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Home My WebLink AboutCT 97-02; Rancho Carrillo Villages A, B, C & D-Scripps; Rancho Carrillo Villages A, B, C & D; 1998-02-13PRELIMINARY GEOTECHNICAL INVESTIGATION FOR RANCHO CARRILLO VILLAGES A, B, C, AND D CARLSBAD, CALIFORNIA PREPARED FOR SCRIPPS MEMORIAL HOSPITAL SAN DIEGO, CALIFORNIA PREPARED BY GEOCON INCORPORATED SAN DIEGO, CALIFORNIA MARCH 1993 GEOCON INCORPORATED GEOTECHNICAL CONSULTANTS Project No. 05845-12-01 February 13, 1998 Continental Ranch Inc. 12636 High Bluff Drive, Suite 300 San Diego, California 92130 Attention: Mr. Dave Lother Subject: RANCHO CARRILLO VILLAGES A, B, C, AND D CARLSBAD, CALIFORNIA ADDENDUM REPORT Reference: 1. Preliminary Geotechnical Investigation for Rancho Carrillo Villages A, B, C, and D, Carlsbad, California, prepared by Geocon Incorporated, dated March 3, 1993 (Project No. 04787-12-05) 2. Supplemental Geotechnical Investigation [for] Rancho Carrillo, Carlsbad, California, prepared by Geocon Incorporated, dated June 20, 1996 (Project No. 04787-12-09) 3. Tentative Map C. T. 97-02/P. U. D. 97-02, Rancho Carrillo Villages A, B, C, and D, prepared by Rick Engineering Company, stamp dated July 1, 1997 4. Update Report [for] Rancho Carrillo, Villages A, B, C, and D, Carlsbad, California, prepared by Geocon Incorporated, dated July 14, 1997. Gentlemen: In accordance with the request of Rick Engineering Company, this letter has been prepared to amend the grading recommendations as presented in the referenced preliminary geotechnical investigation report (Reference 1). Grading To reduce the potential for differential settlement, it is recommended that, for areas planned to receive single-family residential units, the cut portion of cut-fill transition lots be undercut at least 3 feet and replaced with properly compacted fill soils. 6960 Flanders Drive • San Diego, California 92121-2974 • Telephone (619) 558-6900 • Fax (619) 558-6159 For sheet-graded pads, undercutting the cut portion of cut-fill transition areas is not recommended during mass grading. The need for undercutting should be evaluated prior to fine grading and be based on building location and type structure. If you have any questions regarding this correspondence, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOQQNINCORPO /id F. I/e(ak; RCE 22527 DFL:dmc (6) Addressee (2) Rick Engineering Company Attention: Mr. Kevin Gibson Project No. 05845-12-01 -2-February 13, 1998 GEOCON INCORPORATED GEOTECHNICAL CONSULTANTS Project No. 05845-12-01 February 13, 1998 ECEIVED Continental Ranch Inc. ., t s* 1 8 1998 12636 High Bluff Drive, Suite 300 San Diego, California 92130 r^ ^gAttention: Mr. Dave Lother Subject: RANCHO CARRILLO VILLAGES A, B, C, AND D CARLSBAD, CALIFORNIA ADDENDUM REPORT Reference: 1 . Preliminary Geotechnical Investigation for Rancho Carrillo Villages A, B, C, and D, Carlsbad, California, prepared by Geocon Incorporated, dated March 3, 1993 (Project No. 04787-12-05) 2. Supplemental Geotechnical Investigation [for] Rancho Carrillo, Carlsbad, California, prepared by Geocon Incorporated, dated June 20, 1996 (Project No. 04787-12-09) 3. Tentative Map C. T. 97-02/P. U. D. 97-02, Rancho Carrillo Villages A, B, C, and D, prepared by Rick Engineering Company, stamp dated July 1, 1997 4. Update Report [for] Rancho Carrillo, Villages A, B, C, and D, Carlsbad, California, prepared by Geocon Incorporated, dated July 14, 1997. Gentlemen: In accordance with the request of Rick Engineering Company, this letter has been prepared to amend the grading recommendations as presented in the referenced preliminary geotechnical investigation report (Reference 1). Grading To reduce the potential for differential settlement, it is recommended that, for areas planned to receive single-family residential units, the cut portion of cut-fill transition lots be undercut at least 3 feet and replaced with properly compacted fill soils. 6960 Flanders Drive • San Diego, California 92121-2974 • Telephone (619) 558-6900 • Fax (619) 558-6159 For sheet-graded pads, undercutting the cut portion of cut-fill transition areas is not recommended during mass grading. The need for undercutting should be evaluated prior to fine grading and be based on building location and type structure. If you have any questions regarding this correspondence, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCQNINCORFO avid F. Le RCE 22527 DFL:dmc (6) Addressee (2) Rick Engineering Company Attention: Mr. Kevin Gibson Project No. 05845-12-01 -2-February 13, 1998 Project No. 04787-12-05 March 3, 1993 Scripps Memorial Hospital c/o James Leary Architecture and Planning Incorporated 9845 Erma Road, Suite 205 San Diego, California 92131 Attention: Subject: Mr. Jim Leary RANCHO CARRILLO VILLAGES A, B, C, AND D CARLSBAD, CALIFORNIA PRELIMINARY GEOTECHNICAL INVESTIGATION Gentlemen: In accordance with your authorization and our revised proposal dated September 21, 1992, we have performed a preliminary geotechnical investigation for the subject project. The accompanying report presents the findings from our study and our conclusions and recommendations based on those findings. It is our opinion that the site may be developed as proposed, provided the recommendations of this report are followed. If you have any questions regarding this report, or if we may be of further service, please do not hesitate to contact the undersigned at your convenience. Very truly yours, GEOCONi David F! RCE 22527 AS:MLM:DFL:dmc (4) Addressee (1) Ladwig Design Group Attention: Mr. Bob Monte L. RG 5284 lurbach Ali Sadr Project Engineer ick Engineering Company ention: Mr. Ray Martin Visions tion: Mr. Kurt Von Putt TABLE OF CONTENTS PURPOSE AND SCOPE 1 SITE AND PROJECT DESCRIPTION 3 SOIL AND GEOLOGIC CONDITIONS 4 Delmar Formation (Td) 5 Alluvium (Qal) 6 Undocumented Fill (Qudf) 6 Topsoils (Unmapped) 7 GROUNDWATER 7 GEOLOGIC STRUCTURE 7 GEOLOGIC HAZARDS 8 Faulting and Seismicity 8 Liquefaction 9 CONCLUSIONS AND RECOMMENDATIONS 10 General 10 Soils and Excavation Characteristics 11 Grading 12 Subdrains 14 Bulking and Shrinkage Factors 15 Slope Stability 16 Foundations 17 Retaining Walls and Lateral Loads 22 Drainage 25 Foundation and Grading Plan Review 25 Corrosive Soils 25 LIMITATIONS AND UNIFORMITY OF CONDITIONS TABLE OF CONTENTS (Continued) MAPS AND ILLUSTRATIONS Figure 1, Vicinity Map Figure 2, Geologic Map (Map Pocket) Figure 3, Geologic Cross-Section Figure 4, Recommended Subdrain Detail Figure 5, Slope Stability Analysis - Cut Slopes Figure 6, Surficial Slope Stability Analysis - Fill Slopes Figure 7, Retaining Wall Drainage Detail APPENDIX A FIELD INVESTIGATION Figures A-l - A-7, Logs of Borings Figure A-8 - A-21, Logs of Trenches APPENDIX B LABORATORY TESTING Table B-I, Summary of In-Place Moisture-Density and Direct Shear Test Results Table B-II, Summary of Laboratory Expansion Index Test Results Table B-III, Summary of Laboratory Maximum Dry Density and Optimum Moisture Content Test Results APPENDIX C SELECTED LOGS OF EXPLORATORY EXCAVATIONS, MAJOR ROADS STUDY APPENDIX D RECOMMENDED GRADING SPECIFICATIONS Project No. 04787-12-05 March 3, 1993 PRELIMINARY GEOTECHNICAL INVESTIGATION PURPOSE AND SCOPE This report presents the results of a preliminary geotechnical investigation for Villages A, B, C, and D of the Rancho Carrillo project located in Carlsbad, California (see Vicinity Map, Figure 1. The purpose of our investigation was to evaluate the surface and subsurface soil and geologic conditions at the site, and based on the conditions encountered, to provide preliminary recommendations pertaining to the geotechnical aspects of site development. The scope of the investigation included a review of the following: 1. Geotechnical Investigation for Carrillo Rancho, Major Roads, Carlsbad, California, prepared by Geocon Incorporated, dated January 15, 1993. 2. Soil and Geologic Reconnaissance for Rancho Carrillo, Carlsbad, California, prepared by Geocon Incorporated, dated May 5, 1992. 3. Master Plan, Rancho Carrillo Master Plan, prepared by Rick Engineering Company, April 15, 1992. 4. Geotechnical Feasibility Assessment for Rancho Carrillo Master Plan, prepared by Geocon Incorporated, July 12, 1991. 5. Geotechnical Report for the Proposed Palomar Airport Road Improvements East of El Camino Real, Carlsbad, California, prepared by Kleinfelder, Incorporated, dated September 27, 1990. 6. Report of Preliminary Geotechnical Investigation, Carrillo Ranch, Meister/Woodward Parcel, prepared by Shepardson Engineering Associates Incorporated, dated November 6, 1984. - 1 - Project No. 04787-12-05 March 3, 1993 7. Preliminary Geotechnical Investigation, Carrillo Ranch Project, Parcel D, Carlsbad, California, prepared by Shepardson Engineering Associates Incorporated, dated February 10, 1984. 8. Weber, F. H., Recent Slope Failures, Ancient Landslides, and Related Geology of the North-Central Coastal Mesa, San Diego County, California, Report 82-12, 1982. 9. Weber, F. H., Geology and Mineral Resources of San Diego County, California, California Division of Mining and Geology, County Report 3, 1963. 10. 1953 aerial photographs, United States Department of Agriculture, AXN-8M-19 and 8M-20. The scope of the field investigation consisted of a site geologic reconnaissance and the drilling of 3 large-diameter borings and excavation of 14 exploratory trenches. Laboratory tests were performed on selected soil samples obtained at various depths in the exploratory excavations to evaluate pertinent physical properties. Details of the field investigation and laboratory tests are presented in Appendices A and B, respectively. Selected logs of exploratory excavations from our study for the above- referenced Major Roads study (Reference 1) are presented in Appendix C. This data has been utilized to aid in the preparation of this report. The recommendations presented herein are based on our analysis of the data obtained from the exploratory excavations, laboratory tests and our experience with similar soil and geologic conditions. -2- Project No. 04787-12-05 March 3, 1993 The base map used for this preliminary study consisted of a conceptual grading plan untitled and undated, prepared by Rick Engineering (see Figure 2). The results of the field investigation are compiled on Figure 2, depicting the site geologic conditions. A geologic cross section is presented on Figure 3. SITE AND PROJECT DESCRIPTION Rancho Carrillo is located south of Palomar Airport Road and adjacent to the eastern corporate boundary of the city of Carlsbad (see Vicinity Map, Figure 1). Villages A, B, C, and D are located within the northwest portion of the Rancho Carrillo project. Villages B and C are bordered to the north by Palomar Airport Road and to the south by Villages A and D. Villages E and K of Rancho Carrillo project are situated to the east, and the proposed Melrose Avenue is located to the west and south of the project site. The four villages consist of approximately 75 acres of gently to steeply sloping undeveloped land drained by various tributary drainages to the west and east. Elevations on the property range from approximately 499 feet above Mean Sea Level (MSL) at the southern margin of Village D to approximately 310 feet MSL near the western boundary of the Village A. It is our understanding that initial project development will consist of sheet-grading the villages in preparation for subsequent improvements. It is further understood that the construction of the Melrose Avenue will precede the grading of the adjacent villages. -3- Project No. 04787-12-05 March 3, 1993 A review of the referenced Rancho Carrillo Master Plan and the conceptual grading plan (see Figure 2) indicates maximum proposed excavation and fill depths on the order of 46 and 105 feet, respectively. Cut slopes are planned to maximum heights of 26 feet along the northern boundary. An approximately 75-foot-high cut slope would be constructed along the southern property margin as a result of the grading for Melrose Avenue. No significant fill slopes are presently planned. The above discussion is based on a site reconnaissance and a review of the referenced grading studies. It is understood that, as future development and grading plans progress, Geocon Incorporated will be afforded the opportunity for review of these documents. SOIL AND GEOLOGIC CONDITIONS One geologic unit consisting of the Delmar Formation and two mapped surficial units consisting of undocumented fill and alluvium were encountered during the field investigation. Topsoils were present to varying depths but are not mapped. The formational and surficial units is discussed below. Their approximate areal extent is shown on the Geologic Map, Figure 2. -4- Project No. 04787-12-05 March 3, 1993 Delmar Formation (Td) The Eocene-aged Delmar Formation is present beneath the surficial units over the entire site. The Delmar Formation, as encountered in the exploratory excavations and documented by previous studies, consists primarily of interbedded sandstone, claystone, and less commonly, siltstones. The sandstone beds are generally 10 to 20 feet thick, massive to thinly bedded and moderately cemented. Cementation, however, can vary from highly cemented, drill-resistant, concretionary beds of approximately 1 to 2 feet thick to slightly cemented and nearly cohesionless. The claystones are generally massive to poorly bedded, highly fractured, and commonly occur in beds up to 20 feet thick. In addition, bedding plane shear zones are relatively common within the claystones. The claystone and siltstone materials of this formation are typically characterized as having a "medium" to "high" expansion potential and where present at or near finish grade will require consideration for selective grading and/or modifying design parameters for improvements. Excavations within the Delmar Formation should be possible with light to moderate effort except where highly cemented concretionary beds are encountered. Such beds are generally difficult to excavate and excavation usually results in the generation of oversized materials that can be difficult to handle and place in fills. Furthermore, cut slopes exposing alternating sandstone and claystone bedding may present surficial instability and require mitigation by construction of a stability fill. -5- Project No. 04787-12-05 March 3, 1993 Some of the exploratory excavations within the Delmar Formation depict a near-surface zone of 2 to 6 feet of weathered material and/or formational creep. These materials, in their present condition, are considered unsuitable to receive fill or settlement-sensitive structure. Remedial grading in the form of removal and recompaction is recommended for these zones. Alluvium (Qal) Alluvial soils were encountered during the site reconnaissance at the bottom of the tributary canyons throughout the project site. These materials vary in consistency from silty, fine sands to sandy clays. Alluvial soils are considered unsuitable in their present condition where planned to receive fill or settlement-sensitive improvement and should be removed and recompacted in accordance with the recommendations presented herein. Undocumented Fill (Qudf) Undocumented fill soils, were encountered within the upper reach of three of the tributary canyons to an approximate depth of 6 feet. The presence of undocumented fill may not limited to these isolated areas. Based on our experience, it is not uncommon for old fill areas to be present in areas utilized for agriculture; however, their presence is masked by the cultivation activities. Where fill soils are encountered during grading, remediation will be required by removal and