1/2 to 6 inch rock fragments TI2T Tzy SANTIAGO PEAK FORMATION Very dense, damp, lighl grey to olive green, weathered METAVOLCANIC ROCK: fragments of quartzite 133.3 6.6 BORING TERMINATED AT 20 FEET PRACTICAL REFUSAL Figure A-45 Log of Boring BM 14, page 1 of 1 CROR P SAMPLE SYMBOLS "• ^^^'-"^'^ UNSUCCESSFUL E ... STANDARD PENETRATION TEST 1 ^ DISTURBED OR SAG SAMPLE ^ ... CHUNK SAMPLE • DRIVE SAMPLE (UNDISTURBED) Z ... WATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE COHDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES. PROJECT NO. 04787-12-01 )EPTH IH FEET SOIL CLASS (USCS) BORING BM 15 ELEV. (MSL) 363 EQUIPMENT DATE COMPLETED 11/25/91 E-lOO BUCKET RIG -H ^ H go >b tr a 3 25 gz ^o o MATERIAL DESCRIPTION 3M15- CL TOPSOIL Medium stiff, moist, brown to light brown, Sandy CLAY: minor rootlets Lm.2. - 4 - 3M15-; CL-CH - 6 - 10 12 - 14 - — 16 - '5M15-: HIGHLY WEATHERED DELMAR/CREEP Soft lo medium sliff, moisl, oUve green to grey, CLAY: disturbed appearance, abundant orange oxide staining and caliche -Approx. I inch thick moist grey clay, no remold, oxide staining N65E, 24NW al 6.8 feet -Approx. 1/4 inch thick moisl, gray clay, N54E, 27NW al 8.5 feet 102.4 "JM15-. - 18 - " 20 -JMIS- SM SM-SC Becomes interbedded wilh thin lenses of orange, Silty fine to medium SAND: highly cemented concretions with black oxide rims DELMAR FORMATION Very dense, damp, light green, Silty/ Clayey, fine to medium SANDSTONE: pockets of orange to red oxide stains, fractured 115.4 119.0 CL Hard, damp, lighl green CLAYSTONE: fractured wilh orange oxide staining along fractures 120.8 - 22 - - 24 - •JMIS- - 26 - - 28 - I SM Very dense, damp, light brown to orange, Silty fine to medium SANDSTONE: subhorizontal depositional contact with overlying claystone, highly cemented zones -Becomes grey to lighl green at 29 feet 15 123.9 23.6 Tyr 13.8 14.4 12.4 Figure A-46 Log of Boring BM 15, page 1 of 2 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST ^ ... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM 15 ELEV. (MSL) 363 EQUIPMENT DATE COMPLETED 11/25/91 E-lOO BUCKET RIG UJ z^^ lie H z"! go >i a a ujJ5 25 gz Ll 30 32 MATERIAL DESCRIPTION 3M15-' TT SM Very dense (highly cemented), damp, lighl green, SUty fine lo medium SANDSTONE: very difficult excavating (core barrell) BORING TERMINATED AT 33 FEET PRACTICAL REFUSAL Figure A-47 Log of Boring BM 15, page 2 of 2 CROR W r * »*T^i T- c^T^xjinr^T r D ••• SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST W SAMPLE SYMBOLS ^ ... DISTURBED OR BAG SAMPLE ^ ... CHUNK SAMPLE 1 ... DRIVE SAMPLE (UNDISTURBED) Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE HO. SOIL CLASS (USCS) BORING BM 16 ELEV. (MSL) 365 EQUIPMENT DATE COMPLETED 11/25/91 E-100 BUCKET RIG - go tr^ Q 3 25 gz u MATERIAL DESCRIPTION '5M16-1 3M16-: - 18 - 10 12 14 16 "JMI6-: "?M16-' 20 22 3M16-; - 24 - "3M16- - 26 - - 28 - I CL-SC TOPSOIL Firm, dry to damp, very dark brown, Sandy CLAY to Clayey SAND 12. SC CL DELMAR FORMATION Medium dense, damp, very light green, fine Clayey SANDSTONE: becomes Silty in places, interbedded wilh lenses of very light brown fine to coarse, slightly clayey sand, caliche filled fractures from 3 to 7 feet -Large Krotovina wilh rootlets from 4 to 5 feet -Thin discontinuous layer of old topsoU at 7 feet Very stiff, moist. Fight green, slightfy sandy CLAYSTONE wilh gypsum crystals, iron and magnesium staining along fractures -Sandstone dikes within claystone material at 11 feet -Concretions approximately 8 inches in diameter at 12.5 feet -Slickensides, randomly oriented with iron oxide staining al 15 feet 119.1 1S.3 109.1 20.1 115,4 17.4 SC-CL Alternating very dense, moisl, lighl green, fine Clayey SANDSTONE with hard blocky green claystone -Lenses of medium to very coarse sand from 17 to 18, 18.5 to 19.5 and 21 to 22.5 feet -Shear Zone N30E, 72SE in claystone at 18.5 feet; 1.5 inch thick, no weU defined plane, offset in sandstone approximately 4 inches at 18.5 feet -Vertical sand dikes approximately 3 inches wide at 23.5 feet -Slickensides within claystone at 26 feet 120.6 11.7 121.7 13.6 Figure A-48 Log of Boring BM 16, page 1 of 2 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST ^ ... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) UATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE OATE INDICATED. IT IS NOT WARRAHTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 BORING BM 16 ELEV. (MSL) 365 EQUIPMENT DATE COMPLETED 11/25/91 E-lOO BUCKET RIG S UJ So^: S|l H2§ wKg 5gffi ff > H go >5; a a uj>; 25 gz u MATERIAL DESCRIPTION Becomes hard, green CLAYSTONE with some associated sand dikes TTCT TCT 122.1 13.0 Alternating very dense, moist, light green Clayey SANDSTONE wilh very stiff dark green fractured CLAYSTONE -Shear Plane in sandstone at 38 feel; 1/8 inch gouge NIOW, 60SW, yellow with minor offset of less than I foot -Highly fractured claystone, 1.5 foot thick undulating near horizontal (N-S, 5 degrees E) from 41 to 42.5 feet -Well developed slickensides (S70E) multiple slip surfaces, some 1/8 inch thick gouge Very dense, moist, very Ught brownish- green, fine to medium Clayey SANDSTONE and Sandy CLAYSTONE 10 120.8 10.4 10 129.4 11.8 12 116.0 16.9 BORING TERMINATED AT 51 FEET Figure A-49 Log of Boring BM 16, page 2 of 2 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE E ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) ^ ... CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SOIL CLASS (USCS) BORING BM 17 ELEV. (MSL) 287 EQUIPMENT DATE COMPLETED 11/25/91 E-100 BUCKET RIG H23 ^Kg tr o 3 25 gz ^ o o MATERIAL DESCRIPTION "JM: "iM; 3M17-; SC-CL CL 10 12 H "JMl 14 - "3M17-: CL-CH CL 16 - 18 - 20 22 -I "3MI7- 24 - 26 - •3M17-7" - 28 - GC GC TOPSOIL Firm, dry to damp, dark brown, Sandy CLAY to fine Clayey SAND COLLUVIUM Firm, wet, dark greenish brown, Sandy CLAY wilh little caliche and carbon particles, mottled appearance -Carbon flecks at 8 feet LANDSLIDE DEBRIS Loose, moist, lighl green CLAYSTONE breccia clasts less than 1 inch diameter in clayey matrix -Becomes green blocky claystone at 12 feet with some slickensided surfaces with caliche filled fractures. Slip Plane NIOW, 25SW contact from 12 to 13.7 feet DELMAR FORMATION Hard, damp, greyish green, slightly sandy CLAYSTONE -Becomes fractured and blocky at 19 feet -Moderate seepage primarily from north and west sides of the boring from 19 to 24 feet Becomes Sandy to Gravelly CLAY -Large cobbles up to 6 inches at 24.5 feet LUSARDI FORMATION Very dense, damp, greenish brown, Cobbly CONGLOMERATE with sandy clay matrix and boulders up to 8 inches 111.3 102.8 124.2 101.6 18.6 21S. 11.9 25.5 -igure A-50 Log of Boring BM 17, page 1 of 2 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE E... STANDARD PENETRATION TEST ^ ... CHUNK SAMPLE • DRIVE SAMPLE (UNDISTURBED) Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE IHDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM 17 ELEV. (MSL) 287 EQUIPMENT DATE COMPLETED 11/25/91 E-lOO BUCKET RIG gg': "it H2§ wKg 5^ffl go tr a UJ - 30 MATERIAL DESCRIPTION "3M17-a - 32 - - 34 GC Very dense, damp, greenish brown, Cobbly CONGLOMERATE with sandy clay matrix and boulders up to 8 inches (Continued) TTTT TZT BORING TERMINATED AT 34 FEET Figure A-51 Log of Boring BM 17, page 2 of 2 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST M ... DISTURBED OR BAG SAMPLE ^ ... CHUNK SAMPLE • DRIVE SAMPLE (UNDISTURBED) Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE fcOHDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SOIL CLASS (USCS) BORING BM 18 ELEV. (MSL) 271 EQUIPMENT DATE COMPLETED 11/26/91 E-lOO BUCKET RIG IB ^23 gKg 5^m Q. K w > go >i tr ^ o m>5 tr 25 gz o 0 2 I- 4 MATERIAL DESCRIPTION "3M: 5M18-: CL TOPSOIL Sliff, dry to damp, dark brown, Sandy CLAY CL-CH 10 12 H CL HIGHLY WEATHERED DELMAR FORMATION Soft, damp, light yellowish green, Sandy CLAY; chunks of green claystone, some caliche filled fractures, abundant caliche veinleis Hard, damp, light green to green. CLAYSTONE: blocky, fractured wilh shining parting surfaces, caliche -Several minor poorly developed slip planes from 6 to 9.5 feet, no remolded clay TOSH T9:y TUCT TTT 14 - h 16 - 18 - 20 "3M18-. DELMAR FORMATION Hard, damp, Ught green to grey, CLAYSTONE: less fractured, few caliche veinlets, abundant orange oxide staining 117.8 15.1 BORING TERMINATED AT 20 FEET Figure A-52 Log of Boring BM 18, page 1 of 1 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST ^ ... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT TKE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 BORING BM 19 ELEV. (MSL) 340 EQUIPMENT DATE COMPLETED 11/26/91 E-lOO BUCKET RIG gg-: aK« H 3 UJ ^ o > I- ^ M go Q: Q UJ 3 25 ot o MATERIAL DESCRIPTION TOPSOIL Loose to medium dense, dry to damp, light brown, Silly/Clayey fine SAND: minor rootlets, caliche WEATHERED DELMAR/CREEP Soft to medium sliff, damp, light brown to orange-brown, Sandy CLAY: abundant caliche, carbon flecks Medium dense, damp, lighl brown to orange brown, Silty/Clayey fine SAND Interbedded "green "Sand"y "CLAY and" green" CLAYSTONE: irregular subhorizontal bedding, disturbed appearance, abundant caliche and orange oxide staining -Very poorly developed minor slip surface in highly weathered claystone N35E, SSE at 10.2 feel -Sofl, moist, olive green clay at contact with heavy caliche, horizontal contact at 10.6 feet TTTT TCT DELMAR FORMATION Medium dense, damp, light brown, Silty fine to medium SAND: cohesionless, irregular upper and lower contact, 10 by 4 inch oval shaped concretion with orange/black oxide rim S"tiTr, dimp, light green", "C"L"A"Y"STDNE: massive, fractured, abundant oxide staining along fractures -1.5 by 2.5 foot highly cemented concretion with black oxide rim in southwest side of boring at 18 feet Very dense, damp, light green to green, fine Sandy SILTSTONE: fractured with orange oxide staining along fractures -5 inch diameter highly cemented concretion with black oxide rim at 27.2 feet Figure A-53 Log of Boring BM 19, page 1 of 2 CROR SAMPLE SYMBOLS n ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST ^ .,, CHUNK SAMPLE • DRIVE SAMPLE (UNDISTURBED) Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 BORING BM19 ELEV. (MSL) 340 EQUIPMENT DATE COMPLETED 11/26/91 E-lOO BUCKET RIG gg': H y I- tr^fn ^Kg Q. ff v >-H ^ M go >-i • MATERIAL DESCRIPTION TT Very dense, damp, light green to orange brown, Silty fine to coarse SANDSTONE: depositional contact N73W, 18SW, massive, orange oxide staining -Zone of 2 inch to 4 inch thick interbedded claystones from 33 to 35 feet, irregular shaped -Becomes light grey in color with pockets of orange oxide at 35 feet 10 -Subhorizontal, hard, green, claystone approximately 2 inch thick at 42.4 feet, no apparent shearing or remold Hard, damp, Ught lo medium green, fine Sandy CLAYSTONE 10 'Bec()mes ligfit"l5rown to fight green," " Silty/Clayey, fine to medium SANDSTONE 21 Very dense, damp, lighl brown to light green. Silly fine to very coarse SANDSTONE: large quartz grains 21 -2 to 4 inch hard, olive green, claystone, no apparent shearing or remold, shiny parting surfaces at 56.4 feet BORING TERMINATED AT 60 FEET Figure A-54 Log of Boring BM 19, page 2 of 2 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST I... DRIVE SAMPLE (UNDISTURBED) ^ ... CHUNK SAMPLE Z ,.. WATER TABLE OR SEEPAGE NOTE: TKE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT TKE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES. PROJECT NO. 04787-12-01 4 DEPTH IN FEET SAMPLE HO. SOIL CLASS (USCS) BORING BM 20 ELEV. (MSL) 286 EQUIPMENT DATE COMPLETED 11/27/91 E-lOO BUCKET RIG giu^ H23 UJ S ffi Q. ff w >- t- « M . go >i tr o 25 gz ^ o o - 0 - 2 MATERIAL DESCRIPTION CL 3M20-1 - 4 - ^ "3M20-: 10 12 H •3M20-; CL-SC 14 - 16 - "iM20-' 18 - 20 -3M20-; 22 - 24 - 26 ~3M20-( CL "3M20-' - 28 - TOPSOIL/COLLUVIUM Medium stiff to stiff, moisl, brown, Sandy CLAY: rootlets, minor caliche LANDSLIDE DEBRIS Sofl to medium stiff, moist, light brown to light green CLAY: mottled and very massive, abundant disseminated caliche and caliche veinleis, black and orange oxide staining, rootlets, streaked appearance with pockets of dark green to orange sandy clays/clayey sands -Becomes green clay with less orange oxidation al 11.5 feel -Steeply dipping contact; 2 inch to 1.5 foot thick zone of dark grey clay N81E, 52NW from 20.4 to 23.5 feet Medium stiff, moist, orange brown to green, Sandy CLAY with layered orange clayey/silly fine to medium sand and green clays -Cemented sandstone concretions at 25 feet -Green brecciated angular claystone fragments in an orange lo green clayey sand/sandy clay matrix below 28.8 feel 114.4 Trry 108.4 103.6 110.2 112.1 12.9 TCT 17.4 22.9 19.6 16.7 Figure A-55 Log of Boring BM 20, page 1 of 3 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL ^ DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST I.,. DRIVE SAMPLE (UNDISTURBED) S ... CHUNK SAMPLE Z ,.. UATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE COHDITIONS SHOWN HEREON APPLIES ONLY AT TKE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 BORING BM 20 ELEV. (MSL) 286 EQUIPMENT ____ DATE COMPLETED 11/27/91 E-lOO BUCKET RIG SUJ- o tf) ^Kg ft ff w >• UJ a o • uji< Q: ^ tf) UJ MATERIAL DESCRIPTION -Green brecciated angular claystone fragments in an orange to green clayey sand/sandy clay matrix (Continued) -Slip Surface in brecciated claystone N70E, 56NW al 32 feel -Becomes soft, very moist, and more brecciated at 34 feet TTCT TTT 109.2 19.8 104.4 22.1 -Slight seepage in sidewalls of boring at 42 feet 106.7 19.3 -Moderate seepage in sidewalls of boring al 46 feel -Heavy seepage in sidewalls of boring, caving at 47.5 feet -Basal Slip Plane at 50 feel; heavy seepage and caving, flowing water in soulh side of boring, approximately horizontal contact with estimated dip less than 2 degrees south; remolded zone 2 to 4 inches thick soft, moist, grey clay, down hole logged to SO feet DELMAR FORMATION Hard, damp, medium to light green, CLAYSTONE: orange and dark red oxide staining Very dense, moist, light green to orange brown. Silly fine to coarse SANDSTONE Hard, damp, medium to light green CLAYSTONE: orange and dark red oxide TF TOT TTT T7^ T^CT "CT Figure A-56 Log of Boring BM 20, page 2 of 3 CROR f SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED) ^ ... CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC SORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS HOT WARRAHTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4. DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM20 ELEV. (MSL) 286 EQUIPMENT DATE COMPLETED 11/27/91 E-lOO BUCKET RIG (rt UJ ^ ffi n ff u >• go • 3 25 gz o - 60 MATERIAL DESCRIPTION BM20 -14 - 62 - - 64 - CL Staining Hard, damp, medium to light green CLAYSTONE orange and dark red oxide Staining (Continued) TT 20 119.5 15.4 - 66 BORING TERMINATED AT 66 FEET -igure A-57 Log of Boring BM 20, page 3 of 3 CROR f SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR SAG SAMPLE E ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) ^ ... CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM21 ELEV. (MSL) 320 EQUIPMENT DATE COMPLETED 11/27/91 E-110 BUCKET RIG gg^ "it <r 2 N H23 z«3 tr z H 5U. gc3 >i tr • m>5 3 25 gz o MATERIAL DESCRIPTION '3M21-1 3M21-: - 16 - - 18 - • 20 -3M21- 10 12 14 -I "3M21-; 3M2 SC TOPSOIL/COLLUVIUM Loose to medium dense, moist, light brown, Clayey fine SAND: minor rootlets, carbon flecks -Becomes moist to very moist at 4 feet "PUSH 106.1 110.6 14.1 15.3 -Gradational contact at 8 feet SM :;M-G^ DELMAR FORMATION Medium dense to dense, light brown to light green, Silty fine SANDSTONE: abundant caliche, orange oxide staining Dense to very dense, damp, light brown to light green, Silty fine to very coarse SANDSTONE: steeply dipping contact N75E, 24NW, near vertical caliche veinleis possible crossbedding or minor faults -2 inch orange oxidized lense N18E, 44NW from 13.4 to 15.6 CL - 22 - - 24 - "•3M21 - 26 - - 28 - :L-ML Hard, damp, medium to light green, CLAYSTONE: irregular subhorizontal contact, blocky, shiny parting surfaces, horizontal orange oxide lenses in the upper contact zone "Very hard "SILTSTONE/CLAYSTONE " SM Very dense, damp, Ught green, SUty fine SANDSTONE: approximate contact N35E, IINW CL Hard, damp, green CLAYSTONE: very irregular subhorizontal contact, abundant shiny parting surfaces Figure A-58 Log of Boring BM 21, page 1 of 2 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST I... DRIVE SAMPLE (UNDISTURBED) ^ ... CHUNK SAMPLE Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC SORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 BORING BM21 ELEV. (MSL) 320 EQUIPMENT DATE COMPLETED 11/27/91 E-110 BUCKET RIG gg'^ "it <t 2 \ S!a5 go >i tr ^ a 3 25 gz U MATERIAL DESCRIPTION Hard, damp, green CLAYSTONE: very irregular subhorizontal contact, abundant shiny parting surfaces (Continued) Dense to very dense, lighl green, fine Sandy SILTSTONE/CLAYSTONE: minor oxide staining 10 Hard, damp, lighl green CLAYSTONE: abundant orange oxide staining -Becomes very hard, light green to dark green with pink to dark red oxide staining at 39 feet; blocky and fractured with shiny parting surfaces -Becomes grey to light green at 45 feet 10 16 BORING TERMINATED AT 60 FEET Figure A-59 Log of Boring BM 21, page 2 of 2 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE ^ ... CHUNK SAMPLE Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC SORING OR TRENCH LOCATION AND AT TKE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SOIL CLASS (USCS) BORING BM 22 ELEV. (MSL) 303 EQUIPMENT DATE COMPLETED 12/2/91 E-lOO BUCKET RIG ^it <r £ ^ Ul UJ ^ ffi n ff H " go >i tr o 3 25 gz o MATERIAL DESCRIPTION "3M22-1' - 4 - 3M22-: - 6 - 10 12 14 -1 "3M22-: - 16 - - 18 - " 20 -3M22- "3M22-' 22 -I 24 26 -I "3M22-( - 28 - SC-CL CL V CL-CH CL-ML-5M TOPSOIL Loose to medium dense, moist, light brown to brown. Clayey fine SAND to fine Sandy CLAY: minor rootlets, porous, disseminated caliche COLLUVIUM Firm, moist, brown to dark brown, Sandy CLAY -Becomes less sandy at 4 feet -Becomes dark brown at 10 feet -Gradational contact at 14 feet Steeply dipping shear zone with blocky green CLAYSTONE interbedded with light brown, banded sUtstones and silty sands; abundant, moderately cemented concretions in an orange fossiliferous sandy matrix PUSIT ••9CT 111.5 TCT 16.0 115.6 15.5 LANDSLIDE DEBRIS Soft to firm, moisl, orange-brown lo olive green CLAY: mottled and very massive, pockets of caliche, streaked appearance with pockets of green to orange silty/clayey fine sands -Zone of mottled dark green sandy clays and dark orange lo dark grey clays from to 18 to 19.3 feet; heavy caliche veinlets and pockets of caliche -Brecciated with 1/4 to 1/8 inch green/ brown claystone clasts in green to light brown clayey sand matrix, heavy caliche from 22 to 32 feet; heavy caliche 113.0 16.3 108.9 19.7 105.6 18.4 Figure A-60 Log of Boring BM 22, page 1 of 3 CROR SAMPLE SYMBOLS n ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED) ^ ... CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE DATE IHDICATED. IT IS HOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 BORING BM 22 ELEV. (MSL) 303 EQUIPMENT DATE COMPLETED 12/2/91 E-lOO BUCKET RIG §uj- (0 yKg Q. ff V o ir^ o 3 25 gz MATERIAL DESCRIPTION Steeply dipping shear zone with blocky green CLAYSTONE interbedded with light brown, banded sillstones and silty sands; abundant, moderately cemented concretions in an orange fossiliferous sandy matrix (Continued) " Loo"se to" medium "dense,"damp7 fight "gre"y7 Silty fine cohesionless SAND: contact approximately N66W, 35NE and irregular, thin interbeds of dark olive green clays Interbedded medium dense, damp to moist, orange, SUty fine to medium SAND and medium dense, moist, lighl grey. Silly/ Clayey fine SAND, with 2 lo 6 inch irregular beds of dark olive green clay; zones of moderately cemented concretions in an orange fossiliferous fine to coarse sandy matrix -Irregular lense of orange fine sand approximate N90E, 5-18S at 37.5 feet -Contact N80E, 5NW TOOT TTT 11 108.2 17.9 Moist to very moist, lighl grey to light green, SUty/Clayey fine SAND; thinly bedded with yellow and orange oxide, pockets of olive green clay, massive -SUp Plane; 1/4 to 1/2 inch thick remolded clay seam, N15W, 27SW at 50.6 feet -Becomes very moisl at 52 feet, moderate seepage, significant caving below 52 in soft landslide debris 105.8 21.2 -Down hole logged to 55 feet 107.9 19.5 Figure A-61 Log of Boring BM 22, page 2 of 3 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE E ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) ^ ,,. CHUHK SAMPLE Z ,.. UATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE OATE INDICATED. IT IS HOT WARRANTED TO SE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM 22 ELEV. (MSL) 303 EQUIPMENT DATE COMPLETED 12/2/91 E-lOO BUCKET RIG UJ H23 ^Ko S UJ Q: m u. vt z go yi tr^ • 60 62 - 64 - 66 - 68 - 70 BM22 m -14 I MATERIAL DESCRIPTION SM-SC Moist lo very moisl, light grey to light green, SUty/Clayey fine SAND (Continued) TOCT 20:9 -Basal Slip Surface at 65 feet; attitude not determined DELMAR FORMATION Hard, damp, dark olive green CLAYSTONE: orange oxide staining, shining parting surfaces, excavates blocky TT TTCT TCT BORING TERMINATED AT 70 FEET Figure A-62 Log of Boring BM 22, page 3 of 3 CROR Br A x*nT cwx*r.rM c 0 •.• SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST ^SAMPLE SYMBOLS 1 ^ ... DISTURBED OR BAG SAMPLE ^ ... CHUNK SAMPLE 1... DRIVE SAMPLE (UNDISTURBED) Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES. PROJECT NO. 04787-12-01 BORING BM23 ELEV. (MSL) 232 EQUIPMENT DATE COMPLETED 12/2/91 E-lOO BUCKET RIG a s (0 UJ Su^ gci yi tr a 25 gz o MATERIAL DESCRIPTION TOPSOIL Medium stiff lo sliff, damp to moist, brown to dark brown, Sandy CLAY: minor rootlets LANDSLIDE DEBRIS Soft lo medium sliff, moist, green to orange-brown, fine Sandy CLAY/Clavev fine SAND -Near horizontal lense of very moist to moist, dark brown to black clay from 5.4 to 6.7 feet SoFl'to "niedrum"s"tiTr,"nioist to ve"ry mblst," ' light green to dark brown CLAY ALLUVIUM Medium stiff, moist, light green to dark grey, fine Sandy CLAY/Clavev fine SAND: mottled appearance, disseminated caliche, some 3 to 5 inch cobbles, contact N54W, 21NE -Becomes very cobbly at 17 feel with 3 to 15 inch roundeci cobbles, difficult drilling BORING TERMINATED AT 18 FEET PRACTICAL REFUSAL 118.9 13.6 113.6 17.3 112.8 16.5 114.4 17.2 -igure A-63 Log of Boring BM 23, page 1 of 1 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE E... STANDARD PENETRATION TEST 0 ... CHUNK SAMPLE • DRIVE SAMPLE (UNDISTURBED) Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUH HEREON APPLIES ONLY AT THE SPECIFIC SORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO SE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES, PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE HO. SOIL CLASS (USCS) BORING BM24 ELEV. (MSL) 325 EQUIPMENT DATE COMPLETED 12/3/91 E-lOO BUCKET RIG gg-: H y h ^1^ H23 Z«J 5^ffi 0, ff > o uj-j 3 25 gz u MATERIAL DESCRIPTION ^3M24-1 - 4 - •3M24-: - 6 - " '0 -3M24- - 12 - 14 - 16 - 3M24-' 18 -I 20 22 - 24 - "3M24-; "3M24-( - 26 - - 28 - CL SM CL SM-SC CL ML VIL-CL SW VIL-CL CL-CH TOPSOIL Medium stiff to stiff, damp to moist, light to medium brown, fine Sandy CLAY "PUSH 100.1 9.4 WEATHERED DELMAR FORMATION/CREEP Loose, damp, light yellowish tan, Silty fine to coarse SAND: orange oxide staining and caliche veinlets -At 4.7 feet 6 to 10 inch irregular lense of very blocky highly weathered and somewhat brecciated damp to moist, green claystone with pockets of light brown, clayey, fine to medium sand and 1/8 inch clasts of green claystone 109.3 18.3 DELMAR FORMATION Hard, damp, grey to lighl green CLAYSTONE: massive and blocky, orange oxide staining along fractures, caliche veinlets Grades to very dense, damp, light green Silty/Clayey, fine SANDSTONE: orange oxide and disseminated caliche Hard, damp, medium to dark green CLAYSTONE: abundant shiny parting surfaces, highly irregular contact (slip surface) with 1/4 to 1/2 inch thick remolded clay N15E, 13NW, blocky irregular shaped lenses of grey medium to coarse silly sand with brown oxide staining and disseminated caliche, vertical sand dikes up to 4 inch thick, mixed sands and slickensided green claystones -Gradation contact at 15.5 feet Very dense, damp, light green, fine Sandy SILTSTONE: very massive, 1/4 to 1/2 inch orange oxide lenses N80W, 13SE Grades into interbedded grey, Silty fine to medium SANDSTONE and fine Sandy SILTSTONE/CLAYSTONE -Fine to coarse sand from 20 to 21 feet Hard, cfamp, dark green CLAYSTONE: massive, very blocky, oxide staining along fractures 117.5 13.1 U9.5 13.8 TTCT TO" 13 106.0 22.4 I 1 II .11 1 v.- -/ , Figure A-64 Log of Boring BM 24, page 1 of 2 CROR i c * »,T,. o-./»*r.^T P • ••• SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST W SAMPLE SYMBOLS ^ ... DISTURBED OR BAG SAMPLE M ... CHUNK SAMPLE 1... DRIVE SAMPLE (UNDISTURBED) Z .,. UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT TKE DATE INDICATED. IT IS HOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM 24 ELEV. (MSL) 325 EQUIPMENT DATE COMPLETED 12/3/91 E-lOO BUCKET RIG gg-: H y H i U. « 2 \ Ui tf) UJ tr^ ta > SlL gci a a uj>5 3 25 gz u " 30 -5H2^^ - 32 - 34 - — 36 - "3M24- CL-CH - 38 - - 40 - MATERIAL DESCRIPTION Highly sheared, medium stiff, moist to very moisl, light green to grey CLAYSTONE: abundant shiny parting surfaces, slicken- sides with random orientations -Well developed fault plane at 28.9 feet; 1/4 to 1/2 inch thick remolded light green clay N4SW, 30NE "Very hard," da~nip~ Tighrto lnedrum~gree~n CLAYSTONE: blocky, orange oxide staining along fractures -Becomes dark green lo dark grey al 33 feet "TOCT TTT 10 116.0 16.1 3M24-II 108.8 20.2 BORING TERMINATED AT 41 FEET Figure A-65 Log of Boring BM 24, page 2 of 2 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE E ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) 0 ... CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC SORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS HOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IH FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM25 ELEV (MSL) 284 EQUIPMENT DATE COMPLETED 12/3/91 E-lOO BUCKET RIG « ^ \ crtf) ^Kg Q. ff -.rf >- Sul go yi tr^ Q UJ^$ 3 Ki?j MATERIAL DESCRIPTION 3M25-1 3M25-: " ^0 "BM25- 12 14 - 16 - 18 ~3M25- "3M25-5 20 22 "3M25-I - 24 - "3M25-' 26 - 28 - CL TOPSOIL/COLLUVIUM Medium sliff to sliff, moisl to very moist, medium to dark brown, Sandy CLAY: minor rootlets, voids 105.3 17.1 Sr4-SC-CL SC-SM SM LANDSLIDE DEBRIS Loose lo medium dense, damp, orange-brown, medium to light green, Silty/Clayey, fine SAND; highly disturbed with a mottled appearance of light grey silly sands, lenses of green clayey sand -Soft to medium stiff, moist, orange brown lo lighl green clay wilh some fine sand from 4.6 to 5.5 feet; mottled -Caliche along bedding N75W, 34NE from 9.7 to 11.6 feel -Becomes banded at 10 feet with irregular caliche lenses and green, sUty/clayey fine sand/fine sandy clay -Paleosol; steeply dipping 1 to 6 inch dark brown silty sand with carbon flecks, N50E, 26NW from 12.5 lo 14 feel Becomes less banded and massive, light green to orange brown, Clayey/Silty fine SAND: large flecks of black magnesium oxide at 14.5 feel, some 1/8 to 1/4 inch claystone fragments in clayey fine sand matrix -Steeply dipping, irregular, green clay lense 2 to 5 inch thick in southwest half of boring from 18 to 22 feet, cemented concretions Loose lo medium dense, moist, orange brown to light grey, Silty fine SAND -Carbon flecks at 24.1 feet -Highly irregular steeply dipping lenses of dark green claystone 2 to 5 inch thick at 26 feet -Highly irregular steeply dipping claystone lense 2 to 4 inch thick approximately N55E. 54NW at 28 feet 107.4 17.6 109.0 18.0 111.0 14.S 107.5 13.6 Figure A-66 Log of Boring BM 25, page 1 of 3 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE E... STANDARD PENETRATION TEST I... DRIVE SAMPLE (UNDISTURBED) ^ ... CHUNK SAMPLE Z ,,, UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 BORING BM25 ELEV. (MSL) 284 EQUIPMENT DATE COMPLETED 12/3/91 E-lOO BUCKET RIG UJ vt •u rv a « > Ujo • >5: Q: ^ • MATERIAL DESCRIPTION Loose lo medium dense, moist, orange brown to light grey. Silly fine SAND (Continued) -Becomes moist to very moist with large concretions at 31 feet Becomes interbedded with loose, moist to very moist, light grey to light green, Silty/Clayey fine SAND and orange brown Silty fine lo medium SAND -Becomes very moisl lo saturated at 37 feet -Light seepage al 41 feet Soft, saturated, dark green CLAY -Significant caving and seepage at 44 feet -Basal Slip Plane at 46.5 feet; 2 to 4 inch wet remolded olive green clay, highly sheared N60E, 8NW DELMAR FORMATION Very hard, damp, olive green CLAYSTONE -Steeply dipping westward trending slickensided surfaces from 58 to 59 feet "20/7" 18 T2CT 105.6 104.9 103.2 131.1 116.5 XT 20.6 21.3 19.3 9.5 IS.9 Figure A-67 Log of Boring BM 25, page 2 of 3 CROR W CAiL*r.T -r c-^x^Ti^T c EU ... SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST W SAMPLE SYMBOLS ^ ... DISTURBED OR BAG SAMPLE ^ ... CHUNK SAMPLE 1... DRIVE SAMPLE (UNDISTURBED) Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO SE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM25 ELEV. (MSL) 284 EQUIPMENT DATE COMPLETED 12/3/91 E-lOO BUCKET RIG tr^vt IU rK IU fl. ff ^ > I- ^ H Si: UJ a o Q in - 60 MATERIAL DESCRIPTION - 62 - - 64 - CL-CH Very hard, damp, olive green CLAYSTONE (Continued) BORING TERMINATED AT 65 FEET Figure A-68 Log of Boring BM 25, page 3 of 3 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE E ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) ^ ... CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE COHDITIONS SHOWN HEREON APPLIES ONLY AT TKE SPECIFIC BORING OR TRENCH LOCATION ANO AT TKE DATE IHDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES, PROJECT NO. 04787-12-01 4 DEPTH IN FEET SOIL CLASS (USCS) BORING BM26 ELEV. (MSL) 258 EQUIPMENT DATE COMPLETED 12/4/91 E-lOO BUCKET RIG M y H trZvt m UJ g m 0. ff ^ > H «U^ gci yi tr Q uj$; Q: 25 0 2 h 4 MATERIAL DESCRIPTION CL 3M26- li 3M26-; - 6 - 10 12 - 14 - 16 - "3M26-: SM-SC "'3M26- SC-SM 18 H 20 22 -I "3M26-: 24 - 26 - "3M26-( SC-SM CL-CH - 28 - TOPSOIL Medium sliff to stiff, moist to very moist, medium to dark brown, Sandy CLAY; minor rootlets, voids LANDSLIDE DEBRIS Loose lo medium dense, damp, orange brown to medium green lo lighl green, Silty/Clayey fine SAND: highly disturbed appearance, mottled, irregular zones of light grey silty sands, large pockets of caliche and caliche veinlets below 5 feet, lenses of green clayey fine sands and fine sandy clays, 1 to 2 inch angular sandstone clasts in claystone matrix -Large white cemented concretion with highly irregular shape from 6.7 lo 10 feel (trades into massive, loose to medium dense, moisl to very moist, orange brown to lighl grey Clayey/Silty fine SAND; small green claystone fragments -Large white cemented concretion wilh highly irregular shape from 15 to 17 feet [ML 103.3 21.1 TOCT TCT TTCT TCT -Minor seepage below 22 feet -Basal Slip Plane at 22.8 feet; contact near horizontal, 1/16 to 1/8 inch wet light grey to olive green remolded clay gouge, moderate seepage in northwest side of boring along basal contact, moderately to highly sheared 1 lo 2 inches 104.8 22.1 DELMAR FORMATION Hard, damp, olive to dark green CLAYSTONE: massive, orange, dark red, and black oxide staining, excavates blocky, moderately fractured with minor seepage along fractures below 27.7 feet 11 119.7 13.7 Figure A-69 Log of Boring BM 26, page 1 of 2 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE E ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) ^ ... CHUNK SAMPLE Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT TKE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AHD TIMES. PROJECT NO. 04787-12-01 <) DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM 26 ELEV. (MSL) 258 EQUIPMENT DATE COMPLETED 12/4/91 E-lOO BUCKET RIG gg-: Pit <r 2 \ H23 ^23 uj^m 0, ff v u. > H ^ M VI go yi tr a MATERIAL DESCRIPTION CL-CH Hard, damp, olive lo dark green CLAYSTONE: massive, orange, dark red, and black oxide staining, excavates blocky moderately fractured with minor seepage along fractures below 27.7 feel (Continued) TIT TTCT THT 14 BORING TERMINATED AT 40 FEET Figure A-70 Log of Boring BM 26, page 2 of 2 CROR fcr-*»*nT r- f-^^* *TI/-.T C 0 ••• SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST P SAMPLE SYMBOLS T ^ ... OISTURBED OR SAG SAMPLE ^ ... CHUNK SAMPLE 1... DRIVE SAMPLE (UNDISTURBED) Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE COHDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE OATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 BORING BM27 ELEV. (MSL) 215 EQUIPMENT DATE COMPLETED 12/4/91 E-lOO BUCKET RIG H H23 ^Kg 5^ffi 0. ff ^ gul go yi tr Q UJS tr vt MATERIAL DESCRIPTION TOPSOIL Medium sliff to stiff, moist, brown, Sandy CLAY; minor rootlets, voids 11T8 15.4 DELMAR FORMATION Hard, damp, light to medium green, fine Sandy CLAYSTONE: loose and highly weathered to 5 feet, abundant disseminated caliche, orange to dark red oxide staining, very massive 123.4 12.6 10 -Becomes less sandy and very hard at 13 feel 10 10 Subhorizontal lense of very dense, very moist to moist, light yellowish green, Silty fine to coarse SANDSTONE -Somewhat gradational contact, 1/4 inch pebbles, minor seepage from 21 to 24 feet Hard, damp, fight lo medium "green," fine" Sandy CLAYSTONE BORING TERMINATED AT 26 FEET 20/10" Figure A-71 Log of Boring BM 27, page 1 of 1 CROR f SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR SAG SAMPLE E... STANDARD PENETRATION TEST ^ ... CHUNK SAMPLE • ... DRIVE SAMPLE (UNDISTURBED) Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS HOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE (CONDITIONS AT OTHER LOCATIONS ANO TIMES, PROJECT NO. 04787-12-01 DEPTH IN FEET SOIL CLASS (USCS) BORING BM 28 ELEV. (MSL) 290 EQUIPMENT DATE COMPLETED 12/4/91 E-lOO BUCKET RIG H"3 z S -I UJ ^ ffi Q, ff V > tf) 1.* go yi tr a Ui>5 3 25 gz o MATERIAL DESCRIPTION 10 12 14 16 3M28-1 CL - 4 - 3M28-: TOPSOIL Medium stiff lo sliff, damp to moist, orange-brown Sandy CLAY 113.4 15.6 - 6 - "3M28-; "3M28-' - 18 - 20 "3M28-: a.