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HomeMy WebLinkAbout3814; College Blvd Reach A & Cannon Rd Reach 4; College Blvd Reach A & Cannon Rd Reach 4; 2001-03-20^HS& Leighton and Associates 1961 - 2001 GEOTECHNICAL CONSULTANTS GEOTECHNICAL INVESTIGATION FOR THE PROPOSED COLLEGE BOULEVARD REACH A AND CANNON ROAD REACH 4 EXTENSIONS CARLSBAD, CALIFORNIA March 20, 2001 Project No. 4990101-002 Prepared For: FRASER ENGINEERING 2191 ElCaminoReal Oceanside, California 92054 3934 Murphy Canyon Road, #6205, San Diego, CA 92123-4425 (858) 292-8030 • FAX (858) 292-0771 • www.leightongeo.com ^••••r^ Leighton and Associates 1961 - 2OO1 GEOTECHNICAL CONSULTANTS March 20,2001 Project No. 990101-002 To: Fraser Engineer, Inc. 2191 El Camino Real Oceanside, California 92054 Attention: Mr. Graham Fraser Subject: Geotechnical Investigation for the Proposed College Boulevard Reach A and Cannon Road Reach 4 Extensions, Carlsbad, California In accordance with your request, Leighton and Associates, Inc. has performed a geotechnical investigation for the proposed College Boulevard Reach A and Cannon Road Reach 4 located in Carlsbad, California. This report presents the results of our geotechnical review, geologic mapping, subsurface investigation, and analysis, and provides a summary of our conclusions and recommendations relative to the geotechnical aspects of the proposed extensions of College Boulevard and Cannon Road. If you have any questions regarding this report, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. Director of Engineering Distribution: (6) Addressee Michael R. Stewartr^EG 1349 Principal Geologist/Vice President 3934 Murphy Canyon Road, #6205, San Diego, CA 92123-4425 (858) 292-8030 • FAX (858) 292-0771 • www.leightongeo.com 990101-002 TABLE OF CONTENTS Section Page 1.0 INTRODUCTION 1 1.1 PURPOSE AND SCOPE 1 1.2 PROPOSED DEVELOPMENT 3 1.3 SITE DESCRIPTION 3 1.4 CURRENT SITE INVESTIGATION 4 1.5 PREVIOUS SITE INVESTIGATION 4 1.6 LABORATORY INVESTIGATION 4 2.0 SUMMARY OF GEOTECHNICAL CONDITIONS 5 2.1 REGIONAL GEOLOGY 5 2.2 SITE GEOLOGY 5 2.2.7 Topsail (Unmapped) 5 2.2.2 Undocumented Fill (Unmapped) 5 2.2J Artificial Fill (Map Symbol -Afo) 6 2.2.4 Alluvium and Colluvium Undifferentiated(MapSymbol-QaUQcol) 6 2.2.5 Landslide Debris (Map Symbol-Qls) 6 2.2.6 Terrace Deposits (Map Symbol-Qt) 7 2.2.7 Santiago Formation (Map Symbol-Tsa) 7 2.2.8 LusardiFormation (Map Symbol-Kl) 7 2.2.9 Cretaceous Granitic Rock (Map Symbol - Kgr) 8 2.3 GEOLOGIC STRUCTURE 8 2.4 GROUND WATER 8 2.5 EXCAVATION CHARACTERISTICS 9 2.6 MASS MOVEMENT 10 2.7 FAULTING AND SEISMICITY 11 2.8 UNIFORM BUILDING CODE SEISMIC DESIGN 11 2.9 CALTRANS SEISMIC DESIGN 11 2.10 SEISMIC CONSIDERATIONS 12 2.10.1 GroundShaking 12 2.10.2 Liquefaction/DynamicSettlement 12 2.10.3 Lateral Spreading 13 2.10.4 Tsunamis and Seiches 13 3.0 CONCLUSIONS 14 4.0 RECOMMENDATIONS 16 4.1 EARTHWORK 16 4.1.1 Site Preparation 16 4.1.2 RemovalandRecompactionqfPotentiallyCompressible Soils 16 990101-002 TABLE OF CONTENTS (Continued) Section Page 4.1.3 Excavations 77 4.1.4 Fill Placement and Compaction 77 4.1.5 Expansive Soils 77 4.1.6 Earthwork Shrinkage/Bulking 77 4.1.7 Control of Ground Water and Surface Waters 18 4.2 SLOPE STABILITY 18 4.2.1 Surficial Slope Stability 20 4.2.2 Seismic Slope Stability 20 4.2.3 Scour Potential 27 4.3 CONSTRUCTION DELAY 21 4.4 FOUNDATION DESIGN AND EARTHWORK REQUIREMENTS FOR BRIDGE STRUCTURES 22 4.5 RETAINING WALL/SEGMENTED WALL DESIGN CONSIDERATIONS 24 4.6 CORROSION CONCERNS 25 4.7 PRELIMINARY PAVEMENT DESIGN 25 5.0 CONSTRUCTIONOBSERVATIONS 27 TABLES TABLE 1 - SLOPE STABILITY ANALYSIS PARAMETERS - PAGE 19 TABLE 2 - MAGNITUDE OF SETTLEMENT - PAGE 21 TABLE 3 - ESTIMATED ALLOWABLE SINGLE PILE CAPACITIES - PAGE 23 TABLE 4 - PILE GROUP CAPACITY REDUCTIONS - PAGE - 23 TABLE 5 - EQUIVALENT FLUID WEIGHT (PCF) - PAGE - 24 TABLE 6 - RECOMMENDED PAVEMENT SECTION - PAGE 26 FIGURES FIGURE 1 - SITE LOCATION MAP - PAGE 2 FIGURE 2 - GEOTECHNICAL CROSS-SECTION A-A1 - REAR OF TEXT FIGURE 3 - GEOTECHNICAL CROSS-SECTION B-B' - REAR OF TEXT FIGURE 4 - GEOTECHNICAL CROSS-SECTION C-C' - REAR OF TEXT FIGURE 5 - GEOTECHNICAL CROSS-SECTION D-D' - REAR OF TEXT FIGURE 6 - GEOTECHNICAL CROSS-SECTION E-E'- REAR OF TEXT FIGURE 7 - CALTRANS SEISMIC HAZARD MAP - REAR OF TEXT FIGURE 8 - SETTLEMENT MONUMENT - REAR OF TEXT PLATE PLATE 1 - GEOTECHNICAL MAP - IN POCKET 990101-002 TABLE OF CONTENTS (Continued) APPENDICES APPENDIX A - REFERENCES APPENDIX B - BORING AND TRENCH LOGS APPENDIX C - SEISMIC REFRACTION STUDY APPENDIX D - LABORATORY TEST RESULTS AND TEST PROCEDURES APPENDIX E - GENERAL EARTHWORK AND GRADING SPECIFICATIONS APPENDIX F - PROBABILISTIC HAZARD ANALYSIS APPENDIX G - SLOPE STABILITY ANALYSIS -in- 990101-002 1.0 INTRODUCTION 1.1 Purpose and Scope The purpose of our study was to evaluate the geotechnical conditions along and adjacent to the proposed alignments of College Boulevard Reach A and Cannon Road Reach 4 in Carlsbad, California (Figure 1). This report provides a summary of our findings, conclusions and recommendations regarding the onsite soil and geologic conditions to be utilized for site development purposes. In preparation of this report we have utilized the 200-scale site plan prepared by Fraser Engineering as a base map during this study (Fraser Engineering, 2000). The scope of our services during the evaluation included the following: • Review of geotechnical literature and aerial photographs pertaining to the general vicinity of the site, and geotechnical reports pertaining specifically to the site. A list of the items reviewed is included in Appendix A. • Field reconnaissance of the site and general vicinity. • Subsurface investigation including the drilling, logging and sampling of 3 small-diameter borings, 7 large-diameter borings, and 21 backhoe trenches. All borings and trenches were logged by a geologist and backfilled upon completion. The logs of these excavations are presented as Appendix B. The logs of pertinent previously excavated borings and trenches are also included in Appendix B and were utilized in preparation of this report. • A seismic refraction study consisting of 5 seismic traverses to evaluate the approximate seismic velocities of granitic bedrock material within proposed cut areas in order to provide a rough estimate of the rippability characteristics of the materials. The summary profiles of the seismic traverses are presented in Appendix C. Also included in Appendix C are seismic traverses from previous geotechnical reports prepared for portions of the site or adjacent to the site. The approximate locations of the seismic traverse lines are presented on the Geotechnical Map (Plate 1). • Laboratory testing of representative soil samples to evaluate the pertinent engineering properties of the onsite soils (Appendix D). • Geotechnical analysis of the data obtained. • Preparation of this report presenting our findings, conclusions and recommendations with respect to the proposed roadway extensions and appurtenant improvements. Cannon Road Reach 4 College Boulevard Reach A BAS E MAP : Thomas Bros. GeoFinder for Windows, San Diego County, 1995, Page 1107 0 1000 2000 4000 1 "=2,000'Scale in Feet Fraser College and Cannon Extensions Carlsbad, California SITE LOCATION MAP Project No. 990101-002 Date March 2001 Figure No. 1 990101-002 1.2 Proposed Development The proposed roadway extensions are to consist of approximately 2 miles of four lane roadway (two lanes each direction). Approximately 3/4 mile of roadway and a bridge will comprise the extension of College Boulevard north from Sunny Creek Road to the intersection with the Cannon Road extension. The Cannon Road extension will be approximately 1-1/4 miles from its intersection with College Boulevard to the present terminus of Cannon Road at the City of Carlsbad Boundary with the City of Oceanside. Approximately 900 feet of the existing Cannon Road alignment within the City of Oceanside will be realigned immediately north of its present alignment. 1.3 Site Description The majority of the proposed College Boulevard Reach A alignment is presently utilized for agricultural purposes. Relatively minor grading has previously been performed to facilitate the agricultural activity on site. The southernmost portion of the College Boulevard extension will traverse the Aqua Hedionda Creek alignment. The creek alignment is presently overgrown with trees and other thick vegetation. To facilitate the continued function of the creek, a bridge structure is planned between Stations 112+65 and 113+80. The majority of the Cannon Road alignment traverses presently undeveloped hillside terrain with native chaparral-type vegetation. Near the proposed intersection of College Boulevard and Cannon Road, the Cannon alignment will traverse through terrain that has been utilized for agricultural purposes and as the site for a residential structure. At the boundary with the City of Oceanside, the Cannon alignment will traverse an existing SDG&E easement and the driveway and graded slopes of an existing church. Topographically, the site is characterized by numerous ridges and intervening ravines and valleys that drain to a main westerly trending drainage. Existing elevations along the proposed Cannon Road alignment range from approximately 65 feet mean sea level (msl) at the intersection with College Boulevard, to approximately 390 feet msl near the ridgeline along the eastern edge of the Cannon Road alignment. The College Boulevard alignment traverses a sequence of drainage features. Existing elevations along the College alignment vary from approximately 60 feet msl at the creek crossing to 125 msl across a couple of the hilltops, to an elevation near 65 feet msl at the intersection with Cannon and across several drainages between. Natural slopes on the site range from relatively gentle slopes in the majority of the alignments to moderately to steeply sloping terrain in the incised drainage and canyon areas. Existing improvements are generally related to past agricultural activities on the site. Improvements associated with the agricultural fields include underground irrigation lines and valves and minor cuts and fills associated with access roads. Other onsite improvements include access roads associated with several utility easements, fire access roads, paved driveways and parking areas, and a structure. Native vegetation includes relatively thick growths of grasses and shrubs on the undisturbed hillsides and the ravines with localized stands of trees and shrubs present in the drainage south of Cannon Road and the Aqua Hedionda drainage that College Boulevard will traverse. -3- 990101-002 1.4 Current Site Investigation The current site investigation included the drilling, logging and sampling of 3 small-diameter exploratory borings, 7 large-diameter exploratory borings, 21 exploratory trenches, and 5 seismic traverse lines. The small-diameter borings were excavated predominantly in deeper alluvial areas to evaluate the engineering properties of the onsite soils and to assess the depth of remedial grading and post-grading settlements. Trenches were excavated to evaluate remedial grading measures in shallow drainage features and to investigate geologic structure at the base of proposed cut slopes. The large-diameter borings were performed in areas where cut slopes are proposed and in areas where topographic features suggestive of geologic discontinuities were observed. The seismic traverses were performed in hard rock areas where significant cuts are proposed as a measure of bedrock rippability characteristics. The small-diameter borings drilled in conjunction with this study have been designated B-1 through B-3, the large diameter borings have been designated LB-1 through LB-7, and the trenches have been labeled as T-l through T-21. Logs of these borings and trenches, as well as those from previous studies are included as Appendix B. All borings and trenches were logged and sampled by a geologist and backfilled upon completion. The large-diameter borings were downhole logged to the depths indicated on the logs. The locations of all exploratory excavations and seismic traverses, designated S-l through S-5, are indicated on the Geotechnical Map (Plate 1), located in the map pocket at the rear of the text. Profiles from the seismic traverses are provided in Appendix C. 1.5 Previous Site Investigation Previous investigation of the site performed by Leighton and by others includes the excavation of numerous exploratory backhoe trenches and borings, as well as several seismic traverse lines. Pertinent boring logs and trench logs are included with Appendix B and previous seismic traverses are provided in Appendix C. The approximate locations of these explorations are shown on the Geotechnical Map (Plate 1). 1.6 Laboratory Investigation Laboratory test results of representative soil samples collected during the current site investigation are included in Appendix D. The laboratory testing included direct shear, moisture/density determinations, minimum resistivity, pH, chloride, soluble sulfate, Atterberg limits, R-value, hydrometer and sieve, and consolidation tests. Brief descriptions of the laboratory test procedures and the laboratory test results are presented in Appendix D. The test results of the moisture/density determinations are also presented on the boring logs included in Appendix B. -4- 990101-002 2.0 SUMMARY OF GEOTECHNICALCONDITIONS 2.1 Regional Geology The site is located within the coastal subprovince of the Peninsular Ranges Geomorphic Province, near the western edge of the southern California batholith. The topography at the edge of the batholith changes from the rugged landforms developed within the hard-rock areas of the batholith as can be seen in the eastern portion of the alignments, to the more subdued landforms which typify the softer sedimentary formations of the coastal plain such as are present on the western portions of the site. Subsequent to the formation of these units, erosion and regional tectonic uplift created the valleys and ridges of the area. Weathering, erosional processes, and human influences have produced the Quaternary and recent surficial units including topsoil, undocumented fill soils, alluvium, colluvium, and terrace deposits which mantle the site. 2.2 Site Geology As encountered during our investigation, and our review of geotechnical reports applicable to the site (Appendix A), the proposed alignment of College Boulevard and the western half of Cannon Road are underlain by the Quaternary-aged Terrace Deposits, Tertiary-aged Santiago Formation, and the Cretaceous-aged Lusardi Formation. Cretaceous granitic bedrock is the primary geologic unit in the eastern portion of the Cannon Road alignment. The approximate aerial distributions of these units are shown on the Geotechnical Map (Plate 1) and briefly discussed in the following sub- sections. Surficial units onsite consist of alluvium, colluvium, topsoil, landslide debris, and undocumented fill soils. Alluvial materials in drainage alignments and landslide debris associated with significant observed slides were mapped on the Geotechnical Map. Although their extent and depths may be significant, other surficial units were not mapped, but are discussed below. 2.2.1 Topsoil (Unmapped) Except where removed by prior grading, topsoil was encountered essentially covering the entire site. The topsoil was found to be generally light brown to dark brown, damp, loose to medium dense, silty sands to sandy clays. The topsoil was generally + 3 feet in thickness and contains moderate amounts of decomposed organics. Where disturbed by the previous agricultural activities, the topsoil may locally be up to 5 feet thick. This unit is considered to be compressible when subjected to loading by fill soils or other improvements and should be completely removed during grading. 2.2.2 Undocumented Fill (Unmapped) Undocumented fill soil is present on the site in various locations and consists of minor fills for unimproved roads, end-dumped piles, and utility trench backfill. In addition to these areas, based on previous experience in similar terrain, we anticipate that some previous filling of drainage alignments was performed to facilitate onsite agricultural uses. As observed, the undocumented fill consisted of numerous soil types, but typically the fill soils were light brown to medium brown and gray, moist to very moist, loose, -5- 990101-002 silty sands and clayey sands. In their present state, undocumented fills are not suitable for the support of additional fills and/or structural loads. These soils should be removed to expose competent material in areas of proposed fill soils or improvements. 2.2.3 Artificial Fill (Map Symbol - Afo) Documented Artificial Fill Soils present within the eastern portion of Cannon Road Reach 4 alignment area consisted of fills associated with construction of existing Cannon Road and utilities and access roads to adjacent properties. These soils are believed to have been placed under the observation and testing of others, however, a geotechnical soils report was not available at the time of this report. It is assumed that fill soils were derived from local materials. When present within planned grade, these soils should be evaluated by the geotechnical consultant to verify that they are competent in areas of proposed fill soils or improvements. As an alternative to further evaluation, these soils can be removed to competent material. 2.2.4 Alluvium and Colluvium Undifferentiated(Map Svmbol-Qal/Qcol') Alluvium and colluvium is present in the bottom of the main canyons and drainages on the site. The alluvial soils (Qal) are usually thickest in the center of drainages and often interfinger with colluvial soils (Qcol) on the drainage margins forming wedges of alluvial and colluvial soils that thin away from the drainages. These soils typically consist of brown, damp to wet, loose to medium dense/stiff, silty sands, sandy clays and silty clays. The upper portion of alluvium in the main drainages and generally all of the alluvium in the tributary drainages typically is moderately porous and often contains localized zones of moderate to abundant roots and other organic matter. The alluvium and colluvium is considered potentially compressible and is recommended to be removed to competent formational material in areas of proposed development. Removal depths of colluvium on the order of 5 to 13+ feet should be expected in the lower drainage elevations on the site. Removals of the alluvium within the proposed limits of future College Boulevard are estimated to be on the order of 10 to 20+ feet, as limited by the presence of ground water in the deepest alluvial areas. The alluvium and colluvium may be recompacted and used as structural fill provided detrimental materials are removed (see Section 4.1). 2.2.5 Landslide Debris (Map Symbol - Ols) During review of aerial photographs, several topographic features suggestive of ancient landsliding were observed. Based on this review and data obtained during our field investigation, two ancient landslides has been mapped west of the proposed alignment of College Boulevard (Plate 1). The majority of the mapped landslide deposits are located outside the limits of College Boulevard. However, they encroach into an area of planned grading (Plate 1). Landslide deposits should be completely removed within the influence of the planned grading. -6- 990101-002 2.2.6 Terrace Deposits (Map Symbol-Qt) The Pleistocene-aged Terrace Deposits exist on the hilltops (located in the northern and southern portions of the site) unconformably overly ing the Santiago Formation and Lusardi Formation. The soil comprisingthe Terrace Deposits is generally composed of slightly silty fine to coarse sand to a sandy cobble conglomerate and sandy clay. According to the preliminary site development plans, the majority of the Terrace Deposits will be removed along the alignment as cut material during rough grading but is expected to be exposed within slope cuts. This material typically has a low to medium potential for expansion and may be recompacted for use as structural fill. Due to friable nature of Terrace Deposit soils on site, it will be necessary to place stability fills with a subdrain system along cut slopes that expose Terrace Deposits. 2.2.7 Santiago Formation (Map Svmbol-Tsa) The bedrock unit underlying the majority of the western portion of the site is the Tertiary-aged Santiago Formation. In general, the unit consists of massive to weakly bedded sandstone with interbedded clayey siltstone and silty claystone. The sandstone encountered consisted primarily of light gray, light brown, and light orange-brown, moist, dense, silty, fine- to medium-grained sandstone. The sandstone was locally slightly micaceous and indistinctly bedded to massive. Well cemented sandstone beds were occasionally encountered during this and previous investigations on adjacent sites and may require heavy ripping during grading. The siltstone typically consisted of brown and olive-green gray, moist, stiff, clayey siltstones that were fissile to indistinctly bedded and contained calcium carbonate, manganese-oxide and iron-oxide staining. The claystone typically was green-gray to gray-brown, moist, stiff to hard, fine-grained, sandy to silty, and moderately sheared. Where encountered, the upper 18 to 24 inches of the Santiago Formation appears to be moderately weathered, porous and potentially compressible. This layer should be removed in areas of structural fill placement or settlement sensitive improvements. The sandstone units typically possess a very low to medium expansion potential. The siltstone and claystone units, typically possess a medium to very high expansion potential. 2.2.8 Lusardi Formation (Map Svmbol-Kl) The Cretaceous-aged Lusardi Formation was observed in the northwest, north-central and southernmost portions of the site both as outcrops, and in our borings, and trenches. As encountered, the Lusardi Formation is composed of light yellow-brown and gray, dense, gravel to cobble conglomerate with a medium to coarse sandstone matrix to green-gray, stiff, sandy claystone. This unit mantles the underlying granitic bedrock and may contain scattered large to very large (up to 10 to 20 feet in diameter) granitic boulders. Typically these large to very large granitic boulders are very weathered (i.e. they generally consist of decomposed granitic). Deep cuts in this unit may encounter the underlying granitic bedrock. The soils comprisingthe Lusardi Formation generally have a very low to medium potential for expansion and are suitable for use as structural fill provided oversize materials are properly incorporated or removed. -7- 990101-002 2.2.9 Cretaceous Granitic Rock (Map Symbol - Kgr) Granitic rock outcrops were observed in the eastern portion of the Cannon Road alignment. In our trench excavations in these areas, weathered granitic material was encountered below the topsoil and generally consisted of light gray to light red brown, damp, dense, fine to coarse sand. At relatively shallow depth, relatively unweathered granitic bedrock is anticipated as well as exposed at the surface as scattered outcrops. Localized residual boulders (floaters) are also anticipated within otherwise rippable zones. Our rippability study indicates the depth to marginally rippable and/or unrippable rock ranges from approximately 20 to 40 feet in the areas of proposed cuts. Cuts greater than approximately 10 to 15 feet in these areas will likely require heavy ripping, and localized residual boulders should be anticipated. Blasting may be required in deep cut areas. A discussion of the site rippability is presented in Section 2.5. Soils derived from the granitic bedrock typically have a very low to low potential for expansion and are suitable for use as structural fill provided oversize materials are properly incorporated or removed. 2.3 Geologic Structure Lusardi and Granitic bedrock units encountered on the site were generally massive with no apparent bedding. Based on observations and our professional experience in the area, bedding of the underlying Santiago Formation is anticipated to be relatively gently dipping (i.e. 5 to 10 degrees) to the west. Bedding within the Terrace Deposits was observed to be nearly horizontal. 