recompaction. -6- Project No. 04787-12-05 March 3, 1993 Topsoils (Unmapped^) Topsoils consisting of loose, dry, clayey sands and firm, sandy clay mantle the majority of the site to depths of approximately 2 to 5 feet. Due to the unconsolidated nature and potential expansiveness of the surficial topsoils, removal and selective placement in deeper fills will be required where development is planned. GROUNDWATER The Delmar Formation which underlies the majority of site has permeability characteristics and/or bedding that, under certain conditions, could be susceptible to water seepage. In as much as no springs, seepage or groundwater were encountered during our site investigation, it is our opinion that the seepage potential for the site is relatively low. However, it is possible that areas of localized seepage, perched groundwater, or wet soil may be encountered, particularly if grading is performed during or shortly after a period of intense precipitation. Groundwater conditions, either potential or actual, will be mitigated by installation of subdrains, heel drains and drainage panels constructed to direct flow to a suitable outlet. GEOLOGIC STRUCTURE The geologic structure of the site can be characterized as horizontal to gently westward dipping of Eocene sedimentary rocks. The most significant structural aspect of sedimentary -7- Project No. 04787-12-05 March 3, 1993 rocks is the occurrence of bedding plane faults within the Delmar Formation. These ancient shear zones are characterized by soft clay gauge zones of various thickness. The significance of these features is their potential adverse affect on the stability of the cut slopes. GEOLOGIC HAZARDS Faulting and Seismicity It is our opinion, based on our field investigation and review of aerial photographs and published geologic maps (Weber, 1963 and 1982), the site is not located on any active or potentially active fault trace as defined by the California Division of Mines and Geology. A minor intraformational fault was encountered within the Delmar Formation (Trench TS-1). The Rose Canyon and Elsinore Fault Zones, the closest active faults, lie approximately 9 and 22 miles to the west and northeast, respectively. As shown on Table I, a Maximum Probable Earthquake of Magnitude 6.5 occurring on the Rose Canyon fault could result in a peak site acceleration of approximately 0.14 g. Other active faults listed on Table I are more distant from the site and, hence, ground shaking from earthquakes on those faults will be less intensive. It is our opinion that the site could be subjected to moderate to severe ground shaking in the event of a major earthquake along any of the above-mentioned faults; -8- Project No. 04787-12-05 March 3, 1993 however, the seismic risk at the site is not considered significantly greater than the surrounding area. TABLE I DETERMINISTIC SITE PARAMETERS FOR SELECTED FAULTS Fault Name Casa Loma - Clark (San Jacinto) Coronado Banks Fault Zone Coyote Creek (San Jacinto) Elsinore Newport - Inglewood Rose Canyon San Andreas San Diego Trough Whittier - North Elsinore Distance From Site (miles) 46 23 48 22 45 9 68 33 49 Maximum Credible Event Maximum Credible (Mag) 7.50 6.75 7.50 7.50 7.50 7.00 8.00 6.50 7.50 Peak Site Acceleration (g) 0.05 0.08 0.05 0.13 0.05 0.24 0.04 0.05 0.05 Maximum Probable Event Maximum Probable (Mag) 7.00 6.00 7.00 6.75 6.50 6.50 7.25 6.00 6.25 Peak Site Acceleration (g) 0.04 0.06 0.04 0.09 0.03 0.14 0.02 0.04 0.02 Liquefaction Soil liquefaction is generally limited to granular soils located below groundwater which are in a relatively loose, unconsolidated condition at the time of a large earthquake event. It is our opinion that, due to the high density and cemented nature of the formational soils occurring on the site, and lack of near surface groundwater there is no significant risk of seismically induced liquefaction within the four villages. -9- Project No. 04787-12-05 March 3, 1993 CONCLUSIONS AND RECOMMENDATIONS General 1. No soil or geologic conditions were observed during the course of the investigation or noted in review of the referenced documents which, in our opinion, would preclude the development of the property as presently planned, provided the recommendations of this study are followed. 2. The site is underlain by surficial soils consisting of topsoil, undocumented fill, alluvium, and formational materials of the Delmar Formation. In general, the surficial soils, weathered materials and disturbed formational soils exhibiting creep are not considered suitable for the support of fill or structural loads in their present condition and will require remedial grading as recommended herein. 3. A review of the Conceptual Grading Plan (Figure 2) indicates that the four villages, A, B, C, and D, will be sheet-graded to receive future improvement. Villages C and D will be mostly cut, while the majority of Villages A and B are planned to receive fill soils. 4. A 75-foot-high cut slope, located at the southeastern corner of the project site, will be constructed during the grading of Melrose Avenue. Due to the presence of - 10- Project No. 04787-12-05 March 3, 1993 adversely dipping bedding-plane faults, the upper portion of this slope will require remediation by construction of a buttress fill. Soils and Excavation Characteristics 5. Based on our field observation and laboratory test results, the prevailing soil conditions are anticipated to vary from "low" expansive, silty to clayey sands derived from the sandstones of the Delmar Formation to "medium" to "high" expansive material derived from topsoils and clayey portions of the Delmar Formation. The expansive character of the soils is defined in accordance with the Uniform Building Code (UBC) Table 29-C. 6. Excavation of the surficial deposits should be possible with light to moderate effort with conventional heavy-duty grading equipment. Moderate to heavy effort should be anticipated for excavations in the formational soil. Excavation of the highly cemented concretionary zones within the Delmar Formation will generally be difficult, may require heavy ripping and will probably result in the generation of oversized material (greater than 12-inch). It should also be anticipated that after site grading is complete, future excavations in cut areas that expose the Delmar Formation may encounter cemented material and require special excavation equipment. - 11- Project No. 04787-12-05 March 3, 1993 Grading 7. All anticipated grading for site development should be performed in accordance with the Recommended Grading Specifications contained in Appendix D, and in accordance with pertinent ordinances of the city of Carlsbad. Where recommendations of Appendix D conflict with this section of the report, the recommendations of this section shall take precedence. All earthwork should be observed by, and all compacted fill tested by, representatives of Geocon Incorporated. 8. Prior to commencing grading, a preconstruction conference should be held at the site with the Owner or Developer, Grading Contractor, Civil Engineer, and Geotechnical Engineer in attendance. Special soil and oversize material handling and/or the grading plans can be discussed at that time. 9. Site preparation should begin with removal of all deleterious matter and vegetation in areas to be graded. The depth of removal should be such that material to be used in fills is free of organic matter. Material generated during stripping operations should be exported from the site to an approved location. 10. The site should then be brought to final subgrade elevations with structural fill compacted in layers. In general, native soils are suitable for reuse as fill if free from vegetation, debris and other deleterious matter. Layers of fill should be no - 12- Project No. 04787-12-05 March 3, 1993 thicker than will allow for adequate bonding and compaction. In areas proposed for improvements, all fill (including backfill and scarified ground surfaces) should be compacted to at least 90 percent of maximum dry density at or slightly above optimum moisture content, as determined in accordance with ASTM Test Procedure D1557-78, Method A or C. 11. Grading operations on the site should be scheduled so as to place the oversized rocks, cemented material and expansive soils in the deeper fills. All fill slopes should be constructed with granular materials having a "low" expansion potential. 12. All potentially compressible surficial deposits including topsoils, undocumented fill, alluvium, not removed by planned grading operations should be removed to firm natural ground and properly compacted prior to placing additional fill and/or structures. For grading in other area, deeper than normal benching and/or stripping operations for sloping ground surfaces will be required where thicknesses of potentially compressible surficial materials are greater than three feet. 13. Grading operations should be designed to provide a sufficient cap of "very low" to "low" expansive finish grade soils such that the upper 3 feet of all final building pads (cut or fill) and 12 inches in pavement areas are composed of properly compacted or -13- Project No. 04787-12-05 March 3, 1993 undisturbed formational "very low" to "low" expansive soils. The more highly expansive soils should be placed in the deeper fill areas and properly compacted. "Very low" to "low" expansive soils are defined as those soils that have an Expansion Index of 50 or less when tested in accordance with UBC Standard 29-2. Subdrains 14. Subdrains should be installed within the tributary canyons to be filled. A cross-section of the recommended subdrain configuration is presented on Figure 4. After installation of the subdrain, the project Civil Engineer should survey its location and elevation and prepare "as-built" plans of the subdrain location. The approximate planned locations of the subdrains are shown on Figure 2. 15. It is assumed that the road embankment for Melrose Avenue will be constructed prior to the grading of the subject project; therefore, sections of subdrains will have been installed within those areas where the road embankment cross the aforementioned tributary canyons. During grading within the Villages, the canyon subdrains should be connected to those sections and drained to a permanent subsurface system or continued into suitable open-space drainage. -14- Project No. 04787-12-05 March 3, 1993 Bulking and Shrinkage Factors 16. Estimates of embankment bulking and shrinkage factors are based on comparing laboratory compaction tests with the density of the material in its natural state as encountered in the exploratory excavations. It should be emphasized that variations in natural soil density, as well as in compacted fill densities, render shrinkage value estimates very approximate. As an example, the contractor can compact the fill soils to any relative compaction of 90 percent or higher of the maximum laboratory density. Thus, the contractor has approximately a 10 percent range of control over the fill volume. Based on the limited work performed to date, it is our opinion that the following shrinkage and bulking factors can be used as a basis for estimating how much the on-site soils may shrink or swell (bulk) when excavated from their natural state and placed as compacted fills. TABLEn SHRINK/BULK FACTORS Soil Unit Shrink/Bulk Factor Alluvium, topsoil, undocumented fill 5 to 10 percent shrink Delmar Formation 5 to 10 percent bulk -15- Project No. 04787-12-05 March 3, 1993 Slope Stability 17. A review of the Conceptual Grading Plan indicates that the maximum designed height of cut slopes are approximately 26 feet. No significant fill slopes are planned at this stage. However, an approximately 75-foot-high cut slope is planned along the southern boundary that will be constructed during the grading operations for Melrose Avenue. 18. A drained buttress fill is recommended for the upper portion of this slope. This buttress is necessary due to the presence of bedding-plane faults. The design and analysis for this slope has been presaturated in our Geotechnical Investigation Report for Rancho Carrillo - Major Roads, dated January 15, 1993. 19. The stability of proposed cut slopes with respect to deep-seated failure was analyzed using Janbu's Method for dimensionless slopes and the effective shear strength parameters of c = 300 psf and (j) = 30 degrees for the Delmar Formation. 20. The above shear strength parameters are based on the findings of this study and our experience with similar soil and geologic conditions in the area. The results of the analysis indicate that 2:1 (horizontal to vertical) cut or fill slopes possess a calculated factor of safety in excess of 1.5 for a height of approximately 30 feet. The slope - 16- Project No. 04787-12-05 March 3, 1993 stability analysis is presented in Figure 5. Surficial slope stability analysis of fill slopes also indicates a factor of safety in excess of 1.5; calculations are presented on Figure 6. 21. All cut slopes should be observed during grading by an engineering geologist to verify that soil and geologic conditions do not differ significantly from those anticipated. The requirement for remedial measures such as stability fills will be evaluated in the field during grading when the exposed conditions can be more appropriately observed. 22. All slopes should be planted, drained and properly maintained to reduce erosion. Foundations 23. The following foundation recommendations for the proposed one- and/or two-story residential structures are separated into categories dependent on the depth and geometry of underlying fill soils for a particular lot. Determination of final foundation design for specific lots will be made at the completion of grading and will be presented at that time within interim and/or final reports of mass grading operations. It should be noted that the following foundation recommendations pertain to lots excavated in or capped with a minimum of 3 feet of "very low" to "low" expansive soils (Expansion Index of 50 or less). For lots possessing an Expansion Index greater than 50 within 3 feet of finish grade, additional recommendations will be provided. - 17- Project No. 04787-12-05 March 3, 1993 TABLE IV FOUNDATION RECOMMENDATIONS BY CATEGORY Foundation Category I II III Minimum Footing Depth 12 Inches 18 Inches 24 Inches Continuous Footing Reinforcement One No. 4 bar top and bottom Two No. 4 bars top and bottom Two No. 4 bars top and bottom Interior Slab Reinforcement 6 x 6 - 10/10 welded wire mesh at slab mid- point No. 3 bars at 24 inches on center, both directions No. 3 bars at 18 inches on center, both directions CATEGORY CRITERIA Category I: Maximum fill thickness is less than 20 feet and Expansion Index is less than 50. Category II: Maximum fill thickness is less than 50 feet and Expansion Index is less than 90. Category III: Fill thickness exceeds 50 feet, or variation in fill thickness exceeds 10 feet, or Expansion Index exceeds 90, but is less than 130. Notes: 1. All footings should have a minimum width of 12 inches. 2. Footing depth measured from lowest adjacent finish grade. 3. All concrete slabs should be at least four inches thick. 4. All interior concrete slabs should be underlain by at least 4 inches of clean sand (or crushed rock). 5. All slabs expected to receive moisture sensitive floor coverings or used to store moisture sensitive materials should be underlain by a visqueen moisture barrier covered with at least 2 inches of the clean sand recommended in No. 4 above. - 18- Project No. 04787-12-05 March 3, 1993 24. Foundations for either Category I, II or III may be designed for an allowable soil bearing pressure of 2,000 pounds per square foot (psf) (dead plus live load). This bearing pressure may be increased by up to one-third for transient loads such as wind or seismic forces. 