Loading...
HomeMy WebLinkAboutSUP 06-11; Robertson Ranch Planning Area 12 and 13; Geotechnical Report; 2007-01-31Geotechnicat • Geologic • Coastal • Environmental T.'< -;..•' .f-i ;r.i v i *••>,-., . ri^^S-^i V ilj MAR 30 2011 PRELIMINARY GEOTECHNICAL EVALUATION PLANNING AREA 12,13.44 ACRES AND PLANNING AREA 13, 6,92 ACRES, ROBERTSON RANCH WEST CARLSBAD, SAN DIEGO COUNTY, CALIFORNIA 92010 CITY OF CARLSBAD PLANNING DEPARTMENT APPLICATION NO. SUP 06-12/HDP 06-04 FOR ROBERTSON FAMILY TRUST C/O SEABOURNE DEVELOPMENT CO. P.O. BOX 4659 CARLSBAD, CALIFORNIA 92018-4659 W.O. 5247-A-SC JANUARY 31, 2007 ' •-•' « * Geologic • Environmental 5741 Palmer Way • Carlsbad, California 92010 - (760)438-3155 • FAX (760) 931-0915 October 17, 2007 W.O. 5247-A2-SC Robertson Family Trust c/o SeaBourne Development Co, 701 Palomar Airport Road, Suite 300 Carlsbad, California 92011 Attention: Mr. Ken Cablay Subject: Geotechnical Review of Rough Grading Plans, Future PA 12 and 13, Carlsbad, San Diego County, California 92010 Dear Mr. Cablay: As requested by Mr. George O'Day of O'Day Consultants (Project Civil Engineer) and in accordance with your authorization, GeoSoils, Inc. (GSI) has performed a geotechnical review of O'Day Consultants report (ODC, 2007). The purpose of our review was to evaluate if the recommendations provided in GSI (2007a, 2007b, 2004, and 2002), have been properly incorporated into the project grading plans. The scope of services has included a review of GSI (2007a, 2007b, 2004, and 2002) and ODC (2007), analysis of data, and the preparation of this summary letter. Unless specifically superceded herein, the conclusions and recommendations presented in GSI (2007a, 2007b, 2004, and 2002), are considered valid and applicable and should be appropriately implemented during project design and construction. For ease of review, the referenced reports are included as PDF documents on a CD, included in the Appendix. Based on our review of ODC (2007), the following comments are provided: 1. It is our understanding that two copies of the soils reports, with the dates between January 29, 2002 and January 31, 2007 (see the Appendix), with our recommendations, have been submitted to the office of the City Engineer as well as two copies of this review letter also will be submitted. 2. The Uniform Building Code/California Building Code ([UBC/CBC], International Conference of Building Officials [ICBO], 1997 and 2001) indicates that removals of unsuitable soils be performed across all areas to be graded, not just within the influence of the proposed buildings. Relatively deep removals may also necessitate a special zone of consideration, on perimeter/confining areas. This zone would be approximately equal to the depth of removals, if removals cannot be performed offsite. Thus, any settlement-sensitive improvements (walls, curbs, fiatwork, etc.), constructed within this zone may require deepened foundations, reinforcement, 3. etc., or will retain some potential for settlement and associated distress. This will require proper disclosure to all interested/affected parties, should this condition exist at the conclusion of grading. Some removals (at the northern boundary and along Cannon Road) within existing fills may be required as a result of prior environmental constraints (i.e., limits of remediation) from the previous phase of grading, if structural fills and/or settlement-sensitive improvements are proposed in this area. LIMITATIONS Inasmuch as our study is based upon our review and engineering analyses and laboratory data, the conclusions and recommendations are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty, either express or implied, is given. Standards of practice are subject to change with time. GSI assumes no responsibility or liability for work or testing performed by others, or their inaction; or work performed when GSI is not requested to be onsite, to evaluate if our recommendations have been properly implemented. Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place. In addition, this report may be subject to review by the controlling authorities. Thus, this report brings to completion our scope of services for this portion of the project. The opportunity to be of service is greatly appreciated. If you have any questions concerning this report, or if we may be of further assistance, ptease do not hesitate to contact any of the undersigned. Respectfully subrnitt GeoSoils, Inc. \0 P?»Mi. M>->/" v/ohn P. Franklin J I Engineering Geologist? David W. Ske Civil Engineer,RCE DG/DWS/JPF/jk Attachment: Appendix - References Distribution: (4) Addressee (1) O'Day Consultants, Attention: Mr. George O'Day Robertson Family Trust Future PA 12 & 13 Re:e:\wp9\6200\S247a2.gro W.O. 5247-A2-SC October 17, 2007 Page 2 APPENDIX REFERENCES GeoSoils, inc., 2007a, Revised detailed agricultural chemical residue survey, APN 208-010-36, Planning Area 12-13.44 acres and Planning Area 13 - 6.92 acres, Robertson Ranch West, Carlsbad, San Diego County, California 92010, Voluntary Assistance Case H39700-001, W.O. E5247.1-SC, revised date June 7, 2007. _, 2007b, Preliminary geotechnical evaluation, Planning Area 12, 13.44 Acres, and Planning Area 13,6.92 Acres, Robertson Ranch West, Carlsbad, San Diego County, California 92010, City of Carlsbad Planning Department Application No. SUP 06-12/HDP 