-ML-, SM DELMAR FORMATION Hard, damp, Ught to dark green, fine Sandy SILTSTONE/CLAYSTONE to Silly/ Clayey fine SANDSTONE -Loose and highly weathered to 5 feet, excavates blocky, orange oxide staining, abundant caliche veinlets -Subhorizontal 4 lo 6 inch lense of silly fine SANDSTONE at 9.6 feet -Gradational contact at 14 feel Very dense, damp, light yelfow to Ught green. Silly fine SANDSTONE: grades into fine to very coarse sandstone below 16 feel 116.2 15.3 CL-CH - 22 - 24 - "3M28-( Hard, damp, green CLAYSTONE: very massive and blocky, black and orange oxide staining along fractures, abundant shining parting surfaces -Very thin highly irregular, subhorizontal, orange-brown clay seam at 18 feel, no apparent remolding - 26 BORING TERMINATED AT 26 FEET Figure A-72 Log of Boring BM 28, page 1 of 1 CROR c^wx^T^^T c • ••• SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST W SAMPLE SYMBOLS ^ ... DISTURBED OR SAG SAMPLE @ ... CHUNK SAMPLE 1... DRIVE SAMPLE (UNDISTURBED) Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC SORING OR TRENCH LOCATION AND AT THE DATE IHDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 DEPTH IH FEET SOIL CLASS (USCS) BORING BM29 ELEV (MSL) 256 EQUIPMENT DATE COMPLETED 12/5/91 E-lOO BUCKET RIG o Q: >• UJ • o >5: tr • UJ-:; 3 25 gz u MATERIAL DESCRIPTION CL 3M29-1 - 4 - •3M29-; CL - 6 - 10 12 - 14 - 16 - "3M29-; CL "3M29-^ CL-CH 18 H 20 22 - 24 - 26 - "3M29-: ~3M29-( - 28 - TOPSOIL/SLOPEWASH Medium stiff to sliff, moisl to very moist, dark brown lo black, Sandy CLAY LANDSLIDE DEBRIS/SHALLOW CREEP Soft lo medium stiff, very moist to saturated, light grey/green wilh orange streaks, fine Sandy CLAY: abundant disseminated caliche, irregular zones of dark grey to dark brown clay wilh carbon flecks and caliche veinlets -Zone of viscous flow and mixing of dark carboniferous clay and light grey, sofl clay, minor slip surfaces and brecciated claystone between 5 and 7 feet, sharp irregular contact at base with no apparent slip surfaces N60E, 35NW iUSH 106.8 2LX 107.2 20.3 121.4 13.5 DELMAR FORMATION Very stiff to hard, damp lo moisl, grey, fine Sandy CLAYSTONE -Discontinuous and highly irregular 1/16 inch wet caliche fracture fiUings from 9.4 to 11.0 feel -Lense of light grey/light green clayey fine to medium sandstone; from 11.5 to 13.5 feet; gradational contact at 13.5 feel Hard to" very hard, dainp, "rrTeduim to light grey CLAYSTONE: highly fractured and blocky, shiny parting surfaces -Slight to moderate seepage along fractures below 16 feet -Becomes less fractured and very hard at 20 feet -Becomes blue/green with 2 to 3 inch red/orange angular shaped oxide stains, slight seepage at 25 feel 110.2 19.8 119.5 15.1 Figure A-73 Log of Boring BM 29, page 1 of 2 CROR BpAX^ni T- c\/\Mnr\r c D ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST ^SAMPLE SYMBOLS 1 ^ ... DISTURBED OR SAG SAMPLE ^ ... CHUNK SAMPLE • DRIVE SAMPLE (UNDISTURBED) Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM29 ELEV. (MSL) 256 EQUIPMENT DATE COMPLETED 12/5/91 E-lOO BUCKET RIG "23 ^Kg 5^d n ff ^ > H §u. go yi tr ^ Q ~ 30 5M2y^ MATERIAL DESCRIPTION Hard to very hard, damp, medium to light grey CLAYSTONE: highly fractured and blocky, shiny parting surfaces BORING TERMINATED AT 31 FEET Figure A-74 Log of Boring BM 29, page 2 of 2 CROR r r*»,T^T cwi^^n^Tc- SAMPLING UNSUCCESSFUL B... STANDARD PENETRATION TEST T SAMPLE SYMBOLS ^ ... DISTURBED OR BAG SAMPLE ^ ... CHUNK SAMPLE • DRIVE SAMPLE (UNDISTURBED) Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 DEPTH IH FEET SOIL CLASS (USCS) BORING BM30 ELEV. (MSL) 460 EQUIPMENT DATE COMPLETED 12/6/91 E-lOO BUCKET RIG gg^ l^zt ^23 z«^3 yz tr • 3 25 MATERIAL DESCRIPTION - 6 - 26 "3M30-1 - 4 - "3M30- "3M30- 10 12 H 14 16 -1 "3M30-. 3M30-; - 18 - 20 22 H "3M30-I - 24 - "3M30- "3M30- - 28 - SM SM SM-SC I SM SM SM DELMAR FORMATION Dense, dry to damp, lighl brown, Silty fine SANDSTONE: abundant caliche lenses -Below 4.7 feet becomes fossUiferous, very dense, silty fine to medium sandstone 121.9 119.2 10.1 10.4 Very dense, damp, light green, Silty fine SANDSTONE: bedding attitude approximately horizontal, sharp contact N3W, 30SW (channel scour), minor orange oxide staining -At 9.5 feet 2 1/2 by 1 1/2 feel highly cemented oval concretion in east side of boring wilh 1/2 lo 1 inch orange oxide rim, well developed gypsum on top of concretion, thinly laminated dark grey bedding in lighl grey/light green sand, abundant caliche veinlets Very dense, damp, medium "greeii,"Silty/ Clayey, fine SANDSTONE: contact approx. N-S, 6W, 1 ft. by 10 in. highly cemented oval concretion in north side of boring at 12.5 feet -Two round 1 fool diam. highly cemented concretions 15 feel -Gradational contact at 16 feet Very dense, damp to moist, light green, Silty fine SANDSTONE -Bedding Plane Fault from 19 to 19.5 feet; N66W, 6SW, 2 to 3 inch thick, well developed -1.5 by 3 foot highly cemented oval concretion in north side of boring at 19.6 to 21.5 feet -Becomes moist and massive at 23 feet 111.6 16.3 114.5 16.8 108.0 16.6 10 118.6 14.1 Dense, damp to moist, lighl grey, SUty fine SANDSTONE: thin laminations of orange, yellow, and dark grey sand, massive Figure A-75 Log of Boring BM 30, page 1 of 3 CROR m €• * **T^T T- c^,^»*n/^T • ... SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST P SAMPLE SYMBOLS T ^ ... DISTURBED OR BAG SAMPLE ^ ... CHUNK SAMPLE I... DRIVE SAMPLE (UNDISTURBED) Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE COHDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES, PROJECT NO. 04787-12-01 SOIL CLASS (USCS) BORING BM30 ELEV. (MSL) 460 EQUIPMENT _____ DATE COMPLETED 12/6/91 E-lOO BUCKET RIG UJ ^ ll tf) tf) So > gu: go yi tr^ • MATERIAL DESCRIPTION TTCT "CT -General trend of laminations N80W, 4SW at 32 feel 109.0 7.8 "Very stiff Id" fia-rd.'moisC fighl "green "to" light grey, fine Sandy CLAYSTONE: irregular contact, 6 inch subhorizontal highly cemented concretion along contact, dark red, yellow and orange oxide staining Medium dense, damp, light grey, Silty/Clayey fine SANDSTONE -Irregular subhorizontal contact at 44 feet Very dense, damp to mbTsf, light grey. Silly fine SANDSTONE: thin laminations of dark grey and orange sand 11 119.7 12.8 10/10" 124.3 8.4 -Lense of Ught grey, sUty fine to coarse sandstone from 49 lo 51.4 feel; lower contact N85W, 17SW 20 116.4 9.7 -Thinly laminated dark grey sands, bedding approximately N-S, 3W at 55 feel 21 123.3 11.8 Figure A-76 Log of Boring BM 30, page 2 of 3 CROR SAMPLE SYMBOLS n ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST I.., DRIVE SAMPLE (UNDISTURBED) ^ ... CHUNK SAMPLE Z ,., UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC SORING OR TRENCH LOCATION AND AT THE DATE IHDICATED. IT IS HOT WARRAHTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES, PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM 30 ELEV. (MSL) 460 EQUIPMENT DATE COMPLETED 12/6/91 E-lOO BUCKET RIG tf) gsg Em in UJ yt tr a uj-5 3 25 gz o - 60 MATERIAL DESCRIPTION - 62 - - 64 - 66 - - 68 - - 70 - - 72 - 76 78 80 82 84 86 BM30 -16 BM30 -17 SM CL CL BM30 -18 BM30 -19 BM30 -20 CL CL BM30 K .21 W BM30 -22 SM SC-CL CL-CH Hard, damp, lighl lo medium green, fine Sandy CLAYSTONE -Two separate 15 to 18 inch irregular shaped and subhorizontal zones of highly cemented, highly fossiliferous orange-brown sandstones at 63 and 67 feel TO" T2CT TTT 19 118.6 9.8 Very hard, damp to moist, dark grey, fine Sandy CLAYSTONE: thinly bedded, lamellae are discontinuous due to bioturbalion and flow structures -Bedding Plane Fault at 72.8 feet; 1/8 inch thick, well developed NI5E, 6NW -10 inch thick subhorizontal highly cemented, highly fossiliferous, orange, silly fine sandstone at 72.9 feet -Abundant subhorizontal gypsum fracture fiUings at 74.5 feet 20 115.5 15.7 "30/6" 106.4 18.0 Dense, damp, light grey, SUty fine SANDSTONE: thinly bedded Hard, damp, medium green, Clayey SANDSTONE/ Silly CLAYSTONE -Fault; 1/2 inch clay gouge, NlOE, 60NW at 82 feet Very hard, damp, dark blue-green CLAYSTONE -Becomes well cemented from 86 to 88 feet 60/10" BORING TERMINATED AT 88 FEET PRACTICAL REFUSAL -igure A-77 Log of Boring BM 30, page 3 of 3 CROR AMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST B... DRIVE SAMPLE (UNDISTURBED) ^ ... CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM 31 ELEV. (MSL) 490 EQUIPMENT DATE COMPLETED 12/6/91 E-lOO BUCKET RIG gg^ "it « 2 \ 1-23 5gffl tf> >- §u^ go yi tr^ a UJ^ D: tf) UJ h 0 2 4 6 MATERIAL DESCRIPTION BM3I -1 I BM31 I -2 " 10 - 12 - 14 - 16 - - 18 - - 20 - - 22 - - 24 - - 26 - 28 A BM31 i -5 BM31 -6 BM31 -7 I CL SM SM SM SM SM-CL SM CL-CH TOPSOIL Sliff lo very stiff, dry lo damp, light to medium brown, Sandy CLAY; minor rootlets DELMAR FORMATION Dense, dry lo damp, medium green lo orange. Silly, fine lo medium SANDSTONE Very dense, damp, grey to light green, Silty, fine to medium SANDSTONE: near horizontal orange oxide lense at contact, patches of orange oxide Staining, abundant caliche veinlets, -Near horizontal bedding at 8.5 feet -Becomes medium green to orange-brown at 11 feet -Highly cemented concretionary bed between 11 and 12 feel -4 inch orange, highly fossiUferous lense at 14 feet Hard, d"amp, oUve-green, fine Sandy CLAYSTONE: blocky, some minor sandstone lenses -Irregular, near horizontal contact at 16.2 feet; open fractures approx. 1/16 inch wide N40E, 90 degrees approx. 1.5 feet in length Dense, damp, light grey to olive-green, Silty, fine to coarse SANDSTONE: cohesionless -Approximate bedding attitude N80E, lOSE al 18 feel -Contact approx. N78E,3SE al 19.6 feet Dense, damp, orange-br{)wn, ^flty, fine to coarse SANDSTONE -4-inch clay lense with normal offset along fracture; series of interbedded, cemented, green, fossiliferous claystones and dense, orange, fossiliferous silty sandstones at 19.7 feet -Highly cemented, orange, fossiUferous concretionary bed approximately N40E,2SE at 22.4 feel: 4-inch, green, fossiliferous 6/8" 10 5/7" 125.8 3.6 2A. 125.9 10.9 106.5 22.8 Mgure A-78 Log of Boring BM 31, page 1 of 4 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE E... STANDARD PENETRATION TEST • ^ ... CHUHK SAMPLE Z DRIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIOHS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT TKE OATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IH FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM 31 ELEV. (MSL) 490 EQUIPMENT DATE COMPLETED 12/6/91 E-lOO BUCKET RIG z ° a til Ul >- go yi tr^ • uj-3 3 Hi gz O - 30 MATERIAL DESCRIPTION claystone lense above concretion -14 inch highly cemented, irregular- shaped concretion in 3/4 of boring at 27.2 feel -Contact approximately N65E,6SE al 28.3 feel "Ha"rd,"d"ampr da"rk "green (TLAYSTONE:" massive -Gradational contact al 32 feet Dense, damp, light" grey to medium green. Clayey, fine SANDSTONE -Bedding Plane Fault at 34.7 feet, approx. 6 inch thick gouge, near horizontal, well developed 32 - 34 - 36 - 38 - 40 - 42 - 44 - - 46 - - 48 - - 50 - - 52 - - 54 - - 56 - - 58 - BM31 -8 BM31 -9 BM31 -10 SC CL CL BM31 -15 SM SM Very stiff lo hard, moist, medium grey, Silty CLAYSTONE: orange oxide staining -Becomes firm at 38 feet; mottled and thinly bedded, some soft discontinuous planes (probable sUght remolding) 'Ha"rd,~crampr inedium"greeh,"rme" Sandy CLAYSTONE: blocky, abundant, orange and yellow oxide staining along fractures -Bedding Plane Fault al 44.3 feel; 2 lo 3 inch thick gouge, poorly developed, near horizontal and irregular, several planes approximately N40E, 3SE -Becomes light to dark brown and silly at 44.5 feel -12-inch thick, highly cemented concretionary bed at 45.5 feet, irregular shape Very dense, damp, light grey, Sifty fine SANDSTONE: massive, thin laminations of dark grey and orange sand -16-inch, oval-shaped, highly cemented concretion in 1/2 of boring with orange oxide rim al 51.8 feet -12-inch, irregular-shaped, highly cemented fossUiferous concretionary bed at 58.5 feet TTTT TCT +4^ 14.9 20 121.0 13.4 13 117.5 15.1 Figure A-79 Log of Boring BM 31, page 2 of 4 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR SAG SAMPLE E ... STANDARD PENETRATION TEST ^ ... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IH FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM 31 ELEV. (MSL) 490 EQUIPMENT DATE COMPLETED 12/6/91 E-lOO BUCKET RIG 2 Q L* <r £ ^ ^ K§ z 2 -I UJ ^ ffi Q. ff yb tr o 2I gz o - 60 BM3I I' -16 I MATERIAL DESCRIPTION -Becomes moisl and light lo medium grey with disseminated orange oxide T^" TICT TCT h 62 - 64 - 66 68 - 70 - 72 - 74 - 76 - - 78 - - 80 - - 82 - - 84 - - 86 - BM31 -20 BM31 -20A BM31 -21 BM31 -23 SM CL SM-SC CL SM CL-CH SM Hard, damp to moisl, grey lo brown, CLAYSTONE: thinly bedded wilh yellow oxide, thin lenses of gypsum -Gradational contact at 65 feet Very dense,"damp, Ught to dark brown, Silty/Clayey, fine to coarse SANDSTONE: thinly bedded -Slight seepage at 67 to 69 feet T2CT TCT Very hard, damp, dark grey to black Sandy CLAYSTONE: -Organic rich, organic odor below 71 feel -Dark brown, highly cemented concretion from 69 to 71 feet -Bedding Plane Fault at 73.8 feet; 1/8 lo 1/2 inch thick gouge, attitude approx. N5W4SW, slight seepage along fault -Near horizontal contact at 74.5 feel Very dense, damp, orange-brown. Silly, fine to coarse SANDSTONE: highly fossiliferous and well cemented -15 inch highly cemented concretion at 77.5 feel -Near horizontal contact al 79.8 feet Very hard, damp, dark blue-grey CLAYSTONE: massive, subhorizontal lo vertical gypsum veinlets -Slightly irregular, near horizontal contact at 84 feet ~De"nse' dimp,'irghl" l"o"d"ark brown,"Sifty, fine SANDSTONE: thinly bedded -Grades into light grey to light brown, thinly laminated to massive sandstone at 86 feel Ty TTCT TCT T5/2" "40/8" 114.5 16.6 "40/6" 114.2 8.5 Figure A-80 Log of Boring BM 31, page 3 of 4 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE E ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) 0 ... CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT TKE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE IHDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 'DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM 31 ELEV. (MSL) 490 EQUIPMENT DATE COMPLETED 12/6/91 E-lOO BUCKET RIG >-I- ^ H 2u: go >i tr ^ • UJC 3 25 gz 90 92 - - 94 - - 96 - - 98 - MATERIAL DESCRIPTION BM31 -24 BM31 i -25 » - 100 50/6" 118.9 8.1 SM -Light grey to light brown sandstone (Continued) 25/10" 125.1 8.2 BORING TERMINATED AT 100 FEET Figure A-81 Log of Boring BM 31, page 4 of 4 CROR fcsAMPLE SYMBOLS UNSUCCESSFUL E... STANDARD PENETRATION TEST J DISTURBED OR BAG SAMPLE 0... CHUNK SAMPLE 1... DRIVE SAMPLE (UNDISTURBED) Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT TKE SPECIFIC BORING OR TRENCH LOCATION AND AT THE OATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 'DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM32 ELEV. (MSL) 412 EQUIPMENT DATE COMPLETED 12/16/91 E-lOO BUCKET RIG gW^ UJ u. t- ^ H tf) go yb tr • 3 25 gz ^ o u MATERIAL DESCRIPTION 10 - - 12 - 14 - - 16 - BM^32 I BM32 I - 20 - - 22 - - 24 - - 26 - - 28 - CL SC-SM CH-SM SM SM SC SM TOPSOIL Medium stiff, dry to damp, brown, Sandy CLAY; minor rootlets, abundant caliche CREEP/WEATHERED DELMAR FORMATION Loose lo medium dense, moist, light brown lo orange, Silty/Clayey, fine SAND: highly fossiliferous, some small roots, abundant caliche Thin interbeds of medium stiff, moist, orange-brown lo medium green CLAY and loose, damp, orange, Silty fossil- iferous SAND, abundant caliche, highly irregular contact with approximate altitude N25W, 6NE 1 r PUS 10 DELMAR FORMATION Medium dense, damp, light brown to orange. Silly, fine SANDSTONE: highly fossiUferous, 7 inch highly cemented concretion 7 feet -Becomes dense and light grey to light green at 9 feel, orange oxide lense at contact N22W, 8NE -Becomes orange-brown at 10.7 feet -Highly cemented concretionary bed overlain by 10 inches orange, highly fossiUferous sUly sandstone between 14 to IS feet Very stiff "to hard, damp, grey to medium green, SUty CLAYSTONE: thinly bedded with orange oxide staining Dense, damp, grey to light green. Silly fine SANDSTONE: laminated orange-yellow oxide staining -Grades to Ught brown and clayey from 19 to 24 feet Dense, damp, grey to light" green. Silly fine SANDSTONE: laminated orange-yellow oxide staining 10 10 T^JCT 190 4 124.3 117.0 117.4 119.6 TCT 11.2 14.9 14.9 10.9 Figure A-82 Log of Boring BM 32, page 1 of 2 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED) S ... CHUNK SAMPLE Z ,,, WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TREHCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE HO. SOIL CLASS (USCS) BORING BM 32 ELEV. (MSL) 412 EQUIPMENT DATE COMPLETED 12/16/91 E-lOO BUCKET RIG UJ . z^^ IN 23 Kg > H _ H gu: go yb tr m>5 3 25 gz o - 30 MATERIAL DESCRIPTION •BM3T -7 ] "W Dense, damp, grey to light green, Silly fine SANDSTONE: laminated orange-yellow oxide Staining (Continued) BORING TERMINATED AT 31 FEET Figure A-83 Log of Boring BM 32, page 2 of 2 CROR Bc-A»*TiT .r.,-^T f SAMPLING UNSUCCESSFUL B... STANDARD PENETRATION TEST W SAMPLE SYMBOLS 1 ^ ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE 1... DRIVE SAMPLE (UNDISTURBED) Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM 33 ELEV. (MSL) 184 EQUIPMENT DATE COMPLETED 1/14/92 E-lOO BUCKET RIG gg'^ HZ"- \ UJ g ffi > H «U^ go >i tr • uj-j 25 gz o MATERIAL DESCRIPTION - 6 "3M33-1 - 4 - "3M33-: "3M33-: 10 12 H 14 16 - 18 - "3M33-' ~3M33-; "3M33-( ~3M33-" " 20 "3M33- - 22 - 24 - 26 - 28 - "3M33-! SM CL-CH SM-SC FILL Medium dense, damp to moist, light brown to light gray, Silty, fine SAND: orange/ yellow oxide staining -Highly cemented concretions at 5 feet 110.4 109.2 -Al 9 feel; 4 to 6 inch thick angular fragments of metavolcanic rock, 10 inch diameter chunks of orange-brown clay with rootlets -Moderate seepage al contact ALLUVIUM Sofl, very moist lo saturated, light gray to black CLAY; some fine sand and dark brown streaks, heavy organic odor, abundant decayed roots 1/4 to 1 inch diameter, angular fragments of metavolcanic rock, pockets of light green to light brown sandy clay 106.4 114.6 ATSHi; 111.6 113.1 -Heavy seepage at 24 feet Loose to medium dense, very moist to saturated, medium to light brown, Silty/ Clayey, fine SAND; zones of fine to very coarse, weU-graded sand, 1/4 to 1/2 inch angular clasts -Heavy caving at 30 feet, unable to driU deeper 109.0 14.6 14.4 17.4 15.5 20.0 18.6 22.0 Figure A-84 Log of Boring BM 33, page 1 of 2 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED) 0 ... CHUNK SAMPLE Z ,.. UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM 33 ELEV. (MSL) 184 EQUIPMENT DATE COMPLETED 1/14/92 E-lOO BUCKET RIG SUJ-: I- s u. <r 2 \ a s tf? UJ UJ K! m >-H _ H UJ • • UJ^ tf) UJ gz u MATERIAL DESCRIPTION 30 32 H 34 -11 SM-SC Silty, Clayey, fine SAND (Continued) -Water equalibrium in boring at 30 feet BORING TERMINATED AT 34 FEET Figure A-85 Log of Boring BM 33, page 2 of 2 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR SAG SAMPLE B ... STANDARD PENETRATION TEST ^ ... CHUHK SAMPLE DRIVE SAMPLE (UNDISTURBED) UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES. PROJECT NO. 04787-12-01 BORING BM 34 ELEV. (MSL) 210 EQUIPMENT DATE COMPLETED 1/15/92 E-lOO BUCKET RIG gui- <r t \ ^23 > gu^ go yi tr a 3 2I gz o o MATERIAL DESCRIPTION DELMAR FORMATION Dense, damp, light to orange-brown. Silly, fine SANDSTONE -1.5 X 1 foot highly cemented concretion in south side boring at 5 feet -Sharp irregular, near horizontal contact Dense, damp, light" green. Clayey SILTSTONE: thinly bedded -Gradational contact Dense, damp, light" fo medium brown7 SiTty," " fine to medium SANDSTONE: several 1 to 2 inch interbedded green claystone lenses with orange oxide -I X 1.5 fool highly cemented concretion at 9 feet -10 inch X 2 foot highly cemented concretion lO.S feet -Continuous well cemented from 12 lo 13.3 feet with shells -Becomes fine to coarse at 14 feel -Irregular near horizontal contact Stiff to very stiff, damp, light green, Sandy CLAYSTONE: gypsum fracture fillings, orange oxide staining -Gradational contact Dense, damp, light" gray to light green. Silly, fine to coarse SANDSTONE: massive -Sharp, slightly irregular, near horizontal contact Very stiff, damp to moist,"light green," Silty CLAYSTONE: moist along contact at 24 feet, thinly bedded with orange oxide along bedding -Irregular, near horizontal contact 110.9 6.7 122.1 123.9 Dense, damp, light gray, Silty, fme to medium SANDSTONE 12.8 7.6 =igure A-86 Log of Boring BM 34, page 1 of 2 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST & ... CHUNK SAMPLE • DRIVE SAMPLE (UNDISTURBED) Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE DATE INDICATED. IT IS HOT WARRANTED TO SE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 DEPTH IN FEET SAMPLE HO. SOIL CLASS (USCS) BORING BM 34 ELEV. (MSL) 210 EQUIPMENT DATE COMPLETED 1/15/92 E-lOO BUCKET RIG gg^ "it « 2 \ 1^ K o z 2 J UJ ^ ffi tr ^ >• gu^ go yi tr ^ Q 111^ 3 25 gz o - 30 I- 32 - 34 - 36 - h 38 - 40 - 42 - 44 - 46 BM34 -8 BM34 -9 BM34 i -10 I BM34 I -11 • BM34 • -I? i MATERIAL DESCRIPTION -Sharp irregular contact N2E, 6NW TOCT TCT CL SM -1/8 to 1/4 inch moist lo damp "cFay "at contact Very stiff to hard, damp to moist, dark green CLAYSTONE: micaceous from 28.2 to 32 feet, thinly bedded below 32 feet -Gradational contact "De"nse", damp,"irglif green" to"Ifght" brown. Silly, fine lo medium SANDSTONE: massive with abundant cross bedding, orange oxide staining -Becomes fine to coarse al 36 feet -Cross beds NIOW, 15SW at 37 feel -8 inch thick continuous highly weathered concretionary bed al 42 feet; irregular shape, some dark brown clay developed from weathering within the concretion, clay nol continuous 115.3 15.3 BORING TERMINATED AT 46 FEET Figure A-87 Log of Boring BM 34, page 2 of 2 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR SAG SAMPLE B ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) S ... CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC SORIHG OR TREHCH LOCATION AND AT THE DATE INDICATED. IT IS HOT WARRANTED TO SE REPRESENTATIVE OF SUBSURFACE COHDITIONS AT OTHER LOCATIONS ANO TIMES. PROJECT NO. 04787-12-01 4. DEPTH IH FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM35 ELEV. (MSL) 170 EQUIPMENT DATE COMPLETED 1/15/92 E-lOO BUCKET RIG gg'^ "it « 2 X f2§ in ^ > gu: UJ o yi tr ^ • o UJ^ 3 25 gz u - 0 MATERIAL DESCRIPTION - 2 - - 4 - - 6 - BM35 -1 BM35 -2 10 - 12 - 14 - 16 - 18 - 20 - h 22 - 24 - 26 - h 28 - -5 BM35 -7 BM35 -3 BM35 -4 BM35 I BM^35 I I SM ALLUVIUM Loose, damp, lighl brown, SUty, fine SAND: minor rootlets, abundant pinhole voids, some clayey zones -Some zones of sandy clay below 18 SM-SC 108.0 104.3 102.6 100.6 112.6 105.1 7.5 6.2 5.7 10.7 11.2 5.7 Figure A-88 Log of Boring BM 35, page 1 of 2 CROR SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B... STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ^ ... CHUNK SAMPLE WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 DEPTH IH FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM35 ELEV. (MSL) 170 EQUIPMENT DATE COMPLETED 1/15/92 E-lOO BUCKET RIG guj- i u-« 2 \ ^ K§ UJ ^ o z 2 -I UJ ^ ffi 0. ff V H «u: UJ Q > CE • O UJ-^ 3 25 gz ^ o o - 30 MATERIAL DESCRIPTION BM35 1 TU7T Ty - 32 - - 34 - - 36 - 38 - 40 - 42 - 44 - h 46 - 48 - 50 - 52 - 54 - 56 BM35 -9 I BM35 • -10 I BM35 -11 I BM35 I -12 I BM35 i -13 M SM-SC Loose, damp, lighl brown, SUly, fine SAND: minor rootlets, abundant pinhole voids (Continued) 108.6 12.1 107.5 10.5 2 -Moderate seepage at 45 feel; sand becomes saturated 99.2 21.7 SM/SC DELMAR FORMATION Dense, damp to moist, light green, SUty/Clayey, fine SANDSTONE 18 BORING TERMINATED AT 56 FEET Figure A-89 Log of Boring BM 35, page 2 of 2 CROR SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE B ,,. STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) ^ ... CHUHK SAMPLE Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 BORING BM 36 ELEV. (MSL) 104 EQUIPMENT DATE COMPLETED 1/15/92 E-lOO BUCKET RIG UJ z 'if tf) UJ > I- -H Su. go yb tr ^ Q UJ 3 25 MATERIAL DESCRIPTION ALLUVIUM Soft, very moisl, dark brown, fine to medium Sandy CLAY; abundant rootlets IXJSH12 '104.3 22.2 Soft, saturated, medium brown. Clayey, fine SAND -Moderate seepage at 5 feet -Water table afler equalibrium at 8 feet Loose, saturated, medium brown. Silly, fine SAND -Heavy caving at 10 feet BORING TERMINATED AT 11 FEET DUE TO CAVING (SURFACE LOGGED) PUSH 12 •104.3 21.9 IUSH12 Figure A-90 Log of Boring BM 36, page 1 of 1 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE E... STANDARD PENETRATION TEST ^ ... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE HOTE: TKE LOG OF SUBSURFACE COHDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 DEPTH IH FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM 37 ELEV. (MSL) 117 EQUIPMENT DATE COMPLETED 1/15/92 E-lOO BUCKET RIG <t S \ f2§ ^23 UJ^ffi 0. ff w o yb tr^ 3 tf) S - 0 - 2 MATERIAL DESCRIPTION ~3M37-l - 4 - 3M37-2 - 6 - - 10 CL ALLUVIUM Soft, very moisl, dark brown, Sandy CLAY SM 2 IUSH12 '113.0 13.6 Loose, very moisl to saturated, medium brown. Silly, fine SAND -Moderate seepage at 7 feet -Water table after equalibrium at 9 feel; heavy caving BORING TERMINATED AT 10 FEET DUE TO CAVING (SURFACE LOGGED) IUSH12 Figure A-91 Log of Boring BM 37, page 1 of 1 CROR AMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST ^ ... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM 38 ELEV. (MSL) 262 EQUIPMENT DATE COMPLETED 1/17/92 E-lOO BUCKET RIG UJ asm S5 H Su. go >i tr • MATERIAL DESCRIPTION "3M38-1 3M38-: "3M38-; CL CL ^0 "feM38-' 12 14 - h 16 - "3M38- ~BM38- 20 "3M38-' - 22 - - 24 - "3M38-; 26 - SM-SC CL-SC - 28 SM TOPSOIL Sofl, very moist, dark brown, fine Sandy CLAY: abundant rootlets ANCIENT ALLUVIUM Sliff, moisl, Ught gray to orange- brown, fine Sandy CLAY Interbedded soft to medium sliff, moisl to very moisl, lighl green lo orange brown, fine Sandy CLAY and Clayey Hne SAND -Zones of dark gray to black organic clay 4 inches thick at 18 feet -Water table after equilibrium al 25 feet Loose, very moist to saturaieci, light brown, Silty, fine to medium SAND USHTTJ TTTT Medium dense to dense, damp to moist, light green to gray-brown, Silly/Clayey, fine SAND: orange staining, thinly bedded -Zones of silty, fine sand and sandy clay 116.2 112.5 IUSH12 T5CT '105.9 105.9 "OCT BORING TERMINATED AT 28 FEET DUE TO CAVING Figure A-92 Log of Boring BM 38, page 1 of 1 CROR Bc-A»:fr.TT- c^/»*n^T c- SAMPLING UNSUCCESSFUL B... STANDARD PENETRATION TEST W SAMPLE SYMBOLS 1 ^ ... DISTURBED OR BAG SAMPLE M ... CHUNK SAMPLE 1... DRIVE SAMPLE (UNDISTURBED) Z .,. UATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE COHDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AHD TIMES, PROJECT NO. 04787-12-01 4 DEPTH IH FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM 39 ELEV. (MSL) 357 EQUIPMENT DATE COMPLETED 1/20/92 E-lOO BUCKET RIG \ tf) z[[]3 U- > H tf) go yi tr • - 0 MATERIAL DESCRIPTION - 2 - - 4 - - 6 - 10 12 14 - - 16 - - 18 - - 20 - - 22 - - 24 - - 26 - - 28 - CL TOPSOIL Soft to medium stiff, very moist, medium to dark brown CLAY SC-CL SM-SC CL DELMAR FORMATION Medium dense, damp, lighl to medium green. Clayey, fine to medium SANDSTONE to fine to medium Sandy CLAYSTONE: abundant gypsum crystals and orange oxide staining -1 foot X 8 inch dissolution nodule with orange oxide rim surrounding light brown, clayey sand al 6 feel -Gradational contact at 9 feet De"nse', damp, lighf green, SUty/Clayey, fine to medium SANDSTONE -From 13.2 to 18 feet; pod shaped zones of orange to light brown, silty, fine lo medium sandstone, sand dikes and in- fillings -Near horizontal, irregular depositional/ erosional contact Hard, damp, fight to dark ^reen CLAYSTONE: shining parting surfaces with oxide staining, irregular zones of light green, silly fine sandstone and sandy claystone -At 17 feet; vertical sandstone crack filling approx. 3 inches wide and 3 feel long, undeformed, sharp waU contact with iron oxide staining -Becomes sandy al 23.5 feet -Becomes massive, blocky and fractured at 28 feet Figure A-93 Log of Boring BM 39, page 1 of 2 CROR r . wT^T c,^wr.^T c- n ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST W SAMPLE SYMBOLS I M ... DISTURBED OR SAG SAMPLE M ... CHUNK SAMPLE • DRIVE SAMPLE (UNDISTURBED) Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC SORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 it DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM39 ELEV. (MSL) 357 EQUIPMENT DATE COMPLETED 1/20/92 E-lOO BUCKET RIG gg': Hit « 2 \ 1-2 3 gKg 5^ffi fl. ff V > H Su. go yi tr a ujJJ 3 2I gz u - 30 MATERIAL DESCRIPTION 32 - 34 - 36 - 38 - 40 - h 42 - '44 - 46 - h 48 50 - 52 - 54 - - 56 - - 58 - ML .SM_ CL SM CL Dense, damp, light green, fine Sandy SILTSTONE with some fine sand -Near horizontal, irregular contact Dense, moist, Ught gray to light green, Silty, fine SANDSTONE -12 inch thick highly cemented concretion at 34.5 feel -Bedding Plane Fault from 35 to 35.6 feet; 12 inch thick zone of soft-loose, very moist, clayey sand-sandy clay, near horizontal orientation at 36.6 feet, sharp irregular contact between sandstone and claystone with poorly developed slip surface and undulatory dip, remolding 1/16 lo 1/2 inch thick, poorly (leveloped with fractured claystone below approx. N30E10SE Hard, damp to moist, medium green, fine to medium Sandy CLAYSTONE: fractured with slight seepage along fractures, less fractured very hard and no seepage below 40 feet -Gradation contact Dense, damp, Ught green, SUly, fine SANDSTONE -Slight seepage at 56 feel Becomes interbedded with hard, damp, light green CLAYSTONE BORING TERMINATED AT 60 FEET Figure A-94 Log of Boring BM 39, page 2 of 2 CROR A » *Tii r- o-i^x *Tl/-^T c D • - • SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST ^SAMPLE SYMBOLS j ^ ... DISTURBED OR BAG SAMPLE M ... CHUNK SAMPLE 1 ... DRIVE SAMPLE (UNDISTURBED) Z ... UATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING BM40 ELEV. (MSL) 280 EQUIPMENT DATE COMPLETED 1/2Q/92 E-lOO BUCKET RIG H S <r 2 \ a s tf) tf)^ gg uj-^ D: 25 gz ^ o u - 0 MATERIAL DESCRIPTION - 2 -BM40 i - -I - 4 - - 6 - BM40 -2 10 12 14 16 h 18 H 20 22 1-24-1 26 28 BM40 -3 BM40 -4 BM40 I -5 BM40 i -6 I BM40 -7 I SC SC-SM ALLUVIUM Loose, damp to moisl, dark brown. Clayey, fine SAND: abundant rootlets, voids, disseminated caliche Loose, damp, light brown, Silty/Clayey, fine to medium SAND; carbon flecks, some medium to coarse sand particles, yellow-orange-dark red staining, shell fragments -Becomes medium dense and moist at 13 feel -Zones of Clayey, fine lo medium sand and less dense below 27 feet 99.1 94.3 101.8 109.6 111.3 105.4 11.2 9.5 9.8 8.2 13.4 8.4 Figure A-95 Log of Boring BM 40, page 1 of 2 CROR PsAMPLE SYMBOLS ^ "' UNSUCCESSFUL E ... STANDARD PENETRATION TEST 1 ^ ... DISTURBED OR BAG SAMPLE ^ ... CHUNK SAMPLE 1,,. DRIVE SAMPLE (UNDISTURBED) Z ... WATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC SORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 DEPTH IN FEET SAMPLE HO. SOIL CLASS (USCS) BORING BM 40 ELEV. (MSL) 280 EQUIPMENT DATE COMPLETED 1/20/92 E-lOO BUCKET RIG gg^ H y H ^Kg gul go yb a 3 25 gz o 30 32 - 34 - 36 - 38 - 40 - [- 42 - MATERIAL DESCRIPTION BM40 -8 BM40 -9 BM40 -10 BM40 i -11 i SC-SM Loose, damp, lighl brown, Silly/Clayey, fine lo medium SAND; carbon flecks, some medium to coarse sand particles, yellow-orange-dark red staining, shell fragments (Continued) -Becomes saturated at 33 feet TUCT TCT IUSH12 ' 98.2 27.1 -Water level afler equaUbrium at 39 feel 108.7 19.1 CL DELMAR FORMATION Dense, moist, lighl gray, fine to medium, Sandy CLAY: heavy caving at 43 feet BORING TERMINATED AT 43 FEET DUE TO CAVING (SURFACE LOGGED) Figure A-96 Log of Boring BM 40, page 2 of 2 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR SAG SAMPLE E ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) S ... CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE IHDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IH FEET SAMPLE HO. SOIL CLASS (USCS) TRENCH TM 1 ELEV. (MSL) 495 EQUIPMENT DATE COMPLETED 11/13/91 JD 555 TRACKHOE g-- H Ul u HZ[L « 2 \ f K« UJ o 2 2-1 gaS >-H ^ H gul UJ • o yb tr^ Q ujb' 3 25 gz u 0 2 - - 4 - - 6 - MATERIAL DESCRIPTION TMI-I SC CL CL TOPSOIL Loose to medium dense, dry, grayish brown, fine Clayey SAND with some roots L Becomes stiff, damp, dark grayish brown, Sandy CLAY with desiccation cracks CL FORMATIONAL CREEP Stiff, moist, green to orangish green, fractured CLAY -Becomes less fractured at 5 feet -Very irregular Shear Zone 1/8 to 1/4 inch thick remolded clay, associated gypsum and chunks of sandstone -Subhorizontal contact DELMAR FORMATION Hard, dark green, slightly fractured CLAYSTONE TRENCH TERMINATED AT 9.5 FEET Figure A-97, Log of Trench TM 1 CROR 1 SAMPLE SYMBOLS ° - UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST ^ ... CHUNK SAMPLE • ... DRIVE SAMPLE (UNDISTURBED) Z .,, UATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUH HEREON APPLIES ONLY AT TKE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO SE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 2 ELEV. (MSL) 475 EQUIPMENT DATE COMPLETED 11/13/91 JD 555 TRACKHOE HOH K 5 u. H gu^ go • 0 2 - - 4 - - 6 - MATERIAL DESCRIPTION TM2-1 TM2-2 CH CL SI CL SC TOPSOIL Firm, dry to damp, dark grayish brown, Sandy CLAY wilh Utile roots and desiccation cracks FORMATIONAL CREEP Firm, moist, light grayish green, friable CLAY, highly fractured, remolded in places with some caliche Medium dense, moist, orangish brown, fine Clayey SAND -Contact N20W, 3-5SW L6A DELMAR FORMATION Hard, moisl, lighl grayish green CLAYSTONE: heavy iron staining along bedding planes and fractures Very dense, moisl, orangish brown, highly cemented fossiliferous SANDSTONE TRENCH TERMINATED AT 9 FEET Figure A-98, Log of Trench TM 2 CROR f SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE E... STANDARD PENETRATION TEST ^ ,,, CHUHK SAMPLE DRIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT TKE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES, PROJECT NO. 04787-12-01 4 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 3 ELEV. (MSL) 475 EQUIPMENT DATE COMPLETED 11/13/91 JD 555 TRACKHOE Z Ml ^ vt gsg > I- ^ w go yb a a - 0 MATERIAL DESCRIPTION 2 - 4 - 6 CL ALLUVIUM Sliff, damp to moist, brown to dark brown, Sandy CLAY; abundant rootlets, desiccation cracks at the surface, minor 1/4 to 1/2 inch angular rock fragments SM DELMAR FORMATION Medium dense, damp lo moist, light brown to gray, fine to medium Silty SANDSTONE: abundant orange oxide veinlets, caliche veinlets, fractures TRENCH TERMINATED AT 6 FEET Figure A-99, Log of Trench TM 3 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL OISTURBED OR BAG SAMPLE B ... STANDARD PENETRATION TEST 0 ... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE COHDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC SORING OR TRENCH LOCATION AND AT TKE DATE INDICATED. IT IS HOT WARRAHTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 4 ELEV. (MSL) 410 EQUIPMENT DATE COMPLETED 11/13/91 JD 555 TRACKHOE 2o^: sl^ H2§ ^Kg 5gd a « > M go yb tr ^ a - 0 MATERIAL DESCRIPTION - 2 - - 4 - - 6 - CL ALLUVIUM Sliff, damp lo moist, brown to dark brown, Sandy CLAY: abundant rootlets up to 1/4 inch desiccation cracks at the surface, pockets of medium to coarse sand, upper 1 foot dry CL-CH DELMAR FORMATION Hard, damp, gray CLAYSTONE: fractured orange and yellow oxide infillings TRENCH TERMINATED AT 7.5 FEET Figure A-lOO, Log of Trench TM 4 CROR SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE E .,. STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) ^ .,, CHUNK SAMPLE Z ... UATER TABLE OR SEEPAGE NOTE: TKE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO SE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 5 ELEV. (MSL) 365 EQUIPMENT DATE COMPLETED 11/13/91 JD 555 TRACKHOE gtu'' o H23 gKg 5^m n ff w y UJ o 25 gz O - 0 MATERIAL DESCRIPTION \- 2 - 4 - 6 - - 10 - - 12 - CL CL CH ALLUVIUM Firm, damp, dark brown, Sandy CLAY: abundant rootlets, desiccation cracks al the surface, slumping LANDSLIDE DEBRIS/COLLUVIUM Firm lo soft, moist to wet, orange lo greenish orange CLAY: abundant gypsum crystals, black oxide staining, shiny parting surfaces, very disturbed appearance, rootlets. Becomes gray in color wilh gypsum and oxide staining DELMAR FORMATION Stiff to hard, moist gray CLAYSTONE: highly fractured. Excavates to 1 to 5 inch angular blocks, shiny parting surfaces, orange oxide staining along fractures TRENCH TERMINATED AT 13 FEET Figure A-101, Log of Trench TM 5 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE B ... STANDARD PENETRATION TEST M ^ ... CHUNK SAMPLE Z DRIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 6 ELEV. (MSL) 380 EQUIPMENT DATE COMPLETED 11/13/91 JD 555 TRACKHOE gg-: H y H a s tf) UJ UJ $ ffi 0. ff >^ H UJ • tr a UJ c; 25 gz u MATERIAL DESCRIPTION - 10 SC CL CL-CH TOPSOIL Loose, damp, grayish brown, fine Clayey SAND with some cobbles and roots LANDSLIDE DEBRIS Firm, moist, greenish gray, friable CLAY wilh lenses of light brown Clayey SAND and caliche -Irregular contact N60W, 8SW DELMAR FORMATION Sliff, moisl, lighl grayish green CLAYSTONE: moderately fractured iron staining along the joints- irregular pattern TRENCH TERMINATED AT 10 FEET Figure A-102, Log of Trench TM 6 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE B ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) ^ ... CHUNK SAMPLE Z ,.. WATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE COHDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT TKE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 7 ELEV. (MSL) 425 EQUIPMENT DATE COMPLETED 11/13/91 JD 555 TRACKHOE H23 UJ S p m go yi tr Q 25 gz u - 0 MATERIAL DESCRIPTION - 2 - - 4 - - 6 - SC SC ML TOPSOIL Loose, damp, dark grayish brown, fine Clayey SAND with some roots ALLUVIUM Loose to medium dense, medium grayish brown, fine, Clayey SAND with chunks of green claystone and fossUiferous cemented sandstone -Irregular contact N50E, 25NW DELMAR FORMATION Very dense, damp, light gray SILTSTONE wilh iron staining along fractures TRENCH TERMINATED AT 9 FEET Figure A-103, Log of Trench TM 7 CROR SAMPLE SYMBOLS n .,, SAMPLING UNSUCCESSFUL DISTURBED OR SAG SAMPLE B... STANDARD PENETRATION TEST ^ ... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC SORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIOHS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IH FEET SAMPLE HO. SOIL CLASS (USCS) TRENCH TM 8 ELEV. (MSL) 356 EQUIPMENT ____ DATE COMPLETED 11/14/91 JD 555 TRACKHOE gg^ "it H23 z«3 5^0 a °^ - H _ H gu. go yi tr o UJ^ 3 25 gz u - 0 MATERIAL DESCRIPTION 2 - 4 - 6 - CL TOPSOIL Firm, dry, dark brown, Sandy CLAY; abundant rootlets, desiccation cracks -Becomes moist to wet, gravelly at 2.5 feet »>>>•••< >»»w< »>> • • • • • GC LUSARDI FORMATION Dense, moisl, yellow to brown CONGLOMERATE, highly weathered cobbles with clayey sand matrix, boulders up to 12 inches in diameter TRENCH TERMINATED AT 9 FEET Figure A-104, Log of Trench TM 8 CROR 1 SAMPLE SYMBOLS °- ^AMPLIHG UNSUCCESSFUL ^ ... OISTURBED OR SAG SAMPLE B.. 0.. . STANDARD PENETRATION TEST 1 .,, DRIVE SAMPLE (UNDISTURBED) . CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-0! DEPTH IH FEET SAMPLE HO. SOIL CLASS (USCS) TRENCH TM 9 ELEV. (MSL) 333 EQUIPMENT ____ DATE COMPLETED 11/14/91 JD 555 TRACKHOE UJ 23 Kg UJ JS U. tf) gci yi tr Q ' 0 MATERIAL DESCRIPTION 2 - 4 - 6 - CL »>"•••••• »X*X***o' GC TOPSOIL Firm, dry, dark brown, Sandy CLAY; abundant rootlets, 1/4 to 1/2 inch rock fragments, desiccation cracks -Moist to wet clay, caliche at 1 foot LUSARDI FORMATION Dense, moisl, yellow to orange brown CONGLOMERATE: 2 lo 6 inch highly weathered cobbles, fine lo coarse clayey, sandy matrix, some 6 to 8 inch igneous clasts TRENCH TERMINATED AT 8 FEET Figure A-105, Log of Trench TM 9 CROR SAMPLE SYMBOLS • ... SAMPLIHG UNSUCCESSFUL DISTURBED OR SAG SAMPLE B... STANDARD PENETRATION TEST ^ ... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIOHS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE OATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 SAMPLE HO. SOIL CLASS (USCS) TRENCH TM 10 ELEV. (MSL) 370 EQUIPMENT DATE COMPLETED 11/14/91 JD 555 TRACKHOE Ul ^ IN K" Kg gg > H z^ go yi tr^ • UJS 3 25 gz o MATERIAL DESCRIPTION - 2 - 10 - - 12 CL TOPSOIL Firm, damp, dark grayish brown, Sandy CLAY with desiccation cracks -Becomes moist at 2 feet 108.6 13. CL LANDSLIDE DEBRIS Hard, moist, green to greenish brown, fractured, blocky CLAYSTONE. with heavy iron staining and caliche in places TRENCH TERMINATED AT 12 FEET Figure A-106, Log of Trench TM 10 CROR IsAMPLE SYMBOLS ° - '''''''' UNSUCCESSFUL T ^ ... DISTURBED OR BAG SAMPLE E. 0. . STANDARD PENETRATION TEST 1 ... DRIVE SAMPLE (UNDISTURBED) . CHUNK SAMPLE Z ,,. WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIOHS SHOUH HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 TRENCH TM 11 ELEV. (MSL) 395 EQUIPMENT DATE COMPLETED 11/14/91 JD 555 TRACKHOE tr s > H gu: UJ • >-5: tr • MATERIAL DESCRIPTION TOPSOIL Firm, dry to damp, dark brown, Sandy CLAY with some rootlets LANDSLIDE DEBRIS Medium dense, damp, medium brown, fine Clayey SAND -Abundance of caliche filled fractures from 4 to 7 feet Dense, damp to moist, light brownish green, fine, Silty SANDSTONE: blocky -Krotovina from 8 to 10 feet -Bedding NIOW, 23NE at 11 feet -Concretion of well cemented fossiliferous sandstone near refusal at 12 feet TRENCH TERMINATED AT 13 FEET Figure A-107, Log of Trench TM 11 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED) ^ ... CHUNK SAMPLE Z ... UATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE COHDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AHD TIMES. 1- s a o < Z t- £«. U 2 Z < e V e 1= c E .2P ^ >s e c V Q Z o < O u. a£ < .J u a •3 V e .2 « E O N IS fin * O 3 10 a z < , >. oo - rs "BO 'S 5 - ir e c .iS ^ i IS. -s Js . < _ u 11 i| >2 sa bl a Ul z 2 z OA Q ^ Z o < = = I ^ i JS « .!£ V » .> PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 13 ELEV. (MSL) 326 EQUIPMENT DATE COMPLETED 11/15/91 JD 555 TRACKHOE UJ , IN Kg gs >- go - 0 MATERIAL DESCRIPTION - 2 - - 4 - - 6 - CL CL GC TOPSOIL Firm, dry lo damp, dark grayish brown, Sandy CLAY with little roots COLLUVIUM Stiff, moist, dark brown, Sandy CLAY with Utile gravel LUSARDI FORMATION Dense to very dense, moist, orangish brown to light greenish brown CONGLOMERATE with clayey sand matrix. Boulders up lo 24 inch diameter consisting of moderately fresh lo highly weathered granitic and volcanic rocks TRENCH TERMINATED AT 9 FEET Figure A-109, Log of Trench TM 13 CROR 1 SAMPLE SYMBOLS °- SAMPLING UNSUCCESSFUL T m ... DISTURBED OR BAG SAMPLE B.. 0.. . STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED) . CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 14 ELEV. (MSL) 318 EQUIPMENT DATE COMPLETED 11/15/91 JD 555 TRACKHOE UJ . (0 gs Su. go yi tr^ Q UJS 3 25 gz u 0 2 - 4 - - 6 - MATERIAL DESCRIPTION 10 12 'l4 CL TOPSOIL Firm, dry, dark grayish brown, Sandy CLAY -Becomes damp to moisl at 2.5 feel SM-SC CL GC LANDSLIDE DEBRIS Loose lo medium dense, moist, yellowish brown, fine to medium, Silty SAND and Clayey SAND Stiff, moisl, greenish brown to gray CLAY to Sandy CLAY remolded in places with some carbon particles and abundance of caliche from 5.5 to 7 feet LUSARDI FORMATION Dense, moist, light grayish brown, CONGLOMERATE wilh sandy clay matrix with highly weathered cobbles from 9 to 11 feel -Large weathered boulders up to 24 inch in diameter TRENCH TERMINATED AT 15 FEET Figure A-110, Log of Trench TM 14 CROR IsAMPLE SYMBOLS ° - '~ UNSUCCESSFUL T ^ ... DISTURBED OR SAG SAMPLE E. 0. . STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED) . CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT TKE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 15 ELEV. (MSL) 325 EQUIPMENT DATE COMPLETED 11/15/91 JD 555 TRACKHOE H U. \ tf) 3 • UJ id a. " t- ^ H go yi a a 3 2I gz ^ o o - 0 MATERIAL DESCRIPTION - 2 - - 4 - - 6 - CL CL GC TOPSOIL Firm, dry, dark grayish brown, Sandy CLAY: abundant rootlets, desiccated -Becomes damp to moist at 2 feet LANDSLIDE DEBRIS Stiff, moisl to very moist, dark brown, Sandy CLAY: -Caliche from 3.5 to 5 feet -2 lo 4 inch layer gray, moist to very moisl clay at 4.5 feet LUSARDI FORMATION Dense, moist, orange brown to olive green, Cobbly CONGLOMERATE wilh sandy clay matrix -Becomes very dense, damp and gray at 7.5 feel TRENCH TERMINATED AT 9 FEET Figure A-111, Log of Trench TM 15 CROR IsAMPLE SYMBOLS ° - '''''''' UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE E. .. STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) .. CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC SORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRAHTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AHD TIMES, PROJECT NO. 04787-12-01 4 DEPTH IH FEET SAMPLE HO. SOIL CLASS (USCS) TRENCH TM 16 ELEV. (MSL) 345 EQUIPMENT DATE COMPLETED 11/15/91 JD 555 TRACKHOE g>" S o f K ^K a. °= >- M go Q: ^ • uj*5 a 25 0 2 - 4 - - 6 - MATERIAL DESCRIPTION - 16 10 12 14 A CL CL CL-CH SC TOPSOIL Firm, dry, dark grayish brown, Sandy CLAY; abundant rootlets, desiccated, gypsum flecks LANDSLIDE DEBRIS Medium stiff, moist to very moist, orange brown lo light green, Sandy CLAY: mottled appearance Becomes light lo dark green CLAY: disseminated gypsum -Dark olive green clay; mottled orange and green from 8 to 10 feel -Abundant carbon particles at 10 feet -Becomes hard, damp, green clay; very blocky at U.S feel Becomes very dense, light gray. Clayey SANDSTONE TRENCH TERMINATED AT 16 FEET Figure A-112, Log of Trench TM 16 CROR IsAMPLE SYMBOLS ° - ''''''''' UNSUCCESSFUL ] ^ ... DISTURBED OR SAG SAMPLE E... STANDARD PENETRATION TEST ^ ... CHUNK SAMPLE • DRIVE SAMPLE (UNDISTURBED) Z ,,, UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IH FEET SAMPLE HO. SOIL CLASS (USCS) TRENCH TM 17 ELEV. (MSL) 305 EQUIPMENT DATE COMPLETED 11/15/91 JD 555 TRACKHOE UJ IN tf) g gs >- Su. go yb tr Q UJ^ 3 25 0 2 - - 4 - - 6 - MATERIAL DESCRIPTION TOPSOIL Firm, dry, grayish brown, Sandy CLAY CL CL DELMAR FORMATION Sliff to hard, damp to moist, medium gray, Sandy to slightly sandy CLAYSTONE: iron Staining -Trace of shells at 4 feel -Becomes moderately cemented al 5 feet TRENCH TERMINATED AT 7 FEET Figure A-113, Log of Trench TM 17 CROR IsAMPLE SYMBOLS E'- s^^^^^^'^ ™SSFUL T ^ ... DISTURBED OR BAG SAMPLE B„ 0.. . STANDARD PENETRATION TEST |... DRIVE SAMPLE (UNDISTURBED) . CHUNK SAMPLE Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 18 ELEV. (MSL) 350 EQUIPMENT ____ DATE COMPLETED 11/15/91 JD 555 TRACKHOE UJ it as yb a UJ2 3 25 gz u MATERIAL DESCRIPTION 10 12 CL TOPSOIL Firm, dry, grayish brown, Sandy CLAY wilh desiccation cracks -Becomes moist at 2 feel CL-CH LANDSLIDE DEBRIS Firm, moist, green to yellowish green, blocky CLAY to Sandy CLAY laminated with carbon particles and abundance of gypsum crystals -Minor slip plane 1/8 inch thick, subhorizontal al 7 feet TX" CH Becomes medium pinkish gray, Sandy, Silly CLAY with lenses of clayey sand with carbon particles -Slip plane subhorizontal DELMAR FORMATION Hard, damp, green, blocky CLAYSTONE TRENCH TERMINATED AT 13 FEET t Figure A-114, Log of Trench TM 18 CROR IsAMPLE SYMBOLS ° - ^^^^'"^ I ^ ... DISTURBED OR BAG SAMPLE E. 0. .. STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) .. CHUNK SAMPLE Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC SORING OR TRENCH LOCATION AND AT THE DATE IHDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AHD TIMES. PROJECT NO. 04787-12-01 TRENCH TM19 ELEV. (MSL) 340 EQUIPMENT DATE COMPLETED 11/15/91 JD 555 TRACKHOE UJ . |N 23 Ko UJ ffi tr "z UJ • yb tr o 3 25 gz u MATERIAL DESCRIPTION TOPSOIL Firm, dry to humid, dark grayish brown, Sandy CLAY with desiccation cracks LANDSLIDE DEBRIS Medium dense, moisl, yellowish brown, fine to medium. Clayey SAND wilh trace of carbon particles Firm, moist, light green to gray, slightly sandy CLAY to CLAY wilh some gypsum and carbon particles -Irregular contact LUSARDI FORMATION Dense lo very dense, damp, orangish brown CONGLOMERATE wilh clayey sand matrix, boulders up to 18 inches in diameter at various stages of weathering TRENCH TERMINATED AT 12 FEET 111.5 17.3 Figure A-115, Log of Trench TM 19 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE E... STANDARD PENETRATION TEST 0 ... CHUHK SAMPLE DRIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORIHG OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE HO. SOIL CLASS (USCS) TRENCH TM 20 ELEV. (MSL) 345 EQUIPMENT DATE COMPLETED 11/15/91 JD 555 TRACKHOE IN 2§ Kg gs go yb tr a 3 2^ gz o 0 2 - 4 - - 6 - MATERIAL DESCRIPTION - 10 - - 12 CL V CL-CH CL TOPSOIL Firm, dry to damp, dark grayish brown, Sandy CLAY with desiccation cracks -Becomes moist at 2 feet LANDSLIDE DEBRIS Stiff, moist, light grayish green, mottled slightly sandy lo Sandy CLAY DELMAR FORMATION Very sliff, damp lo moist, grayish green, slightly sandy CLAY with scattered iron staining -Becomes hard at 9 feel TRENCH TERMINATED AT 12 FEET Figure A-116, Log of Trench TM 20 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE E ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) ^ ... CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE COHDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES, PROJECT NO. 04787-12-01 4 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 21 ELEV. (MSL) 378 EQUIPMENT ______ DATE COMPLETED 11/18/91 JD 555 TRACKHOE tf) in "g tf) s Q yb tr ^ o 3 25 gz o MATERIAL DESCRIPTION 10 12 'l4 CL SM CH CL-CH TOPSOIL Firm, dry lo humid, dark grayish brown, Sandy CLAY -Becomes stiff, damp at 2 feet LANDSLIDE DEBRIS Loose lo humid, yellowish brown, fine lo medium, SUty SAND wilh trace of fossils, some caliche and gypsum Firm, moist, green to orangish green, friable CLAY wilh isolated remolded surfaces, carbon particles and gypsum crystals -1/4 inch, very moist, light green, remolded clay seam N60W, 35NE at 9 feet DELMAR FORMATION Stiff lo hard, moist, light green, blocky CLAYSTONE. randomly slicken- sided iron staining along fractures -Becomes hard al 11 feet TRENCH TERMINATED AT 14 FEET Figure A-117, Log of Trench TM 21 CROR SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST 0 ... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORIHG OR TREHCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 DEPTH IH FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 22 ELEV. (MSL) 365 EQUIPMENT DATE COMPLETED 11/18/91 JD 555 TRACKHOE 2S3 UJ ^ ffi > H gul go Ul^ 3 25 gz o 0 2 - 4 - - 6 - MATERIAL DESCRIPTION 10 12 'l4 -I - 16 CL TOPSOIL Firm, damp, very dark brown, Sandy CLAY -Becomes moist at 2 feet VIL-CL LANDSLIDE DEBRIS Medium dense, moist, very lighl green, clayey SILT with chunks of claystone SC CL DELMAR FORMATION Dense to very dense, Ught grayish brown, fine to medium, clayey SANDSTONE, with chunks of green claystone Becomes hard, moist, gray, Sandy CLAYSTONE with some slickensided surfaces -Conglomerate layer, cemented N30E, 18NW from 13 lo 14 feet TRENCH TERMINATED AT 16 FEET Figure A-118, Log of Trench TM 22 CROR IsAMPLE SYMBOLS ° - UNSUCCESSFUL 1 ^ ... DISTURBED OR SAG SAMPLE E. , STANDARD PENETRATION TEST 1 ... DRIVE SAMPLE (UNDISTURBED) . CHUHK SAMPLE Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE COHDITIONS SHOWN HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE IHDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 23 ELEV. (MSL) 435 EQUIPMENT DATE COMPLETED 11/18/91 JD 555 TRACKHOE UJ . z^^ IN 2§ ^3 m tr " > H _ l-l mu. go yi tr ^ Q 01^ 3 25 gz u - 0 MATERIAL DESCRIPTION 2 - 4 - 6 - CL TOPSOIL Firm, dry to damp, dark brown to orange, Sandy CLAY: minor rootlets, desiccation cracks -Becomes moist at 1.5 feel SM DELMAR FORMATION Dense, damp to moist, orange brown, fine to medium Silty, SAND; orange- dark red oxide stains -Becomes lighl gray to light tan at 6.5 feet TRENCH TERMINATED AT 9 FEET Figure A-119, Log of Trench TM 23 CROR IsAMPLE SYMBOLS ° - '''''''' UNSUCCESSFUL I M... DISTURBED OR BAG SAMPLE B ... STANDARD PENETRATION TEST 0 ,.. CHUNK SAMPLE • DRIVE SAMPLE (UNDISTURBED) Z ... WATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS HOT WARRAHTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 DEPTH IH FEET SAMPLE HO. SOIL CLASS (USCS) TRENCH TM 24 ELEV. (MSL) 470 EQUIPMENT DATE COMPLETED 11/18/91 JD 555 TRACKHOE tf) Kg gs t- ^ M go yi tr Q Uli< 3 25 gz O - 0 MATERIAL DESCRIPTION 2 - 4 - 6 - CL SM TOPSOIL Firm, dry to damp, dark brown, Sandy CLAY: minor rootlets voids, orange oxide stained fragments DELMAR FORMATION Interbedded dense, damp, light yellowish brown, fine to medium Silty SANDSTONE and hard, damp, oUve green CLAYSTONE: oxide staining -Becomes lighl gray, Silty, fine to medium SANDSTONE: 6 lo 8 inches thick highly cemented concretions at 4.5 feet TRENCH TERMINATED AT 8 FEET Figure A-120, Log of Trench TM 24 CROR IsAMPLE SYMBOLS ° - '''''''' UNSUCCESSFUL ] ^ ... DISTURBED OR BAG SAMPLE E... STANDARD PENETRATION TEST 0 ... CHUHK SAMPLE 1... DRIVE SAMPLE (UNDISTURBED) Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT TKE DATE INDICATED. IT IS NOT UARRANTED TO SE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 )EPTH IN FEET SAMPLE NO. Q: y UJ a H o - go yi tr a iii^ 3 25 0 2 - - 4 - - 6 - MATERIAL DESCRIPTION CL GC TOPSOIL Firm, dry to moist, very dark brown, Sandy CLAY with some cobbles LUSARDI FORMATION Dense, moisl, reddish brown, Cobbly CONGLOMERATE wilh clayey sand matrix, boulders up to 18 inches; weathered -Becomes very dense, rock fragments and various stages of weathering at 5 feel TRENCH TERMINATED AT 7 FEET Figure A-121, Log of Trench TM 25 CROR IsAMPLE SYMBOLS ° - '"^''''^ UNSUCCESSFUL ^ ^ ... DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST 0 ... CHUNK SAMPLE 1... DRIVE SAMPLE (UNDISTURBED) Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE COHDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 TRENCH TM 26 ELEV. (MSL) 255 EQUIPMENT DATE COMPLETED 11/18/91 JD 555 TRACKHOE K§ Kg gs > H Su. go yi tr ^ o MATERIAL DESCRIPTION ALLUVIUM Firm, dry, very dark brown, Sandy CLAY Becomes, firm, moist, dark brown, Sandy CLAY with trace of fine gravel Becomes firm, moisl, medium brown and gray, fine to coarse Clayey SAND Becomes firm, moist lo very moist, dark brownish gray, Sandy CLAY with trace of fine gravel Becomes loose to medium dense, wet, grayish brown, Clayey SILT and SAND, laminated with carbon particles Becomes medium dense, saturated, medium brown, fine to medium Clayey SAND, laminated wilh gray sandy sill -Water table al 13 feel LUSARDI FORMATION Dense, saturated, medium brown. Clayey SAND with cobbles and boulders TRENCH TERMINATED AT 15 FEET Figure A-122, Log of Trench TM 26 CROR ^SAMPLE SYMBOLS ° - ''''''''' UNSUCCESSFUL W ^ ... DISTURBED OR BAG SAMPLE B.. 0.. . STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED) . CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 TRENCH TM 27 ELEV. (MSL) 263 EQUIPMENT DATE COMPLETED 11/18/91 JD 555 TRACKHOE u. \ tf) 3 O UJ d a. " tf) >- S.L UJ • yb tr ^ Q UJ 25 MATERIAL DESCRIPTION TOPSOIL/ALLUVIUM Firm, dry lo humid, very dark gray to black CLAY with some voids and little gravel FILL Loose to medium dense, moist, yellowish brown, fine to medium Clayey SAND wilh some gravel ALLUVIUM Firm, moist, grayish brown, Sandy CLAY wilh some cobbles and gravel -Becomes less graveUy and laminated at 7 feet Becomes medium dense, very moist, very dark greenish gray. Clayey SILT with Utile gravel LUSARDI FORMATION Dense to very dense, moist to wet, reddish brown CONGLOMERATE wilh clayey sand matrix, boulders up to 24 inches in diameter ( _ TRENCH TERMINATED AT 14 FEET Figure A-123, Log of Trench TM 27 CROR IsAMPLE SYMBOLS ° - UNSUCCESSFUL 1 ^ ... DISTURBED OR BAG SAMPLE B... 0... STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED) CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE CONDITIOHS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC SORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 JEPTH IN FEET SOIL CLASS (USCS) TRENCH TM 28 ELEV. (MSL) 257 EQUIPMENT DATE COMPLETED 11/18/91 JD 555 TRACKHOE UJ , it > I- -H Su: go yi tr^ a UJ2 3 25 gz o 0 2 f- 4 -i MATERIAL DESCRIPTION TM28-1 - 6 10 12 GC ALLUVIUM Loose, dry to damp, grayish brown. Clayey SAND with some voids Firm, damp, dark grayish brown, Sandy CLAY Becomes medium dense, moist, medium grayish brown. Clayey SAND wilh little gravel -Boulder 28 inches in diameter at 4 feet -Becomes slightly gravelly al 6 feet LUSARDI FORMATION Very dense, moist, very lighl green. Cobble and Boulder CONGLOMERATE with sandy clay matrix -Boulders up lo 10 inches in diameter al various stages of weathering TRENCH TERMINATED AT 13 FEET Figure A-124, Log of Trench TM 28 CROR ^SAMPLE SYMBOLS ° - UNSUCCESSFUL W ^ ... DISTURBED OR BAG SAMPLE B.. 0.. . STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED) . CHUNK SAMPLE Z ,,. WATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE IHDICATED. IT IS HOT WARRAHTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 EPTH IH FEET SAMPLE HO. SOIL CLASS (USCS) TRENCH TM 29 ELEV. (MSL) 275 EQUIPMENT DATE COMPLETED 11/17/91 JD 555 TRACKHOE UJ z z 23 Kg y 1- ^ M Su^ go yi tr ^ • uj^; 3 25 gz ^ o o - 0 MATERIAL DESCRIPTION h 2 -i 4 6 - 10 CL-SC ALLUVIUM Soft, wet, grayish brown, Sandy CLAY interbedding wilh Clayey SAND -Becomes saturated at 2 feet -Becomes cobbly, very heavy seepage at 4 feet GC LUSARDI FORMATION Dense, saturated, light greenish brown. Cobble CONGLOMERATE with clayey sand matrix -Heavy seepage from 4 lo 7 feel -Becomes wet, wilh boulders up to 18 inches in diameter at 7 feet TRENCH TERMINATED AT 10 FEET Figure A-125, Log of Trench TM 29 CROR IfeAMPLE SYMBOLS ° - '''''''' UNSUCCESSFUL Y ^ ... DISTURBED OR BAG SAMPLE B. 0. . STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED) . CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORIHG OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO SE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 SOIL CLASS (USCS) TRENCH TM 30 ELEV. (MSL) 295 EQUIPMENT DATE COMPLETED 11/17/91 JD 555 TRACKHOE UJ . o J |N 23 ffi >- tf) go yb tr • uj-5 i 25 MATERIAL DESCRIPTION CL ALLUVIUM Firm, dry to humid, medium brown, Sandy CLAY wilh some roots -Becomes damp at 2 feet GC LUSARDI FORMATION Very dense, moisl, very Ught green. Cobble CONGLOMERATE with sandy clay matrix. Isolated slickensided surface wilhin the matrix TRENCH TERMINATED AT 9 FEET Figure A-126, Log of Trench TM 30 CROR IsAMPLE SYMBOLS ° - ^^^^'^'^ UNSUCCESSFUL W ^ ... DISTURBED OR BAG SAMPLE E,,, STANDARD PENETRATION 0 ,., CHUHK SAMPLE TEST 1 . z. .. DRIVE .. UATER SAMPLE (UNDISTURBED) TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUH HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE IHDICATED. IT IS NOT WARRAHTED TO BE REPRESENTATIVE OF SUBSURFACE COHDITIONS AT OTHER LOCATIONS ANO TIMES. PROJECT NO. 04787-12-01 lEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 31 ELEV. (MSL) 293 EQUIPMENT DATE COMPLETED 11/19/91 JD 555 TRACKHOE tr z y DENSIT UJ^ 3 25 yb tr gz • o - 0 MATERIAL DESCRIPTION 2 - 4 - 6 - 10 - 12 - 14 - - 16 CL-SC SP-CL TOPSOIL Firm, dry to humid, dark brown, Sandy CLAY to Clayey SAND SURFICIAL LANDSLIDE DEBRIS Alternating dense, moist, very lighl greenish brown, fine to medium SAND to slightly clayey SAND and green CLAYSTONE CL Very stiff lo hard, moisl, grayish green, blocky CLAYSTONE -Shear plane, wet, green clay, dipping south 1/4 inch al 12 feet -Shear plane, wet, green-gray clay, subhorizontal at 13,5 feet -Becomes very hard and blocky at 15 feet TRENCH TERMINATED AT 16 FEET Figure A-127, Log of Trench TM 31 CROR ksAMPLE SYMBOLS ° - '''''''' UNSUCCESSFUL W ^ ... DISTURBED OR BAG SAMPLE E... STANDARD PENETRATION TEST 0 ... CHUNK SAMPLE • ... DRIVE SAMPLE (UNDISTURBED) Z ... UATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE CONDITIOHS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 TRENCH TM 32 ELEV. (MSL) 272 EQUIPMENT ____ DATE COMPLETED 11/19/91 JD 555 TRACKHOE SS >- H Su. go yb tr ^ Q tii>5 3 2I gz o MATERIAL DESCRIPTION TOPSOIL Firm, dry, dark gray brown, Sandy CLAY -Becomes wet at 1.5 feel COLLUVIUM Stiff, damp to moist, dark grayish brown, Sandy CLAY wilh little caliche SURFICIAL LANDSLIDE DEBRIS Firm, moist, greenish brown, Sandy CLAY with pockets of clayey sand -Abundance of carbon from 8 to 9.5 feet Becomes stiff, orangish green, Sandy CLAY and Clayey SAND wilh some caliche -Light seepage at 14.5 feel TRENCH TERMINATED AT 15 FEET Figure A-128, Log of Trench TM 32 CROR i SAMPLE SYMBOLS ° ''' '''''''' UNSUCCESSFUL W ^ ... DISTURBED OR BAG SAMPLE B. 0. . STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED) . CHUNK SAMPLE Z .,. UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE IHDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 EPTH IH FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 33 ELEV. (MSL) 290 EQUIPMENT DATE COMPLETED 11/19/91 JD 555 TRACKHOE >- ^- « M Sul go yi tr • UJ X 3 25 MATERIAL DESCRIPTION - 10 - - 12 CL ALLUVIUM Firm, dry, dark grayish brown, Sandy CLAY; minor rootlets -Becomes moist to very moisl, disseminated caliche at 2 feet CL Stiff, moist, gray, Sandy CLAY; caliche orange/red oxide staining CL DELMAR FORMATION Hard, damp, gray CLAYSTONE: fractured, blocky, disseminated gypsum, fractures SM Dense, damp, lighl brown, Silty, fine lo medium SANDSTONE TRENCH TERMINATED AT 12 FEET Figure A-129, Log of Trench TM 33 CROR SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED) ^ ... CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORIHG OR TRENCH LOCATION AND AT THE OATE INDICATED. IT IS NOT WARRANTED TO SE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 'DEPTH IN FEET SAMPLE HO. SOIL CLASS (USCS) TRENCH TM34 ELEV. (MSL) 255 EQUIPMENT DATE COMPLETED 11/19/91 JD 555 TRACKHOE tf) o UJ sj a. " y Su: UJ a yb tr ^ o UJ^$ 3 25 0 2 - - 4 - - 6 - MATERIAL DESCRIPTION 10 - 12 - 14 - CL CL ALLUVIUM Firm, dry, grayish brown, Sandy CLAY: abundant rootlets -Becomes moisl lo very moist, disseminated caliche at 2 feet DELMAR FORMATION Stiff, moist, light gray, Sandy CLAYSTONE: light gray brecciated, fractured, blocky, pockets of orange oxide staining -Becomes hard and damp at 11 feet TRENCH TERMINATED AT 15 FEET Figure A-130, Log of Trench TM 34 CROR ^SAMPLE SYMBOLS °- SAMPLING UNSUCCESSFUL r ^ ... DISTURBED OR BAG SAMPLE B. 0. .. STANDARD PENETRATION TEST 1 ... DRIVE SAMPLE (UNDISTURBED) .. CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO SE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES. PROJECT NO. 04787-12-01 4 EPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM35 ELEV (MSL) 278 EQUIPMENT DATE COMPLETED 11/19/91 JD 555 TRACKHOE tf) Su. go yi tr ^ Q MATERIAL DESCRIPTION - 10 - - 12 14 - CL CL CH TOPSOIL Firm, dry lo humid, dark grayish brown, Sandy CLAY -Firm, moist, dark brown at 1.5 feet LANDSLIDE DEBRIS Firm, moist to wet, brownish green, Sandy CLAY with chunks of claystone and a pocket of fine to coarse sand and a little gravel, trace of carbon particles and caliche along fractures DELMAR FORMATION Hard, moist, dark grayish green, blocky CLAYSTONE -Abundance of slickensided surfaces dipping 10 to 30 degrees NE al 12.5 feel TRENCH TERMINATED AT 15 FEET Figure A-131, Log of Trench TM 35 CROR bSAMPLE SYMBOLS °- SAMPLING UNSUCCESSFUL W S ... DISTURBED OR BAG SAMPLE E... STANDARD PENETRATION TEST 0 ... CHUNK SAMPLE 1 ... DRIVE SAMPLE (UNDISTURBED) Z ,,, WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED, IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES, PROJECT NO. 04787-12-01 3EPTH IH FEET SAMPLE HO. SOIL CLASS (USCS) TRENCH TM36 ELEV. (MSL) 250 EQUIPMENT DATE COMPLETED 11/19/91 JD 555 TRACKHOE g^ 2o <r tf) ^ Kg gs >- go yb tr o uj-j 3 25 - 0 MATERIAL DESCRIPTION I- 2 - 4 - 6 - h 10 - ^rM36-l 12 - 14 -I 16 SC-CL SM-SC CL-SC TOPSOIL Stiff, dry to humid, dark grayish brown, Sandy CLAY lo clayey SAND -Becomes moist at 2 feet LANDSLIDE DEBRIS Loose to medium dense, moist, yellowish green, fine SUty SAND, becomes Clayey sand in places, highly weathered with abundance of caliche and iron staining and voids -Pocket of old topsoil at 10 feel Becomes light green. Clayey SAND to Sandy CLAY -Pieces of weathered, fossUiferous sandstone at 15.5 feet TRENCH TERMINATED AT 16 FEET Figure A-132. Log of Trench TM 36 CROR i SAMPLE SYMBOLS ° '" ~' UNSUCCESSFUL J ^ ... DISTURBED OR BAG SAMPLE B ... STANDARD PENETRATION TEST 0 ... CHUHK SAMPLE M ... DRIVE SAMPLE (UNDISTURBED) Z ,,, UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE OATE INDICATED. IT IS NOT WARRAHTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AHD TIMES, PROJECT NO. 04787-12-01 4 EPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 37 ELEV. (MSL) 250 EQUIPMENT DATE COMPLETED 11/20/91 JD 555 TRACKHOE - 0 MATERIAL DESCRIPTION - 2 - - 4 - - 6 - - 10 - - 12 - 14 - 16 CL TOPSOIL/COLLUVIUM Firm, dry, grayish brown, Sandy CLAY with some roots -Becomes stiff, damp lo moisl al 2 feet -Becomes dark greenish brown al 4.5 feet CL-CH DELMAR FORMATION Very stiff lo hard, damp, grayish green mottled CLAYSTONE fractured, blocky, with caliche filled joints -Dark reddish brown staining from 8 to 10 feet TRENCH TERMINATED AT 16 FEET Figure A-133, Log of Trench TM 37 CROR ^SAMPLE SYMBOLS ° - '''''''' UNSUCCESSFUL P ^ ... DISTURBED OR BAG SAMPLE B ... STANDARD PENETRATION TEST S ... CHUNK SAMPLE • DRIVE SAMPLE (UNDISTURBED) Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES, PROJECT NO. 04787-12-01 4 'DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 38 ELEV. (MSL) 230 EQUIPMENT DATE COMPLETED 11/20/91 JD 555 TRACKHOE ffl y H Su^ go yt tr ^ Q uj-j 3 25 gz u MATERIAL DESCRIPTION 10 12 CL TOPSOIL/COLLUVIUM Firm, dry, dark grayish brown, Sandy CLAY wilh some rootlets -Becomes damp to moist at 1.5 feet -Becomes stiff at 3 feet CL FORMATIONAL CREEP Firm, damp, light green, Sandy CLAY friable with abundance of caliche CL-SC Becomes hard with heavy staining mixed with very light greenish brown, fine to medium Clayey SAND CH DELMAR FORMATION Hard, damp, grayish green, mottled green, blocky CLAYSTONE TRENCH TERMINATED AT 13.5 FEET Figure A-134, Log of Trench TM 38 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR SAG SAMPLE E... STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED) ^ ... CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS HOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 TRENCH TM 39 ELEV. (MSL) 255 EQUIPMENT DATE COMPLETED 11/20/91 JD 555 TRACKHOE z ,„ u. ^ 5)§ til^O UJ ^ ffi y Su. go yi tr ^ Q 3 25 MATERIAL DESCRIPTION TOPSOIL Firm, dry, dark grayish brown, Sandy CLAY with some fine roots -Becomes moisl at 2 feet LANDSLIDE DEBRIS Stiff, moist, dark reddish brown, Sandy CLAY -Becomes greenish brown at 5 feet Becomes dense, moist, greenish brown, fine Clayey SAND Becomes interbedding of brown. Clayey SAND and grayish brown mottled Sandy CLAY wilh some carbon particles and scattered gravel -Lenses of brown, fine lo coarse sand from 14 to 15 feet Stiff, moist, very dark grayish green, fractured CLAY TRENCH TERMINATED AT 17 FEET Figure A-135, Log of Trench TM 39 CROR IsAMPLE SYMBOLS UNSUCCESSFUL T ^ ... DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST 0 .,. CHUHK SAMPLE 1.,, DRIVE SAMPLE (UNDISTURBED) Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO SE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM40 ELEV. (MSL) 245 EQUIPMENT DATE COMPLETED 11/19/91 JD 555 TRACKHOE Ul z^^ IN 2§ y (- ^ H S.L go yb tr a 3 K ^, 0 2 - 4 - - 6 - MATERIAL DESCRIPTION - 10 - - 12 - 14 16 CL-SC CL SC-CL CL TOPSOIL Firm, dry, grayish brown, Sandy CLAY to Clayey SAND LANDSLIDE DEBRIS Stiff, dry to humid, greenish brown to dark brown, Sandy CLAY with some caliche Becomes orangish green mottled, Sandy CLAY to Clayey SAND with little carbon particles -Scattered minor shear planes generaUy dipping soulh at 13.5 feet Hard, moist, grayish green, fractured, blocky CLAYSTONE with trace of carbon and pockets of light brown Clayey SAND and some gypsum crystals TRENCH TERMINATED AT 16 FEET Figure A-136, Log of Trench TM 40 CROR IsAMPLE SYMBOLS S'" '''''''' UNSUCCESSFUL T W... DISTURBED OR BAG SAMPLE E.. 0.. STANDARD PENETRATION TEST 1 ... DRIVE SAMPLE (UNOISTURBEO) CHUHK SAMPLE Z ... UATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC SORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIOHS AT OTHER LOCATIOHS AND TIMES. PROJECT NO. 04787-12-01 TEPTH IH FEET SAMPLE HO. SOIL CLASS (USCS) TRENCH TM 41 ELEV. (MSL) 265 EQUIPMENT DATE COMPLETED 11/20/91 JD 555 TRACKHOE ui S3 Ss y I- ^ H Su: UJ • yb tr a UJ^ tr 3^ - 0 MATERIAL DESCRIPTION - 2 - - 4 - - 6 - - 10 - - 12 - 14 - SC SC TOPSOIL Loose to medium dense, dry to damp, grayish brown, fine to medium Clayey SAND COLLUVIUM Firm, damp to moist, medium brown, mottled. Clayey SAND to slightly clayey SAND SP CH Medium dense, moisl, orangish brown, fine lo coarse SAND with trace of gravel -Subhorizontal contact DELMAR FORMATION Hard, damp, grayish green, blocky CLAYSTONE TRENCH TERMINATED AT 15 FEET Figure A-137, Log of Trench TM 41 CROR 4 SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED) S ,,, CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES, PROJECT NO. 04787-12-01 4 EPTH IH FEET SAMPLE HO. SOIL CLASS (USCS) TRENCH TM43 ELEV. (MSL) 340 EQUIPMENT DATE COMPLETED 11/20/91 JD 555 TRACKHOE Su. gc3 yb tr • uj-5 3 25 gz u MATERIAL DESCRIPTION - 10 - CL SC CH LANDSLIDE DEBRIS Soft, damp, olive brown mottled with white-tan, Sandy CLAY: brecciated with angular sandstone clasts -Very irregular contact (disturbed) inclined westward (with slope) DELMAR FORMATION Medium dense to dense, damp to dry, light tan to while mottled, very Clayey SANDSTONE: highly weathered, fractured (wilh caliche fillings); possibly slope creep, disturbed -Nearly horizontal bedding sliff, moist, lighf olive, Sifty CLAYSTONE: random clay seams slickensided but firm TRENCH TERMINATED AT 11.5 FEET Figure A-138, Log of Trench TM 43 CROR IsAMPLE SYMBOLS ° - '''''''' UNSUCCESSFUL J ^ ... DISTURBED OR BAG SAMPLE B.. S.. . STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED) . CHUNK SAMPLE Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 44 ELEV. (MSL) 300 EQUIPMENT DATE COMPLETED 11/20/91 JD 555 TRACKHOE UJ . z^^ IN 2§ Kg UJ s a S >- H UJ o yb tr^ a UJ^ 3 25 - 0 MATERIAL DESCRIPTION - 2 - - 4 - - 6 - CL 14L-MI FORMATION CREEP Soft, moist, dark olive brown mottled with white, Sandy CLAY brecciated with angular sandstone clasts, clay seams -Very irregular contact (disturbed) inclined with slope DELMAR FORMATION Hard, moist, medium olive, very Clayey SILTSTONE - highly randomly fractured, but firm, blocky -Clayey grit sandstone layer - horizontal from 7.5 lo 8.5 feel TRENCH TERMINATED AT 9 FEET Figure A-139, Log of Trench TM 44 CROR i SAMPLE SYMBOLS ° - UNSUCCESSFUL T ^ ... DISTURBED OR BAG SAMPLE E... STANDARD PENETRATION TEST 0 ,,, CHUNK SAMPLE 1... DRIVE SAMPLE (UNDISTURBED) Z ,,, UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM45 ELEV. (MSL) 326 EQUIPMENT _____ DATE COMPLETED 11/20/91 JD 555 TRACKHOE vt y UJ d a. S y H go yi tr • MATERIAL DESCRIPTION 10 12 CL SC FORMATIONAL CREEP Soft, wet to saturated, dark brown to oUve, Sandy CLAY: nearby palm (cattails indicated dormant spring, perched water) -Very irregular deposition contact DELMAR FORMATION Medium dense to dense, wet, light olive. Clayey, fine SANDSTONE -Scattered weathered metavolcanic clasts and gritty coarse sandstone lenses at 7 feel -Increasing size, frequency of angular metavolcanic clasts TRENCH TERMINATED AT 12 FEET Figure A-140, Log of Trench TM 45 CROR IsAMPLE SYMBOLS ° - ''''''''' UNSUCCESSFUL T ^ ... DISTURBED OR SAG SAMPLE E. . STANDARD PENETRATION TEST 1 ... DRIVE SAMPLE (UNDISTURBED) . CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREOH APPLIES ONLY AT TKE SPECIFIC BORING OR TRENCH LOCATION AND AT TKE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES, PROJECT NO. 04787-12-01 4 DEPTH IH FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM46 ELEV. (MSL) 345 EQUIPMENT DATE COMPLETED 11/20/91 JD 555 TRACKHOE UJ IN 23 Kg >- F- « H Su. go yb tr Q 3 25 gz u 0 2 - - 4 - - 6 - MATERIAL DESCRIPTION CL SC TOPSOIL Sofl, moist, dark brown-olive, Sandy CLAY -Very irregular contact DELMAR FORMATION Dense, moist, lighl olive-brown mottled. Clayey, fine SANDSTONE: scattered, gritty, coarse sandstone lenses TRENCH TERMINATED AT 9 FEET Figure A-141, Log of Trench TM 46 CROR IsAMPLE SYMBOLS ° - '''''''' UNSUCCESSFUL T ^ ... DISTURBED OR BAG SAMPLE B. 0. .. STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED) .. CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE COHDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC SORING OR TRENCH LOCATION AHD AT THE DATE IHDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM47 ELEV. (MSL) 352 EQUIPMENT DATE COMPLETED 11/20/91 JD 555 TRACKHOE K^ Kg III -f ffi sr s M ^ UJ • yb tr • 25 gz u - 0 MATERIAL DESCRIPTION - 2 - - 4 - 6 - - 10 - CL TOPSOIL Soft, damp, medium brown, mottled Sandy CLAY CH LANDSLIDE DEBRIS Sofl lo stiff, moist, light olive. Silly CLAY: highly ranclomly fractured to brecciated Delmar claystone wilh random lo steep remolded clay seams -Undulating, steep dipping shears wilh varying strike between N-S lo approx. N60E with white coatings at 7 feet TRENCH TERMINATED AT 11 FEET Figure A-142, Log of Trench TM 47 CROR 1 SAMPLE SYMBOLS °- SAMPLING UNSUCCESSFUL ] ^ ... DISTURBED OR BAG SAMPLE E. 0. .. STAHDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED) .. CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC SORING OR TRENCH LOCATION AND AT THE OATE INDICATED. IT IS NOT WARRANTED TO SE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM48 ELEV. (MSL) 375 EQUIPMENT DATE COMPLETED 11/21/91 JD 555 TRACKHOE UJ . IN 2S Kg UJ 7S ES >-I- ^ H Su. go yz tr • - 0 MATERIAL DESCRIPTION - 2 - - 4 - - 6 - CL TOPSOIL Firm, dry to damp, grayish brown, Sandy CLAY -Becomes moisl al 2 feel CL-SC LANDSLIDE DEBRIS Firm to stiff, moist, orangish green mottled Sandy CLAY lo fine Clayey SAND TRENCH TERMINATED AT 7 FEET Figure A-143, Log of Trench TM 48 CROR IsAMPLE SYMBOLS ° - UNSUCCESSFUL T ^ ... DISTURBED OR BAG SAMPLE B. . STANDARD PENETRATION TEST 1 ... DRIVE SAMPLE (UNDISTURBED) . CHUNK SAMPLE Z ,,, UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT TKE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES, PROJECT NO. 04787-12-01 DEPTH IH FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 49 ELEV. (MSL) 360 EQUIPMENT DATE COMPLETED 11/21/91 JD 555 TRACKHOE UJ tf)§ Kg >-t- ^ H . Su: UJ • y tr Q uj-5 tr 3 Vt I-z UJ ^ o u - 0 MATERIAL DESCRIPTION - 2 - - 4 - - 6 - 10 - 12 - 14 CL CL CL CH TOPSOIL Firm, dry, grayish brown, Sandy CLAY wilh some rootlets LANDSLIDE DEBRIS Firm to sliff, humid, very lighl green and orange, Sandy CLAY with chunks of green CLAYSTONE and caliche Hard, humid, green mottled, blocky CLAYSTONE with caliche fUled fractures and heavy iron staining Hard, moisl, light greenish brown, blocky CLAYSTONE TRENCH TERMINATED AT 14 FEET Figure A-144, Log of Trench TM 49 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNOISTURBEO) ... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO SE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES, PROJECT NO. 04787-12-01 4 DEPTH IH FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 50 ELEV. (MSL) 350 EQUIPMENT DATE COMPLETED 11/21/91 JD 555 TRACKHOE tr s >-I- ^ H Su. go yi o uj-j 3 25 gz *- o CJ - 0 MATERIAL DESCRIPTION - 2 - - 4 - - 6 - CL SC SP-SC CH CH TOPSOIL Firm, dry, grayish brown, Sandy CLAY with some rootlets and desiccation cracks LANDSLIDE DEBRIS Loose to medium dense, damp to moist, light brown lo greenish brown banded. Clayey SAND Becomes interbedded with orangish brown, fine lo coarse slightly clayey SAND Firni,"d'amp,~ green" mottled CLAY Soft to "firm, moisl, very dark brown, Sandy CLAY DELMAR FORMATION Sliff to hard, damp, green CLAYSTONE mottled with caliche filled fractures TRENCH TERMINATED AT 9.5 FEET Figure A-145, Log of Trench TM 50 CROR IsAMPLE SYMBOLS ° - '''''''' UNSUCCESSFUL ] ^ ... DISTURBED OR SAG SAMPLE B.. . STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED) . CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE OATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AHD TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 51 ELEV. (MSL) 342 EQUIPMENT DATE COMPLETED 11/21/91 JD 555 TRACKHOE UJ IN 2§ Sri aS y H ^ H Su. go yi a Q UJ-:; D 25 gz ^ o o 0 2 - 4 - - 6 - MATERIAL DESCRIPTION 10 12 CL CL CH TOPSOIL Firm, dry to damp, grayish brown, Sandy CLAY: rootlets LANDSLIDE DEBRIS Soft, moist to very moisl, orange to light green, Sandy CLAY: highly disturbed, mottled streaks forming; brown. Silly SAND and light green slightiy sandy CLAY, abundant caliche, gypsum crystals, brown and orange oxide Staining -Basal Shear Zone at 8 to 9.7 feel; approx. 18 inches thick zone sheared claystone, slickensides, 1/16 inch orange to green clay gouge along slick surfaces very moist to wet DELMAR FORMATION Hard, damp to moisl, lighl gray CLAYSTONE: orange oxide staining, excavates blocky TRENCH TERMINATED AT 13.5 FEET Figure A-146, Log of Trench TM 51 CROR 1 SAMPLE SYMBOLS °- SAMPLING UNSUCCESSFUL T ^ ... DISTURBED OR BAG SAMPLE E... STANDARD PENETRATION TEST ^ ... CHUNK SAMPLE • ... DRIVE SAMPLE (UNDISTURBED) Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE OATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 'DEPTH IN FEET SAMPLE HO. SOIL CLASS (USCS) TRENCH TM 52 ELEV. (MSL) 292 EQUIPMENT DATE COMPLETED 11/21/91 JD 555 TRACKHOE UJ Ss >- Su. go yb tr Q 3 25 gz o - 0 MATERIAL DESCRIPTION - 2 - - 4 - - 6 - SC TOPSOIL Loose to medium dense, dry, grayish brown, fine lo medium Clayey SAND with some subangular cobbles GC LUSARDI FORMATION Dense to very dense, damp to moist, dark reddish brown CONGLOMERATE wilh clayey sand matrix, boulders up to 12 inches in diameter, moderately weathered TRENCH TERMINATED AT 7 FEET Figure A-147, Log of Trench TM 52 CROR 1 SAMPLE SYMBOLS 5 - '''''''' UNSUCCESSFUL ] ^ ... DISTURBED OR BAG SAMPLE B. 0. , STANDARD PENETRATION TEST • .., DRIVE SAMPLE (UNDISTURBED) . CHUNK SAMPLE Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIOHS AHD TIMES. PROJECT NO. 04787-12-01 4 'EPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 53 ELEV. (MSL) 285 DATE COMPLETED 11/23/91 EQUIPMENT JD 555 TRACKHOE y Su: go uj$; 3 25 gz o - 0 MATERIAL DESCRIPTION - 2 - - 4 - - 6 - CL TOPSOIL Sliff, damp, very dark brown, Sandy CLAY GC LUSARDI FORMATION Dense to very dense, damp, yellowish brown. Clayey SAND with some weathered cobbles -Very large boulder of highly weathered granitic rock al 5 feet TRENCH TERMINATED AT 7 FEET Figure A-148, Log of Trench TM 53 CROR SAMPLE SYMBOLS ° - UNSUCCESSFUL ^ ^ ... DISTURBED OR BAG SAMPLE B.. 0.. . STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED) . CHUNK SAMPLE Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AHD AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES, PROJECT NO. 04787-12-01 4 EPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM54 ELEV. (MSL) 283 EQUIPMENT DATE COMPLETED 11/23/91 JD 555 TRACKHOE ffi yb tr ^ a UJ-j 3 25 gz o 0 2 - 4 - - 6 - MATERIAL DESCRIPTION - 10 CL CL CL CL TOPSOIL Firm, dry, very dark brown, Sandy CLAY wilh some rootlets -Becomes moist al 1.5 feet COLLUVIUM Stiff, moist, dark brown, Sandy CLAY -Becomes very moisl at 4.5 feet Soft, wet to saturated, grayish brown, Sandy CLAY: highly weathered DELMAR FORMATION Firm, moisl, light orangish brown, blocky, Sandy CLAY TRENCH TERMINATED AT 10 FEET Figure A-149, Log of Trench TM 54 CROR IsAMPLE SYMBOLS ° - '''''''' UNSUCCESSFUL Y ^ ... DISTURBED OR BAG SAMPLE B. S. .. STANDARD PEHETRATIOH TEST I... DRIVE SAMPLE (UNDISTURBED) .. CHUNK SAMPLE ¥ ' *' ^^TER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO SE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 DEPTH IN FEET SAMPLE HO. SOIL CLASS (USCS) TRENCH TM 55 ELEV. (MSL) 283 EQUIPMENT DATE COMPLETED 11/21/91 JD 555 TRACKHOE UJ Ss >- Su: go yi tr Q UJ^ 3 25 gz o - 0 MATERIAL DESCRIPTION f- 2 -I 4 6 - 10 CL CL SC-GC TOPSOIL Firm, dry to damp, dark brown, Sandy CLAY COLLUVIUM Firm, moist to wet, dark brown, Sandy CLAY -Becomes wet to saturated, grayish brown al 3.5 feel LUSARDI FORMATION Medium dense to dense, moist to wet, orangish brown. Clayey SAND with some gravel -Becomes dense, lighl green, clayey gravel at 8 feel -Becomes moist, orangish brown at 9 feet TRENCH TERMINATED AT 10 FEET Figure A-150, Log of Trench TM 55 CROR IsAMPLE SYMBOLS ° UNSUCCESSFUL T ^ ... DISTURBED OR BAG SAMPLE E... STANDARD PENETRATION TEST ^ ... CHUNK SAMPLE 1 ... DRIVE SAMPLE (UNDISTURBED) Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIOHS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES, PROJECT NO. 04787-12-0! 4 EPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 56 ELEV. (MSL) 282 EQUIPMENT DATE COMPLETED 12/2/91 JD 555 TRACKHOE UJ g^ IN 2§ Sri gs >- Sa: go yi tr a iii-< 3 2i MATERIAL DESCRIPTION TM56 -1 SC CL GC GC FILL Loose, dry, light brown, fine to medium. Clayey SAND with little gravel TOPSOIL Stiff, damp, medium to lighl brown, Sandy CLAY wilh litlle subangular cobbles LUSARDI FORMATION Dense, moisl, light yellowish brown lo light yellowish green, Clayey SAND to Sandy CLAY wilh some cobbles (weathered) Dense lo very dense, reddish brown CONGLOMERATE with clayey sand matrix -Boulder at 6.4 feet; 24 inch diameter, metavolcanic origin, fractured al 6.5 feet TRENCH TERMINATED AT 9 FEET Figure A-151, Log of Trench TM 56 CROR 'SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE E ... STANDARD PENETRATION TEST I ,.. DRIVE SAMPLE (UNDISTURBED) 0 ... CHUNK SAMPLE Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES, PROJECT NO. 04787-12-01 4 JEPTH IN FEET SAMPLE HO. SOIL CLASS (USCS) TRENCH TM 57 ELEV. (MSL) 290 EQUIPMENT DATE COMPLETED 12/2/91 JD 555 TRACKHOE 2 3 Kg UJ JA Ss >- Su: go yb tr^ • uj-3 3 25 gz o - 0 MATERIAL DESCRIPTION - 2 - - 4 - - 6 - - 10 SC GC TOPSOIL Loose, dry, medium brown, fine lo medium. Clayey SAND with litlle gravel -Becomes more clayey and damp at 1.5 feet LUSARDI FORMATION Dense, damp to moist, orangish brown, Cobbly CONGLOMERATE wilh clayey sand matrix, boulders up to 18 inch diameter at various stages of weathering -Becomes very dense and reddish brown at 6 feel TRENCH TERMINATED AT 10 FEET Figure A-152, Log of Trench TM 57 CROR IsAMPLE SYMBOLS ° - '~ UNSUCCESSFUL j ^ ... DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST ^ ... CHUHK SAMPLE • ... DRIVE SAMPLE (UNDISTURBED) Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC SORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE HO. SOIL CLASS (USCS) TRENCH TM 58 ELEV. (MSL) 272 EQUIPMENT DATE COMPLETED 12/2/91 JD 555 TRACKHOE UJ ^N 23 Kg gri UJ 0 3 25 gz u 0 2 - 4 - - 6 - MATERIAL DESCRIPTION - 10 CL-SC CL >,•„•„•••„•„• *X*o*o*X*o' •X»X».»X' GC TOPSOIL Loose, dry to damp, medium brown, fine to medium. Clayey SAND to firm Sandy CLAY with little gravel LUSARDI FORMATION Firm, moist, greenish brown mottled, Sandy CLAY with occasional cobbles -Becomes brownish green, slightly clayey, fine sand at 4.5 feet Dense to very dense, moist, brown lo reddish brown, Bouldery CONGLOMERATE with clayey sand matrix, boulders up to 24 inch diameter TRENCH TERMINATED AT 11 FEET Figure A-153, Log of Trench TM 58 CROR IsAMPLE SYMBOLS ° - '''''''' UNSUCCESSFUL T ^ ... DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST 0 ... CHUNK SAMPLE • DRIVE SAMPLE (UNDISTURBED) Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUH HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES. PROJECT NO. 04787-12-01 4 EPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 59 ELEV. (MSL) 260 EQUIPMENT DATE COMPLETED 12/2/91 JD 555 TRACKHOE a. z y H Su. gc3 yi tr o UJ C 3 2^ gz o - 0 MATERIAL DESCRIPTION TOPSOIL Loose, dry, medium brown, fine to coarse. Clayey SAND with cobbles and some rootlets and voids ALLUVIUM Medium dense, damp to moisl, dark brown. Clayey SAND: abundant cobbles 2 - 4 - h 6 - - i; 10 - 12 - 14 - 16 - GC SC Medium dense to dense, moist, orangish brown and green mottled, fine to medium Clayey SAND, wilh a trace of gravel CL-SC Interbedded stiff, moist, brown, Sandy CLAY, wet greenish brown, fine. Clayey SAND wUh thin beds of green, wet CLAY: remolded in places, lenses of fine sand and sandy silt and some carbon flecks -Carbon flecks al 9 feel SC/CL Becomes dense, moisl, green and brown, fine. Clayey SAND to Sandy CLAY -Cobbles from 16 to 16.5 feel TRENCH TERMINATED AT 18 FEET Figure A-154, Log of Trench TM 59 CROR SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE E ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) ^ ... CHUHK SAMPLE Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES, PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE HO. SOIL CLASS (USCS) TRENCH TM60 ELEV. (MSL) 360 EQUIPMENT DATE COMPLETED 12/2/91 JD 555 TRACKHOE UJ o z <I H tf) l-i tf) ^S S.L go yb tr • m-5 3 25 gz o - 0 MATERIAL DESCRIPTION - 2 - - 4 - - 6 - CL-SC ALLUVIUM Loose to medium dense, damp, dark brown, fine to medium. Clayey SAND lo Sandy CLAY with some roots SM DELMAR FORMATION Very dense, moist, yellowish green, fine to medium, Silty SANDSTONE TRENCH TERMINATED AT 6.5 FEET 1 Figure A-155, Log of Trench TM 60 CROR BcAX^nr r cvx^D/^i c ^ ... SAMPLING UNSUCCESSFUL ^SAMPLE SYMBOLS T ^ ... DISTURBED OR BAG SAMPLE B. 0. .. STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) .. CHUNK SAMPLE Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC SORING OR TRENCH LOCATION AND AT THE DATE IHDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE HO. SOIL CLASS (USCS) TRENCH TM61 ELEV. (MSL) 310 EQUIPMENT DATE COMPLETED 12/2/91 JD 555 TRACKHOE Oil IN 23 Kg gs Su. UJ o yb tr • UJ-:; 3 25 gz - 0 MATERIAL DESCRIPTION "ST - 2 - - 4 - - 6 - - 10 - CL-SC SM CL ALLUVIUM Loose, dry, light gray, fine lo medium, SAND; laminated Loose to medium dense, dry to damp, medium brown, fine lo medium. Clayey SAND to Sandy CLAY with some roots I _ Medium dense, moisl, orangish brown, SUly SAND -Thin layer of old topsoil al 8 feet DELMAR FORMATION Stiff, moist, grayish green, mottled CLAY: blocky, remolded in places, yellow staining along fractures N90E, SN TRENCH TERMINATED AT 11 FEET Figure A-156, Log of Trench TM 61 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE E.., STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED) 0 ,,, CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIOHS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 'DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 62 ELEV. (MSL) 305 EQUIPMENT DATE COMPLETED 12/2/91 JD 555 TRACKHOE UJ - IN 23 Kg gri >-I- ^ H Su. go yb tr a UJ2 3 25 - 0 MATERIAL DESCRIPTION ALLUVIUM 2 - 4 - 6 - - 10 - - 12 - 14 - 16 - TM62 -1 - i: i sc SM-SC Loose, dry, very lighl gray, fine to medium SAND; laminated Loose, humid, medium brown, fine to medium, Clayey SAND wilh rootlets and voids Loose to medium dense, damp, UghF brown, fine to medium, Silty SAND with some rootlets -Caliche from 8 to 10 feet Becomes dense, yellowish brown, slightly clayey, Silty SAND 98.6 8.9 TRENCH TERMINATED AT 18 FEET Figure A-157, Log of Trench TM 62 CROR IsAMPLE SYMBOLS ° - ''''''''' UNSUCCESSFUL I ^ ... DISTURBED OR BAG SAMPLE B. 0. .. STANDARD PENETRATION TEST |... DRIVE SAMPLE (UNDISTURBED) .. CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM63 ELEV. (MSL) 290 EQUIPMENT ____ DATE COMPLETED 12/2/91 JD 555 TRACKHOE Ul IN 23 Kg UJ JA aS >-I- ^ H UJ o yb sr^ • u - 0 MATERIAL DESCRIPTION \- 2 - 4 - 6 - - 10 - - 12 - 14 - SC SM TOPSOIL Loose, dry to humid, dark brown, fine to medium, Clayey SAND with abundant roots and voids ALLUVIUM Loose to medium dense, damp, medium brown, fine to medium, Silty SAND with some voids -Becomes medium dense to dense and lighl brown at 5 feet -Becomes dense lo very dense wilh trace of shells and caliche al 7 feel TRENCH TERMINATED AT 15 FEET Figure A-158, Log of Trench TM 63 CROR IsAMPLE SYMBOLS ° - ''''''''' UNSUCCESSFUL T ^ ... DISTURBED OR SAG SAMPLE B, 0. . STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED) . CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 )EPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM64 ELEV. (MSL) 420 EQUIPMENT DATE COMPLETED 12/5/91 JD 555 TRACKHOE Ji 23 Kg UJ sj aS y y z tr • - 0 SF-SM MATERIAL DESCRIPTION ALLUVIUM - 2 - - 4 - - 6 - SC-CL SM CL Loose, dry, medium brown, fine to medium, slightly silty SAND with some pieces of plastic, wood and trash Firm, dry to damp, dark brown, Sandy CLAY lo Clayey SAND -6 to 10 inch layer of lighl brown, fine to coarse laminated sand with some roots at 1.5 feet Loose to medium dense, moisl, medium brown, fine, slightly silly SAND DELMAR FORMATION Hard, damp, green. Silly CLAYSTONE TRENCH TERMINATED AT 6.5 FEET Figure A-159, Log of Trench TM 64 CROR SAMPLE SYMBOLS °- SAMPLING UNSUCCESSFUL 1 ^ ... DISTURBED OR SAG SAMPLE E.. 0.. . STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED) . CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 65 ELEV. (MSL) 415 DATE COMPLETED 12/5/91 EQUIPMENT JD 555 TRACKHOE MATERIAL DESCRIPTION TOPSOIL Loose, dry, dark brown, fine lo medium. Clayey SAND ALLUVIUM Medium dense, damp lo moisl, dark brown, fine to medium. Clayey SAND DELMAR FORMATION Highly weathered, stiff, moist, orange, > fine Sandy CLAY -Shells al 6 feel ll ,1 Very stiff, moist, greenish gray CLAY i\ \ Dense, moist, gray with yellow, mottled, , Clayey SILT Sliff, very moisl, dark gray wilh some orange mottling, fine Sandy CLAY TRENCH TERMINATED AT 13 FEET gg^ "zt <£ 2 \ ^23 Z^3 5gri n ff v-' y Su: UJ o yb tr • UJ 3 25 gz o - 0 - 2 - - 4 - - 6 - - 10 - 12 -I SC SC CH CH ML CH Figure A-160, Log of Trench TM 65 CROR SAMPLE SYMBOLS ° - '''''''' UNSUCCESSFUL T ^ ... DISTURBED OR BAG SAMPLE B... STAHDARD PENETRATION TEST 0 ... CHUNK SAMPLE 1 ... DRIVE SAMPLE (UNDISTURBED) Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AHD AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AHD TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM66 ELEV. (MSL) 410 EQUIPMENT DATE COMPLETED 12/5/91 JD 555 TRACKHOE UJ " |N Ks Kg gs y *- « M Su: UJ • y tr a UJ^ 3 25 gz u 0 2 - 4 - - 6 - MATERIAL DESCRIPTION TM66 -1 10 - 12 - 14 CL CL SM CH SM-SP TOPSOIL Firm, damp, grayish brown, Sandy CLAY -Becomes moist and brown al I fool ALLUVIUM Interbedded firm, moist, medium grayish brown, Sandy CLAY and lenses of fine to coarse cohesionless SAND: laminated, cobbles consisting of fossiliferous concretions al 4 feet DELMAR FORMATION Dense, damp, light brown to orangish brown, fine to medium, Silty SAND with shells, slightly cemented -Contact NISE, 7NW Hard, very moist, greenish gray CLAYSTONE with orange staining Very dense, moist, very light greenish gray, fine to medium, slightly silty SANDSTONE TRENCH TERMINATED AT 14 FEET Figure A-161, Log of Trench TM 66 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE E ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) 0 ... CHUHK SAMPLE Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE COHDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES. PROJECT NO. 04787-12-01 i EPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM67 ELEV. (MSL) 390 EQUIPMENT DATE COMPLETED 12/5/91 JD 555 TRACKHOE UJ «3 Ss >-H _ t-t Vt z UJ a yb tr • UJ^ 3 25 gz o - 0 MATERIAL DESCRIPTION T'OPSOIL Loose, dry, tan, fine to medium. Silly SAND DELMAR FORMATION Very dense, damp, white to gray, fine to medium, Silty SAND, wilh roots lo 3 feet Very dense, damp, white, fine to medium, Silty SAND, cemented 2 - 4 - SM SM TRENCH TERMINATED AT 5 FEET Figure A-162, Log of Trench TM 67 CROk AMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST 0 ... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TREHCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 TRENCH TM 68 ELEV. (MSL) EQUIPMENT 410 DATE COMPLETED 12/5/91 JD 555 TRACKHOE UJ " g^^ |N 23 K° UJ tr s ffi Q MATERIAL DESCRIPTION TOPSOIL Loose, dry, brown, Silly, fine SAND Stiff, moist, d"ark" brown, Sandy CLAY , DELMAR FORMATION 1 Dense, moisl, light tan, fine to medium, SUty SAND Very dense, moist, yellowish tan, fine. Silly SAND, slightly cemented -Becomes yellow and fine to medium at 4.5 feet TRENCH TERMINATED AT 6.5 FEET Figure A-163, Log of Trench TM 68 CROR IsAMPLE SYMBOLS °- SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE B ... STANDARD PEHETRATIOH TEST 0 ... CHUHK SAMPLE • ... DRIVE SAMPLE (UNDISTURBED) Z ,,. WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC SORING OR TRENCH LOCATION AND AT TKE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES. PROJECT NO. 04787-12-01 4 EPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM69 ELEV. (MSL) 395 EQUIPMENT DATE COMPLETED 12/5/91 JD 555 TRACKHOE UJ , g^^ 1^ tf) tf) UJ K! a. S ujj< 3 25 gz o 0 2 - h 4 - MATERIAL DESCRIPTION SM SM TOPSOIL Loose, moist, brown, fine Silty SAND DELMAR FORMATION Very dense, moist, light gray, fine lo medium, Silty SAND with caliche veins -Horizontal bedding TRENCH TERMINATED AT 5 FEET Mgure A-164, Log of Trench TM 69 CROR AMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST I.., DRIVE SAMPLE (UNDISTURBED) 0 ... CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE OATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES, PROJECT NO. 04787-12-01 4 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 70 ELEV. (MSL) 370 EQUIPMENT DATE COMPLETED 12/5/91 JD 555 TRACKHOE m ta EE ^ y H Su. go 3 25 gz Q 0 2 - [- 4 - MATERIAL DESCRIPTION - 6 CL SM TOPSOIL Very stiff, damp, dark brown, fine Sandy CLAY DELMAR FORMATION Very dense, damp, yellow to orangish lan, fine to medium, Silty SANDSTONE, with horizontal bedding TRENCH TERMINATED AT 6 FEET Figure A-165, Log of Trench TM 70 CROR IsAMPLE SYMBOLS ° - '''''''' UNSUCCESSFUL r ^ ... DISTURBED OR BAG SAMPLE E... STANDARD PENETRATION TEST 0 ... CHUNK SAMPLE 1... DRIVE SAMPLE (UNDISTURBED) Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IH FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 71 ELEV. (MSL) 400 EQUIPMENT DATE COMPLETED 12/5/91 JD 555 TRACKHOE UJ IN «3 ffi tr z Su^ go yb tr Q ui^ 3 si - 0 MATERIAL DESCRIPTION - 2 - - 4 - - 6 - 10 12 CL CL-SC SM TOPSOIL Firm, damp, dark brown, Sandy CLAY -Becomes moist al 1.5 feet WEATHERED DELMAR FORMATION Sliff, damp to moist, dark yellowish brown mottled, Sandy CLAY lo Clayey SAND interbedded with white, fine silly sand -Highly weathered, brownish green, flakey clay with caliche and few roots at 4.5 feet DELMAR FORMATION Dense, damp, lighl brown, fossiliferous, Silty SANDSTONE: subhorizontal -Very sliff, moist, green laminated claystone with occasional sheared surfaces from 7.S to 8.5 feel; horizontal -Cemented layer of sandstone at 11.5 feet TRENCH TERMINATED AT 12 FEET Figure A-166, Log of Trench TM 71 CROR IsAMPLE SYMBOLS 9 - '''''''' UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE B... 0... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 JEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM72 ELEV. (MSL) EQUIPMENT 390 DATE COMPLETED 12/5/91 JD 555 TRACKHOE UJ z^^ IN H Vi g gs >-5: • X UJ 25 MATERIAL DESCRIPTION - 10 CL TOPSOIL Firm, dry, dark brown, Sandy CLAY with rootlets and desiccation cracks -Becomes damp to moist at 1.5 feet -Becomes yellowish brown at 3 feet SC CL WEATHERED DELMAR FORMATION Medium dense, moist, yellowish brown mottled, fine, Clayey SAND interbedded with white and orange, fine to medium Silly SAND -Lenses of medium brown, fine lo coarse sand wilh trace of clay at 5 feet -Subhorizontal bedding DELMAR FORMATION Hard, moisl, grayish green, laminated. Silly CLAYSTONE. subhorizontal Cemented layer of fine to medium. Clayey SANDSTONE TRENCH TERMINATED AT 10 FEET Figure A-167, Log of Trench TM 72 CROR IsAMPLE SYMBOLS ° - '''''''' "^^^"^^^^'^ 1 ^ ... DISTURBED OR BAG SAMPLE B.. 0.. . STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED) . CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORIHG OR TRENCH LOCATION AND AT THE OATE INDICATED. IT IS NOT WARRANTED TO SE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 41 JEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 73 ELEV. (MSL) 258 EQUIPMENT DATE COMPLETED 12/5/91 JD 555 TRACKHOE UJ . x^ IN 23 Kg UJ si gs U. y H ^ M tf) go >S; tr • MATERIAL DESCRIPTION - 10 - CL CL CL TOPSOIL Firm, damp, very dark brown, Sandy CLAY -Becomes moist at 1.5 feet COLLUVIUM Sofl, wet lo near saturated, grayish brown mottled, Sandy CLAY with some carbon particles -Sharp horizontal contact DELMAR FORMATION Hard, damp to moisl, gray CLAYSTONE. blocky, pockets of dark red oxide TRENCH TERMINATED AT 11 FEET Figure A-168, Log of Trench TM 73 CROR ISAMPLE SYMBOLS ° - ''''''''' UNSUCCESSFUL Y ^ ••• DISTURBED OR BAG SAMPLE E... STANDARD PENETRATION TEST 0 ,,. CHUNK SAMPLE I .,, DRIVE SAMPLE (UNDISTURBED) Z ,,, UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC SORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIMES. PROJECT NO. 04787-12-01 4 EPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM74 ELEV. (MSL) 245 EQUIPMENT DATE COMPLETED 12/5/91 JD 555 TRACKHOE K§ Kg Ss UJ-5 3 25 gz U 0 2 - 4 - - 6 - MATERIAL DESCRIPTION TOPSDIE Firm, damp, very dark brown, Sandy CLAY -Becomes moist at 1 fool TM74 -I - 10 - CL CL GC CL ALLUVIUM Soft lo firm, moist to wet, dark brown, Sandy CLAY with trace of subangular cobbles Dense, moisl, yellowish brown mottled, fine to medium slightly clayey SAND with angular and subangular cobbles -Irregular sharp contact, dipping 30 degrees soulh DELMAR FORMATION Hard, moisl, lighl gray, blocky, Silty CLAYSTONE TRENCH TERMINATED AT 11 FEET Figure A-169, Log of Trench TM 74 CROR AMPLE SYMBOLS n ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE B... STANDARD PENETRATION TEST 0 ... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) UATER TABLE OR SEEPAGE NOTE: TKE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORIHG OR TRENCH LOCATION AND AT THE DATE IHDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 TRENCH TM 75 ELEV. (MSL) 147 EQUIPMENT DATE COMPLETED 12/23/91 JD 555 TRACKHOE UJ IN Ko UJ ta y t- ^ H SlL go yi tr • MATERIAL DESCRIPTION ALLUVIUM Loose, moist, lan to olive gray, Silty, fine to medium SAND wilh gravel size r pieces of siltstone, extensive roots ' . ^ ' Firm to s"tiTf, moist, dark brown, r Silly CLAY ij ,1 Dense, very moist, tan. Clayey, fme to », i' coarse SAND with some fine gravel '> || _ _ ^'1 'i Firm, very moist, dark brown, fine to medium ,' ;> Sandy CLAY TTT: ,•; ' Moderately dense, wet, orangish tan, very i , Clayey, fine to medium SAND i i_ , Firm, wet, orangish lan, fine lo medium Sandy CLAY, with a trace of fine gravel -Becomes fine to coarse sandy clay with a little fine gravel at 12 feet Moderately dense, saturated, tan, very Clayey, fine to coarse SAND wilh a little gravel Firm, saturated, tan, fine to coarse Sandy CLAY wilh a litlle fine gravel 'Becomes orangish tan. Fine to medlurn Sandy CLAY TRENCH TERMINATED AT 18.5 FEET Figure A-170, Log of Trench TM 75 CROR IsAMPLE SYMBOLS ° - UNSUCCESSFUL 1 ^ ... DISTURBED OR BAG SAMPLE E.. 0.. . STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED) . CHUNK SAMPLE Z ... UATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS HOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 76 ELEV. (MSL) 293 EQUIPMENT DATE COMPLETED 12/23/91 JD 555 TRACKHOE UJ z^^ |N K^ H g UJ S! gs y H tf) z UJ o yz tr Q 25 gz ^ D U 0 2 - 4 - - 6 - MATERIAL DESCRIPTION TUX Medium dense, damp, very light yellowish brown, fine. Silly SAND wilh some rootlets Becomes dark brown, Clayey SAND Becomes moist, yeUowish brown mollTed, Silly SAND wilh small chunks of white sandstone and little roots - 16 10 12 'l4 H SC SM CL SM-SC CL ALLUVIUM Sliff, humid, dark brown, mottled orange, Sandy CLAY wilh trace of carbon flecks Becomes medium dense, moist, grayish brown mottled, Silty to Clayey SAND -Becomes loose lo medium dense and very moist at 7.5 feel Becomes firm, moist, black, mottled, Sandy CLAY TRENCH TERMINATED AT 16 FEET Figure A-171, Log of Trench TM 76 CROR SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE E ... STANDARD PENETRATION TEST 0 ... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO SE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES, PROJECT NO. 04787-12-01 4 EPTH IH FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 77 ELEV. (MSL) 200 EQUIPMENT ____ DATE COMPLETED 12/23/91 JD 555 TRACKHOE UJ . g^^ IN 23 Kg UJ s gs > I- „ M Su: go yi tr a UJC 3 25 gz u - 0 MATERIAL DESCRIPTION 2 - 4 - 6 - - 10 - CL TOPSOIL Firm, dry, dark grayish brown, Sandy CLAY wilh rootlets and desiccation cracks -Becomes damp to moist at 1.5 feet CL DELMAR FORMATION Firm, moist, green, mottled, blocky CLAY (weathered) -Becomes sliff, with orange staining and caliche filled fractures at 5 feet Hard, damp, dark green CLAYSTONE CL-CH TRENCH TERMINATED AT 11 FEET Figure A-172, Log of Trench TM 77 CROR SAMPLE SYMBOLS 5 - '''''''' UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE B.. 0.. . STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED) . CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT TKE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 41 JEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 78 ELEV. (MSL) 235 EQUIPMENT DATE COMPLETED 12/23/91 JD 555 TRACKHOE UJ . g^^ IN 23 Kg gri y Su^ go yi tr a ujJ5 3 25 gz o - 0 MATERIAL DESCRIPTION - 2 - - 4 - - 6 - SM SM FILL Loose, humid, lighl brown, SUty SAND wilh chunks of dark brown, Sandy CLAY Medium dense, very lighl yeUowish brown, mottled, fine lo medium, Silly SAND -Scattered boulders 12 to 18 inch diameter at 2 to 3 feet -Becomes moist, Ught brown at 2.5 feet -Becomes wet, medium brown, clayey sand with little roots at 3.5 feet DELMAR FORMATION Dense, moist, very light grayish to yellowish gray, fine to medium, Silty SAND -Becomes fine to very coarse, silty sandstone at 5 feet TRENCH TERMINATED AT 9 FEET Figure A-173, Log of Trench TM 78 CROR SAMPLE SYMBOLS ° - UNSUCCESSFUL [ ^ ... DISTURBED OR BAG SAMPLE B.. 0.. . STANDARD PENETRATION TEST 1 ... DRIVE SAMPLE (UNDISTURBED) . CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR TREHCH LOCATION AND AT THE DATE IHDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 iEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 79 ELEV. (MSL) 238 EQUIPMENT _____ DATE COMPLETED 12/23/91 JD 555 TRACKHOE ta tr ^ y tr a UJ^ 3 25 gz o - 0 MATERIAL DESCRIPTION 2 - 4 - 6 - SM ML HLL Loose lo medium dense, damp, light brown, Silty, fine SAND: orange and dark red oxide zones TOPSOIL Loose, dry, dark reddish brown, fine Sandy SILT SANTIAGO PEAK VOLCANICS Highly weathered, lighl brown lo lighl gray VOLCANIC ROCK. Excavates lo gray, angular rock fragments and silty, fine to coarse sand TRENCH TERMINATED AT 7.4 FEET REFUSAL Figure A-174, Log of Trench TM 79 CROR SAMPLE SYMBOLS ° - UNSUCCESSFUL 1 M ... DISTURBED OR BAG SAMPLE B. 0. .. STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED) .. CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 DEPTH IN FEET SAMPLE HO. SOIL CLASS (USCS) TRENCH TM 80 ELEV. (MSL) 235 EQUIPMENT DATE COMPLETED 12/23/91 JD 555 TRACKHOE Q: Z y H _ l-l Su. go yb tr ^ Q - 0 MATERIAL DESCRIPTION 2 - 4 - 6 - CL SC TOPSOIL Stiff, dry lo damp, medium brown, Sandy CLAY: abundant rootlets, some medium to very coarse sand Becomes moist, dark brown, Sandy CLAY DELMAR FORMATION Medium dense, damp, orange brown, Clayey, fine to medium SANDSTONE Dense, damp, very lighl brown, Silty, fine to medium SANDSTONE TRENCH TERMINATED AT 7 FEET Figure A-175, Log of Trench TM 80 CROR IsAMPLE SYMBOLS '''''''' UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE B. 0. .. STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) .. CHUNK SAMPLE Z ... WATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 DEPTH IN FEET SAMPLE HO. SOIL CLASS (USCS) TRENCH TM 81 ELEV. (MSL) 150 EQUIPMENT ____ DATE COMPLETED 1/2/92 JD 555 TRACKHOE UJ IN Ks Kg gs - 0 MATERIAL DESCRIPTION - 2 - - 4 - - 6 - SC SC-CL CL CL ALLUVIUM Loose, moisl to wet, grayish-brown, Clayey, fine lo medium SAND "Gradel Into Sandy~CL>^ ip'Oavev'SAND Becomes stiff, moist, dark grayish-brown, mottled, slightly Sandy CLAY DELMAR FORMATION Hard, damp to moist, green Sandy CLAYSTONE with blocky appearance and iron staining along fractures TRENCH TERMINATED AT 7 FEET Figure A-176, Log of Trench TM 81 CROR IsAMPLE SYMBOLS ° - '''''''' UNSUCCESSFUL m ... DISTURBED OR BAG SAMPLE B.. 0.. . STANDARD PENETRATION TEST 1 ... DRIVE SAMPLE (UNDISTURBED) . CHUNK SAMPLE 5 • • • WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC SORING OR TRENCH LOCATION AND AT THE DATE IHDICATED. IT IS NOT UARRANTED TO BE REPRESEHTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 ik DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 82 ELEV. (MSL) 185 EQUIPMENT ____ DATE COMPLETED 1/2/92 JD 555 TRACKHOE gg^ "?t ^ 2 \ cc t; tf) UJ UJ ^ ffi n ff U. >-(- ^ M Vt go yi tr o iii>< 3 25 gz ^ Q O 0 2 - —I 4 - 6 - MATERIAL DESCRIPTION "rM82-l 10 - 12 - 14 - - 16 I SM SM TOPSOIL Very loose, damp, very lighl brown, fine Silty SAND with rootlets SC-SM SP-SC ALLUVIUM Loose, damp, very light brown, fine lo medium Silly SAND with occasional roots -Becomes medium dense with some cohesionless sand pockets at 4 feet -3-inch layer of medium dense, clayey sand at 5 feet Medium dense, moist, grayish-brown to very light brown, fine Silty Clayey SAND, wilh abundant fine voids and trace of carbon particles Becomes aFlernaling me"dium dense, very light brown, fine to medium SAND and grayish brown. Clayey SAND TRENCH TERMINATED AT 16 FEET Figure A-177, Log of Trench TM 82 CROR SAMPLE SYMBOLS 5 - '''''''' UNSUCCESSFUL 1 m ... DISTURBED OR BAG SAMPLE B... 0... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) CHUNK SAMPLE Z ... UATER TABLE OR SEEPAGE HOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE OATE INDICATED. IT IS NOT WARRAHTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 EPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM83 ELEV. (MSL) 196 EQUIPMENT _DATE COMPLETED 1/2/92 JD 555 TRACKHOE > H go yb tr • 3 25 gz u - 0 MATERIAL DESCRIPTION - 2 - - 4 - - 6 10 - 12 - 16 - SM-SC SM TOPSOIL Loose, moist, very dark, grayish-brown, fine Silty to Clayey SAND: with rootlets and fine voids SM ALLUVIUM Loose, moisl, alternating lighl grayish-brown and very light brown, fine, Silty SAND Medium dense, moisl, dark brown, fine, Silty SAND alternating with light brown, slightly Silty SAND -Lenses of fine lo very coarse SAND from 15 lo 16 feet TRENCH TERMINATED AT 17 FEET Figure A-178, Log of Trench TM 83 CROR AMPLE SYMBOLS n ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE E... STANDARD PENETRATION TEST 0 ... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS HOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 4 EPTH IH FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM 84 ELEV. (MSL) 235 EQUIPMENT DATE COMPLETED 1/2/92 JD 555 TRACKHOE UJ IN s vt y yb a • - 0 MATERIAL DESCRIPTION - 2 - - 4 - - 6 - ^rM84-l^ h 10 - 12 - '.4 - 16 - SM i SM SP-SM SC SM TOPSOIL Very loose, moisl, dark brown, fine, Silty SAND with rootlets ALLUVIUM Loose to medium dense, moisl, light brown to light grayish-brown, fine Silly SAND with little clay and fine voids -Alternates with very light brown, fine to medium slightly silty sand at 3.5 feet Becomes medium dense, moist, medium brown and gray, mottled fine Clayey SAND with little silt and fine voids Becomes light gray and orange, fine Silly SAND with trace of carbon particles -Rounded cobbles and large rock fragments consisting of fossiliferous cemented sandstone from 12 lo 13 feel -Becomes medium dense to dense from 14.5 to 15.5 feel TRENCH TERMINATED AT 17 FEET Figure A-179, Log of Trench TM 84 CROR SAMPLE SYMBOLS 9 - '''''''' UNSUCCESSFUL T m ... DISTURBED OR SAG SAMPLE B. 0. .. STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED) .. CHUNK SAMPLE Z ... UATER TABLE OR SEEPAGE NOTE: TKE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORIHG OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRAHTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES, PROJECT NO. 04787-12-01 4 DEPTH IN FEET SAMPLE HO. 0 2 - 4 - 6 - SOIL CLASS (USCS) CL SM CL TRENCH TM 85 ELEV. (MSL) 207 EQUIPMENT DATE COMPLETED 1/2/92 JD 555 TRACKHOE MATERIAL DESCRIPTION TOPSOIL Firm, damp to moisl, dark brown, Sandy CLAY wilh some rootlets and desiccation cracks DELMAR FORMATION (WEATHERED) Medium dense, moisl, orangish-brown, fine to coarse, Silty SAND with some caliche DELMAR FORMATION Hard, damp, dark green CLAYSTONE: blocky appearance -Becomes medium green with iron staining along fractures at 7 feel TRENCH TERMINATED AT 8 FEET UJ tf) tf) M UJ ;A aS y 3 25 gz u Figure A-180, Log of Trench TM 85 CROR AMPLE SYMBOLS • SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE E... STANDARD PENETRATION TEST 0 ... CHUNK SAMPLE DRIVE SAMPLE (UNDISTURBED) WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT TKE OATE INDICATED. IT IS NOT UARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES, PROJECT NO. 04787-12-01 4 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) TRENCH TM86 ELEV. (MSL) 190 EQUIPMENT DATE COMPLETED 1/2/92 JD 555 TRACKHOE UJ IN Ss u. yz tr Q tii^ 3 25 gz o - 0 MATERIAL DESCRIPTION - 2 - - 4 - - 6 - SC SM CL TOPSOIL Loose, moisl, dark brown. Clayey SAND: rootlets DELMAR FORMATION Dense, damp to moist, fine to coarse. Silly SAND wilh iron staining along fractures -Heavy staining along fractures/near horizontal contact at 6 feet Ha'rd,~d~amp~ green, block CLAYSTONE" TRENCH TERMINATED AT 8 FEET Figure A-181, Log of Trench TM 86 CROR SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE E .., STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) 0 ... CHUHK SAMPLE Z ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOUN HEREON APPLIES ONLY AT THE SPECIFIC SORING OR TRENCH LOCATION AND AT THE OATE INDICATED. IT IS NOT WARRANTED TO BE REPRESEHTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.