25. No special subgrade presaturation is deemed necessary prior to placing concrete, however, the exposed foundation and slab subgrade soils should be sprinkled, as necessary, to maintain a moist condition as would be expected in any such concrete placement. 26. Where buildings or other improvements are planned near the top of a slope steeper than 3:1 (horizontahvertical), special foundations and/or design considerations are recommended due to the tendency for lateral soil movement to occur. a. For fill slopes less than 20 feet high, building footings should be deepened such that the bottom outside edge of the footing is located at least 7 feet horizontally from the face of the slope. b. Where the height of the fill slope exceeds 20 feet, the minimum horizontal distance should be increased to H/3 (where H equals the vertical distance from the top of the fill portion of the slope to the top of the slope) but need -19- Project No. 04787-12-05 March 3, 1993 not exceed 40 feet. An acceptable alternative to deepening the footings would be the use of a post-tensioned slab and foundation system or increased footing and slab reinforcement. Specific design parameters or recommendations for either of these alternatives can be provided once the building location and fill slope geometry has been determined. c. For cut slopes in dense formational materials, or fill slopes inclined at 3:1 (horizontal:vertical) or flatter, the bottom outside edge of building footings should be at least 7 feet horizontally from the face of the slope, regardless of slope height. d. Swimming pools located within 7 feet of the top of cut or fill slopes are not recommended. Where such a condition cannot be avoided, it is recommended that the portion of the swimming pool wall within 7 feet of the slope face be designed assuming that the adjacent soil provides no lateral support. This recommendation applies to fill slopes up to 30 feet in height, and for cut slopes regardless of height. For swimming pools located near the top of fill slopes greater than 30 feet in height, additional recommendations may be required and Geocon Incorporated should be contacted for a review of specific site conditions. -20- Project No. 04787-12-05 March 3, 1993 27. Masonry or concrete walls, concrete flatwork, gazebos or other appurtenant structures located near the tops of slopes may also be impacted by the lateral soil movement phenomenon discussed above. If it is desired to mitigate the effects of lateral soil movement, Geocon Incorporated should be contacted for additional recommen- dations. As a minimum, concrete or masonry wall footings should be such that the outside edge of the footing is located at least 7 feet horizontally from the face of the slope in fill, and at least 5 feet from the face of the slope where competent bedrock is exposed in the foundation excavation. Additionally, where concrete or masonry flatwork will be located near the top of a slope and within the minimum horizontal distance recommended in paragraph 26, some movement and/or distress should be anticipated. 28. As an alternative to the foundation recommendations for each Category, consideration should be given to the use of post-tensioned concrete slab and foundation systems for the support of the proposed structures. The post-tensioned systems should be designed by a structural engineer experienced in post-tensioned slab design and design criteria of the Post-Tensioned Institute or a comparable method. In addition, Geocon Incorporated should be consulted to provide geotechnical design parameters. -21- Project No. 04787-12-05 March 3, 1993 29. The recommendations of this report are intended to reduce the potential for cracking of slabs due to expansive soils (if present), differential settlement of deep fills or fills of varying thicknesses. However, even with the incorporation of the recom- mendations presented herein, foundations and slabs-on-grade placed on such conditions may still exhibit some cracking. The occurrence of concrete shrinkage cracks is independent of the supporting soil characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, proper concrete placement and curing, and by the placement of crack control joints at periodic intervals, in particular, where re-entry slab corners occur. Retaining Walls and Lateral Loads 30. Retaining walls not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid density of 30 pounds per cubic foot (pcf). Where the backfill will be inclined at no steeper than 2:1, an active soil pressure of 40 pcf is recommended. These soil pressures assume that the backfill materials within an area bounded by the wall and a 1:1 plane extending upward from the base of the wall possess an Expansion Index of less than 50. -22- Project No. 04787-12-05 March 3, 1993 31. Unrestrained walls are those that are allowed to rotate more than 0.001H at the top of the wall. Where walls are restrained from movement at the top, an additional uniform pressure of 7H psf (where H equals the height of the retaining wall portion of the wall in feet) should be added to the above active soil pressure. 32. All retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces. The need for waterproofing and the type of materials should be determined by others. The use of drainage openings through the base of the wall (weep holes, etc.) is acceptable, provided that care is taken not to bury the openings and water emanating therefrom will not be a nuisance. The above recom- mendations assume a properly compacted granular (Expansion Index less than 50) backfill material with no hydrostatic forces or imposed surcharge load. A typical retaining wall detail is presented on Figure 7. If conditions different than those described are anticipated, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional recommendations. 33. In general, wall foundations having a minimum depth and width of one foot may be designed for an allowable soil bearing pressure of 2,000 psf, provided the soil within 3 feet below the base of the wall has an Expansion Index of less than 90. The proximity of the foundation to the top of a slope steeper than 3:1 could impact the -23- Project No. 04787-12-05 March 3, 1993 allowable soil bearing pressure. Therefore, Geocon Incorporated should be consulted where such a condition is anticipated. 34. For resistance to lateral loads, an allowable passive earth pressure equivalent to a fluid density of 300 pcf is recommended for footings or shear keys poured neat against properly compacted granular fill soils or undisturbed natural soils. The allowable passive pressure assumes a horizontal surface extending at least 5 feet or three times the surface generating the passive pressure, whichever is greater. The upper 12 inches of material not protected by floor slabs or pavement should not be included in the design for lateral resistance. An allowable friction coefficient of 0.4 may be used for resistance to sliding between soil and concrete. This friction coefficient may be combined with the allowable passive earth pressure when determining resistance to lateral loads. 35. The recommendations presented above are generally applicable to the design of concrete or masonry retaining walls having a maximum height of 8 feet. In the event that walls higher than 8 feet or other type of walls are planned, such as crib-type walls, Geocon Incorporated should be consulted for additional geotechnical analysis and recommendations. -24- Project No. 04787-12-05 March 3, 1993 Drainage 36. Adequate drainage provisions are imperative. Under no circumstances should water be allowed to pond adjacent to footings. The building pads should be properly finish graded after the buildings and other improvements are in place so that drainage water is directed away from foundations, pavements, concrete slabs, and slope tops to controlled drainage devices. Foundation and Grading Plan Review 37. Geocon Incorporated should review the grading plans, as well as any retaining wall plans, and foundation plans prior to final design submittal to determine if additional analysis/recommendations are required. Corrosive Soils 38. No laboratory tests were performed to evaluate the chemical characteristics of the on- site soils as regard to the potentially corrosive impact to below grade improvements. In our opinion, this type of testing is more appropriately performed after mass grading is completed. Furthermore, in that Geocon Incorporated does not practice corrosion engineering, it is recommended that the developer retain a firm that does specialize in this field to provide consulting services on this matter. -25- Project No. 04787-12-05 March 3, 1993 LIMITATIONS AND UNIFORMITY OF CONDITIONS 1. The recommendations of this report pertain only to the site investigated and are based upon the assumption that the soil conditions do not deviate from those disclosed in the investigation. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ from that anticipated herein, Geocon Incorporated should be notified so that supplemental recommendations can be given. The evaluation or identification of the potential presence of hazardous materials was not part of the scope of services provided by Geocon Incorporated. 2. This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. 3. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. Project No. 04787-12-05 REF. MAP. US03 QUADRANGLES ENCIN1TAS, RANCHO SANTA FE, SAN LUIS REY 8 SAN MARCOS, CA. 1968 SCALE • I* i 2000' VICINITY MAP RANCHO CARRILLO VILLAGES A, B, C, AND D CARLSBAD, CALIFORNIA Figure I Project No. 04787-12-05 .APPROVED FILTER FABRIC (TYPICAL) 8" DIAMETER SUBORAIN PIPE -5' MIN. — I MAX. OPEN-GRADED AGGREGATE 9 CUBIC FT./FT. MINIMUM NOTES: 1. SUBDRAIN PIPE SHOULD BE 8-INCH MINIMUM DIAMETER, PERFORATED, THICK WALLED SCHEDULE 40 PVC OR ABS SDR 35, SLOPED TO DRAIN AT 1 PERCENT MINIMUM AND CONNECTED TO STORM DRAIN SYSTEM OR APPROVED OUTLET. 2. FILTER FABRIC TO BE MTRAFI140N OR EQUIVALENT. 3. WHERE THE SUBDRAIN DOES NOT CONNECT DIRECTLY TO A STORM DRAIN PIPE, THE SUBDRAIN SHOULD BE NONPERFORATED AND SHOULD BE PROVIDED WITH A 12-INCH-THICK CONCRETE CUTOFF WALL EXTENDING AT LEAST 6 INCHES BEYOND THE SUBDRAIN TRENCH SIDEWALLS, BOTTOM AND THE TOP OF THE PIPE. THE CUTOFF WALL SHOULD BE LOCATED AT THE CONNECTION OF THE PERFORATED AND NONPERFORATED PIPES. 4. WHERE SUBDRAIN LENGTH IS LESS THAN 500 FEET, THE PIPE DIAMETER MAY BE REDUCED TO 6 INCHES. 5. CANYON SUBDRAINS OUTLETTING INTO OPEN-SPACE AREAS SHOULD BE PROPERLY PROTECTED (i.e., CONCRETE, HEADWALLS, RIPRAP) TO PROVIDE FREE DRAINAGE. RECOMMENDED SUBDRAIN DETAIL RANCHO CARRILLO VILLAGES A, B, C, AND D CARLSBAD, CALIFORNIA Figure 4 Project No. 04787-12-05 ASSUMED CONDITIONS: Slope Height Slope Inclination Total Unit Weight of Soil Angle of Internal Friction Apparent Cohesion No Seepage Forces H = 30 feet 2:1 (Horizontal: Vertical) Y = 125 pounds per cubic foot 4> = 30 degrees C = 300 pounds per square foot ANALYSIS: FS Ncf FS vH tan <b Equation (3-3), Reference 1 C Equation (3-2), Reference 1 Calculated Using Eq. (3-3) Determined Using Figure 10, Reference 2 Factor of Safety Calculated Using Eq. (3-2) YH = 7.2 = 26 = 2.1 REFERENCES (1) Janbu, N., Stability Analysis of Slopes with Dimensionless Parameters, Harvard Soil Mechanics, Series No. 46, 1954. (2) Janbu, N., Discussion of J.M. Bell, Dimensionless Parameters for Homogeneous Earth Slopes, Journal of Soil Mechanics and Foundation Design, No. SM6, November 1967. SLOPE STABILITY ANALYSIS - CUT SLOPES RANCHO CARRILLO VILLAGES A, B, C, AND D CARLSBAD, CALIFORNIA Figure 5 ^ Project No. 04787-12-05 ASSUMED CONDITIONS: Slope Height H = Infinite Depth of Saturation Z = 3 feet Slope Inclination 2:1 (Horizontal:Vertical) Slope Angle i = 26.5 degrees Unit Weight of Water yw = 62.4 pounds per cubic foot Total Unit Weight of Soil Yt = 120 pounds per cubic foot Angle of Internal Friction 4> = 25 degrees Apparent Cohesion C = 250 pounds per square foot Slope saturated to vertical depth Z below slope face. Seepage forces parallel to slope face. ANALYSIS: , wfo = = i.LY, Z sin i cos i REFERENCES (1) Haefeli, R. The Stability of Slopes Acted Upon by Parallel Seepage, Proc. Second International Conference, SMFE, Rotterdam, 1948, 1, 57-62. (2) Skempton, A. W., and F. A. Delory, Stability of Natural Slopes in London Clay, Proc. Fourth International Conference, SMFE, London, 1957, 2, 378-81. SURFICIAL SLOPE STABILITY ANALYSIS - FILL SLOPES RANCHO CARRILLO VILLAGES A, B, C, AND D CARLSBAD, CALIFORNIA Figure 6 Project No. 04787-12-05 APPROVED FILTER FABRIC OPEN GRADED l" MAX. AGGREGATE 5' MAX. °.e • ,-vJ-- "f"1—4"DIA. PERFORATED A83 PIPE • 4 »^ TJ ^_ I MIN. l/2% FALL TO APPROVED OUTLET PROPOSED FOOTING NO SCALE RETAINING WALL DRAINAGE DETAIL RANCHO CARRILLO VILLAGES A, B, C, AND D CARLSBAD, CALIFORNIA Figure 7 c E I I i APPENDIX C G E C E E I C E E E Project No. 04787-12-05 March 3, 1993 APPENDIX A FIELD INVESTIGATION The field investigation was performed on November 18, 1992, and consisted of a site reconnaissance and the excavation of 3 exploratory borings and 14 trenches at the approximate locations shown on Figure 2. The borings were advanced to a depth of 35 to 61 feet using a truck-mounted drill rig equipped with a 30-inch-diameter bucket auger. Relatively undisturbed samples were obtained from the boring by driving a 3-inch, O. D., split-tube sampler 12 inches into the "undisturbed" soil mass with blows of a Triple Kelley Bar falling 12 inches. The sampler was equipped with 1-inch-high by 2%-inch-diameter brass sampler rings to facilitate sample removal and testing. Disturbed bulk samples were also obtained from the borings. The exploratory trenches were performed by means of a John Deere 555 trackhoe equipped with a 24-inch bucket. Disturbed bulk samples were also obtained from test trenches. The soil conditions encountered in the borings and trenches were visually examined, classified, and logged. The logs of the exploratory borings and trenches are presented on Figures A-l through A-21. PROJECT NO. 04787-12-05 DEPTH IN - ftU •*- - 4 - - 6 - 8 - 10 - - 12 - - 14 - 1 £lo ^ - 18 - - 20 - - 22 - - 24 - - - 26 - - 28 - SAMPLE NO. BS1-1 BS1-2 BS1-3 BS1-4 BS1-7 ,1 1 - • 1 ,1 ,1 I •' : : ?I ^ 3C h ^ ^ t—D J : H . x/ ~ •/ X X X X. • Xx X Xx X Xx X • Xx X X x Xx iii K LU <n oo:CD / / / / ^/ / s / / •f / { / / / / / S / / / / /// /////////////// ///f SOIL CLASS (USCS) SM-SC SM CL PT BORING BS 1 ELEV. (MSL) 498 DATE COMPLETED 11/18/92 EQUIPMENT E-120 BUCKET RIG MATERIAL DESCRIPTION TOPSOIL Loose, dry, light brown, Silty/Clayey fine ~\ SAND, abundant caliche /• DELMAR FORMATION Very dense, dry to damp, orange-brown, Silty fine to medium SANDSTONE; fossiliferous with abundant caliche -Irregular near horizontal lense of light green Silty fine Sandstone from 4.3 feet to 5.1 feet; Sharp contacts above and below, becomes highly ffi^ilif f*rnu^ hplow S 1 fppt fahf*11 hfl^h'l *t -Sharp, irregular, near horizontal contact ' Hard, damp to dry, medium to dark green, Silty CLAYSTONE; very blocky with fractured appearance, 1/4" to 2" blocks, caliche -Grades to sandy claystone/clayey SANDSTONE at 10 feet (SC-CL) -Well cemented, light gray Sandstone lense from 11.2 feet to 11.8 feet -Grades to Clayey SILTSTQNE / -Grades to orange-brown Siltv SANDSTONE at 15.5 feet (SM) -Grades to olive green Silty/Clayey SANDSTONE at 16.1 feet (SM-SC) \ -14" thick concretionary bed at 17 feet; i \ core barrel ' Dense, damp, orange-brown, Silty fine to medium SANDSTONE; highly fossiliferous shell hash with low cohesion -Becomes damp to moist, light grey, Silty fine- coarse SANDSTONE with abundant orange oxide staining at 20 feet -Becomes Silty/Clayey fine SANDSTONE (SC) at 21.5 feet Hard damp medium green Silty CLAYSTONE; abundant orange oxide staining at 25.5 feet, occasional zones of light grey fine sandstone and very hard fossiliferous zones, 6" oval shaped concretions -ZQNELOJiJWEAK^CLAYSTONE from 28.6 to 28.4 feet; 'R A T I O N ST A N C E JS / F T . ) giijs Q_"-N^ •J 5 8 6 _ - - e lii ce^Q \77 0 117.5 120.7 O9 Q 109 5 o:~13 1- °Z U S 9 15.3 14.0 1? 4 1? Q Figure A-l Log of Boring BS 1, page 1 of 3 CROR5 SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL D ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE 1...CHUNK SAMPLE T. ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-05 DEPTH IN CCCTreel _ o *^- 32 - _ - 34 - - 36 - - 38 - ' ~ - Af\ —to - A *">- 42 ~ - A A- 44 - _ - 46 - - 50 - - 52 - - 54 - ^AJO - - 58 - SAMPLE NO. BS1-8 BS1-9 BS1-10 BS1-11 BS1-12 BS1-13 . 1 11 _ 1 . 11 , CDo_JoI H -: i• . //. XX y/ Y/,y///yv : ;: ;':: ; : i - m $A4 9 %4$ X % ceUJ <E Q Z O(£ CD SOIL CLASS (USCS) SM CL SM r> /•% r^ • ft • ^^ ^> O <iBORING BS 1 ELEV. (MSL) 498 DATE COMPLETED 11/18/92 EQUIPMENT E-120 BUCKET RIG MATERIAL DESCRIPTION i Stiff, moist, medium to dark green, Silty Clay- i i stone, discontinuous waxy/shiny polished ' \ surfaces with near horizontal caliche veining, ' , abundant shells (shell hash) < i -10" thick concretionary bed at 29.1 feet ; . T~)pn*?f* Ha run or3n$?p— Hrown tn liohfr orav1 -LXt/HOw j U(li.llJJ^ *-/! ullgV \JL\J W 11 l\J llglll o J^ ' \ Silty fine SANDSTONE; dissolution nodules , i with concentric oxide rings at 30.3 t i -Near horizontal contact at 33.5 feet ' Hard, damp to moist, grayish green, fine Sandy CLAYSTONE; thinly laminated with orange oxide along laminations, several thin, moist, discontinuous planes within the claystone along laminations, orange/red oxide -Grades to Silty/Clayey Sand at 37 feet -BEDDING PLANE FAULT at 38 9 feef i 1/4" to 1" thick pinkish-brown remolded Clay, ' '( near horizontal (N86W-2SW), variable thickness ' , and poorly developed in areas, abundant polished) i surfaces in remolded zone and in Gladstone below' Dense, damp to moist, light gray to light green Silty fine SANDSTONE; massive with thin gray laminations and cross bedding, zones of Silty / Clayey Sandstone (SM-SC) . * /»-12 thick concretionary bed at 55 feet (core barrel) -Moist below 55 feet Hard. damn, olive green. Siltv CLAYSTONE: 0^"^l*J f_iH ^r*~ t ^C v&:££/> LU$0 S^OQQ-02^ 8 8 8 "8/10" - 10 - - - - > H , Wy^ uijQ • g^ 119.9 116.4 114.5 120.2 ^Q£ID. 1-^ ^^ ^^^™ ^^U 11.9 15.9 17.0 13.1 Figure A-2 Log of Boring BS 1, page 2 of 3 CROR5 SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST ... DISTURBED OR BAG SAMPLE CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 'PROJECT NO. 04787-12-05 DEPTH IN FEET - £Aol) SAMPLE NO. BS1-14 FH O L O G Y H it cc LJ N D U A T E oa:ID SOIL CLASS (USCS) CL BORING BS 1 ELEV. (MSL) 498 DATE COMPLETED 11/18/92 EQUIPMENT E-120 BUCKET RIG MATERIAL DESCRIPTION BORING TERMINATED AT 61 FEET •R A T I O N ST A N C E IS / F T . > ^w°u£ma.0^ 9 lE N S I T Y C. F . ) t-" . >£ofa 106.3 ujS =1- CO!? g^SzEoa 21.7 Figure A-3 Log of Boring BS 1, page 3 of 3 CROR5 SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE T. ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. •PROJECT NO. 04737-12-05 • M m «m •U *em. MW M. •OH ••I m mm *m *"" H *• ~ m -| . iM DEPTH IN FEET r\U •5z .j4 - 6 - - 8 - - 10 - — _ - 12 - - 14 - - 16 - _ - 18 - - 20 - - 22 -t - •M -1 M 28 SAMPLE NO. •DC") 1DOZ 1 BS2-2 BS2-3 BS2-4 3S2-5A BS2-5 I 1 L ' 1 1 | = i 1 1 :•:;"••'. / ^i/// /////////// /2////// // /2 // >-CDO nI H / / / / / / / / / / / / / / / s / / / / / / / / / / ' ' / // > // / ' / 1 / / QLLU <E a ^3ory CD / V / SOIL CLASS (USCS) SM CIV/fijyi CL "L ML CM <;r BORING BS 2 ELEV. (MSL) 490 DATE COMPLETED 11/18/92 EQUIPMENT E-120 BUCKET RIG MATERIAL DESCRIPTION TOPSOIL Loose, moist, light brown, Silty fine SAND, 1 i nx>^/t1n n t-t *t <-1 n 4- 1*1*\ uaCc OI Clay, aDUnQani CallCnc f DELMAR FORMATION Dense, damp, orange-brown, Silty fine to medium shell and caliche (shell hash) Sharp contact at 8.2 feet N40E 5NW Hard damp dark green Silty CLAYSTONE' blocky with 1" angular blocks, caliche staining -Becomes slightly sandy and very hard below 9.5 feet -Becomes waxy with a fractured appearance and abundant polished surfaces below 1 1 feet -BEDDING PLANE FAULT AT 16.8 FEET; 2" TO 6" thick zone of orange/green remolded clay, general attitude N20-40E, 7SE, variable thickness and not real continuous in one plane, blocky claystone above and moist to very moist • claystone below bedding plane fault to 19.3 feet, r \ some partial remolding ' Hard. damp, medium green, Silty CLAYSTONE/ Clavev SILTSTONE; thinly laminated with yellow/ orange oxide staining -6" x 1' concretion at 22.5 feet -Becomes sandy claystone at 23 feet -2" to 4" zone of stiff, moist, olive green claystone at 24.7 feet; no apparent remold -contact generally horizontal, concretionary lense at contact Dense, damp,light green, Silty/Clayey SANDSTONE; disseminated orange oxide staining z /-•. OQ • t»- ^n v a: to co LUU)Ouj^inQ."'^ 4 3 - - _ 2 - _ ~~ ; i- ~ ^. SQ ° • o:~a 1 1 C A1 J.U 119.0 108.8 101.6 100.9 ^ ftr^ loz: o*~%6u M /r.0 11.9 19.5 22.9 24.9 Figure A-4 Log of Boring BS 2, page 1 of 2 CROR5 1 SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST ... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-05 DEPTH IN CCCTreel 30 - 32 - - 34 - - - 36 - - - 38 - - 40 - - 42 - _ - 44 - - 46 - - 48 - - 50 -J\J - 52 - - 54 - I SAMPLE NO. BS2-7U*J£* 1 BS2-8 BS2-9 ,•1 .1 , 1 TH O L 0 6 Y H_J ;l|l I! M : QL UN D W A T E oo:CD r SOIL CLASS / 1 ICPO \(USCS) SM F> /™V P^ 1 fc I ^^ F^ O /%BORING BS 2 ELEV. (MSL) 490 DATE COMPLETED 11/18/92 EQUIPMENT E-120 BUCKET RIG MATERIAL DESCRIPTION Grades to dense, damp, light gray, Silty fine SANDSTONE; massive with thin gray laminations and cross bedding, orange oxide staining -10" to 14" concretionary bed at 35.5 feet -4" to 6" thick interbedded lenses of orange, silty, fine to coarse sandstone below 37 feet BORING TERMINATED AT 55 FEET rR A T I O N ST A N C E JS / F T . ) 1 I —* Lu"!dIL ^ ~ 4 M"•t / •» 7 - - 10 - - JE N S I T Y C. F . ) ^^ • o:^a 114.4 112.7 o:w t£ ML.^^ •» ^^ ^^u 15.9 14.5 7 1 Figure A-5 Log of Boring BS 2, page 2 of 2 CROR5 SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL S ... DISTURBED OR BAG SAMPLE C ... STANDARD PENETRATION TEST • .. S ... CHUNK SAMPLE T. .. . DRIVE SAMPLE (UNDISTURBED) . WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-05 DEPTH IN FEET - fiU - 2 - - 6 - - 8 - - 10 - 12 - 14 - - 16 - - 18 - TA20 - 22 - - 24 - - 26 - *>Q28 i- i c SAMPLE c NO. f! h IK BS3-1 if. BS3-2 I ; BS3-3 mj/ \ i ! ! BS3-4 l/^ 1 r j j ri DCLU3 ^-3 <EJ 33 OC Z- 3H Oj ceCD ' / , / ' / ' / — r / SOIL CLASS (USCS) CL SM-SC SM BORING BS 3 ELEV. (MSL) 473 DATE COMPLETED 11/18/92 EQUIPMENT E-120 BUCKET RIG MATERIAL DESCRIPTION TOPSOEL Stiff, moist to very moist, orange-brown, •\ Silty CLAY, disseminated caliche /• DELMAR FORMATION Dense, damp, light green, Silty/Clayey, fine to medium SANDSTONE -Becomes orange/brown, moist and medium 'v dense at 3.5 feet f Dense to very dense, damp, greenish-brown, Silty fine SANDSTONE; with some Clay; thinly bedded with orange fossiliferous zones -Becomes micaceous at 10 feet A Gradational contact Hard, damp, medium to dark green Silty CLAYSTONE -12" Concretionary bed at 15.8 feet with near horizontal top/bottom contact, 4" waxy polished surfaces in claystone above concretion -6" lenses of light gray/brown Silty fine to very coarse SANDSTONE at 19.3 and 20.7 feet; claystone between lenses is waxy with abundant polished surfaces, orientation of lenses is near horizontal -12" x 3' thick highly fossiliferous concretion (shell hash) at 22 feet; Very hard, waxy/ polished claystone below concretion -Grades to clayey SANDSTONE at 24.6 feet 'v g/adational contact r Very dense, damp, light green to light gray Silty fine SANDSTONE; Orange oxide staining -12" x 2' concretion at 27 feet -Becomes orange and fossiliferous with low cohesion at 26.7 feet PE N E T R A T I O N RE S I S T A N C E (B L O W S / F T . ) 2 3 3 - 3 - - - DR Y D E N S I T Y (P . C . F . ) 110.1 112.1 102.5 119.5 MO I S T U R E CO N T E N T < X > 16.5 17.2 21.6 13.5 Figure A-6 Log of Boring BS 3, page 1 of 2 CROR5 1 SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST ... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-05 DEPTH IN FEET - 32 - 34 - SAMPLE NO. BS3-5 TH O L O G Y H i ' / . ' / ///', S / / ' . / / ^ // { Q. Ul <E Q OOLID SOIL CLASS (USCS) CL BORING BS 3 ELEV. (MSL) 473 DATE COMPLETED 11/18/92 EQUIPMENT E-120 BUCKET RIG MATERIAL DESCRIPTION - 1 2" 1 4" concretionarv bed at 3 1 1 f ept HarH Hamn TtipHintn orppn ^liltv f1! A V^IT'O^T- BORING TERMINATED AT 35 FEET 1^|a§ Q_Qiv^ 6 kz . Sv 118.2 CO?,H}if Eou 15.7 ^Figure A-7 Log of Boring BS 3, page 2 of 2 CROR5 SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL ... DISTURBED OR BAG SAMPLE E ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) § ... CHUNK SAMPLE T. ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-05 DEPTH IN ft\J - 4 - - 6 - - 8 - - IQ - - \2 - SAMPLE NO. TS1-1 TS1-2 //// TH O L O G Y H_1 1 =: = = = or LJ N D W A T E o CD / / '/ >f / / if SOIL CLASS (USCS) CL CL SM "i™r"*^M/**i • mrf> ATRENCH TS 1 ELEV. (MSL) 475 DATE COMPLETED 11/18/92 EQUIPMENT JD 555 TRACK BACKHOE MATERIAL DESCRIPTION TOPSOIL Medium stiff to stiff, moist, dark brown, Sandy CLAY; rootlets, desiccation cracks DELMAR FORMATION Stiff, moist, dark olive green, highly fractured and weathered, Siltv CLAYSTONE; abundant caliche, interbedded with sandy shell hash, abundant Krotovina, highly weathered Dense, damp to moist, orange brown and olive gray interbedded, Silty to slightly clayey SANDSTONE with trend N45W, 10SW, inter- bedded shell hash -1 to 2 inch thick caliche along bedding N30W, 10SW with slight warping of bedding at 5 feet -FAULT: N10E, 72W with hard, moist, dark olive green, blocky fractured claystone on west (down drop?). Zone is approx. 6 inches wide with abundant calcium carbonate and Krotovina TRENCH TERMINATED AT 13 FEET •R A T I O N ST A N C E IS / F T . ) jjjfflS Q- '^ - |2 >°- Q l-t CO MI H£°z u Figure A-8, Log of Trench TS 1 CROR5 SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL H ... DISTURBED OR BAG SAMPLE C... STANDARD PENETRATION TEST •... DRIVE SAMPLE (UNDISTURBED) M ... CHUNK SAMPLE 3C ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. •PROJECT NO. 04787-12-05 DEPTH IN FEET - 2 - - 4 - - 6 - SAMPLE NO. TS2-1 | § 3(C £ K ^ '/, ^Y,//f M03 : HJ ^ /.'/./, \ \ '/./•, '*/. '•/ / '/ ff tu Ta 0cc SOIL CLASS (USCS) CL SC-SM TRENCH TS 2 ELEV. (MSL) 420 DATE COMPLETED 11/18/92 EQUIPMENT JD 555 TRACK BACKHOE MATERIAL DESCRIPTION TOPSOIL Soft to medium stiff, very moist, dark brown, Sandy CLAY; rootlets, desiccation cracks DELMAR FORMATION Medium dense to dense, moist, orange brown and light gray, Clayey to Silty SAND; with caliche veining and pods, Krotovina highly weathered Dense, moist, gray, Siltv, fine SANDSTONE iron stained laminations, calcium carbonate banding with trend 8W dip TRENCH TERMINATED AT 8 FEET zm~ H^H^ £££ f~!|-|3 u$na. ^ > H~ Ijj Q . £~a ~ oa^ «g °z u Figure A-9, Log of Trench TS 2 CROR5 SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST I... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE T. ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. (PROJECT NO. 04787-12-05 DEPTH IN 0 _ - 2 - - 4 - - 6 - _ - 8 - SAMPLE NO. c C H1- ^// 2 '// 1 I £ 3 J H ^ <^<v"X /p ft*LU 0 nccCD SOIL CLASS SC-CL SM TRENCH TS 3 ELEV. (MSL) 405 DATE COMPLETED 11/18/92 EQUIPMENT JD 555 TRACK BACKHOE MATERIAL DESCRIPTION FILL Loose to medium dense, moist, dark brown, Clayey SAND to Sandy CLAY; light brown sandstone fragments, root/branch pieces, desiccation cracks -Irregular contact DELMAR FORMATION Dense, slightly moist, light gray, Silty SANDSTONE; Krotovina to 6 feet, calcium carbonate banding trending 5-10W, iron oxide flecks TRENCH TERMINATED AT 9 FEET °u *1-511. II H^?^ U^ffl(L0-^ ~ - - ^.t— /^ ili'•J •>£ 0 ^^Ijjx ^°l u Figure A-10, Log of Trench TS 3 CROR5 SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE T. ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. •PROJECT NO. 04787-12-05 m ^m im •B MM on „. *ttM «W* "" , urn $01 J •- « ^ i» DEPTH IN FEET - 2 - - 4 -*T «- 1- » 1 8 SAMPLE NO. U z 1 1x' ^r ceUJ 3a o CD SOIL CLASS (USCS) SC mrmr^fm & • x* • • ^^^ ATRENCH TS 4 ELEV. (MSL) 435 DATE COMPLETED 11/18/92 EQUIPMENT JD 555 TRACK BACKHOE MATERIAL DESCRIPTION TOPSOIL Loose to medium dense, damp, dark brown, Clayey SAND; desiccation cracks, roots to 1 inch -Gradational contact DELMAR FORMATION Dense, damp, light gray to light brown, Silty, fine SANDSTONE; abundant caliche carbonate on surface to 4.5 feet less with oeptn, iron oxiue Dancing with Irene 1-jW TRENCH TERMINATED AT 8 FEET iy" L_ Z | ££to UJ^O|le - ^~ rH . gjj ^^ • ofo III ^rv c/)f?51 i LJJ Egu Figure A-ll, Log of Trench TS 4 CROR5 SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL E... STANDARD PENETRATION TEST I... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE E... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE 'NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 'PROJECT NO. 04787-12-05 ••«•» aM* OM - «M» ****_ "<«« «ni . Ml .„ *• ] 1 wM DEPTH IN FEET _ TZ - 4 - - 6 - - 8 - - 10 - 1 SAMPLE NO. >• O I H -1 /x//>x// '/•'/. '* '/..'/ QLLU T z 0ceCD SOIL CLASS (USCS) SC-CL SM TRENCH TS 5 ELEV. (MSL) 445 DATE COMPLETED 11/18/92 EQUIPMENT JD 555 TRACK BACKHOE MATERIAL DESCRIPTION ALLUVIUM Loose to dense, moist, dark brown, Clayey SAND to Sandy CLAX; roots to 1 inch desiccation cracks to 2 feet, rootlets, pinhole voids, 6 feet thick on south wall to 1 2 feet thick in drainage f \ -Irregular contact / DELMAR FORMATION Dense, slightly moist, light gray to yellow brown, Silty, fine SANDSTONE; iron oxide banding and flecks, small roots, banding is near horizontal approx. 5 degrees TRENCH TERMINATED AT 1 1 FEET Z f**O(j • §<E,_\ S^ao.^^ - ^ hO Sj ^ •>t a />N Ul£>a: i-^ Miff gz (J Figure A-12, Log of Trench TS 5 CROR5 SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL D ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE T. ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-05 DEPTH IN - nu - 2 - - 4 - SAMPLE NO. / //X//^I >-.0-) 3 f— ^ / X/<; 1:# ceUJ <T a —i Qa:CD SOIL CLASS (USCS) CL SM TRENCH TS 6 ELEV. (MSL) 456 DATE COMPLETED 11/18/92 EQUIPMENT JD 555 TRACK BACKHOE MATERIAL DESCRIPTION TOPSOEL Loose to stiff, damp to moist, dark brown, Sandy CLAY; desiccation cracks to 2 feet (well developed soil pods, hard upper 1.5 feet) DELMAR FORMATION Dense, moist to damp, light gray and yellow brown, Silty, fine SANDSTONE, weathered with Krotovina to 4.5 feet, more dense with depth. Iron oxide banding with flecks, bedding is near horizontal TRENCH TERMINATED AT 6 FEET Zuj~ ||| zto° Q- ^ > z111 * o:^a UJ^ Is §ia Figure A-13, Log of Trench TS 6 CROR5 SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE C... STANDARD PENETRATION TEST M ... CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-05 DEPTH IN FEET - o - - 2 - - 4 - - 6 - - - 8 - - 10 - SAMPLE NO. TS7-1 jj; / t TS7-2 | | CDO O H ":'X..;./•; "•''•/ ' / •''•••/ / LD -7a ofV CD SOIL CLASS (USCS) CL CL SM/CL SM TRENCH TS 7 ELEV. (MSL) 454 DATE COMPLETED 11/18/92 EQUIPMENT JD 555 TRACK BACKHOE MATERIAL DESCRIPTION TOPSOIL Loose to stiff, damp to moist, dark brown, Sandy CLAY; desiccation cracks to 3.5 feet, rootlets (well developed hard soil pods) Very stiff, moist, mottled brown-olive brown, Silty to Sandy CLAY; with small gypsum crystals- Residual soil -Gradational contact DELMAR FORMATION Dense/stiff, moist to slightly moist, thinly interbedded SANDSTONE and CLAYSTONE. Near horizontal, some yellow brown with iron oxide stains -Orange brown gypsiferous sandstone at 6.5 feet r \ -Near horizontal / Dense to very dense, slightly moist, light gray, Silty, fine SANDSTONE; iron staining banding and flecks TRENCH TERMINATED AT 10 FEET ZLU~ H^K 2CO° Q.0^ > H~ "u. BO ~^-> Q UIOo:|| Eoo Figure A-14, Log of Trench TS 7 CROR5 SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL £3 ... DISTURBED OR BAG SAMPLE C ... STANDARD PENETRATION TEST § ... CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) . . . WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. •PROJECT NO. 04787-12-05 DEPTH IN FEET - 0 - 4 - - 8 - - - 10 - - 12 - SAMPLE NO. TS8-1 1 _o_ _ J LT *—,l-f J *^->£z>^- {*?-i ^j — *-!- E — > — — > — ~ = E E E E - E - E — 0)n o H i ' r —V —' i • ,t '-.Ji i) i — ^ —' .i i — H—- — — i-iEEE — r1—i: ;^ EE EE— = = — — ::- EE EE EE^ EE = = E^ i— •— '^•— — r^- ±: ^- 1 *•-!••-r^- ^~_,^_ ^T*- EE E— — = E = E 1 E ~ ~ E— E E rrUJ <T -7Q O CD SOIL CLASS (USCS) CL CL CL TRENCH TS 8 ELEV. (MSL) 466 DATE COMPLETED 11/18/92 EQUIPMENT JD 555 TRACK BACKHOE MATERIAL DESCRIPTION TOPSOIL Soft to stiff, damp to moist, dark brown, Sandv CLAYSTONE; rootlets, desiccation cracks DELMAR FORMATION Stiff, moist, mottled, dark gray and orange brown, Silty CLAYSTONE- small blocky fractured, abundant calcium, highly weathered -Discontinuous near horizontal 2 to 7 inch thick caliche band at 4 feet Hard, damp, dark olive gray, Silty to Sandy CLAYSTONE; blockv fractured with iron oxide staining along platelets -Discontinuous 3 to 4 inch thick cemented fossiliferous bed, Trend: N40E, 11NW at 9 feet -Becomes large blocky fractured less iron staining with depth -Becomes very hard at 1 1 feet TRENCH TERMINATED AT 13 FEET ou^HOi_*1 1 2j 1 i£to S<"3 Q. N^ - - - - - > Q • Q:^a /"N <£^ fe c$~ EOu Figure A-15, Log of Trench TS 8 CROR5 SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL S ... DISTURBED OR BAG SAMPLE E ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) § ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 'PROJECT NO. 04787-12-05 DEPTH IN A0 - 2 - - 4 - - 6 - - - 8 - - - 10 - SAMPLE NO. TS9-1 TS9-2 Ii Ii ///'////////// /// //// E P P E ~ — — > o a i— H_1 / / / / / / // / / EE = — EE ~'~ EE ~ EE % & // , '< ocLU <T Q — I 0onCO SOIL CLASS CL CL fi TRENCH TS 9 ELEV. (MSL) 457 DATE COMPLETED 11/18/92 EQUIPMENT JD 555 TRACK BACKHOE MATERIAL DESCRIPTION TOPSOIL Loose to stiff, damp to moist, dark brown, Sandy CLAY Stiff to very stiff, moist, mottled dark brown and dark olive green, Silty CLAY; abundant caliche veining, occasional caliche veins to 3 inch wide, residual soil DELMAR FORMATION Hard, damp, dark olive gray, blocky fractured Silty CLAYSTONE; calcium carbonate along fracture surfaces. Iron oxide staining, less blocky fractured with depth TRENCH TERMINATED AT 1 1 FEET z s\oW • <E^\' j™j i_ i^ UJUJffl Q_°^\^ ~~ - - - - J_ t~H & ^^ * ^ Q_ 0£.^0 ^x*UK>i: m^u EoLJ Figure A-16, Log of Trench TS 9 CROR5 SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST H ... DISTURBED OR BAG SAMPLE H ... CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 'PROJECT NO. 04787-12-05 DEPTH IN FEET _ - 2 - - 4 - - SAMPLE NO. >• O O 1—H_l '///, ///' /// ///. % QLLU <r a — >occCD SOIL CLASS (USCS) CL SM TRENCH TS 10 ELEV. (MSL) 437 DATE COMPLETED 11/18/92 EQUIPMENT JD 555 TRACK BACKHOE MATERIAL DESCRIPTION TOPSOIL Loose to stiff, damp to moist, dark brown, Sandy CLAY. DELMAR FORMATION Dense, damp, light grav Silty SANDSTONE; iron oxide staining on fracture surfaces, banding -Finely laminated from 3 to 4 feet grades down to very fine sandstone -Cemented concretion at 5.5 feet -On east side of trench loose fill of similar material 0 to 5 feet TRENCH TERMINATED AT 6 FEET i|& ^™ h-4~jE ui^mQ. "-^/ ^, i.**v ^ Q . or^Q /•N Ml »Xo:w 1— |LU°| u Figure A-17, Log of Trench TS 10 CROR5 SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C... STANDARD PENETRATION TEST I... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE f. ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-05 DEPTH IN FEET - fiU . - 2 - - 4 - " ' /-o - 8 - _ i ft1U i • SAMPLE NO. / / / / - E E - z E CJ D / / )i i \j -/•; tyf #•/ / 'Xv f \ •'/• V, / s ^ / Q, LU I — O —I0ctCD SOIL CLASS (USCS) SC CL CL nrr>^Ri^i i TT"* 4 <4TRENCH TS 11 ELEV. (MSL) 440 DATE COMPLETED 11/18/92 EQUIPMENT JD 555 TRACK BACKHOE MATERIAL DESCRIPTION FILL Loose, damp to moist, dark brown, Clayey SAND.; small roots, sandstone fragments, decaying post/roots, minor mixing with silty sand -Irregular contact DELMAR FORMATION Stiff, moist, dark olive gray, Silty ' CLAY; with abundant iron oxide staining i ^ and caliche, highly weathered ' Very stiff to hard, moist, olive gray, Silty CLAYSTONE; blockv fracture, less with depth, iron oxide manganese staining TRENCH TERMINATED AT 10 FEET zm~Bi | Mr^ u"mQ- ^ _ >J— ^ lul go a:^Q ^, IS i| 0 Figure A-18, Log of Trench TS 11 CROR5 SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE 3C ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-05 DEPTH IN ftu _ _ - 2 - - - 6 - oO SAMPLE NO. TS12-1 n$ | > z i- // '/, '/.V,'//,I \1 ^<•/• fX.LU <C a Qa:CD SOIL CLASS (USCS) CL SM SM TRENCH TS 12 ELEV. (MSL) 415 DATE COMPLETED 11/18/92 EQUIPMENT JD 555 TRACK BACKHOE MATERIAL DESCRIPTION ALLUVIUM Loose to stiff, moist, dark brown, Sandy CLAY; abundant small roots, desiccation cracks, root voids DELMAR FORMATION Dense, slightly moist, light gray, Silty SANDSTONE; abundant iron oxide flecks -Grades to orange brown sandstone at 6 feet -Some shell hash at base \ -Irregular near horizontal contact ' Dense, slightly moist, light gray, Silty, fine SANDSTONE; near horizontal iron oxide \ banding, occasional calcium carbonate banding f TRENCH TERMINATED AT 8 FEET z /-\Ojj • I 'i HH r^ gffi^ Q_"-<^ ^1-^ iliUJ ^ S>w ^ Sg ?|u ^Figure A-19, Log of Trench TS 12 CROR5 1 SAMPLE SYMBOLS D...SAMPLING UNSUCCESSFUL ... DISTURBED OR BAG SAMPLE ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) ... CHUNK SAMPLE T. ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE , DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. —PROJECT NO. 04787-12-05 *** — • am -3H m -urn ,«, —. ~ •urn - at* Mi «• MH •M Ml DEPTH IN FEET — (\- 0 _ - 2 - - 4 - SAMPLE NO. >C.r : ^//'/,//l _ =~~ 31I HJ /* ^y> ? a:Ul ^Ta occCD SOIL CLASS (USCS) CL SM CL T* •"* ^ M ^ I 1 TO <4 OTRENCH TS 13 ELEV. (MSL) 377 DATE COMPLETED 11/18/92 EQUIPMENT JD 555 TRACK BACKHOE MATERIAL DESCRIPTION ALLUVIUM Loose to dense, damp to slightly moist, brown and dark brown, Sandy CLAi; light brown sandstone clasts, abundant roots to 1 inch, desiccation cracks upper 3 feet DELMAR FORMATION Dense, slightly moist, light gray and yellow brown, Silty, fine SANDSTONE; small roots, calcium carbonate veining -Irregular contact Hard, slightly moist, olive gray, Silty CLAYSTONE; abundant iron banding along \ platelets, calcium carbonate on surfaces / TRENCH TERMINATED AT 7 FEET 0^^Mzh~2c"" ii n?5 Sujffl Q_^N^ H # gjj ^ *^ Qm o:~a ~ a:^ gz nf^°| u Figure A-20, Log of Trench TS 13 CROR5 SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST ... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. ""PROJECT NO. 04787-12-05 DEPTH IN - 2 - - 4 - 1- 1 8r i ijI j ii• SAMPLE NO. >Cc c t- 91 : H % § 1 /v % o:LU <T Q —\O CD SOIL CLASS (USCS) SC-CL SM TRENCH TS 14 ELEV. (MSL) 350 DATE COMPLETED 11/18/92 EQUIPMENT JD 555 TRACK BACKHOE MATERIAL DESCRIPTION ALLUVIUM Loose to medium dense, damp to moist, Clayey SAND, to Sandy CLAY; roots DELMAR FORMATION Dense, moist, light yellow brown/gray, Silty, fine SANDSTONE; iron oxide laminations TRENCH TERMINATED AT 8 FEET Zu~ i^uiM n^ UJW<D0.°^ >• liQ « Qi^a ~ ?£ M. ^Z. CJ Figure A-21, Log of Trench TS 14 CROR5 SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST DISTURBED OR BAG SAMPLE CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 1 I I i i c APPENDIX I I I C I I E 1 I i C m Project No. 04787-12-05 March 3, 1993 *** >H -m APPENDIX B * LABORATORY TESTING Laboratory tests were performed in accordance with generally accepted test methods of the American Society for Testing and Materials (ASTM) or other suggested procedures. Selected samples were tested for their in-place density, moisture content, direct shear strength and grain size distribution characteristics. The maximum dry density and optimum moisture content of selected bulk samples were also determined. Portions of the bulk samples were then remolded to selected densities and subjected to direct shear and expansion tests. The results of these tests are summarized on Tables B-I through B-III and Figure B-l. The in-place density and moisture contents are also presented on the logs of the exploratory borings, Appendix A. Project No. 04787-12-05 March 3, 1993 TABLE B-I SUMMARY OF IN-PLACE MOISTURE- DENSITY AND DIRECT SHEAR TEST RESULTS Sample No. Dry Density (pcf) Moisture Content Unit Cohesion (psf) Angle of Shear Resistance (degrees) BS1-12* BS2-4* BS2-9 BS3-3 105.6 103.4 112.7 102.5 14.0 14.8 14.2 21.6 800 500 1000 900 28 32 38 29 *Sample remolded to 90 percent maximum density at near optimum moisture content. Project No. 04787-12-05 March 3, 1993 TABLE B-II SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS Moisture Content Sample No. BS1-12 BS2-4 TS8-1 Before Test (%) 8.8 11.5 10.5 After Test (%) 30.0 33.2 36.5 Dry Density (pcf) 113.5 103.1 108.1 Expansion Index 27 60 94 TABLE B-m SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D1557-78 Sample No. BS1-12 BS2-4 TS12-1 Description Light brown, Silty, fine SAND Green, Silty CLAY Dark brown, Clayey, fine to medium SAND Maximum Dry Density (pcf) 116.8 115.1 120.0 Optimum Moisture Content (% Dry Weight) 14.4 14.6 12.2 i I I E I E C I I I C C I I C I I E APPENDIX Project No. 04787-12-05 March 3, 1993 APPENDIX C SELECTED LOGS OF EXPLORATORY EXCAVATIONS, MAJOR ROADS STUDY The following boring and trench logs are extracted from our report entitled Geotechnical Investigation for Rancho Carrillo - Major Roads, dated January 15, 1993. The approximate locations of these exploratory excavations are shown on Figure 2. PROJECT NO. 04787-12-01 m am am - DEPTH IN FEET r\ <J U ~" «•> «««» - •w «• •M SDH IHM «• _ , - 2 - - 4 - - 6 - SAMPLE NO. rn LI T H O L O I : /y v/, ',*,''.I % lil GR O U N D U A " SOIL CLASS (USCS) CL-SC SM TRENCH TM 60 ELEV. (MSL) 360 DATE COMPLETED 12/2/91 EQUIPMENT JD 555 TRACKHOE MATERIAL DESCRIPTION ALLUVIUM Loose to medium dense, damp, dark brown, fine to medium, Clayey SAND to Sandy CLAY with some roots DELMAR FORMATION Very dense, moist, yellowish green, fine tn m^diun"! S'ltv S/\I^OS1 ONF* 2 o ,• PE N E T R A T ] RE S I S T A N (B L O U S / F 1 _ - — A /I TRENCH TERMINATED AT 6.5 FEET I- _ |S o: "Q - MO I S T U R CO N T E N T —Figure A-155, Log of Trench TM 60 CROR SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL E ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE : THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN - 0u - 2 - - 4 - - 6 - - 8 - - 10 - SAMPLE NO. >Cc C: t- ^i 3J 3 4 j 1 ! 0 4 /\ i. '<, JN D U A T E R O C3 SOIL CLASS (USCS) SP CL-SC SM CL TRENCH TM 61 ELEV. (MSL) 310 DATE COMPLETED 12/2/91 EQUIPMENT JD 555 TRACKHOE MATERIAL DESCRIPTION ALLUVIUM Loose dry li°ht gray fine to medium i i SAND; laminated 'i ' Loose to medium dense, dry to damp, medium brown, fine to medium, Clayey SAND to Sandy CLAY with some roots Medium dense, moist, orangish brown, Silty SAND -Thin layer of old topsoil at 8 feet DELMAR FORMATION Stiff, moist, grayish green, mottled CLAY; 1 blocky, remolded in places, yellow f 1 staining along fractures N90E, 5N 1 TRENCH TERMINATED AT 1 1 FEET ;T R A T I O N IS T A N C E 3U S / F T . ) T? UJ 1m ^ mQ. K w _ - - "~~ DE N S I T Y .C . F . ) Q IS T U R E PE N T ( X ) O — Figure A-156, Log of Trench TM 61 CROR SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL ... DISTURBED OR BAG SAMPLE I] ... STANDARD PENETRATION TEST 0 ... CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN - nu - 0 - 4 - "" ~" - 6 - - 8 - - 10 - - 12 - - - 14 - - 16 - - 1 81 o SAMPLE NO. TM62-1 V ^ >f 2hl- ~ j ) 1 1 i//•/ I I.'// \ a. LU JN D U A " OaC3 SOIL CLASS (USLS) SP sc „, . ep TRENCH TM 62 ELEV. (MSL) 305 DATE COMPLETED 12/2/91 EQUIPMENT JD 555 TRACKHOE MATERIAL DESCRIPTION ALLUVIUM i Loose, dry, very light gray, fine to medium \1 SAND; laminated '[ j1 u " \ Loose, humid, medium brown, fine to medium, ,' i Clayey SAND with rootlets and voids '1 ' Loose to medium dense, damp, light brown, fine to medium, Silty SAND with some rootlets -Caliche from 8 to 10 feet Becomes dense, yellowish brown, slightly clayey, Silty SAND TRENCH TERMINATED AT 18 FEET gui-. £«£ llj *« OZ X| JHI S CDQ. K ^ - — — - - " - - - - H ^ |5 > Q-o: w Q 98.6 m bcr3 j_ o 2 CJ 8.9 Figure A-157, Log of Trench TM 62 CROR SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL H ... DISTURBED OR BAG SAMPLE E ... STANDARD PENETRATION TEST & ... CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET n — - 4 - ~" ~" - 6 - - - 8 - - 10 - - 12 - - 14 - SAMPLE NO. 5. C3 IT H O L O _1 - : /. V a i- OU N D U A ttO SOIL CLASS (USCS) sc SM TRENCH TM 63 ELEV. (MSL) 290 DATE COMPLETED 12/2/91 EQUIPMENT JD 555 TRACKHOE MATERIAL DESCRIPTION TOPSOIL Loose, dry to humid, dark brown, fine to i medium, Clavev SAND with abundant r \ roots and voids / 1 1 ALLUVIUM Loose to medium dense, damp, medium brown, fine to medium, Silty SAND with some voids -Becomes medium dense to dense and light brown at 5 feet -Becomes dense to verv dense with trace of shells and caliche at 7 feet TRENCH TERMINATED AT 15 FEET §UJ~ t-3 u.<r 5 \ *23^2°££5 — — - - - - h- _ H |S a ~ o:s| ?zEoo « Figure A-158, Log of Trench TM 63 CROR SAMPLE SYMBOLS ID... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR SAG SAMPLE ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET 0 _ - 2 - - 4 - - - 6 - SAMPLE NO. >CDO OX f—M -1 '1 — =P — - r .-. «_ I a.UJ JN D U A O CD SOIL CLASS (USCS) SP-SM SC-CL SM CL TRENCH TM 64 ELEV. (MSL) 420 DATE COMPLETED 12/5/91 EQUIPMENT JD 555 TRACKHOE MATERIAL DESCRIPTION ALLUVIUM Loose, dry, medium brown, fine to medium, ! slightly silty SAND with some pieces of , plastic, wood and trash ' i Firm, dry to damp, dark brown, Sandy (\ CLAY to Clayey SAND ' ""i -6 to 10 inch layer of light brown, i fine to coarse laminated sand with , some roots at 1.5 feet ' Loose to medium dense, moist, medium brown, fine, slightly silty SAND DELMAR FORMATION Hard, damp, green, Silty CLAYSTQNE TRENCH TERMINATED AT 6.5 FEET §u~ 2"K ^*$%lil - Qzftjuj s mQ. "• w _ - - _ £~ 2*go >• "• Q gB ^,o 5 ^ Oo Figure A-159, Log of Trench TM 64 CROR SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL D... STANDARD PENETRATION TEST I... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE 0... CHUNK SAMPLE Y. ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET AU - 2 - - 4 - - - 6 - - - 8 - - 10 - - 12 - SAMPLE NO. / '/, '/, \ V, \ >C I1-\- % % % % % '//. I J)Ji \J !'//////<%% /'• : •/'•''• /'•:'•/'•:'•*':'•'• %%'/'/ % %'//, ^. JN D U A T E R ] OccC3 SOIL CLASS (USCS) SC sc CH CH \/fT CH TRENCH TM 65 ELEV. (MSL) 415 DATE COMPLETED 12/5/91 EQUIPMENT JD 555 TRACKHOE MATERIAL DESCRIPTION TOPSOIL Clayey SAND / ALLUVIUM Medium dense, damp to moist, dark brown, ~\ fine to medium, Clayey SAND r DELMAR FORMATION Highly weathered stiff moist, orange ' fine Sandy CLAY ,'1 -Shells at 6 teet f i* _ .'. i Very stiff, moist, greenish gray CLAY >. \ Dense, moist, gray with vellow, mottled, i Clavev SILT ' ' Stiff, very moist, dark gray with some orange mottling, fine Sandy CLAY TRENCH TERMINATED AT 13 FEET iT R A T I O N I S T A N C E DU S / F T . ) ¥ <" i|£S - - - - - - - " - DE N S I T Y .C . F . ) Q IS T U R E PE N T < X ) O Figure A-160, Log of Trench TM 65 CROR SAMPLE SYMBOLS Q... SAMPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST I... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE T. ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET n - 2 - - 4 - - 6 - - 8 - - 10 - - 12 -1 SAMPLE NO. TM66-1 1 rH O L O Q Y H_J Iw ===== == JN D U A T E R OaCD SOIL CLASS (USCS) CL CL SM CH SM-SP TRENCH TM 66 ELEV. (MSL) 410 DATE COMPLETED 12/5/91 EQUIPMENT JD 555 TRACKHOE MATERIAL DESCRIPTION TOPSOIL Firm, damp, grayish brown, Sandy CLAY -Becomes moist and brown at 1 foot ALLUVIUM Interbedded firm, moist, medium grayish brown, Sandy CLAY and lenses of fine to ~\ coarse cohesionless SAND: laminated, r 1 cobbles consisting of fossiliferous I 1 concretions at 4 feet I 1 1 DELMAR FORMATION j Dense, damp, light brown to orangish ' i brown, fine to medium, Silty SAND ' ' with shells slightly cemented i \ -Contact N15E, 7NW i i Hard, very moist, greenish gray CLAYSTONE with orange staining Very dense, moist, very light greenish gray, fine to medium, slightly silty 1 SANDSTONE r TRENCH TERMINATED AT 14 FEET ET R A T I O N IS T A N C E DU S / F T . > z <" j££mQ. °- ~ - - - - - DE N S I T Y .C . F . ) >!£Q IS T U R E PE N T ( X ) izs oo * Figure A-161, Log of Trench TM 66 CROR SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL D STANDARD PENETRATION TEST ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE «* NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET - 2 - - 4 - SAMPLE NO. CDO O M_l o:UJ <i Q Oa.o SOIL CLASS (USCS) SM CM SM TRENCH TM 67 ELEV. (MSL) 390 DATE COMPLETED 12/5/91 EQUIPMENT JD 555 TRACKHOE MATERIAL DESCRIPTION TOPSO1L -, Loose dry tan fine to medium Silty \ SAND / \ / DELMAR FORMATION i Very dense, damp, white to gray, fine to \ > medium, Silty SAND, with roots to 3 feet 'i i "1 Very dense, damp, white, fine to medium, r 1 Silty SAND, cemented / TRENCH TERMINATED AT 5 FEET ET R A T I O N IS T A N C E DU S / F T . ) ? n i^ in _j££s - DE N S I T Y .C . F . ) >5o:Q IS T U R E PE N T ( X ) °ZE 0o * Figure A-162, Log of Trench TM 67 CROR SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN AU ~) _L - 4 - - 6 - SAMPLE NO. >ac c i- H J m////%SSt a:UJi-<r a -iocc C3 SOIL CLASS (USCS) SM ^ SM SM TRENCH TM68 ELEV. (MSL) 410 DATE COMPLETED 12/5/91 EQUIPMENT JD 555 TRACKHOE MATERIAL DESCRIPTION IOPSO1L Loose dry brown Silty fine SAND\ ' i Stiit, moist, dark brown, Sandy CLAY r DELMAR FORMATION > Dense, moist, light tan, fine to medium, ,Silty SAND >i\ , Very dense, moist, yellowish tan, fine, -, Silty SAND slightly cemented -Becomes yellow and fine to medium at 1 4.5 feet 1 TRENCH TERMINATED AT 6.5 FEET ST R A T I O N IS T A N C E 3U S / F T . ) z ui i5£do. u- ^ DE N S I T Y .C . F . ) > Q-K~Q IS T U R E FE N T ( X ) gzE Ou * Figure A-163, Log of Trench TM 68 CROR SAMPLE SYMBOLS Q... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET nu - 2 - - 4 - SAMPLE NO. LI T H O L O G Y GR O U N D U A T E R SOIL CLASS (USCS) SM SM TRENCH TM 69 ELEV. (MSL) 395 DATE COMPLETED 12/5/91 EQUIPMENT JD 555 TRACKHOE MATERIAL DESCRIPTION TOPSOIL \ / DELMAR FORMATION Very dense, moist, light gray, fine to medium, Silty SAND with caliche veins -Horizontal bedding TRENCH TERMINATED AT 5 FEET PE N E T R A T I O N RE S I S T A N C E (B L O U S / F T . ) DR Y D E N S I T Y (P . C . F . ) MO I S T U R E CO N T E N T ( X ) Figure A-164, Log of Trench TM 69 CROR SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN rccT nu - 2 - - 4 - f.0 - 8 - - 10 - i *)i£ SAMPLE NO. ('C C Fh f <~s3 3 H J 1 2 1 I 1 JN D U A T E R 0aC3 SOIL CLASS CL CL-SC SM TRENCH TM 71 ELEV. (MSL) 400 DATE COMPLETED 12/5/91 EQUIPMENT JD 555 TRACKHOE MATERIAL DESCRIPTION TOPSOIL Firm, damp, dark brown, Sandy CLAY -Becomes moist at 1.5 feet WEATHERED DELMAR FORMATION i Stiff, damp to moist, dark yellowish brown mottled, Sandy CLAY to Clayey SAND interbedded with white, fine silty sand -Highly weathered, brownish green, flakey clay with caliche and few roots at 4.5 feet DELMAR FORMATION Dense, damp, light brown, fossiliferous, Silty SANDSTONE: subhorizontal -Very stiff, moist, green laminated claystone with occasional sheared -i surfaces from 7 5 to 8 5 feet' r\ horizontal j 1 -Cemented layer of sandstone at 11.5 feet 1 TRENCH TERMINATED AT 12 FEET =T R A T I O N IS T A N C E 3U S / F T . ) =? <n -, 5£mQ. °- w - - - - DE N S I T Y .C . F . > >£tra (X ) J L N 3 J sa r u s io vE§CJ Figure A-166, Log of Trench TM 71 CROR SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN nu - 2 - A - 6 - - 8 - - in1U SAMPLE NO. 1 ~ , rH O L O G Y H J ,| ' E y. JN D U A T E R OaCD SOIL CLASS (uses; CL SC CL SC TRENCH TM 72 ELEV. (MSL) 390 DATE COMPLETED 12/5/91 EQUIPMENT JD 555 TRACKHOE MATERIAL DESCRIPTION TOPSOIL Firm, dry, dark brown, Sandy CLAY with rootlets and desiccation cracks -Becomes damp to moist at 1.5 feet -Becomes yellowish brown at 3 feet WEATHERED DELMAR FORMATION Medium dense, moist, yellowish brown mottled, fine, Clayey SAND interbedded with white and orange, fine to medium Silty SAND -Lenses of medium brown, fine to coarse sand with trace of clay at 5 feet -Subhorizontal bedding_, i rid \Jt A O T7/~\I> \/f A TTT/^M1 UhLMAK rUKMAiiUIN , Hard, moist, grayish green, laminated, i Silty CLAYSTONE. subhorizontal Cemented layer of fine to medium, Clayey SANDSTONE TRENCH TERMINATED AT 10 FEET =T R A T I O N IS T A N C E DU S / F T . ) 7- V> i•'- MI —uj £ mQ. °- w — - — DE N S I T Y .C . F . > >a£~Q IS T U R E PE N T ( X ) o y ^0u ** Figure A-167, Log of Trench TM 72 CROR SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE I] ... STANDARD PENETRATION TEST 0 ... CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET 0u - 2 - - 4 - - 6 - oO - 10 - 1 01Z - 14 - — — 1 /C~ 10 ~ - 18 - - 20 - 22 - - 24 - - 26 - - 28 - SAMPLE NO. 3M30-1 3M30-2 3M30-3 3M3U-M 3M30-5 3M30-£ 3M30-7 3M30-8 LI T H O L O G Y T: : I GR O U N D U A T E R SOIL CLASS (USCS) SM SM SM-SC SM SM SM BORING BM 30 ELEV. (MSL) 460 DATE COMPLETED 12/6/91 EQUIPMENT E- 100 BUCKET RIG MATERIAL DESCRIPTION DELMAR FORMATION Dense, dry to damp, light brown, Silty fine SANDSTONE: abundant caliche lenses -Below 4.7 feet becomes fossiliferous, very dense, silty fine to medium sandstone Very dense, damp, light green, Silty fine SANDSTONE; bedding attitude approximately horizontal, sharp contact NSW, 30SW (channel scour), minor orange oxide staining -At 9.5 feet 2 1/2 by 1 1/2 feet highly cemented oval concretion in east side of boring with 1/2 to 1 inch orange oxide rim, well developed gypsum on top of concretion1 thinly laminated dark grey bedding in [ ', light grey/light green sand, abundant caliche , i veinlets <i i Very dense, damp, medium green, Silty/ Clayey, fine SANDSTONE; contact approx. "; N-S, 6W, 1 ft. by 10 in. highly cemented r {i oval concretion in north side of boring ,1 at 12.5 feet > ' -Two round 1 foot diam. highly cemented (' i concretions 15 feet ,1 -Gradational contact at 16 feet 'i i Very dense, damp to moist, light green, Silty fine SANDSTONE -Bedding Plane Fault from 19 to 19.5 feet; N66W, 6SW, 2 to 3 inch thick, well developed -1.5 by 3 foot highly cemented oval concretion in north side of boring at 19.6 to 21.5 feet -Becomes moist and massive at 23 feet Dense, damp to moist, light grey, Silty fine SANDSTONE: thin laminations of orange, yellow, and dark grey sand, massive PE N E T R A T I O N RE S I S T A N C E (B L O W S / F T . ) ~ 6 9 ~ 7 " 5 - 4 " 10 - DR Y D E N S I T Y CP . C . F . ) 121.9 119.2 111.6 114.5 108.0 118.6 MO I S T U R E CO N T E N T < X > 10.1 10.4 16.3 16.8 16.6 14.1 -Figure A-75 Log of Boring BM 30, page 1 of 3 CROR SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR SAG SAMPLE 0 ... CHUNK SAMPLE T. ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01<m «* Mi MV OK - mm urn - «w - <•* •41* 4* Mi •* 4M « .•Ml •«• DEPTH IN I30 -< - 32 - - - 34 - - - 36 - _>0 - 40 - - 42 - - AA - - Af.40 - 48 - - 50 - - - 52 - - 54 - - r- 56 - - 58 - - SAMPLE NO. BM30 -10 BM30 -11 BM30 -12 BM30 -13 BM30 BM30 -15 —- : | 1 lii; : (1o_J O H -J // \ Y//t :f o:UJh-<TTQZ Oo:C3 SOIL CLASS SM CL SM-SC SM BORING BM 30 ELEV. (MSL) 460 DATE COMPLETED 12/6/91 EQUIPMENT E- 100 BUCKET RIG MATERIAL DESCRIPTION -General trend of laminations N80W, 4SW at 32 feet "Very stiff "to Hard, moist, light green to ; light grey, fine Sandv CLAYSTONE- irregular <~ i contact, 6 inch subhorizontal highly cemented ('1 concretion along contact, dark red, yellow , i and orange oxide staining i Medium dense, damp, light grey, Silty/Clayey fine SANDSTONE -Irregular subhorizontal contact at 44 feet \ Very dense, damp to moist, light grey, Silty fine SANDSTONE: thin laminations of dark grey and orange sand -Lense of light grey, silty fine to coarse sandstone from 49 to 51.4 feet; lower contact N85W, 17SW -Thinly laminated dark grey sands, bedding approximately N-S, 3W at 55 feet l»l 5 ^ \ £<!J3 Z *" _lUJ X CDQ. "• v 8 - - _ - ~ 7 - 11 _ 10/10" - ~ 20 - - - ~ 21 — - - > M U_ go >• "• a 114.1 109.0 119.7 124.3 116.4 123.3 tuBo:3 h %u O 2 O 8.8 7.8 12.8 8.4 9.7 11.8 " Figure A-76 Log of Boring BM 30, page 2 of 3 CROR SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET - An -ou - 62 - - fid - 66 - - fiR - 70 - - 72 - - 74 - - 76 - - 78 - - 80 - - QToZ - 84 - - 86 - o o~ OS SAMPLE NO. BM30 I -16 1 BM30 I -17 • BM30 I-18 I BM30 g -19 g BM30 P -20 BM30 I -21 1BM30 8 -22 LI T H O L O G Y 1 : --i i n i —— ... ••i i i • / / , s''/','/ / ' / / s ' S ''/''' S / / 'minft> GR O U N D U A T E R a i 1 SOIL CLASS (USCS) SM CL CL CL CL SM SC-CL CL-CH BORING BM 30 ELEV. (MSL) 460 DATE COMPLETED 12/6/91 EQUIPMENT E-100 BUCKET RIG MATERIAL DESCRIPTION Hard, damp, light to medium green, fine Sandy CLAYSTONE -Two separate 15 to 18 inch irregular shaped and subhorizontal zones of highly cemented, highly fossiliferous orange-brown sandstones at 63 and 67 feet Very hard, damp to moist, dark grey, fine Sandy CLAYSTONE: thinly bedded, lamellae are discontinuous due to bioturbation and flow structures -Bedding Plane Fault at 72.8 feet; 1/8 inch thick, well developed N15E, 6NW -10 inch thick subhorizontal highly cemented, highly fossiliferous, orange, silty fine sandstone at 72.9 feet -Abundant subhorizontal gypsum fracture fillings at 74.5 feet Dense, damp, light grey, Silty fine SANDSTONE: thinly bedded Hard, damp, medium green, Clayey SANDSTONE/ Silty CLAYSTONE -Fault; 1/2 inch clay gouge, N10E, 60NW at 82 feet\ / Very hard, damp, dark blue-green CLAYSTONE -Becomes well cemented from 86 to 88 feet BORING TERMINATED AT 88 FEET PRACTICAL REFUSAL PE N E T R A T I O N RE S I S T A N C E (B L O U S / F T . > 20 ~ 19 ~ 20_ ~30/6" - 60/10" - DR Y D E N S I T Y (P . C . F . ) 120.0 118.6 115.5 106.4 MO I S T U R E CO N T E N T ( X ) 14.0 9.8 15.7 18.0 "•Figure A-77 Log of Boring BM 30, page 3 of 3 CROR SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL E... STANDARD PENETRATION TEST I... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR SAG SAMPLE CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE •NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET - n - - 2 - - 4 - - 6 - - 8 - - 10 - o - 14 - - 16 - - 18 - - 20 - - 22 - - 24 - - 26 - - 28 - SAMPLE NO. BM31 :i: -1 M BM31 ;';--2 ;;;: BM31 1 -3 .._ KM i 1 ' -4 ^ BM31 i;i-5 •::• BM31 :!;;• -6 L:_ BM31 •:;: -7 I:!;: LI 1 H U L O G Y GR O U N D U A T E R n SOIL CLASS (USCS) CL SM SM SM CL SM SM-CL SM CL-CH BORING BM 31 ELEV. (MSL) 490 DATE COMPLETED 12/6/91 EQUIPMENT E-100 BUCKET RIG MATERIAL DESCRIPTION TOPSOIL 1 to medium brown, Sandy CLAY: minor rootlets DELMAR FORMATION Dense, dry to damp, medium green to orange, Silty, fine to medium SANDSTONE Very dense, damp, grey to light green, Silty, fine to medium SANDSTONE: near horizontal orange oxide lense at contact, patches of orange oxide staining, abundant caliche veinlets, -Near horizontal bedding at 8.5 feet -Becomes medium green to orange-brown at 11 feet -Highly cemented concretionary bed between 11 and 12 feet -4 inch orange, highly fossiliferous lense at 14 feet Hard, damp, olive-green, fine Sandy CLAYSTONE; blocky, some minor r1 sandstone lenses i -Irregular, near horizontal contact at 16.2 i feet; open fractures approx. 1/16 inch wide1 N40E, 90 degrees approx. 1.5 feet in length i Dense, damp, light grey to olive-green, | Silty, fine to coarse SANDSTONE: ' cohesionless i -Approximate bedding attitude N80E,1 10SE at 18 feet ! -Contact approx. N78E,3SE at 19.6 feet Dense, damp, orange-br6wn, Silty, fine" to coarse SANDSTONE -4-inch clay lense with normal offset along fracture; series of interbedded, cemented, green, fossiliferous claystones and dense, orange, fossiliferous silty sandstones at 19.7 feet -Highly cemented, orange, fossiliferous ," i concretionary bed approximately N40E,2SE > i at 22.4 feet: 4-inch, green, fossiliferous ' PE N E T R A T I O N RE S I S T A N C E (B L O U S / F T . ) - " 6 "6/8" ~ 10 - ~ 4 - "5/7" _ - 6 - DR Y D E N S I T Y (P . C . F . ) 125.8 118.8 125.9 106.5 MO I S T U R E CO N T E N T ( . X ) 3.6 7.6 10.9 22.8 ""Figure A-78 Log of Boring BM 31, page 1 of 4 CROR SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL C ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE JL ... WATER TABLE OR SEEPAGE 'NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN - "30 - - 32 - - 34 - - 36 - - - 18JO - 40 - - 42 - - 44 - - 46 - - 48 - - 50 - - 52 - - 54 - - 56 - - 58 - >r. SAMPLE c NO. J t- —BM31 »:;:;; -8 l:-; : BM31 W\- -9 rifci. RA/n t WZ//"o II IK/y/ BM31 Ibw "1! n^ I==£• Bvni U^ -12 ^ BM31 §:: -13 ii:; BM31 KL:.-14 Fp- BM31 I ~15 n^ T JN D U A T E R < Oj aC3 i|j • S'M '//. / / ' / / ' / ' '^:/ x 'x / •/ / '/ / '/ / '/ /' 11" - " •' t I t• ' • )I^zr — ••! SOIL CLASS (USCS) SC CL CL SM SM BORING BM 31 ELEV. (MSL) 490 DATE COMPLETED 12/6/91 EQUIPMENT E-100 BUCKET RIG MATERIAL DESCRIPTION claystone lense above concretion ' -14 inch highly cemented, irregular- ] shaped concretion in 3/4 of boring i at 27.2 feet 'r -Contact approximately N65E,6SE J1 at 28.3 feet .[ -_. _ I1 Hard, damp, dark sreen CLAYSTONE- ' massive i -Gradational contact at 32 feet nML , Dense, damp, light grey to medium green, , Clayey, fine SANDSTONE i -Bedding Plane Fault at 34.7 feet, approx. j 6 inch thick gouge, near horizontal, , well developed ii L Very stiff to hard, moist, medium grey, , Silty CLAYSTONE: orange oxide staining i -Becomes firm at 38 feet; mottled and ' thinly bedded, some soft discontinuous ,' planes (probable slight remolding) ii Har3, damp, medium green, fine San3y CLAYSTONE; blocky, abundant, orange and yellow oxide staining along fractures -Bedding Plane Fault at 44.3 feet; , 2 to 3 inch thick gouge, poorly developed, i near horizontal and irregular, several | planes approximately N40E, 3SE -Becomes light to dark brown and i silty at 44.5 feet -12-inch thick, highly cemented concretionary bed at 45.5 feet, irregular shape Very dense damp light grey Silty fine SANDSTONE' massive thin laminations of dark grey and orange sand -16-inch, oval-shaped, highly cemented concretion in 1/2 of boring with orange oxide rim at 51.8 feet ._.,. . , JU'UI J-12-incn, irreguiar-snaped, nigniy cemented fossiliferous concretionary bed at 58.5 teet :T R A T I O N IS T A N C E 3U S / F T . ) zg jUJ y IDa.* ~ 6 c - - 5 ~ 19 - ~ 20 — ~ 13 DE N S I T Y .C . F . ) >io: ~a 117.9 1 1 7 "* 108 "> 118.5 121.0 117.5 IS T U R E HE N T ( X ) ° ^Eio 14.0 i (\ n10. U "• 18 4 13.4 15.1 ••Figure A-79 Log of Boring BM 31, page 2 of 4 CROR SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL E STANDARD PENETRATION TEST ... DISTURBED OR SAG SAMPLE 0 ... CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE .NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET - f,r\ -ou - f\7 - - 64 - - 66 - - 68 - - 70 - 72 - - 74 - 76 - - 78 - - 80 - - 82 - - 84 - - 86 - - 88 - SAMPLE NO. BM31 :: -16 : BM31 : -17 BM31 -18 BM31 = -19 BM31 = -20 • BM31 T -20A ^ BM31 : -21 BM31 -~>~> fl —-/z - BM31 1 ~23 l: LI T H O L O G Y I ••« GR O U N D U A T E R V 1 — J SOIL CLASS (USCS) SM CL SM-SC CL SM C'L-CH SM BORING BM 31 ELEV. (MSL) . 490 DATE COMPLETED 12/6/91 EQUIPMENT E-100 BUCKET RIG MATERIAL DESCRIPTION -Becomes moist and light to medium grey with disseminated orange oxide Hard, damp to moist, grey to brown, CLAYSTONE: thinly bedded with yellow oxide, thin lenses of gypsum -Gradational contact at 65 feet t1 ;\. _ _ _ _ Very dense, damp, light to dark brown, Silty/Clayey, fine to coarse SANDSTONE: thinly bedded -Slight seepage at 67 to 69 feet Very hard, damp, dark grey to black Sandy CLAYSTONE: -Organic rich, organic odor below 71 feet -Dark brown, highly cemented concretion from 69 to 71 feet -Bedding Plane Fault at 73.8 feet; 1/8 to 1/2 inch thick gouge, attitude i approx. N5W4SW, slight seepage along fault ,1 -Near horizontal contact at 74.5 feet '1 /\. —- — — - — — ., iVery dense, damp, orange-brown, Silty, fine to coarse SANDSTONE; highly fossiliferous and well cemented -15 inch highly cemented concretion at 77.5 feet -Near horizontal contact at 79.8 feet [1 i\. — _ _ ,Very hard, damp, dark blue-grey CLAYSTONE; massive, subhorizontal to vertical gypsum veinlets -Slightly irregular, near horizontal contact at 84 teet r( /(.Dense, damp, light to dark brown, Silty, fine SANDSTONE: thinly bedded -Grades into light grey to light brown, thinly laminated to massive sandstone at 86 feet PE N E T R A T I O N RE S I S T A N C E <B L O U S / F T . ) 18 30 25 - "25/2" - "40/8" "40/6" DR Y D E N S I T Y (P . C . F . ) 113.2 120.3 116.2 114.5 114.2 MO I S T U R E CO N T E N T < X > 16.3 14.1 15.4 16.6 8.5 «H Figure A-80 Log of Boring BM 31, page 3 of 4 CROR SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET - - 92 - - 94 - - 96 - - 98 - - 100 - SAMPLE NO. LI T H O L O G Y ::: j :; : :; GR O U N D U A T E R SOIL CLASS (USCS) SM BORING BM 31 ELEV. (MSL) 490 DATE COMPLETED 12/6/91 EQUIPMENT E-100 BUCKET RIG MATERIAL DESCRIPTION -Light grey to light brown sandstone (Continued) BORING TERMINATED AT 100 FEET PE N E T R A T I O N RE S I S T A N C E (B L O U S / F T . ) 50/6" - - - 25/10" - DR Y D E N S I T Y (P . C . F . ) 118.9 125.1 MO I S T U R E CO N T E N T ( X ) 8.1 8.2 - Figure A-81 Log of Boring BM 31, page 4 of 4 CROR SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE T. ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET - 2 - - 4 - - 6 - - 8 - - 10 - - 12 - - 16 - - 18 - - 20 - - 22 - - ~>AL"! - 26 - - 28 - SAMPLE NO. BM32 -1 BM32 -2 BM32 -3 BM32 -4 BM32 -5 BM32 -6 LI T H O L O G Y I ^ w////,\ = = -(= • -i GR O U N D U A T E R SOIL CLASS (USCS) CL SC-SM CH-SM SM CL SM SC SM BORING BM 32 ELEV. (MSL) 412 DATE COMPLETED 12/16/91 EQUIPMENT E-100 BUCKET RIG MATERIAL DESCRIPTION TOPSOIL Medium stiff, dry to damp, brown, Sandy i CLAY: minor rootlets, abundant caliche r CREEP/WEATHERED DELMAR FORMATION Loose to medium dense, moist, light brown to orange, Silty/Clayey, fine SAND: highly fossiliferous, some j ', small roots, abundant caliche ', ' TU'CI '^*-a t-»a/-jf f\r A' *•' rr f\' orange-brown to medium green CLAY and loose, damp, orange, Silty fossil- iferous SAND, abundant caliche, highly irregular contact with approximate attitude N25W, 6NE DELMAR FORMATION Medium dense, damp, light brown to orange, Silty, fine SANDSTONE: highly fossiliferous, 7 inch highly cemented concretion 7 feet -Becomes dense and light grey to light green • i 3t Q fVpt nranpp nxirip IPTI^P At f^nnra^t i. N22W, 8NE | -Becomes orange-brown at 10.7 feet ,' -Highly cemented concretionary bed i, overlain by 10 inches orange, highly 'i fossiliferous silty sandstone between Jj 14 to 15 feet ',i Very stiff to hard, damp, grey to medium green, Silty CLAYSTONE: thinly bedded with orange oxide staining Dense, damp, grey to light green, Silty fine SANDSTONE: laminated orange-yellow oxide staining -Grades to light brown and clayey from ,' , 19 to 24 feet >, ' Dense, damp, grey to light green, Silty fine SANDSTONE: laminated orange-yellow oxide staining PE N E T R A T I O N RE S I S T A N C E (B L O U S / F T . ) - 1 r pusi - ~ 10 - " 10 ~ 4 ~ 10 - DR Y D E N S I T Y (P . C . F . ) 101.3 190.4 124.3 117.0 117.4 119.6 MO I S T U R E CO N T E N T C / . ) 18.1 31 1 11.2 14.9 14.9 10.9 Figure A-82 Log of Boring BM 32, page 1 of 2 CROR SAMPLE SYMBOLS D... SAMPLING UNSUCCESSFUL C... STANDARD PENETRATION TEST I... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE «• NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET injU SAMPLE MO. BM32_7 1 rH O L O G Y H_1 -• . • . ; . . JN D U A T E R OQLa SOIL CLASS (USCS) SM BORING BM 32 ELEV. (MSL) 412 DATE COMPLETED 12/16/91 EQUIPMENT E-100 BUCKET RIG MATERIAL DESCRIPTION -. Dense damp grey to light green Silty r1 fine SANDSTONE: laminated orange-yellow I \ oxide staining (Continued) / BORING TERMINATED AT 31 FEET iT R A T I O N IS T A N C E DU S / F T . ) ? <" i» in — 'uj % mQ. "• w 7 DE N S I T Y .C . F . ) >5aa IS T U R E PE N T ( . y . ) O '-r = §0 ««Figure A-83 Log of Boring BM 32, page 2 of 2 CROR SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL B STANDARD PENETRATION TEST ... DISTURBED OR BAG SAMPLE Q ... CHUNK SAMPLE ... DRIVE SAMPLE (UNDISTURBED) ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN CCCTFEET - 0 - 2 - A -*+ ~ ~ - 6 - - 8 - - 10 - _ - 12 - - - 14 - - - 16 - - 18 - - 20 - - - 22 - - 24 - - - 26 - - - - 28 - — ( SAMPLE < NO. j i BM40 I '•!. u •BM40 I_2 I it' BM40 I '-3 1 BM40 | -4 r;.' ' BM40 |: "5 \l" BM40 I .-6 m-. \lF BM40 •-7 1; [• H3 J : HJ ii'%% Vy/!i Y/<z, ^7 fy fy 1 1 ^^ ^ ^^ £ ^6 ^1 o:UJ JN D U A T OtrC3 SOIL CLASS (USCS) SC SC-SM BORING BM40 ELEV. (MSL) 280 DATE COMPLETED 1/20/92 EQUIPMENT E-100 BUCKET RIG MATERIAL DESCRIPTION ALLUVIUM Loose, damp to moist, dark brown, Clayey, fine SAND: abundant rootlets, voids, disseminated caliche Loose, damp, light brown, Silty/Clayey, fine to medium SAND: carbon flecks, some medium to coarse sand particles, yellow-orange-dark red staining, shell fragments -Becomes medium dense and moist at 13 feet -Zones- of Clayey, fine to medium sand and less dense below 27 feet ZjU~ £« ta In m hi M n zS"iy ••• jQ Q^ ™ w ;• ~ i - {_ - - " 2 — - " 2 - - - ' 2 — ~" - "• > iii> ^a w a 99.1 94.3 101.8 109.6 111.3 105.4 ~ ir w ^K ^ L.°z o 11.2 9.5 9.8 8.2 13.4 8.4 ""Figure A-95 Log of Boring BM 40, page 1 of 2 CROR CV\/fnni <:ij f\ JV 1 1 1_4 11 O I IV I D w 1_ O '-'••• SAHPLING UNSUCCESSFUL B ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE 3t ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 04787-12-01 DEPTH IN FEET - 30 - - - 32 - - 34 - - - 36 - - 38 - - - 40 - - 42 - SAMPLE NO. BM40 -8 BM40 -9 BM40 -10 BM40 -11 > IT H O L O J : '// I fy'//, ^iJ fy 'i \ o:HIH OU N D U A 0:CD •^- SOIL CLASS (USCS) SC-SM CL BORING BM 40 ELEV. (MSL) 280 DATE COMPLETED 1/20/92 EQUIPMENT E-100 BUCKET RIG MATERIAL DESCRIPTION Loose, damp, light brown, Silty/Clayey, fine to medium SAND; carbon flecks, some medium to coarse sand particles, yellow-orange-dark red staining, shell fragments (Continued) -Becomes saturated at 33 feet I -Water level after equalibrium at 39 feet DELMAR FORMATION Dense, moist, light gray, fine to medium, Sandy CLAY: heavy caving at 43 feet BORING TERMINATED AT 43 FEET DUE TO CAVING (SURFACE LOGGED) 2y3 <i£E \ >~ H 3 £aS i - - - USH12 — _ - 1 i- _ H (0 ii* [[1 * a 108.4 1 98.2 108.7 UJ 2QC3 H O 18.6 27.1 19.1 ^.Figure A-96 Log of Boring BM 40, page 2 of 2 CROR SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL D ... STANDARD PENETRATION TEST • ... DRIVE SAMPLE (UNDISTURBED) ... DISTURBED OR BAG SAMPLE 0 ... CHUNK SAMPLE I ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO 8E REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. c c c c I c c c c c c c c c c c G c c APPENDIX APPENDIX D RECOMMENDED GRADING SPECIFICATIONS FOR RANCHO CARRILLO VILLAGES A, B, C, AND D CARLSBAD, CALIFORNIA Project No. 04787-12-05 RECOMMENDED GRADING SPECIFICATIONS GENERAL 1.1 These Recommended Grading Specifications shall be used in conjunction with the Geotechnical Report for the project prepared by Geocon Incorporated. The recommendations contained in the text of the Geotechnical Report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. 1.2 Prior to the commencement of grading, a geotechnical consultant (Consultant) shall be employed for the purpose of observing earthwork procedures and testing the fills for substantial conformance with the recommendations of the Geotech- nical Report and these specifications. It will be necessary that the Consultant provide adequate testing and observation services so that he may determine that, in his opinion, the work was performed in substantial conformance with these specifications. It shall be the responsibility of the Contractor to assist the Consultant and keep him apprised of work schedules and changes so that personnel may be scheduled accordingly. 1.3 It shall be the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans. If, in the opinion of the Consultant, unsatisfactory conditions such as questionable soil materials, poor moisture condition, inadequate compaction, adverse weather, and so forth, result in a quality of work not in conformance with these specifications, the Consultant will be empowered to reject the work and recommend to the Owner that construction be stopped until the unacceptable conditions are corrected. DEFINITIONS 2.1 Owner shall refer to the owner of the property or the entity on whose behalf the grading work is being performed and who has contracted with the Contractor to have grading performed. 2.2 Contractor shall refer to the Contractor performing the site grading work. 23 CivU Engineer or Engineer of Work shall refer to the California licensed Civil Engineer or consulting firm responsible for preparation of the grading plans, surveying and verifying as-graded topography. 2.4 Consultant shall refer to the soil engineering and engineering geology consulting firm retained to provide geotechnical services for the project. 2J Soil Engineer shall refer to a California licensed Civil Engineer retained by the Owner, who is experienced in the practice of geotechnical engineering. The Soil Engineer shall be responsible for having qualified representatives on-site to observe and test the Contractor's work for conformance with these specifications. 2.6 Engineering Geologist shall refer to a California licensed Engineering Geologist retained by the Owner to provide geologic observations and recommendations during the site grading. 2.7 Geotechnical Report shall refer to a soil report (including all addendums) which may include a geologic reconnaissance or geologic investigation that was prepared specifically for the development of the project for which these Recommended Grading Specifications are intended to apply. MATERIALS 3.1 Materials for compacted fill shall consist of any soil excavated from the cut areas or imported to the site that, in the opinion of the Consultant, is suitable for use in construction of fills. In general, fill materials can be classified as soil fills, soil-rock fills or rock fills, as defined below. 3.1.1 Soil fills are defined as fills containing no rocks or hard lumps greater than 12 inches in maximum dimension and containing at least 40 percent by weight of material smaller than 3/4 inch in size. 3.12 Soil-rock fills are defined as fills containing no rocks or hard lumps larger than 4 feet in maximum dimension and containing a sufficient matrix of soil fill to allow for proper compaction of soil fill around the rock fragments or hard lumps as specified in Paragraph 62. Oversize rock is defined as material greater than 12 inches. 3.1.3 Rock fills are defined as fills containing no rocks or hard lumps larger than 3 feet in maximum dimension and containing little or no fines. Fines are defined as material smaller than 3/4 inch in maximum dimension. The quantity of fines shall be less than approximately 20 percent of the rock fill quantity. 32 Material of a perishable, spongy, or otherwise unsuitable nature as determined by the Consultant shall not be used in fills. 33 Materials used for fill, either imported or on-site, shall not contain hazardous materials as defined by the California Code of Regulations, Tide 22, Division 4, Chapter 30, Articles 9 and 10; 40CFR; and any other applicable local, state or federal laws. The Consultant shall not be responsible for the identification or analysis of the potential presence of hazardous materials. However, if observations, odors or soil discoloration cause Consultant to suspect the presence of hazardous materials, the Consultant may request from the Owner the termination of grading operations within the affected area. Prior to resuming grading operations, the Owner shall provide a written report to the Consultant indicating that the suspected materials are not hazardous as defined by applicable laws and regulations. 3.4 The outer 15 feet of soil-rock fill slopes, measured horizontally, should be composed of properly compacted soil fill materials approved by the Consultant. Rock fill may extend to the slope face, provided that the slope is not steeper than 2:1 (horizontahvertical) and a soil layer no thicker than 12 inches is track-walked onto the face for landscaping purposes. This procedure may be utilized, provided it is acceptable to the governing agency, Owner and Consultant. 3.5 Representative samples of soil materials to be used for fill shall be tested in the laboratory by the Consultant to determine the maximum density, optimum moisture content, and, where appropriate, shear strength, expansion, and gradation characteristics of the soil. 3.6 During grading, soil or groundwater conditions other than those identified in the Geotechnical Report may be encountered by the Contractor. The Consultant shall be notified immediately to evaluate the significance of the unanticipated condition. CLEARING AND PREPARING AREAS TO BE FILLED 4.1 Areas to be excavated and filled shall be cleared and grubbed. Clearing shall consist of complete removal above the ground surface of trees, stumps, brush, vegetation, man-made structures and similar debris. Grubbing shall consist of removal of stumps, roots, buried logs and other unsuitable material and shall be performed in areas to be graded. Roots and other projections exceeding 1-1/2 inches in diameter shall be removed to a depth of 3 feet below the surface of the ground. Borrow areas shall be grubbed to the extent necessary to provide suitable fill materials. 4.2 Any asphalt pavement material removed during clearing operations should be properly disposed at an approved off-site facility. Concrete fragments which are free of reinforcing steel may be placed in fills, provided they are placed in accordance with Section 6.2 or 63 of this document. 43 After clearing and grubbing of organic matter or other unsuitable material, loose or porous soils shall be removed to the depth recommended in the Geotechnical Report. The depth of removal and compaction shall be observed and approved by a representative of the Consultant. The exposed surface shall then be plowed or scarified to a minimum depth of 6 inches and until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used. 4.4 Where the slope ratio of the original ground is steeper than 6:1 (horizontalrvertical), or where recommended by the Consultant, the original ground should be benched in accordance with the following illustration. TYPICAL BENCHING DETAIL FINISH GRADE FINISH SLOPE SURFACE BEHOVE AS RCCOMUCNOeOat SOIL CHGINCCR SLOPE TO at SUCH THATSLOUCHING OR SLIDING OO€3 NOT OCCUR NO SCALE NOTES: (1) Key width "B" should be a minimum of 10 feet wide, or sufficiently wide to permit complete coverage with the compaction equipment used. The base of the key should be graded horizontal, or inclined slightly into the natural slope. (2) The outside of the bottom key should be below the topsoil or unsuitable surficial material and at least 2 feet into dense formational material Where hard rock is exposed in the bottom of the key,, the depth and configuration of the key may be modified as approved by the Consultant. 4.5 After areas to receive fill have been cleared, plowed or scarified, the surface should be disced or bladed by the Contractor until it is uniform and free from large clods. The area should then be moisture conditioned to achieve the proper moisture content, and compacted as recommended in Section 6.0 of these specifications. COMPACTION EQUIPMENT 5.1 Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented-steel wheeled rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of acceptable compaction equipment. Equipment shall be of such a design that it will be capable of compacting the soil or soil-rock fill to the specified relative compaction at the specified moisture content. 5.2 Compaction of rock fills shall be performed in accordance with Section 6.3. 6 PLACING, SPREADING AND COMPACTION OF FILL MATERIAL 6.1 Soil fill, as defined in Paragraph 3.1.1, shall be placed by the Contractor in accordance with the following recommendations: 6.1.1 Soil fill shall be placed by the Contractor in layers that, when compacted, should generally not exceed 8 inches. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to obtain uniformity of material and moisture in each layer. The entire fill shall be constructed as a unit in nearly level lifts. Rock materials greater than 12 inches in maximum dimension shall be placed in accordance with Section 6.2 or 6.3 of these specifications. 6.1.2 In general, the soil fill shall be compacted at a moisture content at or above the optimum moisture content as determined by ASTM D1557-78. 6.1.3 When the moisture content of soil fill is below that specified by the Consultant, water shall be added by the Contractor until the moisture content is in the range specified. 6.1.4 When the moisture content of the soil fill is above the range specified by the Consultant or too wet to achieve proper compaction, the soil fill shall be aerated by the Contractor by blading/mixing, or other satisfactory methods until the moisture content is within the range specified. 6.1.5 After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted by the Contractor to a relative compaction of at least 90 percent. Relative compaction is defined as the ratio (expressed in percent) of the in-place dry density of the compacted fill to the maximum laboratory dry density as determined in accordance with ASTM D1557-78. Compaction shall be continuous over the entire area, and compaction equipment shall make sufficient passes so that the specified minimum density has been achieved throughout the entire fill. 6.1.6 Soils having an Expansion Index of greater than 50 may be used in fills if placed at least 3 feet below finish pad grade and should be compacted at a moisture content generally 2 to 4 percent greater than the optimum moisture content for the material 6.1.7 Properly compacted soil fill shall extend to the design surface of fill slopes. To achieve proper compaction, it is recommended that fill slopes be over- built by at least 3 feet and then cut to the design grade. This procedure is considered preferable to track-walking of slopes, as described in the following paragraph. 6.1.8 As an alternative to over-building of slopes, slope faces may be back-rolled with a heavy-duty loaded sheepsfoot or vibratory roller at maximum 4-foot fill height intervals. Upon completion, slopes should then be track-walked with a D-8 dozer or similar equipment, such that a dozer track covers all slope surfaces at least twice. 6.2 Soil-rock fill, as defined in Paragraph 3.1.2, shall be placed by the Contractor in accordance with the following recommendations: 6.2.1 Rocks larger than 12 inches but less than 4 feet in maximum dimension may be incorporated into the compacted soil fill, but shall be limited to the area measured 15 feet minimum horizontally from the slope face and 5 feet below finish grade or 3 feet below the deepest utility, whichever is deeper. 6.2.2 Rocks or rock fragments up to 4 feet in maximum dimension may either be individually placed or placed in windrows. Under certain conditions, rocks or rock fragments up to 10 feet in maximum dimension may be placed using similar methods. The acceptability of placing rock materials greater than 4 feet in maximum dimension shall be evaluated during grading, as specific cases arise and shall be approved by the Consultant prior to placement. 6.23 For individual placement, sufficient space shall be provided between rocks to allow for passage of compaction equipment. 6.2.4 For windrow placement, the rocks should be placed in trenches excavated in properly compacted soil fill. Trenches should be approximately 5 feet wide and 4 feet deep in maximum dimension. The voids around and beneath rocks should be filled with approved granular soil having a Sand Equivalent of 30 or greater and should be compacted by flooding. Windrows may also be placed utilizing an "open-face" method in lieu of the trench procedure, however, this method should first be approved by the Consultant. 6.2.5 Windrows should generally be parallel to each other and may be placed either parallel to or perpendicular to the face of the slope depending on the site geometry. The minimum horizontal spacing for windrows shall be 12 feet center-to-center with a 5-foot stagger or offset from lower courses to next overlying course. The minimum vertical spacing between windrow courses shall be 2 feet from the top of a lower windrow to the bottom of the next higher windrow. 6.2.6 All rock placement, fill placement and flooding of approved granular soil in the windrows must be continuously observed by the Consultant or his representative. 6.3 Rock fills, as defined in Section 3.13, shall be placed by the Contractor in accordance with the following recommendations: 6J.I The base of the rock fill shall be placed on a sloping surface (minimum slope of 2 percent, maximum slope of 5 percent). The surface shall slope toward suitable subdrainage outlet facilities. The rock fills shall be provided with subdrains during construction so that a hydrostatic pressure buildup does not develop. The subdrains shall be permanently connected to controlled drainage facilities to control post-construction infiltration of water. 6.3.2 Rock fills shall be placed in lifts not exceeding 3 feet. Placement shall be by rock trucks traversing previously placed lifts and dumping at the edge of the currently placed lift. Spreading of the rock fill shall be by dozer to facilitate seating of the rock. The rock fill shall be watered heavily during placement. Watering shall consist of water trucks traversing in front of the current rock lift face and spraying water continuously during rock placement. Compaction equipment with compactive energy comparable to or greater than that of a 20-ton steel vibratory roller or other compaction equipment providing suitable energy to achieve the required compaction or deflection as recommended in Paragraph 6.33 shall be utilized. The number of passes to be made will be determined as described in Paragraph 633. Once a rock fill lift has been covered with soil fill, no additional rock fill lifts will be permitted over the soil fill. 633 Plate bearing tests, in accordance with ASTM D1196-64, may be performed in both the compacted soil fill and in the rock fill to aid in determining the number of passes of the compaction equipment to be performed. If performed, a minimum of three plate bearing tests shall be performed in the properly compacted soil fill (minimum relative compaction of 90 percent). Plate bearing tests shall then be performed on areas of rock fill having two passes, four passes and six passes of the compaction equipment, respectively. The number of passes required for the rock fill shall be determined by comparing the results of the plate bearing tests for the soil fill and the rock fill and by evaluating the deflection variation with number of passes. The required number of passes of the compaction equipment will be performed as necessary until the plate bearing deflections are equal to or less than that determined for the properly compacted soil fill. In no case will the required number of passes be less than two. 63.4 A representative of the Consultant shall be present during rock fill operations to verify that the minimum number of "passes" have been obtained, that water is being properly applied and that specified procedures are being followed. The actual number of plate bearing tests will be determined by the Consultant during grading. In general, at least one test should be performed for each approximately 5,000 to 10,000 cubic yards of rock fill placed. 63.5 Test pits shall be excavated by the Contractor so that the Consultant can state that, in his opinion, sufficient water is present and that voids between large rocks are properly filled with smaller rock material. In-place density testing will not be required in the rock fills. 63.6 To reduce the potential for "piping" of fines into the rock fill from overlying soil fill material, a 2-foot layer of graded filter material shall be placed above the uppermost lift of rock fill. The need to place graded filter material below the rock should be determined by the Consultant prior to commencing grading. The gradation of the graded filter material will be determined at the time the rock fill is being excavated. Materials typical of the rock fill should be submitted to the Consultant in a timely manner, to allow design of the graded filter prior to the commencement of rock fill placement. 63.7 All rock fill placement shall be continuously observed during placement by representatives of the Consultant. OBSERVATION AND TESTING 7.1 The Consultant shall be the Owners representative to observe and perform tests during clearing, grubbing, filling and compaction operations. In general, no more than 2 feet in vertical elevation of soil or soil-rock fill shall be placed without at least one field density test being performed within that interval In addition, a minimum of one field density test shall be performed for every 2,000 cubic yards of soil or soil-rock fill placed and compacted. 73, The Consultant shall perform random field density tests of the compacted soil or soil-rock fill to provide a basis for expressing an opinion as to whether the fill material is compacted as specified. Density tests shall be performed in the compacted materials below any disturbed surface. When these tests indicate that the density of any layer of fill or portion thereof is below that specified, the particular layer or areas represented by the test shall be reworked until the specified density has been achieved. 73 During placement of rock fill, the Consultant shall verify that the minimum number of passes have been obtained per the criteria discussed in Section 633. The Consultant shall request the excavation of observation pits and may perform plate bearing tests on the placed rock fills. The observation pits will be excavated to provide a basis for expressing an opinion as to whether the rock fill is properly seated and sufficient moisture has been applied to the material. If performed, plate bearing tests will be performed randomly on the surface of the most-recently placed lift. Plate bearing tests will be performed to provide a basis for expressing an opinion as to whether the rock fill is adequately seated. The maximum deflection in the rock fill determined in Section 6.3.3 shall be less than the maximum deflection of the properly compacted soil fflL When any of the above criteria indicate that a layer of rock fill or any portion thereof is below that specified, the affected layer or area shall be reworked until the rock fill has been adequately seated and sufficient moisture applied. 7.4 A settlement monitoring program designed by the Consultant may be conducted in areas of rock fill placement The specific design of the monitoring program shall be as recommended in the Conclusions and Recommendations section of the project Geotechnical Report or in the final report of testing and observation services performed during grading. 7.5 The Consultant shall observe the placement of subdrains, to verify that the drainage devices have been placed and constructed in substantial conformance with project specifications. 7.6 Testing procedures shall conform to the following Standards as appropriate: 7.6.1 Soil and Soil-Rock Fills: 7.6.1.1 Field Density Test, ASTM D1556-82, Density of Soil In-Place By the Sand-Cone Method. 7.6.12 Field Density Test, Nuclear Method, ASTM D2922-81, Density of Soil and Soil-Aggregate In-Place by Nuclear Methods (Shallow Depth). 7.6.13 Laboratory Compaction Test, ASTM D1557-78, Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using 10-Pound Hammer and 18-Inch Drop. 7.6.1.4 Expansion Index Test, Uniform Building Code Standard 29-2, Expansion Index Test. 7.62 Rock Fills: 7.6.2.1 Field Plate Bearing Test, ASTM D1196-64 (Reapproved 1977) Standard Method for Nonrepresentative Static Plate Load Tests of Soils and Flexible. Pavement Components, For Use in Evaluation and Design of Airport and Highway Pavements. 8 PROTECTION OF WORK 8.1 During construction, the Contractor shall properly grade all excavated surfaces to provide positive drainage and prevent ponding of water. Drainage of surface water shall be controlled to avoid damage to adjoining properties or to finished work on the site. The Contractor shall take remedial measures to prevent erosion of freshly graded areas until such time as permanent drainage and erosion control features have been installed. Areas subjected to erosion or sedimentation shall be properly prepared in accordance with the Specifications prior to placing additional fill or structures. 8.2 After completion of grading as observed and tested by the Consultant, no further excavation or filling shall be conducted except in conjunction with the services of the Consultant CERTIFICATIONS AND FINAL REPORTS 9.1 Upon completion of the work, Contractor shall furnish Owner a certification by the Civil Engineer stating that the lots and/or building pads are graded to within 0.1 foot vertically of elevations shown on the grading plan and that all tops and toes of slopes are within 0.5 foot horizontally of the positions shown on the grading plans. After installation of a section of subdrain, the project Civil Engineer should survey its location and prepare an as-built plan of the subdrain location. The project Civil Engineer should verify the proper outlet for the subdrains and the Contractor should ensure that the drain system is free of obstructions. 9.2 The Owner is responsible for furnishing a final as-graded soil and geologic report satisfactory to the appropriate governing or accepting agencies. The as-graded report should be prepared and signed by a California licensed Civil Engineer experienced in geotechnical engineering and by a California Certified Engineering Geologist, indicating that the geotechnical aspects of the grading were performed in substantial conformance with the Specifications or approved changes to the Specifications. Geocon Incorporated Form, Revision date 06/04/90