2.4 Ground Water Ground water was encountered in several of our borings within the onsite drainages in the lower elevations of the site particularly in the main northwest trending drainage located south and west of the proposed alignment. The presence of ground water in these areas will limit the removal of alluvium in these areas. Perched groundwater conditions were not encountered in the limited number of borings drilled as part of our investigation of the site. However, localized zones of perched water are common in the site area and may be encountered during the grading. Zones of seepage exposed during construction of cut slopes may require the use of stability fills with subdrains. Ground water is not anticipated to be a constraint to site development provided the recommendations provided in this report and during the course of grading are implemented. -8- 990101-002 2.5 Excavation Characteristics As part of our preliminary investigation for the site, a seismic refraction field study was conducted within areas mapped as Granitic bedrock (Kgr). A total of 1,200 linear feet of data was collected along five seismic survey lines. The purpose of these surveys was to evaluate the approximate seismic velocities of the Granitic material (within proposed cut areas) in order to provide a rough estimate of the rippability characteristics of the materials. Each survey line was approximately 240 feet in length. The approximate locations of the seismic survey lines are presented on the Geotechnical Map (Plate 1). The seismic refraction method uses first-arrival times of refracted seismic waves to determine the thickness and seismic velocities of subsurface materials. The seismic waves were initiated at the ends of each survey line by striking an aluminum plate with a 16-pound hammer. Seismic waves generated at the ground surface were reflected and refracted from boundaries separating materials of contrasting velocities (or densities) and were detected by a series of twenty-four surface geophones placed along the survey line. The waves detected by the geophones were recorded with a Bison 9024, 24 channel seismograph. Time-distance plots and associated geophysical interpretations of the seismic data from the seven survey lines were then prepared and analyzed. The data is provided in Appendix C. It should be noted that the measured seismic velocities presented on the plots represent average velocities of the subsurface materials, significant local variations, localized hard or cemented zones, concretions, or other anomalies may be present. In order to categorize the subsurface materials in the proposed cut areas in terms of excavation characteristics, the following classifications are utilized. This five-fold classification scheme is based on our experience with similar rocks in the San Diego County area, and assumes the use of a single shank D9L Dozer (or equivalent equipment). The rippability characteristics of the site materials are classified as follows: Calculated Seismic Velocity General Excavation Characteristic Up to 2000 feet per second Easy ripping 2000 to 4000 feet per second Moderately difficult ripping 4000 to 5500 feet per second Difficult ripping, localized blasting 5500 to 7000 feet per second Very difficult ripping, local to general blasting Greater than 7000 feet per second Blasting required "Difficult ripping" refers to rocks, in which it becomes difficult to achieve tooth penetration, sharply reducing ripping production. Local blasting may be necessary in order to maintain a desired ripping production rate. "Very difficult ripping" refers to rocks in which the use of heavy construction equipment is likely to cease being a cost-effective method of excavation (necessitating the use of explosives to maintain a desired excavation rate). It should emphasized that the cutoff velocities of this classification scheme are approximate and rock characteristics -9- 990101-002 (such as fracture or joint spacing and orientation) play a significant role in determining rock rippability. These characteristics may also vary with location and depth in the rock mass. The average seismic velocities of the surficial materials overlying bedrock materials along the seismic survey lines was measured to approximately 1,950 feet per second. Below these surficial materials (which are generally less than 2 to 10 feet in depth below the existing ground surface), the average seismic velocities of the weathered to slightly weathered bedrock was measured to approximately 4,400 feet per second (with a range between 3,750 and 4,850 feet per second). Below estimated depths ranging from approximately 10 to 40 feet, unweathered bedrock with average seismic velocities of between 6,550 and 10,500 feet per second is anticipated. The results of the seismic refraction study are tabulated on Table 1 (presented at the rear-of-the-text). Presented on Table 2 is the survey line location, depth of the proposed cut, the average velocity of the subsurface materials within the range of the cut, and the general excavation characteristic of the material. Based on the results of the seismic refraction study (as indicated on Table 1), it appears that the near surface topsoil/colluvium is rippablewith heavy-duty construction equipment in good working order (i.e. a single shank D9L Dozer or equivalent) to depths on the order of 2 to 10 feet. Difficult to very difficult ripping and localized blasting should be anticipated in localized areas below the surficial materials within weathered bedrock materials that are estimated to range depths of 10 to 40 feet. Ripping of the granitic rock will become progressively more difficult with increasing depth. Below depths ranging on the order of 10 to 40 feet from the existing ground surface, generalized blasting will likely be required. A significant amount of rock including oversize material (i.e. rock typically over 8 inches in maximum dimension) will likely be generated during the grading of the site. Where incorporated in fills, the rock should be placed as recommended in Appendix E. 2.6 Mass Movement Based on our review of the previous geotechnical reports, available geologic literature and maps, and aerial photographs, several features indicative of mass movements (such as landslides, surficial slumps, etc.) were observed within and adjacent to the areas proposed for development. In the north portion of the proposed College Boulevard alignment an area has been mapped as a landslide based on topographic expression and data gathered during this and previous subsurface investigations. Geologic mapping of excavations in this area should be performed during site grading. Along other segments of College Boulevard, Cross Sections A-A' through E-E' (Figures 2 through 6) provide illustrations of the geologic profile through various sloping locations indicated on the Geotechnical Map (Plate 1). Localized zones of weak claystone/siltstone material and friable sands are present in the Santiago Formation and may create localized areas that are prone to slope instability if exposed in a cut slope. Accordingly, for College Boulevard all cut slopes greater than 10 feet in height should be stabilized by construction of stability fill with subdrains (Appendix E). This approach will also serve to address surficial instability concerns related to Terrace Deposit materials. For Cannon Road, we anticipate major cut slopes will be predominately within the granitic bedrock and stability fills are not anticipated to be necessary. However, all cut slopes and stability fill backcuts should be -10- 990101-002 mapped by an engineering geologist during site grading. Additional recommendations for slope stabilization can be provided as needed during site grading. 2.7 Faulting and Seismicitv Our discussion of the faults onsite is prefaced with a discussion of California legislation and state policies concerning the classification and land-use criteria associated with faults. By definition of the California Mining and Geology Board, an active fault is a fault which has had surface displacement within Holocene time (about the last 11,000 years). The State Geologist has defined a potentially active fault as any fault considered to have been active during Quaternary time (last 1,600,000 years) but that has not been proven to be active or inactive. This definition is used in delineating Fault-Rupture Hazard Zones as mandated by the Alquist-Priolo Earthquake Fault Zoning Act of 1972 and most recently revised in 1997. The intent of this act is to assure that unwise urban development does not occur across the traces of active faults. Based on our review of the Fault-Rupture Hazard Zones, the subject site is not located within any Fault-Rupture Hazard Zone as created by the Alquist-Priolo Act (Hart, 1997). However, several inactive fault zones have been mapped in a number of places within and adjacent to the subject site. These inactive fault zones are not considered to be a constraint to site development. 2.8 Uniform Building Code Seismic Design The location of the proposed development can be considered to lie within a seismically active region, as can all of southern California. The subject site lies within Seismic Zone 4 as outlined in Section 1629 of the 1997 edition of the Uniform Building Code. According to the California Division of Mines and Geology (CDMG), the Rose Canyon Fault Zone is located approximately 5.5 miles to the west of the site is considered to have the most significant seismic effect at the site from a design standpoint. The Rose Canyon Fault zone is considered to be a type B Seismic Source capable of magnitude M6.9 event. The soil profile type varies at the site from SB in cut granitic areas, Sc in areas of shallow formations, and SD in deeper fill and alluvial areas. Near source values of Na=l and Nv=1.05 are considered appropriate based on the seismic setting (CDMG, 1998). According to the 1998 California Building Code, the maximum probable ground motion corresponds to the ground motion with a 10 percent chance of exceedance in 50 years, or 475-year recurrence interval. To evaluate the maximum probable ground motion, probabilistic seismic hazard analysis was performed utilizing FRISKSP software. The fault model developed by the California Division of Mines and Geology and the U.S. Geological Survey (USGS, 1996) was utilized for the probabilistic analysis. Based on analysis utilizing the 1997 attenuation relationship by Boore and Joyner and soil site conditions, a maximum probable ground motion of approximately O.SOg is postulated at the site (Appendix F). 2.9 Caltrans Seismic Design We understand the bridge structure will be designed according to Caltrans Methodology. Utilizing California Department of Transportation (Caltrans) Seismic hazard maps (Mualchin, 1996b), the Newport Inglewood/Rose Canyon Fault Zone is situated approximately 7 miles from the bridge site. The fault is considered a strike-slip type seismic source capable of a maximum moment magnitude event of M7.0. Utilizing deterministic contours shown of the seismic hazard map -11- 990101-002 (Figure 7), a peak bedrock acceleration of approximately 0.35g is postulated at the site. The soil profile type at the bridge site according to the applied Technology Council Classification (ATC, 1996) is considered type D, E, or F by Table RC3-1. Soil profile type should be confirmed by further evaluations at the locations of the proposed bridge foundations. Site amplifications factors Aa=l .2 and Av=l .7 to 2.6 (based on soil profile type) are estimated using Tables RC 3-2 and RC 3-3 (ATC, 1996). 2.10 Seismic Considerations The principal seismic considerations in southern California are surface rupturing of fault traces, damage caused by strong ground shaking, seismically induced liquefaction, dynamic settlement, lateral spreading, and/or tsunami or seiches. The probability of damage due to ground rupture is considered low since active faults are not known to cross the site 2.10.1 Ground Shaking The seismic hazard most likely to impact the site is ground shaking resulting from an earthquake on one of the major regional faults. The effects of strong ground shaking can be mitigated by proper structural design. 2.10.2 Liquefaction/DynamicSettlement Liquefaction of granular soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose granular soils underlain by a near-surface ground water table are most susceptible to liquefaction, while the stability of most silty clays and clays is not adversely affected by vibratory motion. Based on our preliminary evaluation of the site grading, we anticipate that saturated alluvium will be left in-place within the drainages between Station 108+30 and Station 117+70, and between Stations 142+00 and Stations 147+00 along College Boulevard. Due to access restrictions, we were unable to advance borings within the alluvial materials between Stations 108+30 and 117+70. Based on review of previous investigations (SCS&T, 1988 and CW, 1999), several borings (Bl-1, Bl-2, and CW-1 through C W-6) were previously advanced within these materials. Between Stations 108+30 and 114+50, borings CW-1 through CW-6 indicate loose saturated granular materials are present. Based on qualitative analysis, these deposits are considered liquefiable from the surface to depths of 50 to 60 feet. This segment includes the bridge structure and the embankment that approaches the bridge structure from the south. From Stations 114+50 to 115+50 an outcrop of Santiago Formation is considered non-liquefiable, but the embankment slope west of the roadway is expected to overlie potentially liquefiable alluvium. Between Stations 115+50 and 117+70, boring Bl-2 encountered saturated granular materials qualitatively considered to be liquefiable to a depth of approximately 25 feet. -12- 990101-002 At the northerly drainage, we advanced three borings, two of which (Borings B-1 and B-2) encountered deep saturated alluvium. Analysis of liquefaction potential at these locations was performed utilizing simplified procedures (Tokimatsu and Seed, 1987) along with more recently developed magnitude weighting procedures (NCEER, 1997). The analysis of the liquefaction potential within the northerly drainage was analyzed using a maximum moment magnitude of M6.9 and a maximum probable ground motion of 0.3g. Utilizing these procedures the deposits encountered at boring Bl (approx. Stations 143+00) were found to possess a factor of safety of 1.1 or greater to resist liquefaction. At boring B2 (approx. Station 145+00), our analysis found that soils between approximately 11 fbg to 13 fbg and between approximately 18 fbg and 23 fbg are susceptible (FS<1) to liquefaction in their present state. We understand placement of fill on the order of 20 feet above the existing grade is planned to construct to roadway embankment. Confinement due to the additional fill depth would mitigate liquefaction potential beneath the roadway. Analysis considering 20 additional feet of fill overburden results in a factor of safety between 1.0 and 1.1 for the two layers discussed above (where they are below the full fill depth). This is still within a range considered potentially liquefiable. Provided lateral spreading can be controlled, estimated post-liquefactionsettlementat boring B2 is estimated at approximately 2 inches. 2.10.3 Lateral Spreading Lateral spreading can occur when saturated alluvial materials overlain by sloping ground liquefy and cause a reduction of lateral resisting force. Lateral spreading is manifested by lateral displacement and slumping of the embankment. Due to the potential for liquefaction within the two drainage areas discussed above and the proposed construction of embankments over these areas, lateral spreading may result in these areas during a major seismic event unless measures to mitigate liquefaction potential are implemented. Analysis of lateral spreading potential was performed at boring B-2 (approx. Stations 145+00) utilizing the procedures outlined by Youd (MCEER, 1999). Based on our analysis at that location, a lateral displacement of 2 to 3 feet was calculated at the crest of the embankment as a result of a magnitude M6.9 event. Quantitative evaluation of lateral spreading potential in the vicinity of the bridge site should be performed once additional subsurface information can be obtained. 2.10.4 Tsunamis and Seiches Based on the distance between the site and large, open bodies of water, and the elevation of the site with respect to sea level, the possibility of seiches and/or tsunamis is considered to be very low. However, based on review of the City of Carlsbad Geotechnical Hazards Analysis and Mapping Study (Leighton, 1992), Los Monos Canyon and the downstream segment of Agua Hedionda Creek may be susceptible to inundation if Squires Dam were to fail. -13- 990101-002 3.0 CONCLUSIONS Based on our review of the 200-scale Preliminary Alignment Study plans prepared by Fraser Engineering, and the results of our geotechnical investigations and review of pertinent data, it is our opinion that the proposed development of the alignments are feasible from a geotechnical standpoint provided the following conclusions and recommendations are incorporated into the design and construction of the project. The following is a summary of the geotechnical factors which may affect development of the site. • Based on subsurface investigations, the site is underlain by alluvium, colluvium, undocumented fill soils, documented fill, landslide debris, Terrace Deposits, Santiago Formation, Lusardi Formation, and Granitic Rock. • The topsoil, colluvium, alluvium, landslide debris Terrace Deposits, weathered formational material and undocumented fill soils are locally porous and/or potentially compressible in their present state and will require removal and recompaction in areas of proposed improvements. We anticipate alluvial removals can be accomplished to within 2 feet of the water table. Where complete removals are not made due to the presence of ground water, settlement should be anticipated as well as a construction delay. The need for settlement monitoring is likely in these areas and final recommendations should be provided based on review of final grading plans and scheduling. • A surficial landslide is present on site and will require complete removal within the limits of planned grading. • Based on our subsurface investigations of the formational soils and surficial soils present on the site, we anticipate that these materials will be rippable with heavy-duty construction equipment. However, localized concretions and cemented layers within the Tertiary Santiago and Cretaceous Lusardi Formations, may require heavy ripping during excavation. In addition, the Cretaceous Granitic Rock in the eastern portion of the site are extremely hard and will likely require heavy ripping and blasting in deeper cut areas. Significant amounts of oversized material should be anticipated where such measures are implemented. • Laboratory test results of representative soil samples from our investigations onsite the and our previous experience on adjacent sites indicate the soils present on the site have the following soil engineering characteristics: low to high expansion potential negligible to moderate potential for sulfate attack to concrete in contact with soil low to severe potential for corrosion of buried metal conduits • The existing onsite soils appear to be suitable for use as fill material provided they are free of organic material, debris, and rock fragments larger than 8 inches in maximum dimension. • Ground water was or has been observed in several of the borings excavated in the alluvial areas onsite. It is anticipated that groundwater will limit the extent of required removals in the south (Station 108+30 to 117+70) and north (Station 142+00 to 147+00) drainage areas. Due to construction of embankments in these areas, consolidation induced settlement is anticipated to necessitate settlement monitoring and construction delay. -14- 990101-002 Seepage is typically encountered where a relatively impermeable material such as a claystone or a cemented layer (i.e. the Santiago Formation) underlies a relatively permeable material such as sandstone or sandy fill soils. We recommend stability fills on all cut slopes within Santiago Formation and Terrace Deposits to increase slope stability. In addition, after removal of undocumented fill and alluvium, canyon subdrains should be installed to avoid a future buildup of water. Additional subdrains may be required based upon our review of final development plans and conditions encountered during site grading. Active or potentially active faults are not known to exist on the College Boulevard and Cannon Road project. However, inactive faults and other seismic features have been mapped and observed within large diameter borings LB-2 and LB-4. The impact of these faults will depend on their location and relation to the proposed cut slopes and structural improvements. The observed sheared material associated with the faulting may affect the stability of the cut slopes and, in roadway areas, juxtapose materials with differing engineering characteristics at grade. The exact location of the faulting can best be determined during grading operations. Mitigative measures may include overexcavation and recompaction or special structural section recommendations and stabilization fills for impacted proposed cut slopes. Based on our evaluation, the potential for liquefaction of the majority of site soils due to the design earthquake is considered low, expect in drainage areas where saturated alluvium will be left-in-place. Grading of the subject site may result in a transition condition (cut/fill) in several of the proposed roadway areas. Section 5.1.6 provides recommendationsto mitigate these conditions. Stability fills within cut slopes of Santiago Formation and Terrace Deposits are necessary to increase slope stability. -15- 990101-002 4.0 RECOMMENDATIONS 4.1 Earthwork We anticipate that earthwork at the site will consist of site preparation, excavation, removal and recompaction of potentially compressible soils, fill placement, and backfill. We recommend that earthwork on the site is performed in accordance with the following recommendations, the City of Carlsbad grading requirements, and the General Earthwork and Grading Specifications included in Appendix E. In case of conflict, the following recommendations shall supersede those in Appendix E. 4.1.1 Site Preparation Prior to grading, all areas to receive structural fill or engineered structures should be cleared of surface and subsurface obstructions, including any existing debris, potentially compressible material (such as topsoil, colluvium, alluvium, weathered formation materials, and undocumented fill soils), and stripped of vegetation. Holes resulting from removal of buried obstructions which extend below finish site grades should be replaced with suitable compacted fill material. All areas proposed to receive embankment fill or slopes with inclinations greater than 3 to 1 should be scarified to a minimum depth of 12 inches, brought to near optimum moisture condition, and recompacted to at least 90 percent relative compaction (based on ASTM Test Method D1557-91) prior to the placement of any additional fill soils. 4.1.2 Removal and Recompaction of Potentially Compressible Soils In general, alluvium, colluvium, topsoil, landslide debris, weathered formational soils, and undocumented fill soils in areas of proposed fill, should be excavated, moisture conditioned or dried back to obtain a near optimum moisture content, and then compacted prior to placing any additional fill. These soils are anticipated to be porous and potentially compressible in their present state, and may settle appreciably under the surcharge of fills or foundation loading. Removals in areas of proposed structural improvements should be projected downward at a 1:1 (horizontal to vertical) beyond the removal area to competent formational material (where applicable) prior to the placement of additional fill soils. In general, we estimate alluvial removals will range up to a maximum of 15 to 25 feet in depth, and will be limited by the depth of ground water. The colluvial removals will in general range from 5 to ± 15 feet, while removals of topsoil and near-surface soil will be on the order of 2 to 5 feet. Undocumented fill may vary appreciably where drainage areas have been filled. All undocumented fills in areas receive improvements or fill will require complete removal. It should be noted that deeper removals may be required in areas proposed for improvements due to localized thicker zones of compressible soils. -16- 990101-002 4.1.3 Excavations Excavations of the weathered granite and onsite sedimentary and surficial materials may generally be accomplished with conventional heavy-duty earthwork equipment. Deeper cuts in the granitics and localized cemented zones in the sedimentary units may be encountered that may require heavy ripping. Blasting of the deepest cut and outcrop is anticipated. The cobbles and small boulders present in the Lusardi Formation and produced during excavation of the granitics may also pose some handling problems due to the abundance and size of the cobbles and small boulders. Oversized rock (greater than 8 inches in maximum dimension) that is encountered should be placed as fill in accordance with the recommendations presented Appendix E. 4.1.4 Fill Placement and Compaction The onsite soils are generally suitable for use as compacted fill provided they are free of organic material, debris, and rock fragments larger than 8 inches in maximum dimension. Fill soils placed in areas of proposed structural improvements and/or slopes within inclinations greater than 3 to 1 should be brought to above-optimum moisture content and compacted in uniform lifts to at least 90 percent relative compaction based on laboratory standard ASTM Test Method Dl 557-91. The optimum lift thickness required to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fill should be placed in lifts not exceeding 8 inches in thickness. Placement and compaction of fill should be performed in general accordance with the current City of Carlsbad grading ordinances, sound construction practice, and the General Earthwork and Grading Specifications presented in Appendix E. 4.1.5 Expansive Soils As it is anticipated that materials of low expansive potential will be generated from various onsite excavations, we recommend that select grading be performed so that materials with an expansion index less than 50 be placed within the upper 3 feet of the roadway subgrade. Materials of higher expansion potential should be buried below a depth of 3 feet beneath the finish subgrade elevation. 4.1.6 Earthwork Shrinkage/Bulking The volume change of excavated onsite materials upon recompaction as fill is expected to vary with material and location. Typically, the surficial soils and bedrock material vary significantly in natural and compacted density, and therefore, accurate earthwork shrinkage/bulking estimates cannot be determined. However, the following factors, based on the results of our geotechnical analysis and our experience are provided as guideline estimates. If possible, we suggest an area where site grades can be adjusted be provided and utilized as a balance area. -17- 990101-002 Topsoil 5-10 percent shrinkage. Undocumented Fill 5-15 percent shrinkage Colluvium 5-10 percent shrinkage Alluvium 5-15 percent shrinkage Terrace Deposits 0-5 percent shrinkage Lusardi Formation 2-5 percent bulking Santiago Formation 4-7 percent bulking (sandstone) Santiago Formation 2-5 percent shrinkage (claystone/siltstone) Granitic Rock 5-15 percent bulking 4.1.7 Control of Ground Water and Surface Waters Based on the data gathered during this investigation and previous preliminary investigations on adjacent sites, it is our opinion that except for deep alluvial areas and the main canyon drainages, a permanent shallow ground water table does not currently exist at the site. The control of ground water in a hillside development is essential to reduce the potential for undesirable surface flow or seepage, hydrostatic pressure, and the adverse effects of ground water on slope stability. We recommend that measures be taken so that drainage water is directed away from top- of-slopes. No ponding of water should be permitted. Drainage design is within the purview of the design civil engineer. Even with these provisions, our experience indicates that shallow ground water conditions can develop in areas where no such ground water conditions existed prior to site development, especially in areas where a substantial increase in surface water infiltration results from landscape irrigation. We recommend that an engineering geologist be present during grading operations to observe and record areas of present and possible future seepage. Canyon subdrains should be installed in the canyon bottoms that will be infilled and in the keys of stability or buttress fill slopes in order to collect subsurface water and minimize the saturation of the fill soils. The locations for recommended subdrains should be made after review of final grading plans. Additional subdrains may be recommended based on observations made during site grading and review of final development plans. If seepage conditions develop after completion of grading in cut slopes or other areas, shallow subdrains may be installed to collect the ground water and minimize problems associated with saturated soil. The subdrains should be installed in accordance with the details presented in Appendix E. 4.2 Slope Stability The proposed slopes were analyzed for their deep-seated and surficial stability (Appendix G). Slope stability analyses were performed using the PC software program GSTABL7. The values used in the analysis are provided below: -18- 990101-002 Table Slope Stability Analy Soil Type Terrace Deposits Santiago Formation Santiago Formation (within ±5° of horizontal near fault zone) Fault Zone Lusardi Formation Fill Materials sis Parameters Friction Angle (degrees) 30 to 34 28 20 15 34 30 Cohesion (psf) 100 to 200 250 150 50 200 150 Due to the interbedded nature of the sandstone and claystone materials in this unit, the friction angle and cohesion values were estimated from these respective values obtained from the claystone and sandstone units themselves. The strength value for the fill soils must be confirmed prior to placement of the mixed fill to verify our assumptions. Cut slopes in the Santiago Formation and fill slopes derived from the predominant on site materials were analyzed for inclinations up to 2 to 1 (horizontal to vertical). Factor of safety of 1.5 or greater were calculated for the proposed slopes to resist static deep-seated instability (Appendix G). Due to the potential for local adverse conditions to be present in the Santiago Formation and the friable nature of beds within the Terrace Deposits, we have recommended stability fill be constructed along slopes in excess of 10 feet along College Boulevard. Surficial stability was analyzed assuming soil strength properties for compacted fill materials as identified above (Appendix G). We recommend that the fill material be tested during grading to evaluate the strength parameters of the fill. Based on our review of the preliminary alignment map, cut and fill slopes are anticipated to be constructed at slope inclinations of 2:1 (horizontal to vertical) or flatter. Maximum cut slope heights of ± 40 feet and maximum fill slope heights of ± 25 feet are anticipated. While some changes from this plan are anticipated, we expect that the overall site grading is not likely to differ significantly. Geotechnical analysis indicates that the proposed cut slopes will generally possess a factor of safety of 1.5 or greater to resist static deep-seated failure if adverse geologic (i.e., clay seams, or out-of- slope-bedding) conditions do not occur in the cut slopes. However, due to the presence of weak clay layers, zones of friable sands, seepage, and out-of-slope bedding, all cut slopes greater than 10 feet in height shall have a stability fill and drains to reduce the potential for slope instability. Due to the potential for additional seepage due to future upslope development, vertical drainage panels are recommended along the backcut on 20 foot centers. A stability fill detail is presented in Appendix E. -19- 990101-002 We recommend that all excavations and cut slopes be observed and mapped by a geologist from our firm during grading operations to verify that the soil and geologic conditions encountered do not differ significantly from those assumed in our analysis. Oversteepening of existing slopes should be avoided during fine-grading and construction unless supported by appropriately designed retaining structures. Cut and fill slopes should be provided with appropriate surface drainage features and landscaped with drought-tolerant vegetation as soon as possible after completion of grading to minimize the potential for erosion. In slopes where seepage is present, drainage should be provided as shown in Appendix E. Slopes which require additional special drainage features can be evaluated and recommendations provided by the geotechnical consultant during grading operations. 4.2.1 Surficial Slope Stability Our calculations of surficial stability (Appendix G) show a calculated factor of safety of 1.5 or greater for the proposed slopes. The strength parameters presented in the previous table were used for our analysis. Erosion and/or surficial failure potential of fill slopes may be reduced if the following measures are implemented during design and construction of the subject slopes. We recommend against the exclusive use of either highly expansive clayey soils or poorly graded sands of the Santiago formation. Highly expansive soils are generally known to be subject to surficial failures when exposed in slope faces. Poorly graded sands utilized in slope faces may be subject to excessive erosion and rilling. A mixture of clayey soils and sandy soils is recommended to reduce overall expansion potential and slope erosion and increase surficial slope stability. We recommend that mixture of soils be approved by the project geotechnical engineer prior to placement in fill slopes. Cut and fill slopes should be provided with appropriate surface drainage features and landscaped with drought-tolerant, slope-stabilizing vegetation as soon as possible after grading to minimize potential for erosion. Berms should be provided at the top of all slopes and drainage directed such that surface runoff on slope faces is minimized. 4.2.2 Seismic Slope Stability We analyzed the seismic slope stability utilizing a seismic coefficient of 0.15. Based on our analysis of the analyzed locations (Appendix G), factors of safety of 1.1 or greater were obtained to resist deep-seated seismic slope instability. As discussed earlier, where embankments are to be constructed over saturated alluvium, the potential for lateral spreading may exist. To mitigate this condition, ground modification or reduction of liquefaction potential by allowing dissipation of pore pressures is recommended. Ground modification techniques would include stone column, pressure grading, soil mixing, or other specialty methods. A method that allows dissipation of pores pressure consists of installing E-Quake™. Drains which are similar to wick drains, but designed to accommodate higher flow volumes upon instantaneous loading. For either approach, ground improvement or pore pressure dissipation drains, treatment of the -20- 990101-002 liquefiable zones beneath the sloping portion of the embankments should be assumed for preliminary planning. For ground improvement, 9-foot spacing may be assumed. For pore pressure, dissipation drains 5-foot spacing may be assumed. A detailed analysis should be performed. 4.2.3 Scour Potential The stability of the embankments that will approach the bridge structure may be significantly impacted if deep scouring occurs along the creek bed at the toe of these embankments. We understand Rick Engineering has been retained to evaluate the scour potential of the creek bed. To facilitate their analysis, samples of creek bed materials were sampled at the bridge crossing and from approximately 1 mile upstream and 1 mile downstream of the bridge. The 200 sieve wash analysis of these materials is provided in Appendix D as Samples Al, A2, and A3. The stability of these embankments should be analyzed once scour estimates are developed. 4.3 Construction Delay The roadway alignment proposes significant fill loads on areas where complete removals of alluvium cannot be accomplished due to ground water. We anticipate these areas are approximately between Station 108+30 and 117+70 and between Station 142+00 and 147+00. Due to the low permeability of the underlying materials and relatively long duration estimated to accomplish a majority (90%) of the consolidation settlement at the analyzed locations (B1 and B2), wick drains are recommended to expedite consolidation. For preliminary analysis, we have assumed wick drains (Mebra™ Drain, or Equivalent) will be placed at 5-foot centers. We anticipate time-settlement characteristics at the south drainage would be similar to the analyzed locations. We recommend that placement of the pavement and concrete curb-and-gutter and sidewalks be delayed for the following delay periods. The utility construction can commence if the individual utility can tolerate the anticipated settlement. We estimate that approximately 2/3 of the following settlement amount will occur within the first 112 of the construction delay period. Based on our analysis, we estimate the following magnitude and time of settlement in these two areas: Table 2 Magnitude of Settlement Area of Existing Canyon B1/B2 Magnitude of Settlement (inches) 5-8 Construction Delay (days) 90 Although not analyzed in this investigation, for preliminary planning, we anticipate that settlement monuments be installed to further evaluate the amount of timing of the settlement. For planning proposed, a minimum of 20 monuments shall be installed and monitored. A detail of a typical monument is provided as Figure 8. We note that the above presents rough estimates only and actual times may vary. -21- 990101-002 4.4 Foundation Design and Earthwork Requirements for Bridge Structures At the time of this report, structural plans and exact locations of the bridges were not available. Final plans should be reviewed by this office to verify our assumptions. Additional borings are necessary for final site design recommendations. We understand that the proposed bent foundations are planned at approximate Stations 112+65 and 113+80. From our field study review of the referenced grading plan, it appears that the south and north bents will be underlain by approximately 20 feet of fill over 50 feet of alluvium underlain by formational materials. • Pile Design We understand that precast, prestressed concrete piles are being considered to support the bridge loads. The west abutment of the bridge should derive its support for the piles only. These piles will derive end bearing and friction resistance in the lower alluvial deposits and underlying Santiago Formation. Based on the soil data obtained during the investigation, we have made preliminary estimates of downward (axial) and lateral capacities for 16-inch square precast prestressed concrete piles. Estimated allowable single pile capacities are presented in Table 4. For preliminary analysis, we have neglected the upper 30 feet of materials to account for reduction in capacity due to liquefaction. A factor of safety of 2.0 was considered in estimating allowable downward capacity. The ultimate upward capacity includes no factor of safety and appropriate factor of safety (5-6) should be applied when non-yielding conditions are considered. Ultimate upward capacity is provided so that pull-out yielding may be considered in design of seismic connections. -22- 990101-002 Table 3- Estimated Allowable Single Pile Capacities Pile Type (inches) 16 Allowable Downward Single Pile Axial Capacity (tons) 70 Ultimate Upward Capacity (tons) 45 Embedment into Formation (feet) 5 Estimated Pile Length Below Existing Grade (feet) 65 NOTES: (1) The above values are for piles spaced greater than 3 pile diameters. Axial capacity for piles spaced less than 3 pile diameters should be reduced by the capacity reduction provided on Table 5. In no case should the piles be closer than 3 pile diameters (center-to-center). Table 4 Pile Group Capacity Reductions Pile Spacing (Center-to-Center) 7 pile diameters 6 pile diameters 5 pile diameters 4 pile diameters 3 pile diameters Reduction in Axial Capacity (Percent) 100 95 90 85 75 Recommended allowable single pile vertical loads may be used for dead loads plus frequently occurring live loads components such as wind or seismic loads. Piles should be driven in a continuous operation to the required depth. Jetting or predrilling is not recommended. It is recommended that the soil engineer review the final foundation plans and specifications to assure that the intent of the recommendations presented in this report have been incorporated into the contract documents. In addition, all pile driving operations should be performed under the observation of the soil engineer. -23- 990101-002 4.5 Retaining Wall/Segmented Wall Design Considerations Embedded structural walls should be designed for lateral earth pressures exerted on them. The magnitude of these pressures depends on the amount of deformation that the wall can yield under load. If the wall can yield enough to mobilize the full shear strength of the soil, it can be designed for "active " pressure. If the wall cannot yield under the applied load, the shear strength of the soil cannot be mobilized and the earth pressure will be higher. Such walls should be designed for "at rest" conditions. If a structure moves toward the soil, the resulting resistance developed by the soil is the "passive" resistance. For design purposes, the recommended equivalent fluid pressure for each case for walls founded above the static ground water table and backfilled with soils of very low to low expansion potential (less than 50 per UBC 18-2) and moderate expansion potential (less than 90 per UBC 18-2) is provided below. Soils with high expansion potential shall not be used as retaining wall backfill. Table 5 Equivalent Fluid Weight (pcf) Condition Active At-Rest Passive Very Low to Low Expansion Soils Level 35 55 350 (maximum = 3 ksf) 2:1 Slope 55 75 -- Moderate Expansion Soils Level 45 65 350 (maximum = 3 ksf) 2:1 Slope 65 85 350 The above values assume free-draining conditions. If conditions other than those assumed above are anticipated, the equivalent fluid pressure values should be provided on an individual-case basis by the geotechnical engineer. All retaining wall structures should be provided with appropriate drainage. The outlet pipe should be sloped to drain to a suitable outlet. Typical drainage design is illustrated in Appendix E. Wall back cut excavations less than 3 feet in height can be made near vertical. For back cuts greater than 4 feet in height, but less than 15 feet in height, the back cut should be flattened to a gradient of not steeper than 1:1 (horizontal to vertical) slope inclination. For back cuts in excess of 15 feet in height, specific recommendations should be requested from the geotechnical consultant. Soil resistance developed against lateral structural movement can be obtained from the passive pressure values in the previous table. Further, for sliding resistance, a friction coefficient of 0.35 may be used at the concrete and soil interface. These values may be increased by one-third when considering loads of short duration including wind or seismic loads. The total resistance may be taken as the sum of the frictional and passive resistances provided the passive portion does not exceed two-thirds of the total resistance. The allowable bearing pressure shall be taken as follows: -24- 990101-002 For segmental walls, we recommend the following design parameters: Friction Angle of Backfill = 28 degrees Unit Weight of Backfill = 125 pcf Bearing Capacity = 2,000 psf (18 inch embedment) = 2,500 psf (24 inch embedment) = 3,000 psf (30 inch embedment) Backcut Slope =1:1 (Fill Soils) = 1-1/2:1 (Colluvial Soils) = %: 1 (Formational Soils) Drainage = Toe drain and panel drains along backcut if slope is greater than 8 feet high. V- ditchattopofwall. Seismic = 0.3g 4.6 Corrosion Concerns The test results from site investigations performed indicate the onsite soils possess a negligible soluble sulfate content. However, other experience indicates that more severe sulfate content may be encountered. Soluble sulfates, if present in significant amounts, can be damaging to conventional Type I/II cement. Therefore, as a preliminary recommendations, sulfate resistant cement (Type II or V) should be used. In addition, laboratory testing of finish grade soils at grade or in contact with concrete and/or buried metal conduits should be performed once grading operations are completed. Our minimum resistivity test results indicate that the onsite soils do possess a very corrosive potential to buried, uncoated metal conduit. A corrosion engineer should be consulted to address this condition. 4.7 Preliminary Pavement Design Final pavement recommendations should be provided based on R-value testing of roadway subgrade soils as final grades are achieved. Since we encountered both clay and sandy soils in our investigation, the R-Value of the actual roadway may vary greatly. R-value tests performed during our investigation revealed results ranging from 13 to 62. As we anticipate that materials of low expansion potential will be utilized within 3 feet of the finish subgrade, we have assumed R-values of 20 to 40 for preliminary design. Utilizing an assumed traffic indices of T.I. = 7.0, 8.0 and 9.0, the following structural pavement section can be assumed for planning purposes. -25- 990101-002 Table 6 Traffic Index 7.0 8.0 9.0 Recommended Pavement Section R=40 Subgrade 4 inches asphalt concrete over 7 inches aggregate base 5.0 inches of asphalt concrete over 8.0 inches of aggregate base 6 inches of asphalt concrete over 9 inches of aggregate base R=20 Subgrade 4 inches of asphalt concrete over 12 inches of aggregate base 5 inches of asphalt concrete over 14 inches of aggregate base 6 inches of asphalt concrete over 15 inches of aggregate base The upper 12 inches of subgrade soils should be scarified, moisture conditioned and compacted to a minimum of 95 percent relative compaction based on ASTM Test Method D1557-91. The aggregate base material should be compacted to a minimum of 95 percent relative compaction. Class 2 aggregate base should meet the requirements of Caltrans specifications. We recommend that the curbs, gutters, and sidewalks be designed by the civil engineer or structural engineer. We suggest control joints at appropriate intervals as determined by the civil or structural engineer be considered. We also suggest a minimum thickness of 4 inches for sidewalk slabs. In accordance with City of Carlsbad guidelines, concrete improvements within City right-of-ways should be underlain by a minimum of 6 inches of Caltrans Class 2 aggregate base. If pavement areas are adjacent to heavily watered landscape areas, we recommend some measures of moisture control be taken to prevent the subgrade soils from becoming saturated. It is recommended that the concrete curbing separating the landscaping area from the pavement extend below the aggregate base to help seal the ends of the sections where heavy landscape watering may have access to the aggregate base and subgrade. Concrete swales should be designed in roadways subject to concentrated surface runoff. -26- 990101-002 5.0 CONSTRUCTION OBSERVATIONS The conclusions and recommendations in this report are based in part upon data that were obtained from a limited number of observations, site visits, borings and trenches, samples, and tests. Such information is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological conditions can occur within small distances and under varying climatic conditions. Changes in subsurface conditions can and do occur over time. Therefore, the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during grading and construction of the project, in order to confirm that our preliminary findings are representative for this site. -27- A1 ! 130- c 110- ° 90HHI Existing topography Proposed grade Qt -9- Eo Qt _ -9- TD=38 TD=37' Kl -130: c •110 ~ o ro -90 ' N85°W CROSS-SECTION A-A1 Fraser / College and Cannon Extensions Carlsbad, California 990101-002 1"=40' SAC/MRS Project No. Scale Engr./Geol. Drafted By Date Leighton and Associates, Inc. KAM March 2001 Figure No. 2 I 1 I 120--120 100 -100 N63°E CROSS-SECTION B-B1 Fraser / College and Cannon Extensions Carlsbad, California 990101-002 1"=40' SAC/MRS Project No. Scale Engr./Geol. Drafted By Date Leighton and Associates, Inc. KAM March 2001 Figure No. 3 I i f 120- 100- 80- Existingtopography C1 Proposed grade 00 TD=36' Tsa -120 -100 -80 CROSS-SECTION C-C' Fraser / College and Cannon Extensions Carlsbad, California 990101-002 1"=40' SAC/MRS Project No. Scale Engr./Geol. Drafted By Date Leighton and Associates, Inc. KAM March 2001 Figure No. 4 ! ! I I I I t I I 1 1 J I ! ! Existing topography 80- 40- Proposedgrade D1 Tsa CJI m TD=46' 0 - Kl - 80 - 40 - 0 N58°E CROSS-SECTION D-D1 Fraser / College and Cannon Extensions Carlsbad, California 990101-002 1"=40' SAC/MRS Project No. Scale Engr./Geol. Drafted By Date Leighton and Associates, Inc. KAM March 2001 Figure No. 5 I ! I i i I -40 c 0-- 0 N22°E CROSS-SECTION E-E1 Fraser / College and Cannon Extensions Carlsbad, California 990101-002 1"=40' SAC/MRS Project No. Scale Engr./Geol. Drafted By Date Leighton and Associates, Inc. KAM March 2001 Figure No. 6 i I t 1 I ! I BASE MAP: California Seismic Hazard Detail Index Map 1996 Based on Maximum Credible Earthquake prepared by Mualchin, L. CALTRANS SEISMIC HAZARD MAP COLLEGE AND CANNON EXTENSIONS CARLSBAD, CALIFORNIA Project No. 990101-002 Date March 2001 Figure No. 7 fff^n 4' min. Fill soils 4" to 8" diameter plastic PVC Pipe (schedule 40) Groundsurface 3/4" min. diameter rigid steel pipe with cap Fill soils Back filled with concrete TYPICAL CYLINDRICAL SETTLEMENT MONUMENT DETAIL Project No. 4990101-002 NOT-TO-SCALE EngrJGeol. Drafted By Date nIuu 1043 889 Figure No. 8 A 990101-002 APPENDIX A REFERENCES Applied Technology Council (ATC), 1996, Improved Seismic Design Criteria for California Bridges: Provisional Recommendations. California Building Standards Commission, 1998, California Building Code - Volume II. California Division of Mines and Geology (CDMG), 1998, Maps of known Active Faults Near-Source Zones in California and Adjacent Portions of Nevada, February 1998. Caltrans, 1996, California Seismic Hazard Map, State of California, Department of Transportation. Christian Wheeler Engineering, 1999, Report of Preliminary Geotechnical Investigation, College Boulevard Storm Drain Settlement Analysis, Sunny Creek, Carlsbad, California Project No. CWE 199.293.2, dated Fraser Engineering, 2000, Boring Location for College Boulevard and Cannon Road Project, Scale 1" = 200', dated November 7,2000. Hart, 1988, Fault-Rupture Hazard Zones in California, Alquist-Priolo Special Studies Zones Act of 1972 with Index to Special Study Zones Maps: Department of Conservation, Division of Mines and Geology, Special Publication 42. Hart, E.W., 1997, Fault-Rupture Hazard Zones in California, Alquist-Priolo Special studies Zones Act of 1972 with Index to Special Study Zones Maps: Department of Conversation, Division of Mines and Geology, Special Publication 42. International Conference of Building Officials (ICBO), 1997, Uniform Building Code, Volume I- Administrative, Fire- and Life-Safety, and Field Inspection Provisions; Volume II-Structural Engineering Design Provisions; and Volume Ill-Material, Testing and Installation Provisions. Jennings, C.W., 1975, Fault Map of California: California Division of Mines and Geology, Geologic Map No. 1, Scale 1:750,000. , 1994, Fault Activity Map of California: California Division of Mines and Geology, Open File Report 92-03, Scale 1:750,000. Leighton and Associates, Inc., Mualchin, L., 1996a, A Technical Report to Accompany the Caltrans California Seismic Hazard Map 1996 (Based on Maximum Credible Earthquakes), dated July 1996. Mualchin, L., 1996b, California Seismic Hazard Detail Index Map 1996 Based on Maximum Credible Earthquake (MCE). A-l 990101-002 APPENDIX A (Continued) MultidisciplinaryCenter for Earthquake Engineering Research (MCEER) 1999, Proceedings of the Seventh U.S.-Japan Workshop on Earthquake Resistant Design of Lifeline Facilities and Counter measures Against Soil Liquefaction, Technical Report MCEER '99-0019, dated November 19, 1999. , 1992, City of Carlsbad Geotechnical Hazards Analysis and Mapping Study, 84 Sheets, dated November, 1992. , In-house unpublished data. Southern California Soil and Testing Inc., 1986, Preliminary Geotechnical Investigation, Carlsbad Tract Number 82-12, Cannon Road, Carlsbad California, Project No. 8621081, dated June 25,1986. , 1988, Report of Preliminary Geotechnical Investigation, Sycamore Creek II, College Boulevard, Carlsbad, California Project No. 8821121, dated September 9, 1988. , 1998, Report of Preliminary Geotechnical Investigation, Rancho Carlsbad II, College Boulevard, Carlsbad, California, Project No. 9811280, dated December 4,1998. , 1998, Report of Preliminary Geotechnical Investigation, Sunny Creek Commercial and Affordable Housing sites, Carlsbad, California Project No. 9611051-11 dated May 5,1998. United States Department of the Interior Geologic Survey (USGS), 1996, Probabilistic Seismic Hazard Assessment for the State of California, Open File Report 96-706. AERIAL PHOTOGRAPHS Date 4/1 1/53 Source USDA Flight AXN-8M Photo No.(s) 69 and 70 A-2 GEOTECHNICAL BORING LOG KEY Date Projectct ng Co. Diameter ition Top of Hole +/- KEY TO BORING LOG GRAPHICS Drive Weight ft. Ref. or Datum Sheet 1 of Project No. Type of Rig 1 Drop in.E 1 evat i on(feet)i o — 10 — •7« o -CO)0-0 ID '///, '$& A A A A A A A A A A 1 \ y/f% 1 1 1 Y •.'%>• °- '•• V C \t : *$// • ' • •_. ' ===!=== _nr7-n 0^6Mx \_ ^ v~ <> ///$• ///NotesTH - *o 01 Q. 01 GRO TA1J OH ^ J_ Q. ' SPT - SAMP 1 CAL ISAMP JNDWA [.EAT! DRILLI 3> c£OJ Od a La ,E ,E TER [ME G MoistureContent (.'/.) \2 t^ ^^ (A //% ^0 O v"v^0 CL CH OL-OH ML MH CL-ML ML-SM CL-SC SC-SM SW SP SM SC GW GP GM GC GEOTECHNICAL DESCRIPTION Logged By Sampled By Inorganic clay of low to medium plasticity; gravelly clay; sandy clay; silty clay; lean clayInorganic clay or high plasticity; fat clay Organic clay, silt or silty clay -clayey silt mixtures Inorganic silt; very fine sand; silty or clayey fine sand; clayey silt with low plasticity Inorganic silt; diatomaceous fine sandy or silty soils; elastic silt Low plasticity clay to silt mixture Sandy silt to silty sand mixture Sandy clay to clayey sand mixture Clayey sand to silty sand mixture Well graded sand; gravelly sand, little or no fines Poorly graded sand; gravelly sand, little or no fines Silty sand; poorly graded sand-silt mixture Clayey sand; poorly graded sand; clay mixture Well graded gravel; gravel-sand mixture, little or no fines Poorly graded gravel; gravel-sand mixture, little or no fines Silty gravel; gravel-sand-silt mixture Clayey gravel; gravel-sand-clay mixture Sandstone Siltstone Claystone Breccia (angular gravel and cobbles or matrix-support conglomerate) Conglomerate (rounded gravel and cobble clast-supported) Igneous granitic or granitic type rock Metavolcanic or metamorphic rock Artificial or man-made fill Asphaltic concrete Portland cement concrete - 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-l Date Proje< Drilli Hole Eleva °~ |S 1- LU 65 60- 55- 50- 45- 40- 11-9-00 Sheet 1 of 2 :t Fraser/College and Canyon Project No. 990101-002 ngCo. Oiamet tion Tc f| 5 : 10 — - 15 — - 20 — - 25 — in — ' F&C Drilling Type of Rig Mobile 61 er Sin. >p of Hole +/- 67 o -CO)0.0<0_l CD % ti1 1 11 I 11 ^'t. 1 1 1 %, % in(U-i-o 1 Samp 1 el Bag-2 @3'-5' 3 4 5 6 7 Drive Weigl ft. Ref. or Datu -i- mS3 ° ^ £_ Q. 14 40 5 25 11 11 f? ct-Q) Ua a Q 112.7 108.5 /^s, QJ-5 MoistuContent8.9 E 20.7 it 140 pounds Drop 30 in. m Mean Sea Level ui^ • 10~ sc SC-CL SC SC GEOTECHNICAL DESCRIPTION Logged By MDJ Sampled By MDJ QUATERNARY ALLUVIUM @ 2': Clayey SAND: brown, damp, medium dense @ 5': Clayey medium SAND to medium sandy CLAY: brown, damp to moist, dense/stiff : @ 10': Sandy CLAY to clayey SAND: brown, moist, soft, loose - @ 14': Ground water encountered @ 14.5': Soil becomes wet @ 15': Medium clayey SAND to sandy CLAY: brown, moist to wet, stiff - @ 20': Clayey SAND: brown, wet, loose to medium dense - @ 25': Clayey medium to coarse SAND: brown, wet, loose to medium dense - 505A(n/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-l Date 11-9-00 Project Drilling Co. Hole Diameter 8 in. Elevation Top of Hole +/- 67 Eraser/College and Canyon F&C Drilling Drive Weight ft. Ref. or Datum Sheet 2 of Project No. Type of Rig 140 pounds Mean Sea Level 2 990101-002 Mobile 61 Drop 30 in. c "-"Vi>cj!—^ LU 35- 30- 25- 20- 15- 10- ^+-"tQ-OJ01 ,£Q^ - — 35 — — — 40 — _ 45 — _ - 50 — - 55 — - (J rrn en //•»I '/y i%f i 0)O_l // // t, \ V/, -'- 01-(- Oz o Q_ (/) 8 9 10 11 -1- 3 OO — L. 25 M 96 90 D) 4- CM-01 Oa a D)c.a •s 3+- Ift c._ <" °"cE ou * m ^^ (rt /A —. *^j LJ (rt o^CO SC-CL SM SM/ML GEOTECHNICAL DESCRIPTION Logged By MDJ Sampled By MDJ QUATERNARY ALLUVIUM (Continued) @ 30': Medium clayey SAND to sandy CLAY: brown, wet, medium dense to stiff _ @ 35': Medium clayey SAND to sandy CLAY: brown, moist to wet, medium dense to stiff - - TERTIARY SANTIAGO FORMATION @40': Silty very fine SANDSTONE: orange-brown, damp to moist, very dense - @ 45': Silty very fine SANDSTONE to very fine sandy SILTSTONE: _^ orange-brown, damp, very dense; laminated bedding Total Depth = 46 Feet Ground water encountered at 14 feet at time of drilling Backfilled with native soils on 11/9/00 - - - - 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-2 Date Project Drilling Co. Hole Diameter 11-9-00 Fraser/College and Canyon F&C Drilling Sin.Drive Weight Sheet 1 of 2 Project No. 990101-002 Type of Rig Mobile 61 140 pounds Drop 30 in. Elevation Top of Hole +/- 65 ft. Ref. or Datum Mean Sea Level a*a£ o .CO) 0.0 OJ_I CD U1 01 01 Q. n)5fcQ. Ct- 01 U Q Q. Q - oCJ »GEOTECHNICAL DESCRIPTION Logged By Sampled By MDJ MDJ 65 60 55-10- 50-15- 45-20- 40-25- SC 32 114.7 7.5 QUATERNARY ALLUVIUM @ 2': Clayey silty medium SAND: brown, damp, medium dense ) 5': Clayey silty medium SAND: brown, damp Bag-3 @5'-8' 10 108.4 19.7 21 10': Clayey silty medium SAND: brown, wet, loose 11': Ground water encountered 12 15': Same as 10' 10 113.4 114.0 18.8 17.3 SC/CL @ 20': Sandy CLAY to clayey SAND: brown, wet, loose 29 SC ) 25': Clayey, silty medium to coarse SAND: brown, wet, medium dense 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-2 Date 11-9-00 Project Drilling Co. Hole Diameter 8 in. Elevation Top of Hole +/- 65 Eraser/College and Canyon F&C Drilling Drive Weight ft. Ref. or Datum Sheet 2 of Project No. Type of Rig 140 pounds Mean Sea Level 2 990101-002 Mobile 61 Drop 30 in.levat ion(feet) 1LU 30 25- 20- 15- 10-Depth 1(feet) 135 — 40 — 45 — 50 — 55 — fin —Graph i c |I 0)o Ii Notes*oz 01 "a tn 8 ' ,0 | 38 5£j 24 70 72 -i- c£OJ OQ£ 31 a loisturentent (*) |*- o0 * (A ^^ "^* tn~ SP-SM SC ML GEOTECHNICAL DESCRIPTION Logged By MDJ Sampled By MDJ QUATERNARY ALLUVIUM (Continued) @ 30': Silty medium to coarse SAND with clay: light brown, wet, medium dense @ 34.5': Becomes dense per driller @40': Silty SAND with CLAY: orange-brown to light brown, moist, very dense CRETACEOUS LUSARDI FORMATION @45': Clayey SILTSTONE: gray-green, damp, very stiff Total Depth = 46 Feet Ground water encountered at 1 1 feet at time of drilling Backfilled with native soil on 11/9/00 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-3 Date 11-9-00 «*i Project Eraser/College and Canyon Drilling Co. _ Hole Diameter F&C Drilling Sheet 1 of 1 Project No. 990101-002 Type of Rig Mobile 61 8 in.Drive Weight 140 pounds Drop 30 in. Elevation Top of Hole +/- 69 ft. Ref. or Datum Mean Sea Level levation(feet)LJ 65- 60- 55- 50- 45- 40- II 0 5 — -- 10 — — ' - • 15 — - ; 20— , > > - - 25 — - ?n o .cQ.ID. CO _- - - - - "- k roo I Noteso <u Q. CO 1 Bag-2 @3'-8' 3 4 5 §8 38 35 56 60 D)-H c£<u oa a. a 98.7 115.2 ^loisturentent (**- oo 23.9 s 15.2 • {ft ^^ \f\ ff. CO^ SM-ML SM-ML SM-ML CL GEOTECHNICAL DESCRIPTION Logged By MDJ Sampled By MDJ QUATERNARY ALLUVIUM @0': Clayey SAND: brown, damp, loose TERTIARY SANTIAGO FORMATION @5': Silty SANDSTONE to sandy SILTSTONE: green, moist, dense to hard @ 9': Ground water encountered @ 10': Silty SANDSTONE to clayey SILTSTONE: green to light brown, wet, dense - @ 15': Silty medium SANDSTONE: brown, wet, dense - @20': Sandy CLAYSTONE: olive-green, moist, hard Total Depth = 21.5 Feet Ground water encountered at 9 feet at time of drilling Backfilled with native soils on 1 1/9/00 - - - 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-1 Date 11-14-00 Project Drilling Co. Eraser/College and Cannon Sheet 1 of 2 Project No. 990101-002 San Diego Drilling Type of Rig E-100 Bucket Auger Hole Diameter 30 Drive Weight 0-25' 4,113# 25-47' 2,9811 Drop 30 in. Elevation Top of Hole 120 ft. Ref. or Datum Mean Sea Level -C~ "^"" niO j«| (UiT.Q^ o — 5 — 10 — 15 — 20 — — — 25 — - 10 o .C 0)Q.O<t_J(. •'**'*« * "— * —:@: • - • •. '•>-.• 4 * " * * */•—5 — t * • * • • *• * » * ^ * -«'— . •£-* S*-J~j7<O>>> ' •' .' •' Eiz: rrv1 * • «... s*. » *» * • ^ * • * * * * • *"***'• *"* " 1 - ?. — „ . V -^ / ^ "^ in<uT33-I-.— -1- <n 3:generally icrizontal B:N28E, 24NE C horizontal d W fitillCO 1 2 3 Bulk-4 •i- 3 ,O^ cofc 4 4 5 D)4- C4-01 oa a D)c_a 106.6 ^ L^3+-*T- *- V QJ °"c^ O0 10.4 S^^ • CJ • — . O)~ SM SM SC SM ML SM ML CL SM GEOTECHNICAL DESCRIPTION Logged By MDJ Sampled By MDJ ARTIFICIAL FILL @ 0': Silty clayey SAND: brown, moist, medium dense; brick, pipe, and clay fragments common QUATERNARY TERRACE DEPOSITS @ 2.5': Silty medium SAND: red-brown, damp, medium dense to dense - @ 5.8': Clayey SAND: brown, damp, medium dense to dense; cobble and gravel very rare, massive @T: Silty medium SAND: red-brown to brown, damp, dense TERTIARY SANTIAGO FORMATION @ 11': Clayey SILTSTONE: brown, damp, stiff @ 11.8': Silly medium SANDSTONE @ 12.7': Clayey SILTSTONE: brown, damp, stiff @ 15': Silty CLAYSTONE: dark gray-brown, moist, stiff @ 16': Clayey medium SANDSTONE: gray -green, damp to moist, dense - @ 20': Silty fine to medium SANDSTONE: light gray-brown, damp, very dense; coarse grains rare : - - 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-1 Date 11-14-00 Sheet 2 of 2 Project Drilling Co. Hole Diameter Elevation Top of Hole Eraser/College and Cannon 30 120 ft. San Diego Drilling Drive Weight Ref. or Datum Project No. Type of Rig 0-25' 4,113# 25-47' 2,981# Mean Sea Level 990101-002 E-100 Bucket Auger Drop 30 in.Depth 1(feet) |30 35 — 40 — 45 — 50 — 55 — 60 O H 0)0.0 CD .•• *", in<u•o -i- •*-<E > o Q) Q. (DCO 5 6 §8 a. 12 12 31 c£QJ OQ Q.S-X CD 125.8 117.5 MoistureContent </O |8.3 12.3 *to ^ (jfl * *05 SM GEOTECHNICAL DESCRIPTION Logged By MDJ Sampled By MDJ TERTIARY SANTIAGO FORMATION (Continued) @ 30': Silty fine SANDSTONE: light gray, damp, very dense @ 35': Same as 30' Total Depth = 36 Feet Geologically logged to 31 feet No ground water encountered at time of drilling Backfilled with native soils: 11/14/00 - - - - •» 505AC11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-2 Date 11-15-00 Project Drilling Co. Fraser/College and Cannon Sheet 1 of 2 Project No. 990101-002 San Diego Drilling Type of Rig E-100 Bucket Auger Hole Diameter 30 Drive Weight 0-25' 4.1131 25-47' 2,9811 Drop 30 in. Elevation Top of Hole 126 ft. Ref. or Datum Mean Sea Level JC~ "a*"0)^QS^ o — - 10 — — 15 — - 20 — - 25 — — 10 o .C 0)0.0 CD +~'~l T """""•w ,-J/tf *• ' J« ¥B/LSSfj/UMSTV. **r~'l i•/yL r;~3fj|_ |(i ^••rST jf.0* •S^c 3"-licL"5%tx -apr =).•*/;-£| §&A, . * """*• "^ *^» V ^^* III * r>* i* i* *«*• 7 , , -rr ' ' ^^L\ "-J ' •"« -V?.^r. Q)T33-1-•—••-+• F:N39W, 57SW O <u Q. a)U) 1 Bulk-3 £12'-16 4 Bulk-5 +- gu. — , Q. 3 4 3)4- cC(U OQ a. 3>^ Q 102.4 ^ L^ -f-"t.m <u^~ ^ oo 8.8 * \f\ ... o" CO o3.~ S-^ SM SM ML-SM SM ML SM-ML GEOTECHNICAL DESCRIPTION Logged By MDJ Sampled By MDJ TERTIARY SANTIAGO FORMATION @ 10": Silty SANDSTONE: orange-brown, damp, medium dense; fracture sheared _ @ 3.4': Claystone beds, beds offset 1.1'- @ 5': Silty medium SANDSTONE: orange-brown, damp, medium dense @ 5.5': Clay filled fractures @6.5': Very fine sandy SILTSTONE to silty very fine SANDSTONE: brown, damp, dense, calcium carbonate blebs, fractured @ 10': Silty very fine to fine SANDSTONE: gray, damp, dense; iron-oxidized staining, traces of clay, concretions @ 12': Very fine sandy SILTSTONE: brown, damp to moist, loose to medium stiff, gravel and sand rare sand clast within silt _ @ 15': Silty fine SANDSTONE to sandy SILTSTONE: brown, moist to damp, medium dense, iron-oxidized fractures - @20': Silty very fine SANDSTONE to very fine sandy SILTSTONE: brown to gray, damp, stiff to dense; iron-oxidized stain @ 25': Clay clasts within SAND - 505AC11/77)LEIGHTON & ASSOCIATES Date Project Drilling Co. Hole Diameter Elevation Top 11-15-00 30 of Hole 126 GEOTECHNICAL BORING LOG LB-2 Sheet 2 Fraser/College and Cannon Project No. San Diego Drilling Type of Rig Drive Weight 0-25' 4,113# 25-47' 2,981# ft. Ref. or Datum Mean Sea Level of 2 990101-002 E-100 Bucket Auger Drop 30 in. "£<" °- 35- — 40 — 45 — 50 — 55 — O £. 0)Q.O(0_J CD ••••.•".« ""*- ^ y j t.iS :ii;E in<u"O3-1- -1--1- Oz Q) Q.E«CO 6 +- gu_ ^ ffn Jrr Q. 8 31 CM-QJ O Q Q. a 114.5 <u£(_fc<" Q) £C21 0u 15.3 . in^j u° co^ ML-SM GEOTECHNICAL DESCRIPTION Logged By MDJ Sampled Ey MDJ TERTIARY SANTIAGO FORMATION (Continued) @30.5': Sandy SILTSTONE to silty SANDSTONE: gray, damp, very dense - _ Total Depth = 36 Feet Geologically Logged to 33 feet No ground water encountered at time of drilling Backfilled with native soils: 11/15/00 - - - - 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-3 11-15-00Date Project Drilling Co. Hole Diameter Elevation Top of Hole 98 ft. Eraser/College and Cannon Sheet 1 of 2 Project No.990101-002 San Diego Drilling 30 Drive Weight Ref. or Datum Type of Rig E-100 Bucket Auger 0-25' 4,113* 25-47' 2,9811 Drop 30 in. Mean Sea Level Depth 1(feet)o — 5 - 10 — - 15 — 20 — 25 — _ ?o —Graph i cLog** * * W * / ^^~ •*• "*' l^ #• "^^ •* *-»—»•*v_->-•ftr; » — . '** -rr" ~~*~ *" ik^* •' ^j^ » £5 r •j.^- •» Gii•• . *t »I»I*MII.«« *-*&-s-i\*;>• • . • '•# •* •-***» •** • •^^^ ^^ * • *-•i •/.*.•x Vf "y* — . — .» .' •/ * * .* ".* ' jsryrrr^ • : •* * * * • tn(U•o •t- -i--i-<E |CS:generally Dips 10-12NW C:generally fi horizontal B: horizontal B: horizontal O <U a en i 2 §8 0^Sfe 3 3 :»-i- ut^CM-(U Ua a.^ 31 a 106.8 105.4 loisturentent (X)"- 00 14.7 7.7 oi^S«5s« _w* fi3 SM SM CL SM CL ML SM ML SM GEOTECHNICAL DESCRIPTION Logged By MDJ/RKW Sampled By MDJ QUATERNARY LANDSLIDE DEPOSITS @ 0': Silty clayey fine to medium SAND: brown, damp, medium dense; gravel rare, mottled @ 5': Plastic clay seam QUATERNARY TERRACE DEPOSITS @ 6': 1 " thick plastic sandy clay seam @ 9': Gravel layer @ 10': Silty SAND: light orange-brown, moist, dense; friable, with clay, gravel rare @ 10.5': Wavy contact silty very fine SAND: brown, gray, moist, medium dense, friable @ 12': Same as 10' grades into medium SAND and fine sand @ 16'-18': Laminated bedding, friable, cross-bedded @ 19.1': 2" Silty CLAY: gray, moist; plastic @ 19.2': Silty fine SAND: light brown, damp to moist, medium dense; friable @ 20.3': Silty CLAY: gray, moist, medium stiff @ 24': Sandy SILT 3" gray, moist, stiff; wavy contact @ 25.8': Silty fine SAND: light brown, damp to moist, medium dense @27.5': Clayey SILT: gray, moist, stiff; erosional contact wavy @ 28.2': Silty fine SAND: light brown, damp to moist, medium dense 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-3 Date 11-15-00 Project Drilling Co. Hole Diameter 30 Elevation Top of Hole 98 Fraser/College and Cannon San Diego Drilling Drive Weight ft. Ref. or Datum Sheet 2 Project No. Type of Rig 0-25' 4,113# 25-47' 2,981# Mean Sea Level of 2 990101-002 E-100 Bucket Auger Drop 30 in. i!ow ir\ 35 — 40 — - - - 45 — - 50 — - 55 — U SL 0)CLO<0_l CD • " *—~^; » . ....«* *• •• **••» ^ *-^ *r * * •t:f jjjt r »**J ^ ** \ " *. * * i • •;/ • * • f ''!.•' Si-si • ''T.*« • (UTJ 4--H<E B:horizontal B:N80E, 19NW O (U Q_ <ato 3 4 38 0^ Q. 4 4 314- C'H(U Ua CL t_a 100.5 96.5 ^N <u^5 Is ^^*• oo 7.3 11.7 * (/) ^^^o * • CO SM CL SM ML-CL GEOTECHNICAL DESCRIPTION Logged By MDJ/RKW Sampled By MDJ QUATERNARY TERRACE DEPOSITS (Continued) @ 30': Silty fine SAND: light brown, damp, very dense _ _ - @ 39.5': Silty CLAY: gray, moist, stiff; 4" thick @ 39.7': Silty very fine SAND: light brown, moist, dense; iron- oxidized, friable - - - @ 47': Clayey SILT: gray, moist, stiff \Refusal at 49' f Total Depth = 49 Feet Geologically logged to 47.5 Feet No ground water encountered at time of drilling Backfilled with native soils: 1 1/15/00 - 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-4 Date 11-16-00 Project Drilling Co. Eraser/College and Cannon Sheet 1 of 2 Project No. 990101-002 San Diego Drilling Type of Rig E-100 Bucket Auger Hole Diameter 30 Drive Weight 0-25' 4.1131 25-47' 2.9811 Drop 30 in. Elevation Top of Hole 102 ft. Ref. or Datum Mean Sea Level .c~4— ni ft Si QJiS;Q^, 0 — 5 — 10 — ~ — 15 — - — 20 — — - 25 — - - •U) U -C 0)0.0 CD L^ [_i __ iy£- • X* *• "•"*•*•"»* 51- \Jr~.~ ' — / JX? /^r • * * A " "" // "'/'I 7' J* fal~'"7"^ •» < — — \ •*• * *•A— "^ :~^i — * 9*.•» ^-j « v/» • ~ 4^ ._» '« t JT* + ~'/'' ~** "* "v{. (U TJ3+- —£ c C:horizontal wavy contact J:N19W, 74SW C:N10E, 60SE F:N18W, 74NE O* Qt Q_ E(*•uCO 1 2 Bulk-3 Bulk-4 5 •+- 3°O — - AU_ I/push 3 10 3) cC (U Ua a.-j,^ a 97.9 102.7 121.3 ^oj-5 3 ^_ ft C._ <u O"^E OCJ 11.6 20.8 12.9 (/| ^^ l/f j» """" f 1LJ c/>~ • c?5 SM SC SM SC SM SC-CL SM GEOTECHNICAL DESCRIPTION Logged By MDJ Sampled By MDJ QUATERNARY ALLUVIUM/COLLUVIUM @ 0': Silty clayey SAND to sandy CLAY: brown, damp to moist, loose roots top 1' @ 3': Clayey fine SAND: light brown, damp to moist, loose @ 5': Silty fine SAND: light brown, damp, loose; with traces of clay TERTIARY SANTIAGO FORMATION @6.9': Clayey very fine SANDSTONE with silt: gray, damp, dense; weathered, blocky, fractured @ 9': Same as 6.9' but not weathered @ 9.7': Sandstone bed, wavy contact: approximately 1/2" claystone bed below sandstone striated slightly plastic fracture ' @ 11.5': Clayey SANDSTONE @ 11': 6" sandstone bed: wavy contact @ 12.3': Same as 11' but blocky @ 12.4': Clay-lined fracture/fault; steeply dipping; clay is approximately 1/2" thick, striated and plastic @ 14.8': 1 /2cm thick steeply dipping plastic clay seam @ 15': Clayey very fine SANDSTONE: gray-brown, damp - - Bulk at 20', silty medium SANDSTONE: orange-brown, damp, dense - _ - @25': Fracture infilled with sandy CLAYSTONE: surrounded by silty medium SANDSTONE: orange @26': Silty medium to coarse SANDSTONE: orange-brown, damp, very dense @28': Same as 26' 505A(11/77>LEIGHTON & ASSOCIATES Date Project Drilling Co. Hole Diameter Elevation Top 11-16-00 30 of Hole 102 GEOTECHNICAL BORING LOG LB-4 Sheet 2 Fraser/College and Cannon Project No. San Diego Drilling Type of Rig Drive Weight 0-25' 4,113# 25-47' 2,981# ft. Ref. or Datum Mean Sea Level of 2 990101-002 E-100 Bucket Auger Drop 30 in. &&|o£ 35 — 40 — 45 — 50 — 55 — fin —Graph i cLogin QJTJ •t- -i-+•<T- * O <u a ruU) S8 0^ <afca. 3>+• ai/~* CM-(U Oa a.\^ D) a MoistureContent <*)ui~ S« o^— U> '53tn GEOTECHNICAL DESCRIPTION Logged By MDJ Sampled By MDJ Total Depth = 29 Feet Geologically logged to 24.5 feet No ground water encountered at time of drilling Backfilled with native soils: 11/16/00 - - - - - <•• 505A( 11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-5 Date 11-16-00 Project Drilling Co. Eraser/College and Cannon Sheet 1 of 2 Project No. 990101-002 San Diego Drilling Type of Rig E-120 Bucket Auger Hole Diameter 30 Drive Weight 0-25' 4.1131 25-47' 2.9811 Drop 30 in. Elevation Top of Hole 134 ft. Ref. or Datum Mean Sea Level 4— LIft Si QlcJ.LJ^, — - 10 — - — 20 — - 25 — — O .C D)Q.O<0_l CD — TL J.\* "V i"0 • £>*; * • * f jfc V» ** ***^St*l » ! V'* . • * * '*£ 0>Ck<X>0 ssTII— » • • ™* •!T-?* u -_i " — .. •_ "***' "•*" ~&-L 1^ cSf- 3 '..-.*. ^r^L felvij^^ Ul01T33 — 01 C:N28W, 7SW horizontal horizontal generally horizontal generally horizontal erosional contact d Q. CO 1 2 Bulk-3 4 ing O— f 3 push 3 4- CH-01 OQ Q. ^^ a 109.1 0,8 2 +-•T £ ._ 0) °"cE o0 12.6 £ "™" f ^O C/) 53 SM-CL SM/SC SC-SM SC-CL CL-CH GEOTECHNICAL DESCRIPTION Logged By MDJ Sampled By MDJ QUATERNARY COLLUVIUM @ 0'-4': Silty very fine SAND with CLAY: brown, damp, loose; roots - QUATERNARY TERRACE DEPOSITS (Ot) @ 4': Silty medium to coarse SAND: red-brown, damp, medium dense @ 5': Silty medium SAND with clay: orange-brown into brown; calcium carbonate blebs, gravel rare - @ 8': Silty clay bed: red-brown, damp, medium stiff @ 8.2': Same as 5' @ 10': Silty fine to medium SAND: red-brown, damp to moist, loose; traces of clay, gravel rare @ 11': Clayey SAND to sandy CLAY: red-brown, damp to moist, medium stiff, gravel rare - - @ 15': Two 1.5" clay beds brown, damp to moist, medium stiff @ 15.5': Interbedded silty SAND with CLAY: Same as 10', wavy contact - Bulk collected at 18' @ 20': Sandy CLAY: light red-brown, moist; gravel in sampler shoe CRETACEOUS LUSARDI FORMATION @ 22': Clayey SAND with gravel to sandy CLAY with gravel: red-brown, damp to moist, medium dense; 3-5 % gravel - @ 26': Silty coarse SAND with gravel: red-brown, damp, medium dense; weathered granite boulder, damp @ 27': Same as 22' — 505AC11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-5 Date „ Project 11-16-00 ct Fraser/College and Cannon ing Co. Diameter ition Top of Hole 30 134 ft. San Diego Drilling Drive Weight Ref . or Datum Sheet 2 Project No. Type of Rig 0-25' 4, 113# 25-47' 2,981# Mean Sea Level of 2 990101-002 E-120 Bucket Auger Drop 30 in. II 30 — 35 — - 40 — 45 — 50 — 55 — fiO —Graph i cLog_ -^ — .*x xjv ** rJ jjgl 0) 3-t- +-+- <E wavy contact * 0 01 a 01CO 5 Bulk-6 58 0"- """ t_ a. 9 +- c£01 Ua a 3) a Mo i stureContent <.'/.) \\f\ ^^\f\ .— o3CO sc CL SM GEOTECHNICAL DESCRIPTION Logged By MDJ Sampled By MDJ CRETACEOUS LUSARDI FORMATION (Continued} @ 30': Clayey medium SANDSTONE: brown, damp, dense Same as 27' - @ 33.5': 3" silty CLAY: green, damp to moist, medium stiff @ 34.8': Silty medium fine to medium SAND: orange-brown, damp, very dense Bulk at 35' Total Depth = 37 Feet Geologically logged to 34.8 feet No ground water encountered at time of drilling Backfilled with native soils: 1 1/16/00 - - - - - 505AC11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-6 Date 11-20-00 Eraser/College and Cannon Sheet Project No. 1 of 2 990101-002Project Drilling Co. San Diego Drilling Type of Rig E-120 Bucket Auger Hole Diameter 30 Drive Weight 0-25' 4.1131 25-47' 2.9810 Drop 30 in. Elevation Top of Hole 130 ft. Ref. or Datum Mean Sea Level .c~•4— jT! o Hi °- o — — 10 — — - 15 — - 20 — - 25 — _ U _C 0)Q.O CD t3f-tt'/ -^-7- .1.;:.-- •SisZ. ^,-Jj *^ ''. ', . ' * • • » &&F.Mi. o ^>* * if* •A *\ m % Si— ? ^— * * § S# *-/, "06s ~'~ — ' * ^^* l/l(UTJ 3-f- -1- c:generally horizontal C:N16E, 13NW N80E CS:9NW CS:N-S, 4W C:N60W, 7NE wavy contact N22W, 3NE lorizontal lorizontal O AlW 0. aCO 1 Bulk-2 3 Bulk-4 iO°3 1 O 00 QjQ. 5 5 31 c£01 Ua a 31 a ^o»£ ^•Hift ^ "^ ^ E oo s^ — . ? CJ °3 CL SM CL SM SM SM CL/ML SM SC GEOTECHNICAL DESCRIPTION Logged By MDJ Sampled By MDJ QUATERNARY COLLUVIUM @ 0': Sandy CLAY: brown, damp, loose; roots QUATERNARY TERRACE DEPOSITS @2.4': Silty very fine to fine SAND: light red-brown, damp to moist, medium dense; massive, no bedding " @4.5': Silty CLAY: brown, moist, medium stiff; discontinuous grades into SAND @ 5.2': 1/2" plastic clay seam: green, moist @ 5.5'-5.8': CLAY: dark olive-gray; moist, stiff, 1/4 plastic clay seam, undulating @ 8': Clayey SILT to silty CLAY @ 9': Clay bed: gray, damp to moist @ 9.5': Silty, gravelly, fine to coarse SAND: light red-brown, damp to moist, medium dense; clay build at contact @ 10.5': Silty medium SAND: light red-brown, damp, dense; calcium carbonate blebs, rare gravel, massive, light gray, vertical sand filled fractures (possible liquefaction features) - @ 15': Silty fine SAND: light red-brown, moist to damp, dense - @ 19.5': Silty fine to medium SAND: light brown, damp to moist, dense; gravel rare, coarse sand rare @ 20.5': Silty CLAY to clayey SILT: gray, damp, dense @23.2': Gravelly SAND: brown, damp, dense, weathered granitic boulders within sand matrix - _ @ 26.2': Clayey SAND: light brown, moist, medium dense? @27.-28': Bulk - 505A(11/77}LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-6 Date 11-20-00 Sheet 2 Project Drilling Co. Hole Diameter Elevation Top of Hole Fraser/College and Cannon 30 130 ft. San Diego Drilling Drive Weight Ref . or Datum Project No. Type of Rig 0-25' 4, 113# 25-47' 2,981# Mean Sea Level of 2 990101-002 E-120 Bucket Auger Drop 30 in. •c£&*oj 35 — 40 — 45 — 50 — 55 — O JI 0)Q.O(D_J CD inQJT33-f- 4--1- O (U Q. flU) -1- o>2 ^bQ. Jt-1- in/^ C4-QJ Uo a a /-\ Q)£MoisttContent• if) . * a" ^Q• cow GEOTECHNICAL DESCRIPTION Logged By MDJ Sampled By MDJ Total Depth = 30 Feet Geologically logged to 28 feet No ground water encountered at time of drilling Backfilled with native soils: 11/20/00 - - - - - M» 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG LB-7 Date 11-20-00 Project Drilling Co. Eraser/College and Cannon Sheet 1 of 2 Project No. 990101-002 San Diego Drilling Type of Rig E-120 Bucket Auger Hole Diameter 30 Drive Weight 0-25' 4.1131 25-47' 2.9811 Drop 30 in. Elevation Top of Hole 136 ft. Ref. or Datum Mean Sea Level .c~4— rtlft HIQlijlQ ^ o — 5 — - 10 — 15 — - — — - 20 — - 25 — - in u .C 0)Q.O(0-1L •V" \.*;X » • « * 4 *•— *"* ifff1 **^* • "•.•*. efrft*£ *— "•\_x~- £.'V * * 'i " * 3% * • • * <^£^."zi.^. •f •'•.•.!-....• j "7T." '~*~~\ ^' ** ..* «. « v*. U)(UTJ3 —-1--1- wavy horizontal C:N37W, 5SW lorizontal 6 UJ Q. (D(/) 1 Bulk-2 3 4 Bulk-5 <n°3 1O— f 0- push 1 2 Jt-H (O/^CH- OI Ua a. (_a ^«S -f- A C .^QJ ^ Oo S«5_ * O C/)* o3 tn SM SC CH SM SC CL GEOTECHNICAL DESCRIPTION Logged By MDJ Sampled By MDJ QUATERNARY TERRACE DEPOSITS @ 0': Silty fine SAND: orange-brown, moist to damp, loose to medium dense; friable @ 3': Silty coarse SAND with gravel: orange-brown, damp, medium dense; erosional contact; few pockets of gravel; few lenticular sand pockets @4': Silty fine SAND: orange-brown, damp to moist, loose; friable, gravel rare @6'-6.5': Same as 3' @ 6.5': Same as 4' except moist @ 12.2': Silty clayey SAND: brown to gray-brown, moist, medium dense; wavy contact (erosional) @ 15'-16': Clayey medium SAND: green-brown, moist, medium dense; charcoal fragments common; possible paleosol @ 17.3'-18.2': Fat clay with SAND: dark brown to black, moist, medium stiff; organic rich; charcoal fragments common; possible paleosol - @ 19.4': Silty SAND @ 19.7'-20.7': Same as 17.3* @22': Clayey SAND: green-brown, moist, medium dense @ 24.5': Sandy CLAY: red-brown, moist, stiff @ 28': Silty sand with gravel - 505A(11/77)LEIGHTON & ASSOCIATES Date Project Drilling Co. Hole Diameter Elevation Top 11-20-00 30 of Hole 136 GEOTECHNICAL BORING LOG LB-7 Sheet 2 Fraser/College and Cannon Project No. San Diego Drilling Type of Rig Drive Weight 0-25' 4,113# 25-47' 2,981# ft. Ref. or Datum Mean Sea Level of 2 990101-002 E-120 Bucket Auger Drop 30 in. •c£ *8z* 35 — 40 — 45 — 50 — 55 — 60 O -C 0)Q.O CD • C jil QJT33-I- -I--I-<E OZ (U a (0CO 6 -I- a. 4 31-1- C4-<U Ua a 31 a X~s &MoistLContent• S«5 _co* co^ SM GEOTECHNICAL DESCRIPTION Logged By MDJ Sampled By MDJ QUATERNARY TERRACE DEPOSITS (Continued) @ 29'-30': Bulk collect Silty fine SAND: orange-brown, damp to moist, medium dense - - Total Depth = 38 Feet Geologically logged to 34 feet No ground water encountered at time of drilling Backfilled with native soils: 11/20/00 - - - 505A(11/77)LEIGHTON & ASSOCIATES 1 i i i i i I 1 i I ! i LOG OF TRENCH:T-l Project Name:_Fraser/College & Cannon Project Number: 990101-002 Equipment: 710 Backhoe Logged by:. Elevation: MDJ 78' Location/Grid: College GEOLOGIC ATTITUDES DATE: 11/6/00 DESCRIPTION:GEOLOGIC UNIT ENGINEERING PROPERTIES uses Sample No. Moisture Density (pcf) QUATERNARY LANDSLIDE DEPOSITS A @0'-4': Silty medium to coarse SAND: brown to red-brown, damp, medium dense; traces of clay, chunks of weathered cemented sandstone and claystone B @ 4'-5.5': Silty CLAY: green, damp to moist, dense; plastic clayseam, dips 6-8° NW CRETACEOUS LUSARDI FORMATION @ 5.5'-6': Silty clayey SANDSTONE: orange-brown, damp, very dense Qls SM Kl CL SC GRAPHICAL REPRESENTATION:SCALE: 5'SURFACE SLOPE: 4°TREND: N80E Total Depth = 6 Feet No Ground Water Encountered Backfilled with native soil: 11/6/00 I i i I i fit! LOG OF TRENCH: T-2 Project Name:.Fraser/College & Cannon Project Number: 990101-002 Equipment: 710 Backhoe Logged by:. Elevation: MDJ 95' Location/Grid: College GEOLOGIC ATTITUDES DATE: 11/6/00 DESCRIPTION:GEOLOGIC UNIT ENGINEERING PROPERTIES uses Sample No. Moisture Density (pcf) QUATERNARY TERRACE DEPOSITS A @0-7': Clayey fine SAND to sandy clay: brown, damp, loose; rootlet common; porous B @ 7'-8': Fine SAND: orange-brown, damp, medium dense C @ 8'-11.5': Silty medium SAND with gravel to clayey sand: red-brown to mottled orange and green, damp, medium dense to dense Qt sc SP SM GRAPHICAL REPRESENTATION:SCALE: 5'SURFACE SLOPE: 3°TREND: N-S Total Depth = 11.5 Feet No Ground Water Encountered Backfilled with native soil: 11/6/00 I 1 I i 1 f 1 i 1 i I I I i I ' : LOG OF TRENCH: T-3 Project Name: Fraser/College & Cannon Project Number: 990101-002 Equipment: 710 Backhoe Logged by:. Elevation: MDJ 120' Location/Grid: College GEOLOGIC ATTITUDES DATE: 11/6/00 DESCRIPTION:GEOLOGIC UNIT ENGINEERING PROPERTIES uses Sample No. Moisture Density (pcf) TOPSOIL A @0'-1.5': Clayey SAND: brown, moist, loose; roots QUATERNARY TERRACE DEPOSITS B @ 1.5'-5.5': Silty medium to coarse SAND with gravel: red-brown, damp, medium dense to dense C @5.5'-7': Silty CLAY: green, damp, stiff Topsoil Qt SC SM CL GRAPHICAL REPRESENTATION:SCALE: 5'SURFACE SLOPE: 3°S TREND: N10W Total Depth = 7 Feet No Ground Water Encountered Backfilled with native soil: 11/6/00 I i i i I i I f I i i I i i l ! I I LOG OF TRENCH: T-4 1 I Project Name:_Eraser/College & Cannon Project Number: 990101-002 Equipment: 710 Backhoe Logged by:. Elevation: MDJ 80' Location/Grid: College GEOLOGIC ATTITUDES DATE: 11/6/00 DESCRIPTION:GEOLOGIC UNIT ENGINEERING PROPERTIES uses Sample No. Moisture Density (pcf) ARTIFICIAL FILL (undocumented) A @0'-3.5': Clayey fine to medium SAND with SILT: brown, damp, medium dense to dense; brick fragments, roots and plastic debris common QUATERNARY ALLUVIUM/COLLUVIUM B @ 3.5'-13': Clayey fine to medium SAND with silt: brown to dark brown, damp, medium dense to very dense; becomes very dense at 6', difficult to excavate, did not reach bedrock Afu SM Qal/Qcol SM GRAPHICAL REPRESENTATION:SCALE: 5'SURFACE SLOPE: 2°W TREND: N77W Total Depth = 13 Feet No Ground Water Encountered Backfilled with native soil: 11/6/00 i I i I i i 1 i I i f ! 1 f ! I i I I 1 1 I I 1 I LOG OF TRENCH: T-5 Project Name: Eraser/College & Cannon Project Number: 990101-002 Equipment: 710 Backhoe Logged by:. Elevation: MDJ 110' Location/Grid: College GEOLOGIC ATTITUDES DATE: 11/6/00 DESCRIPTION:GEOLOGIC UNIT ENGINEERING PROPERTIES uses Sample No. Moisture Density (pcf) TOPSOIL A Topsoil @ 0'-3.5': Clayey SAND to sandy clay: brown, damp, medium dense; rootlets common TERTIARY SANTIAGO FORMATION B @3.5'-5': Silty fine SANDSTONE: orange-brown, damp, dense Tsa CL/ SC SM GRAPHICAL REPRESENTATION:SCALE: 5'SURFACE SLOPE: 3°S TREND: N-S Total Depth = 5 Feet No Ground Water Encountered Backfilled with native soil: 11/6/00 I 1 I 1 1 I !1 1 I LOG OF TRENCH: I ! T-6 Project Name: Fraser/College & Cannon Logged by: MDJ Project Numbei Equipment: •: 990101-002 Elevation: 108' VIOBackhoe Location/Grid: College GEOLOGIC ATTITUDES DATE: 1 1/6/00 DESCRIPTION: TOPSOIL A @0'-2': Sandy CLAY: dark brown, moist, loose; roots common TERTIARY SANTIAGO FORMATION (weathered) B @2'-5': Sandy CLAYSTONE: orange-brown with green mottles, damp to moist, stiff C @5'-5.5': Silty very fine SANDSTONE to very fine sandy SILTSTONE: dark gray, damp, very dense GEOLOGIC UNIT Topsoil Tsa ENGINEERING PROPERTIES uses CL CL SM/ ML Sample No. 1 Moisture (%) Density (pcf) GRAPHICAL REPRESENTATION: SCALE: 5' SURF ACE SLOPE: 1° TREND: N15W ^ ^T ^'. ' ^~'r^~ -— ' ~ ~~~ '-& ® ~*~ — .7 XA) Total Depth = 5.5 Feet No Ground Water Encountered Backfilled with native soil: 1 1/6/00 i i If II II II I i i i ii i i ii it ii LOG OF TRENCH: T-7 Project Name:_Eraser/College & Cannon Project Number: 990101-002 Equipment: 710 Backhoe Logged by:. Elevation: MDJ 106' Location/Grid: College GEOLOGIC ATTITUDES DATE: 11/6/00 DESCRIPTION:GEOLOGIC UNIT ENGINEERING PROPERTIES uses Sample No. Moisture Density (pcf) QUATERNARY ALLUVIUM/COLLUVIUM A @0'-4': Clayey fine SAND: brown, loose to medium dense; roots TERTIARY SANTIAGO FORMATION B @4'-5': Silty medium SANDSTONE: orange-brown, damp, dense Qal/ Qcol Tsa SC SM GRAPHICAL REPRESENTATION:SCALE: 5'SURFACE SLOPE: 3°TREND: N77W Total Depth = 5 Feet No Ground Water Encountered Backfilled with native soil: 11/6/00 I ! 1 t i II li I :i I 1 i I i ! LOG OF TRENCH: T-8 I i Project Name: Fraser/Colleee & Cannon Loesed bv: MDJ Project Numbei Equipment: -: 990101-002 Elevation: 95' 710Backhoe Location/Grid: Cannon GEOLOGIC ATTITUDES DATE: 11/6/00 DESCRIPTION: QUATERNARY ALLUVIUM/COLLUVIUM A @ 0'-8': Sandy silty CLAY: dark brown, moist, medium dense TERTIARY SANTIAGO FORMATION B @8'-8.5': Silty medium SANDSTONE: orange-brown, damp to moist, dense GEOLOGIC UNIT Qal/ Qcol Tsa ENGINEERING PROPERTIES uses CL SM Sample No. Moisture (%) Density (pcf) GRAPHICAL REPRESENTATION: SCALE: 5' SURFACE SLOPE: 0° TREND: N25W ®~ 1 - ^ I '__'•• — ' .-^ '~- />A>:_../ <® /Total Depth = 8.5 Feet No Ground Water Encountered Backfilled with native soil: 1 1/6/00 i 3 i i i i i i I i II li i i I i i i i i LOG OF TRENCH: T-9 Project Name: Fraser/College & Cannon Loeeed bv: MDJ Project Numbei Equipment: -: 990101-002 Elevation: 121' TlORackhoe Location/Grid: Cannon GEOLOGIC ATTITUDES DATE: 11/6/00 DESCRIPTION: QUATERNARY COLLUVIUM/ALLUVIUM A @0'-9': Sandy CLAY to clayey SAND: dark brown, moist, medium dense; porous QUATERNARY TERRACE DEPOSITS B @9'-10': Silty medium SANDSTONE: orange-brown, damp to moist, dense GEOLOGIC UNIT Qcol/Qal Qt ENGINEERING PROPERTIES uses CL/ SC SM Sample No. Moisture (%) Density (pcf) GRAPHICAL REPRESENTATION: SCALE: 5' SURFACE SLOPE: 1° TREND: N65E \ • • ' • ~r~ ' I *~ «L' * •"• ' * ^ ~'-.Ty — ••— ' / :::-::Ir 'CNs) ®Total Depth =10 Feet No Ground Water Encountered Backfilled with native soil: 1 1/6/00 ii ii v i n ri ri n mm 11 11 i" i n LOG OF TRENCH:T-10 Project Name: Eraser/College & Cannon Project Number: 990101-002 Equipment: 710 Backhoe Logged by:. Elevation: MDJ 100' Location/Grid: Cannon GEOLOGIC ATTITUDES DATE: 11/7/00 DESCRIPTION: TOPSOIL A @0'-2': Silty, very fine SAND with CLAY: dark brown, moist, loose; rootlets common TERTIARY SANTIAGO FORMATION B @2'-4.5': Silty fine to medium SANDSTONE: orange-brown to light brown, damp, dense GEOLOGIC UNIT ENGINEERING PROPERTIES uses Sample No. Moisture Density (pcf) Topsoil SM Tsa SM GRAPHICAL REPRESENTATION:SCALE: 5'SURFACE SLOPE: 0°TREND: N25W Total Depth = 4.5 Feet No Ground Water Encountered Backfilled with native soil: 11/7/00 t i i i I i I i I i i I ! I I I LOG OF TRENCH: T-12 Project Name: Fraser/College & Cannon Project Number: 990101-002 Equipment: 710 Backhoe Logged by:. Elevation: MDJ 103' Location/Grid: Cannon GEOLOGIC ATTITUDES DATE: 11/7/00 DESCRIPTION:GEOLOGIC UNIT ENGINEERING PROPERTIES uses Sample No. Moisture Density (pcf) TOPSOIL A @0-2.5': Sandy CLAY: brown, moist, loose; roots TERTIARY SANTIAGO FORMATION B @2.5'-4': Clayey SAND: orange-brown to greenish brown to light brown, damp, dense C @4'-4.5': Very fine sandy concretionary layer Topsoil Tsa CL SC SM GRAPHICAL REPRESENTATION:SCALE: 5'SURFACE SLOPE: 2°W TREND: N55W Total Depth = 4.5 Feet No Ground Water Encountered Backfilled with native soil: 11/7/00 I t I i I i 1 i i I i I I i f i i LOG OF TRENCH: T-13 Project Name: Fraser/College & Cannon Project Number: 990101-002 Equipment: 710 Backhoe Logged by:. Elevation: MDJ nr Location/Grid: Cannon GEOLOGIC ATTITUDES DATE: 11/7/00 DESCRIPTION:GEOLOGIC UNIT ENGINEERING PROPERTIES uses Sample No. Moisture Density (pcf) QUATERNARY COLLUVIUM A @0'-10': Silty clay with SAND: brown, moist, loose TERTIARY SANTIAGO FORMATION B @ 10'-11': Sandy CLAY: green, damp, stiff Qcol Tsa CL CL GRAPHICAL REPRESENTATION:SCALE: 5'SURFACE SLOPE: 3°S TREND: N30W Total Depth = 11 Feet No Ground Water Encountered Backfilled with native soil: 11/7/00 i i i i I i i i i i i i i i I i i i t i f I i t i r l i I i LOG OF TRENCH: T-14 Project Name: Fraser/College & Cannon Project Number: 990101-002 Equipment: 710 Backhoe Logged by:. Elevation:_ MDJ 135' Location/Grid: Cannon GEOLOGIC ATTITUDES DATE: 11/7/00 DESCRIPTION:GEOLOGIC UNIT ENGINEERING PROPERTIES uses Sample No. Moisture Density (pcf) QUATERNARY CQLLUVIUM A @0'-4': Silty sandy CLAY: brown, damp, loose; roots common CRETACEOUS LUSARDI FORMATION B @4'-7': Silty CLAYSTONE: gray-green, damp, dense C @7'-7.5': Boulders encountered - very dense Refusal at 7.5' Qcol Kl SC CL GRAPHICAL REPRESENTATION:SCALE: 5'SURFACE SLOPE: 3°S TREND: E-W Total Depth = 7.5 Feet No Ground Water Encountered Backfilled with native soil: 11/7/00 i 1 I ! I f I I I 1 i !I I I LOG OF TRENCH: T-15 Project Name: Fraser/College & Cannon Project Number: 990101-002 Equipment: 710 Backhoe Logged by:. Elevation- MDJ 120' Location/Grid: Cannon GEOLOGIC ATTITUDES DATE: 11/7/00 DESCRIPTION:GEOLOGIC UNIT ENGINEERING PROPERTIES uses Sample No. Moisture Density (pcf) QUATERNARY COLLUVIUM A @0'-4': Clayey silty fine SAND: brown, moist, loose; root and branches common CRETACEOUS LUSARDI FORMATION B @4'-5': Clayey SANDSTONE: gray-green, damp, dense Qcol Kl SC SC GRAPHICAL REPRESENTATION:SCALE: 5'SURFACE SLOPE: 2°E TREND: N65W Total Depth = 5 Feet No Ground Water Encountered Backfilled with native soil: 11/7/00 I i I i i i I I I ! f i ! I i i i I ! f I i LOG OF TRENCH: T-16 Project Name: Fraser/College & Cannon Loeeed bv: MDJ Project Numbei Equipment: •: 990101-002 Elevation: 185' 710Backhoe Location/Grid: Cannon GEOLOGIC ATTITUDES DATE: 11/07/00 DESCRIPTION: QUATERNARY COLLUVIUM A @ 0'-5': Sandy CLAY: brown, damp, loose to medium dense; cobble and small boulders CRETACEOUS LUSARDI FORMATION B @5'-9': Silty CLAYSTONE: green-gray, damp, dense CRETACEOUS GRANITICS C @9'-ll': Very weathered, excavates to clayey SAND: green-brown, damp, dense Refusal at 11 ' GEOLOGIC UNIT Qcol Kl Kgr ENGINEERING PROPERTIES uses CL CL SC Sample No. 1 Moisture (%) Density (pcf) GRAPHICAL REPRESENTATION: SCALE: 5' SURFACE SLOPE: 1° TREND: N30E \ -J — • — \ — 1 \ ® '-^ " ' • — ^ - - /' -~Jr^- /^ ND --© Total Depth = 1 1 Feet No Ground Water Encountered Backfilled with native soil: 1 1/07/00 I f I I I i I i I 1 I I i i i i LOG OF TRENCH: T-17 Project Name: Fraser/College & Cannon Project Number: 990101-002 Equipment: 710 Backhoe Logged by:. Elevation: MDJ 210' Location/Grid: Cannon GEOLOGIC ATTITUDES DATE: 11/7/00 DESCRIPTION:GEOLOGIC UNIT ENGINEERING PROPERTIES uses Sample No. Moisture Density (pcf) TOPSOIL A @0'-2.5': Silty fine SAND: brown, damp, loose CRETACEOUS GRANITICS B @ 2.5'-4': Excavates to silty coarse SAND: red-brown, damp, dense Refusal at 4' Topsoil Kgr SM SM GRAPHICAL REPRESENTATION:SCALE: 5'SURFACE SLOPE: 2°TREND: N17E Total Depth = 4 Feet No Ground Water Encountered Backfilled with native soil: 11/7/00 f ! I i t i I i I i i i i I f 1 i I I i LOG OF TRENCH: T-18 Project Name: Eraser/College & Cannon Project Number: 990101-002 Equipment: 710 Backhoe Logged by:. Elevation: MDJ 215' Location/Grid: Cannon GEOLOGIC ATTITUDES DATE: 11/7/00 DESCRIPTION:GEOLOGIC UNIT ENGINEERING PROPERTIES uses Sample No. Moisture Density (pcf) QUATERNARY CQLLUVIUM/ALLUVIUM A @0'-4': Sandy CLAY: brown, moist, loose; roots common CRETACEOUS GRANITICS B @ 4'-5': Excavates to silty coarse SAND: red-brown, damp, dense Qal/ Qcol Kgr CL SM GRAPHICAL REPRESENTATION:SCALE: 5'SURFACE SLOPE: 4°S TREND: N30W Total Depth = 5 Feet No Ground Water Encountered Backfilled with native soil: 11/7/00 i 1 I 1 I i I i f i I i i i i i if I i i LOG OF TRENCH: T-19 i i Project Name:_Eraser/College & Cannon Project Number: 990101-002 Equipment: 710 Backhoe Logged by:. Elevation- MDJ 195' Location/Grid: Cannon GEOLOGIC ATTITUDES DATE: 11/7/00 DESCRIPTION:GEOLOGIC UNIT ENGINEERING PROPERTIES uses Sample No. Moisture Density (pcf) QUATERNARY ALLUVIUM/COLLUVIUM A @0'-5': Silty clayey SAND: dark brown, moist, loose to medium dense; small boulders and gravel; roots common CRETACEOUS GRANITICS (weathered) B @ 5'-6': Excavates to coarse SAND with SILT: red-brown, damp to moist, dense Qal/Qcol SC Kgr SP GRAPHICAL REPRESENTATION:SCALE: 5'SURFACE SLOPE: 3°S TREND: N20E Total Depth = 6 Feet No Ground Water Encountered Backfilled with native soil: 11/7/00 t i li i i i i i i I i i i i i I LOG OF TRENCH: T-20 Project Name:_Fraser/College & Cannon Project Number: 990101-002 Equipment: 710 Backhoe Logged by:. Elevation: MDJ 205' Location/Grid: Cannon GEOLOGIC ATTITUDES DATE: 11/7/00 DESCRIPTION:GEOLOGIC UNIT ENGINEERING PROPERTIES uses Sample No. Moisture Density (pcf) QUATERNARY COLLUVIUM A @ 0'-4.5': Silty clayey SAND: brown, moist to wet, loose; branches and roots common CRETACEOUS GRANITICS (weathered) B @ 4.5'-6': Excavates to silty coarse SAND: red-brown, moist, dense Qcol Kgr SC SM GRAPHICAL REPRESENTATION:SCALE: 5'SURFACE SLOPE: 2°TREND: N-S Total Depth = 6 Feet No Ground Water Encountered Backfilled with native soil: 11/7/00 i it i i i ii i •i a i t I i I i I t I i i i i i i i i i i i i LOG OF TRENCH: T-21 Project Name: Eraser/College & Cannon Project Number: 990101-002 Equipment: 710 Backhoe Logged by:. Elevation' MDJ 315' Location/Grid: Cannon GEOLOGIC ATTITUDES DATE: 11/7/00 DESCRIPTION:GEOLOGIC UNIT ENGINEERING PROPERTIES uses Sample No. Moisture Density (pcf) TOPSOIL A @0'-0.5': SiltySAND: brown, damp, loose CRETACEOUS GRANITICS B @ 0.5'-2': Excavates to coarse SAND: red-brown, damp, dense Refusal at 2' Topsoil Kgr SM SP GRAPHICAL REPRESENTATION:SCALE: 5'SURFACE SLOPE: 1°TREND: N14E Total Depth = 2 Feet No Ground Water Encountered Backfilled with native soil: 11/7/00 Date Project Drilling Co. Hole Diameter 11-18-99 GEOTECHNICAL BORING LOG B-l Cantarini Property Sheet 1 of 2 Project No.4980160-OQi 8_in. F&C Drilling;_ Type of Rig Hollow-Stem Augc Drive Weight _ 140 pounds _ Drop 30 in Elevation Top of Hole +/- 8 g^ ^~ fl*0 Ssi1* lit 85 80 75- 70- 65- 60- ^-"v Q-a Q4"^ 0 — - - : 5 — : __ - : — . 10 — - - _ . >,• -t 15 — _ - 20 — : "_ ; 25 — '• _ — in u .CO)CLO £_to •:J7 :/v• yv. Xx • ^X• />" // •;^X •:/X VxX VY- • /x : /^' X*" " -/x "• /^ ": •(: -; .-. ; v^•:/^ ^/> // "/^.x/ /v/, (A(U+-o 6 w 0. (0to Bag-1 @0'-5 1 2 3 4 5 6 7 8 9 10 11 S ft. Ref. or Datum See Geotechnical Map I »o 2 ^o^1-— (_ Q_ 20 U • 38 1 1Hnj 22 1nU1 4s iiH ffj 18 ffln 1 45 I1 HW 231 1 59 M 27 I 86/8" | - rt 85/10" -i- (/) S~\ f *| OJ Ua o 3^ca 107.7 111.6 103.9 20.0 94.4 £_~ 3-H1:cWQ, o"^n too 7.1 14.5 18.6 11.6 26.7 2 ^ • O^*C/) * &~ SM SM/SC sc SM/SC SM SM/SC M/SC GEOTECHNICAL DESCRIPTION Logged By \\T Sampled Ey AXT QUATERNARY ALLUVIUM (Oal) @ 0': Silty very fine SAND; dark brown, dry to moist, loose @ 3': Silty, fine SAND; dark brown to brown, dry to moist, medium dense, rootlets common throughout, few fine gravels @ 6': Silty fine to medium SAND; dark brown, moist, medium dense, slightly porous @ 8.5': Silty fine to medium SAND with clay; dark brown to reddish brown, moist, medium dense @ 11': Silty fine to medium SAND with clay; red-brown, moist, medium dense, slightly porous @ 13.5': Clayey fine to medium SAND; red-brown, moist, medium dense, slightly porous @ 16': Silty fine to medium SAND with clay; brown to red-brown, moist, medium dense, slightly porous @ 17.5': Silty fine- to coarse-grained SAND; red-brown, moist to wet, medium dense, possible perched groundwater condition @ 21': Silty fine- to coarse-grained SAND with gravel; brown, wet, medium dense @ 22.5': Silty fine SAND with clay; brown to red-brown, moist to wet, medium dense TERTIARY SANTIAGO FORMATION (Tsa) @ 25': Silty very fine SANDSTONE; dark brown to brown, moist, very dense. thin beds of silt visible @ 27.5': Ground water encountered @ 27.5': Silty very fine SANDSTONE dark brown to brown and orange-brown. ^ \ moist, very dense, few scattered subrounded gravels •05A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-l Date 11-18-99 Project Drilling Co. Hole Diameter 8 in. Elevation Top of Hole +/- 86 Cantarini Property F&C Drilling Drive Weight ft. Ref. or Datum 140 pounds Sheet 2 Project No. Type of Rig See Geotechnical Map of 2 4980160-001 Hollow-Stem Aug< Drop 30 ii .0^ 5$ 1- LU 55 50 45- 40- 35- 30- f!a£ 30 — 35 — 40 — - 45 — - 50 — - 55 — fin — o .CO)0.0(O-J ID wOJ+-o 6z 0) 0. toCO !§§0^ <QQJa. 31+• Ul/^CH-0) 0a Q.\-/31 Q MoistureContent (X)ui~ > u^_W 0 =0) GEOTECHNICAL DESCRIPTION Logged By AXT Sampled By AXT Total Depth = 28.4 Feet (hole left open approximately 3 hours) Ground Water Measured at 27.5 Feet at Time of Drilling Backfilled with Soil Cuttings on November 18, 1999 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-2 Date Project 11-18-99 Sheet 1 of 1 ct ng Co. Diameter ttion Top of Hole Sin. +/- 90 Cantarini Property F&C Drilling Drive Weight ft. Ref. or Datum 140 pounds Project No. Type of Rig See Geotechnical Map 4980160-001 Hollow-Stem Drop Augc 30 ii g^ '+%•oft ^.5w IU onyu RSO J 80- 75- 70- 65- fifl" £-1- O 5rOJiJ;Q^ - 5___ - 10 — 15 — - - 20 — 25 — 10 c XQftLU 0).0_l V ui014-oz o fllUI Q. C/) 1 1 2 ' • 5 I 6 - - - 4- in O 3°o— c. x\LL. ; 1 44 [". 1" 29 87 1 80i 314- C'?<u o Dv3 31£_ Q 108.7 119.2 113.1 0,8 = 4-± C.W<U °"c*- oO 8.6 11.1 13.5 * \f\ \f\ - _ ^5 * ^j LJ C/) O ""^CO SM SM/SC SM ~SM~~ GEOTECHNICAL DESCRIPTION Lagged By AXT Sampled By AXT QUATERNARY ALLUVIUM fOal) @ 0': Silty fine SAND; dark brown to brown, moist, loose @ 3': Silty fine to medium SAND; dark brown, moist, medium dense @ 5': Silty fine to medium SAND; brown, moist, medium dense, slightly porous @ 6': Silty fine to medium SAND with clay; brown to red-brown, moist, medium dense, slightly porous, few rootlets visible @ 7.5': Silty fine to medium SAND; brown to reddish brown, moist, very dense, slightly porous @ 10': Same as previous, slightly coarser grained @ 12.5': Silty fine to medium SAND; brown to orange-brown, moist, dense, 'v slightly clayey TERTIARY SANTIAGO FORMATION (Tsa> @ 16.5': Silty fine SANDSTONE, dark brown to brown and orange-brown, moist, very dense Total Depth = 16.5 Feet No Ground Water Encountered at Time of Drilling Backfilled with Soil Cuttings on November 18, 1999 505A(11/77)LEIGHTON & ASSOCIATES Date Project Drilling Co. Hole Diameter 11-18-99 GEOTECHNICAL BORING LOG B-3 Cantarini Property Sheet 1 of 2 Project No.4980160-001 F&C Drilling 8 in. Type of Rig Hollow-Stem Aug( Drive Weight 140 pounds Drop 30 ii Elevation Top of Hole +/- 85 ft. Ref. or Datum See Geotechnical Map c fl—^tu 85 80- 75- 70- 65 60- IV a"<Uc2_Q^ 0 — - 5 — — — 10 — ' 15 — - 20 — - " 25 — - - 10 c Ga CCI -•: /y Zx //// // ^ > :o>LOi_i i fe%> ^x /-}p1 >v iO> Vi%i% % (U•4-oz d 01 Q_ CO 1 1 2 I 3 h 4 1 5 | 6 I 7 n 8 I 9 I r 10 1 11 rL I gif —rn TT *\u_ '. 24 - 43 1 30 31 1 18 46 28 48 19 53/6" 100 .? (U Ua o. 31Ca 115.2 107.5 110.8 105.7 105.7 L^ 2+1 .- Q>•+- E Oo 10.2 15.7 17.6 19.8 2 18.3 ^ ^^ W /ft ~(j f ftU/ "^ — ^o3 SM SM/SC SC SM/SC SC SM/SC CL SM GEOTECHNICAL DESCRIPTION Logged By AXT Sampled By AXT QUATERNARY ALLUVIUM COal) @ 0': Silty fine SAND; dark brown, moist, loose @ 2.5': Silty fine- to medium-grained SAND; brown, moist, medium dense, some coarser grains, few scattered gravels @ 6': Silty, fine- to medium-grained SAND with clay; dark brown, moist, medium dense, scattered fine to medium subrounded gravels, slightly porous @ 7.5': Clayey fine to medium SAND; dark brown to brown and orange-brown, moist, medium dense, slightly porous @ 11': Silty fine SAND with clay; brown to orange-brown, moist, medium dense, slightly porous @ 12.5': Clayey fine to medium SAND; brown, moist, medium dense, slightly porous @ 16': Same as previous @ 17.5': Silfy fine to coarse SAND; brown to reddish brown, moist, medium dense, some zones of clayey sand, fine to medium gravels @ 20': Silty fine- to medium-grained SAND with clay; brown, moist, medium dense @ 22.5': Fine to medium sandy CLAY; brown, moist, very stiff @ 23': Ground water encountered TERTIARY SANTIAGO FORMATION fTsal @ 25': Silty fine SANDSTONE; orange-brown to gray and brown, moist, very dense @ 28': Silty fine to medium SANDSTONE; brown, moist, very dense 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-3 Date 11-18-99 Project Drilling Co. Hole Diameter 8 in. Elevation Top of Hole +/- 85 Cantarini Property F&C Drilling Drive Weight ft. Ref. or Datum 140 pounds Sheet 2 Project No. Type of Rig See Geotechnical Map of 2 4980160-001 Hollow-Stem Augc Drop 30 ii E 1 evat i on(feet)55 50 45- 40 35- 30- 9V Depth(feet)35 — 40 — 45 — 50 — 55 — fin — o £0)0.0<0_l tD Notes6 0) 0. (0CO §8 0^ <OQJa. 3>•t- lt\^c<+-flJ Ua a. S-*31 a MoistureContent (*)v>~ > o^_w '53a) GEOTECHNICAL DESCRIPTION Logged By AXT Sampled By AXT Total Depth = 29 Feet (hole left open approximately 3 hours) Ground Water Encountered at 23 Feet at Time of Drilling Backfilled with Soil Cuttings on November 18, 1999 505A(11/77)LEIGHTON & ASSOCIATES 11-18-99Date Project Drilling Co. Hole Diameter Elevation Top of Hole +/- 90 GEOTECHNICAL BORING LOG B-4 Cantarini Property Sheet 1 of 1 Project No. 4980160-001 F&C Drilling Sin.Drive Weight ft. Ref. or Datum 140 pounds Type of Rig Hollow-Stem Augi Drop 30 ii See Geotechnical Map g^ £? *<y —^ LU 85 80- 75. 70- 65- fft' 4_-*~ Q_ J"' Q),j!QS^ - - 5 — _ 10 — — 15 — - — 20 — - 25 — - in — L .CQrt C£ y/y r' -• j % _- 0)-O_i 9sy-//& y ^;^ •'. ^ ^% ^4, 01 4-oz O QJ Q. CO ' 2 , 3 1 4 | 5 1 fL6 n 7 1 8 n r 9 1 |Lr - +- 3|O — ^/%LL. r 28 55 1 36 61 25 63 27 92/9" +• C1*-01 Oa a 3,^ a 112.5 100.5 105.7 106.9 94.3 t.^ 3.j_ rt C ._ <" O"^ E OO 8.0 23.2 19.3 18.0 24.6 tfi ^^ Ifl *rt • C-) COZ • co~ SM sc SM/SC SM SM/SC CL SM/ML GEOTECHNICAL DESCRIPTION Logged By AXT Sampled By AXT QUATERNARY ALLUVIUM fOal) @ O1: Silty fine SAND; dark brown, moist, loose @ 3': Silty fine to medium SAND; dark brown to red-brown, moist, medium dense, rootlets common @ 6': Clayey fine to medium SAND; gray-brown to orange-brown, moist, medium dense @ 7.5': Silty fine to medium SAND with clay; brown, to orange-brown, moist. medium dense @ 10': Same as previous, few fine gravels @ 13.5': Silty fine SAND; brown, moist, medium dense, few fine to medium subrounded gravels, few shell fragments @ 15': Silty fine to medium SAND with clay; brown, moist, medium dense @ 17.5': Same as previous @ 20': Fine to medium sandy CLAY; brown, moist, very stiff, scattered organics TERTIARY SANTIAGO FORMATION fTsa) @ 23.6': Fine sandy SILTSTONE to silly SANDSTONE; brown to gray and \ orange, moist, very dense Total Depth = 24 Feet No Ground Water Encountered at Time of Drilling Backfilled with Soil Cuttings on November 18, 1999 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-5 Date Project 11-18-99 Sheet 1 of 1 ct ng Co. Diameter ition Top of Hole 8 in. +/- 89 Cantarini Property F&C Drilling Drive Weight ft. Ref. or Datum 140 pounds Project No. Type of Rig See Geotechnical Map 4980160-001 Hollow-Stem Augt Drop 30 ir c +1?*s>£JU3 UJ 85 80- •Jffj 70- 65- 60- £+- Q_ * (U(jf.Q^/ 0 — - - 5 — — 10 — 15 — — — 20 — - 25 — - in — c .cQ(t CT m.0_i // ii/% // I U)01 Oz d QJ Q_ CO 1 2 3 4 I Lr 5 1 4. 3 °o'"*"— . f\u_ - 24' . 1 56 1 34 76/10" 1 90/10" .? CH-OI UQ Q. -^(_ Q 116.1 119.6 <uS = 4-t;c"" 0) lc*- ou 11.6 7.6 J2 ^? •o^. * * o ^^CO SM/SC SM SM GEOTECHNICAL DESCRIPTION Logged By AXT Sampled By AXT QUATERNARY ALLUVIUM (Oal) @ 0': Silty fine SAND; dark brown, moist, loose @ 3': Silty fine SAND; dark brown, moist, medium dense, few fine subrounded gravels @ 6': Silty fine SAND with clay; dark brown to brown and orange-brown, moist, dense @ 8': Silty fine to medium SAND with gravel; brown to orange-brown, moist, dense, few zones of friable sand @ 10': Top of sample, same as previous TERTIARY SANTIAGO FORMATION <Tsa) @ 11": Bottom of sample: silty fine SANDSTONE; brown to orange-brown, moist, very dense @ 12.5': Silty fine to medium SANDSTONE; brown to orange, moist, very dense, well indurated, few calcium carbonate blebs Total Depth = 14 Feet No Ground Water Encountered at Time of Drilling Backfilled with Soil Cuttings on November 18, 1999 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-6 Date 11-18-99 Project Drilling Co. Hole Diameter 8 in. Elevation Top of Hole +/- 97 Cantarini Property F&C Drilling Drive Weight ft. Ref. or Datum 140 pounds Sheet 1 Project No. Type of Rig See Geotechnical Map of 1 4980160-001 Hollow-Stem Augc Drop 30 ir c •^"QJ«8>«2a£ LU 95 90 85- 80- 70- 4— j~ fi Jn QJ/TQ^ 0 — - - - 5 — - - 10 — - i < —ID - 20 — 25 — - 10 U !EQa ca "T' . . i . :-; • 0).0_l -;. ;- . • -y/// %'& /yf-^ <U Oz o w £ rtl<U(/) 1 2 3 4 5 [r -i- 3° O^ Au_ ~ 1 25 1 1 16 I\ \ 35 ] 32 99 11 -i- c£<U Ua Q. £_ Q 84.8 115.0 103.5 «uS 4—"i~ ^ " (U °^^- oo 15.2 15.8 21.5 &__ * CJ * — • co^ SM SM-SP SM/SC SM/ML GEOTECHNICAL DESCRIPTION Logged By AXT Sampled By AXT QUATERNARY ALLUVIUM (Oal) @ 0': Silty fine SAND; brown, moist @ 3': Silty fine to medium SAND; brown to orange and light brown, moist, medium dense, slightly porous @ 5': Silty fine to medium SAND; dark brown, moist, medium dense, slightly porous @ 6': Fine to medium SAND; brown, moist, medium dense, poorly graded @ 8': Silty fine to medium SAND with clay; gray-brown to brown, moist, medium dense @ 10': Silty fine to medium SAND with clay; gray -brown to orange, moist. medium dense, few calcium carbonate blebs TERTIARY SANTIAGO FORMATION fTsa) @ 13': Silty fine SANDSTONE to fine sandy SILTSTONE; orange-brown to \ brown, moist, some manganese blebs Total Depth = 13.5 Feet No Ground Water Encountered at Time of Drilling Backfilled with Soil Cuttings on November 18, 1999 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-7 Date Project 11-18-99 Sheet 1 of 1 ct ng Co. Diameter 8 in. tion Top of Hole +/- Cantarini Property F&C Drilling Drive Weight ft. Ref. or Datum 140 pounds Project No. Type of Rig See Geotechnical Map 4980160-001 Hollow-Stem Auge Drop 30 in c •*•"£>^j—^ UJ ^ rtln HI<U<Jl QS^ - - 5 — - 10 — 15 — - 20 — 25 — in — c £.Qac.CE . — " 0).0_J I1, yy %x/ %x x^ .'f <U oz oz Atw Q. fli'UCO Bag-2 @0'-5' 1 2 3 P 4 5 [ -f- 3 1o £_ f\Ll_ ; 1 21 1 38 1 49 1 f 41 . . 1 66 -i- ifl/-*C1*-(U Ua a j,^c. Q 109.4 115.0 110.1 .8^i-^^ r.JH Q) O"^ OCJ 7.7 14.4 7.4 ui^ — * O CO~ • co^ SM SM/SC ~S~M~ ~ GEOTECHNICAL DESCRIPTION Logged By AXT Sampled By AXT QUATERNARY ALLUVIUM Oal) @ 0': Silty fine SAND; dark brown, moist, loose @ 3': Silty fine to medium SAND; dark brown, moist, medium dense, slightly porous, few organics @ 5': Same as previous, slightly clayey @ 8.5': Silty fine to medium SAND with clay and gravel; brown to dark brown, moist, medium dense, slightly porous, 1/2-1" subrounded gravels in cuttings @ 10': Silty fine SAND with clay; brown to orange-brown, moist, medium dense, scattered fine to medium subangular gravels, few manganese blebs, slightly porous @ 12.5': Top of sample, same as previous TERTIARY SANTIAGO FORMATION fTsal@ 13.5': Bottom of sample: silty fine to medium SAND; orange-brown, moist, dense, well indurated Total Depth = 15 Feet No Ground Water Encountered at Time of Drilling Backfilled with Soil Cuttings on November 18, 1999 505A<11/77)LEIGHTON & ASSOCIATES I i f i I i I I i iiiii I i LOG OF TRENCH NO.: T-l Ul0 1 _A o COo 1-<D c5'3- o 3 CO COoo5'*•* CDCO Project h Project 1* Equipment GEOLOGIC ATTITUDES lame: Bentlev/Cantarini Loqqed bv: KBC umber: 4980160-001 Elevation: 135' JD 710 Backhoe Location: See Geotechnical Mao DATE:6/26/98 DESCRIPTION: TOPSOIL A @ 0-0.5': Brown, moist, stiff, fine to medium sandy clay TERTIARY SANTIAGO FORMATION B @ 0.5 '-5.5': Yellow-brown and off-white, damp, dense to very dense, silty, fine sandstone; orange-brown and maroon lenses common GEOLOGIC UNIT Topsoi 1 Tsa ENGINEERING PROPERTIES uses CL SM Sample No. Moist.Density (pcf) GRAPHIC REPRESENTATION SCALE: I" =5' SURFACE SLOPE: 0° TREND: N40°E _ I 1 1— 1 — 1 — 1 — r • - l it i Ii Ii - / "V T r "i '1 Vj 1 1 .•'!' ' 1 rT '1 ' '. i . .1 i i :T:f'T-l:7.1.1 i.i/l l i ii i i i I ii i l i iii • — i — i — i — TOTAL DEPTH AT 5.5' NO GROUND WATER ENCOUNTERED AT TIME OF DRILLING BACKFIIIFD: 6/?fi/QR H t l I i t i I 1 I I I i ! 1 I i LOG OF TRENCH NO.: T-12 Project Name: Cantarini Property KBC Project Number: 4980160-001 Equipment: JD710 Logged by:. Elevation: 148 Feet Location: See Geotechnical Mao GEOLOGIC ATTITUDES DATE: 11/15/99 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES uses Sample No. Moist.Density (pcf) TOPSOIL A @ 0-3.5': Silty fine to medium SAND; brown, dry to damp, loose, large pores common, rootlets common QUATERNARY COLLUVIUM/WEATHERED BEDROCK B @ 3'-9': Clayey SAND; greenish gray, orange-brown iron-oxide staining common, moist, medium dense TERTIARY SANTIAGO FORMATION C @ 9'-14': Silty fine SANDSTONE; greenish gray, damp, dense to very dense @ 14': Practical refusal SM Qcol SC Tsa SM GRAPHIC REPRESENTATION URFACE SLOPE: 108S TREND: N5°WSCALE: 1" = 5 TOTAL DEPTH AT 14 FEETJ NO GROUND WATER ENCOUNTERED BACKFILLED: 11/15/99 i i i i i a I 1 l i t i !f l I I I f i i LOG OF TRENCH NO.: T-13 Project Name: Cantarini Property KBC Project Number: 4980160-001 Equipment: JD710 Logged by:. Elevati on: Location: See Geotechnical Map 150 Feet GEOLOGIC ATTITUDES DATE: 11/15/99 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES uses Sample No. Moist.Density (pcf) TOPSOIL A @ 0-2.5': Clayey fine to medium SAND; brown, damp, medium dense, fine to medium pores common, rootlets common B @ 2.5'-3.5': Fine to medium SAND; brown, damp loose to medium dense, abundant large pores, friable TERTIARY SANTIAGO FORMATION C @ 3.5'-13.5': Fine to medium SANDSTONE; light orange-brown, damp, dense to very dense, approximately horizontally bedded, cross-bedding common SC SM Tsa SM GRAPHIC REPRESENTATION SCALE: 1" = 5 SURFACE SLOPE: 5°W TREND: N15°E TOTAL DEPTH AT 13.5 FT NO GROUND WATER ENCOUNTERED BACKFILLED: 11/15/99 ti.ti i i i i I i i i ! r ! f ' *i i i LOG OF TRENCH NO.: T-21 01o Pro.iect Name: Cantarini Prooertv Project Number: 4980160-001 Equipment: JD710 GEOLOGIC ATTITUDES . * Loqaed bv: KBC Elevation: 92 Feet Location: See Geotechnical Mao DATE: 11/16/99 DESCRIPTION: QUATERNARY COLLUVIUM A @ 0-3.5': Clayey SAND; light brown, damp to moist, medium, scattered gravel, medium pores common, rootlets B @ 3.5'-4 common .5': Medium SAND; brown, dry, loose, abundant medium to large pores, friable C @ 4.5'-6 D @ 6' -9' : E 9 9' -17. ': Clayey SAND; light brown, damp to moist, medium, medium pores common Sandy CLAY; dark brown, moist, stiff 5': Fine to coarse SAND; yellow-brown, moist, 1oose to medium dense, scattered cobble 0 17.5': GRAPHIC REPRESENTATION _ - Exceeded reach of backhoe SCALE: 1", , . — - vf ' ; '-' ''• - 5' : - . ' ' • • ® /''•'•• ' .J— QlL^-— SURF/ l-^Mnif. \ ^ . ' . '•• ^: . i -^~~-{ GEOLOGIC UNIT Qcol ENGINEERING PROPERTIES uses SC SM SC CL SM Sample No. Moist. W i£E SLOPE: 2-3°S TREND: N10°E ' J-T; Density (pcf) - i i I i i i I i 1 I I i I f ? !1 i LOG OF TRENCH NO.: 7-25 Project Name: Cantarini Property KBC Project Number: 4980160-001 Equipment: JD710 Logged by:. Elevation:. Location: See Geotechnical Map 140 Feet GEOLOGIC ATTITUDES DATE: 11/16/99 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES uses Sample No. Moist.Density (pcf) B:N35°W, 12'SW TOPSOIL A @ 0-0.5': Silty fine SAND; brown, damp, loose, rootlets common TERTIARY SANTIAGO FORMATION B @ 0.5'-3': Fine to coarse SANDSTONE; yellow-brown and gray, damp, dense, bedding common Tsa SM SM GRAPHIC REPRESENTATION SCALE: 1" = 5'SURFACE SLOPE: 3-5'W TREND: N55°E TOTAL DEPTH AT 3 FEET - NO GROUND WATER ENCOUNTERED BACKFILLED: 11/16/99 — - *tf z a. Ul Q — 1- — 3L 4- — 5- 6- - 8- - 1- 2- 3- UJo. X AMPLE(A BAG X x zo < _l 0 0 "•w „ (A< O SM SM/ SC SM/ SP SM SM/ SC SM TRENCH NUMBER 25 ELEVATION DESCRIPTION Dark Brown SILTY SAND With Organics (Alluvium) Red Brown CLAYEY SILTY SAND, Porous T Table Red Brown Slightly SILTY SAND With Rocks ECONOMIC REFUSAL CONTACT WITH DECOMPOSED GRANITE? TRENCH NUMBER 26 Red Brown SILTY SAND (Topsoil) Red Brown CLAYEY SILTY SAND Grading Into SILTY SAND (Decomposed Granitic Rock) TRENCH ENDED AT 3.5' yA-L SOUTHERN CALIFORNIA THrr SOIL * TESTING,INC. K ui z CCui 5 < CO & O < Z Humid — Wet Wet To Saturated Saturated Saturated Humid Moist >- ^*- ° £z z _ Ul Ul CO < « Ul OL n 0 u Loose Loose Loose To Medium Dense Loose To Medium Dense Loose Medium vDense Dense £••toz c0 v^ c3 H W Ul I « * Ou _ zUl o — K 52 s 1 - - - - - - - - ™ . — - — - ^™ .SUBSURFACE EXPLORATION LOG LOGGED BY: 1LJJn JOB NUMBEfl:8621081 DATE LOGGED:5-15-fifi Plate No 41 J z a. UJo 1 - - 2 - 3 - 4 - - 5fj 7 - 8 - 9 - 10- 11- 12- UJa. H UJ a.Z V) - BAG zo p _l O 0 ^ V> </) < -Jo SM BORING NUMBER 4 ELEVATION DESCR IPTION Red Brown SILTY SAND (Decomposed Granitic Rock . — ~— Light Brown REFUSAL AT 13' K UJz tc Ul D K 1- < W 0. - Q. O < Z Humid ^ Ul {Jj W < - UJ Q- CO Q °- Z * O Qo Med i urn ^ Dense V Dense z • 2 o •= HZ10 < < 0 « 1- -H W —Uj - \ z (A « IU Ul S Q. c _ ™ ^ (A Z UJ Ca ua K Q uj a*. a: ~ H Z (/) UJ s O O — UJ Z > 0 K K < 0 uj a. K 2 0/\ . - . - - . - - - •• - - - - - — yV SOUTHERN CALIFORNIA XTn' SOIL &TESTING, INC. SUBSURFACE EX LOGGED BY: JH JOB NUMBER: fifi?inR1 PLORATION LOG DATE LOGGED: 5-5-86 Plate Nn. 9 ^ ^ , CT X / H- Ul Q Ulo. H UJ 0.z n M JCK? JBCKHBAG 4 J5CK 6 J •JCK 8_ - zo H o 0 ^w J^ V) O SC CL SM TRENCH NUMBER 1-5 ELEVATION 149' DESCRIPTION TOPSOIL, Dark Brown, SANDY CLAY TO CLAYEY SAND LUSARDI FORMATION, Tan With Rust and Brown Mottling, SILTY SAND z aUl = < OT a! O < SE Dry Moist Moist * Z z —UJ IU </) < <n ui GL 0) ° < S SO Loose Medium Dense to Very Dense i- z Ul — a <r Ul „ D H- 1- 2 — (—o zS 0o If. ui o — H 1- O< < ill ^„ 2a 0o "— _ Bottom at 7' TRENCH NUMBER 1-6 ELEVATION 105' JCK •> _j V /"PICKHBAG 4 Lj 6 J HBAG 1(jL LlBAG Ivar 14_ — \ SM/ SC SM SM SC ML ML TOPSOIL, Brown to Dark Brown, CLAYEY SILTY SAND TO SILTY SAND ALLUVIUM, Gray Brown, CLAYEY SAND Rust-Yellow Mottling, SANDY SILTY (REWORKED) LUSARDI FORMATION, Gray with Yellow Mottling, FINE SANDY SILT (SILTSTONE) Humid Very Moist Very Moist Very Moist Moist Loose Medium Dense Stiff Hard _ _ "• — — — — — ^M Bottom at 13' " /V SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG <«&> Cn«, ATPCT!Mn|!H^ LOGGED BV. Rp DATE LOGGED: 6.29.88 ^4r JOB NUMBER: 8821121 Plate No. 13 ft H»i ~~C . rat m> BW JMU am « fWV «M' *-•< «*.** «,, a. Ula 2 - — 4 - 6 - — 8- - 10-_ 12- — - o~ <*»»» «... *,„ .,-, Ul 0. H- Ul o. (/> zo < _l 0 o ^ W w _i 0 SM SM SM/ SC SM TRENCH NUMBER 1-11 ELEVATION HQ> DESCRIPTION TOPSOIL, Brown to Dark Brown, SILTY SAND ALLUVIUM, Medium Brown, SILTY SAND WITH CLAY BINDER Rust Brown H yj z ec < w CL O < 2E Dry/ Humid Very Moist Medium Dense Very Moist z z tui ui co < « S 5 S K O Loose Loose Loose Medium Dense h- (0zUl -a " O Bottom at 10.5 Feet Formational Not Encountered TRENCH NUMBER 1-12 ELEVATION 134' • CK 2L| BAG 4 i JIB PiV R*J rv Wl * I 10 H-». 1 S CK Ml •m ;_ 1 CL CL/ SC CL & SM FILL TO 6 FEET, Dark Gray, SANDY CLAY Brown Gray, VERY SANDY CLAY LUSARDI FORMATION, Tan Brown with White Mottling, Alternating Layes of SANDY CLAY AND SILTY SAND ~ Humid/ Moist Moist Moist/ Very Moist Med i urn Stiff Medium Stiff Very Stiff to Dense ; - tc.3 H H Z(0 Ul 5 zz oo — z Ul o — H < °-I ? tu 2 oo — _ — — — - — '— , MB - — ^mm — — — — ^. • •^* Bottom at 12' — S\ SOUTH«M rA,IFARH,A SUBSURFACE EXPLORATION LOG*"" ^.m t\ — '. XW^ SOIL & TESTING mn. LOGGEDBY: RF •HI ^^ JOB NUMBE'R: 8821121 DATE LOGGED: 6-30-88 Plate No. 16 — ^~— . I1— 0. UJo 2 - 4 - «•_ — - 12- 14- * —| - 18- 20- — 22- 24- t _ | 28- O. 1- Ul Q. E CO BAG IUS US IUS US zo t— -I O 0 "- CO CO CO _lo SM SM SM jr~ SM SM/ SC SC BORING NUMBERB1-1 ELEVATION 73. o' DESCRIPTION ALLUVIUM, Medium Brown, SILTY FINE TO MEDIUM SAND, Porous Dark Brown, Slightly Porous Medium to Dark Brown (Two hours after drilling) Medium Brown Medium Brown, CLAYEY SILTY SAND Light Brown to Tan, CLAYEY SAND t- Ulz cc ui ncc ^- < coO. — Q. O < 2 Humid Moist. Moist Moist/ Wet Satur- ated Satur- ated Satur- ated > Z I,. —ui J; coK co z< — UJa co Qa z*^ o o ° Loose Loose to Medium Dense Very Loose Loose z « o S ? HZ10 < < 0 OC 1- ^ 1- CO — y CO « UJ |" * Q. c — 10 13 6 9 (- COz UJ Za oa>- — cc Q 113.0 97.7 — a ~ 3 1- 1- Z CO Ul— 1- 5 § O 11.3 25.8 UJ Z> o < 0-1 < ui a. OC *c 0o - - - - — _ - - _ - _ - I — _ - " y\ SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG V=r=y SOU fcTESTIMrt iwr LOGGED BY: JH DATE LOGGED: 6-29-88 JOB NUMBER: 8821121 Plate No. 3 — — .1 i_ ( ' , ' a •• in.* ,, mi MHI •1 MR« •I •II .. «M» Q 32- UJCL H UJ _l 0. 5 CO J 36*1 38- 40- 42- — *4- 46- - 48- 50- 52- — 54- * _^ r 1 — us zo J- _i O o "• CO /A CO _Jo sc SM SM SM BORING NUMBER81-1 ELEVAT.ON Continued DESCR IPTION ALLUVIUM, Light Brown to Tan, CLAYEY SAND Gray Tan, SILTY SAND, Firmer Drilling at 33' Gravel at 38' Gray Tan, SILTY FINE TO MEDIUM SAND, With Slight Clay Binder and with Gravel Slower Drilling • Dark Gray, SILTY SAND Bottom at 56' Formational Soils not Reached 1- Ul Z OC CC H- < CO Q. — Q. O< s Satur- ated Satur- ated Satur- ated Satur- ated Satur- ated £ z £z _ UJ W CO= £2< — UJa co Q °- z < o §o w Loose Medium tDense Medium Dense Medium Dense to Dense Medium Dense z * 2 S £t- z "° < < o 1- CO — _ CO «> UJ W * Q. K 5 26 16 28 H COz UJ »- Q oa cr Q 99.1 UJ i& oc H Z </) UJ 0 Z 2 0 O 24.7 4« UJ Z > O H t- < 0 — ' <uj a.cr 5 0 O — - - - — _ - - - - - - — - - yV SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG X=T=X SOIL* ATESTING INC LOGGED BY: JH DATE LOGGED: 6-29-88 ' JOB NUMBER: 8821121 Plate No. 4 ~ _. I Q. Ill Q 9 -c. 4 - •; 8 - 10- UJa. t- LU a. 2 co BAG US 11 us 12Lc~ - 14- 16- JLo^ 20- 22- - OVI24- — 2% • . ^^ IIS31 •••""•• z 0 _J O 0 "-co v>co _i o SM SM/ SC SC V SC SC ML BORING NUMBERBl-2 ELEVATION 74' DESCRIPTION ALLUVIUM, Medium Brown, SILTY SAND Dark Brown to Gray Brown, CLAYEY SILTY SAND CLAYEY SAND ( Measured after auger removed) Medium Brown, CLAYEY MEDIUM TO COARSE SAND, Porous Medium Brown, CLAYEY SAND (8" to 12" Layer of Gravel at 21.5') POSSIBLE SANTIAGO FORMATION, Yellow Brown, SANDY SILT Break in Log Bottom at 31' H UJ Z CC CC H < COo. — Q. O < 2 Humid Humid Moist Satur- ated Satur- ated/ Wet Moist/ Wet 0 >. iii *~iij e/\i— </>< — UJ O. CO OQ. 2 0 ° Loose Loose Medium Dense Loose/ Medium Dense Medium Dense Med i urn Dense/ Dense Z Ul •>0 o r K Z -° < < ooc t- _; 1- CO — {/) OT UJ U * Q. ^ 5 19 10 17 50/4" V1- 40ZUJ Z Q oa>-tro 112.3 111.2 110.0 108.7 UJ »* cc 3 H- t- z CO UJ— t_ 0 Zs O O 14.5 17.9 18.0 : 18.3 > o K 1- < 0 — ' <uj a. cc 2 O O - - _.__ ^ ^. - - - — - — y\ SOUTHERN CALIFORNIA SUBSUR FACE E XPLORATION LOG X=T^y soil ATESTIMP, INH LOGGED BY: JH DATE LOGGED: 6-29-88 JOB NUMBER: 8821121 Plato Nn . 5 _ X »- 111 Q ~ L D 10 c 20 i - 25- 01 a. t- 01 OL 2 •< BAG UDS UDS BAG UDS ro _l O o LL CO (/) to o SM/ SC ML SM SM BORING NUMBER EB-S E LEV AT IO N DESCR IPTION Brown, SILTY to CLAYEY SAND Light Brown to Tan, VERY CLAYEY SILT (PRE-QUATERNARY SEDIMENTS Reddish Light Brown, VERY SILTY SAND Layer Gravel from 12 ft. to 14 ft. Brown, SLIGHTLY SILTY FINE to COARSE SAND Rusty Brown Very Difficult to Drill y\ SOUTHERN CALIFORNIA N^nX SOIL ^TESTING, INC. 1- UJz oc UJ ID OC 1- < CO OL — OL O < 5 Humid Humid ) >-2tuj —UJ tO<r [T z < _ UJ o- to Q °- Z ^ Oo ° Loose/ Medium Dense Dense Very Stiff Very Stiff/ Very Dense z uj :2 o - 1- Z ^ < < 0ac H _;t- to — uj — ^ Z *" "... Ul J Q. — XI 50 34 40 H to Z 111 — Q 0 Q. ^_ — cr Q 99.0 106.7 u, ^ tr (_ Z to uj — i-o z 5 Oo 8.4 5.3 UJ Z > 0 t- 1- < 0-J <01 OL 0 O — - - _ - ^ SUBSURFACE EXPLORATION LOG LOGGED BY: RF DATE LOGGED: 3-09-8' JOB NUMBER: 8821126 Plate No. 10 II '•Bff - _ )— Q. Ul Q - 1 - 2 3 4 5 . 6 7_ 8- 10! 1? i_: a y— UJ 5 ** CK CK BAG CK zo H- 0 *± 00 coCO _Jo SM/ SC SM CL SM TRENCH NUMBERED! ELEVATION DESCRIPTION Brown, SILTY to CLAYEY SAND (TOPSOIL) Tan, SILTY SAND With Trace of CLAY (ALLUVIUM) Light Grey-Brown, Mottled, SILTY to SAND CLAY Tan to Tannish Grey, Inter- bedded SILTY SAND With Lens of CLAYEY SILT *- Bottom H UJ *• cc c ^ < COa. —a O < 5 Humid Humid/ Hoist Moist/Wet Hoist/Wet •• o *~H z H ui "J co en z < _ w < o g 0 Loose Stiff /Very Stiff Medium Dense CO UJ — Q a cc Q UJ ^ CCo i-1- z to "J 5 0 u 5 z H O o - - >^5v SOUTHERN CALIFORNIA N^TT SOIL & TESTING, INC. SUBSURFACE EXPLORATION LO LOGGED BY: RF DATE LOGGED: 7.98- JOB NUMBER: 8821126 Plate No. 20 I I JJ g I d| 4 nl — —- —h- °-UJc — - 1- 2 _ 3 _ ~ 4 LU C. j_ LU —1 0. 5 ^CO • CK 5 L\ Li 6L 7 _ 'i 9 _ 10. — 11 — 12 BAG CK zo *~<- r! - o "• 00 co CO <f _1(J SM/ SC SM/ CL SC SK TRENCH NUMBERCT-S ELEVATION DESCRIPTION Dark Brown, SILTY to CLAYEY SAND (TOPSOIL) Dark Brown, SANDY CLAY to CLAYEY SAND (ALLUVIUM) Mottled Light Brown to Med- ium Brown Light Brown, VERY SILTY SAND Tan Brown, SILTY FINE to COARSE SAND Bottom I- UJ 2 ocLU -, < CO Q. — CL O < 5 Humid/ Moist Humid Moist Humid o •"" z z _ LU ^ CO CC K 2< "> LU n ,„ OCl- CO < Z a O oo Loose/ Medium Dense Medium Dense/ Medium Stiff Loose/ Medium Dense Medium Dense/ Dense 1— CO UJ — a a cc Q 108.1 111.0 iu ^ Q^ H 2co ^ ~r &~z ^ Oo 1409 12.4 - 2 LU Q > ~ 1- C ** «5-1 a K ^C >/\ SOUTHERN CALIFORNIA ^rTr SOIL & TESTING, INC. SUBSURFACE EXPLORATION L LOGGED BY: RF DATE LOGGED: 2-27 JOB NUMBE-R: 8821126 Plate No. 24 J J J J I J J J J ~ - >— UJ Q 1 2 7 4 5 i eL 7 - 8- 9 _ 1Q_ n" 12, UJ c. H- UJ __) Q_ CK BAG o _1 ° 0 ± 01 COCO _i O SM/ SC CL/ SC SC ML/ SM SM/ SC TRENCH NUMBER ET-7 ELEVATION DESCRIPTION Dark Brown, SILTY to CLAYEY SAND (TOPSOIL) Dark Brown, SANDY to SILTY CLAY (SUBSOIL) Mottled Tan to Brown, VERY CLAYEY SAND (ALLUVIUM) Pale Light Grey, Layer of CLAYEY SILT With FINE SAND Tan, SILTY SAND to CLAYEY SAND Bottom t- UJ UJ _, <x >_ < CO 0. — Q. O < 2 Humid Moist Moist Humid/ Moist K 0 £ ui u-1 co < ^ UJ d- CO ^ < o oo Loose/ Medium Dense Medium Stiff/ Medium Dense Medium Dense Medium Stiff Medium Dense £ CO 2 _ Q a tr UJ fl a: t- z CO W_^ ^ 2 O u 1> ^UJ £ Cc /Q\ SOUTHERN CALIFORNIA ^3? SOIL & TESTINGjINC. SUBSURFACE EXPLORATION 1 LOGGED BY: RF DATE LOGGED: 2_2 JOB NUMBER: 8821126 Plate No. 26 — I a Q - - 1 - 2 1 01 Q. >— 01 2 < • CK " 3 — 4 - BAG 5JCK 6 - 7/ — 8 - 9 - ro h- o </> 0) (/> _, U SM SC ML CL/ CH TRENCH NUMBER ET-11 ELEVATION DESCRIPTION Dark Brown, SILTY SAND (TOPSOIL) Dark Brown, CLAYEY SAND (SUBSOIL) Rusty Pale Greenish Light Tan, SANDY CLAYEY SILTSTONE (SANTIAGO FORMATION) Rusty Grey-Green, CLAYSTONE Bottom I- UJz ccUJ _, < c/3Q. — CL O < 2 Humid/ Moist Moist Moist Moist H « t 2 2 L UJ UJ OT OC *~ 2 < "> UJ Q. w 0 O Loose/ Medium Dense Medium Dense Hard Hard >-i- 00 2 UJ — cc Q UJ fi CC 3 H (_ 2 5 0 U 2UJ o I- O -> a. c ^o - ~" - - - - y\ SOUTHER- rA.,Fo»y.A SUBSURFACE EXPLORATION LOG ^"^^^ SOU JL LOGGED BY: jnn DATE LOGGED: 2_2g-89 ^^ JOB NUMBER: _-. J J j J r J * l" — ; r Q. UJ Q n - 0 - 3 - 6_ 7 H r •- 9L UJ > j— UJ 1 CK BAG I CK ml • _ z 0 o t co —Io SM \ CL \ ^^^ SM SM TRENCH NUMBER ET- U, ELEVATiCN DESCRIPTION Dark Brown, SILTY SAND (TOPSOIL) Dark Brown, SANDY CLAY (SUBSOIL) Rusty, Light Brown to Tan, SILTY FINE to COARSE SAND- STONE Over-Consolidated (PRE-QUATERNARY SEDIMENTS) Dark Grey Brown, SILTY SAND- STONE With Specks of Charcol (PRE-QUATERNARY SEDIMENTS) Bottom H UJz cUJ _, < co Q. — o. 0 < 2 Humid Humid/ Moist Humid Humid H- ° *" Z Z -uj "J co a: ^ Z < « UJ Q- I/) Q < £ C^ 0 o O Loose Stiff Very Dense Very Dense i- co UJ — 0 £ Q 108.4 110.7 tr t- z CO UJ ~z.2 oo 7.1 16.7 = - Zui c H C -1 Q UJ 3 tt C /Q\ SOUTHERN CALIFORNIA NTTr SOIL & TESTING, INC. SUBSURFACE EXPLORATION L LOGGED BY: ]RR DATE LOGGED: 2_2[ JOB NUMBER: -, r8821126 Plate No. 35 iit"~~*jH H _ c 0 - - 1 _ oL. — 3 UJa UJ_j 5 ** i zo 1- -j y 0 ^ <_J u SM CL/ SC CL , ~— — — \ \VM 1 - — \ \\ TRENCH NUMBERET-22 ELEVATlCfM DESCRIPTION Brown, SILTY SAND (TOPSOIL) Mottled Rusty Brown, CLAY- SAND to SANDY CLAY (COLLUVIUM) Olive Green and Rusty Brown, SANDY SILTY CLAY Weathered Claystones (SANTIAGO FORMATION) Appears Disturbed (Qls?) Light Grey to Light Rusty Tan, WELL CEMENTED SILTY SANDSTONE (SANTIAGO FORMATION) Refusal Bottom H Ulz ccUl -j < COa — Q. O < 2 Humid Humid Moist Dry/Humid O "*" 2 z -ui "J co tt K 2 < "l Ul Q- co Q < Z Ko ou Loose Medium Dense/ Medium Stiff Medium Stiff Very Dense CO Ul — Q a cc cc CO UJ O _2 2 0 CJ *2 ui o 1- CJ -> a. CJ >^y SOUTHERN CALIFORNIA NT^ SOIL & TESTING, INC. SUBSURFACE EXPLORATION LC LOGGED BY: RF DATE LOGGED: 4_Q5. JOB NUMBER: 8821126 pute No. 41 — •£ t- Q. UJ Q 0 - - 1 - 2 - 3 - _ 4 - 5 _ - 7 8 _ __ - • Ulc.. C- 5 ** zo t- d -o u- <" CO _j O SM/ SC CL CL/ SC CL \ \ VCL \ \ ' ^\ \ \ \ \\ \ TRENCH NUMBERET-23 jr ; = VATIC N DESCRIPTION Brown, SILTY to CLAYEY SAND (TOPSOIL) Brown, SANDY CLAY (SUBSOIL) Mottled Rusty Tan-Brown and Light Grey, SANDY CLAY to CLAYEY SAND (COLLUVIUM) Appears to be Mixed Soils Contact Dips 10-12 Degrees to the West Pale Olive Green, SILTY CLAYSTONE, With Shear Planes (SANTIAGO FORMATION) Contact Dips 5-6 Degrees to the Southwest Mottled Pale Olive Green, SILTY CLAY, Appears to be SLIDE DEBRIS (Qls) (SANTIAGO FORMATION) Contact Dips 5-6 Degrees to the South to Southwest Light Grey, SILTY SANDSTONE (SANTIAGO FORMATION) Bottom ^ UJz crUJ -, < COQ. — 0. 0 < 2 Humid Humid/ Moist Humid Moist Moist Humid/ LU UJ CO cc £ z a (rt Q °" z a; u Loose Medium Stiff Medium Stiff Medium Stiff Medium Stiff Very Dense >t- co LU - Q_ >- CC cc3 t-t- z 5 o (J 2 Ul o _ h- 1- (J **— ' a. UJ ^ o — t ! — •* ~ — - ~ — _ - — - — - - /V «n,,TM,rRH ^, ,F«RHIA SUBSURFACE EXPLORATION LOG c.SiX LOGGED BY: nc DATE LOGGED: A_n5_8g X*r? soil, * TF£TINCi,INC. JOB NUMBER: 8821126 plate No> 42 Date Excavated: Equipment: LOG OF TEST TRENCH NUMBER Tl 10/2/98 Logged by:MF DACKHOE Surface Elevation(ft):122.0 Project Manager: DBA Depth to Water(ft): (( K 'H <IX,W iQ C •P - in i%^ m - - ~ 15 ~: . - j DJ J SUMMARY OF SUBSURFACE CONDITIONS5 *i3 / TOPSOIL - Brown, Humid, Loose, CLAYEY SILTY SAND (SM/SC) '/•/. SUBSOIL- Brown, Moist, Medium Dense, Very CLAYEY SAND SANTIAGO FORMATION - Pale Green, Moist, Stiff, CLAYEY SANDY SILT (ML) ^ Dark Green, Moist, Stiff, SANDY CLAY (CL), Moderately %P Fractured, Waxy Parting Surfaces, Discontinuous Lens n Pale Green, Moist, Stiff, CLAYEY SANDY SILT (ML) Contact Dips 7 Degrees/250 ; Gray, Humid, Dense, SILTY SAND (SM) -.-'•.• TRENCH ENDED @ 16 FT. SAMPLES Q fllmoi Hoo nzJ-> CK "*) DCQ g- — 'W DHoo OS H ^H 2 Dv>_ rv^ u Q -£; >, &.O f£ ^ m £ J (- SOUTHERN CALIFORNIA Pr°Ject Name: SOIL & TESTING, INC. RANCHO CARLSBAD Project No. 9811280.1 Plate No 12 Date Excavated: Equipment: . LOG OF TEST TRENCH NUMBER T2 10/2/98 Logged by:MF BACKHOE Surface Elevation(ft):104.0 Project Manager: _ Depth to Water(ft): DBA £ KH WQ - 5 - - 10 - - 15 - OO O Xa, •^ &O /•/// V/7/ || 1 if 1i SUMMARY OF SUBSURFACE CONDITIONS TOPSOIL - Brown, Humid, Loose, SILTY SAND (SM) SUBSOIL - Dark Orange-Brown, Moist, Medium Dense, CLAYEY SILTY SAND (SC/SM) TERRACE DEPOSITS - Brown to Gray to Rust Mottled, Moist, Medium Dense to Dense, CLAYEY SILTY SAND (SM/SC), Moderately Weathered, Some Caliche Dark Orange, Moist, Medium Dense to Dense, CLAYEY SILTY SAND (SC/SM), some Gravel Gray to Orange, CLAYEY SILTY SAND (SC/SM) Dark Orange, CLAYEY SILTY SAND (SC/SM), with Gravel TRENCH ENDED ® 17 FT. SAMPUIS C COc4 pj GO*•—<1- Z P ^£_: DQ g- Woi Hoo OS H H2 ^^ ^~N0^ oQ >3 >. O oi ,O (.pf^ r < iJ E SOUTHERN CALIFORNIA SOIL & TESTING, INC. Project Name: RANCHO CARLSBAD Project No. 9811280.1 Plate Nc 13 -I Date Excavated: Equipment: BACKHOE LOG OF TEST TRENCH NUMBER T8 10/2/98 Logged by:MF Surface Elevation(ft):103.0 Project Manager: _ Depth to Water(ft): DBA sf. f 1 pgt <£ Cu Q - 5 - 10 - 15 - _ - O0 o5o< V,// '%n ':' /, t % S/ '// %m '/' SUMMARY OF SUBSURFACE CONDITIONS TOPSOIL - Dark Gray Brown, Dry to Humid, Medium Dense, Very CLAYEY SAND (SC) SUBSOIL - Dark Gray Brown, Humid, Very Stiff, SANDY CLAY (CL), Gradational Contact SANTIAGO FORMATION - Gray to Rust.Mottled, Humid, Dense, SILTY SAND (SM), Well Cemented PRACTICAL REFUSAL @ 6 FT. SAMPLES NDISTURBEDH— * CQ OISTURE (%)2 H H r/ O Q^ABORATORYC9TCJ*lb SOUTHERN CALIFORNIA SOIL & TESTING, INC. Project Name: RANCHO CARLSBAD Project No. 9811280.1 Plate No 19 J J M J J A Date Excavated: Equipment: LOG OF TEST TRENCH NUMBER T9 10/2/98 Logged by:MF BACKHOE Surface Elevation(ft):96.0 Project Manager: _ Depth to Water(ft): DBA - 5 -DEPTH10 - 15 - Oo u £o<<OSO SUMMARY OF SUBSURFACE CONDITIONS TOPSOIL - Dark Gray Brown, Dry to Humid, Medium Dense, Very CLAYEY SAND (SC) SUBSOIL - Dark Gray Brown, Humid, Very Stiff, SANDY CLAY (CL), Gradational Contact SANTIAGO FORMATION - Dark Gray-Brown to Rust, Humid, Very Hard, SANDY SILT (ML), Highly Weathered to 3 ft., Moderately Weathered Below 3 ft., Bedding Dips 8 Degrees/190 Tan, Humid, Dense, SILTY SAND (SM), Well Cemented PRACTICAL REFUSAL @ 6.5 FT. SAMPLES CK CQ SOUTHERN CALIFORNIA SOIL & TESTING, INC. Project Name: RANCHO CARLSBAD Project No. 9811280.1 Plate 2( Date Excavated: Equipment: LOG OF TEST TRENCH NUMBER SL-7 4/3/98 Logged by:MF BACKHOE Project Manager: CHC Surface Elevation(ft):Depth to Water(ft): 12.5 DEPTH (ft). 1 . 2 3 - A - 5 -•': 6 - 7 :' 8 - 9 - 11- . 12 . 13 - 14 --• - 15 - - O GRAPHIC LOSUMMARY OF SUBSURFACE CONDITIONS YOUNGER ALLUVIUM (Qyal) - Brown, Humid to Moist, Loose, Fine to Coarse, Clean SAND (SP) Minor Caving @ 0 to 4 Feet Blackish Gray to Dark Brown, Moist, Loose, Fine to Medium, Slightly CLAYEY SILTY SAND (SM-SC) Light Brown, Humid, Loose, Fine, Clean to Slightly SILTY SAND (SP-SM) Grayish Brown, Wet, Soft to Medium Dense, CLAYEY SILTY SAND and CLAYEY SANDY SILT (ML) Caving @ 1 1 Feet to 14 Feet ' Groundwater @ 12.5 Feet Extensive Caving @ 10 to 14 Feet Bottom at 14 Feet, Due to Caving SAMPLES a UNDISTURBII ^MOISTURE ('H- H D OH SJ >LABORATORTESTSSOUTHERN CALIFORNIA SOIL & TESTING, INC. Project Name: SUNNY CREEK Project No. 9611051 Plate No. 9 TEST BORING NUMBER B-l, STATION 108+83 Date Excavated: 8/18/99 Logged by: DRR Equipment CME 55 Project Manager CHC Surface Elevation: 72 feet Depth to Water 13 feet Hammer Weight 140 Ibs. Drop of Hammer 30 inches Q - 4 - 6 - 8 -10 -12 -14 -16 -18 I- 20 GRAPHIC LOG*&?•" tiS^V' ^n 'v***^1 & SUMMARY OF SUBSURFACE CONDITIONS FJJ'T' (QftQi Medium hrown, moist, medium dense, fine to medium grained, SILTY SAND (SM), slight gravel. AT-T JTyrUM (Oal): Dark brown, moist, medium dense, fine to coarse grained, CLAYEY SAND (SQ, slight gravel. Medium brown, moist, stiff to very stiff, SANDY CLAY (CL). Thin sand lense approximately 2" thick. / Santiago Formation: Light brown, moist, very dense, CLAYEY^V^ SAND/SILTY SAND (SC/SM). SAMPLES SAMPLE TYPEBag us Bag US Bag US §PENETRATION(blows/ ft of drive)19 36 17 21 11 50/4" t— tO 23.7 RY UNIT WT. (pcf)Q 94.2 & CS CS Boring terminated at 20 feet. Groundwater encountered at 13 feet. COLLEGE BOULEVARD STORM DRAIN CHRISTIAN WHEELER BY: CGC ENGINEERING ^ ^ = ^ ^ DATE: Aup-99 PLATE NO.: 3 TEST BORING NUMBER B-2, STATION 108+97 Date Excavated: 7/12/99 Equipment CME 55 Surface Elevation: 72 feet Hammer Weight 140 Ibs.DEPTH (ft)- 2 - 4 - 6 - 8 -10 -12 -14 -16 -18 20 GRAPHIC LOGl€ "s ¥• ifIPp* Logged by: DRR Project Manager CHC Depth to Water 13 feet Drop of Hammer 30 inches SUMMARY OF SUBSURFACE CONDITIONS FTT-T- (QflQ; Light brown, damp, medium dense, fine to coarse \^ grained, SILTY SAND (SM). ^^ AT.T.TTVTUM (Oal): Medium brown, moist, loose, fine to coarse grained, SILTY SAND (SM). Medium brown, moist, medium stiff to stiff, SANDY CLAY (CL). Saturated Contined on Plate No. 5. m CHRISTIAN WHEELER. ENGINEERING SAMPLES SAMPLE TYPEBag US US Bag ^_) 3ffl PENETRATION(blows/ ft of drive)6 16 19 21 11 MOISTURE (%)DRY UNIT WT. (pcf)LABORATORYTESTSTR.CJ COLLEGE BOULEVARD STORM DRAIN BY: CGC JOB NO. : 199.293 DATE: }ul-99 PLATE NO.: 4 TEST BORING NUMBER B-2, STATION 108+97 (Continued) Date Excavated: 7/12/99 Logged by: DRR Equipment CME 55 Project Manager: CHG Surface Elevation: 72 feet Depth to Water 13 feet Hammer Weight 140 Ibs. Drop of Hammer 30 inches DEPTH (ft)-22 -24 -26 -28 -30 -32 • -36 L-GRAPHIC LOGmm• 1•i•iV. 9 SUMMARY OF SUBSURFACE CONDITIONS Medium brown, moist, medium stiff to stiff, SANDY CLAY (CL). Medium brown to gray, saturated, stiff, GRAVELLY SAND CLAY (CL). SANTIAGO FORMATION (Ts); Light brown, moist, very \ dense, fine to medium grained, SILTY SAND/CLAYEY / SAND (SM/SQ. / Boring terminated at 35 feet Groundwater encountered at 13 feet SAMPLES SAMPLE TYPEUS Bag us us Bag US Bag m PENETRATION(blows/ ft. of drive)19 14 ' 23 .27 17 50/6" 50 MOISTURE (%)u 2i LABORATORYTESTSm,a TR.CS TR.CS COLLEGE BOULEVARD STORM DRAINw CHRISTIAN WHEaER BY: CGC ENGINEERING JOB NO. : 199.293 DATE: Jul-99 PLATE NO.: 5 TEST BORING NUMBER B-3, STATION 109+09 Date Excavated: 8/18/99 Equipment CME 55 Surface Elevation: 72 feet Hammer Weight 140 Ibs. •£> X1Q _ o - 4 _ - 6 - 8 — in -12 -14 -18 - 20 O u X O ||| It & It *s5S3 *TO>3t&' TP *^: •• f=uf 4f fts5s 1 ^•I wmzwK Logged by: DRR Project Manager: CHC Depth to Water 13 feet Drop of Hammer 30 inches SUMMARY OF SUBSURFACE CONDITIONS FTTJ-(Qflf); Medium brown. moist loose to medium dense, fine to medium grained, SILTY SAND (SM). ^T.TJTVTUM (Oal): Dark brown, moist, medium dense, fine to coarse grained, CLAYEY SAND (SQ. Light brown, moist, medium dense, fine to coarse grained, POORLY-GRADED SAND/SILTY SAND (SP/SM). Dark brown, moist, loose to medium dense, fine to medium grained, CLAYEY SAND (SQ, trace organic fragments. Grades to medium brown and becomes saturated. Light gray, saturated, medium stiff to stiff, SANDY CLAY (CL), slight caliche. Continues on Plate No. 7. w CHRISTIAN WHEELER ENGINEERING SAMPLES wCU PLETY$ 00 US US Bag US Bag US CQ z Tn -5 ETRATKs/ ft. of dZ * W ^^ e 18 18 9 13 9 17 ^£v STUREO2 «? a HzD £Q ^PH ORATOTESTS35 TR.CJ TR& COLLEGE BOULEVARD STORM DRAIN BY: CGC JOB NO. : 199.293 DATE: Aug-99 PLATE NO.: 6 TEST BORING NUMBER B-3, STATION 109+09 (Continued) Date Excavated: 8/18/99 Equipment CME 55 Surface Elevation: 72 feet Hammer Weight 140 Ibs. g DEPTH-22 -24_ -26 -28 -30 -32 -34 -36 -38 • 40 O3ut-HEa,20 !§: i 2!j$$&rtt^T' 1 y, r&x«»-*.i? Logged by: DRR Project Manager CHC Depth to Water 13 feet Drop of Hammer: 30 inches SUMMARY OF SUBSURFACE CONDITIONS Medium brown, saturated, medium dense, fine to coarse grained, CLAYEY SAND (SQ. Dark brown, saturated, medium dense, fine to coarse grained, CLAYEY SAND/POORLY GRADED SAND (SC/SP). Dark gray, saturated, stiff, SANDY CLAY (CL). Grades to medium brown to olive. Becomes very stiff. Continues on Plate No. 8. w CHRISTIAN WHEELER. ENGINEERING SAMPLES g s ^CO Bag US Bag US Bag US Bag y, 3 Z ?O 'a ^ O •£ ~sX-i [>W .2 13 40 20 14 12 22 12 g ISTUREOs o H 2r* KQ S 3ORATOTESTS^ rR,a TR.CS TR.CS COLLEGE BOULEVARD STORM DRAIN BY: CGC JOB NO. : 199.293 DATE: Aug-99 PLATE NO.: 7 TEST BORING NUMBER B-3, STATION 109+09 (Continued) Date Excavated: 8/18/99 Logged by: DRR Equipment CME 55 Project Manager CHC Surface Elevation: 72 feet Depth to Water 13 feet Hammer Weight: 140 Ibs. Drop of Hammer 30 inches DEPTH (ft)40 -42 -44 -46 GRAPHIC LOGIHI SUMMARY OF SUBSURFACE CONDITIONS Medium brown, saturated, very stiff, SANDY CLAY (CL). Santiago Formation (T§): Medium brown, moist, very dense, ^ \ fine to medium grained, SILTY SAND (SM). ^s^ Boring terminated at 44 feet Groundwater encountered at m CHRJST1AN WHEELER, ENGINEERING 13 feet. SAMPLES SAMPLE TYPEUS Bag US 1 PENETRATION(blows/ ft. of drive)17 20 SO/3"MOISTURE (%)u Z Q LABORATORYTESTSrR,cs COLLEGE BOULEVARD STORM DRAIN BY: CGC JOB NO. : 199.293 DATE: Aue-99 PLATE NO.: 8 TEST BORING NUMBER B-4, STATION 109+27 Date Excavated: 7/9/99 Logged by. DRR Equipment CME 55 Project Manager CHC Surface Elevation: 72 feet Depth to Water 13 feet Hammer Weight 140 Ibs. Drop of Hammer 30 inches DEPTH (ft)- 2 - 4 - 6 - 8 -10 -12 -14 -16 -18 GRAPHIC LOG0 !?*£>•'*§!> M 1 :H.J$ Sf *$,H XJ?' %s>i SUMMARY OF SUBSURFACE CONDITIONS FILL^Oaf): Medium brown to dark brown moist, medium \ dense, fine to coarse grained, CLAYEY SAND (SQ. ^S^ M-T-WTVM CO?'); T>»fc h^W", mni<st, 1nn«p tn mpHium fan*p} fine to medium grained, CLAYEY SAND (SQ, slight rootlets at surface. Light brown, moist, medium dense, fine to coarse grained, SILTY SAND(SM) Dark brown to medium brown, moist, loose, fine to medium grained, CLAYEY SAND (SQ. Occasional clay seams. Medium brown, saturated, very soft, GRAVELLY SANDY CLAY (CL). Medium brown, saturated, medium dense, fine to coarse grainecf;'...^ CLAYEY SAND (SQ. Medium Brown, saturated, very soft, SANDY CLAY (CL). SAMPLES SAMPLE TYPEUS Bag US Bag US Bag US Bag US DCQ —PENETRATION(blows/ ft. of drive)17 9 35 10 15 5 13 3 21 MOISTURE (%)20.9 2D £Q 109.7 LABORATORYTESTSSA cs HY Continues on Plate No. 10. CHI Et COLLEGE BOULEVARD STORM DRAINw USTlAN WHEELER BY: CGC <C,NBB,,NC JOBNO: m293 DATE: jul-99 PLATE NO.: 9 TEST BORING NUMBER B-4, STATION 109+27 (Continued) Date Excavated: 7/9/99 Logged by: DRR Equipment CME 55 Project Manager. CHC Surface Elevation: 72 feet Depth to Water 13 feet Hammer Weight 140 Ibs. Drop of Hammer 30 inches DEPTH (ft)-22 -24 -26 -28 -30 -32 -34 -36 -38 1-40 GRAPHIC LOGHus Hi 111 if IP SUMMARY OF SUBSURFACE CONDITIONS Medium brown, saturated, very soft, SANDY CLAY (CL). Medium brown, saturated, medium dense, fine to coarse grained, CLAYEY SAND (SQ. Grades to medium brown to gray in color. Gray, saturated, medium stiff, SANDY CLAY (CL). Gray, saturated, very soft, SANDY CLAY (CL). SAMPLES SAMPLE TYPEBag US Bag US Bag US Bag US CQ PENETRATION(blows/ ft. of drive)3 6 14 17 10 17 9 14 MOISTURE (%)16.9 o D Q 113.7 LABORATORYTESTSCS cs SA HY CS Continues on Plate No. 11. COLLEGE BOULEVARD STORM DRAINw CHRISTIAN WHEELER BY: CGC tN,1Ntt,1NG 1QBNO: ^^ DATE: Jul-99 PLATE NO.: 10 TEST BORING NUMBER B-4, STATION 109+27 (Continued) Date Excavated: 7/9/99 Logged by: DRR Equipment CME 55 Project Manager CHC Surface Elevation: 72 feet Depth to Water 13 feet Hammer Weight 140 Ibs. Drop of Hammer 30 inches S~>4-l £ WnHH -42 . -44 _ -46 -48 -50 -52 -54 -56 -58 en O0Ju1— 1£a, 3K O •vimHSf jS,jM>'£ P! Ipfljfctrf&yfa&Y' iPW.^ijfi 1'"'"* SUMMARY OF SUBSURFACE CONDITIONS Gray, saturated, very soft, SANDY CLAY (CL). Gray to medium brown, saturated, loose, fine to coarse grained CLAYEY SAND (SQ. Olive to gray, saturated, very soft, SANDY CLAY (CL). SAMPLES aP-I H 9o<*5 ^3oo Bag US Bag US Bag US WjD« 2 TO 'ag -o 5 'o W '"s*Z BW 0«• e 3 6 13 3 11 3 8 ^O -§ t-HOs «?(J s&. ^H 2p ^Q fecd 8e<K 6Pm 3 cs HY FR,a Continues on Plate No. 12. COLLEGE BOULEVARD STORM DRAIN W CHRJST1AN WHEELER BY: CGC ENGINEERING JOB NO. : 199.293 DATE: Jul-99 PLATE NO.: 11 TEST BORING NUMBER B-4, STATION 109+27 (Continued) Date Excavated: 7/9/99 Equipment CME 55 Surface Elevation: 72 feet Hammer Weight 140 Ibs. ;P «Q -62 - fid -66 - o0_) u X Pi 2o nt Logged by: DRR Project Manager CHC Depth to Water 13 feet Drop of Hammer 30 inches SUMMARY OF SUBSURFACE CONDITIONS Olive to gray, saturated, very soft, SANDY CLAY (CL), slight increase in sand content. SANTIAGO FORMATION (Ts): Olive brown, moist, N very dense, fine to medium grained, CLAYEY SAND ^r (SQ, slight iron staining. / Boring terminated at 64Vz feet Groundwater encountered at w CHRJST1AN WHEELER ENGINEERING 13 feet. SAMPLES W sa, ^5 ^<A Bag Bag J3CQ 2 '£n -n ETRATIs/ft.ofdZ 3W o* S, 2 50/6" C^€^STURES c*A fczD £Q >& PSepQ ^i-3 COLLEGE BOULEVARD STORM DRAIN BY: CGC JOB NO. : 199.293 DATE: Jul-99 PLATE NO.: 12 TEST BORING NUMBER B-5, STATION 110+74 Date Excavated: 7/8/99 Logged by: DRR Equipment CME 55 Project Manager CHC Surface Elevation: 72 feet Depth to Water 13 feet Hammer Weight 140 Ibs. Drop of Hammer 30 inches DEPTH (ft)- 2 - 4 - 6 - 8 -10 -12 -14 -16 -18 20 GRAPHIC LOGc -tW'jr HV **•£'*"WlJjg t& K Ijfc J*,^1 SUMMARY OF SUBSURFACE CONDITIONS ATi-TfTTYTUM (Oal): Medium brown, damp, loose, fine to medium grained SILTY SAND (SM), trace iron staining. Dark Brown, moist, soft to loose, SANDY CLAY (CL)/ '-. \ CLAYEY SAND (SQ. Dark Brown, moist, loose, fine to medium grained CLAYEY SAND (SQ, slight voids. Grades to medium brown in color. Becomes dark brown in color. Grades to medium brown. Medium brown, saturated, very soft, SANDY CLAY (CL). SAMPLE.SAMPLE TYPEBag US Bag US Bag US Bag US 1 111 I PENETRATION(blows/ ft. of drive)4 8 5 15 7 12 10 2 3 MOISTURE (%)13.7 8.9 DRY UNIT WT. (pcf)liu 105.6 LABORATORYTESTSSA rR.cs HY TR.CS Continues on Plate No. 14. COLLEGE BOULEVARD STORM DRAIN CHIEr w US11AN WHEELER BY: CGC >ICINEtR.ING JOB NO. : 199.293 DATE: jul-99 PLATE NO.: 13 TEST BORING NUMBER B-5, STATION 110+74 (Continued) Date Excavated: 7/8/99 Logged by. DRR Equipment CME 55 Project Manager CHC Surface Elevation: 72 feet Depth to Water 13 feet Hammer Weight 140 Ibs. Drop of Hammer 30 inches WQ -22 -24 -26 -28 -30 -32 -34 -36 -38 1-40 GRAPHIC LOGI ijj|ijjgg|s m 1m H %m i i;:i;iii:ji|i|:= ii SUMMARY OF SUBSURFACE CONDITIONS Medium brown, saturated, very soft, SANDY CLAYj(CL). Medium brown, saturated, medium dense, fine to coarse grained, CLAYEY SAND (SQ. Medium brown, saturated, very soft, SANDY CLAY [CL). Medium brown, saturated, loose, fine to coarse grained, CLAYEY SAND (SQ. Medium brown to dark brown, saturated, medium dense, CLAYEY SAND (SQ. Dark gray, saturated, medium stiff, SANDY CLAY (CL). Dark gray, saturated, loose, fine to coarse grained, CLAYEY SAND (SQ. Gray, saturated, medium dense, fine to coarse grained, POORLY GRADED SAND/CLAYEY SAND (SP/SQ. SAMPLES SAMPLE TYPEBag US us Bag US Bag US Bag US DCO PENETRATION(blows/ ft. of drive)4 23 17 5 16 23 15 12 32 MOISTURE (%)14.7 19.6 20.9 u 2i 1173 109.9 105.8 LABORATORYTESTSHY rR,CJ SA TR.CJ Continues on Plate No. 15. COLLEGE BOULEVARD STORM DRAIN CHRJST1AN WHEELER. BY: CGC ENGINEERING JOB NO. : 199.293 DATE: Jul-99 PLATE NO.: 14 TEST BORING NUMBER B-5, STATION 110+74 (Continued) Date Excavated: 7/8/99 Equipment CME 55 Surface Elevation: 72 feet Hammer Weight 140 Ibs. *£"DEPTH-42 -44 _ -46 -48 -50 -52 -54 -56 -58 _ fin O0 RAPHICO $&Hi!***3*v *!'SK? Ipn if? un ***»• •<£ %£s1 ' Logged by: DRR Project Manager. CHC Depth to Water 13 feet Drop of Hammer: 30 inches SUMMARY OF SUBSURFACE CONDITIONS Gray, saturated, loose, fine SAND (SQ. to medium grained, CLAYEY Gray, saturated, medium dense, fine to coarse grained, CLAYEY SAND/POORLY GRADED SAND (SC/SP). Occasional SANDY CLAY (CL) lenses. Gray, saturated, dense, fine to coarse grained, POORLY GRADED SAND/CLAYEY SAND (SP/SQ, occasional gravels, trace day lenses. Abundant gravds from 58' Continues on Plate No. 16. m CHRJST1AN WHEELER- ENGINEERING to 60' SAMPLES a OH fc 3&. ^CO Bag US Bag US Bag US Bag CQ Z t> O w z §W o P- £, 5 26 15 37 11 27 47 /_s &iISTUREO2 20.7 I . z <£Q 105.8 P^BORATOTESTS3J SA ni,c$ SA TR.CS COLLEGE BOULEVARD STORM DRAIN BY: CGC JOB NO. : 199.293 DATE: Jul-99 PLATE NO.: 15 TEST BORING NUMBER B-5, STATION 110+74 (Continued) Date Excavated: 7/8/99 Logged by. DRR Equipment: CME 55 Project Manager CHC Surface Elevation: 72 feet Depth to Water 13 feet Hammer Weight 140 Ibs. Drop of Hammer 30 inches DEPTH (ft)-62 -64 -66 -68 -GRAPHIC LOGH'iv$$ 1-4 SUMMARY OF SUBSURFACE CONDITIONS Fine to coarse grained, POORLY GRADED SAND/CLAYEY SAND (SP/SC), occasional gravels, trace clay lenses. Gray, saturated, medium dense, fine to coarse grained, CLAYEY SAND (SQ. Occasional clay lenses. Refusal at 67 feet on Santiago Formation. Groundwater encountered at 13 feet. SAMPLES SAMPLE TYPEUS US Bag CQ PENETRATION(blows/ ft. of drive)39 49 11 MOISTURE (%)20.2 18.2 DRY UNIT WT. (pcf)111.6 114.0 LABORATORYTESTSSA COLLEGE BOULEVARD STORM DRAIN cm El w RJST1AN WHEELER BY: CGC ^'NttR1NG JOBNO.: 199.293 DATE: jul-99 PLATE NO.: 16 TEST BORING NUMBER B-6, STATION 112+33 Date Excavated: 7/9/99 Logged by: DRR Equipment CME 55 Project Manager CHC Surface Elevation: 72 feet Depth to Water: 13 feet Hammer Weight 140 Ibs. Drop of Hammer 30 inches jg WQ - 2 - 4 _ - 6 - 8 -10 -12 -14 -16 -18 L-20 0au£a, 2O Ite 9w** 2-'>L«fe:S >w "5?>W- i IS liSH jj H Wn SUMMARY OF SUBSURFACE CONDITIONS ^l.T-UYJ^Vf (Qfil); T jgVit bmwn, Hamp, 1r^>«p »r> mpHinm dense, fine to coarse grained, SILTY SAND (SMJ. Light brown, moist, loose to medium dense, .fine to medium grained, CLAYEY SAND (SQ. Light brown, damp to moist, loose, fine to medium grained, SILTY SAND (SM). Dark brown to medium brown, moist, loose to medium dense, CLAYEY SAND (SQ. Saturated. Medium brown, saturated, loose/soft, CLAYEY SAND/SANDY CLAY (SC/CL). SAMPLES W&£wE!i><-CO US Bag US Bag US Bag US Bag US ^jDCQ ETRATIONs/ ft. of drive)§ 1* a. 13 8 10 8 10 7 7 2 6 g 1b2 c?u<£< fc 3 SQ 8.§fe» &OHCQ<J CS cs Continues on Plate No. 18. COLLEGE BOULEVARD STORM DRAIN CHI E w RJSTJAN WHEELER. BY: CGC MC.NhbK.NG JOBNO; ^^ DATE: Jul-99 PLATE NO.: 17 TEST BORING NUMBER B-6, STATION 112+33 (Continued) Date Excavated: 7/9/99 Equipment: CME 55 Surface Elevation: 72 feet Hammer Weight: 140 Ibs. WQ -22 -24 -26 -28 -30 -32 -34 -36 -38 '.«,lAPHIC LOGa 1 '•^iw^ ><•*#•As»"5Si^ n .•$v ".<>£ % 3k -^ H' H m & %$& Logged by: DRR Project Manager CHC Depth to Water 13 feet Drop of Hammer 30 inches SUMMARY OF SUBSURFACE CONDITIONS Medium brown, saturated, loose/soft, CLAYEY SAND/SAND (SC/CL). Medium brown, saturated, SAND(SQ. loose, fine to coarse grained, CLAYEY Medium brown to olive, saturated, medium dense, fine to coarse, CLAYEY SAND (SQ. Olive to gray, saturated, soft, SANDY CLAY (CL). Continues on Plate No. 19 m CHRISTIAN WHEELER ENGINEERING SAMPLES w to Bag US Bag US Bag US Bag US CQ .......ETRATIONs/ ft. of drive)alP. §, 2 9 11 26 13 20 10 6 1 1 0 24.6 17.4 o fc!2D Q 101.4 11Z4 ORATORYTESTS3 HY TR,a TR.CJ COLLEGE BOULEVAUD STORM DRAIN BY: CGC JOB NO. : 199.293 DATE: }ul-99 PLATE NO.: 18 TEST BORING NUMBER B-6, STATION 112+33 (Continued) Date Excavated: 7/9/99 Equipment CME 55 Surface Elevation: 72 feet Hammer Weight 140 Ibs. yg\ K fc8 -42 -44 -46 -48 -50 -54 -56 -58 - fin 0 O U £%o 3£ I••«• • •••I1 ••« • Logged by: DRR Project Manager CHC Depth to Water 13 feet Drop of Hammer 30 inches SUMMARY OF SUBSURFACE CONDITIONS Olive to gray, saturated, soft, SANDY CLAY (CL). Gray, saturated, medium dense, fine to coarse grained, CLAYEY SAND (Sq. Medium brown to gray, saturated, stiff to very stiff, SANDY CLAY (CL). Becomes very stiff. Olive to gray, moist, hard,SILTY CLAY (CL) and daystone, occasional iron staining, occasional voids. / SANTIAGO FORMATION fls\: Olive to tan. moist, very ^^ dense, fine to medium grained, SILTY SAND (SM). SAMPLES Up< t->«s! ^C/3 Bag US Bag US Bag US Bag US Bag ,. ffl ° •&P <z p * W o &H g^ 13 28 12 26 17 68 38 50/5" 50/4V: (o^ S-^ 9gteos 0 •Si -^s J_ 2 •-1 &•Q PWai P CO <jlo OH9j TR,CS Terminated at 60 feet. Groundwater encountered at 13 feet. m CHRISTIAN WHEELER ENGINEERING COLLEGE BOULEVARD STORM DRAIN BY: CGC JOB NO. : 199.293 DATE: ]ul-99 PLATE NO.: 19 I 1 I i f i I Line JL 28O 27O 26O 25O 240 [feet] 23O 22O 21O 2OO 19O Tl sw NE E E Trtf?/^1698 V f f t o n e *-. .s .x .x 3 7 5 1 ferSS==?!^^-=~" 5O E2-SS2223 colluwiun 100 150 ueath. bedrock 2OO (feet)25°ts±s^=?=-^si unweath . bedrock Seisnic Refraction Survey Nouenber 7 , 2OOO Cannon Road Project Carlsbad, California FIGURE 5 I i I Line 2 32O 310 - 3OO -- 290 280 27O (feet) 260 250 24O 23O 22O E A n i i i i i i i i i i i i i r South T T I I T North E : 1572 ft/'s •-=•-=• JT^=-J9053 oo 5O 100 15O col 3 ueath. bedrock 200 (feet) 250 f=^=s=s=ii?3 unweath. bedrock Seisnic Refraction Surueu Nouenber 7, 2OOO Cannon Road Project Carlsbad, California FIGURE 6 i i i i i t i Line 3 360 35O 34O 33O 32O 31O (feet) 3OO 29O 28O 27O 26O sw NE : A .:\-:*.'7i?. 1884 f tVs" £££££: ££ _ - _fc _ _ . , / V V V V V V V V V4124 ft/s ^vx^xx/x^Vs^s^x^ ~<^f^f'^f^f^mJfiSmiSmmS*'JStJSf'JS?^f^m^fJfJ3r^?tSf^ff'^F^ff'^^-^•^r=.-Tur=UT=4<s.-^'Ttr&-^'=.Ttr&rs.T±.Ts.'=.-=.-=.-=.-=.- E E - r£i^^^ir^!rSS^^^r^=''r=:CrL;r£r — ^ —^^ ^ ^^-•^» — ^ ^ •.-—. ••••^•.•^•.-=.-:...-g— — ~ — — — -•-=.^-.-_..a.-.a.-=B.-a_-.— ^ - I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 50 [•'.••>':->;->':-?':->'.'->Vl CO 1 1UV i un 1OO 15O weath. bedrock 2OO (feet)25O £^^^^^^=i un weath . bedrock Seismic Refraction Survey November 7, 2OOO Cannon Road Project Carlsbad, California FIGURE 7 i i I i I § I i I i !I i Line 4 35O 34O 33O 32O (feet) 310 3OO 29O 28O 27O West East 1807 f*Sst&ftF8$&&^$$^$$$3$& i i i I i i i i i i i i i I i i i i i i i i i I i i i i i i i i i I i i i i i i i i i I i i i i i i i i i I i oi 50 2OO (feet)25O colluwiun 1OO ISO 3 weath . bedrock f=£=£=^=^=^^=i unweath . bedrock Refraction Survey Nouenber 7, 2OOO Cannon Road Project Carlsbad, California FIGURE 8 i I i I I i ! ! ! ! I ! I ! 1 i I i I i t t 37O 360 35O 34O (feet) 33O 320 31O 3OO 290 Line 5 ~i i i n i i i i n r~i i n i i i i i i r~ii i i i i i i r South North j ..j.. .t road cut ^ i i I i i i i i i i i i I i i i i i i i i i I i i i i i i i i i I i i i i i i i i i I i i i i i i i i i I i 5O [•.••:-.'->/-:->-:-'.'->/-?l deconp . bedrock E 1OO 150 200 (feet) 250 3 weath. bedrock E^^^^^^ unueath. bedrock Seiswic Refraction Survey Nouetitaer 7, 2OOO Cannon Road Project Carlsbad, California FIGURE 9 i i i i i i I i I I i i I I I i I i 1 I 1 i I I I i I i 180 120 60 150 TOO 50 120 80 40 DISTANCE SOUTHERN CALIFORNIA BOIL & TESTING, INC. • ••O RIVIRDALK • TRMT • AIM OIBOO, CALIFORNIA • •1BO JOB Carlsbad Highlands JOB NO. 8621081 GEOLOGIST ELEVATION TRAVERSE NO S-2 TRAVERSE TYPE SURFICIAL MAT'L. Silty Sand ROCK TYPE Granitic I i I i t I i i I 1 1 I l I I I i I I i i I I i i i i 1«0 120 60 150 TOO 50 r 120 80 40 90 60 30 DISTANCE SOUTHERN CALIFORNIA BOIL & TESTING, INC. •••O MIVIMDALB «TM»T • AN DIMOO. CALIFORNIA ••1BO JOB Carlsbad Highlands JOB NO. 8621081 GEOLOGIST ELEVATION . J.H. TRAVERSE NO..S-3 TRAVERSE TYPE. SURFICIAL MAT'L. Silty Sand ROCK TYPE Granitic I i 1 i I i 1 1 I i I i I i 1 ! 1 i § i i I i I i I 1 i I I I t ISO 120 60 150 TOO 50 120 80 40 DISTANCE SOUTHERN CALIFORNIA BOIL ft TESTING, INC. •••o BIVKKOALC •TRMT • AN OIVOO, CALIFORNIA ••1CO JOB Carlsbad Highlands JOB NO. 8621081 GEOLOGIST ELEVATION . J.H. TRAVERSE NO. $-4 TRAVERSE TYPE SURFICIAL MAT'L. Silty Sand ROCK TYPE Granitic . i i t i i I i i i I 1 i i i I I I i I i t i i 1 i i i i I i I IM 120 60 150 TOO 50 120 80 40 90 60 30 t- DISTANCE SOUTHERN CALIFORNIA BOIL & TESTING, INC. • ••O MIVBMOALB «T««BT•AIM oiaoo, CALiromrgiA mmimo JOB Carlsbad Highlands JOB NO. 8621081 GEOLOGIST J.H. ELEVATION 365 ft- TRAVERSE NO S-6 TRAVERSE TYPE SURFICIAL MAT'L. Silty Sand ROCK TYPE Granitic i i i i § i i i i i i i § i i i i t § i HK) 120 60 150 XX) 50 120 80 40 90 60 30 60 40 20 I ! 15 . ' j ii. ••> DISTANCE SOUTHERN CALIFORNIA BOIL & TESTING, INC. • ••O HIVIMOALK •TXBKT • AN OIBOO, CALIFORNIA ••1MO JOB Carlsbad Highlands JOB NO. 8621081 GEOLOGIST J-H- ELEVATION 380 ft. TRAVERSE NO..S-12 TRAVERSE TYPE SURFICIAL MAT'L. Silty Sand ROCK TYPE Granitic i +•<-. Mn C.1 990101-002 APPENDIX D Laboratory Testing Procedures and Test Results Particle Size Analysis: Particle size analysis was perform by mechanical sieving and hydrometer methods according to ASTM D422 and D4318. The percent fines particles from these grading is summarized below. Plots of the sieve and hydrometer results are provided on the Figures in this appendix Location B-1,15' B-1,20' B-1,25' B-1,30' B-1,35 B-2,5' B-2, 25' B-2, 30' B-2, 40' LB-1,28' LB-2, 27-29' LB-5,5' LB-5, 10' LB-5, 20' A- 1,0-0.5' A-2,0-1' A-3,0-1' Percent Passing No. 200 Sieve 45.5 37.4 42.2 48.3 45.3 30.2 19.5 11.3 36.4 32.2 34.6 36.1 61.6 63.9 14.9 4.3 0.6 R"-Value: The resistance "R"-value was determined by the California Materials Method No. 301 for base, subbase, and basement soils. The samples were prepared and exudation pressure and "R"-value determined. The graphically determined "R"-value at exudation pressure of 3 00 psi is reported. Sample Location B-2, 5-8' T-6, 5' T-l 1,2-3' T- 17, 2-5' R-Value 24 24 62 13 D-l 990101-002 APPENDIX D (continued) Atterberg Limits: The Atterberg Limits were determined in accordance with ASTM Test Method D4318 for engineeringclassificationof the fine-grained materials and presented in the table below: Sample Location B-1,15' B-1,20' B-1,25' B-1,30' B-1,35' B-2, 5' B-2, 25' B-2, 30' B-2, 40' LB-5,20' Liquid Limit (%) 36 36 36 43 42 30 28 36 48 Plastic Limit (%) 17 16 15 16 17 14 15 NP 20 16 uses Soil Classification CL SC SC CL CL SC SC SP-SM SC CL-CH D-2 990101-002 APPENDIX D (Continued) Direct Shear Tests: Direct shear tests were performed on selected undisturbed samples which were soaked for a minimum of 24 hours under a surcharge equal to the applied normal force during testing. After transfer of the sample to the shear box, and reloading the sample, pore pressures set up in the sample due to the transfer were allowed to dissipate for a period of approximately 1 hour prior to application of shearing force. The samples were tested under various normal loads, a motor-driven, strain-controlled, direct-shear testing apparatus. The test results are presented in the table below. The peak shear resistance was recorded to determine the peak strength parameters. The ultimate strength parameters were determined by recording the shear resistance at 0.30 inch shear deformation. Plots of the data presented in the table are also included in this appendix as Figures D-6 through D-14. Sample Location LB-1, 10' LB-1,20' LB-2, 10' LB-2,20' LB-5, 10' LB-5,20' LB-6, 20' LB-7,5' LB-7,25' Peak Friction Angle (degrees) 36 51 50 46 39 20 45 30 37 Peak Apparent Cohesion (psf) 200 150 1900 450 400 1100 300 125 1050 Ultimate Friction Angle (degrees) 32 29 34 20 26 26 32 31 34 Ultimate Apparent Cohesion (psf) 75 300 300 750 250 100 50 25 0 D-3 990101-002 APPENDIX D (Continued) Moisture and Density Determination Tests: Moisture content and dry density determinations were performed on relatively undisturbed samples obtained from the test borings and/or trenches. The results of these tests are presented in the boring and/or trench logs. Location B-1,5' B-1,15' B-2, 2' B-2, 10' B-2, 20' B-3,5' B-3, 15' LB-1,5' LB-1,10' LB-1,20' LB-1,30' LB-1,35' LB-2, 5' LB-2, 10' LB-2, 20' LB-2, 30' LB-3, 10' LB-3,20' LB-3, 30' LB-3, 40' LB-4,5' LB-4, 15' LB-4,28' LB-5,5' LB-5, 10' LB-5,20' LB-5, 30' LB-6, 10' LB-6,20' LB-7, 5' LB-7, 15' LB-7, 25' LB-7, 35' Dry Density (Ibs/ft3) 112.7 108.5 114.0 108.4 113.3 98.7 115.2 106.6 105.1 121.9 125.8 117.5 102.4 116.3 112.3 114.5 106.8 105.4 100.5 96.5 97.9 102.7 121.3 109.1 111.6 104.6 116.4 117.2 109.0 99.4 116.0 114.7 106.6 Moisture Content (%) 8.9 20.7 7.5 19.7 18.8 23.9 15.2 10.4 7.1 10.2 8.3 12.3 8.8 13.5 14.2 15.3 14.7 7.7 7.3 11.7 11.6 20.8 12.9 12.6 14.2 20.8 15.7 9.7 18.1 13.9 12.9 16.1 7.1 D-4 990101-002 APPENDIX D (Continued) Consolidation Tests: Consolidation tests were performed on selected, relatively undisturbed ring samples. Samples were placed in a consolidometer and loads were applied in geometric progression. The percent consolidation for each load cycle was recorded as the ratio of the amount of vertical compression to the original 1-inch height. The consolidation pressure curves are presented in the this appendix as Figures 1 through 5. Where applicable, time-ratesof consolidation were recorded and presented below: Sample Location B-1,15' B-2, 10' B-2, 20' Coefficient of Consolidation, cv (cm2/sec) 4.0x10^ 3.4x10° 1.6X10'3 Minimum Resistivity and pH Tests: Minimum resistivity and pH tests were performed in general accordance with California Test Method 532. The results are presented in the table below: Sample Location B-2, 5-8' T-6,5' T-11,1' T- 17, 2-5' pH 6.8 7.2 6.7 6.2 Minimum Resistivity (ohms-cm) 8,580 1,370 6,040 1,850 Corrosivity Category Low Severe Moderate Severe Soluble Sulfates: The soluble sulfate contents contained within selected samples of soil were determined by California Test Method 417. The test results are presented in the table below: Sample Location B-2, 5-8' T-6, 5' T-ll, 1' T- 17, 2-5' Sulfate Content (%) <0.02 0.03 <0.02 0.02 Potential Degree of Sulfate Attack* Negligible Negligible Negligible Negligible * Based on the 1997 edition of the Uniform Building Code, Table No. 19-A-4 prepared by the International Conference of Building Officials (ICBO, 1997). D-5 990101-002 APPENDIX D (Continued) Chloride Content: The chloride content contained within selected samples of soil were determined by California Test Method 422. The test results are presented in the table below: Sample Location B-2, 5-8' T-6,5' T-11,1' T- 17, 2-5' Chloride Content (%) 121 279 141 1229 Corrosion Category* Low Low Low Severe D-6 10 11 120.1 \\ V 10 VERTICAL STRESS (ksf) Test Method : ASTM D2435-90 Before Adding Water After Adding Water B-lBoring No. Sample No. _ 3 Depth (feet) 5.0 Soil Type SC-CL Dry Density (pcf) 117.5 Moisture Content (%): Before 14.3 After 14.9 Type of Sample Undisturbed CONSOLIDATION PRESSURE CURVE - Project No.990101-002 Project Name Fraser/College and Canyon Date 1/2/01 Figure No. _J LJU 10 11 120.1 10 VERTICAL STRESS (ksf) Test Method : ASTM D2435-90 Before Adding Water After Adding Water B-lBoring No. Sample No. 5 Depth (feet) 15.0 Soil Type SC-CL Dry Density (pcf) 112.4 Moisture Content (%): Before After 18.4 15.7 Type of Sample Undisturbed CONSOLIDATION PRESSURE CURVE - Project No.990101-002 Project Name Eraser/College and Canyon Date 1/2/01 Figure No. _2 uu \ 10 11 120.1 10 VERTICAL STRESS (ksf) Test Method : ASTM D2435-90 Before Adding Water After Adding Water B-2Boring No. Sample No. 4 Depth (feet) 10.0 Soil Type SC Dry Density (pcf) 110.1 Moisture Content (%): Before 19.8 After 16.0 Type of Sample Undisturbed CONSOLIDATION PRESSURE CURVE - Project No.990101-002 Project Name Fraser/College and Canyon Date 1/2/01 Figure No. _3 uu \ 10 11 12 L0.1 10 VERTICAL STRESS (ksf) Test Method : ASTM D2435-90 Before Adding Water After Adding Water Boring No. Sample No. Depth (feet) Soil Type B-2 Dry Density (pcf) 114.0 20.0 Moisture Content (%): Before 17.3 SC-CL After 14.2 Type of Sample Undisturbed CONSOLIDATION PRESSURE CURVE - Project No.990101-002 Project Name Fraser/College and Canyon Date 1/2/01 Figure No. _4 uu \ 10 11 120.1 10 VERTICAL STRESS (ksf) Test Method : ASTM D2435-90 Before Adding Water After Adding Water B-3 1 Boring No. Sample No. Depth (feet) 5.0 Soil Type CL Dry Density (pcf) 99.9 Moisture Content (%): Before 21.8 After 22.5 Type of Sample Undisturbed CONSOLIDATION PRESSURE CURVE - Project No.990101-002 Project Name Fraser/College and Canyon Date 1/2/01 Figure No. _5 JULJ 4000 3000 a w« 2 2000 (0 rea> (0 1000 0 1000 2000 3000 Vertical Stress (psf) 4000 Boring Location Sample Depth (feet) Sample Description LB-1 10 Red-brown silty SAND (Terrace) Average Strength Parameters Friction Angle, ^'p^ (deg) 36 Cohesion, c'^k (psf)200 Friction Angle, ^'M (deg) Cohesion, c'^ (psf) 32 75 DIRECT SHEAR SUMMARY Project No. Project Name Figure No. 990101-002 Fraser/College-Cannon D-6 I uu 4000 3000 c-wa. ww 2 2000 (0 <5u (0 1000 0 1000 2000 3000 Vertical Stress (psf) 4000 Boring Location Sample Depth (feet) Sample Description LB-1 20 Gray silty SANDSTONE (Santiago) Average Strength Parameters Friction Angle, $peak (deg) 51 Cohesion, c'(psf) Friction Angle, $M (deg) Cohesion, c'jt (psf) 150 29 300 DIRECT SHEAR SUMMARY Project No. Project Name Figure No. 990101-002 Fraser/College-Caimon D-7 6000 5000 4000 coCO £ 3000 (0 2000 1000 0 1000 2000 3000 4000 5000 6000 Vertical Stress (psf) Boring Location Sample Depth (feet) Sample Description LB-2 10 Brown silty SANDSTONE (Santiago) Average Strength Parameters Friction Angle, ty'peak (cleg) 50 Cohesion, c'^ (psf)1900 Friction Angle, $M (deg) Cohesion, c'M (psf) 34 300 DIRECT SHEAR SUMMARY Project No. Project Name Figure No. 990101-002 Fraser/CoUege-Cannon D-7 nLu 4000 3000 MM 2000 (0 ^to9) V) 1000 0 1000 2000 3000 Vertical Stress (psf) 4000 Boring Location Sample Depth (feet) Sample Description LB-2 20 Gray-brown SILTSTONE (Santiago) Average Strength Parameters Friction Angle, ty'^^ (deg) 46 Cohesion, c'peak (psf)450 Friction Angle, <s?M (deg) Cohesion, c'j, (psf) 20 750 DIRECT SHEAR SUMMARY 990101-002Project No. Project Name Fraser/College-Cannon Figure No. D-8 uu 4000 3000 MW 2000 (0 «3o> V) 1000 1000 2000 3000 Vertical Stress (psf) 4000 Boring Location Sample Depth (feet) Sample Description LB-5 10 Red-brown silty SAND (Terrace) Average Strength Parameters Friction Angle, typea* (deg) 39 Cohesion, C'^K (psf)400 Friction Angle, $M (deg) Cohesion, c'^ (psf) 26 250 DIRECT SHEAR SUMMARY Project No. Project Name Figure No. 990101-002 Fraser/College-Camton D-9 nuu 4000 3000 ww 2 2000 (0^(0« (0 1000 0 1000 2000 3000 Vertical Stress (psf) 4000 Boring Location Sample Depth (feet) Sample Description LB-5 20 Red-brown sandy CLAY (Terrace) Average Strength Parameters Friction Angle, ^'p^ (cleg) 20 Cohesion, c'(psf) Friction Angle, $M (deg) Cohesion, c'^ (psf) 1100 26 100 DIRECT SHEAR SUMMARY Project No. Project Name Figure No. 990101-002 Fraser/CoUege-Cannon D-10 nLu 4000 3000 ww (0 reo> (0 2000 1000 0 1000 2000 3000 Vertical Stress (psf) 4000 Boring Location Sample Depth (feet) Sample Description LB-6 20 Gray silty CLAY/clay SILT (Terrace) Average Strength Parameters Friction Angle, fpeak (deg) 45 Cohesion, c'(psf) Friction Angle, $M (deg) Cohesion, c'^ (psf) 300 32 50 DIRECT SHEAR SUMMARY Project No. Project Name Figure No. 990101-002 Fraser/College-Caimon D-ll LJLJ 4000 3000 Mw £ 2000 (0 i_ (C0> (0 1000 1000 2000 3000 Vertical Stress (psf) 4000 Boring Location Sample Depth (feet) Sample Description LB-7 Orange-brown silty SAND (Terrace) Average Strength Parameters Friction Angle, fpeak (deg) 30 Cohesion, c^x (psf) 125 Friction Angle, $M (deg) Cohesion, c'M (psf) 31 25 DIRECT SHEAR SUMMARY Project No. Project Name Figure No. 990101-002 Fraser/College-Cannon D-12 L±J 4000 3000 C-a¥ £ 2000 (0 co2CO 1000 0 1000 2000 3000 Vertical Stress (psf) 4000 Boring Location Sample Depth (feet) Sample Description LB-7 25 Red-brown sandy CLAY (Terrace) Average Strength Parameters Friction Angle, ((/pe^ (deg) 37 Cohesion, c'peak (psf)1050 Friction Angle, $'M (deg) Cohesion, c',^ (psf) 34 DIRECT SHEAR SUMMARY Project No. Project Name Figure No. 990101-002 Fraser/College-Cannon IM3 ULJ x0)•DC 10 30 40 50 60 70 Liquid Limit (LL) 80 90 100 GRAVEL COARSE FINE SAND CRSE MEDIUM FINE FINES SILT CLAY U.S. ST 3.0" 1 90 80 - 70 1-X O fin > 50 OL Ul•z. n~ 40 - - 1- 010 30Q, JU UJ0. 20 - 10 - n . .. D. SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER 1/2" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200 ~\ ^\"^1 \v\\\" t ^y Hxs^>»^v ^\ 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE - SIZE (mm) Hole No. Grab sample Sample No. i A-1 Dep (ft. th 0-0.5 Soil Type SM Atterberg Limits LL PL PI Not tested Sample Description: Gray silty sand Rev. 12-00 Project Name: Project Number: 990101-002 Fraser/College and Cannon ATTERBERG LIMITS, PARTICLE SIZE CURVE ASTMD4318. D 422 1)TJC 2?'5 20 30 40 50 60 70 Liquid Limit (LL) 80 90 100 GRAVEL COARSE FINE SAND CRSE MEDIUM FINE FINES SILT CLAY U.S. 3.0 100 jy QO on 7O H ^ finO ou - > 50 a:u•z. LL. 40 l- Ul " 30 LUa. 20 10 ST 1 1 h-p D. 1/ H S 2" h- EVE OPENING U.S. STANDARD SIEVE NUMBER 3/4" 3/8" #4 #10 #20 #40 #60 #100^..T•>,y \ \ ^I . f \ \ \V^.. HYDROMETER #200 1 1 00.000 1 0.000 1 .000 0.1 00 0.01 0 0.001 PARTICLE - SIZE (mm) Hole No. Grab sample Sample No. A-2 Depth(ft.) 0-1 Soil Type SP Atterberg Limits LL PL PI Not tested Sample Description: Light brown poorly graded sand Rev. 12-00 Project Name: Project Number: 990101-002 Fraser/College and Cannon ATTERBERG LIMITS, PARTICLE SIZE CURVE ASTMD4318. D422 20 30 40 50 60 70 Liquid Limit (LL) 80 90 100 GRAVEL COARSE FINE SAND CRSE MEDIUM FINE FINES SILT CLAY U.S. 3.0 90 on 70 - ^ fin -O Du > 50 a:UJ•z. u_ 40i-•z.UJ £ 30 - LUa. on m STD. SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER ' 1 1/2" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200 X\ \ \ i \NiV 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE - SIZE (mm) Hole No. Grab sample Sample No. A-3 Depth (ft.) 0-1 Soil Type SP Atterberg Limits LL PL PI Not tested Sample Description: Gray poorly graded sand Rev. 12-00 Project Name: Project Number: 9901Q1-QQ2 Fraser/College and Cannon ATTERBERG LIMITS, PARTICLE SIZE CURVE ASTMD4318. D 422 0 10 20 30 40 50 60 70 80 90 100 Liquid Limit (LL) GRAVEL COARSE FINE SAND CRSE MEDIUM FINE FINES SILT CLAY U.S. 3.0 on on 7O K S 60 >- en KUJ [T Afth- UJ £ 30a on m n STD. SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER 1 1 1/2" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200 "•^i ^\X y S S LH ^^\\\ y i N ^\L^ ^*"ilN«ss <• ——• 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE - SIZE (mm) Hole No. B-1 Sample No. 5 Depth (ft.) 15 Soil Type SC-CL Atterberg Limits LL PL PI 36 17 19 Sample Description: Brown fine to medium clayey sand to sandy clay Rev. 12-00 Project Name: Project Number: 990101-002 Fraser/College and Cannon ATTERBERG LIMITS, PARTICLE SIZE CURVE AS TM 04318,0422 60 ~ 50 ^T 40 I f< 30 'o '^ 20 CL 10 For classificatinnnffinfi- grained soils and fine- qrainerl frantinn nf coarse-nraineri soils ML or OL CHorOH "A" LINE MHorOH 10 20 30 40 50 60 70 Liquid Limit (LL) 80 90 100 GRAVEL COARSE FINE SAND CRSE MEDIUM FINE FINES SILT CLAY U.S 3.C 90 80 7O i- ^ finO ou >- 50 KLU Zrr ^n I-zLUQ UJQ_ 7CI m n STD. SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER )" 1 1/2" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200 V ^\" k y \ \ N«v\\ '^I-. *s1 — ^*o'Iv N ^t--:^'-^ 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE - SIZE (mm) Hole No. B-1 Sample No. 6 Depth (ft.) 20 Soil Type SC Atterberg Limits LL PL PI 36 16 20 Sample Description: Brown clayey sand Rev. 12-00 Project Name: Project Number: 990101-002 Fraser/College and Cannon ATTERBERG LIMITS, PARTICLE SIZE CURVE ASTMD4318, D422 10 20 30 40 50 60 70 80 90 100 Liquid Limit (LL) GRAVEL COARSE FINE SAND CRSE MEDIUM FINE FINES SILT CLAY U.S. 3.0 QA an 7O H •^ finO Du & 50 a:tit•z.u_ 40 - - h-•z.UJ g 30- -UJa. on 10 • - STD. SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER " 1 1/2" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200 ""S ^\x k *Hss\ V V\'*••^•••^ ^il »» ^*--.^« 1 00.000 1 0.000 1 .000 0.1 00 0.01 0 0.001 PARTICLE - SIZE (mm) Hole No. B-1 Sample No. 7 Depth (ft.) 25 Soil Type SC Atterberg Limits LL PL PI 36 15 21 Sample Description: Brown clayey sand Rev. 12-00 Project Name: Project Number: 990101-002 Fraser/College and Cannon ATTERBERG LIMITS, PARTICLE SIZE CURVE ASTM D 4318, D 422 grained fraction nf noarse-arained soils 0 10 20 30 40 50 60 70 80 90 100 Liquid Limit (LL) 10C 9C 8C 7C 0 6C & 5C onUJza: 40i- 01 g 30tua. 20 10 0 1C GRAVEL COARSE FINE CRSE SAND MEDIUM FINE U.S. STD. SIEVE OPENING U.S. STANDARD SIEVE NUMBER 3.0" 1 1/2" 3/4" 3/8" #4 #10 #20 #40 #60 #100 ) - - ) - - . . *H 0.000 10.000 Hole No. B-1 Sample No. 8 \ s ><vs\\ V\ 1 FINES SILT CLAY HYDROMETER #200 1^ •X •«•-1VXi "K^*«<\ --• 1.000 0.100 0.010 PARTICLE - SIZE (mm) Depth (ft.) 30 Soil Type SC-CL 0.001 Atterberg Limits LL PL PI 43 16 27 Sample Description: Brown clayey sand to sandy clay Rev. 12-00 Project Name: Project Number: 990101-002 Fraser/College and Cannon ATTERBERG LIMITS, PARTICLE SIZE CURVE ASTMD4318, D422 20 30 40 50 60 70 80 90 100 Liquid Limit (LL) GRAVEL COARSE FINE SAND CRSE MEDIUM FINE FINES SILT CLAY U.S. 3.0 Qn 80 - - 70 - i 60(3 OU - 8 & 50 a:tu•z.u. 40l-•z.Ul " 30 UJa. on 10 STD. SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER " 1 1/2" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200 \\ ys \ \ ^\ ^•vs •»— « il*«kKit -<1 ^» 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE - SIZE (mm) Hole No. B-1 Sample No. 9 Depth (ft.) 35 Soil Type SC-CL Atterberg Limits LL PL PI 42 17 25 Sample Description: Brown clayey sand to sandy clay Rev. 12-00 Project Name: Project Number: 990101-002 Fraser/College and Cannon ATTERBERG LIMITS, PARTICLE SIZE CURVE ASTMD4318, D 422 I 10 20 30 40 50 60 Liquid Limit (LL) 70 80 90 100 GRAVEL COARSE FINE SAND CRSE MEDIUM FINE FINES SILT CLAY U.S. 3.0 90 - 80 -i 70 - x 6QQ DU - > 50 . o;UJ•z. n~ AT\ ^-•z. UJ 2 30 - UJ 0. on 10 - n . . STD. SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER ' 1 1/2" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200 s I \ \ t S V~\ S \1\ \ \ •>1 ^iX»i s -• 1 —— • 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE - SIZE (mm) Hole No. B-2 Sample No. 2 Depth (ft.) 5 Soil Type SC Atterberg Limits LL PL PI 30 14 16 Sample Description: Brown clayey sand Rev. 12-00 Project Name: Project Number: 990101-002 Fraser/College and Cannon ATTERBERG LIMITS, PARTICLE SIZE CURVE ASTMD4318, D 422 X<u•ac 10 20 30 40 50 60 70 Liquid Limit (LL) 80 90 100 GRAVEL COARSE FINE SAND CRSE MEDIUM FINE FINES SILT CLAY U.S. 3.0 on 80 7O i- •^ fino Du >- 50 £tilz LL dfl HzLLJ 0 30 LU Q. 20 in STD. SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER 1 1/2" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200 »s ^^ ^\ \ \ \ ^\ \ \V\ 'IsV•«^_— « 1 00.000 1 0.000 1 .000 0.100 0.01 0 0.001 PARTICLE - SIZE (mm) Hole No. B-2 Sample No. 7 Depth (ft.) 25 Soil Type SC Atterberg Limits LL PL PI 28 15 13 Sample Description: Brown clayey sand Rev. 12-00 Project Name: Project Number: 990101-002 Fraser/College and Cannon ATTERBERG LIMITS, PARTICLE SIZE CURVE ASTMD4318, D422 0)TJC .2Q. 10 10 20 30 40 50 60 70 Liquid Limit (LL) 90 100 GRAVEL COARSE FINE SAND CRSE MEDIUM FINE FINES SILT CLAY U.S. STD. SIEVE OPENING U.S. STANDARD SIEVE NUMBER 3.0" 1 1/2" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200 100 11 i|i I. • I f fti i P*I i—I 1 In i i li ill I—rrfr 90 HYDROMETER 100.000 10.000 1.000 0.100 PARTICLE - SIZE (mm) 0.010 0.001 Hole No. Sample No. Depth (ft.) Soil Type Atterberg Limits LL PL PI B-2 8 30 SP-SM Not Tested Sample Description: Brown poorly graded to silty sand Rev. 12-00 Project Name: Project Number: 990101-002 Fraser/College and Cannon ATTERBERG LIMITS, PARTICLE SIZE CURVE ASTMD4318. D 422 10 20 30 40 50 60 70 80 Liquid Limit (LL) 90 100 GRAVEL COARSE FINE SAND CRSE MEDIUM FINE FINES SILT CLAY U.S. 3.0" 90 80 7fl H ~£ fino Du > 50 orLU "Z. i-•z. LU K 30 -- LU Q_ ?n m STD. SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER 1 1/2" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200 ^^^- . . t•— •-1\i^ ^»Vt'\s \ \ \ \ \ s 1. Nk.V It'•s S">«'^--• 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE -SIZE (mm) Hole No. B-2 Sample No. 9 Depth (ft.) 40 Soil Type SC Atterberg Limits LL PL PI 36 20 16 Sample Description: Orange-brown clayey sand Rev. 12-00 Project Name: Project Number: 990101-002 Fraser/College and Cannon ATTERBERG LIMITS, PARTICLE SIZE CURVE ASTMD4318. D 422 10 20 30 40 50 60 70 Liquid Limit (LL) 80 90 100 GRAVEL COARSE FINE SAND CRSE MEDIUM FINE FINES SILT CLAY U.S. 3.0 90 80 70 l- ^ finO Du > 50 . o;HIzrr An h- UJ £ 30 UJ Q. 20 m STD. SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER " 1 1/2" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200 \ \ ^y )i\ \\ > \ \\ '^1 NsXS^uut1 •*<>—1 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE - SIZE (mm) Hole No. LB-1 Sample No. 4 Depth (ft.) 28 Soil Type SM Atterberg Limits LL PL PI Not Tested Sample Description: Gray silty sand Rev. 12-00 Project Name: Project Number: 990101-002 Fraser/College and Cannon ATTERBERG LIMITS, PARTICLE SIZE CURVE ASTMD 4318,0422 VT3_C .£>'o Fnr classification of fine nrained soils and fine- 10 20 30 40 50 60 Liquid Limit (LL) 70 80 90 100 GRAVEL COARSE FINE SAND CRSE MEDIUM FINE FINES SILT CLAY U.S. 3.0 on an 7n £ go(5 ou - > 50 0£ LUZ[T Ant-zLUocc 30 • - LJJQ. ?n m STD. SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER 1 1 1/2" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200 \V H\ \>\ ^,1 N S *^ ^U'Sk^N^< 1 00.000 1 0.000 1 .000 0.1 00 0.01 0 0.001 PARTICLE - SIZE (mm) Hole No. LB-2 Sample No. 5 Depth (ft.) 27-29 Soil Type SM Atterberg Limits LL PL PI Not Tested Sample Description: Brown silty sand Rev. 12-00 Project Name: Project Number: 990101-002 Fraser/College and Cannon ATTERBERG LIMITS, PARTICLE SIZE CURVE ASTMD 4318,0422 0)TJC 0 10 20 30 40 50 60 70 80 90 100 Liquid Limit (LL) GRAVEL COARSE FINE SAND CRSE MEDIUM FINE FINES SILT CLAY U.S. 3.0 on 80 - 7D 1- ;£ finO DU m 50 LUzn_ Ani- UJo LUQ_ on . . in STD. SIEVE OPENING U.S. STANDARD SIEVE NUMBER 1 1 1/2" 3/4" 3/8" #4 #10 #20 #40 #60 #100 ^t \ ^k k \ N • \i kV\ (^ HYDROMETER #200 l>.-• ^^^,iiS«ss\ 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE - SIZE (mm) Hole No. LB-5 Sample No. 1 Depth (ft.) 5 Soil Type SC Atterberg Limits LL PL PI Not Tested Sample Description: Brown clayey sand Rev. 12-00 Project Name: Project Number: 990101-002 Fraser/College and Cannon ATTERBERG LIMITS, PARTICLE SIZE CURVE ASTMD4318. D 422 60 50 40 30 20 10 0 For classification of fine- grained soils and fine- grained fraction of coarse-grained soils ML or OL CHorOH "A" LINE MHorOH 10 20 30 40 50 60 70 Liquid Limit (LL) 80 90 100 GRAVEL COARSE FINE SAND CRSE MEDIUM . FINE FINES SILT CLAY U.S. 3.0 90 80 70 •*- finO ou - & 50 OLHIz \L 40l-z01 £ 30 - LU Q_ on 10 - 0 • STD. SIEVE OPENING U.S. STANDARD SIEVE NUMBER ' 1 1/2" 3/4" 3/8" #4 #10 #20 #40 #60 #100 V 'n ^ ^\ •\V s t HYDROMETER #200 I ^V s V1kV.• 1stk'*^^« 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE - SIZE (mm) Hole No. LB-5 Sample No. 2 Depth (ft.) 10 Soil Type CL Atterberg Limits LL PL PI Not tested Sample Description: Brown sandy lean clay Rev. 12-00 Project Name: Project Number: 990101-002 Fraser/College and Cannon ATTERBERG LIMITS, PARTICLE SIZE CURVE ASTMD 4318,0422 10 20 30 40 50 60 70 80 90 100 Liquid Limit (LL) GRAVEL COARSE FINE SAND CRSE MEDIUM FINE FINES SILT CLAY U.S. 3.0 cm on 7O H -*- RnO Du > so QL UJ•z. u_ 40 HZUJ £ 30 -UJQ. on m STD. SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER ' 1 1/2" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200 •«. "S L ^ •*\ \\ '^ "^*>sV*-.k^^1>s•v^« 1 00.000 1 0.000 1 .000 0.1 00 0.01 0 0.001 PARTICLE - SIZE (mm) Hole No. LB-5 Sample No. 4 Depth (ft.) 20 Soil Type CL-CH Atterberg Limits LL PL PI 48 16 32 Sample Description: Pale brown sandy clay Rev. 12-00 Project Name: Project Number: 990101-002 Fraser/College and Cannon ATTERBERG LIMITS, PARTICLE SIZE CURVE ASTMD4318, D 422 Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 1 of 6 LEIGHTON AND ASSOCIATES, INC. GENERAL EARTHWORK AND GRADING SPECIFICATIONS FOR ROUGH GRADING 1.0 General 1.1 Intent: These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s). These Specifications are a part of the recommendations contained in the geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report(s). 1.2 The Geotechnical Consultant of Record: Prior to commencement of work, the owner shall employ the Geotechnical Consultant of Record (Geotechnical Consultant). The Geotechnical Consultants shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of the grading. Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing. During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial removal" areas, all key bottoms, and benches made on sloping ground to receive fill. The Geotechnical Consultant shall observe the moisture-conditioningand processing of the subgrade and fill materials and perform relative compaction testing of fill to determine the attained level of compaction. The Geotechnical Consultant shall provide the test results to the owner and the Contractor on a routine and frequent basis. 3030.1094 Leightonand Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 2 of 6 1.3 The Earthwork Contractor: The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-conditioning and processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications. The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of "spreads" of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform the owner and the Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations. The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. 2.0 Preparation of Areas to be Filled 2.1 Clearing and Grubbing: Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and the Geotechnical Consultant. The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1 percent of organic materials (by volume). No fill lift shall contain more than 5 percent of organic matter. Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area. As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. 3030.1094 Leightonand Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 3 of 6 2.2 Processing: Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction. 2.3 Overexcavation: In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading. 2.4 Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant. Fill placed on ground sloping flatter than 5:1 shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill. 2.5 Evaluation/Acceptance of Fill Areas: All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. 3.0 Fill Material 3.1 General: Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material. 3.2 Oversize: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction. 3030.1094 Leigh ton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 4 of 6 3.3 Import: If importing of fill material is required for grading, proposed import material shall meet the requirements of Section 3.1. The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed. 4.0 Fill Placement and Compaction 4.1 Fill Layers: Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout. 4.2 Fill Moisture Conditioning: Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum. Maximum density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method D1557-91). 4.3 Compaction of Fill: After each layer has been moisture-conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM Test Method D1557-91). Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity. 4.4 Compaction of Fill Slopes: In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method D1557-91. 4.5 Compaction Testing: Field tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to slope faces and at the fill/bedrock benches). 3030.1094 Leightonand Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 5 of 6 4.6 Frequency of Compaction Testing: Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met. 4.7 Compaction Test Locations: The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided. 5.0 Subdrain Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. 6.0 Excavation Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. 3030.1094 Leightonand Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 6 of 6 7.0 Trench Backfills 7.1 The Contractor shall follow all OHSA and Cal/OSHA requirements for safety of trench excavations. 7.2 All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to 1 foot over the top of the conduit and densified by jetting. Backfill shall be placed and densified to a minimum of 90 percent of maximum from 1 foot above the top of the conduit to the surface. 7.3 The jetting of the bedding around the conduits shall be observed by the Geotechnical Consultant. 7.4 The Geotechnical Consultant shall test the trench backfill for relative compaction. At least one test should be made for every 300 feet of trench and 2 feet of fill. 7.5 Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method. 3030.1094 OUTLET PIPES 4'4> NON-PERFORATED PIPE, 100' MAX. O.C. HORIZONTALLY, 30' MAX. O.C. VERTICALLY BACKCUT1:! OR FLATTER 2' MIN. POSITIVE SEAL SHOULD BE PROVIDED AT THE JO I12" MIN. OVERLAP FROM THE TOP HOG RING TIED EVERY 6 FEET VI OUTLET PIPE (NON-PERFORATED) CALTRANS CLASS II PERMEABLE OR #2 ROCK (3FT.*/FT.) WRAPPED IN FILTER FABRIC FILTER FABRIC (MIRAF1 140 OR APPROVED EQUIVALENT) T-CONNECTION FOR COLLECTOR PIPE TO OUTLET PIPE SUBDRAIN INSTALLATION • Subdrain collector pipe shall be installed with perforations down or, unless otherwise designated by the geotechnfcal consultant Outlet pipes shall be non-perforated pipe. The subdrain pipe shall have at least 8 perforations uniformly spaced per foot Perforation shall be W to W if drilled holes are used. All subdrain pipes shall have a gradient at least 2% towards the outlet SUBDRAIN PIPE - Subdrain pipe shall be ASTM D2751, SDR 23.5 or ASTM D1527, Schedule 40, or ASTM D3034, SDR 23.5, Schedule 40 Pofyvinyl Chloride Plastic (PVC) pipe. All outlet pipe shall be placed in a trench no wider than twice the subdrain pipe. Pipe shad be in soil of SE.>30 jetted or flooded in place except for the outside 5 feet which shall be native soil backfill. BUTTRESS OR REPLACEMENT FILL SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS D uu 4/9S PROJECTED PLANE 1 TO 1 MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND NATURAL GROUND FILL SLOPE REMOVE UNSUITABLE MATERIAL BENCH HEIGHT 2'MIN. KEY DEPTH LOWEST BENCH (KEY) NATURAL GROUND 4* TYPICAL ' I — BENCH HEIGHT S / KEY DEPTH FILL-OVER-CUT SLOPE REMOVE UNSUITABLE MATERIAL CUT PACE SHALL BE CONSTRUCTED PRIOR TO FU. PLACEMENT TO ASSURE ADEQUATE GEOLOGIC CONDITIONS CUT FACE TO BE CONSTRUCTED PRIOR TO RLL PLACEMENT NATURAL GROUND OVERBUILT AND TRIM BACK DESIGN SLOPE PROJECTED PLANE 1TO1 MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUNO REMOVE INSUITABLE MATERIAL CUT-OVER-FILL SLOPE For Subdrains See Standard Detail C BENCH HEIGHT BENCHMQ 8HAU BE DONE WHEN SLOPES ANGLE IS EQUAL TO OR GREATER THAN 5:1 MHMUM BENCH HEIGHT SHALL BE 4 FEET MINIMUM FILL WIDTH SHALL BE 9 FEET KEYING AND BENCHING GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS A JU REV. 4/11/96 JETTED OR FLOODED GRANULAR MATERIAL • Oversize rock is larger than 8 inches in largest dimension. • Excavate a trench in the compacted fill deep enough to bury all the rock. • Backfill with granular soil jetted or flooded in place to fill all the voids. • Do not bury rock within 10 feet of finish grade. • Windrow of buried rock shad be parallel to the finished slope fin.ELEVATION A-A' PROFILE ALONG WINDROW JETTED OR FLOODED GRANULAR MATERIAL OVERSIZE ROCK DISPOSAL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS B LJU 4/05 NATURAL GROUND BENCHING REMOVE UNSUITABLE MATERIAL - COMPACTED FILL "_-_r---Zizzrir^L- 2* MIN. OVERLAP FROM THE TOP HOG RING TIED EVERY 6 FEET CALTRANS CLASS II PERMEABLE OR #2 ROCK" (9FT.3/FT.) WRAPPED IN FILTER FABRIC APPROVED EQUIVALENT) CANYON SUBDRAIN OUTLET DETAIL FILTER FABRIC (MIRAF1140 OFU \ / APPROVED \COLLECTOR PIPE SHALL DESIGN FINISHED GRADE PERFORATED PIPE 6'* MIN. BE MINIMUM 6- DIAMETER SCHEDULE 40 PVC PERFORATED PIPE. SEE STANDARD DETAIL D FOR PIPE SPECIFICATION .NON-PERFORATED MIN. 5' MIN FILTER FABRIC (MIRAFI 140 OR APPROVED EQUIVALENT) #2 ROCK WRAPPED IN FILTER -FABRIC OR CALTRANS CLASS I PERMEABLE. CANYON SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS C LJJ 4/95 RETAINING WALL DRAINAGE DETAIL -SOIL BACKFILL. COMPACTED TO , 90 PERCENT RELATIVE COMPACTION* \ RETAINING WALL ^ WALL WATERPROOFING PER ARCHltECf 'S SPECIFICATIONS FINISH GRADE ; ^sr^rzr^iiis^r^i=rzr^r::rii^1:£zi:^r=r^i^r=^^r=r=r SHHr^HHHrSSH^HHHHHHHrEHI-SSsrSSsSS: — ---^Hi-r-r-sCOMPACTED FiLy^-s;™- X flftU^^^^^^^^^^M^^^ D 1 ° OU7r—*T 06* MIN..P OVERLAP o o O , ° 0 ,o 1' MIN. -:^. • o ' / • ' 9^ ° v^1^ * fu° °o y_^ t« • B=£SEsbe! :_-_-_; ^— -g^^.-.-;.-^- p ~^=r— FILTER FABRIC E {j^f (MIRAFri40N OF jrirird EQUIVALENT)** djpfjL— - ^3/4'- 1-1/2* CLEAr i^li _ 4* (MINJ DIAMET 2^=?T PVC PIPE (SCHE -=-£— EQUIVALENT) Wl -^•^•^•^ ORIENTED i DOWN _r-_=-.n= MINIMUM I] PERCI jr-^z-_- TO SUITABLE OU1 — : — '• (** WALL FOOTING— -vrtai NOT TO SCALE 3" MIN. SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL U.S. Standard Sieve Size 1" 3/4" 3/8" No. No. No. No. No. 4 8 30 50 200 % Passing 100 90-100 40-100 25-40 18-33 5-15 0-7 0-3 Sand Equivalent>75 COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT * BASED ON ASTM D1667 **IF CALTRANS CLASS 2 PERMEABLE MATERIAL (SEE GRADATION TO LEFT) IS USED IN PLACE OF 3/4'-1-1/2" GRAVEL, FILTER FABRIC MAY BE DELETED. CALTRANS CLASS 2 PERMEABLE MATERIAL SHOULD BE COMPACTED to 9Q PERCENf?RELATIVE COMPACTION * NOTE:COMPOSITE DRAINAGE PRODUCTS SUCH AS MJRADRAIN OR J-DRAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR CLASS 2. INSTALLATION SHOULD BE PERFORMED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. OUTLET PIPES SHALL BE 4" <t> NON-PERFORATED PIPE, 30' MAX. O.C. VERTICALLY, DISCHARGE TO SUITABLE PROTECTED OUTLET KEY DEPTH 1 ^BACKCUTl:! OR FLATTER T MIN. --------- 2% MiN.-#>~rz: , 15' MIN. i KEY WIDTH --,z\-f-Aj^a \POSITIVE SEAL SHOULD BE PRpVIDED AT THE JOINT \ OUTLET PIPE (NON-PERFORATED) ^ - CALTRANS CLASS II PERMEABLE OR #2 ROCK (3ftVft) WRAPPED IN FILTER FABRIC 12" MINIMUM OVERLAP FROM THE TOP HOG RING TIED EVERY 6 FEET FILTER FABRIC (MIRAFI140 OR APPROVED EQUIVALENT) T-CONNECTION FOR COLLECTOR PIPE TO OUTLET PIPE SUBDRAIN INSTALLATION - Subdrain collector pipe shall be installed with perforations down or, unless otherwise designated by the geotechnical consultant. Outlet pipes shall be non-perforated pipe. The subdrain pipe shall have at least 8 perforations uniformly spaced per foot. Perforations shall be %" to '/21' if drilled holes are used. All subdrain pipes shall have a gradient at least 2% towards the outlet. SUBDRAIN PIPE - Subdrain pipe shall be ASTM D2751, SDR 23.5 or ASTM 1527, Schedule 40, or ASTM D3034, SDR 23.5, Schedule 40 Polyvinyl Chloride Plastic (PVC) pipe. All outlet pipe shall be place in a trench no wider than twice the subdrain pipe. Pipe shall be in soil of SE > 30 jetted or flooded in place except for the outside 5 feet which shall be native soil backfill. STABILITY FILL DETAIL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS _JU 150 -F 100 -- 50-- 0-- -50-- -100-- -150 -- -200 - - CALIFORNIA FAULT MAP College and Cannon > ^ -250 - -i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i PROBABILITY OF EXCEEDANCE BOORE ET AL. (1997) SOIL (310)1 100 90 _Q CO _Q O CDOc CD •O 0 0)O XLU 0 - 0.00 75 yrs 100 yrs 0.25 0.50 0.75 1.00 1.25 1.50 Acceleration (g) I 1 1 I i I 210 Fraser/College and Cannon/ STA 120+50 East Slope (Circular) C:\PROJECTS\COLLEGE\SLOPE\STA12050.PLT Run By: Username 3/5/01 11:01PM I I Soil Soil Total Saturated Cohesion Friction Piez. De.sc. Type Unit Wt. Unit Wt. Intercept Angle Surface No. (pcf) (pcf) (psf) (deg) No. Terrace 1 125.0 130.0 150.0 34.0 0 Lusardi 2 125.0 130.0 200.0 34.0 0 170 130 90 50 40 80 120 160 200 STED GSTABL7 FSmin=2.15 Factor Of Safety Is Calculated By Spencer's Method of Slices ! 1 I i I I i i i 210 Fraser/College and Cannon/ STA 120+50 East Slope (Circular-Seismic) C:\PROJECTS\COLLEGE\SLOPE\12050PC.PLT Run By: Username 3/5/01 10:50PM 170 130 90 Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface No. (pcf) (pcf) (psf) (deg) No. Terrace 1 125.0 130.0 150.0 34.0 0 Lusardi 2 125.0 130.0 200.0 34.0 0 Load Value Horiz Eqk 0.150g< 40 80 120 160 200 GSTABL7 F5min=1.54 Factor Of Safety Is Calculated By Spencers Method of Slices i i 210 Fraser/College and Cannon/ STA121+80 West Slope (Circular) C:\PROJECTS\COLLEGE\SLOPE\STA12180\12180PCPLT Run By: Username 3/5/01 11:30PM 170 130 90 50 Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. UnttWt. Intercept Angle Surface No. (pcf) (pcf) (psf) (deg) No. Terrace 1 125.0 130.0 100.0 30.0 0 Terrace 2 125.0 130.0 200.0 34.0 0 40 80 120 160 200 STED GSTABL7 FSmin=2.17 Factor Of Safety Is Calculated By Spencers Method of Slices 210 Fraser/College and Cannon/ STA121+80 West Slope (Circular) C:\PROJECTS\COLLEGE\SLOPE\STA12180\12180PCSPLT Run By: Usemame 3/5/01 11:32PM 170 130 — 90 50 STED 1 ,H Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. UnitWt. Intercept Angle Surface! No. (pcf) (pcf) (psf) (den) No. Terrace 1 125.0 130.0 100.0 30.0 0 Terrace 2 125.0 130.0 200.0 34.0 0 2 ^^ Load Value I HorizEqk 0.150g< J ^ ^* ^ 'S^s ^ 2 1 40 80 120 160 200 GSTABL7 FSmin=1.55 Factor Of Safety Is Calculated By Spencer's Method of Slices i i I 1 I i 170 Fraser/College and Cannon/ STA133+75 East Slope (Circular) C:\PROJECTS\COLLEGBSLOPE\STA13375\13375PC.PLT Run By: Username 3/6/01 1:14AM 140 110 Soil Soil Total Saturated Cohesion Friction Ptez. Desc. TypeUnlWt. UnftWt. Intercept Angle Surface No. (pcf) (pcf) (psf) (den) No. Santiago 1 125.0 130.0 Aniso Aniso 0 Fit Zone 2 125.0 130.0 50.0 15.0 0 120 150 STED GSTABL7 FSmin=2.10 Factor Of Safety Is Calculated By Spencer's Method of Slices Anisotropic Soil Defir 90* c=250.,phi=28. -90* Soill 1 Fraser/College and Cannon/ 5* c=150.,phi=2Q. •5* c=250.,phi=28. 170 Fraser/College and Cannon/ STA 133+75 East Slope (Circular-Seismic) C:\PROJECTS\COLLEGE\SLOPE\STA13375\13375PCS.PLT Run By: Username 3/6/01 1:19AM 140 110 80 50 Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface No. (pcf) (pcf) (psf) (deg) No. Santiago 1 125.0 130.0 Aniso Aniso 0 Fit Zone 2 125.0 130.0 50.0 15.0 0 Load Value Horiz Eqk 0.150g< 30 60 90 120 150 STED GSTABL7 FSmin=1.36 Factor Of Safety Is Calculated By Spencers Method of Slices I i i I I I 1 1 t I i 170 Fraser/Coliege and Cannon/ STA 133+75 East Slope (Block) C:\PROJECTS\COLLEGE\SLOPE\STA13375\13375B.PL2 Run By: Username 3/6/01 1:35AM 140 110 80 50 =F =F Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface No. (pcf) (pcf) (psf) (deg) No. Santiago 1 125.0 130.0 Aniso Aniso 0 Fit Zone 2 125.0 130.0 50.0 15.0 0 30 60 90 120 150 STED GSTABL7 FSmin=1.56 Safety Factors Are Calculated By The Simplified Janbu Method t i I i I i i f i i i 170 Fraser/College and Cannon/ STA 133+75 East Slope (Block-Seismic) C:\PROJECTS\COLLEGE\SLOPE\STA13375U3375BS.PL2 Run By: Username 3/6/01 1:58AM =F 140 110 Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. UnitWt. Intercept Angle Surface No. (pcf) (pcf) (psf) (deg) No. Santiago 1 125.0 130.0 Anfeo Anfeo 0 Fit Zone 2 125.0 130.0 50.0 15.0 0 Load Value HorizEqk 0.150 g< 30 120 STED 60 90 GSTABL7 FSmin=1.12 Safety Factors Are Calculated By The Simplified Janbu Method for the case of c & phi both > 0 150 I 1 I I i i I I i I Fraser/College and Cannon/ STA138+50 West Slope (Circular) C:\PROJECTS\COLLEGE\SLOPE\STA13150\13850PC.PLT Run By: Username 3/B/D1 12:08AM Soil Total Saturated Cohesion Desc. Type Unit Wt. UnftWt. Intercept Angle Surface No. (pcf) (pcf) Terrace 1 125.0 130.0 Santiago 2 125.0 130.0 (psf) 200.0 250.0 50 STED 20 40 60 80 120 140 GSTABL7 FSmin=2.10 Factor Of Safety Is Calculated By Spencer's Method of Slices I i i I i t i t Fraser/College and Cannon/ STA138+50 West Slope (Circular-Seismic) C:\PROJECTS\COLLEGE\SLOPBSTA13150\13850PCS.PLT Run By: Username 3/6/01 12fl7AM IOU 130 110 90 70 50 ( STED i 1 1 Soil Soil Total Saturated Cohesion Desc. Type Unit Wt. UnitWt. Intercept No. (pcf) (pcf) (psf) Terrace 1 125.0 130.0 200.0 Santiago 2 125.0 130.0 250.0^ J Friction Piez. Load Value Angle Surface HorizEqk 0.150g< (deg) No. 34.0 0 28.0 0 ^^ L i ^ -^~^*^ ^ / f. "jr ^ ^jf 2. 1 ) 20 40 60 80 100 120 14 GSTABL7 FSmin=1.49 Factor Of Safety Is Calculated By Spencer's Method of Slices SURFICIAL SLOPE STABILITY ANALYSIS FLOWLINES Project No.: Project: Case: 990101-002 Fraser/College and Cannon Extensions 2.01-1:1 V Slope / Compacted Fill @ 90% R.C. Depth of Saturation (ft), Z Buoyant Unit Weight of Soil (pcf), yb Total Unit Weight of Soil (pcf), y, Slope Angle, a Angle of Internal Friction, $ Cohesion (psf), c 3 62.6 125 26.7 30 150 Force Tending To Cause Movement: FD = Zytsin2a/2 150.53 Ib/ft Force Tending To Resist Movement: FR = Zyb cos a tan (j> + ( c) F.S.: 2Zyb cos2 a tan cj> + 2c Zyt sin 2a F.S.= 1.57 236.54 Ib/ft SURFICIAL STABILITY Project Name : Fraser/College and Cannon Project Number: 990101-002