06-04, W.O. 5247-A-SC, dated January 31. , 2004, Updated geotechnical evaluation of the Robertson Ranch property, Carlsbad, San Diego County, California, W.O. 3098-A2-SC, dated September 20. , 2002, Geotechnical evaluation of the Robertson Ranch property, City of Carlsbad, San Diego County, California, W.O. 3098-A1-SC, dated January 29. International Conference of Building Officials, 2001, California building code, California code of regulations title 24, part 2, volume I and 2. , 1997, Uniform building code: Whittier, California, vol. 1, 2, and 3. O'Day Consultants, 2007, Grading plan for: Robertson Ranch, Future PA 12 & 13,6 sheets, 40-scale, City project no. CT 06-11, drawing no. 447-3A, dated October 10. Geotechnicaf» Geologic » Coastal * Environmental 5741 Palmer Way « Carlsbad, California 92010 • (760)438-3155 • FAX (760) 931-0915 January 31, 2007 W.O. 5247-A-SC Robertson Family Trust c/o SeaBourne Development Co. P.O. Box 4659 Carlsbad, California 92018-4659 Attention: Mr. Ken Cablay Subject: Preliminary Geotechnical Evaluation, Planning Area 12 (13.44 Acres), and Planning Area 13 (6.92 Acres), Robertson Ranch West, Carlsbad, San Diego County, California 92010, City of Carlsbad Planning Department Application No. SUP 06-12/HDP 06-04 In accordance with your request, and as per the requirements of the City of Carlsbad Planning Department as set forth in their letter dated October 2, 2006 (see Appendix A) GeoSoils, Inc. (GSI) has performed a preliminary geotechnical evaluation forthe proposed park (Planning Area 12) and school (Planning Area 13) development at the subject site. The purpose of the study was to evaluate the onsite soils and geologic conditions and their effects on the proposed site development from a geotechnicai viewpoint. EXECUTIVE SUMMARY Based on our review of the available data and our previous reports in the nearby vicinity (see Appendix A), field exploration, laboratory testing, and geologic and engineering analysis, park and school site development of the property appears to be feasible from a geotechnical viewpoint, provided the recommendations presented in the text of this report are properly incorporated into the design and construction of the project. The most significant elements of this study are summarized below: • It is our understanding that the existing house will be transported to a location offsite and swimming pool will be demolished. It is further our understanding that the proposed development will consist of preparing the site forthe construction of a park site on Planning Area 12 and a school on Planning Area 13. Building loads are assumed to be typical for this type of relatively light construction (wood-frame and slab-on-grade and/ortilt-up construction). It is anticipated that sewage disposal will be tied into the City municipal system. The need for import soil is unknown. • Earth materials unsuitable for the support of structures, settlement-sensitive improvements, and/or compacted fill generally consist of topsoil, colluvium, near-surface alluvium, and near-surface highly weathered formational materials. Complete removals are desired within valley alluvial areas, but may be limited due to the presence of a shallow groundwater table. In this case, removals should minimally be completed to depths on the order of approximately 5 to 6 feet, and settlement monitoring would likely be necessary. Removals on sloping areas, including colluvium and near-surface weathered formational earth materials, are anticipated to be on the order of 3 to 5 feet thick throughout the majority of the site. Our evaluation and general liquefaction screening process (pursuant to Special Publication [117] indicates that the potential for liquefaction and associated adverse effects within the site is low, provided our recommendations are properly implemented. Based on review of our recent hollow-stem boring logs and cone penetration soundings for the specific project area, the underlying alluvial soils are predominantly clayey sands to sandy clays, which typically possess liquid limits in excess of 35. Because of their clayey nature, lithologically discontinuous bedding, lack of free faces, and high liquid limits, these materials are generally not susceptible to liquefaction, nor its secondary effects such as lateral spreading, surface manifestations, or significant seismic settlement due to liquefaction. Alluvial soils left in-place will settle due to the addition of foundation, settlement-sensitive improvements, and fill loads. The magnitude of settlement will vary, based on the depth of fill placed above the alluvium. A settlement analysis is presented in the body of this report, and this should be considered during planning, design, and construction. Our experience in the site vicinity indicates that alluvial soils are generally represented by an R-value of 12 and terrace deposits by an R-value of 19. Soils onsite have a generally low to high expansion potential, but should generally be in the medium to high expansive range. Site soils are anticipated to have a negligible sulfate exposure to concrete and are considered severely corrosive (when saturated) to buried metals, based on the available data. Conventional foundation systems may be used for very low to some low expansive soil conditions (where the Plasticity Index [PI] of the soil is 15, or less), and relatively shallowflll areas (<30feet). Conventional foundations designed in accordance with Chapter 18 of the Uniform Building Code/California Building code ([UBC/CBC], International Conference of Building Officials [ICBO], 1997 and 2001), may be used for very lowto low expansive soil conditions (where the plasticity index [PI] is 15, or greater, and the expansion index [E.I.J is less than 50). Post-tension or mat foundations may be used for all categories of expansive soil conditions, and are exclusively recommended for medium to highly expansive soil conditions, deep fill areas (>30 feet), areas with fill thickness differentials exceeding a ratio of 3:1, and in areas underlain with saturated alluvial sediments left-in-place. Robertson Family Trust W.O. 5247-A-SC Fi!e:e:\wp9\5200\5247a.pge Page Two • Proposed cut and fill slopes are considered to be generally stable, assuming that these slopes are maintained and/or constructed in accordance with recommendations presented in this report, under normal rainfall conditions. Natural slopes are also anticipated to be generally stable, under normal rainfall conditions. • Our evaluation indicates there are no known active faults crossing the site. • The seismic acceleration values and design parameters provided herein should be considered during the design of the proposed development. The adverse effects of seismic shaking on the structure(s) will likely be wall cracks, some foundation/slab distress, and some seismic settlement. However, it is anticipated that the structures will be repairable in the event of the design seismic event. This potential should be disclosed to all properly owners. Adverse geologic features that would preclude project feasibility were not encountered, based on the available data. The potential for flooding should be evaluated by the design civil engineer, along with appropriate recommendations for mitigation, as warranted. The recommendations presented in this report should be incorporated into the design and construction considerations of the project. The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to contact our office. Respectfully submitted, GeoSoils, Inc. n P. f-rankli Engineering BBS/JPF/jk Distribution: (4) Addressee Ben Shahrvini . ' Geotechnica! Engineer Robertson Family Trust Rle:e:\wp9\5200\S247a.pge i, ll W.O. 5247 A-SC Page Three TABLE OF CONTENTS SCOPE OF SERVICES 1 SITE CONDITIONS AND PROPOSED DEVELOPMENT 1 SITE EXPLORATION 3 REGIONAL GEOLOGY 3 SITE GEOLOGIC UNITS 3 Agricultural Topsoil (not mapped) 5 Colluvium (not mapped) 5 Alluvium (Map Symbol - Qa!) 5 Terrace Deposits (Map Symbol - Qt) 5 GROUNDWATER 6 FAULTING AND REGIONAL SEISMICITY 6 Faulting 6 Seismicity 8 Seismic Shaking Parameters 9 MASS WASTING 10 LABORATORY TESTING 11 General 11 Classification 11 Moisture-Density Relations 11 Laboratory Standard 11 Shear Testing 11 Expansion Potential 12 Alterberg Limits 12 Particle - Size Analysis 13 Consolidation Testing 13 Sulfate/Corrosion Testing 13 SEISMIC HAZARDS 13 Liquefaction 14 SETTLEMENT ANALYSIS 15 Post Grading Settlement of Compacted Fill 15 Post Grading Settlement of Alluvium 15 General 15 Monitoring 16 Dynamic Settlements 16 Settlement Due to Structural Loads 16 SUBSIDENCE 17 Gross Stability 17 Surficial Stability 18 PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS 18 RECOMMENDATIONS-EARTHWORK CONSTRUCTION 18 General 18 Site Preparation 19 Removals 19 Overexcavation/Transitions 19 Wick Drains 20 Drain Spacing and Depth 20 Ground Preparation 20 Drainage ,20 Subdrains 21 Fill Placement and Suitability 21 Earthwork Balance 21 Shrinkage/Bulking 21 Slope Considerations and Slope Design 22 Graded Slopes 22 Temporary Construction Slopes 22 FOUNDATION RECOMMENDATIONS 22 RECOMMENDATIONS - CONVENTIONAL FOUNDATIONS 22 General 22 Preliminary Foundation Design 23 Bearing Value 23 Lateral Pressure 23 Construction 24 Mat Foundation Design/Construction 25 FLOOR SLAB DESIGN RECOMMENDATIONS 25 General 25 Light Load Floor Slabs 25 Heavy Load Floor Slabs 26 Underslab Treatment/Moisture Protection 26 Subgrade Preparation 27 POST-TENSiONED SLAB DESIGN 27 General 27 Subgrade Preparation 29 Perimeter Footings and Pre-Wetting 29 Robertson Family Trust Table of Contents File:e:\wp9\5200\5247a.pge Page ii SOIL MOISTURE CONSIDERATIONS 29 SETBACKS 30 SETTLEMENT , 31 WALL DESIGN PARAMETERS CONSIDERING EXPANSIVE SOILS 31 Conventional Retaining Walls 31 Restrained Walls 31 Cantilevered Walls 31 Retaining Wall Backfill and Drainage 32 Wall/Retaining Wall Footing Transitions 36 TOP-OF-SLOPE WALLS/FENCES/IMPROVEMENTS AND EXPANSIVE SOILS 36 Expansive Soils and Slope Creep 36 Top of Slope Walls/Fences 37 EXPANSIVE SOILS, DRIVEWAY, FLATWORK, AND OTHER IMPROVEMENTS 38 PRELIMINARY PAVEMENT DESIGN 39 PAVEMENT GRADING RECOMMENDATIONS 40 General 40 Subgrade 41 Base 41 Paving 41 Drainage 42 DEVELOPMENT CRITERIA 42 Slope Deformation 42 Slope Maintenance and Planting 42 Drainage 43 Toe of Slope Drains/Toe Drains 43 Erosion Control 44 Landscape Maintenance 47 Gutters and Downspouts 47 Subsurface and Surface Water , 47 Site Improvements 48 Tile Flooring 48 Additional Grading 48 Footing Trench Excavation 48 Trenching/Temporary Construction Backcuts 48 Utility Trench Backfill 49 Robertson Family Trust Table of Contents File:e:\wp9\5200\5247a.pge Page »i SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICALOBSERVATiON AND TESTING 49 OTHER DESIGN PROFESSIONALS/CONSULTANTS 50 PLAN REVIEW , 51 LIMITATIONS 52 FIGURES: Figure 1 - Site Location Map 2 Figure 2 - Regional Geologic Map 4 Figure 3 - California Fault Map 7 Detail 1 - Typical Retaining Wall Backfill and Drainage Detail 33 Detail 2 - Retaining Wall Backfill and Subdrain Detail Geotextile Drain 34 Detail 3 - Retaining Wall and Subdrain Detail Clean Sand Backfill 35 Detail 4 - Schematic Toe Drain Detail 45 Detail 5 - Subdrain Along Retaining Wall Detail 46 ATTACHMENTS: Appendix A - References Rear of Text Appendix B - Test Pit Logs Rear of Text Appendix C - EQFAULT, EQSEARCH, and FRISKSP Rear of Text Appendix D - Laboratory Data Rear of Text Appendix E - Settlement Analysis Rear of Text Appendix F - General Earthwork and Grading Guidelines Rear of Text Plate 1 - Geotechnical Map Rear of Text in Folder Plate 2 - Geologic Cross-Sections Rear of Text in Folder Robertson Family Trust Table of Contents R1e:e:\wp9\5200\5247a.pge Page jv PRELIMINARY GEOTECHNICAL EVALUATION PLANNING AREA 112, 13.44 ACRES AND PLANNING AREA 13, 6.92 ACRES, ROBERTSON RANCH WEST CARLSBAD, SAN DIEGO COUNTY, CALIFORNIA 92010 SCOPE OF SERVICES The scope of our services has included the following: 1. Review of the available geologic literature for the site (see Appendix A). 2. Geologic site reconnaissance, subsurface exploration with seven exploratory backhoe test pits, four hollow stem auger borings, and three cone penetration soundings borings (see Appendix B), sampling, and mapping. 3. General areal seismicity evaluation (see Appendix C). 4. Appropriate laboratory testing of representative soil samples (see Appendix D). 5. Engineering and geologic analysis of data collected. 6. Preparation of this report and accompaniments. SITE CONDITIONS AND PROPOSED DEVELOPMENT The irregularly-shaped, contiguous planning areas consist of vacant, undeveloped properly. The property is located on the northwest corner of El Carnino Real and Cannon Road, in Carlsbad, San Diego County, California (see Figure 1, Site Location Map). The former Robertson family ranch house (constructed in 1958 or 1959) still exists on Planning Area 13, and property surrounding the farm house was formerly utilized for agriculture, such as beans, squash, strawberries, etc. Planning Area 12 was formerly a palm tree nursery (Parkway Nursery) from January 1997 until August 2006. Site elevations range from about 35 to 102 feet Mean Sea Level (MSL). The site slopes gently to moderately to the southwest. It is our understanding that the existing house will be transported to a location offsite and the swimming pool will be demolished. Based on our conversations with the client, GSI understands that currently proposed development of the site will consist of construction of a park site with a restroom facility on Planning Area 12 and a school site with associated parking and utility improvements on Planning Area 13. The size of the school site is unknown, and no buildings are indicated. It is our understanding that cut and fill grading techniques would be necessary to bring the site to design grades for the development. Anticipated fill thicknesses may be on the order of 15 to 30 feet. Cut and fill slopes, at an inclination of 2:1 (horizontal:vertical [h:v]), or flatter, are proposed on the perimeter of the project, up to about 25 feet high. We further understand that buildings are proposed as one- and/or two-story structures, with slab-on-grade/continuous footings, utilizing Base Map: TOPO!® ©2003 National Geographic, U.S.G.S San Luis Rey Quadrangle, California - San Diego Co., 7.5 Minute, dated 1997, current 1999. Base Map: The Thomas Guide, San Diego Co., Street Guide and Directory, 2005 Edition, by Thomas Bros. Maps, pages 1106 and 1107. Reproduced wiih permission granted by Thomas Bros.Maps This map is copyrighted by Thomas Bros. Maps. It is unlawful to copy or reproduce all or any part thereof, whether for personal use or resale, without permission. All rights reserved.inc. w.o. 5247-A-SC SITE LOCATION MAP Figure 1 wood-frame or tilt-up type of construction. Building loads are assumed to be typical for this type of relatively light construction. Retaining walls are not indicated on the plans (O'Day, 2006), at this time. Sewage disposal is anticipated to be accommodated by tying into the regional system. SITE EXPLORATION Site exploration for the purpose of this investigation was performed on December 6,2006 and January 2, 3, and 4, 2007, by a representative of this office. Near-surface soil conditions were explored with seven backhoe exploratory test pits, four hollow stem exploratory borings, and three cone penetration soundings (CRTs). The location of each test pit and boring excavation is shown on the Geotechnical Map (Plate 1). Cross-Sections are provided as Plate 2. Each excavation was logged, and representative samples were collected for laboratory testing. Logs of each excavation are presented in Appendix B. REGIONAL GEOLOGY The subject properly is located within a prominent natural geomorphic province in southwestern California known as the Peninsular Ranges. It is characterized by steep, elongated mountain ranges and valleys that trend northwesterly. The mountain ranges are underlain by basement rocks consisting of pre-Cretaceous metasedimentary rocks, Jurassic metavolcanic rocks, and Cretaceous plutonic rocks of the southern California batholith. In the San Diego County region, deposition occurred during the Cretaceous period and Cenozoic era in the continental margin of a forearc basin. Sediments, derived from Cretaceous-age plutonic rocks and Jurassic-age volcanic rocks, were deposited into the narrow, steep, coastal plain and continental margin of the basin. These rocks have been uplifted, tilted, faulted, eroded, and deeply incised. During early Pleistocene time, a broad coastal plain was developed from the deposition of marine terrace deposits. During mid to late Pleistocene time, this plain was uplifted, eroded, and incised. Alluvial deposits have since filled the lower valleys, and young marine sediments are currently being deposited/eroded within coastal and beach areas. A regional geologic map is provided as Figure 2. StTE GEOLOGIC UNITS Earth materials within the site consist predominantly of surficial agricultural topsoil, alluvium, and Pleistocene-age terrace deposits. Preliminary recommendations for site preparation and treatment of the earth materials encountered are discussed in the Earthwork Recommendations section of this report. The general distribution of earth materials is shown on Plate 1. Robertson Family Trust ' ~~ ——— • -_~-™~——_ Planning Area 12, Carlsbad January 31, 2007 File:c:\wp9\5200\5247a.pge 4* Mgi&mSI x ¥«s« Page 3 \ \SITE Base Map: Geologic Map of the Oceanside 30' X 60' Quadrangle, California, by Michael P. Kennedy and ASiang S. Tan, 2005, U.S. Geologic Survey. LEGEND Quaternary alluvial flood plain deposits Quaternary landslide deposits undivided Quaternary old alluvial flood plain deposits undivided TSJ Tertiary Santiago Formation Quaternary old paralic deposits - Units 2-4 Quaternary very old paralic deposits - Units 10-11 Cretaceous Point Loma Formation Cretaceous Lusardi Formation Cretaceous tonalite undivided Contact Strike and dip of bed inclined 0 E Scale 2000_ Feet GeoSoils, Inc.w.o. 5247-A-SC REGIONAL GEOLOGIC MAP Figure 2 Agricultural Topsoil (not mapped) Agricultural topsoil on the property generally consists of dark brown, silty, clayey sand to sandy clay. The soils encountered were dry, loose/soft, and porous. The materials encountered were on the order of about 2 to 4 feet in thickness. Topsoil is considered potentially compressible and is not suitable for the support of settlement-sensitive improvements or engineered fill in its present condition. Therefore, mitigation in the form of removal and recompaction is recommended. Colluvium (not mapped) Where encountered, colluvium is typically on the order of 2 feet thick, and consists of silty to clayey sand and sandy clay. These soils are typically dry to moist, loose to medium dense (sands), stiff (clays), and porous. Colluvium is not considered suitable for support of settlement-sensitive improvements, unless these soils are removed, moisture conditioned, and placed as compacted fill. Alluvium (Map Symbol - Qal) Alluvial soils onsite appear to occur within a distinct depositional environment onsite termed as valley alluvium, deposited within the larger, broad flood plains located along the west and south sides of the project. Where encountered, alluvial sediments consist of sandy clay and clayey/silly sand. Clayey sands are typically loose to medium dense, while sandy clays are stiff. Alluvium ranges from generally damp to wet above the groundwater table, to saturated at and below the groundwater table. Valley alluvium was encountered to the depths explored (approximately 50 feet). Alluvium above the groundwater table is not considered suitable for structural support and should be removed and recompacted. Due to the presence of groundwater, alluvial removals could be limited in depth. Complete to partial removals to saturated sediments, on the order of 5 to 6 feet, are anticipated within areas underlain by alluvium. Alluvial materials left in place will require settlement monitoring and site specific foundation design. The distribution of alluvial materials is shown on Plate 1. Terrace Deposits (Map Symbol - Qt) Mid- to late-Pleistocene terrace deposits encountered onsite consist of earth materials which vary from silty sand to sandy/silty clay. These sediments are typically reddish brown to brown and olive brown, slightly moist to moist, and medium dense/stiff. Terrace deposits are generally considered suitable for the support of structures and engineered fill. Bedding structure observed within these materials in road cuts along El Camino Real, Cannon Road, and in our test pits, display a generally massive to a weakly developed horizontal orientation. Robertson Family Trust W.O. 5247-A-SC Planning Area 12, Carlsbad January 31, 2007 File:e:\wp9\5200\5247a.pge Page 5 GROUNDWATER Groundwater was encountered in test pits and test borings completed in preparation of this report within valley alluvial materials (Map Symbol - Qal) located along the west and south margins of the site. Depths to groundwater encountered within alluvium ranged from approximately 10 feet below existing grades. The presence of bedrock (formational) materials, with lower moisture content beneath the alluvium, suggests that groundwater is generally perched within the alluvial section. The local groundwater gradient is estimated to vary following surface drainage patterns, from a south to southeasterly direction towards Calavera Creek. The regional gradient is estimated to be in a southwesterly direction towards Agua Hedionda Lagoon. Surface signs of water wells were not observed onsite during our site reconnaissance. In addition, there are no water wells reported within the site, as listed in a March 1998 United States Geological Survey database and the California Department of Water Resources (2002), State of California regional groundwater maps from 1967 indicate no permitted water wells existing within the subject site; therefore, a discussion of historic groundwater levels is not readily available. However, based on the relatively close proximity to relatively constant water levels associated with the coastline and adjacent lagoon, and relative low soil permeabilities, groundwater levels are considered to have remained relatively constant, from a historic perspective. While not noted during this study, "perched" groundwater, where relatively impermeable fill and/or sediments underlie relatively permeable fill and/or sediments filled with water, may be encountered at shallower depths onsite, especially during the rainy season. This should not adversely affect site development provided that the recommendations presented in this report are properly incorporated into the design and construction of the project. These observations reflect site conditions at the time of our field evaluation and do not preclude changes in local groundwater conditions in the future from heavy irrigation or precipitation. FAULTING AND REGIONAL SEtSMICITY The site is situated in a region of active, as well as potentially-active, faults. Our review indicates that there are no known active faults crossing the site within the areas proposed for development (Jennings, 1994), and the site is not within an Earthquake Fault Zone (Hart and Bryant, 1997). There are a number of faults in the southern California area that are considered active and would have an effect on the site in the form of ground shaking, should they be the source of an earthquake (see Figure 3, California Fault Map). These faults include, but are not Robertson Family Trust —— —- — - — Q5247-A-SC Planning Area 12, Carlsbad January 31, 2007 File:e:\wp9\S200\5247a.pge Page 6 CALIFORNIA FAULT MAP PA 12 & 13 1100 1000 900 -- 800 -- 700 -- 600 500 - 400 — 300 200 -- 100 ~~ 0 -- -100 i >, l,,,l.,l,,K,l 1..! l,,,.t i i .1 L I I -400 -300 -200 -100 0 100 200 300 400 500 600 W.O. 5247-A-SC GeoSoils, Inc.Figure 3 limited to: the San Andreas fault; the San Jacinto fault; the Elsinore fault; the Coronado Bank fault zone; and the Newport-lnglewood - Rose Canyon fauit zone. The possibility of ground acceleration or shaking at the site may be considered as approximately similar to the southern California region as a whole. The following table lists the major faults and fault zones in southern California that should have a significant effect on the site should they experience significant activity. ABBREVIATED FAULT NAME Rose Canyon Newport inglewood (Offshore) Coronado Bank Elsinore-Temecuia Elsinore- Julian Elsinore - Glen Ivy San Joaquin Hills Palos Verdes Earthquake Valley APPRQX. DISTANCE MILES (KM) 6.6 (10.7) 7.8 (12.5) 22.6 (36.3) 22.7 (36.6) 22.8 (36.7) 34.1 (54.9) 37.2 (59.9) 38.2 (61 .5) 41.6(66.9) ABB REVI ATED FAULT NAME San Jacinto - Anza San Jacinto - San Jacinto Valley Newport-lnglewood - LA. Basin Chino-Central Ave. (Elsinore) San Jacinto - Coyote Creek Whittier Elsinore - Coyote Mountain San Jacinto - San Bernardino APPROX. DISTANCE MILES (KM) 45.5 (73.2) 46.3 (74.5) 48.0 (77.2) 48.8 (78.6) 50.4(81.1) 52.8 (84.9) 55.7 (89.7) 60.0 (96.5) Seisrnicity The acceleration-attenuation relations of Bozorgnia, Campbell, and Niazi (1999), Campbell and Bozorgnia (1997 Revised), and Sadigh, et al. (1997) have been incorporated into EQFAULT (Blake, 2000a). EQFAULT is a computer program developed by Thomas F. Blake which performs deterministic seismic hazard analyses using digitized California faults as earthquake sources. The program estimates the closest distance between each fault and a given site. If a fauit is found to be within a user-selected radius, the program estimates peak horizontal ground acceleration that may occur at the site from an upper bound ("maximum credible") earthquake on that fault. Site acceleration (g) is computed by one or more user-selected acceleration-attenuation relations that are contained in EQFAULT. Based on the EQFAULT program, peak horizontal ground accelerations from an upper bound event at the site may be on the order of 0.50 g to 0.65 g for the lower elevation alluvial valley areas and 0.50 g to 0.62 g for the elevations onsite greater than 50 feet MSL. Historical site seismicity was evaluated with the acceleration-attenuation relations of Bozorgnia, Campbell, and Niazi (1999) and the computer program EQSEARCH (Blake, 2000b), This program performs a search of the historical earthquake records for Robertson Family Trust Planning Area 12, Carlsbad Fite:e:\wp9\S200\5247a.pge W.O. 5247-A-SC January 31, 2007 PageS magnitude 5,0 to 9.0 seismic events within a 100-mile radius, between the years 1800 to June 2006. Based on the selected acceleration-attenuation relationship, a peak horizontal ground acceleration is estimated, which may have effected the site during the specific event listed. Based on the available data and the attenuation relationship used, the estimated maximum (peak) site acceleration during the period 1800 to June 2006 was 0.30 g for the lower elevation alluvial valley areas and 0.29 g to for the elevations onsite greater than 50 feet MSL. Printouts from EQSEARCH are provided in Appendix C. A probabilistic seismic hazards analyses was performed using FRISKSP (Blake, 2000c), which models earthquake sources as three-dimensional planes and evaluates the site specific probabilities of exceedance for given peak acceleration levels or pseudo-relative velocity levels. Based on a review of this data, and considering the relative seismic activity of the southern California region, a peak horizontal ground acceleration (PHSA) of 0.29 g was calculated for the lower elevation alluvial valley areas and a PHSA of 0.26 g was calculated for the elevations onsite greater than 50 feet MSL. These values were chosen as they correspond to a 10 percent probability of exceedance in 50 years (or a 475-year return period). A PHSA of 0.4 g and 0.33 g was similarly derived for a 10 percent chance of exceedence in 100 years, for alluvial and bedrock areas, respectively. Computer printouts from FRISKSP are included in Appendix C. These PHSA printouts were used to complete the estimated seismic settlements for the site. Seismic Shaking Parameters Based on the site conditions, Chapter 16 of the Uniform Building Code/California Building Code ([UBC/CBC], International Conference of Building Officials [ICBO], 1997 and 2001), the following seismic parameters are provided below. The Rose Canyon fault is the design earthquake fault for the subject site as it is located about 6.6 miles (10.7 km) southwest of the site. Seismic zone (per Figure 1 6-2*) Seismic Zone Factor (per Table 1 6-1*) Soil Profile Type (per Table 16-J*) Seismic Coefficient Ca (per Table 16-Q*) Seismic Coefficient Cv (per Table 1 6-R*) Near Source Factor Na (per Table 1 6-S*) Near Source Factor Nv (per Table 1 6-T*) Seismic Source Type (per Table 1 6-U*) Distance to Seismic Source (Rose Canyon) Upper Bound Earthquake 4 0.40 SD 0.44 Na 0.64 Nv 1.0 1.0 B 6.6(10.7) MW6.9 * Figure and table references from Chapter 16 of the UBC (ICBO, 1997). Robertson Family Trust Planning Area 12, Carlsbad File:e:\wp9\5200\524/a.pge W.O. 5247-A-SC January 31,2007 Page 9 MASS WASTING Mass wasting refers to the various processes by which earth materials are moved down slope in response to the force of gravity. Examples of these processes include slope creep, surficial failures, and deep-seated landslides. Creep is the slowest form of mass wasting and generally involves the outer 5 to 10 feet of the slope surface. During heavy rains, such as those in 1969, 1978, and 1980, 1983, 1993, 1998, and 2004/2005, creep-affected materials may become saturated, resulting in a more rapid form of down slope movement (i.e., landslides and/or surficial failures). The subject site generally consists of low to moderately steep terrain. While indications of significant mass wasting phenomena on the site were not observed during our site reconnaissance, review of available data {Tan and Kennedy, 1996; Tan and Giffen, 1995; Wilson, 1972), and review of aerial photographs (United States Department of Agriculture, 1953), the possibility of localized surficial instability exists on natural slopes which descend within the property. In addition, the site has been mapped (Tan and Giffen, 1995) as being marginally susceptible to landslides in the lower elevation alluvial valleys and generally susceptible to landslide hazards in the upper elevations onsite. Natural slopes may be subject to creep, possible surficial failures, and gullying. Such surficial failures generally occur along canyon areas and/or along the steeper slopes and typically involve the outer 1 to 4 feet of the slope surface. The more granular soils, i.e., clayey sands, silty sands, with low plasticity are more susceptible. During heavy rains, these creep-affected rock materials are prone to downhill movement in the form of surficial failures. Therefore, where natural slopes and/or existing drainages intersect proposed development areas, mitigation in the form of debris catchment devices (i.e., setbacks, catchment basins, debris fences, debris walls, etc.) would be recommended (albeit considered unlikely at this time), depending upon the final development plans. The locations of such recommended devices should be provided at the final 40-scale grading plan review stage, but considered by the design engineer at this stage. Due to the relatively low cohesive (low plasticity) materials that may exist on portions of the site, caving and sloughing should be anticipated in all subsurface excavations and trenching. Appropriate safety considerations for potential caving and sloughing, such as shoring or layback cuts, should be incorporated into the construction design details. GSI does not consult in the area of safety engineering. All shoring and temporary excavations should adhere to OSHA requirements and shoring needed by a qualified professional. Irrigation trenches that transect fill or natural slopes should be carefully backfilled and compacted to the minimum standards of this geotechnical report. Shallow irrigation trenches are typically infilled with low density fill and are typically the initiation area of saturation and surficiai instability when subjected to rain storms of sufficient intensity and duration. Robertson Family Trust W.O. 5247-A-SC Planning Area 12, Carlsbad January 31, 2007 Fiie:e:\wp9\5200\5247a.pge PaQS 10 LABORATORY TESTING General Laboratory tests were performed representatives samples of the onsite earth materials in order to evaluate their physical and engineering characteristics. The test procedures used and results obtained are presented below. Classification Soils were classified visually according to the Unified Soils Classification System (Sowers and Sowers, 1979). The soil classifications are shown on the Test Pit and Boring Logs in Appendix B. Moisture-Density Relations The field moisture contents and dry unit weights were determined for selected undisturbed and disturbed samples in the laboratory ASTM test method ASTM D-2922. The dry unit weight was determined in pounds per cubic foot (pcf), and the field moisture content was determined as a percentage of the dry weight. The results of these tests are shown on the Test Pit and Boring Logs in Appendix B, Laboratory Standard The maximum density and optimum moisture content were determined for the major soil type encountered in the test pits. The laboratory standard used was ASTM D-1557. The moisture-density relationship obtained for this soil is shown below: SOIL TYPE SAND CLAY Mixture TEST PIT LOG AND DEPTH (FT^ TP-1 @ 4 MAXIMUM DRY DENSITY (PCF) 118.0 OPTIMUM MOISTURE CONTENT (%) 13.5 Shear Testing Shear testing was performed on a representative, undisturbed sample of site soil in general accordance with ASTM test method D-3Q8Q in a direct shear machine of the strain control type. The shear test results are presented below and in Appendix D: Robertson Family Trust W.O. 5247 A-SC Planning Area 12, Carlsbad January 31, 2007 Fiie:e:\wp9\5200\5247a.pge Page 11 SAMPLE LOCATION AND DEPTH (FT) TP-1 @ 4 PRIMARY COHESION (PSF) 486 FRICTION ANGLE (DEGREES) 26 RESIDUAL COHESION (PSF) 444 FRICTION ANGLE (DEGREES) 26 Expansion Potential Expansion testing was performed on representative samples of site soil in accordance with the UBC/CBC (ICBO, 1997 and 2001) Standard 18-2. The results of expansion testing are presented in the following table. SAMPLE LOCATION AND DEPTH (FT) TP-1 @ 4 TP-3 @ 0-2 EXPANSION INDEX 60 91 EXPANSION POTENTIAL Medium High Atterberq Limits Tests were performed on soils exhibiting medium expansion and high potentials (i.e., E.I. between 51 to 130), per 1997 UBC requirements, to evaluate the liquid limit, plastic limit, and plasticity index in general accordance with ASTM D 4318. These test results were also utilized in evaluating the soil classifications in accordance with the Unified Soil Classification System. The test results are presented below and provided in Appendix D: LOCATION TP-1 @ 4' E.I. = 60 TP-3 @ 0-2' E.i. = 91 8-1 @15' B-1 @ 30' B-1 @35' B-2@ 10' B-2 @ 25' B-4 @ 8' LIQUID LIMIT 41 60 44 36 37 51 40 40 PLASTIC LIMIT 16 18 16 16 16 17 18 16 PLASTICITY INDEX 25 42 28 20 21 34 22 24 Robertson Family Trust Planning Area 12, Carlsbad Fiie:e:\wp9\5200\5247a.pge W.O. 5247-A-SC January 31,2007 Page 12 Particle - Size Analysis An evaluation was performed on selected representative soil samples in general accordance with ASTM D422-63, Hydrometer analyses were performed on selected samples where appreciable quantities of fines were encountered. The grain-size distribution curves are presented in Appendix D. These test results were utilized in evaluating the soil classifications in accordance with the Unified Soil Classification System. Consolidation Testing Consolidation tests were performed on selected undisturbed samples. Testing was performed in genera! accordance with ASTM test method D-2435. Test results are presented in Appendix C. Sulfate/Corrosion Testing GSI conducted sampling of onsite materials for soil corrosivity on the subject project. Laboratory test results were completed by M.J. Schiff & Associates (consulting corrosion engineers). The testing included evaluation of pH, soluble sulfates, and saturated resistivity. Test results indicate that the soil presents a negligible sulfate exposure to concrete, in accordance with Table 19-A-4 of the UBC (1997 edition); and further results indicate the soils are severely corrosive to ferrous metals, etc., based on saturated resistivity. Site soils are considered to be moderately alkaline with regards to acidity/alkalinity. A corrosion specialist should be consulted for the appropriate mitigation recommendations, as needed. Test results are presented in Appendix D. SEISMIC HAZARDS The following list includes other seismic related hazards that have been considered during our evaluation of the site. The hazards listed are considered negligible and/or completely mitigated as a result of site location, soil characteristics, typical site development procedures, and recommendations for mitigation provided herein: Surface Fault Rupture Ground Lurching or Shallow Ground Rupture * Tsunami Seiche It is important to keep in perspective that in the event of a maximum probable or credible earthquake occurring on any of the nearby major faults, strong ground shaking would occur in the subject site's general area. