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CT 97-13; CARLSBAD OAKS NORTH; UPDATE GEOTECHNICAL INVESTIGATION (PLANCHECK 1); 2014-10-21
I I I I OEOTECHSICA ON I i, I 1 i I UPDATE GEOTECHNICAL INVESTIGATION CARLSBAD OAKS NORTH BUSINESS PARK AND FARADAY AVENUE OFFSITE CARLSBAD, CALIFORNIA PREPARED FOR TECHBILT CONSTRUCTION COMPANY SAN DIEGO, CALIFORNIA APR 0 5 2006 ENGINEERING DEPARTMENT OCTOBER 21,2004 0 i Illll GEOCON INCOKPORATBD GEOTECHNICAL CONSULTANTS Project No. 06442-32-03 October 21, 2004 Techbilt Construction Company 3575 Kenyon Street San Diego, Califomia 92110 Attention: Mr. Ted Tchang SUBJECT: CARLSBAD OAKS NORTH BUSINESS PARK AND FARADAY AVENUE OFFSITE CARLSBAD, CALIFORNIA UPDATE GEOTECHNICAL INVESTIGATION Gentlemen: In accordance with your request and authorization of our Proposal No. LG-04057 dated February 10, 2004, we have performed an update geotechnical investigation for the subject property. This work complements a previous soil and geologic investigation which was conducted for the property. The purpose of this report is to compile relevant previously generated data along with the findings of the cun-ent study into a single document presenting our conclusions and recommendations pertaining to the geotechnical aspects of developing the site as presently proposed. Geoteclmical considerations include slope stability, remedial grading of unsuitable soils, settlement of the alluvial soils left in place, and rock rippability. It is our opinion that the site may be developed as proposed, provided the recommendations of this report are followed. Should you have any questions regarding this report, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED Shane Rodacker RCE 63291 SR:DBE:TVL:anh (4) Addressee (4/del) O'Day Consultants Attention: Mr. Tim Carroll David B. Evans CEG li 6960 Flanders Drive • San Diego, California 92121 Thomas GE503 Sphone (858) 558-6900 • Fax (858) TABLE OF CONTENTS 1. PURPOSE AND SCOPE 1 2. SITE AND PROJECT DESCRIPTION 2 3. PREVIOUS GEOTECHNICAL STUDIES 3 4. SOIL AND GEOLOGIC CONDITIONS 3 4.1 Undocumented Fill (Qudf) 3 4.2 Fill(Qfb) 3 4.3 Topsoil (Unmapped) 4 4.4 Alluvium (Qal) 4 4.5 Colluvium (Umnapped) 4 4.6 Landslide Deposits (Qls) 4 4.7 Santiago Formation (Tsa) 5 4.8 Point Loma Formation (Kp) 5 4.9 Lusardi Formation (Kl) 5 4.10 Granitic Rock (Kgr) 6 5. GEOLOGIC STRUCTURE 6 6. RIPPABILITY AND ROCK CONSIDERATIONS 6 7. GROUNDWATER/SEEPAGE 7 8. GEOLOGIC HAZARDS 7 8.1 Faulting and Seismicity 7 8.2 Seismicity - Deterministic Analysis 8 8.3 Liquefaction 9 8.4 Ancient Landslides 9 9. SLOPE STABILIIY EVALUATION 10 10. CONCLUSIONS AND RECOMMENDATIONS 13 10.1 General 13 10.2 Soil and Excavation Characteristics 13 10.3 Cjrading 14 10.4 Slope Stability 15 10.5 Subdrains 17 10.6 Earthwork Grading Factors 17 10.7 Terrace Drains 18 10.8 Seismic Design Criteria 19 10.9 Foundations 19 10.10 Retaining Walls and Lateral Loads 23 10.11 Drainage and Maintenance 24 10.12 Grading Plan Review 25 LIMITATIONS AND UNIFORMITY OF CONDITIONS TABLE OF CONTENTS (Continued) MAPS AND ILLUSTRATIONS Figure 1, Vicinity Map Figure 2, Geologic Map (200 Scale) (Map Pocket) Figures 3A -3E, Geologic Cross Sections A-A' through E-E' Figure 4, Oversize Rock Disposal Figure 5, Typical Buttress Fill Detail Figure 6, Typical Stability Fill Detail Figure 7, Typical Canyon Subdrain Detail Figure 8, Recommended Subdrain Cut-Off Wall Figure 9, Subdrain Outlet Headwall Detail Figure 10, Retaining Wall Drainage Detail APPENDIX A FIELD INVESTIGATION Figures A-l - A-14, Logs of Borings Figures A-15 - A-21, Logs of Trenches APPENDIX B LABORATORY TESTING Table B-I, Summary of Laboratory Maximum Dry Density and Optimum Moisture Content Test Results Table B-II, Summary of Laboratory Expansion Index Test Results Table B-III, Summary of Direct Shear Test Results Figure B-1, Gradation Curves APPENDIX C SLOPE STABILITY ANALYSES Figure C-1, Buttress Fill at Geologic Cross Section A-A' Figure C-2, Stability Fill at Geologic Cross Section C-C Figure C-3, Buttress Fill at Geologic Cross Section E-E' Figure C-4, Fill Slope Stability Analysis—Average Strength Figure C-5, Surficial Slope Stability Analysis Figure C-6, Cut Slope Stability Analysis APPENDEX D RECOMMENDED GRADING SPECIFICATIONS APPENDIX E EXPLORATORY BORINGS, TRENCHES AND SEISMIC TRAVERSES PERFORMED BY WOODWARD-CLYDE CONSULTANTS LIST OF REFERENCES UPDATE GEOTECHNICAL INVESTIGATION 1. PURPOSE AND SCOPE This report presents the findings from our supplemental geoteclmical investigation for Carlsbad Oaks North Business Park and the proposed offsite extension of Faraday Avenue located in Carlsbad, Califomia (see Vicinity Map, Figure 1). The purpose of the study was to update the previous geotechnical investigation performed by Woodward-Clyde Consultants. This report provides recommendations relative to the geotechnical engineering aspects of developing the project as proposed. The scope of the investigation included a review of aerial photographs and readily available published and unpublished geologic literature. The scope also included performing a field investigation, laboratory testing for physical soil properties, engineering analyses, and preparation of this report. Our field investigation was conducted on September 14 through 22, 2004 and consisted of a site reconnaissance by an engineering geologist and the excavation of 14 large-diameter borings and 7 exploratory trenches. The large diameter borings were performed to examine the soil and geologic units within areas of suspected landslides. The exploratory trenches were performed to determine the general extent of surficial deposits (i.e. topsoil, colluvium, and alluvium) in areas that were not previously investigated. It should be noted that due to the presence of sensitive habitat, several areas of desired exploration were not accessible. Details of the field investigation and logs of the exploratory borings and trenches are presented in Appendix A. Laboratory tests were performed on soil samples obtained during the field investigation to evaluate pertinent physical properties. The laboratory information was used in engineering analyses and to assist in providing recommendations for site grading and development. A summary of the laboratory test results is presented in Appendix B. The base map for this study consists of a reproducible copy of a compilation of digital information provided by O'Day Consultants (Geologic Map, Figure 2). The Geologic Map depicts the configuration of the property, existing topography, mapped geologic contacts, and the approximate locations of the large diameter exploratory borings and trench excavations. In addition, the locations of the pertinent exploratory work previously performed by Woodward-Clyde Consultants have also been included on the Geologic Map. Figures 3A through 3E present cross sections through several proposed cut slope areas and depict our interpretation of the underlying geologic conditions. The conclusions and recommendations presented herein are based on an analysis of the data obtained from the field investigation, laboratory tests, previous work at the site, and our experience with similar soil and geologic conditions. Project No. 06442-32-03 - 1 - October 21,2004 2, SITE AND PROJECT DESCRIPTION The site consists of 414 acres of undeveloped land located north'of the northerly terminus of El Fuerte Street, between Melrose Avenue and El Camino Real in Carlsbad, California. The property has moderate to steeply sloping hillside terrain with elevations ranging from a low of 160 feet Mean Seal Level (MSL) along the westem boundary to a high of 540 feet MSL in the northeast comer. The main drainage for the property flows from east to west and intercepts several north- and south - draining tributary canyons. Vegetation consists of coastal sage scrub, southem maritime chaparral, riparian vegetation and non- native grasses. Existing site improvements include several earthen embankments that were constructed as desilting basins or for previous farming activities located within the low lying areas of the site. In addition, minor embankments located in the northem portions of the site have been made to accommodate cell/radio tower sites. The property is flanked on the south and east by an existing business park and residential development, respectively. An existing sewer line traverses the property from east to west and is delineated sporadically by posted signs. Several dirt roads are present throughout the property. It is our understanding that the property will be developed as a 26-lot business park consisting of 22 industrial lots, 3 open-space lots, and a sewer pump station. The majority of the industrial lots will be constructed to the north of the major east-west drainage. In addition, Faraday Avenue and El Fuerte Street will be extended to provide access to the site. Cut and fill slopes with maximum heights of approximately 50 feet and 75 feet, respectively, are planned. All major fill slopes are designed at an inclination of 2:1 (horizontahvertical) or flatter. The extension of El Fuerte Street will consist of the construction of an 84-foot wide roadway alignment from its existing northem terminus at the southem margin of the property approximately 2800 feet northwesterly to a proposed intersection with Faraday Avenue. The majority of the extension's alignment will traverse the lower portion of a north-facing slope. Based on the geologic conditions discussed later in this report, the southem approximately 300 feet of the extension will be constructed within compacted fill associated with the existing business park south of the site. The balance of the El Fuerte Street extension will be constmcted generally within natural geologic formations. The sewer pump station will be constructed on the northeastem side of El Fuerte Street, approximately 300 feet south of the proposed intersection with Faraday Avenue. Faraday Avenue (also an 84-foot wide roadway) will be extended from Orion Street at the westem project boundary approximately 7000 feet eastward across the site. The alignment will connect to an existing portion of Faraday Avenue, approximately 500 feet west of the intersection with Melrose Drive, and will cross the major east-west drainage. Retaining walls having a maximum height of Project No. 06442-32-03 - 2 - October 21, 2004 approximately 15 feet are proposed for both the north and south side of Faraday Avenue between Station 13-1-50 and 18-f50. The locations and descriptions of the site and proposed development are based on our site recormaissance, a review of the available plans and previous reports, and our understanding of the project. If project details vary significantly from those described, Geocon Incorporated should be consulted to provide additional recommendations and/or analysis. 3. PREVIOUS GEOTECHNICAL STUDIES Previous geotechnical studies were performed for the property. Relevant information from these studies was used in the evaluation of soil and geologic conditions at the site (see List of References, Nos. 6 and 7). The pertinent exploratory information and seismic traverses from previous studies have been included in Appendix E and are shown on the Geologic Map, Figure 2. 4. SOIL AND GEOLOGIC CONDITiONS Six surficial soil types and four geologic formations were encountered during current and previous field investigations at the site. The surficial deposits consist of undocumented fill, fill by others, topsoil, alluvium, colluvium and landslide deposits. The formational units include the Eocene-age Santiago Formation and the Cretaceous-age Point Loma Formation, Lusardi Formation, and Granitic Rock. Each of the surficial soil types and geologic units encountered is described below in order of increasing age. The approximate extent of the deposits, excluding topsoil and colluvium, are shown on the Geologic Map, Figure 2. Our interpertation of the units mapped previously by the other consultants has resulted in some modifications to the lateral extent of some units. The modifications are reflected the Geologic Map. 4.1 Undocumented Fill (Qudf) Undocumented fill deposits have been mapped within the low lying areas and appear to be associated with previous agricultural activities. In addition, relatively small fill embankments occur in the higher northem portions of the site to accommodate cell/radio tower sites. Remedial grading ofthese undocumented fill deposits, in the form of removal and recompaction, will be required during grading. 4.2 Fill (Qfo) Fill soils mapped along the southem and eastem boundary of the site were placed by others during grading for the adjacent business park and residential developments. In addition, a fill embankment constructed for a desilting basin and existing sewer line is located in the south central portion of the Project No. 06442-32-03 -3- October 21, 2004 site, within a north-flowing tributary drainage. As stated in the referenced report by Woodward- Clyde, (Reference No. 6), this embankment consists of an engineered fill placed in conjunction with the development of the adjacent business park. The extent of these deposits generally does not impact the future development. 4.3 Topsoll (Unmapped) Topsoil mantles the majority of the site and varies from approximately 1 to 3 feet thick. The topsoil typically consists of soft to stiff, damp to wet, brown, silty to sandy clays. Topsoil deposits are considered unsuitable in their present condition and will require remedial grading in areas planned to receive structural fill and/or settlement-sensitive stmctures. The clayey topsoils posses a medium to high expansion potential and should be placed in deeper fill areas. 4.4 Alluvium (Qal) Alluvial soils were found within drainage channels in several locations of the site. These deposits consist of relatively loose and soft, clayey sands and sandy to silty clays. The alluvial deposits are potentially compressible and will require remedial grading where fill or development is planned. The estimated maximum depth of removal is approximately 18 feet. Due to the presence of sensitive habitat, the thickness of the alluvial deposits beneath the proposed offsite alignment of Faraday Avenue could not be determined. 4.5 Colluvium (Unmapped) Colluvial deposits were encountered along the southem hillsides above the alluvial drainage overlying the Santiago Formation, and Lusardi Formation. These deposits possess medium to high expansion potential, are poorly consolidated, and will require remedial grading in areas of planned development. The maximum thickness of colluvium was observed to be approximately IOV2 feet. 4.6 Landslide Deposits (Qls) Several ancient landslides were identified during this investigation. The landslide deposits are present along north-facing slopes near the southem margin of the site and the estimated lateral extent of these features is depicted on the Geologic Map, Figure 2. The landslides occur along relatively moderate slopes within the Santiago Formation. Characteristic landslide morphology of steep back-scarp areas and bulging, hummocky, distorted topography was observed in several of the mapped landslides, while others expressed a more subdued topography. The landslide deposits are primarily characterized as shallow, with a generally horizontal slide surface. The maximum thickness of landslide material encountered was approximately 18 feet in Project No. 06442-32-03 - 4 - October 21, 2004 borings LB-7 and LB-8. The landslide deposits will require removal and compaction prior to placement of fills and/or structural improvements. 4.7 Santiago Formation (Tsa) The Eocene-age Santiago Formation was deposited on an irregular erosional surface formed on the Lusardi Formation. The Santiago Formation consists of relatively flat-lying claystone, siltstone, and sandstone units. Weak, waxy claystones and thinly laminated siltstones, claystones, and sandstones are present within this unit and have been encountered at various elevations throughout the site. With the exception of the sandier portions of the Santiago Formation, materials derived from this unit typically possess a medium to high expansion potential with low to moderate shear strength. The Santiago Formation has a potential to transmit seepage through relatively pervious layers within the formation and will require constmction of subdrain systems to mitigate the seepage potential. The Santiago Formation may possess highly cemented zones that result in excavation difficulty during grading and constmction of site improvements (e.g., underground utility lines and building foundations). Although blasting is not expected, moderate to heavy ripping may be necessary in portions of this fonnation to faciUtate excavation. Generation of oversize materials requiring special handling and placement techniques should also be expected. Consideration should be given to undercutting cemented zones if they are found within 3 feet of finish grade. Undercutting during grading will help reduce the potential for excavation difficulty during the construction of site improvements. 4.8 Point Loma Formation (Kp) A relatively small area of Cretaceous-age Point Loma Formation was encountered within trench T-3 located in an offsite portion of Faraday Avenue. The Point Loma Formation consists of relatively flat-lying siltstones and fine-grained sandstones. 4.9 Lusardi Formation (KI) The Lusardi Formation is a Cretaceous-age conglomeratic unit consisting of slightly to highly weathered granitic and volcanic boulders and cobbles in a matrix of sandy clay to clayey sand. The deposits encountered during the investigation consisted of dense, clayey sandstone and hard, sandy claystone with random granitic boulders. Based on our observations, this unit is suitable for support of proposed improvements. Large boulders in excess of 10 feet in diameter were observed on the surface of this unit and will require special consideration with respect to removal and handling. Project No. 06442-32-03 - 5 - October 21, 2004 4.10 Granitic Rock (Kgr) Cretaceous-age granitic basement rock of the Southem Califomia Batholith underlies the majority of the site located north of the major east-west drainage. Based upon the seismic traverses and small diameter borings performed by others, as well as our visual reconnaissance and experience with similar geologic conditions in the area, the rock materials exhibit a variable weathering pattem ranging from completely weathered, decomposed granite to outcrops of fresh, extremely strong, hard rock that may requke blasting to excavate. The granitic unit exhibits adequate bearing and slope stability characteristics in either a natural or properly compacted condition. Cut slopes excavated at an inclination of 1.5:1 (horizontahvertical) or flatter should be stable to the proposed heights if free of adversely oriented joints or fractures. The soils derived from excavations within the decomposed granitic rock are expected to consist of low-expansive, silty, medium- to coarse-grained sands. It should be anticipated that excavations within the granitic rock will generate boulders and oversize materials (rocks greater than 12 inches in diameter) that will require special handling and placement as recommended hereinafter and discussed in the Rippability and Rock Considerations section of this report. Several boulders in excess of 20 feet in diameter were observed at the surface of the site where the granitic rock has been mapped. 5, GEOLOGIC STRUCTURE Bedding within the Santiago Formation is nearly horizontal or gently dipping within the site limits. Based on the exploratory excavations, the Santiago Formation generally dips to the north and northwest. The granular portions of this formational unit are typically massive with bedding not discemible. This is also tme within massive claystone and siltstone interbeds of the Santiago Formation. The contacts on and within the Cretaceous-age units are believed to be generally horizontal with some irregular and scoured surfaces. 6, RIPPABILITY AND ROCK CONSIDERATIONS Based on the results of 12 seismic traverses from a previous study (Reference No. 6), the rock materials exhibit a variable weathering pattem ranging from completely weathered fractured material to outcrops of slightly weathered, strong, hard rock. The seismic traverses were performed with a Nimbus ES-125 shallow refraction seismograph. Each traverse was performed in both a forward and reverse direction. The results of each seismic traverse are presented in Appendix E and their location has been shown on the Geologic Map, (Figure 2). For mass grading, a generally accepted guideline is that materials with velocities of less than 4500 feet per second (fps) are considered generally rippable with a D9 Caterpillar Tractor equipped with a Project No. 06442-32-03 - 6 - October 21, 2004 single shank hydraulic ripper. Velocities of 4500 to 5500 fps indicate marginally rippable rock and the possible need for pre-blasting. Velocities greater than 5500 fps generally require pre-blasting. For trenching operations, materials with velocities less than 3800 fps are considered generally rippable, depending upon the degree of fracturing and the presence or absence of boulders. Velocities between 3800 and 4300 fps generally indicate marginally rippable materials, and velocities greater than 4300 fps generally indicate non-rippable conditions. Earthwork should be plaimed to efficiently utilize available rock placement areas. Oversize materials should be placed in accordance with the City of Carlsbad Grading Ordinance, Figure 4 Oversize Rock Disposal, and the rock placement procedures presented in Appendix D of this report. 7. GROUNDWATER/SEEPAGE Perched groundwater or seepage was encountered within most of the recent exploratory borings and trenches T-2 and T-7. The groundwater within drainage courses is likely associated with surface mnoff of rainwater within the natural watershed. Moderate to severe seepage conditions were also encountered in the Santiago Formation and ancient landslide deposits. Subdrain systems will be necessary to intercept and convey seepage migrating through pervious strata. In particular, subdrains will be required in main drainages, along the backcut for buttress/stability fill excavations, and possibly where pervious layers daylight near proposed finish grade surfaces. A static near-surface groundwater table was not observed in the excavations performed during this study. The perched groundwater levels in alluvial areas can be expected to fluctuate seasonally and may affect remedial grading. In this regard, remedial grading may encounter wet soils and excavation and compaction difficulty. During the rainy season, perched water conditions are likely to develop within the drainage areas that may require special consideration during grading operations. Groundwater elevations are dependent on seasonal precipitation, irrigation and land use, among other factors, and vary as a result. 8. GEOLOGIC HAZARDS 8.1 Faulting and Seismicity Based on the field investigation and review of aerial photographs and published geologic maps, the site is not located on any active or potentially active fault trace as defined by the Califomia Geologic Survey (CGS). The Rose Canyon Fault Zone, located approximately 8 miles west of the site, is the Project No. 06442-32-03 - 7 - October 21, 2004 closest know active fault. An active fault is defined by the CGS as a fault showing evidence of activity roughly within the last 11,000 years. The CGS has included portions of the Rose Canyon Fault Zone within a State of Califomia Earthquake Fault Zone. This site is not located within such a zone. It should be noted that several north-south trending faults were mapped during the previous studies by Leighton & Associates within the referenced report dated November 30, 2000 and have been described as "inactive". However, no evidence of these faults was encountered during the site reconnaissance and subsurface exploration. Therefore, the previously mapped "inactive" faults have not been included on the Geologic Map, Figure 2. If present, these faults are not expected to have an adverse impact on site development. 8,2 Seismicity - Deterministic Analysis Earthquakes that might occur on the Rose Canyon Fault or other faults within the southem Califomia and northem Baja Califomia area are potential generators of significant ground motion at the site. The computer program EQFAULT (Blake, 2000) was utilized to approximate the distance of known active faults to the site. Within a search radius of 35 miles from the site, six known active faults were identified. The results of the seismicity analyses indicate that the Rose Canyon Fault is the dominant source of potential ground motion at the site. Earthquakes on the Rose Canyon Fault having a maximum credible magnitude of 7.2 are considered to be representative of the potential for seismic ground shaking within the property. The "maximum credible earthquake" is defined as the maximum earthquake that appears capable of occurring under the presently known tectonic framework (Califomia Division of Mines and Geology Notes, Number 43). The estimated maximum credible ground acceleration expected at the site was calculated to be 0.35g, using the Sadigh et al. (1997), attenuation relationship. The earthquake events and site accelerations for the faults considered most likely to subject the site to ground shaking are presented on the Table 8.1. The seismic risk at the site is not considered significantly greater than that of the surrounding developments or the Carlsbad area in general. Project No. 06442-32-03 -8- October 21, 2004 TABLE 8.1 DETERMINISTIC SITE PARAMETERS FOR SELECTED ACTIVE FAULTS Fault Name Distance from Site (miles) Estimated Maximum Earthquake Event Fault Name Distance from Site (miles) Maximum Earthquake (Mag) Peak Site Acceleration (g) Rose Canyon 8 7.2 0.35 Newport-Inglewood 10 7.1 0.28 Coronado Bank 23 7.6 0.16 Elsinore-Julian 22 7.1 0.13 EIsinore-Temecula 22 6.8 0.10 Elsinore-Glen Ivy 35 6.8 0.05 It is our opinion that the site could be subjected to moderate to severe ground shaking in the event of an earthquake along any of the faults listed in Table 8.1 or other faults in the southem Califomia/ northem Baja Califomia region. We do not consider the site to possess a greater seismic risk than that of the surrounding developments. While the listing of peak accelerations is useful for comparison of the potential effects of fault activity in the region, other considerations are important in seismic design, including the frequency and duration of motion, and the soil conditions underlying the site. We recommend that seismic design of the structures be performed in accordance with the Uniform Building Code (UBC) guidelines and/or those currently adopted by the County of San Diego. 8.3 Liquefaction The potential for liquefaction during a strong earthquake is limited to those soils that are in a relatively loose, unconsolidated condition and located below the water table. Due to the relatively high density and grain-size distribution characteristics of the expected fill materials, the dense nature of the fomiation materials at the site, and the absence of a permanent water table in development areas, the risk of seismically induced soil liquefaction adversely impacting the proposed development is considered very low. 8,4 Ancient Landslides The landslide deposits identified within the site can be mitigated using generally accepted remedial grading teclmiques. The techniques consist of removal and compaction of the deposits and the installation of subdrains. Similar remedial grading procedures will be required where landslides are not present but where weak claystone beds, bedding-plane shears, or thick surficial soil deposits are Project No. 06442-32-03 -9-October 21, 2004 encountered. Such areas are expected to be limited to where the Santiago Formation will be exposed in cut slopes. 9. SLOPE STABILITY EVALUATION Slope stability analyses were performed on areas where existing landslides are present along the southern property margins and are anticipated to be encountered during grading operations. The analyses utilized the computer software program SLOPE/W to provide appropriate design recommendations to achieve a factor of safety of at least 1.5 against deep-seated failure in the areas of existing landslide deposits. The results of the analyses indicate that the landslide deposits that will likely be encountered during grading can be stabilized utilizing conventional grading techniques consisting of the construction of drained buttresses, stability fills, and/or shear keys. The output files and calculated factor of safety for several of the cross sections used during the stability analyses are presented in Appendix C. The site geology, results of the subsurface investigation, laboratory testing, and existing and proposed topography were considered in the stability analyses. The cross-section geometry of the subsurface conditions was developed by interpolating and extrapolating the information obtained in the exploratory excavations. The computer generated cross-sections presented in Appendix C represent simplified configurations which were used in the analyses. The cross sections presented on Figures 3A, 3C, and 3E are the original geologic sections from which the computer generated sections were derived. Drained direct shear tests were performed on relatively undisturbed samples of the prevailing lithologic units. The results of the shear tests are presented in Table B-m of Appendix B. Additional shear tests were performed on remolded samples of formational soils to assess strength parameters for fill soils to construct the buttresses and stability fills. Table 9.1 presents the soil strength parameters that were utilized in the analyses. The values were derived from the laboratory test results and experience with similar soil and geologic conditions. Project No. 06442-32-03 - 10 - October 21, 2004 TABLE 9.1 SOIL STRENGTH PARAMETERS Soil Condition Angle of Internal Friction (j) (degrees) Cohesion c(psf) Santiago Formation - Sandstone 33 500 Santiago Formation - Claystone 19 500 Lusardi Formation - Sandstone 28 500 Lusardi Formation - Claystone 25 300 Landslide Debris 20 200 Compacted Fill 28 250 Basal Landslide Shear Zone 8 0 Figure C-1 in Appendix C represents the recommended drained buttress fill required to mitigate the landslide mapped along Geologic Cross Section A-A' and provide an adequate factor of safety. This buttress configuration should be implemented along the northwest-facing slope approximately opposite Faraday Avenue Station 27-HOO to 30-1-00. As shown on Figure C-1, the grading required to construct the buttress fill in this area will encroach into the adjacent open space. Although final grading plans were not available at the time of this report, it appears that the subdrain associated with the buttress fill can be directed to controlled storm drain structures within Faraday Avenue. The results of our slope stability analysis presented on Figure C-2 in Appendix C indicate that a buttress fill will be also required in the vicinity of Geologic Cross Sections D-D' and E-E'. The buttress will be required to effectively mitigate the mapped landslides in this area and provide and adequate factor of safety for long term slope stability. The buttress configuration shown on Figure C- 2 should be implemented from approximately Station 15+50 to 22-1-00 along the El Fuerte Street extension. Based on observations during the recent field investigation and our experience with similar soil and geologic conditions, we recommend the constmction of a drained stability fill along the north-facing slope at the southem property margin. The aforementioned areas where buttresses will be required are excluded. The slope stability analysis summarized on Figure C-3 represents the proposed site conditions and stability fill configuration at Geologic Cross Section C-C. As shown, a factor of safety in excess of 1.5 is provided for long term slope stability. We recommend that stabiUty fills be constructed along the proposed cut slopes facing Lot 2 and El Fuerte Street Station 22-1-00 to 27-1-50. Additional slope stabilization measures may be required where cut slopes are planned in areas of thick surficial deposits, such as colluvium or landslide debris, or if fractured claystones and/or Project No. 06442-32-03 -11 October 21,2004 groundwater seepage is observed during the grading operations. Drained stabilization fills may be recommended if these conditions are encountered. Project No. 06442-32-03 - 12- October 21, 2004 10. CONCLUSIONS AND RECOMMENDATIONS 10.1 General 10.1.1 No soil or geologic conditions were encountered that would preclude the development of the property as presentiy planned. 10.1.2 The site is underlain by surficial units that include undocumented fill soils, compacted fill soils, topsoils, alluvium, colluvium and landslide deposits. With the exception of tiie compacted fill, these materials are unsuitable in their present condition for support of fill and/or stmctural loads and will require remedial grading. 10.1.3 Due to the presence of several landslide deposits and thick claystone and siltstone beds within the Santiago Formation, buttresses and/or stability fills will be necessary to provide adequate slope stability. 10.1.4 An approximately 50-foot high embankment is proposed where the existing sewer trunk line intersects the Faraday Avenue roadway extension. It is our understanding that a portion of this existing sewer line will be relocated once the grading for Faraday Avenue has been completed. However, the existing sewer line will remain in service during the grading operations. As such, complete removal of the alluvial materials beneath the sewer line will not be possible during remedial grading operations and care will be required when removing alluvium in the immediate vicinity. Evaluation of the compression potential of the alluvium that wiU remain in-place was not performed during this study due to access limitations. In this regard, we recommend implementing a settiement monitoring program in the vicinity of this sewer line crossing. 10.1.5 Where existing sewer lines will be abandoned and are located in proposed building pad areas, the pipe should be removed and the resulting void backfilled with properly compacted fill. 10.2 Soil and Excavation Characteristics 10.2.1 The soil conditions encountered vary from very low expansive, silty sands, to highly expansive, clayey topsoils, aUuvium and coUuvium, claystones/siltstones and clayey undocumented fiU soils. Figures 3A through 3E present the Geologic Cross Sections (A-A' through E-E') that depict the general soil and geologic conditions on the site. 10.2.2 Excavations within the granitic rock materials, and to a lesser extent the cemented zones of the Santiago Formation, will generally vary in difficulty with the deptii of excavation Project No. 06442-32-03 ^IT- October 21, 2004 depending on the degree of weathering. Blasting will likely be required in proposed granitic rock cut areas. Oversized rock should be placed in accordance with the Recommended Grading Specifications (Appendix D) and Figure 4, Oversize Rock Disposal. Since proposed fill areas and depths are relatively limited, oversize rock may require breakage to acceptable sizes or exportation from the property. Placement of oversize rock within the area of proposed underground utilities should not be permitted. 10.2.3 Where blasting is required or marginally rippable materials are exposed at finish grade, it is recommended that building pad areas be undercut to a depth of at least 5 feet to facilitate future pad grading and trenching of footings and shallow utilities. Consideration should be given to the overexcavation of streets which have deep utilities and are located in areas of relatively fresh rock. 10.2.4 Alluvium and colluvium may be very moist to saturated during the winter or early spring depending on preceding precipitation, and may require mixing with drier material or drying prior to their use as compacted fill. 10.3 Grading 10.3.1 All grading should be performed in accordance with the Recommended Grading Specifications contained in Appendix D. Where the recommendations of Appendix D conflict with this report, the recommendations of this report should take precedence. 10.3.2 Prior to commencing grading, a preconstruction conference should be held at the site with the owner or developer, grading contractor, civil engineer, and geotechnical engineer in attendance. Special soil handling and/or the grading plans can be discussed at that time. 10.3.3 Site preparation should begin with the removal of all deleterious material and vegetation. The depth of removal should be such that material exposed in cut areas or soils to be used as fill is relatively free of organic matter. Material generated during stripping and/or site demolition should be exported from the site. 10.3.4 All potentially compressible surficial soils (undocumented fill soil, landslide deposits, topsoils, colluvium and alluvium) within areas of planned grading should be removed to firm natural ground (or formation) and properly compacted prior to placing additional fill and/or stmctural loads. The actual extent of the removals should be determined in the field by the geotechnical engineer and/or engineering geologist. Overly wet, surficial materials will require drying and/or mixing with drier soils to facilitate proper compaction. Project No. 06442-32-03 - 14- October 21, 2004 10.3.5 The site should then be brought to final subgrade elevations with stmctural fill compacted in layers. In general, soils native to the site are suitable for re-use as fill if free from vegetation, debris and other deleterious material. Layers of fill should be no thicker than will allow for adequate bonding and compaction. All fill, including backfill and scarified ground surfaces, should be compacted to at least 90 percent of laboratory maximum dry density near to slightly above optimum moisture content, as determined in accordance with ASTM Test Procedure D 1557-02. Fill materials near or below optimum moisture content may require additional moisture conditioning prior to placing additional fill. 10.3.6 To reduce the potential for differential settlement, and to facilitate the excavation of footings and utility trenches it is recommended that cut lots that encounter hard granitic rock or concretionary zones be undercut at least 5 feet and replaced with properly compacted "very low" to "low" expansive fill soils. Deeper undercutting of street areas should be considered to facilitate the excavation of underground utilities where the streets are located in cut areas composed of marginally to non-rippable hard rock. 10.3.7 Where practical, the upper 3 feet of all building pads (cut or fill) and 12 inches in pavement areas should be composed of properly compacted or undisturbed formational materials that possess "very low" to "low" expansion characteristics. The more highly expansive fill soils should be placed in the deeper fill areas and properly compacted. "Very low" to "low" expansive soils are defined as those soils that have an Expansion Index of 50 or less when tested in accordance with UBC Table 18-I-B. Rock greater than 12 inches in maximum dimension should not be placed within 10 feet of finish grade or 3 feet of the deepest utility. Rocks greater than 6 inches in maximum dimension should not be placed within 3 feet of finish grade in building pad areas. 10.4 Slope Stability 10.4.1 Slope stability analysis utilizing average drained direct shear strength parameters based on laboratory tests and experience with similar soil types in nearby areas indicates that the proposed fill slopes, constructed of on-site materials, should have calculated factors of safety of at least 1.5 under static conditions for both deep-seated failure and shallow sloughing conditions. This assumes that fill slopes higher than approximately 50 feet will incorporate the higher strength silty sands from the Santiago Fomiation or granitic rock With the exception of cut slopes requiring a buttress or stability fill due to landslide deposits, the proposed cut slopes were also found to possess a calculated factor of safety in excess of 1.5 for a deep-seated failure condition. Slope stability calculations and surficial slope StabiUty calculations are presented on Figures C-4 through C-6 in Appendix C. Project No. 06442-32-03 - 15 - October 21, 2004 10.4.2 " The landslide encountered in borings LB-2 and LB-10 will require a buttress to provide an adequate factor of safety for the proposed cut slope facing Faraday Avenue. The landslides encountered facing El Fuerte Street Station 15-1-50 to 22-t-OO will also requure a buttress fill. The construction of these buttiesses will require encroachment into the adjacent open space. If permission to grade within the open space at these locations cannot be obtained, further analysis will be necessary. 10.4.3 Essentially all of the proposed cut slopes along the southem margin of the property will require a drained buttress or stability fill to achieve acceptable slope stability and/or effectively mitigate the ancient landsUdes in the area. Cross-Sections A-A', C-C, and E-E' depict the geometry of the recommended buttress/stability fills. The recommended stability fills have assumed a 1:1 backcut originating about 10 feet beyond the planned limits of grading extending downward to design keyway elevation. Figure 5 presents a Typical Buttiess Detail. A Typical Stability Fill Detail is presented on Figure 6. Specific information pertaining to the dimensions and layout of the buttress and stability fills is presented in Appendix C. 10.4.4 It is recommended that all buttresses and associated subdrains be shown on the final approved grading plans. 10.4.5 We recommend that all cut slope excavations including buttresses, shear keys, and stability fills be observed during grading by an engineering geologist to verify that soil and geologic conditions do not differ significantly from those anticipated. 10.4.6 The outer 15 feet (or a distance equal to the height of the slope, whichever is less) of fill slopes should be composed of properly compacted granular "soil" fill to reduce the potential for surficial sloughing. In general, soils with an Expansion Index of less than 90 or at least 35 percent sand size particles should be acceptable as "granular" fill. Proposed soils to comprise these portions of fill slopes should be tested in the laboratory for acceptable drained shear strength. Slopes should be compacted by backrolling with a loaded sheepsfoot roller at vertical intervals not to exceed 4 feet and should be track- walked at the completion of each slope such that the fill soils are uniformly compacted to at least 90 percent relative compaction to the face of the finished sloped. 10.4.7 All slopes should be landscaped with drought-tolerant vegetation, having variable root depths and requiring minimal landscape irrigation. In addition, aU slopes should be drained and properly maintained to reduce erosion. Project No. 06442-32-03 - 16 - October 21, 2004 10.5 Subdrains 10.5.1 The geologic units encountered on the site have permeability characteristics and/or fracture systems that could be susceptible under certain conditions to groundwater seepage. The use of canyon subdrains and subdrains in buttresses, shear keys, and stability fills will be necessary to mitigate the potential for adverse seepage conditions. The recommended canyon subdrain locations are presented on the Geologic Map, Figure 2. Figure 7 depicts a typical canyon subdrain detail. 10.5.2 Prior to outietting, the final segment of subdrain should consist of non-perforated drainpipe. At the non-perforated/perforated interface, a seepage cutoff wall should be constructed on the downslope side of the junction in accordance with Figure 8. Subdrains that discharge into a natural drainage course or open space area should be provided with a pennanent head wall stmcture in accordance with Figure 9. 10.5.3 We recommend that the continuous buttress fill to be constructed from El Fuerte Street Station 15-1-50 to 22-1-00 be provided with at least 3 outlet locations. Similarly, the continuous stability fill behind Lot 2 should be provided with a minimum of 4 subdrain outlet points. 10.5.4 The final grading plans should show the location of all proposed subdrains. Upon completion of remedial excavations and subdrain installation, the project civil engineer should survey the drain locations and prepare an "as-built" map depicting the subdrain locations. 10.6 Earthwork Grading Factors 10.6.1 Estimates of embankment shrink-swell factors are based on comparing laboratory compaction tests with the density of the material in its natural state and experience with similar soil types. It should be emphasized that variations in natural soil density, as well as in compacted fill, render shrinkage value estimates very approximate. As an example, the contractor can compact fills to any relative compaction of 90 percent or higher of the laboratory maximum dry density. Thus, the contractor has at least a 10 percent range of control over the fill volume. Considering the above discussion, the following earthwork factors may be used as a basis for estimating how much the on-site soils may shrink or sweU when removed from their natural state and placed in compacted fiUs. Project No. 06442-32-03 - 17- October 21, 2004 TABLE 10.6 EARTHWORK GRADING FACTORS Soils Unit Shrink-Swell Factors Topsoils, Colluvium, Alluvium, Undocumented Fill Soil 5 Percent Shrinkage Santiago, Point Loma, and Lusardi Formations 3 to 7 Percent Bulk Granitic Rock 15 to 20 Percent Bulk 10.7 Terrace Drains 10.7.1 The use of terrace drains on cut or fill slopes exceeding 30 feet in height is not considered necessary to inaintain gross stability of the slopes. Based on past experience with similar projects, properly constructed and inaintained terrace drains may reduce slope erosion, particularly on fill slopes. However, improperly maintained terrace drains can result in significant slope erosion and possible slope distress. Terrace drains that are allowed to fill with debris may concentrate surface mnoff down the slope face, resulting in deep, extensive erosion gullies. It is therefore recommended that the use of terrace drains planned for cut or fill slopes on the project be kept to a minimum, consistent witii the general guidelines which follow. 10.7.2 For cut or fill slopes above developed lots, a terrace drain should be provided no higher than 30 feet above the toe of slope or altematively a lined surface drain may be located along the toe of slope. 10.7.3 For cut or fill slopes above streets or non-building areas, terrace drains are not required. 10.7.4 All terrace drains should direct the flow of water into storm drains or other suitable drainage facilities. For "daylight" canyon fills, down-drains should be provided at the contact between fill and natural materials, to reduce erosion along the contact. 10.7.5 The above recommendations are presented as general guidelines only; other considerations may dictate the design of slope terrace drains. All terrace drains should be sized to accommodate the maximum flow of water anticipated from the drainage area above, under the design rainfall event. 10.7.6 It is recommended that terrace drains be constmcted at a drainage gradient of at least 2 percent, and steeper, where practical. In addition, a maintenance program should be Project No. 06442-32-03 October 21,2004 devised and followed, which clearly designates the persons or agencies responsible for maintaining terrace drains within specific areas. 10.8 Seismic Design Criteria 10.8.1 Table 10.8 summarizes seismic design parameters obtained from the Uniform Building Code (UBC) Table 16-J for two different Soil Profile Types, Sc and SD, which are prevalent on this project. A summary of the Soil Profile Type for each lot should be provided in the final report of grading. The corresponding parameters listed on Table 10.8 should be used for seismic design. The values listed are for the Rose Canyon Fault, which is identified as a Type B fault and is more dominant than the nearest Type A fault due to its proximity to the site. The Rose Canyon Fault is located approximately 8 miles west of the site. TABLE 10.8 SEISMIC DESIGN PARAMETERS Parameter Soil Profile Type (UBC Table 16-J) UBC Reference Parameter Sc SD UBC Reference Seismic Zone Factor 0.40 0.40 Table 16-1 Seismic Coefficient, Ca 0.40 0.44 Table 16-Q Seismic Coefficient, Cy 0.56 0.64 Table 16-R Near-Source Factor, Na 1.0 1.0 Table 16-S Near Source Factor, Nv 1.0 1.0 Table 16-T Seismic Source B B Table 16-U 10.8.2 Conformance to the above criteria for seismic design does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur if a maximum level earthquake occurs. The primary goal of seismic design is to protect life and not to avoid all damage, since such design may be economically prohibitive. 10.9 Foundations 10.9.1 The preliminary foundation recommendations that follow are for one- or two-story commercial stmctures and are separated into categories dependent on the thickness and geometry of the underlying fill soils as well as the Expansion Index of the prevailing subgrade soils of a particular building pad. Final foundation recommendation for each building pad should be based on subsequent lot-specific studies. The recommended Project No. 06442-32-03 19-October 21, 2004 minimum foundation and interior concrete slab design criteria for each Category is presented on Table 10.9.1. TABLE 10.9.1 FOUNDATION RECOMMENDATIONS BY CATEGORY Foundation Category Minimum Footing Depth (inches) Minimum Continuous Footing Reinforcement Minimum Interior Slab Reinforcement I 12 Two No. 4 bars one top and one bottom 6x6-10/10 welded-wire mesh at slab mid-point II 18 Four No. 4 bars two top and two bottom No. 3 bars at 24 inches on center, both directions m 24 Four No. 5 bars two top and two bottom No. 3 bars at 18 inches on center, both directions CATEGORY CRITERIA Category I: Maximum fill thickness is less than 20 feet and Expansion Index is less than or equal to 50. Category II: Maximum fdl thickness is less than 50 feet. Expansion Index is less than or equal to 90, or variation in fill thickness is between 10 feet and 20 feet. Category III: Fill thickness exceeds 50 feet, variation in fill thickness exceeds 20 feet, or Expansion Index exceeds 90 but is less than 130. Notes: 1. 2. 3. 4. 5. All footings should have a minimum width of 12 inches. Footing depth is measured from lowest adjacent subgrade. All interior concrete slabs should be at 5-inches thick. All interior concrete slabs should be underlain by at least 4 inches of clean sand or crushed rock. All slabs expected to receive moisture-sensitive floor coverings or used to store moisture- sensitive materials should be imderlain by a vapor barrier covered with at least 2 inches of the clean sand recommended in No. 4 above. 10.9.2 Foundations for Category I, II, or EI may be designed for an allowable soil bearing pressure of 2,000 pounds per square foot (psf) (dead plus live load). This bearing pressure may be increased by one-third for transient loads such as wind or seismic forces. 10.9.3 The use of isolated footings that are located beyond the perimeter of the building and support stmctural elements connected to the building is not recommended for Category m. Where this condition caimot be avoided, the isolated footings should be connected to the building foundation system with grade beams. Project No. 06442-32-03 •20-October21,2004 10.9.4 For Foundation Category HI, consideration should be given to using interior stiffening beams and connecting isolated footings and/or increasing the slab thickness. In addition, consideration should be given to connecting adjacent slabs that exceed 5 feet in width to the building foundation to reduce the potential for future separation to occur. 10.9.5 No special subgrade presaturation is deemed necessary prior to placing concrete. The exposed foundation and slab subgrade soils should be sprinkled as necessary, however, to maintain a moist condition as would be expected in any such concrete placement. 10.9.6 Where buildings or other improvements are planned near the top of a slope steeper than 3:1 (horizontahvertical), special foundations and/or design considerations are recommended due to the tendency for lateral soil movement to occur. • For fill slopes less than 20 feet high, building footings should be deepened such that the bottom outside edge of the footing is at least 7 feet horizontally from the face of the slope. • Where the height of the fill slope exceeds 20 feet, the minimum horizontal distance should be increased to H/3 (where H equals the vertical distance from the top of the slope to the toe) but does not need to exceed 40 feet. For composite (fill over cut) slopes, H equals the vertical distance from the top of the slope to the bottom of the fill portion of the slope. An acceptable altemative to deepening the footings would be the use of a post-tensioned slab and foundation system or increased footing and slab reinforcement. Specific design parameters or recommendations for these altematives can be provided once the building location and fill slope geometry have been determined. • For cut slopes in dense formational materials or fill slopes inclined at 3:1 (hori- zontahvertical) or flatter, the bottom outside edge ofbuilding footings should be at least 7 feet horizontally from the face of the slope, regardless of slope height. • Although other relatively rigid or brittle improvements (e.g., concrete flatwork or masonry walls) may experience some distress if located near the top of a slope, it is generally not economical to mitigate this potential. It may be possible, however, to incorporate design measures that would permit some lateral soil movement without causing extensive distress. Geocon Incorporated should be consulted for specific recommendations. 10.9.7 As an altemative to the foundation recoinmendations for each category, consideration should be given to the use of post-tensioned concrete slab and foundation systems for the support of the proposed stmctures. The post-tensioned systems should be designed by a stmctural engineer experienced in post-tensioned slab design and the design criteria of the Post-Tensioning Institute (UBC Chap. 18, §1816). Although this procedure was developed for expansive soils, it is understood that it can also be used to reduce the potential for Project No. 06442-32-03 - 21 - October 21, 2004 foundation distress due to differential fill settlement. The post-tensioned design should incorporate the geotechnical parameters for the particular Foundation Category designated, as presented on Table 10.9.2. TABLE 10.9.2 POST-TENSIONED FOUNDATION SYSTEM DESIGN PARAMETERS Post-Tensioning Institute (PTI) Design Parameters Foundation Category Post-Tensioning Institute (PTI) Design Parameters I II Ill 1. Thornthwaite Index -20 -20 -20 2. Clay Type - Montmorillonite Yes Yes Yes 3. Clay Portion (Maximum) 30% 50% 70% 4. Depth to Constant Soil Suction 7.0 ft. 7.0 ft. 7.0 ft. 5. Soil Suction 3.6 ft. 3.6 ft. 3.6 ft. 6. Moisture Velocity 0.7 in./mo. 0.7 in./mo. 0.7 in./mo. 7. Edge Lift Moisture Variation Distance 2.6 ft. 2.6 ft. 2.6 ft. 8. Edge Lift 0.41 in. 0.78 in. 1.15 in. 9. Center Lift Moisture Variation Distance 5.3 ft. 5.3 ft. 5.3 ft. 10. Center Lift 2.12 in. 3.21 in. 4.74 in. 10.9.8 UBC Chapter 18, §1816 uses interior stiffener beams in its stmctural design procedures. If the stmctural engineer proposes a post-tensioned foundation design method other than UBC Chap. 18, §1816, it is recommended that interior stiffener beams be used for Foundation Categories II and HI. The depth of the perimeter foundation should be at least 12 inches for Foundation Category I. When the Expansion Index for a particular building pad exceeds 50 but is less than 91, the perimeter footing depth should be at least 18 inches; and when it exceeds 90 but is less than 130, the perimeter footing depth should be at least 24 inches. Geocon Incorporated should be consulted to provide additional design parameters as required by the stmctural engineer. 10.9.9 Our experience indicates post-tensioned slabs may be susceptible to excessive edge lift, regardless of the underlying soil conditions, unless reinforcing steel is placed at the bottom of the perimeter footings and the interior stiffener beams. Current PTI design procedures primarily address the potential center Uft of slabs but, because of the placement of the reinforcing tendons in the top of the slab, the resulting eccentricity after tensioning may reduce the ability of the system to mitigate edge lift. The foundation system should be designed to reduce the potential for edge lift to occur. Project No. 06442-32-03 •22-October 21, 2004 10.9.10 The recommendations of this report are intended to reduce the potential for cracking of slabs due to expansive soils (if present), differential settlement of deep fills, or fills of varying thicknesses. However, even with the incorporation of the recommendations presented herein, foundations, stucco walls, and slabs-on-grade placed on such conditions may still exhibit some cracking due to soil movement and/or shrinkage. The occurrence of concrete shrinkage cracks is independent of the supporting soil characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, proper concrete placement and curing, and the placement of crack-control joints at periodic intervals, particularly where re-entrant slab comers occur. 10.9.11 Consideration should be given to designing concrete flatwork for expansive soil movement if expansive materials are identified during finish grade testing. Considerations should include additional reinforcement of hardscape (i.e., sidewalks, driveways, patios), closer than normal crack control joint spacing, well prepared subgrade with moisture contents above optimum moisture content, and doweling of exterior flatwork and driveways to the building foundation. 10.10 Retaining Walls and Lateral Loads 10.10.1 Retaining walls not restrained at the top and having a level backfiU surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid with a density of 35 pounds per cubic foot (pcf). Where the backfiU will be inclined at no steeper than 2:1 (horizontahvertical), an active soil pressure of 52 pcf is recommended. These soil pressures assume that the backfill materials within an area bounded by the wall and a 1:1 plane extending upward from the base of the wall possess an Expansion Index of less than 50. For those lots with finish grade soils having an Expansion Index greater than 50 and/or where backfill materials do not conform to the above criteria, Geocon Incorporated should be consulted for additional recommendations. 10.10.2 Unrestrained walls are those that are allowed to rotate more than O.OOIH at the top of the wall. Where walls are restrained from movement at the top, an additional uniform pressure of 7H psf (where H equals the height of the retaining wall portion of the wall in feet) should be added to the above active soil pressure. 10.10.3 All retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces and should be waterproofed as required by the project architect. The use of drainage openings through the base of the wall (weep holes, etc.) is not recommended where the seepage could be a nuisance or otherwise adversely impact the property adjacent to the base of the waU. A typical wall drainage detail is presented on Project No. 06442-32-03 ^23^ October 21, 2004 Figure 10. The above recommendations assume a properly compacted granular (Expansion Index less than 50) backfill material with no hydrostatic forces or imposed surcharge load. If conditions different than those described are anticipated, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional recommendations. 10.10.4 In general, wall foundations having a minimum depth and width of one foot may be designed for an allowable soil bearing pressure of 2,000 psf, provided the soil within 3 feet below the base of the wall has an Expansion Index of less than 90. The proximity of the foundation to the top of a slope steeper than 3:1 could impact the allowable soil bearing pressure. Therefore, Geocon Incorporated should be consulted where such a condition is anticipated. 10.10.5 For resistance to lateral loads, an allowable passive earth pressure equivalent to a fluid with a density of 300 pcf is recommended for footings or shear keys poured neat against properly compacted granular fill soils or undisturbed natural soils. The allowable 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 should not be included in the design for lateral resistance. An allowable friction coefficient of 0.4 may be used for resistance to sliding between soil and concrete. This friction coefficient may be combined with the allowable passive earth pressure when detennining resistance to lateral loads. 10.10.6 The recommendations presented above are generally applicable to the design of rigid concrete or masonry retaining walls having a maximum height of 8 feet. In the event that walls higher than 8 feet or other types of waUs are planned, such as crib-type walls, Geocon Incorporated should be consulted for additional recommendations. 10.11 Drainage and Maintenance 10.11.1 Good drainage is imperative to reduce the potential for differential soil movement, erosion, and subsurface seepage. Positive measures should be taken to properly finish grade the building pads after the stmctures and other improvements are in place, so that the drainage water from the lots and adjacent properties are directed off the lots and to the street away from foundations and the top of the slopes. Experience has shown that even with these provisions, a shallow groundwater or subsurface water condition can and may develop in areas where no such water conditions existed prior to the site development; this is particularly true where a substantial increase in surface water infiltration results from an increase in landscape irrigation. Project No. 06442-32-03 - 24- October 21, 2004 10.12 Grading Plan Review 10.12.1 The geotechnical engineer should review the Grading Plans prior to finalization to verify their compliance with the recommendations of this report and determine the need for additional comments, recommendations, and/or analysis. Project No. 06442-32-03 - 25 - October 21, 2004 LIMITATIONS AND UNIFORMITY OF CONDITIONS 1. The recommendations of this report pertain only to the site investigated and are based upon the assumption that the soil conditions do not deviate from those disclosed in the investigation. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will 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 or corrosive 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 responsibiUty 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 valid 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 in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. Project No. 06442-32-03 October 21, 2004 SOURCE: 2004 THOMAS BROTHERS MAP SAN DIEGO COUNTY, CALIFORNIA REPRODUCED WITH PERMISSION GRANTED BY THOMAS BORTHERS MAPS THIS MAP IS COPYRIGHT BY THOMAS BROS. MAPS. P-IS UNLAWFUL TO COPY OR REPRODUCE Aa OR ANY PART THEREOF. WHETHER FOR PERSONAL USE OR RESALE. WITHOUT PERMISSION. 4 H NO SCALE GEOCON INCORPORATED GEOTECHNICAL CONSULTANTS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 - 2974 PHONE 858 558-6900 - FAX 858 558-6159 SR/MM Micci«b/T«,i|,latBi/T»ti|!l<>tai/GM«yVienly Mop DSK/EOOOO VICINITY MAP CARLSBAD OAKS NORTH BUSINESS PARK CARLSBAD, CALIFORNIA DATE 10-21-2004 PROJECTNO. 06442 - 32 - 03 FIG. 1 CARLSBAD OAKS NORTH BUSINESS PARK CARLSBAD, CALIFORNIA A 400 —I 350 — 300 — 250 — 200 — 150 —I LB-2 PROPOSED GRADE >. "" SM SM ..^ CL CL EXISTING GRADE A' 400 350 300 250 200 150 50 100 150 200 250 300 350 400 450 500 600 GEOCON LEGEND Qdl JW-LUVIUM LANDSLIDE DEBRIS 7"S9 SANTIAGO FORMATION Kl LUSARDI FORMATION ^ GEOLOGIC CONTACT (Queried Where Uncertain) X:/RUTEMP/1.GEO7KHn.G£OTEaH_MICAaA/06A»2 - 32 • 03ICoAbad OoU/C™ S«li<«. SCALE: 1" = 50' HORIZONTAL = VERTICAL GEOCON INCORPORATED _ ^ ^ . FIGURE 3A CROSS SECTION A-A' DATE 10-21 GEOTKHNK>l CX3NSULTANTS 6960 FL\NDaS DRIVE - SAN DIEGO, CAUFORNW. 92121 - 2974 PHOKC 858 558-6900 - FAX 858 558-6159 PROJECTNO. 06442-32-03 2004 B 400 —1 350 — 300 250 200 — 150 —' T" 50 LB-12 (PROJECTED 60' WEST ALONG CONTOUR) LB-4 WOODWARD- CLYDE BORING 810 PROPOSED GRADE EXISTING GRADE FARADAYAVENUE Kl Kl Kgr 100 150 200 GEOCON LEGEND QQI ALLUVIUM Qls LANDSLIDE DEBRIS TS3 SANTIAGO FORMATION Kl ...LUSARDI FORMATION ^ GEOLOGIC CONTACT (Queried Where Uncertain) )(:/liUTB<«>/l_GEO1KH/l_GEOTKH.MICAElA/06A12 - 32 • C3(C»U>od OoU/C™. S.*.. 250 300 SCALE: 1" = 50' HORIZONTAL = VERTICAL 350 400 450 500 550 CARLSBAD OAKS NORTH BUSINESS PARK CARLSBAD, CALIFORNIA B' L0T1 1— 400 — 350 — 300 250 200 150 600 GEOCON INCORPORATED GEOTECHNKAL CONSULTANTS 6960 FUVNDERS DRIVE - SAN DIEGO, CAURDRNIA 92121 • 2974 PHONE 858 558-6900 • FAX 858 558-6159 PROJECTNO. 06442-32-03 ^.r.^w • FIGURE 3B CROSS SECTION B-B' DATE 10-21 -2004 400 —I 350 — 300 — 250 — 200 150 —' CARLSBAD OAKS NORTH BUSINESS PARK CARLSBAD, CALIFORNIA c 400 LB-5 (PROJECTED 100' WEST ALONG CONTOUR) — 350 LB-13 (PROJECTED 50* EAST ALONG CONTOUR) EXISTING GRADE Kgr — 300 — 250 — 200 I— 150 50 100 150 200 GEOCON LEGEND 250 300 SCALE: 1" = 50' HORIZONTAL = VERTICAL 350 400 -I \ ) I \ I 1 I 450 500 550 600 Qal Qls Tsa Kl ..ALLUVIUM ...LANDSLIDE DEBRIS ...SANTIAGO FORMATION GEOCON INCORPORATED ..LUSARDI FORMATION ..GEOLOGIC CONTACT (Queried Where Uncertain) GEOTEOINICAL CONSULTANTS 6960 FU^NDERS DRIVE - SAN DIEGO, CAUFORNIA 92121 - 2974 PHONE 858 558-6900 • FAX 858 558-6159 PROJECTNO. 06442-32-03 FIGURE 3C CROSS SECTION C-C' DATE 10-21-2004 ]t/l!UTEMP/l_GEOTKH/l_GK)TECH_MICAaA/06442 - 32 • 03ICoiU>oiJ Ookil/Oon Sadioo CARLSBAD OAKS NORTH BUSINESS PARK CARLSBAD, CALIFORNIA D 400 —1 350 — 300 — 250 200 150 —' EXISTING GRADE LB-7 (PROJECTED 40' EAST ALONG CONTOUR) (PROJECTED 100' SOUTH EAST ALONG CONTOUR) PROPOSED GRADE D' Kl Kl r— 400 350 300 — 250 — 200 150 50 100 150 200 250 300 350 400 450 500 550 600 GEOCON LEGEND Qal ALLUVIUM Qls LANDSLIDE DEBRIS 7"S9 SANTIAGO FORMATION Kl ...LUSARDI FORMATION ^ ^ GEOLOGIC CONTACT (Queried Where Uncertain) jt/RUTOAP/l GEOTECH/1 GEOTKH MJCAELA/06A42.32 • OSCoHiod OolcO/Cr™ S«lion> SCALE: r = SO- HORIZONTAL = VERTICAL GEOCON INCORPORATED GEOTECHNKAL CONSULTANTS 6960 RANDKS DRIVE - SAN DEGO, CALIFORNIA 92121 - 2974 PHONE 858 558-6900 - FAX 858 558-6159 PROJECTNO. 06442-32-03 CROSS SECTION D-D' T^M\^ .2004 CARLSBAD OAKS NORTH BUSINESS PARK CARLSBAD, CALIFORNIA 400 —1 350 — 300 — 250 — 200 — 150 —' EXISTING GRADE PROPOSED GRADE Kl '• 7 ,QM Kl E' — 350 400 300 — 250 — 200 >— 150 T" 50 100 150 200 250 300 350 400 450 500 550 600 GEOCON LEGEND Qal ALLUVIUM Qls LANDSLIDE DEBRIS 7'S9 SANTIAGO FORMATION Kl ...LUSARDI FORMATION y ^ •— GEOLOGIC CONTACT (Queried Where Uncertain) X:/liMTEMP/l_GEOTECH/l_GEOTKH.MJCAaA/06A42 - 32 - 03(Cc»U«>d C5oU/Cn»i Sxlion SCALE: 1" = SO- HORIZONTAL = VERTICAL GEOCON INCORPORATED GB3TECHNICAL CONSULTANTS 6960 RANOaS DRIVE - SAN DKGO, CAURDRNIA 92121 - 2974 PHONE 858 558-6900 • FAX 858 558-6159 PROJECTNO. 06442-32-03 CROSS SECTION E-E' .2004 ZONEB WINDROWS DETAIL (PLAN VIEW) CLEAN SAND (SE>30) FLOODED • TO Fia VOIDS AROUND AND BENEATH ROCKS BUILDING PAD" STREET ... .y;^;ib'f,^^r'>;:'-:;;vZONE A ^.)S<^: o o -O z'S^jEbO "o -O'-O" Ckk ^JfT"©- o.-o o-'O.o o.-o o o._a iOVO ooo 0-.0-"0_-i:r:^--'"' o.o^-^—^"^ NO SCALE LEGEND ZONE A COMPACTED SOIL FILL. NO ROCK FRAGMENT OVER 12 INCHES IN DIMENSION (6 INCHES FOR UPPER 3 FEET). ZONE B; ROCKS 2 TO 4 FEET IN DIMENSION PLACED IN WINDROWS IN COMPACTED SOIL FILL OR PLACED AS ROCK FILL NOTE 1. COMPACTED FILL SHALL CONTAIN AT LEAST 40 PERCENT SOIL SIZES PASSING A 3/4 - INCH SIEVE (BY WEIGHT) AND BE COMPACTED IN ACCORDANCE WITH SPECIFICATIONS FOR STRUCTURAL FILL. 2. ZONE B DISPOSAL NOT PERMITTED FOR SLOPES STEEPER THAN 2 TO 1. 3. ZONE A SHALL BE AS SHOWN ON THE SKETCH AND, IN PUBLIC RIGHT - OF - WAYS AND EASEMENTS, SHALL BE AT LEAST 10 FEET THICK AND EXTENDED AT LEAST 3 FEET BELOW PROPOSED UTILITY LINE DEPTH. 4. CONTINUOUS OBSERVATION REQUIRED BY SOILS ENGINEER DURING ROCK PLACEMENT. 5. ROCK FILL (LESS THAN 40 PERCENT SOIL SIZES) MAY BE PERMITTED IN DESIGNATED AREAS UPON THE RECOMMENDATION OF THE SOILS ENGINEER. OVERSIZE ROCK DISPOSAL GEOCON INCORPORATED Q GEOTECHNICAL CONSULTANTS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 - 2974 PHONE 858 558-6900 - FAX 858 558-6159 SR/MM DSK/GTYPD CARLSBAD OAKS NORTH BUSINESS PARK CARLSBAD, CALIFORNIA DATE 10 - 21 -2004 PROJECTNO. 06442 - 32 - 03 FIG. 4 Draftino 2/MiaMla/TMnpbtM/D.tali/0.«ni9 Rode PROPOSED FINISHED SLOPE NOTE 2 NO SCALE NOTES: 1 EXCAVATE BACKCUT IN ACCORDANCE WITH GEOTECHNICAL CONSULTANTS RECOMMENDATIONS. 2 BASE OF BUTTRESS FILL TO BE 5 FEET INTO DENSE, FORMATIONAL SOIL SLOPING A MINIMUM 2 % INTO SLOPE. 3 BUTTRESS FILL TO BE COMPOSED OF PROPERLY COMPACTED, GRANULAR SOIL WITH MINIMUM SHEAR STRENGTH AS SPECIFIED. 4 CHIMNEY DRAINS TO BE APPROVED, PREFABRICATED CHIMNEY DRAIN PANELS (MIRADRAIN, TENSAR OR EQUIVALENT) SPACED APPROXIMATELY 30 FEET CENTER TO CENTER. ADDITIONAL DRAINS WILL BE REQUIRED WHERE AREAS OF SEEPAGE ARE ENCOUNTERED. 5 FILTER MATERIAL TO BE 3/4-INCH, OPEN-GRADED, CRUSHED ROCK ENCLOSED IN APPROVED FILTER FABRIC. 6 COLLECTOR PIPE TO BE 6-INCH MINIMUM DIAMETER, PERFORATED, THICK-WAaED PVC SHEDULE 40 OR EQUIVALENT. AND SLOPED TO DRAIN AT 1 PERCENT MINIMUM TO APPROVED OUTLET. ^ IF HORIZONTAL, EXTENT OF GRADING IS CONSTRAINED (e.B., THE PRESENCE OF A PROPERTY LINE), THE SLOPE SHOULD BE OVERBUILT AT LEAST 4 FEET, AND TRIMMED BACK. TYPICAL BUTTRESS FILL DETAIL GEOCON INCORPORATED GEOTECHNICAL CONSULTANTS 6960 FL\NDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 - 2974 PHONE 858 558-6900 - FAX 858 558-6159 CARLSBAD OAKS NORTH BUSINESS PARK CARLSBAD, CALIFORNIA TR/MM DSK/EOOOO DATE 10-21-2004 PROJECTNO. 06442 - 32 - 03 FIG. 5 Mieaala/TwnpkrtM/Dvtaik/Buttraii Drtol (SEE NOTE 7) FINISHED SLOPE N0TE1 FINISHED LOT GRADE UNDISTURBED FORMATIONAL SOIL NO SCALE NOTES: 1 EXCAVATE BACKCUT AT 1:1 INCLINATION 2 BASE OF STABILITY FILL TO BE 3 FEET INTO DENSE, FORMATIONAL SOIL SLOPING A MINIMUM 5 % INTO SLOPE. 3 STABILITY FILL TO BE COMPOSED OF PROPERLY COMPACTED, GRANULAR SOIL WITH MINIMUM SHEAR STRENGTH OF 0 = 28', C - 250 psf. 4 WHERE SEEPAGE IS ENCOUNTERED IN BACK CUT, CHIMNEY DRAINS TO BE APPROVED PREFABRICATED CHIMNEY DRAIN PANELS (MIRADRAIN, TENSAR, OR EQUIVALENT) SPACED APPROXIMATELY 20 FEET CENTER TO CENTER. ADDITIONAL DRAINS WILL BE REQUIRED WHERE AREAS OF GREATER SEEPAGE ARE ENCOUNTERED. 5 FILTER MATERIAL TO BE l-INCH, OPEN-GRADED, CRUSHED ROCK ENCLOSED IN APPROVED FILTER FABRIC. 6 COLLECTOR PIPE TO BE 6-INCH MINIMUM DIAMETER, PERFORATED, THICK-WALLED SCHEDULE 40 PVC SCHEDULE 40 OR EQUIVALENT, AND SLOPED TO DRAIN AT 1 PERCENT MINIMUM TO APPROVED OUTLET. CHIMNEY DRAINS MAY BE REQUIRED IF AREAS OF ACTIVE SEEPAGE ARE ENCOUNTERED. 7 BACKCUT TO BEGIN 10 FEET BEYOND TOP OF PROPOSED 2:1 CUT SLOPE. LOCATION OF BACKCUT TO BE DETERMINED BY GEOTECHNICAL CONSULTANT IN THE FIELD TYPICAL STABILITY FILL DETAIL GEOCON INCORPORATED GEOTECHNICAL CONSULTANTS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 - 2974 PHONE 858 558-6900 - FAX 858 558-6159 SR/MM DSK/EOOOO CARLSBAD OAKS NORTH BUSINESS PARK CARLSBAD, CALIFORNIA DATE 10-21 -2004 PROJECTNO. 06442 - 32 - 03 FIG. 6 Maaln AanelqW/DMaili/Slabitly Ft 5 6- DIA. PERFORATED SUBDRAIN PIPE 9 CUBIC FEET / FOOT OF OPEN GRADED GRAVEL SURROUNDED BY MIRAFI MON (OR EQUIVALENT) FILTER FABRIC NOTES: 1 6-INCH DIAMETER, SCHEDULE 80 PVC PERFORATED PIPE FOR FILLS IN EXCESS OF 100-FEET IN DEPTH. 2 6-INCH DIAMETER, SCHEDULE 40 PVC PERFIRATED PIPE FOR FILLS LESS THAN 100-FEET IN DEPTH. NO SCALE TYPICAL CANYON SUBDRAIN DETAIL GEOCON INCORPORATED a GEOTECHNICAL CONSULTANTS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 - 2974 PHONE 858 558-6900 - FAX 858 558-6159 TR/MM DSK/EOOOO CARLSBAD OAKS NORTH BUSINESS PARK CARLSBAD, CALIFORNIA DATE 10-21 -2004 PROJECTNO. 06442 - 32 - 03 FIG. 7 MiccMla/TamplatM/DBtaik/Typica) Canyon Subdrain FRONT VIEW SUBDRAIN PIPE CONCRETE CUT-OFF WALL |- 6" MIN. (TYP) •• iJ:'^ -^:: : • ^ -l- .f . p. 6" MIN. (TYP) I— 6- MIN. (TYP) NO SCALE SIDE VIEW I MIN. I CONCRETE V-.^ CUT-OFF WALL 6" MIN. (TYP) A SOLID SUBDRAIN PIPE PEftFOR/?TED SUBDFCMN Plf>E U :::::: Y -3— : . < • .* ^ 6" MIN. (TYP) yZ'i/Z-i// NO SCALE RECOMMENDED SUBDRAIN CUT-OFF WALL GEOCON INCORPORATED 0 GEOTECHNICAL CONSULTANTS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 - 2974 PHONE 858 558-6900 - FAX 858 558-6159 TR/MM DSK/GTYPD CARLSBAD OAKS NORTH BUSINESS PARK CARLSBAD, CALIFORNIA Mmlo AarnplalM/D*tajk/RBcomnwnd«d Subdrain DATE 10 - 21 -2004 PROJECTNO. 06442 - 32 - 03 FIG. 8 FRONT VIEW 24" ' •4 . •« .4:«,- •• • • •. At.' « « 4- . ' • ; *. 1. •.- i 18" 12" NO SCALE SIDE VIEW 6"-8" SUBDRAIN CONCRETE HEADWALL NOTE: HEADWALL SHOULD OUTLET AT TOE OF FILL SLOPE OR INTO CONTROLLED SURFACE DRAINAGE NO SCALE GEOCON INCORPORATED Q GEOTECHNICAL CONSULTANTS 6960 FLINDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 - 2974 PHONE 858 558-6900 - FAX 858 558-6159 TR/MM DSK/GTYPD DRAIN OUTLET HEADWALL DETAIL CARLSBAD OAKS NORTH BUSINESS PARK CARLSBAD, CALIFORNIA DATE 10-21 -2004 Mineb/Tamplatti/DttaiVSub^w Outbr PROJECT NO. 06442 - 32 - 03 FIG. 9 FINISH GRADE 3/4" CRUSHED GRAVEL MIRAFI MON FILTER FABRIC OR EQUIVALENT 4" DIA. PERFORATED SCHEDULE 40 PVC PIPE NO SCALE RETAINING WALL DRAIN DETAIL GEOCON INCORPORATED GEOTECHNICAL CONSULTANTS 6960 FLANDERS DRIVE - SAN DIEGO, CAUFORNIA 92121 - 2974 PHONE 858 558-6900 - FAX 858 558-6159 SR/MM DSK/GTYPD CARLSBAD OAKS NORTH BUSINESS PARK CARLSBAD, CALIFORNIA DATE 10 - 21 -2004 PROJECT NO. 06442 - 32 - 03 FIG. 10 Mkcwia/Tamplotn/Dttoilt/Rvtoirarv Wdi Drain D*taC APPENDIX A APPENDIX A FIELD INVESTIGATION Our field investigation was perfonned between September 14 through 22, 2004. The study consisted of a visual site reconnaissance, the excavation of 14 exploratory borings and 7 exploratory trenches. The approximate locations of the exploratory borings and trenches are shown on the Geologic Map, Figure 2. The exploratory borings were advanced to a depth of 8 to 45 feet below existing grade using an Easybore 120 truck-mounted drill rig equipped with a 30-inch-diameter bucket auger. The exploratory trenches were advanced to depths of 6 to 13 feet using a John Deere 555 track hoe equipped with a 24-inch-wide bucket. The soils encountered in the borings and backhoe trenches were visually examined, classified, and logged in general accordance with ASTM Test Method D- 2488-00 Description and Identification of Soils (Visual-Manual Method). Logs of the borings and backhoe trenches depicting the soil and geologic conditions encountered and the depth at which samples were obtained are presented on Figures A-l through A-21. Project No. 06442-32-03 October 21, 2004 I PROJECT NO. 06442-32-03 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING LB 1 ELEV. (MSL.) 247 EQUIPMENT DATE COMPLETED 09-19-2004 30" BUCKET AUGER H CO S Z Li- u cc Q liJ O 2 5 O O MATERIAL DESCRIPTiON 2 - CL LBl-1 8 - 10 -LB 1-2 CL 12 14 16 - 18 LB 1-3 LBl-4 20 22 LB 1-5 TOPSOIL Stiff, moist, brown, Sandy CLAY LUSARDI FORMATION Hard, moist, mottled pale green and brown, fme to coarse, Sandy CLAYSTONE, with abundant gypsum veins -Becomes mottled orange-brown, pale pink and pale green below 6 feet -'/2-inch thick, continuous root from 7 to 10 feet -Swirled claystone/sandstone lenses below 8 feet -Random spot seeps below 10 feet -Becomes mottled orange-brown and gray below 13'/a feet 113.6 5/10" 123.3 7/8" 126.9 -Slight seepage at 21 feet -Granitic boulder at 22 feet 6/3" 103.9 12.7 11.9 7.9 7.1 BORING TERMINATED AT 22 FEET (Refusal On Rock) Figure A-1, 06442-32-03 GPJ iLog of Boring LB 1, Page 1 of 1 SAMPLE SYMBOLS ° UNSUCCESSFUL B ... STANDARD PENETRATION TEST 1 ... DRIVE SAMPLE (UNDISTURBED) 1 S ... DISTURBED OR BAG SAMPLE B ...CHUNKSAMPLE I ... WATER TABLE OR SEEPAGE ' NOTE; THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I PROJECTNO. 06442-32-03 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING LB 2 ELEV. (MSL.) 253 EQUIPMENT DATE COMPLETED 09-19-2004 30" BUCKET AUGER 2 o I-t z t < >-t Q OT W o £ 5 O o MATERIAL DESCRIPTION 4 - CH LB2-1 10 12 - LB2-2 CL 14 16 18 20 22 24 - 26 - CL LB2- SM LB2-4 LB2-5 CL 28 LANDSLIDE DEBRIS Stiff, moist, brownish green, Silty CLAY; with roots extending to BSS -Becomes mottled green and orange with gypsum veins below 214 feet Stiff, moist, mottled orange and pale green, Sandy/Silty CLAY; chaotic appearance -Randomly oriented high angle remolded planes present from 10 to 12 feet BASAL SLIP SURFACE -at 12 feet; (horizontal); W to y^-inch thick, soft, moist, pale green to light olive, continuous, well developed remolded slip surface with micro rootlets along seam; material 1-foot below BSS is pulverized and/or disturbed 110.3 PUSH 94.8 SANTIAGO FORMATION Hard, damp, grav. Siltv CLAYSTONE LUSARDI FORMATION Dense, damp, gray, Silty, fine to medium SANDSTONE -Cemented from 16 to 20 feet -Irregular undulating contact Dense, damp, mottled orange and gray, fme to coarse, Sandy CLAYSTONE 6/8" 112.7 98.6 -Random spot seeps from 22 to 42 feet -Becomes gray below 24 feet 5/10" 101.9 13.8 23.7 10.1 24.2 12.4 Figure A-2, 06442-32-03.GPJ Log of Boring LB 2, Page 1 of 2 SAMPLE SYMBOLS ° UNSUCCESSFUL B ... STANDARD PENETRATION TEST 1 ... DRIVE SAMPLE (UNDISTURBED) S ... DISTURBED OR BAG SAMPLE B .., CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I PROJECT NO. 06442-32-03 DEPTH IN FEET SAMPLE NO. >-O o _l o X SOIL CLASS (USCS) BORING LB 2 ELEV. (MSL.) 253 EQUIPMENT DATE COMPLETED 09-19-2004 30" BUCKET AUGER ft OT I- OT § m !i! m OT -> Z LL a: Q tu 5? o Z s o o 30 - 32 34 - 36 - 38 40 MATERIAL DESGRIPTION LB2-6 LB2-7 LB2-8 42 6/10" 110.6 CL -Mottled olive green and gray below 34 feet -Mottled orange and olive green below 37 feet 107.2 8/10" 101.7 14.3 17.0 17.9 BORING TERMINATED AT 42 FEET Figure A-2, 06442-32-03.GPJ iLog of Boring LB 2, Page 2 of 2 SAMPLE SYMBOLS ° UNSUCCESSFUL H ... STANDARD PENETRATION TEST 1 ... DRIVE SAMPLE (UNDISTURBED) M ... DISTURBED OR BAG SAMPLE E ... CHUNK SAMPLE I ...WATER TABLE OR SEEPAGE I NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I PROJECT NO. 06442-32-03 DEPTH IN FEET SOIL CLASS (USCS) BORING LB 3 ELEV. (MSL.) 302 EQUIPMENT DATE COMPLETED 09-19-2004 30" BUCKET AUGER Q o H b 2 t I- OT > ^OTS W --^ 2 U- DC Q UJ 55 —, r- OT ^ o Z 2 O O - 0 MATERIAL DESCRIPTION 2 - - 4 - CL COLLUVIUM Stiff, moist, brovm, Silty CLAY -Becomes green and orange at 3 feet LB3- CL - 8 - - 10 - 12 - 14 - 16 - 18 - - 20 - 22 - - 24 26 - LB3-2 LB3-3 LB3-4 SANTIAGO FORMATION Hard, moist, mottled green and orange, Silty CLAYSTONE; with random gypsum veins Hard to very stiff, moist, mottled pale maroon and pale green with abundant yellow sulfate sfringers, interbedded CLAYSTONES and SILTSTONES, with random gypsum veins CL&ML -Becomes very stiff from 20'/2 to 2 r/2 feet (no apparent remolding) Dense, moist, bumt orange, Silty, fme to coarse SANDSTONE LB3-5 28 - SM -Moist sidewalls below 24 feet -Minor seepage at 27 feet 109.4 112.3 105.8 100.5 114.7 14.6 13.9 20.1 19.9 11.7 I I I Figure A-3, Log of Boring LB 3, Page 1 of 2 06442-32-03.GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL D. . STANDARD PENETRATION TEST • . . DRIVE SAMPLE (UNDISTURBED) S . 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. PROJECTNO. 06442-32-03 DEPTH IN FEET BORING LB 3 ELEV. (MSL.) 302 EQUIPMENT DATE COMPLETED 09-19-2004 30" BUCKET AUGER I- w > >- w 2 u. oc a ai o Z s o o - 30 32 MATERIAL DESCRIPTION LB3-6 34 36 LB3-7 - 38 - 40 - 42 - 44 SM 114.6 10.: CL .-Moderate seegage_at_contactJ^5^S^5Wj Hard, moist, gray, Silty CLAYSTONE; with orange oxide stringers -High angle polished parting surfaces below 34 feet -Gradational contact Dense, damp, gray, Silty, fme to medium SANDSTONE 8/10" 106.0 15.3 SM -Moderate seepage Hard, moist, gray, Silty CLAYSTONE; heavily fissured" CL -Moderate caving viewed from above at 42 feet BORING TERMINATED AT 45 FEET (Geotechnically logged to 42 feet due to caving) Figure A-3, 06442-32-03.GPJ Log of Boring LB 3, Page 2 of 2 SAMPLE SYMBOLS • • SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST 1 ... DRIVE SAMPLE (UNDISTURBED) ^ ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE NOTE; THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. BORING LB 4 ELEV. (MSL.) 300 EQUIPMENT DATE COMPLETED 09-17-2004 30" BUCKET AUGER 2 o CO ^OTP w 2 LL cc Q o z 5 O O MATERIAL DESCRIPTION TOPSOIL Stiff, dry to moist, brown, Silty/Sandy CLAY SANTIAGO FORMATION Dense, damp, light brown, Silty, fme to medium SANDSTONE, with few 1/8-inch near vertical fractures -6-inch thick orange oxidized lense at 9 feet -1-foot thick orange oxidized lense at 13 feet -Undulating scoured contact Hard to very stiff, moist, green widi abundant yellow and orange sulfate stringers, interbedded thinly laminated CLAYSTONES and SILTSTONES, with abundant gypsum veins -Becomes gray-green, pale maroon with yellow sulfate stringers at ISVi feet -Becomes green with yellow and orange sulfate stringers at 23 feet -Becomes dark maroon-brown with yellow sulfate sfringers at 27 feet -Moist sidewalls below 27.5 feet Figure A-4, [Log of Boring LB 4, Page 1 of 2 117.3 117.5 102.8 108.5 103.0 9.8 7.3 148 18.0 20.7 15. 06442-32-03.GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL S .. DISTURBED OR BAG SAMPLE B ... STANDARD PENETRATION TEST B ... CHUNK SAMPLE • ... DRIVE SAMPLE (UNDISTURBED) I ... WATER TABLE OR SEEPAGE I NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I BORING LB 4 ELEV. (MSL.) 300 EQUIPMENT DATE COMPLETED 09-17-2004 30" BUCKET AUGER ^ UJ -r- I- OT > ^OT3 OT Z Li. D: Q OT LU O 2 s o o MATERIAL DESCRIPTION -1-foot thick, green, fissured claystone with moderate seepage at contact at 30 feet 101.3 CH&ML -Heavy seepage at 34 feet -Geotechnically logged to 37 feet due to water level being at 39 feet 101.3 2_ ? ? ? Dense, tan, Silty SANDSTONE -Cemented concretion at 44 feet BORING TERMINATED AT 45 FEET (Geotechnically logged to 37 feet due to heavy seepage) 17.3 19.9 Figure A-4, 06442-32-03.GPJ Log of Boring LB 4, Page 2 of 2 SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST 1 ... DRIVE SAMPLE (UNDISTURBED) ^ ... DISTURBED OR BAG SAMPLE iki ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 1^*1 E INDICATED. IT I PROJECT NO. 06442-32-03 DEPTH IN FEET SOIL CLASS (USCS) BORING LB 5 ELEV. (MSL.) EQUIPMENT 299 DATE COMPLETED 09-17-2004 30" BUCKET AUGER h- OT § ^coO OT Z Li. CC a UJ 3^ «iii o 2 5 O o MATERIAL DESCRIPTION - 4 - CL TOPSOIL Stiff, moist, brown, Silty/Sandy CLAY LB5-1 10 12 - 14 - 16 18 - 20 - 22 - 24 - 26 28 - LB5-2 CL&ML SANTIAGO FORMATION Hard to very stiff, moist, mottled pale green and brown with abundant yellow sulfate sfringers, interbedded thinly laminated CLAYSTONES and SILTSTONES, with abundant gypsum veins -Becomes brown and maroon below 6/2 feet PUSH 103.9 LB5-3 SM -Moist sidewalls at 10 feet _-Gra_dationd contact with minprj Dense, moist, pale yellow and gray, Silty, fine to medium SANDSTONE -6-inch thick, pale maroon with yellow sulfate stringers, thinly laminated claystone and siltstone lense at 14'/2 feet -Becomes pale green below 16 feet -Becomes light purple and fine to coarse below 17 feet 94.6 115.0 LB5-4 CL _-Moderate seepage^t_cojitact Hard, moist, pale green, Silty CLAYSTONE; fissured with orange oxidation 118.1 Dense, pale green, Silty, fine to medium SANDSTONE SM LB5-5 CL _-HejLyy^ see£age Hard, moist, green, Silty CLAYSTONE; heavily fissured with moderate to" severe caving -Geotechnically logged to 27 feet due to caving 105.1 18.3 24.4 14.2 12.8 16.7 Figure A-5, ILog of Boring LB 5, Page 1 of 2 06442-32-03GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE B ... STANDARD PENETRATION TEST B ... CHUNK SAMPLE • ... DRIVE SAMPLE (UNDISTURBED) I ... WATER TABLE OR SEEPAGE I NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I PROJECT NO. 06442-32-03 DEPTH IN FEET C5 SOIL CLASS (USCS) BORING LB 5 ELEV. (MSL.) 299 EQUIPMENT DATE COMPLETED 09-17-2004 30" BUCKET AUGER LU -^ M Z U. DC Q o Z 5 O O - 30 32 MATERIAL DESCRIPTION LB5-6 34 36 38 - 40 42 44 - 103.9 CL ^ 9__ Dense, moist, tan, Silty SANDSTONE SM CL Hard, moist, olive, Silty CLAYSTONE -Becomes fine to coarse, sandy claystone 20.9 BORING TERMINATED AT 45 FEET (Geotechnically logged to 27 feet due to caving) Figure A-5, 06442-32-03.GPJ |Log of Boring LB 5, Page 2 of 2 SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST 1 ... DRIVE SAMPLE (UNDISTURBED) 1 ^ ... DISTURBED OR BAG SAMPLE E ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE I 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 INDICATED. IT I PROJECT NO. 06442-32-03 DEPTH IN FEET SOIL CUSS (USCS) BORING LB 6 ELEV. (MSL.) 275 EQUIPMENT DATE COMPLETED 09-17-2004 30" BUCKET AUGER I- OT > ^55° OT ^ Z Ll. cc a UJ tf* «l±l O Z s o o MATERIAL DESCRIPTION - 2 10 - 12 - 14 16 18 - 20 - 22 24 LB6-1 LB6-2 6 - 8 - LB6-3 LB6-4 CL CL CL SC LANDSLIDE DEBRIS Stiff, moist, brownish green, Silty CLAY; with roots extending to base of slide PUSH 97.7 Stiff, moist, mottled green and orange, Sandy CLAY; chaotic appearance with abundant gypsum veins PUSH 98.9 BASE OF SLIDE from 12.2 to 13.3 feet; (highly irregular, high angle, scoured contact), no remolded BSS present; distinct change in competency below; base of slide becomes sandv at base /• LUSARDI FORMATION Hard, moist, mottled pale green with orange oxidation, fine to coarse Sandy CLAYSTONE 101.5 Dense, damp, pale green, Clayey/Silty, fine to coarse SANDSTONE; with random spot seeps -12-inch subrounded granitic cobbles present 12.7 23.5 22.0 19.9 BORING TERMINATED AT 25 FEET Figure A-6, Log of Boring LB 6, Page 1 of 1 06442-32-03.GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL B. . STANDARD PENETRATION TEST • . . DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS ^ ... DISTURBED OR BAG SAMPLE . CHUNK SAMPLE I . . WATER TABLE OR SEEPAGE NOTE; THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 06442-32-03 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING LB 7 ELEV. (MSL.) EQUIPMENT 286 DATE COMPLETED 09-20-2004 30" BUCKET AUGER o -> 2 o f-t:: 2 t I- OT > OT Z Li. oc Q LU S^ li OT [fJ O Z 5 O O MATERIAL DESCRIPTION - 2 - 4 LB7-1 - 8 - 10 - 12 - - 14 - - 16 18 - 20 22 - LB7-4 LB7-5 24 26 - 28 LANDSLIDE DEBRIS Stiff, moist, brownish green, Silty CLAY; widi roots extending to BSS -Minor seepage at 2 feet Stiff, moist, mottled green and orange, Sandy CLAY; chaotic appearance with abundant gypsum veins -Minor caving and moderate seepage at 7 feet PUSH 96.3 CL PUSH 96.7 -Pulverized claystone chunks present below 12 feet BASAL SLIP SURFACE at 15'/2 feet, (3, N80E), % to '/2-inch thick, soft, moist, pale green, plastic clay gouge, well defined plane with little to no remolding; pulverized claystone below -Geotechnically logged to 16 feet due to caving PUSH 91.2 CL LUSARDI FORMATION Hard, moist, mottled pale green with orange oxidation, fine to coarse Sandy CLAYSTONE 106.9 ? ? ^ a 5—I Very dense, damp, pale green. Clayey, fine to coarse SANDSTONE; with random spot seeps 119.0 SC 22.0 25.7 21.6 16.8 11.4 I I I Figure A-7, Log of Boring LB 7, Page 1 of 2 06442-32-03.GPJ SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST • . . DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS S . . DISTURBED OR BAG SAMPLE B ... 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. 06442-32-03 DEPTH IN FEET SAMPLE NO. >- o o I SOIL CLASS (USCS) BORING LB 7 ELEV. (MSL.) EQUIPMENT 286 DATE COMPLETED 09-20-2004 30" BUCKET AUGER LU -> h- W g ^OTS >-t OT --^ Z LL cc a LU OT W O 2 5 O O 30 - 32 MATERIAL DESCRIPTION 34 -1^ SC BORING TERMINATED AT 35 FEET (Geotechnically logged to 16 feet due to caving) Figure A-7, 06442-32-03.GPJ Log of Boring LB 7, Page 2 of 2 SAMPLE SYMBOLS ° ' '"""""^ UNSUCCESSFUL B ... STANDARD PENETRATION TEST 1 ... DRIVE SAMPLE (UNDISTURBED) S ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE I 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. I PROJECTNO. 06442-32-03 DEPTH IN FEET SOIL CLASS (USCS) BORING LB 8 ELEV. (MSL.) 280 EQUIPMENT DATE COMPLETED 09-20-2004 30" BUCKET AUGER 2 o f-I- z U I- CO g ^ w2 OT -> 2 Ll. DC Q LU oz 5 O O MATERIAL DESGRIPTION - 2 4 - LB 8-1 - 6 CL LANDSLIDE DEBRIS Stiff, wet, brown, Silty/Sandy CLAY -Minor seepage at 4 feet PUSH 93.5 8 - - 10 - 12 - 14 - 16 - 18 20 22 LB8-2 Stiff, moist, mottled green and orange, Silty CLAY; with abundant gypsum veins -Geotechnically logged to 8 feet due to caving -Heavy caving and moderate seepage at 10 feet PUSH 94.6 CL LB8-3 PUSH 95.6 BASAL SLIP SURFACE estimated at approx. 18 feet -9 9 9 LB8-4 CL LUSARDI FORMATION Hard, moist, olive, Silty CLAYSTONE 24 •9 •) JJ- 9 Dense, moist. Clayey, fine to coarse SANDSTONE 108.8 SM BORING TERMINATED AT 25 FEET (Geotechnically logged to 8 feet due to caving) 28.3 25.9 27.0 15.1 Figure A-8, 06442-32-03.GPJ Log of Boring LB 8, Page 1 of 1 SAMPLE SYMBOLS ° • '""""'^ UNSUCCESSFUL B ... STANDARD PENETRATION TEST 1 ... DRIVE SAMPLE (UNDISTURBED) ^ ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE I NOTE; THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I PROJECTNO. 06442-32-03 DEPTH IN FEET BORING LB 9 ELEV. (MSL.) 304 EQUIPMENT DATE COMPLETED 09-20-2004 30" BUCKET AUGER LU — Pgt I- OT g W 2 Li. ac a LU oz 5 O o - 0 MATERIAL DESGRIPTION 2 - - 4 CL TOPSOIL Stiff, dry to moist, brown, Silty/Sandy CLAY LB9-1 6 - - 8 - 10 - 12 14 - 16 - 18 - CL&ML SANTLVGO FORMATION Hard to very stiff, moist, molded green widi yellow sulfate sfringers, thinly laminated, interbedded CLAYSTONES and SILTSTONES, with abundant gypsum veins -Gradational contact 117.7 LB9-2 LB 9-3 20 22 24 26 28 SM LB9-4 LB9-5 Dense, damp, light brown widi orange oxidation, Silty, fine to coarse SANDSTONE -Becomes moist and gray below 111/2 feet FAULT from 14.7 to 17.1 feet; (N2E, 35SE), with 'A to '/2-inch thick gray clay gouge along trace; fault truncates 4-inch gray claystone lense -2 foot zone of interbedded claystone beds and rip-up clasts from 17.9 to 19.9 feet -4-inch thick green claystone lense with minor seepage at contact at 20'/2 feet 5/10" 93.2 113.3 114.9 .-Moderate seepage.at_contact Hard, moist, green, Silty CLAYSTONE; fissured with minor caving 102.3 CL 15.2 16.4 13.1 22.0 Figure A-9, ILog of Boring LB 9, Page 1 of 2 06442-32-03 GPJ SAMPLE SYMBOLS n ... SAMPLING UNSUCCESSFUL ^ ... DISTURBED OR BAG SAMPLE B ... STANDARD PENETRATION TEST B ... CHUNK SAMPLE • ... DRIVE SAMPLE (UNDISTURBED) I ... WATER TABLE OR SEEPAGE I NOTE; THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I PROJECT NO. 06442-32-03 DEPTH IN FEET SAMPLE NO, >-O o _l o I SOIL CLASS (USCS) BORING LB 9 ELEV. (MSL.) EQUIPMENT 304 DATE COMPLETED 09-20-2004 30" BUCKET AUGER 2 o I-I- Z LL gf I OT Z LL cc a LU 5" li wiii O z 5 O O 30 32 MATERIAL DESGRIPTION LB9-6 - 34 -Geotechnically logged to 30 feet due to caving CL BORING TERMINATED AT 35 FEET (Geotechnically logged to 30 feet due to caving) Figure A-9, 06442-32-03.GPJ Log of Boring LB 9, Page 2 of 2 SAMPLE SYMBOLS ° ' UNSUCCESSFUL B .. STANDARD PENETRATION TEST 1 ... DRIVE SAMPLE (UNDISTURBED) ^ ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE I ...WATER TABLE OR SEEPAGE I NOTE; THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I BORING LB 10 ELEV. (MSL.) 249 EQUIPMENT DATE COMPLETED 09-22-2004 30" BUCKET AUGER P^t gfi I- w g ^ OT2 gyp. D- ^ OT ^ Z u. li cc a LU £^ OT I o Z 2 O O MATERIAL DESGRIPTION LANDSLIDE DEBRIS Stiff, moist, brovm, Silty/Sandy CLAY Stiff, moist, mottied green and orange, Silty CLAY, with chaotic appearance and abundant gypsum veins -Becomes gray-green below 7 feet BASAL SLIP SURFACE at 8'/2 feet; (3, S38E), V* to '/2-inch thick, soft, moist, pale green, well defined and continuous, slightiy remolded plastic clay gouge; micro rootiets terminate along plane; pulverized gray claystone present 1 foot below BSS LUSARDI FORMATION Dense, moist, gray. Clayey, fine to medium SANDSTONE; with orange oxidation -Very dense below 11 feet; (riffled appearance) -Moderate seepage at 19'/2 feet BORING TERMINATED AT 20 FEET Figure A-10, 06442-32-03.GPJ Log of Boring LB 10, Page 1 of 1 SAMPLE SYMBOLS ° ^™ UNSUCCESSFUL B .. STANDARD PENETRATION TEST 1 ... DRIVE SAMPLE (UNDISTURBED) S ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE I NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOVW 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. 06442-32-03 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING LB 11 ELEV. (MSL.) 276 EQUIPMENT DATE COMPLETED 09-22-2004 30" BUCKET AUGER ^ LU^ 2 o I- z LL gfi I- OT g ^OT2 Q. Lt — >-H OT Z Li- oc Q UJ 5S §i I— ^ OT IfJ O Z s o o - 0 - 2 - 4 MATERIAL DESGRIPTION - 8 - 10 - - 12 - 14 - 16 18 - - 20 - 22 24 - CL TOPSOIL Stiff, moist, brown, Silty/Sandy CLAY SANTL\GO FORMATION Dense, moist, gray and orange. Clayey, fine to coarse SANDSTONE; continuous 'A to '/2-inch wide near vertical fractures from 4 to 9 feet -6-inch thick, very stiff, gray-green claystone lense with crumbly weathering at4.7feet(4, S18E) -2-inch thick, hard, gray, thinly laminated claystone lense at 6'/2 feet _-Irregula^scpure^ contact with slight_seepage_(6, S62E) Very stiff, moist, gray with orange oxidation, Silty CLAYSTONE; weak and waxy with blocky weathering -Becomes hard with gypsum veins below 12 feet Dense, damp, pale green to gray, Clayey/Silty, fine to medium SANDSTONE SM m m .-Moderate seepage_at_l6feet Dense, moist, gray with orange oxidation, Silty, fine to coarse SANDSTONE SM Hard, moist, green, Silty CLAYSTONE; heavily fissured with moderate caving below 21 feet -Geotechnically logged to 21 feet due to caving CL BORING TERMINATED AT 25 FEET (Geotechnically logged to 21 feet due to caving) Figure A-11, 06442-32-03.GPJ Log of Boring LB 11, Page 1 of 1 SAMPLE SYMBOLS ° • '"^'"'^^ UNSUCCESSFUL B ... STANDARD PENETRATION TEST 1 ... DRIVE SAMPLE (UNDISTURBED) S ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE I I I 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. 06442-32-03 DEPTH IN FEET SAMPLE NO. SOIL CLASS (USCS) BORING LB 12 ELEV. (MSL.) 276 EQUIPMENT DATE COMPLETED 09-22-2004 30" BUCKET AUGER Ul --^ Z Qoi- gfi I- w g yj ^ Q UJ OT 2 u. CC Q LU o;;, W ^ o z 5 O (J MATERIAL DESGRIPTION - 2 - - 4 - 6 - 10 - 12 14 - DISTURBED BEDROCK / LANDSLIDE DEBRIS Soft, moist to wet, Silty/Sandy CLAY CL CL Very stiff, moist, green witii yellow sulfide sti-ingers, Silty CLAYSTONE; disturbed appearance -Defmite change in competency below 7 feet SANTIAGO FORMATION Hard, moist, gray, Sandy CLAYSTONE .-Moderate seepage_at.9'/i.feet Dense, moist, pale green with orange oxidation, Silty, fine to coarse SANDSTONE; 6-inch cemented lense at contact SM BORING TERMINATED AT 15 FEET Figure A-12, 06442-32-03.GPJ Log of Boring LB 12, Page 1 of 1 SAMPLE SYMBOLS ° ' 'UNSUCCESSFUL B ... STANDARD PENETRATION TEST 1 ... DRIVE SAMPLE (UNDISTURBED) S ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE I I I NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I I PROJECTNO. 06442-32-03 DEPTH IN FEET SAMPLE NO. >-o o o SOIL CLASS (USCS) BORING LB 13 ELEV. (MSL.) 268 EQUIPMENT DATE COMPLETED 09-22-2004 30" BUCKET AUGER 2 o b 2 - j<OT r- OT g ^ w2 g >- OT 2 LL li cc a OT ^ O Z 5 O O MATERIAL DESGRIPTION 2 - COLLUVIUM Stiff, moist, brown, Silty/Sandy CLAY CL SM LUSARDI FORMATION Very dense, damp, mottled bumt red and green, Silty, fine to coarse SANDSTONE -Refusal on rock at 8 feet BORING TERMINATED AT 8 FEET Figure A-13, 06442-32-03.GPJ ILog of Boring LB 13, Page 1 of 1 SAMPLE SYMBOLS ° UNSUCCESSFUL B ... STANDARD PENETRATION TEST 1 ... DRIVE SAMPLE (UNDISTURBED) S ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE I NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I PROJECTNO. 06442-32-03 DEPTH IN FEET SAMPLE NO. >-O o _J o I- SOIL CLASS (USCS) BORING LB 14 ELEV. (MSL.) 270 EQUIPMENT DATE COMPLETED 09-22-2004 30" BUCKET AUGER ^LU-2 o I-I- z u. gfi I- OT g ^OT2 OT Z Ll. li cc Q LLI °^ w i O Z 5 O O - 0 MATERIAL DESGRIPTION - 2 - - 4 - 6 10 V. m. CL SC COLLUVIUM Stiff, moist, brown, Silty/Sandy CLAY LUSARDI FORMATION Dense to very dense, damp to moist, gray with orange oxide staining, Clayey/Silty, fine to coarse SANDSTONE BORING TERMINATED AT 10 FEET Figure A-14, 06442-32-03.GPJ Log of Boring LB 14, Page 1 of 1 SAMPLE SYMBOLS ° ' UNSUCCESSFUL B ... STANDARD PENETRATION TEST 1 ... DRIVE SAMPLE (UNDISTURBED) ^ ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE I I I 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. PROJECTNO. 06442-32-03 DEPTH IN FEET SAMPLE NO, > o —I o X SOIL CLASS (USCS) TRENCHT 1 ELEV. (MSL.) EQUIPMENT 242 DATE COMPLETED 09-14-2004 TRACKHOE ^UJ~ 2 u I-b 2: id- gfi I- w g ^ w2 OT -> Z U. li EC Q LU ff- li w ^ O Z 5 O O MATERIAL DESGRIPTION - 2 - Tl-l SM TOPSOIL Stiff, moist, brown, Silty/Sandy CLAY LUSARDI FORMATION Dense to very dense, damp to moist, gray with orange oxide staining, Clayey/Silty, fme to coarse SANDSTONE SM TRENCH TERMINATED AT 8 FEET Figure A-15, 06442-32-03.GPJ Log of Trench T 1, Page 1 of 1 SAMPLE SYMBOLS ° • UNSUCCESSFUL B ... STANDARD PENETRATION TEST 1 .„ DRIVE SAMPLE (UNDISTURBED) M ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE I ... WATERTABLE OR SEEPAGE I NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I PROJECT NO. 06442-32-03 DEPTH IN FEET SAMPLE NO. O _i o X SOIL CLASS (USCS) TRENCHT 2 ELEV. (MSL.) 195 EQUIPMENT DATE COMPLETED 09-14-2004 TRACKHOE SLU^ 2 o H I- z y. gfi I— OT g ^ w2 Z li- It cc Q li w[ii o 2 5 o o - 0 MATERIAL DESGRIPTION 1 - 4 10 V ALLUVIUM Loose, wet, brown and gray, Silty/Clayey SAND; widi roots and sfrong organic odor -Minor seepage at 3 feet SM/SC m /Vy V CL Stiff, wet, dark green, Silty CLAY -Large rock/boulder at 10 feet TRENCH TERMINATED AT 10 FEET (Refiisal On Rock) Figure A-16, 06442-32-03.GPJ Log of Trench T 2, Page 1 of 1 SAMPLE SYMBOLS ° • UNSUCCESSFUL B ... STANDARD PENETRATION TEST 1 ... DRIVE SAMPLE (UNDISTURBED) ^ ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE I NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I PROJECTNO. 06442-32-03 DEPTH IN FEET SAMPLE NO, >-o o -i o X SOIL CLASS (USCS) TRENCHT 3 ELEV. (MSL.) 199 EQUIPMENT DATE COMPLETED 09-14-2004 TRACKHOE 2 o I-b 2 u. gfi I- OT g ^OT2 OT -> Z LL li cc Q LU ^ OT ^ O 2 5 O O 0 -MATERIAL DESCRIPTION - 2 T3-1 CL TOPSOIL Stiff, moist, brovm, Sandy CLAY, witii roots POINT LOMA FORMATION Hard, damp, brown-gray, fme, Sandy SILTSTONE ML -Becomes a fine sandstone below 5 feet TRENCH TERMINATED AT 6 FEET Figure A-17, 06442-32-03. GPJ Log of Trench T 3, Page 1 of 1 SAMPLE SYMBOLS ° UNSUCCESSFUL B ... STANDARD PENETRATION TEST 1 ... DRIVE SAMPLE (UNDISTURBED) S ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE I I I 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. PROJECTNO. 06442-32-03 DEPTH IN FEET SAMPLE NO, >-CD O _j O X SOIL CLASS (USCS) TRENCH T 4 ELEV. (MSL.) 248 EQUIPMENT DATE COMPLETED TRACKHOE 09-14-2004 UJ ^ O I- Z LL f ^ OT2 OT -> 2 Ll. li cc a OT ^ O 2 5 O o 0 -MATERIAL DESGRIPTION - 4 - 6 - 8 - 10 TOPSOIL Stiff, moist, brown, Sandy CLAY CL f:: I LUSARDI FORMATION Dense, moist, gray-green, Silty/Clayey, fine to coarse SANDSTONE; witii apparent waxy appearance SM/SC TRENCH TERMINATED AT 10 FEET Figure A-18, 06442-32-03.GPJ Log of Trench T 4, Page 1 of 1 SAMPLE SYMBOLS ° UNSUCCESSFUL B ... STANDARD PENETRATION TEST 1 ,., DRIVE SAMPLE (UNDISTURBED) S ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE 3E ... WATER TABLE OR SEEPAGE I I I NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES I PROJECTNO. 06442-32-03 DEPTH IN FEET SAMPLE NO, >-O o _J o X SOIL CLASS (USCS) TRENCH T 5 ELEV. (MSL.) 242 EQUIPMENT DATE COMPLETED TRACKHOE 09-14-2004 SLU~ Pgt gfi I- OT g ^OT2 OT ^ Z LL li oc a UJ 5^ li W LiJ O Z 5 O O MATERIAL DESCRIPTION T5-1 4 - 10 CL SM m m SM COLLUVIUM Soft, moist, brown, Silty CLAY, witii sand Medium dense, moist, orange-brown, Silty, fine to coarse SAND LUSARDI FORMATION Dense, damp, pale green with orange oxidation, Silty, fme to coarse SANDSTONE TRENCH TERMINATED AT 11 Vz FEET (Refiisal On Rock) Figure A-19, 06442-32-03.GPJ [Log of Trench T 5, Page 1 of 1 SAMPLE SYMBOLS ° ' '"""^''^ UNSUCCESSFUL B ... STANDARD PENETRATION TEST 1 .,, DRIVE SAMPLE (UNDISTURBED) S ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE I NOTE; THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I I I I I I I I I I I I I I PROJECT NO. 06442-32-03 DEPTH IN FEET SAMPLE NO. >-O o _l o X 1- SOIL CLASS (USCS) TRENCH T 7 ELEV. (MSL) 268 EQUIPMENT DATE COMPLETED 09-14-2004 TRACKHOE O LLJ P^t gfi h- OT g >- W 2 Li. It OC Q MATERIAL DESGRIPTION 2 - 6 - - 8 10 COLLUVIUM Soft, moist, brovm, Silty CLAY with sand CL -Becomes mottied pale green with orange oxidation, clayey sand SM/SC SANTIAGO FORMATION Dense, damp, pale green witii orange oxidation, Silty/Clayey, fme to coarse SANDSTONE -Slight seepage at 9 feet I I I I I TRENCH TERMINATED AT 10 FEET Figure A-21, 06442-32-03. GPJ Log of Trench T 7, Page 1 of 1 SAMPLE SYMBOLS ° ' B ... STANDARD PENETRATION TEST 1 ... DRIVE SAMPLE (UNDISTURBED) ^ ... DISTURBED OR BAG SAMPLE B ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE NOTE; THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. APPENDIX APPENDIX B LABORATORY TESTING Laboratory tests were performed in accordance with generally accepted test methods of the American Society for Testing and Materials (ASTM) or other suggested procedures. Selected disturbed bulk samples and relatively undisturbed ring samples were tested for in-place dry density, moisture content, Atterberg Limits, gradation, and shear strength characteristics. The maximum dry density and optimum moisture content of selected disturbed bulk samples were determined in accordance with ASTM D-1557-78. Portions of the bulk and/or chunk samples were also subjected to remolded direct shear tests, Atterberg Limits, gradation and Expansion Index testing. The results of our laboratory tests are presented m tabular and graphical forms hereinafter. The in-place density and moisture characteristics are presented on the logs of the exploratory borings and trenches. TABLE B-I SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D 1557-02 Sample No. Description Maximum Dry Density (pcf) Optimum Moisture Content (% dry wt.) Tl-l Yellowish-orange, Silty, fine to coarse SAND, with trace of gravel 116.3 13.7 T6-1 Olive-gray, Silty, fine to medium SAND, with clay 123.3 11.3 LB 1-4 Yellowish-brown, fine to coarse Silty SAND, with clay 130.2 9.6 LB4-6 Yellowish-brown, fine to coarse Sandy CLAY 109.0 17.8 Project No. 06442-32-03 B-1 -October 21, 2004 TABLE B-II SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS ASTM D 4829-03 Sample No. Moisture Content Dry Density (pcf) Expansion Index Sample No. Before Test (%) After Test (%) Dry Density (pcf) Expansion Index Tl-l 13.1 26.9 100.0 37 T6-1 12.7 36.5 98.4 141 LB 1-4 9.4 16.2 111.3 1 LB4-6 15.1 35.6 92.2 91 LB6-1 11.2 21.8 105.9 24 TABLE B-III SUMMARY OF LABORATORY DIRECT SHEAR TEST RESULTS ASTM D 3080-03 Sample No. Dry Density (pcf) Moisture Content (%) Unit Cohesion (psf) Angle of Shear Resistance (degrees) Tl-l* 104.8 13.6 290 36 T6-1* 111.1 11.1 550 25 LB 1-2 123.3 11.9 640 28 LB 1-4* 116.3 10.5 390 30 LB3-3 105.8 20.1 620 13 LB3-5 114.7 11.7 800 39 LB4-6* 99.4 16.6 470 25 LB5-3 115.0 14.2 990** 33 LB5-6 103.9 20.9 240 31 LB9-3 113.3 16.4 500 33 LB9-5 102.3 22.0 270 25 *Soil sample remolded to approximately 90 percent of maximum dry density at near optimum moisture content. **Cemented. Project No. 06442-32-03 B-2-October21,2004 PROJECTNO. 06442-32-03 GRAVEL SAND SILT OR CLAY COARSE FINE COARSE MEDIUM FINE SILT OR CLAY U. S. STANDARD SIEVE SIZE 3" 1-1/2" 3/4" 3/8" X 100 90 80 70 60 > m cc LU 50 LU o cc LU Q. 40 30 20 10 0 10 1 U.1 GRAIN SIZE IN MILLIMETERS 0 .01 O.C SAMPLE DEPTH (ft) CLASSIFICATION NATWC LL PL PI • LB1-4 17.0 (CL) Light brown, Silty CLAY 29 12 17 LB4-6 28.0 (CH) Brown, Silty CLAY 53 21 32 A LB10-1 6.0 (CH) Olive brown, Silty CLAY 73 17 56 GRADATION CURVE CARLSBAD OAKS NORTH BUSINESS PARK CARLSBAD, CALIFORNIA 06442-32-03.GPJ Figure B-1 APPENDIX C APPENDIX C SLOPE STABILITY ANALYSIS FOR CARLSBAD OAKS NORTH BUSINESS PARK AND FARADAY AVENUE OFFSITE CARLSBAD, CALIFORNIA PROJECT NO. 06442-32-03 APPENDIX E EXPLORATORY BORINGS, TRENCHES, ANS SEISMIC TRAVERSES PERFORMED BY WOODWARD-CLYDE (REFERENCE NO. 6) FOR CARLSBAD OAKS NORTH BUSINESS PARK AND FARADAY AVENUE OFFSITE CARLSBAD, CALIFORNIA PROJECT NO. 06442-32-03 CARLSBAD OAKS NORTH BUSINESS PARK PROJECT NO. 06442-32-03 GEOLOGIC CROSS-SECnON A-A' BUTTRESS FILL FILE NAME: A-A' w buttress 50 ft.gsz SOIL STRENGTH PARAMETERS Tsa - Claystone Wt: 130 pcf C: 500 psf Phi: 19 deg. Kl - Claystone Wt: 130 pcf C: 300 psf Phi: 25 deg. Kl - Sandstone Wt: 130 pcf C: 500 psf Phi: 28 deg. Qls Wt: 130 pcf C: 200 psf Phi: 20 deg. Slide Plane Wt: 130 pcf C: 0 psf Phi: 8 deg. Compacted Fill Wt: 130 pcf C: 250 psf Phi: 28 deg. A' 400 350 CU 1.50 PROPOSED LIMITS OF GRADING 300 DISTANCE, feet NOTE: SEE FIGURE 5 FOR BACKCUT/KEYWAY GEOMETRY AND DRAINAGE 400 500 600 FIGURE C-1 CARLSBAD OAKS NORTH BUSINESS PARK PROJECT NO. 06442-32-03 GEOLOGIC CROSS-SECnON E-E' STABILITY FILL FILE NAME: E-E' w stab rem all qls.gsz SOIL STRENGTH PARAMETERS Tsa - Claystone Kl - Claystone Kl - Sandstone Compacted Fill Wt: 130 pcf Wt: 130 pcf Wt: 130 pcf Wt: 130 pcf C: 500 psf C: 300 psf C: 500 psf C: 250 psf Phi: 19 deg. Phi: 25 deg. Phi: 28 deg. Phi: 28 deg. E' 400 PROPOSED UMTTS OF GRADING 200 300 400 500 600 DISTANCE, feet NOTES: 1. SEE FIGURE 6 FOR BACKCUT/KEYWAY GEOMETRY 2. GRADING TO EXTEND A MINIMUM OF 2' BELOW SLIDE PU\NE FIGURE C-2 CARLSBAD OAKS NORTH BUSINESS PARK PROJECT NO. 06442-32-03 GEOLOGIC CROSS-SECnON C-C STABILFFY FILL FILE NAME: C-C w stab.gsz SOIL STRENGTH PARAMETERS Tsa - Claystone Tsa - Sandstone Kl - Claystone Compacted Fill Wt: 130 pcf Wt: 130 pcf Wt: 130 pcf Wt: 130 pcf C: 500 psf C: 500 psf C: 300 psf C: 250 psf Phi: 19 deg. Phi: 33 deg. Phi: 25 deg. Phi: 28 deg. 400 (— 200 150 Kl - claystone 100 200 300 DISTANCE, feet NOTE: SEE FIGURE 6 FOR BACKCUT/KEYWAY GEOMETRY AND DRAINAGE 400 500 600 FIGURE C-3 PROJECT NO. 06442-32-03 ASSUMED CONDITIONS: Slope Height H = 75 feet Slope Inclination 2:1 (Horizontal :Vertical) Total Unit Weight of Soil Yl = 130 pounds per cubic foot Angle of Intemal Friction = 30 degrees Apparent Cohesion C = 250 pounds per square foot No Seepage Forces ANALYSIS: Ycd. = YHtan()) c Equation (3-3), Reference 1 FS = NciC Equation (3-2), Reference 1 YH Yc$ = 22.5 Calculated Using Eq. (3-3) Ncf = 60 Determined Using Figure 10, Reference 2 FS = 1.54 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 J.M. Bell, Dimensionless Parameters for Homogeneous Earth Slopes, Joumal of Soil Mechanics and Foundation Design, No. SM6, November 1967. FILL SLOPE STABILITY ANALYSIS—AVERAGE STRENGTH CARLSBAD OAKS NORTH BUSINESS PARK CARLSBAD, CALIFORNIA FIGURE C-4 PROJECT NO. 06442-32-03 ASSUMED CONDITIONS: Slope Height H Infinite Depth of Saturation Z = 3 feet Slope Inclination 2:1 (Horizontal :Vertical) Slope Angle I = 26.6 degrees Unit Weight of Water Yw = 62.4 pounds per cubic foot Total Unit Weight of Soil Yt = 130 pounds per cubic foot Angle of Intemal Friction = 30 degrees Apparent Cohesion C 150 pounds per square foot Slope saturated to vertical depth Z below slope face. Seepage forces parallel to slope face ANALYSIS: FS: y^Zsinicosi 1.56 REFERENCES: (1) Haefeli, R. The Stability of Slopes Acted Upon by Parallel Seepage, Proc. Second International Conference, SMFE, Rotterdam, 1948, I, 57-62. (2) Skempton, A. W., and F. A. Delory, Stability of Natural Slopes in London Clay, Proc. Fourth International Conference, SMFE, London, 1957,2, 378-81. SURFICIAL SLOPE STABILITY ANALYSIS CARLSBAD OAKS NORTH BUSINESS PARK CARLSBAD, CALIFORNIA FIGURE C-5 PROJECT NO. 06442-32-03 ASSUMED CONDITIONS: Slope Height H = 50 feet Slope Inclination 1.5:1 (Horizontal :Vertical) Total Unit Weight of Soil \ = 130 pounds per cubic foot Angle of Intemal Friction <t> = 33 degrees Apparent Cohesion C = 350 potmds per square foot No Seepage Forces 350 potmds per square foot ANALYSIS: XHtand) c Equation (3-3), Reference 1 FS = Nc£ Equation (3-2), Reference I lu ?^c(t) = 12.1 Calculated Using Eq. (3-3) Ncf = 30.0 Determined Using Figure 10, Reference 2 FS = 1.62 Factor of Safety Calculated Using Eq. (3-2) REFERENCES: (1) Janbu, N., Stability Analysis of Slopes witii Dimensionless Parameters, Harvard Soil Mechanics, Series No. 46, 1954. (2) Janbu, N., Discussion of J.M. Bell, Dimensionless Parameters for Homogeneous Earth Slopes, Journal of Soil Mechanics and Foundation Design, No. SM6, November 1967. CUT SLOPE STABILITY ANALYSIS CARLSBAD OAKS NORTH BUSINESS PARK CARLSBAD, CALFORNU FIGURE C-6 APPENDIX M D APPENDIX D RECOMMENDED GRADING SPECIFICATIONS FOR CARLSBAD OAKS NORTH BUSINESS PARK AND FARADAY AVENUE OFFSITE CARLSBAD, CALIFORNIA PROJECT NO. 06442-32-03 RECOMMENDED GRADING SPECIFICATIONS 1. GENERAL 1.1. These Recommended Grading Specifications shall be used in conjunction with the Geotechnical Report for the project prepared by Geocon Incorporated. The recommendations contained in the text of the Geotechnical Report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. 1.2. Prior to the commencement of grading, a geotechnical consultant (Consultant) shall be employed for the purpose of observing earthwork procedures and testing the fills for substantial conformance with the recommendations of the Geotechnical Report and these specifications. It will be necessary that the Consultant provide adequate testing and observation services so that he may determine that, in his opinion, the work was performed in substantial conformance with these specifications. It shall be the responsibility of the Contractor to assist the Consultant and keep him apprised of work schedules and changes so that personnel may be scheduled accordingly. 1.3. It shall be the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans. If, in the opinion of the Consultant, unsatisfactory conditions such as questionable soil materials, poor moisture condition, inadequate compaction, adverse weather, and so forth, result in a quality of work not in conformance with these specifications, the Consultant will be empowered to reject the work and recommend to the Owner that construction be stopped until the unacceptable conditions are corrected. 2. DEFINITIONS 2.1. Owner shall refer to the ovraer of the property or the entity on whose behalf the grading work is being performed and who has contracted with the Contractor to have grading performed. 2.2. Contractor shall refer to the Contractor performing the site grading work. 2.3. Civil Engineer or Engineer of Work shall refer to the Califomia licensed Civil Engineer or consulting firm responsible for preparation of the grading plans, surveying and verifying as-graded topography. GI rev. 07/02 2.4. Consultant shall refer to the soil engineering and engineering geology consulting firm retained to provide geotechnical services for the project. 2.5. Soil Engineer shall refer to a Califomia licensed Civil Engineer retamed by the Owner, who is experienced in the practice of geotechnical engineering. The Soil Engineer shall be responsible for having qualified representatives on-site to observe and test the Contractor's work for conformance with these specifications. 2.6. Engineering Geologist shall refer to a Califomia licensed Engineering Geologist retained by the Owner to provide geologic observations and recommendations during the site grading. 2.7. Geotechnical Report shall refer to a soil report (including all addenda) which may include a geologic reconnaissance or geologic investigation that was prepared specifically for the development of the project for which these Recommended Gradmg Specifications are intended to apply. 3. MATERIALS 3.1. Materials for compacted fill shall consist of any soil excavated fi-om the cut areas or imported to the site that, in the opinion of the Consultant, is suitable for use in construction of fills. In general, fill materials can be classified as soil fills, soil-rock fills or rock fills, as defined below. 3.1.1. Soil fills are defmed as fills containing no rocks or hard lumps greater than 12 inches in maximum dimension and containing at least 40 percent by weight of material smaller than 3/4 inch in size. 3.1.2. Soil-rock fills are defined as fills containing no rocks or hard lumps larger than 4 feet in maximum dimension and containing a sufficient matrix of soil fill to allow for proper compaction of soil fill around the rock fragments or hard lumps as specified in Paragraph 6.2. Oversize rock is defmed as material greater than 12 inches. 3.1.3. Rock fiills are defined as fills containing no rocks or hard lumps larger than 3 feet in maximum dimension and containing little or no fmes. Fines are defined as material smaller than 3/4 inch in maximum dimension. The quantity of fines shall be less than approximately 20 percent of the rock fill quantity. GI rev. 07/02 3.2. Material of a perishable, spongy, or otherwise unsuitable nature as determined by the Consultant shall not be used in fills. 3.3. Materials used for fill, either imported or on-site, shall not contain hazardous materials as defined by the Califomia Code of Regulations, Title 22, Division 4, Chapter 30, Articles 9 and 10; 40CFR; and any other applicable local, state or federal laws. The Consultant shall not be responsible for the identification or analysis of the potential presence of hazardous materials. However, if observations, odors or soil discoloration cause Consultant to suspect the presence of hazardous materials, the Consultant may request fi-om the Owner the termination of grading operations within the affected area. Prior to resuming grading operations, the Ovmer shall provide a written report to the Consultant indicating that the suspected materials are not hazardous as defined by applicable laws and regulations. 3.4. The outer 15 feet oi soil-rock fill slopes, measured horizontally, should be composed of properly compacted soil fill materials approved by the Consultant. Rock fill may extend to the slope face, provided that the slope is not steeper than 2:1 (horizontahvertical) and a soil layer no thicker than 12 inches is track-walked onto the face for landscaping purposes. This procedure may be utilized, provided it is acceptable to the goveming agency, Owner and Consultant. 3.5. Representative samples of soil materials to be used for fill shall be tested in the laboratory by the Consultant to determine the maximum density, optimum moisture content, and, where appropriate, shear strength, expansion, and gradation characteristics ofthe soil. 3.6. During grading, soil or groimdwater conditions other than those identified in the Geotechnical Report may be encountered by the Contractor. The Consultant shall be notified immediately to evaluate the significance of the unanticipated condition 4. CLEARING AND PREPARING AREAS TO BE FILLED 4.1. Areas to be excavated and filled shall be cleared and grubbed. Clearing shall consist of complete removal above the ground surface of trees, stumps, brush, vegetation, man-made stinctiores, and similar debris. Grubbing shall consist of removal of stumps, roots, buried logs and other unsuitable material and shall be performed in areas to be graded. Roots and other projections exceeding 1-1/2 inches in diameter shall be removed to a depth of 3 feet below the surface of the grovmd. Borrow areas shall be gmbbed to the extent necessary to provide suitable fill materials. GI rev. 07/02 4.2. Any asphalt pavement material removed during clearing operations should be properly disposed at an approved off-site facility. Concrete fragments which are free of reinforcing steel may be placed in fills, provided they are placed in accordance with Section 6.2 or 6.3 ofthis document. 4.3. After clearing and grubbing of organic matter or other unsuitable material, loose or porous soils shall be removed to the depth recommended in the Geotechnical Report. The depth of removal and compaction shall be observed and approved by a representative of the Consultant. The exposed surface shall then be plowed or scarified to a minimum depth of 6 inches and until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used. 4.4. Where the slope ratio of the original ground is steeper than 6:1 (horizontahvertical), or where recommended by the Consultant, the original ground should be benched in accordance with the following illustration. TYPICAL BENCHING DETAIL Finish Grade Original Ground Remove All Unsuitable Material As Recommended By Soil Engineer Slope To Be Such That Sloughing Or Sliding Does Not Occur Finish Slope Surface See Note 1 See Note 2 No Scale DETAIL NOTES: (1) Key width "B" should be a minimum of 10 feet wide, or sufficiently wide to permit complete coverage with the compaction equipment used. The base of the key should be graded horizontal, or inclined slightly into the natural slope. (2) The outside ofthe bottom key should be below the topsoil or imsuitable surficial material and at least 2 feet into dense fonnational material. Where hard rock is exposed in the bottom of the key, the depth and configuration of the key may be modified as approved by the Consultant. GI rev. 07/02 4.5. After areas to receive fill have been cleared, plowed or scarified, the surface should be disced or bladed by the Confractor until it is uniform and free from large clods. The area should then be moisture conditioned to achieve the proper moisture content, and compacted as recommended in Section 6.0 of these specifications. 5. COMPACTION EQUIPMENT 5.1. Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented-steel wheeled rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of acceptable compaction equipment. Equipment shall be of such a design that it will be capable of compacting the soil or soil-rock fill to the specified relative compaction at the specified moisture content. 5.2. Compaction of rock fills shall be performed in accordance with Section 6.3. 6. PLACING, SPREADING AND COMPACTION OF FILL MATERIAL 6.1. Soil fill, as defined in Paragraph 3.1.1, shall be placed by the Confractor in accordance with the following recommendations: 6.1.1. Soil fill shall be placed by the Confractor in layers that, when compacted, should generally not exceed 8 inches. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to obtain uniformity of material and moisture in each layer. The entire fill shall be constmcted as a unit in nearly level lifts. Rock materials greater than 12 inches in maximum dimension shall be placed in accordance with Section 6.2 or 6.3 ofthese specifications. 6.1.2. In general, the soil fill shall be compacted at a moisture content at or above the optimum moisture content as determined by ASTM D1557-00. 6.1.3. When the moisture content of soil fill is below that specified by the Consultant, water shall be added by the Confractor until the moisture content is in the range specified. 6.1.4. When the moisture content of the soil fill is above the range specified by the Consultant or too wet to achieve proper compaction, the soil fill shall be aerated by the Confractor by blading/mixing, or other satisfactory methods until the moisture content is within the range specified. GI rev. 07/02 6.1.5. After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted by the Confractor to a relative compaction of at least 90 percent. Relative compaction is defined as the ratio (expressed in percent) of the in-place dry density of the compacted fill to the maximum laboratory dry density as determined in accordance with ASTM Dl557-00. Compaction shall be continuous over the entire area, and compaction equipment shall make sufficient passes so that the specified minimum relative compaction has been achieved throughout the entire fill. 6.1.6. Soils having an Expansion Index of greater than 50 may be used in fills if placed at least 3 feet below finish pad grade and should be compacted at a moisture content generally 2 to 4 percent greater than the optimum moistiire content for the material. 6.1.7. Properly compacted soil fill shall extend to the design surface of fill slopes. To achieve proper compaction, it is recommended that fill slopes be over-built by at least 3 feet and then cut to the design grade. This procedure is considered preferable to frack-walking of slopes, as described in the following paragraph. 6.1.8. As an altemative to over-building of slopes, slope faces may be back-rolled with a heavy-duty loaded sheepsfoot or vibratory roller at maximum 4-foot fill height intervals. Upon completion, slopes should then be frack-walked with a D-8 dozer or similar equipment, such that a dozer frack covers all slope surfaces at least twice. 6.2. Soil-rock fill, as defined in Paragraph 3.1.2, shall be placed by the Confractor in accordance with the following recommendations: 6.2.1. Rocks larger than 12 inches but less than 4 feet in maximum dimension may be incorporated into the compacted soil fill, but shall be limited to the area measured 15 feet minimum horizontally from the slope face and 5 feet below finish grade or 3 feet below the deepest utility, whichever is deeper. 6.2.2. Rocks or rock fragments up to 4 feet in maximum dimension may either be individually placed or placed in windrows. Under certain conditions, rocks or rock fragments up to 10 feet in maximum dimension may be placed using similar methods. The acceptabiUty of placing rock materials greater than 4 feet in maximum dimension shall be evaluated during grading as specific cases arise and shall be approved by the Consultant prior to placement. GI rev. 07/02 6.2.3. For individual placement, sufficient space shall be provided between rocks to allow for passage of compaction equipment. 6.2.4. For windrow placement, the rocks should be placed in trenches excavated in properly compacted soil fill. Trenches should be approximately 5 feet wide and 4 feet deep in maximum dimension. The voids around and beneath rocks should be filled with approved granular soil having a Sand Equivalent of 30 or greater and should be compacted by flooding. Windrows may also be placed utilizing an "open-face" method in lieu of the french procedure, however, this method should first be approved by the Consultant. 6.2.5. Windrows should generally be parallel to each other and may be placed either parallel to or perpendicular to the face of the slope depending on the site geometry. The minimum horizontal spacing for windrows shall be 12 feet center-to-center vdth a 5-foot stagger or offset from lower courses to next overlying course. The minimum vertical spacing between windrow courses shall be 2 feet from the top of a lower windrow to the bottom of the next higher windrow. 6.2.6. All rock placement, fill placement and flooding of approved granular soil in the windrows must be continuously observed by the Consultant or his representative. 6.3. Rock fills, as defined in Section 3.1.3., shall be placed by the Confractor in accordance with the following recommendations: 6.3.1. The base of the rock fill shall be placed on a sloping surface (minimum slope of 2 percent, maximum slope of 5 percent). The surface shall slope toward suitable subdrainage outlet facilities. The rock fills shall be provided with subdrains during constmction so that a hydrostatic pressure buildup does not develop. The subdrains shall be permanently connected to confrolled drainage facilities to confrol post- constmction infiltration of water. 6.3.2. Rock fills shall be placed in lifts not exceeding 3 feet. Placement shall be by rock tmcks fraversing previously placed lifts and dumping at the edge of the currently placed lift. Spreading of the rock fill shall be by dozer to faciUtate seating of the rock. The rock fill shall be watered heavily during placement. Watering shall consist of water tmcks fraversing in front ofthe current rock lift face and spraying water continuously during rock placement. Compaction equipment with compactive energy comparable to or greater than that of a 20-ton steel vibratory roller or other compaction equipment providmg suitable energy to achieve the required compaction or deflection as recommended in Paragraph 6.3.3 shall be GI rev. 07/02 utilized. The number of passes to be made will be determined as described in Paragraph 6.3.3. Once a rock fill lift has been covered with soil fill, no additional rock fill lifts will be permitted over the soil fill. 6.3.3. Plate bearing tests, in accordance with ASTM Dl 196-93, may be performed in both the compacted soil fill and in the rock fill to aid in determining the number of passes of the compaction equipment to be performed. If performed, a minimum of three plate bearing tests shall be performed in the properly compacted soil fill (minimum relative compaction of 90 percent). Plate bearing tests shall then be performed on areas of rock fill having two passes, four passes and six passes ofthe compaction equipment, respectively. The number of passes required for the rock fill shall be determined by comparing the results of the plate bearing tests for the soil fill and the rock fill and by evaluating the deflection variation with number of passes. The required number of passes of the compaction equipment will be performed as necessary until the plate bearing deflections are equal to or less than that determined for the properly compacted soil fill. In no case will the required number of passes be less than two. 6.3.4. A representative of the Consultant shall be present during rock fill operations to verify that the minimum number of "passes" have been obtained, that water is being properiy applied and that specified procedures are being followed. The actiial number of plate bearing tests will be determined by the Consultant during grading. In general, at least one test should be performed for each approximately 5,000 to 10,000 cubic yards of rock fill placed. 6.3.5. Test pits shall be excavated by the Confractor so that the Consultant can state that, in his opinion, sufficient water is present and that voids between large rocks are properly filled with smaller rock material. In-place density testing will not be required in the rock fills. 6.3.6. To reduce the potential for "piping" of fines into the rock fill from overlying soil fill material, a 2-foot layer of graded filter material shall be placed above the uppermost lift of rock fill. The need to place graded filter material below the rock should be determined by the Consultant prior to commencing grading. The gradation of the graded filter material will be determined at the time the rock fill is being excavated. Materials typical of the rock fill should be submitted to the Consultant in a timely manner, to allow design of the graded filter prior to the commencement of rock fill placement. GI rev. 07/02 6.3.7. All rock fill placement shall be continuously observed during placement by representatives of the Consultant. 7. OBSERVATION AND TESTING 7.1. The Consultant shall be the Owners representative to observe and perform tests during clearing, gmbbing, and filling and compaction operations. In general, no more than 2 feet in vertical elevation of soil or soil-rock fill shall be placed without at least one field density test being performed within that interval. In addition, a minimum of one field density test shall be performed for every 2,000 cubic yards of soil or soil-rock fill placed and compacted. 7.2. The Consultant shall perform random field density tests of the compacted soil or soil-rock fill to provide a basis for expressing an opinion as to whether the fill material is compacted as specified. Density tests shall be performed in the compacted materials below any disturbed surface. When these tests indicate that the density of any layer of fill or portion thereof is below that specified, the particular layer or areas represented by the test shall be reworked until the specified density has been achieved. 7.3. During placement of rock fill, the Consultant shall verify that the minimum number of passes have been obtained per the criteria discussed in Section 6.3.3. The Consultant shall request the excavation of observation pits and may perform plate bearing tests on the placed rock fills. The observation pits will be excavated to provide a basis for expressing an opinion as to whether the rock fill is properly seated and sufficient moisture has been applied to the material. If performed, plate bearing tests will be performed randomly on the surface of the most-recently placed lift. Plate bearing tests will be performed to provide a basis for expressing an opinion as to whether the rock fill is adequately seated. The maximum deflection in the rock fill determined in Section 6.3.3 shall be less than the maximum deflection of the properly compacted soil fill. When any of the above criteria indicate that a layer of rock fill or any portion thereof is below that specified, the affected layer or area shall be reworked until the rock fill has been adequately seated and sufficient moisture applied. 7.4. A settiement monitoring program designed by the Consultant may be conducted in areas of rock fill placement. The specific design of the monitoring program shall be as recommended in the Conclusions and Recommendations section of the project Geotechnical Report or in the final report of testing and observation services performed during grading. GI rev. 07/02 7.5. The Consultant shall observe the placement of subdrains, to verify that the drainage devices have been placed and constmcted in substantial conformance with project specifications. 7.6. Testing procedures shall conform to the following Standards as appropriate: 7.6.1. Soil and Soil-Rock Fills: 7.6.1.1. Field Density Test, ASTM D1556-00, Density of Soil In-Place By the Sand-Cone Method. 7.6.1.2. Field Density Test, Nuclear Method, ASTM D2922-96, Density of Soil and Soil-Aggregate In-Place by Nuclear Methods (Shallow Depth). 7.6.1.3. Laboratory Compaction Test, ASTM D1557-00, Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using 10-Pound Hammer and 18-Inch Drop. 7.6.1.4. Expansion hidex Test, ASTM D4829-95, Expansion Index Test. 7.6.2. Rock Fills 7.6.2.1. Field Plate Bearing Test, ASTM Dl 196-93 (Reapproved 1997) Standard Method for Nonreparative Static Plate Load Tests of Soils and Flexible Pavement Components, For Use in Evaluation and Design of Airport and Highway Pavements. 8. PROTECTION OF WORK 8.1. During constmction, the Confractor shall properly grade all excavated surfaces to provide positive drainage and prevent ponding of water. Drainage of surface water shall be confrolled to avoid damage to adjoining properties or to finished work on the site. The Confractor shall take remedial measures to prevent erosion of freshly graded areas until such time as permanent drainage and erosion control features have been installed. Areas subjected to erosion or sedimentation shall be properly prepared in accordance with the Specifications prior to placing additional fill or stmctures. 8.2. After completion of grading as observed and tested by the Consultant, no further excavation or filling shall be conducted except in conjunction with the services of the Consultant. GI rev. 07/02 9. CERTIFICATIONS AND FINAL REPORTS 9.1. Upon completion of the work, Confractor shall fumish Ovraer a certification by the Civil Engineer stating that the lots and/or building pads are graded to within 0.1 foot vertically of elevations shown on the grading plan and that all tops and toes of slopes are within 0.5 foot horizontally of the positions shovra on the grading plans. After installation of a section of subdrain, the project Civil Engineer should survey its location and prepare an as-built plan ofthe subdrain location. The project Civil Engineer should verify the proper outlet for the subdrains and the Confractor should ensure that the drain system is free of obstmctions. 9.2. The Ovraer is responsible for fumishing a final as-graded soil and geologic report satisfactory to the appropriate goveming or accepting agencies. The as-graded report should be prepared and signed by a Califomia licensed Civil Engineer experienced in geotechnical engineering and by a Califomia Certified Engineering Geologist, indicating that the geotechnical aspects of the grading were performed in substantial conformance Vidth the Specifications or approved changes to the Specifications. GI rev. 07/02 APPENDIX Project No. 8951337J-SI02 Woodward-Clyde Consultants TABLE 1 RESULTS OF ENGINEERING SEISMOGRAPH TRAVERSES Seismic Traverse No. and Length (ft) Apparent Velocity (fl/sec) Apparent Depth (ft) Interpretation" S-1 (250) S-2 (250) S-3 (150) S-4 (250) S-5 (220) Fwd: Rev: Fwd: Rev: Fwd: Rev: 4,000 5,200 7,900 3,300 4,600 10,400 3,050 5,650 7,600 1,450 4.950 10,800 1,425 5,150 20,000 2,150 3,400 6,200 6,500 (assumed) Fwd: 2,200 4,000 6,500 (assumed) Rev: 2,100 3,900 5„150 6500 (assumed) Fwd: 1,700 3,075 4,400 0-8 8- 52 52-1- 0-9 9- 60 60+ 0-7 7-43 43-1- 0-3 3-45 45+ 0-11 11-49 49-H 0-6 6-23 23-30 30+ 0-6 6-66 66+ 0-4 4-31 31-56 56+ 0-2 2-12 12-53 * Based on excavation by equipment to Caterpillar D-9 bulldozer. a/jgk3 Rippable Marginally rippable Nonrippable Rippable Marginally rippable Nonrippable Rippable Marginally rippable Nonrippable Rippable Marginally Rippable Nonrippable Rippable Marginally Rippable Nonrippable Rippable Rippable Marginally Rippable Nonrippable Rippable Rippable Nonrippable Rippable Rippable Marginally Rippable Nonrippable Rippable Rippable Rippable Project No. 8951337J-SI02 TABLE 1 RESULTS OF ENGINEERING SEISMOGRAPH TRAVERSES Woodward-Ciifde ConsyitarBts Seismic Traverse No. and Length (ft) Apparent Velocity (ft/sec) Apparent Depth (ft) Interpretation* S-5 (220) Fwd: 1,700 3,075 4,400 7,850 0-2 2-12 12-53 53+ Rippable Rippable Rippable Nonrippable Rev: S-6 (200) S-7 (140) S-8 (250) Fwd: Rev: Fwd: Rev: Fwd: 1,850 4,000 6„300 6500 (Assumed) 3,500 5,400 10,000 3,400 4,950 7,500 1,850 2,825 10,500 1,450 2,025 4,000 14,800 1,150 4,300 5,250 6,500 (assumed) Rev: S-9 (160) 2,700 4,150 8,300 2,000 6,400 11,600 0-3 Rippable 3-48 Rippable 48-50 Marginally Rippable 50+ Nonrippable 0-5 Rippable 5-45 Marginally Rippable 45+ Nonrippable 0-5 Rippable 5-28 Marginally Rippable 28+ Nonrippable 0-2 Rippable 2-28 Rippable 28+ Nonrippale 0-2 Rippable 2-14 Rippable 14-37 Rippable 37+ Nonrippable 0-2 Rippable 2-31 Rippable 31-64 Marginally Rippable 64+ Nonrippable 0-9 Rippable 0-9 Rippable 64+ Nonrippable 0-12 Rippable 12-29 Marginally Rippable 29+ Nonrippable * Based on excavation by equipment equivalent to Caterpillar D-9 bulldozer. a/jgk3 Project No. 8951337J-SI02 TABLE 1 RESULTS OF ENGINEERING SEISMOGRAPH TRAVERSES Woodward-Ci|rde Coresuitants Seismic Traverse No. and Length (ft) Apparent Velocity (ft/sec) Apparent Depth (ft) Interpretation* S-10 (200) S-11 (240) S-12 (270) Rev: Fwd: 1,850 3,250 21,000 1,375 4,200 5,100 8,400 Rev: 2,500 4,250 6,100 6,500 (assumed) Fwd: Rev: Fwd: 1,425 2,500 4,250 8,900 I, 800 4,100 II, 000 2,600 3,750 6,300 6,500 (assumed) Rev: 3,000 4,100 6,500 0-8 8-35 35+ 0-2 8-35 17-47 47+ 0-3 3-26 26-38 38+ 0- 1 1- 6 6-66 66+ 0-4 4-74 74+ 0-3 3-54 54-57 57+ 0-21 21-65 65+ Rippable Rippable Nonrippable Rippable Rippable Marginally Rippable Nonrippable Rippable Rippable Marginally Rippable Nonrippable Rippable Rippable Rippable Nonrippable Rippable Rippable Nonrippable Rippable Rippable Marginally Rippable Nonrippable Rippable Rippable Nonrippable * Based on excavation by equipment equivalent to Caterpillar D-9 bulldozer. a/jgk3 Project No. 8951337J-SI02 Woodward-Clsfde Ooresyitants APPENDIX A FIELD INVESTIGATION Thirty-one exploratory test borings, 28 backhoe test pits and 12 shallow refracrion seismograph traverses were made at the approximate locations shown on the Site Plan and Geologic Map, Figure 1. Our field work was performed between October 27, 1989, and May 17, 1990. Twenty of the test borings were made using a Central Mine Equipment Model 550 all- terrain drill rig utilizing 8-inch diameter continuous flight, hollow-stem augers. Relatively undisturbed samples of the subsurface materials were obtained from the borings using a modified Califomia drive sampler (2-inch diameter and 2-1/2-inch outside diameter) with thin stainless steel liners. The sampler was generally driven 18 inches into the material at the bottom of the hole by a 140-pound hammer falling 30 inches; thin metal liner tubes containing the sample were removed from the sampler, sealed to preserve the natural moisture content of the sample, and returned to the laboratory for examination and testing. Dismrbed samples of subsurface materials were obtained from the boring cuttings, placed in plastic bags, and retumed to the laboratory. The remaining eleven test boring were excavated using an Earthdrill 100 bucket auger drill rig. Undisturbed subsurface samples were recovered frora these borings using the same modified Califomia drive sampler. In general, the sampler was driven by the weight of the drill rig Kelly bar falling 12 inches. The weight of the Kelly bar varies with sample depth; approxiniate Kelly bar weights are given with correspond depth on the Key to Logs (Figure A-l). Disturbed bag samples of auger cuttings were also obtained periodically during drilling of the bucket auger borings. The test pits were made using a JCB 3CX backhoe equipped with a 24-inch wide bucket. Disturbed bag samples of the subsurface soils encountered in the test pits were recovered for laboratory examination and possible testing. The seismograph traverses were performed utilizing a Nimus ES-125 shallow refraction seismograph. Each Q-averse was performed in both a forward and reverse direction in order to gain additional information on the subsurface conditions. The location of each test exploration and the elevation of the ground surface at boring and test pit locations were estimated by our field geologist using plans provided to us. A Key to Logs is presented as Figure A-l; logs of test pits and test borings are presented in Figures A-2 tiirough A-80. Results of the seismic traverses are presented on Table 1. a/jgk3 A-l Project: CARLSBAD OAKS EAST KEY TO LOGS Date Drilied: Type of Boring: Water Depth: Type of Drill Rig: Measured: Ham men Depth, ft Samples Blows/ft Material Description Moisture Content, Dry Density, pcf Other Tests* Surface Elevation: 5- 10- I I |20 I ||25 I 15_ DISTURBED SAMPLE LOCATION Sample was obtained by e»llecting cuttings in a bag. DRIVE SAMPLE LOCATION Sample with recorded blows per foot was obtained by using' a Modified California drive sampler (2" inside diameter, 2.5" outside diameter). Fbr small diameter borings, the sampler was driven into the soil at the bottom of the hole with a 140 pound hammer falling 30 inches. For large diameter borings, the sampler was driven wtih tha weight of the drill rig Keily bar falling 12 inches. The approximate Kelly bar weights for con-esponding sample depths are as follows: Weight 4113 Ibs 2981 Ibs 2168 Ibs 1083 Ibs Rll Sand Clay Silt Sand/Clay Silt/Sand For Graphic Log (B-1 through B-11) Sand Siit Clay * GS - Grain Size Distribution Analysis LL - Liquid limit Pi - Plasticity Index LC - Laboratory Compaction Test UBC - UBC Expansion Index DS - Direct Shear Test f roject No: 8951337J-S102 Woodward-Clyde Consultants Figure: A-1 Project: CARLSBAD OAKS EAST Date Drilied: 5-16-90 Type of Boring: 30" Bucl<et Auger • see Key to Logs, Fig. A-1 Q 0 10- o — m _2 Q. E « CO 9-1 9-2 9-3 9-4 9-5 9-6 0- 5- I 9-7 9-8 9-9 9-10 pjectNo: 8951337J-Si02 V) JO ca 2 -J a Water Depth: Dry Type of Drill Rig: Earthdrill 100 Material Description Log of Boring No: B-9 Measured: At time of drilling Hammer: See Key to Logs, Rg. A-1 Surface Elevation: Approximately 268' TOPSOIL Hard, dry to moist, red brown, lean to fat clay (CL/CH) i8 a (0 OT hsr-- SANTIAGO FORMATION Hard, moist, gray, very sandy clay (CL) with zones of gypsum crystals At 3,' penetrometer value - 4.5 tsf I With reddish brown mottling I-.•• • % Grades to*- Very dense, moist, gray with reddish brown mottles very clayey fine sand (SC) Grades to _ Very dense, most, gray, clayey fine sand (SC) |c23> o| At 25', with few granitic cobbles More clay content Very dense, moist, olive gray, clayey sand (SC) Woodward-Clyde Consultants Figure: A-20 Project: CARLSBAD OAKS EAST Q 30' in ca a. E ro CO 35' 40- 45- 50- 55- 60- Log of Boring No: B-9 (Contd.) o a I 1 ral O \ TO _J cn o Material Description (Continued) very dense, moist, olive gray, clayey sand (SC) Bottom of Boring at 31 feet 12 5^ .S2 -P 55 i<3 'w t) Q S °- 0) Q 0} tn 65. ProjectNo": 8951337J-SI02 Woodward-Clvde Consultants Figure: A-21 Project: CARLSBAD OAKS EAST Date Drilled: 5-17-90 Type Of Boring: 30" Bucket Auger • see Key to Logs. Fig. A-1 Water Depth: Dry Type of Drill Rig: Earthdrill 100 Log of Boring No: B-10 Measured: At time of drilling Hammer: See Key to Logs, Fig. A-1 Q- Zl Q tn a. E ta tn cn CQ •S ra 2 -J Material Description 0' 5- 10- I I I I I lo. 10-5 10-6 10-13 10-7 10-8 10-9 10-10 / i 7\ 7 7 1^ ii Surface Elevation: Approximately 269' TOPSOIL ^ J^Efijro'st,j3rown, said^^ Hard, moist, red brown, fat day (CH) with some gray'niottiing" and few sands At 1.2', penetrometer value - 1.75 to 2.0 tsf .a I o o 5 O *o IB 0) OT £ OT O 2. -Grades to-LANDSLIDE DEPOSITS Very hard, moist, gray, sandy lean clay (CL) Very dense, moist, gray with reddish brown mottles, clayey sand _ (SC) with some lenses of gypsum crystals From 4* to 5.8". fault with brown remolded day and gypsum crystals along plane; attitude N15E 60S - From T*-! 2'. minor water seepage At 10 feet. 2" layer of hard, sandy day (CL) ^From 12'-12.5'. 3" to 6" thick layer of gray remolded lean clay: attitude N75E 5-7N SANTIAGO FORMATION Firm, moist, olive gray, sandy clay (CL); locally sheared Hard, moist, olive gray, lean clay (CL) witlTo'mnidiredion'ar fractures Grades to Very dense, moist, gray with reddish brov7n"mot1le'srcTavev" sand(SC) ' ' LflOiT^O'io^O.S'.jiiphtjeegage Very hard, moist, gray, sandy lean clay (CL) Iroject No: 8951337J-SI02 Woodward-Clyde Consultants Figure: A-22 Project: CARLSBAD OAKS EAST Q.— Ql Q 30 35- 40- 45- a. E ro CO 10-11 10-12 7 50- OT o 2 CQ I O o •5 o>| 9- o Log of Boring No: B-10 (Contd.) 55- 60- 65, ProjectNo: 8951337J-SI02 Material Description (Continued) very hard, moist, gray, sandy lean clay (CL) ' OT '~ .rf"~------- --Gradesto- — - -- -- -- - — Very dense, moist, brownish gray, clayey sand (SC) Bottom of Boring at 40 feet Woodward-Clvde Consultants ts Q (D OT 5 Z Figure: A-23 Project: CARLSBAD OAKS EAST Date Drilled: 5-17-90 Type of Boring: 30" Bucket Auger • see Key to Logs. Fig. A-1 5- 10' I ! ( OT CD ro CO 11-1 11-2 11-3 OT CQ n ra 2 (3 Water Depth: Dry Type of Drill Rig: Earthdrill 100 Material Description Log of Boring No: B-11 Measured: At time of drilling Hammer See Key to Logs, Fig. A-1 11-9 11-4 7 I 7 Push .15- 0- I i i ft I I i 11-5 7 11-6 11-10 11-7 7 7 7 lo, project No': 8951337J-SI02 s -3e Surface Elevation: Approximately 287" TOPSOIL Firm, moist, red brown, fat clay (CH) At 2', penetrometer value - 1.5' to 1.75* -Grades to .lis? Q o i2 :S OT 6^f SANTIAGO FORMATION Firm, moist, red brown with gray mottles, sandy fat day (CH) At 5.5', discontinuous lens of soft, brown, fat clay; —DaoelrflinQtot sialya^-jCL&jgf Dense, moist, olive with reddish brownlnottlesTciayeyland with discontinuous brown clay seams and zones of gypsum crystals At 6", penetrometer value - 1.5 to 1.75 tsf At 8' and 10', slight seepage From 10' to 10.5', lens of hard, olive, lean day (CL); fradured jlf^TJndulating contad Hard, moist, olive, sandy lean clay (CL) with some zones of clayey sand Very hard, moist, olive gray with reddish brown mottling, lean clay (CL) with many omnifradures Very hard, moist, olive gray, sandy lean clay (CL) with few omnifradures At 21'. 1/16" thick layer of hard, brown day; attitude N 40" E 5" N- penetrometer value . 2.25 tsf Grades to Very dense, moist, gray, clayey fine sand (SC) Bottom of Boring at 30 feet Woodward-Clyde Consultants ^ Figure: A-24 Project: CARLSBAD OAKS EAST Date Drilied: 3-19-90 Type of Boring: 8" Hollow stem auger • see Key to Logs, Fig. A-1 Water Depth: Dry Type of Drill Rig: CME 550 Log of Boring No: 1 Measured: At time of drilling Hammer: 140 Ibs. at 30" drop o .2 CL E ro CO OT o CO Material Description tD .« I o o 2 O 0) OT Surface Elevation: Approximately 266' 5- 10- 1-1 1-2 1-3 15- 20- 25- 30 1-4 ^ — • /y^ Firm, moist, mottled dark brown to dark olive, sandy fat day (CH) /V/ with zones of very dark gray, fine sandy day 14 1-5 1-6 25 55 50/ 6" FILL Moist, light brown, fine sandy lean to fat clay ALLUVIUM Firm, moist, very dark brown to dark gray, fine sandy fat day with organics (CH) SANTIAGO FORMATION Hard, moist, mottled pale olive and red brown, sandy fat day (CH) 30 22 19 Very hard, moist, pale olive, sandy lean day (CL) Grades to Very dense, moist, pale olive, dayey sand (SC) Bottom of Boring at 25.5 feet 19 91 104 110 105 GS LL.PI Projed No: 8951337J-SI02 Woodward-Clyde Consultants 1^ Figure: A-25 Project: CARLSBAD OAKS EAST Log of Boring No: 4 Date Drilled: 3-19-90 Type of Boring: 8" Hollow stem auger Water Depth: Dry Type of Drill Rig: CME 550 Measured: At time of drilling Hammer: 140 Ibs. at 30" drop * see Key to Logs, Fig. A-1 in _a a. E « CO CQ Material Description « - 2 CD O o S O tD O OT •£ " Surface Elevation: Approximately 288' 0 5- 10- 4-1 / •15- 4-2 DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Very dense, moist, brown, poorly graded sand (SP) with zones of unweathered granitic rock JO- JO. Refusal at 17 feet on unweathered granitic rock U'rojectNo: 8951337J-SI02 | Woodward-Clyde Consultants Figure: A-28 Project: CARLSBAD OAKS EAST Log of Boring No: 5 Date Drilled: 3-19-90 Type of Boring: 8" Hollow stem auger * see Key to Logs, Fig. A-1 Water Depth: Dry Type of Drill Rig: CME 550 Measured: At time of drilling Hammer: 140 Ibs. at 30" drop cu Q OT c^ E « CO i o CD Material Description o o O t- OT t3 O tD o OJ OT Surface Elevation: Approximately 283' 0 5- 10- 15- 5-1 5-2 5-3 5-4 7 20- 25- 5-5 7 7 TOPSOIL Medium dense, moist, dark brown, silty coarse sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Very dense, moist, brown, pooriy graded sand (SP) Refusal at 24 feet on very dense decomposed granitic rock Projed No: 8951337J-SI02 Woodward-Clyde Consultants Figure: A-29 I Project: CARLSBAD OAKS EAST Log of Boring No: 6 1 Date Drilled: 3-20-90 Water Depth: 15' Measured: At time of drilling 1 Type of Boring: 8" Hollow stem auger Type of Drill Rig: CME 550 Hammer: 140 Ibs. at 30* drop 1 * see Key to Logs, Fig. A-1 Q OT ca. E ro CO OT CD 5- 10- 6-1 15-^ 6-2 10 14 6-3 20- |25 50. ProjectNo: 8951337J-SI02 18 Material Description Surface Elevation: Approximately 298' ALLUVIUM Loose to medium dense, moist, dark brown, silty coarse sand (SM) CD ^ o o 2 O Medium dense, moist, reddish brown, silty coarse sand (SM) Medium dense, moist, reddish brown, coarse sand with some silt (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, pooriy qraded sand (SP) Refusal at 18 feet on very dense decomposed granitic rock Woodward-Clyde Consultants ^ 19 £^ 'tn "o tD ffi OT 98 103 105 Figure: A-30 Project: CARLSBAD OAKS EAST Log of Boring No: 7 Date Drilled: 3-20-90 Type of Boring: 8" Hollow stem auger * see Key to Logs, Fig. A-1 Water Depth: 13' Type of Drill Rig: CME 550 Measured: At time of drilling Hammer: 140 Ibs. at 30" drop Q) Q OT _ffi c:. E ro CO OT ta Material Description .2 I SS o o 2 O <9 (B OT o 2 Surface Elevation: Approximately 312' 0 10- 7-1 i 7-2 7-3 7-4 11 19 20- 25- 7-£ 7-6 7-7 21 55 75 ^ rf s / rf FILL Moist, reddish brown, silty coarse sand ALLUVIUM Medium dense, moist, dark brown, silty coarse sand (SM) Medium dense, moist, reddish brown, silty coarse sand (SM) SANTIAGO FORMATION Hard, moist, mottled olive brown, sandy fat clay (CH) Interiaedded hard, moist, olive to brown, clayey sand (SC) and sandy lean to fat day (CL/CH) 30 100 92 GS, DS LL, PI Bottom of Boring at 26.5 feet 30. Projed No: 8951337J-SI02 Woodward-Clyde Consultants & Figure: A-31 I Project: CARLSBAD OAKS EAST Log of Boring No: 8 Date Drilled: 3-20-90 Type of Boring: 8" Hollow stem auger see Key to Logs, Fig. A-1 Water Depth: Dry Type of Drill Rig: CME 550 Measured: At time of drilling Hammer: 140 Ibs. at 30" drop Depth, ft Samples Blows/ft Material Description Moisture Content, Dry Density, pcf Other Tests* Surface Elevation: Approximately 376' 0 5- 10- 8-1 15- 50/ 4" RESIDUAL CLAY Medium dense, moist, dark red brown, dayey sand (SC) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Very dense, moist, brown, pooriy graded sand (SP) 20- 25- 30. Refusal at 17 feet on unweathered granitic rock I Projed No: 8951337J-Si02 Woodward-Clyde Consultants Figure: A-32 Project: CARLSBAD OAKS EAST Log of Boring No: 9 Date Drilled: 3-20-90 Type of Boring: 8" Hollow stem auger Water Depth: Dry Type of Drill Rig: CME 550 Measured: At time of drilling Hammer: 140 Ibs. at 30" drop * see Key to Logs, Fig. A-1 CLZZ ffi a a. E ro CO m cn Material Description ffi ^- o o 2 O cT cn o Q ffi OT •£ w 6^ Surface Elevation: Approximately 465' 5- 10- 15- 9-1 / 20- 25- 30 :sl 9-2 Z DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Very dense, moist, brown, clayey sand (SC) ProjectNo: 8951337J-SI02 Woodward-Clyde Consultants GS Figure: A-33 Project: CARLSBAD OAKS EAST Log of Boring No: 9 (Contd.) ffi Q in _ffi Q. E ro CO OT CO Material Description ffi B s ~j> o o 2 O £^ 'OT "o ffi OT r5 « 30" 35- (Continued) very dense, moist, brown, clayey sand (SC) 40- 45- i50- i5- k I Refusal at 35.5 feet on very dense decomposed granitic rock Projed No: 8951337J-SI02 Woodward-Clyde Consultants Figure: A-34 Project: CARLSBAD OAKS EAST Log of Boring No: 10 Date Drilled: 3-20-90 Type of Boring: 8" Hollow stem auger * see Key to Logs, Fig. A-1 Water Depth: Dry Type of Drill Rig: CME 550 Measured: At time of drilling Hammer: 140 Ibs. at 30" drop ffi o in _ffi E ro CO OT s CO Material Description .£2 •£ o O 2 O 2^ 'OT "o ffi ffi OT •£ " O ^ Surface Elevation: Approximately 377' 0 - 10-1 5- 10- o — 20- 25- 30 10-2 10-3 10-4 7 100/ 5" ProjectNo: 8951337J-SI02 TOPSOIL Loose, moist, dark brown, silty coarse sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, light reddish brown, silty sand (SM) Very dense, moist, brown, poorly graded sand (SP) Drive sample attempt at 25', no penetration Woodward-Clyde Consultants Figure: A-35 Project: CARLSBAD OAKS EAST Log of Boring No: 10 (Contd.) ffi I Q E ro CO OT o Material Description B g i8 Cl ^ ffi ffi OT •B " 52 30" 10-5 35-10-6 40- 45- |50- / 1 (Continued) very dense, moist, brown, poorly graded sand (SP) Drive sample attempt at 35', no penetration With zones of hard rock 55- 160- 165 Near refusal at 54 feet on very dense decomposed granitic rock .Projed No: 8951337J-SI02 | Woodward-Clydo Consultants Figure: A-36 Project: CARLSBAD OAKS EAST Log of Boring No: 11 Date Drilled: 3-21-90 Type of Boring: 8" Hollow stem auger Water Depth: Dry Type of Drill Rig: CME 550 Measured; At time of drilling Hammer: 140 lbs. at 30" drop * see Key to Logs, Fig. A-1 O-Zl ffi Q a. E ro CO OT CO Material Description 2 OT •£ o o 2 O Q g ffi OT •£ OT Surface Elevation: Approximately 457' 0 5- 10- 15' 11-1 11-2 _ 11-3 50 100/ 3" DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Very dense, moist, brown, poorly graded sand (SP) With zones of hard rock 117 20- 25- 30, Refusal at 17.5 feet on unweathered granitic rook Projed No: 8951337J-S102 Woodward-Clyde Consultants Figure: A-37 1 Project: CARLSBAD OAKS EAST Date Drilled: 3-21-90 Type of Boring: 8" Hollow stem auger Water Depth: Dry Type of Drill Rig: CME 550 Log of Boring No: 12 Measured: At time of drilling Hammer: 140 Ibs. at 30" drop * see Key to Logs, Fig. A-1 O-Zl ffi Q Q. E ro CO 5- 10- 12-1 15- 20- 25- 12-2 30 ProjectNo: 8951337J-SI02 OT CO 44 50/ 2" Material Description Surface Elevation: Approximately 348' TOPSOIL Medium dense, moist, dark brown, clayey sand (SC) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Very dense, moist, brown, poorly graded sand (SP) 1 Very difficult drilling Refusal at 22 feet on very dense, decomposed granitic rock Woodward-Clyde Consultants ffi ^- 2 g^o o o 2 O 16 Q g 107 113 ffi OT •s « OLS GS, DS LL, PI DS Figure: A-38 Project: CARLSBAD OAKS EAST Log of Boring No: 13 Date Drilied: 3-26-90 Type of Boring: 8" Hollow stem auger * see Key to Logs, Fig. A-1 Water Depth: Dry Type of Drill Rig: CME 550 Measured: At time of drilling Hammer: 140 Ibs. at 30" drop ffi C3 Q. E ro CO o CD Material Description ffi 2 ffi o o 2 O Q g D ffi OT •£ OT Surface Elevation: Approximately 264' 5- 10- 13-1 13-2 I 0- 20- 25- 30. 13-3 13-4 13-5 62 53 34 49 3 TOPSOIL Loose, moist, dark brown, dayey coarse sand (SC) SANTIAGO FORMATION Very dense, moist, mottled dark olive brown, silty to clayey sand (SC/SM) with some zones of brown, silty sand Very difficult drilling Very dense, moist, mottled olive and reddish brown, clayey sand to sandy lean clay (SC/CL) 11 19 120 107 110 GS. LL, PI ProjectNo: 8951337J-SI02 Woodward-Clyde Consultants Figure: A-39 I Project: CARLSBAD OAKS EAST Log of Boring No: 13 (Contd.) ffi a OT _ffi CL E ro CO i m _o QQ Material Description ffi 2 S -.S2 c ^ o o 2 O "OT O ago- ffi OT •B " 52 30" 13-6 35- 13-7 i 40 77 i (Continued) very dense, moist, mottled olive and reddish brown, clayey sand to sandy lean clay (SC/CL) Very hard, moist, dark greenish blue, sandy lean to fat day (CL/CH) '40- 45- .50- Bottom of hole at 36.5 feet 55- )0- I Projed No: 8951337J-SI02 r Woodward-Clyde Consultants Figure: A-40 Project: CARLSBAD OAKS EAST Log of Boring No: 14 Date Drilled: 3-26-90 Type of Boring: 8" Hollow stem auger * see Key to Logs, Fig. A-1 Water Depth: Dry Type of Drill Rig: CME 550 Measured: At time of drilling Hammer: 140 Ibs. at 30" drop ffi a OT _ffi Q. E ro CO CQ Material Description ffi 2 g OT 51; c o o 2 O £<"OT "B "ffi O ffi OT 52 Surface Elevation: Approximately 361' 0 5- 10- 15- 20- 25- 30 14-1 14-2 14-3 8 57 100/ TOPSOIL • ~ Medium dense, moist, reddish brown, silty coarse sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Drive sample attempt at 20 feet - no penetration Very dense, moist, brown, pooriy graded sand~(SP) GS ProjectNo: 8951337J-SI02 Woodward-Clyde Consultants Figure: A-41 Project: CARLSBAD OAKS EAST Log of Boring No: 14 (Contd.) Q.; ffi Q _ffi Q. E ro CO Material Description ffi 2 g is &•"« _ Q g ffi OT •2 52 30" 35- (Continued) very dense, moist, brown, poorly graded sand (SP) Very difficult drilling '40- 45- .50- i5- 50- Refusal at 37.5 feet on very dense, decomposed granitic rock ProjectNo: 8951337J-SI02 r Woodward-Clyde Consultants I Figure: A-42 Project: CARLSBAD OAKS EAST Log of Boring No: 15 Date Drilled: 3-26-90 Type of Boring: 8" Hollow stem auger ' see Key to Logs, Fig. A-1 Water Depth: Dry Type of Drill Rig: CME 550 Measured: At time of drilling Hammer: 140 ibs. at 30" drop ffi Q OT o CL E ro CO OT m Material Description ffi »-•• is ffi a ffi OT "OT n .ffi Surface Elevation: Approximately 375' TOPSOIL 0 5- 10- 15-1 15-2 15-3 / 15- 20- 25- 30. 28 Medium dense, moist, reddish brown, silty coarse sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Drive sample attempt at 25 feet - no penetration ProjectNo: 8951337J-SI02 Woodward-Clyde Consultants £ Figure: A-43 Project: CARLSBAD OAKS EAST Log of Boring No: 15 (Contd.) ffi tn _ffi CL E ro CO OT 5 CD Material Description ffi lis? is ^'in'o Q g °- Q ffi OT ffi I- 130 15-4 / 35-Very dense, moist, brown, pooriy graded sand (SP) —^ Very difficult drilling (Continued) very dense, moist, brown, silty sand (SM) GS 40- 45- 50- 55- 60- 65, Refusal at 37 feet on very dense, decomposed granitic rock r ProjectNo: 8951337J-SI02 Woodward-Clyde Consultants Figure: A-44 Project: CARLSBAD OAKS EAST Log of Boring No: 16 Dale Drilled: 3-27-90 Type of Boring: 8" Hollow stem auger * see Key to Logs, Fig. A-1 Water Depth: Dry Type of Drill Rig: CME 550 Measured: At time of drilling Hammer: 140 lbs. at 30" drop OT _ffi Q. E ro CO 5 o CQ Material Description ffi 2 g o o 2 O ^•"OT "o g o- ffi OT •E OT O 2 Surface Elevation: Approximately 515' 10- 15- 20- 25- 30. 16-1 16-2 / 15-3 / 16-4 63 TOPSOIL ~ Medium dense, moist, dark reddish brown, silty coarse sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Very dense, moist, brown, silty sand (SM) Drive sample attempt at 20 feet - no penetration ProjectNo: 8951337J-SI02 Woodward-Clyde Consultants I Figure: A-45 Project: CARLSBAD OAKS EAST Log of Boring No: 16 (Contd.) C2-; ffi Q a. E ro CO OT CD Material Description ^ ffi is ^"OT . Q g °- ffi *OT •B " 6^2 30" 16-5 7 35- (Continued) very dense, moist, brown, poorly graded sand (SP) 40- 45- ,50- 155- 160- Refusal at 37 feet on very dense, decomposed granitic rock Projed No: 8951337J-SI02 | Woodward-Clyde Consultants Figure: A-46 Project: CARLSBAD OAKS EAST Log of Boring No: 17 Date Drilled: 3-27-90 Type of Boring: 8" Hollow stem auger * see Key to Logs, Fig. A-1 Water Depth: Dry Type of Drill Rig: CME 550 Measured: At time of drilling Hammer: 140 Ibs. at 30" drop ffi Q OT _ffi CL E ro CO OT CQ Material Description .lis? is E^'OT "o Q g °-o ffi m B « o 2 Surface Elevation: Approximately 412' 10- 15- 20- 25- 30. 17-1 TOPSOIL Medium dense, moist, dark reddish brown, silty coarse sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) ProjectNo: 8951337J-SI02 Woodward-Clyde Consultants Figure: A-47 Project: CARLSBAD OAKS EAST Log of Boring No: 17 (Contd.) Q. ffi Q _ffi CL E ro CO Material Description ffi 2 ffi is >> c^ 'OT t5 ffi Q ffi OT B " 52 30" 17-2 17-3 35- 40- 45- •50- 50/ H 6 (Continued) very dense, moist, brown, silty sand (SM) Very dense, moist, brown, pooriy graded sand (SP); very difficult drilling Drive sample attempt at 50 feet - no penetration 50- I Projed No: 8951337J-SI02 Refusal at 53 feet on very dense, decomposed granitic rock Project: CARLSBAD OAKS EAST Log of Boring No: 18 Date Drilled: 3-27-90 Water Depth: Dry Type of Boring: 8" Hollow stem auger Type of Drill Rig: CME 550 ' see Key to Logs, Fig. A-1 Measured: At time of drilling Hammer: 140 Ibs. at 30" drop a.; ffi Q OT _ffi CL E ro CO OT CQ Material Description ffi 2 O o 2 O ^" "in "o Q g o ffi ^ •£ OT 02 Surface Elevation: Approximately 219' 0 5- 10- 18-1 18-2 18-3 18-4 15- 20-18-5 I 29 100/ 4.5" ALLUVIUM Firm, moist, very dark brown, fine sandy fat clay (CH) Very dense, moist, brown, poorly graded sand (SP) 11 128 111 Bottom of Hole at 20.5 feet 25- 30. ProjectNo: 8951337J-SI02 Woodward-Clyde Consultants £ Figure: A-49 Project: CARLSBAD OAKS EAST Log of Boring No: 19 Date Drilled: 3-29-90 Type of Boring: 8" Hollow stem auger Water Depth: Dry Type of Drill Rig: CME 550 Measured: At time of drilling Hammer: 140 Ibs. at 30" drop * see Key to Logs, Fig. A-1 ffi Q OT CL E ro CO OT s o CO Material Description .lis? is &'"OT "o Q g °- Surface Elevation: Approximately 375' 0 IO- IS- 20- 125- 130 19-1 19-2 52 / I TOPSOIL Medium dense, moist, dark reddish brown, silty coarse sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Very dense, moist, brown, pooriy graded sand (SP) Drive sample attempt at 20 feet - no penetration Very difficult drilling .Projed No: 8951337J-SI02 Woodward-Clyde Consultants Figure: A-50 Project: CARLSBAD OAKS EAST Log of Boring No: 19 (Contd.) CL ^ ffi Q OT _ffi CL E ro CO 5 o CQ Material Description is W* 'OT "o Q g 30" 35- 19-3 / 40- 45- (Continued) very dense, moist, brown, poorly graded sand (SP) 50- 55- 60- 65. Bottom of Hole at 45 feet Project No: 8951337J-SI02 Woodward-Clyde Consultants Figure: A-51 Project: CARLSBAD OAKS EAST Log of Boring No: 20 Date Drilled: 3-29-90 Type of Boring: 8" Hollow stem auger Water Depth: Dry Type of Drill Rig: CME 550 Measured: At time of drilling Hammer: 140 Ibs. at 30" drop see Key lo Logs, Fig. A-1 CL ~ ffi Q in _ffi CL E ro CO in o CO Material Description 2 ffi o o 2 O £^ "OT tj "ffi a ffi OT B " o 2 Surface Elevation: Approximately 380' 5- ,10- [15- 10- !5- I t 20-1 20-2 20-3 20-4 7 Z 7 20-5 7 59 TOPSOIL ' " Medium dense, moist, dark reddish brown, silty coarse sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Very dense, moist, brown, dayey sand (SC); difficult drilling GS f roject No: 8951337J-Si02 Woodward-Clyde Consultants Figure: A-52 Project: CARLSBAD OAKS EAST Log of Boring No: 20 (Contd.) ffi 30 35- 40- 45- sol OT _ffi CL E ro CO OT CQ Material Description (Continued) very dense, moist, brown, dayey sand (SC); difficult drilling ffi 2 S P 2 O — ^ OT t) Cl S Q-ffi ffi OT B o 2 55- 60- Refusal at 50 feet on very dense, decomposed granitic rock Project: CARLSBAD OAKS EAST Log of Test Pit No: P-4 Date Excavated: 3-30-90 I Type of Excavation: Backhoe * see Key to Logs, Fig. A-1 Water Depth: Dry Type of Rig: JCB3CX Measured: At time of excavation Depth, ft Samples Blows/ft Material Description Moisture Content, Dry Density, pcf other Tests* Surface Elevation: Approximately 234' i I I I I I I I I 0 1 - 2- 3- 4 - 5- 6- P-4-1 / i 7 V/rf'rf' 'rf'/rf'rf' '///rf' //// //// '//// //// '//// //// //// //// //// //// //// //// //// //// //// //// ///rf' //// //// //// //// //// //// //// //// //// //// //// //// //// //// //// //// //// //// //// //// //// //// //// //// //// //// //// TOPSOIL Firm, moist, daric brown, fine sandy lean clay (CL) SANTIAGO FORMATION Hard, moist, pale olive with reddish brown mottles, fine sandy silt to sandy lean clay (ML/CL) with zones of silty to clayey sand Bottom of Hole at 7 feet 8- 9- 10- 11- 12- 13- 14- 15 rojed No: 8951337J-SI02 Woodward-Clyde Consultants Figure: A-57 Project: CARLSBAD OAKS EAST Date Excavated: 4-2-90 Type of Excavation: Backhoe * see Key to Logs, Fig. A-1 Water Depth: Dry Type of Rig: JCB 3CX Log of Test Pit No: P-6 Measured: At time of excavation CLZI ffi OT a E ro CO OT _o 00 Material Description ffi 2 ffi •K o o 2 O £'"OT t3 Q g °- ffi OT B " o 2 Surface Elevation: Approximately 270' 0 1- 2- 3 - 4 - 5 P-6-1 / / P-6-3 / 8- 9 10 11-1 12 13- 14- 15 Projed No: 8951337J-SI02 RESIDUAL CLAY Dense, moist, daric reddish brown, clayey coarse sand (SC) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Woodward-Clyde Consultants 1^ Figure: A-59 Project: CARLSBAD OAKS EAST Log of Test Pit No: P-7 Date Excavated: 4-2-90 Type of Excavation: Backhoe * see Key to Logs, Fig. A-1 Waler Depth: Dry Type of Rig: JCB3CX Measured: At time of excavation Depth, ft Samples Blows/ft Material Description Moisture Content, Dry Density, pcf Other Tests* Surface Elevation: Approximately 280' 0 1 - P-7-1 / RESIDUAL CLAY Very dense, moist, dark reddish brown, clayey coarse sand (SC) ? — Cm 3 - DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) 4 -P-7-2 ^ / 5- 6- 7-P-7-3 ^ / — 8 - Bottom of Hole at 8 feet 9-— 10-— 11 -— 12-— 13-— 14- 15--I I Projed No: 8951337J-SI02 | Woodward-Clydo Consultants 1^ Figure: A-60 Project: CARLSBAD OAKS EAST Date Excavated: 4-2-90 Type of Excavation: Backhoe * see Key to Logs, Fig. A-1 OT & O CD Water Depth: 6 feet Type of Rig: JCB 3CX Log of Test Pit No: P-B Measured: At time of excavation Q. E ro CO Material Description Surface Elevation: Approximately 277' ffi »j- ffi n .2 ^ S5 .2 o O Q C Q. ffi V. * ffi OT B « O °' 0 1 - 2- 3 - 4 - 5- 6- 7- 8- 9- 10- 11- 12- 13' P-8-1 - P-8-2 ALLUVIUM Loose, moist, reddish brown, silty coarse sand (SM) Loose to medium dense, wet. brown to gray, silty sand~SM) with some layers of dark gray sandy silt Project: CARLSBAD OAKS EAST Date Excavated: 4-2-90 Type of Excavation: Backhoe * see Key to Logs, Fig. A-1 Log of Test Pit No: P-9 Water Depth: Dry Type of Rig: JCB3CX Measured: At time of excavation Depth, ft Samples Blows/ft Material Description Moisture Content, Dry Density, pcf Other Tests* Surface Elevation: Approximately 328* 0 1-1 2 3 - 4 - 5- D — P-9-1 / P-9-2 I ALLUVIUM Loose, moist, reddish brown, silty coarse sand (SM) with some rock fragments DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) 7 8 9-1 10- 11- 12- 13- 14- 15 Bottom of Hole at 6.5 feet ProjectNo: 8951337J-SI02 Woodward-Clyde Consultants Figure: A-62 Project: CARLSBAD OAKS EAST Log of Test Pit No: P-10 Date Excavated: 4-2-90 Type of Excavation: Backhoe * see Key to Logs, Fig. A-1 Water Depth: Dry Type of Rig: JCB 3CX Measured: At time of excavation <^zz ffi Q OT .32 ca. E ro CO OT JO CQ Material Description ffi ^ 3 .<2 "c o o 2 O Q g ffi OT B "u^ o 2 Surface Elevation: Approximately 495' 0 1- 2- 3 - 4 - 5 P10-1 / PI 0-2 I 7- 8- 9 10- 11- 12- 13- 14- 15 TOPSOIL Loose, moist, dark reddish brown, silty coarse sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) Bottom of Hole at 4.5 feet GS, LC I ProjectNo: 8951337J-SI02 Woodward-Clyde Consultants Figure: A-63 Project: CARLSBAD OAKS EAST Log of Test Pit No: P-11 Date Excavated: 4-2-90 Type of Excavation: Backhoe * see Key to Logs, Fig. A-1 Water Depth: Dry Type of Rig: JCB 3CX Measured: At time of drilling Depth, ft Samples Blows/ft Material Description Moisture Content, Dry Density, pcf Other Tests* Surface Elevation: Approximately 432' 0 1 • 2" 3 - 4 - 5- P11-1 / P11 TOPSOIL Loose to medium dense, moist, daric reddish brown, silty sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) D — 7- 8 9 IO- II - 12- 13- 14- 15 • v» Bottom of Hole at 5.5 feet ProjectNo: 8951337J-SI02 Woodward-Clyde Consultants Figure: A-64 Project: CARLSBAD OAKS EAST Log of Test Pit No: P-12 Date Excavated: 4-2-90 Type of Excavation: Backhoe • see Key to Logs, Fig. A-1 Water Depth: Dry Type of Rig: JCB 3CX Measured: At time of excavation O-Zl ffi Q OT _ffi Q. E ro CO OT CD Material Description ffi c ffi 3 "OT o 5 2 O £«"OT Q = ffi Q ffi i2 •£ OT o 2 Surface Elevation: Approximately 395' 0 1- 2- 3 - 4 5-1 P12-1 PI 2-2 / TOPSOIL 'S^ Loose, moist, light reddish brown, silty coarse sand (SM) y/ DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) LC 6- 7- 8 10- 11- 12- 13- 14- 15 Bottom of Hole at 4 feet ProjectNo: 8951337J-SI02 Woodward-Clyde Consultants 1^ Figure: A-65 Project: CARLSBAD OAKS EAST Log of Test Pit No: P-13 Date Excavated: 4-2-90 Type of Excavation: Backhoe * see Key to Logs, Fig. A-1 Water Depth: Dry Type of Rig: JCB 3CX Measured: At time of excavation Depth, ft Samples Blows/ft Material Description Moisture Content, Dry Density, pcf Other Tests* Surface Elevation: Approximately 486' 0 1 - 2- 3 - 4 - 5' P13-11 PI 3-2 / TOPSOIL Loose to medium dense, moist, daric reddish brown, silty coarse sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) •6- 7- 8- 9 10 11" 12- 13- 14-j 15 ^ Bottom of Hole at 5 feet ProjectNo: 8951337J-S102 Woodward-Clyde Consultants Figure: A-66 Project: CARLSBAD OAKS EAST Log of Test Pit No: P-14 Depth, ft Samples Blows/ft Material Description Moisture Content, Dry Density, pcf Other Tests* Surface Elevation: Approximately 485' Date Excavated: 4-2-90 Type of Excavation: Backhoe ' see Key to Logs, Fig. A-1 Water Depth: Dry Type of Rig: JCB 3CX Measured: At time of excavation 1- 2- 3 - 4- 5 PI 4-1 / PI 4-2 / Loose to medium dense, moist, reddish brown, silty coarse sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) 6- 7- 8- 9- 10 11- 12- 13- 14H 15 ProjectNo: 8951337J-SI02 Bottom of Hole at 5 feet Woodward-Clyde Consultants Figure: A-67 Project: CARLSBAD OAKS EAST Log of Test Pit No: P-16 Dale Excavated: 4-2-90 Type of Excavation: Backhoe * see Key to Logs, Fig. A-1 Water Depth: Dry Type of Rig: JCB 3CX Measured: At time of excavation Depth, ft Samples Blows/ft Material Description Moisture Content, Dry Density, pcf Other Tests* Surface Elevation: Approximately 480 I I I I I I i I I 0 1 - 2- 3- 4 5- 6- / / / TOPSOIL Loose to medium dense, moist, dark reddish brown siltv sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) 8- 9- 10- I": I'" 13- Bottom of Hole at 5.5 feet Project: CARLSBAD OAKS EAST Log of Test Pit No: P-17 Date Excavated: 4-2-90 Type of Excavation: Backhoe * see Key to Logs, Fig. A-1 Waler Depth: Dry Type of Rig: JCB 3CX Measured: At time of excavation O-ZZ ffi Q _ffi a. E ro CO OT CQ Material Description ffi —- 2 g^ .2 "E ^ o o 2 O Q c ca. ffi OT B OT Surface Elevation: Approximately 392' 0 1 - 2- 3 - 4 5-1 6 7 8 9- 10- 11- 12 PI 7-1 / PI 7-2 I - PI 7-3 TOPSOIL Loose to medium dense, moist, dark reddish brown, silty coarse sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) 13- 14- 15 isJ Bottom of Hole at 12 feet ProjectNo: 8951337J-SI02 Woodward-Clyde Consultants Figure: A-70 Project: CARLSBAD OAKS EAST Log of Test Pit No: P-18 Date Excavated: 4-3-90 Type of Excavation: Backhoe see Key to Logs, Fig. A-1 Water Depth: Dry Type of Rig: JCB3CX Measured: At time of excavation Depth, ft Samples Blows/ft Material Description Moisture Content, Dry Density, pcf Other Tests* Surface Elevation: Approximately 426' 0 1 • 2' 3 H 4 5H PI 8-11 PI 8-2 I TOPSOIL Loose to medium dense, moist, dark reddish brown, silty sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) 7- 8- 9- 10- 11- 12- 13- 14-1 15 Bottom of Hole at 4 feet Projed No: 8951337J-SI02 | Woodward-Clyde Consultants Figure: A-71 Project: CARLSBAD OAKS EAST Log of Test Pit No: P-19 Date Excavated: 4-3-90 Type of Excavation: Backhoe * see Key to Logs, Fig. A-1 Water Depth: Dry Type of Rig: JCB 3CX Measured: At time of excavation O-ZL ffi Q OT _ffi CL E ro CO OT ca Material Description ffi 2 S . .52 "c S< o o 2 O c> 5 Cl-ffi Q ffi i2 •S OT o 2 Surface Elevation: Approximately 385' 0 1' 2" 3 - 4 - 5 PI 9-1 7 PI 9-2 I TOPSOIL Loose, moist, light brown, silty coarse sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) D —i 7" 8- 9- 10" 11-i 12 13- 14- 15 Bottom of Hole at 5 feet ProjectNo: 8951337J-SI02 Woodward-Clyde Consultants Figure: A-72 Project: CARLSBAD OAKS EAST Log of Test Pit No: P-20 Date Excavated: 4-3-90 Type of Excavation: Backhoe * see Key to Logs, Fig. A-1 Water Depth: Dry Type of Rig: JCB 3CX Measured: At time of excavation OT ffi ffi ^zz ffi Q ca. E ro CO OT o CQ Material Description Moistur Conten Dry Density pcf Other Tests* Surface Elevation: Approximately 310' 0 1 • - P20-1 2- 3 - 4 - 5- / / P20-3 I I I j I I I - I ' 14-1 TOPSOIL Loose, moist, dark reddish brown, silty coarse sand (SM) DECOMPOSED GRANITIC ROCK Very dense, moist, brown, silty sand (SM) 7" 8- 9- 10- 11 12 13H Bottom of Hole at 6 feet I Projed No: 8951337J-S102 Woodward-Clyde Consultants Figure: A-73 Test Pit 27 Approximate El. 248' DEPTH IN FEET TEST DATA •MC •DD •BC 'OTHER TESTS SAMPLE NUMBER SOIL DESCRIPTION 5- 10- 15- 27-11 Loose, saturated, dark olive gray silty to clayey sand (SM-SC) ALLUVIUM Hole caving Loose, saturated, mottled dark yellowish brown to olive, silty to clayey sand (SM-SC), water flowing in rapidly ALLUVIUM Bottom of Hole Test Pit 28 Approximate El. 248' DEPTH IN FEET TEST DATA •htC 5 - 10- 15 •DD •BC •OTHER TESTS SAMPLE NLNMBER I 28-11 SOIL DESCRIPTION v_ V Soft, wet, dark brown sandy clay (CL) ALLUVIUM Loose to medium der^se, saturated, dark olive gray clayey sand (SC) ALLUVIUM Firm, moist to wet, mottled gray to yellowish brown silty clay (CL-CH) ALLUVIUM Bottom of Hole LOG OF TEST PITS 27 AND 28 CARLSBAD OAKS DRAWN BY: mrk CHECKED BY:pp | PROJECT NO: 51218G-SI01 DATE: 9-9-81 FIGURE NO; A-40 n/nnnwAPn ri vnc rnucmT«nTP Project No. 58169X-GE01 TABLE I SUMMARY OP ENGINEERING SEISMOGRAPH TRAVERSES Traverse Nuinber Velocity Pept^h 1 1750 0-5 4000 5-37 8000 37+ 1- R 2250 0-37 ,15000 37+ 2 1000 0-5 12000 5+ 2- R 900 0-2 3800 2-31** *8000 (Assumed) 3 1100 0-3 6000 3-20** *8000 (Assumed) 3- R 1275 0-1 3000 1-19 10000 19+ 4 1750 0-3 3500 3-15 6000 15-30** *8000 (Assumed) 4- R 1100 0-4 6000 4-22** *8000 (Assumed) 5 1300 0-9 5000 9-31** *8000 (Assumed) 5- R 1500 0-14 10000 14+ Project NO. 58169X-QB01 TABLE I (Con't) Traverse Number 0-8 6 1000 3500 velocity 2«£t]l 0-8 8-36** *8000 (Assumed) *8000 (Aesunted) 1000 4000 *8000 (Assumed) 0-5 6-R iiSS 5-26** 5000 ^ 0-2 2-26** 7-R 500 - - ^ ^ 4500 5500 *8000 (Assumed) 0- 1 1- 3 3-27** * A velocity of 8000 fps is assumed in order to determine a m!i?mii^'depth of the last calculated velocity. • ^«.r>*-v, fnr velocity determined from assuming a :;™y':f 8002%;^a^tL end of the seis.ic traverse joissmmaim Bjaa»fc-,..rfMiig>,«aA.tK^w,...,.k..«...... • Project No. 73-281 Traverse No. sr I ST-I.R ST-2 ST-2R ST-3 ST-4 ST-5 ST-5R ST-6 ST-7 ST-8 TABLE I LOKER PROPERTY PRELIMINARY SEISMIC VELOCITY TABLE Velocity Attachment Depth 1.100 0-3 3,100 3-29 12,000 26+ 1.400 0-9 7,000 9-25 12,000 29+ if, 000 O-Q 4,500 8-42+ 3,000 0-28 2,700 0-9 5,000 9-28+ 3, OuC 0-55-t- 1,600 0-2 4,100 2-27+ 1,150 0-5 3,800 5-17 5,100 17-34+ 1,400 0-2 4,300 2-26+ 900 0-3 4.300 3-26+ 1.400 0-4 2,100 4-16 LIST OF REFERENCES 1. U.S. Geological Survey, 1968, Escondido, California, 7.5 Minute Quadrangle Map, photorevised 1975. 2. Blake, EQFAULT, A Computer Program for the Deterministic Prediction of Peak Horizontal Acceleration from Digitized Califomia Faults, User's Manual. 1989a, p. 79. 3. Landslide Hazards In The Northem Part of the San Diego Metropolitan Area, San Diego County, Califomia, Califomia Division Of Mines And Geology, Open File Report 95-04 (1995). 1953 stereoscopic aerial photographs of the site and surrounding areas. 4. Geology ofthe San Diego Metropolitan Area, San Diego, Califomia, Califomia Division of Mines and Geology, Bulletin 200 (1975). 5. 1953 stereoscopic aerial photographs of the site and surrounding areas, (AXN 8M-20 and AXN 8M-71) 6. Preliminary Geotechnical Investigation for the Proposed Carlsbad Oaks East, Carlsbad, Califomia, prepared by Woodward-Clyde Consultants, dated June 15, 1990. 7. Geologic Reconnaissance with Limited Subsurface Investigation, Proposed South Agua Hedionda Interceptor Alignment, Carlsbad, Califomia, prepared by Leighton and Associates, dated November 30, 2000. Project No. 06442-32-03 October 21, 2004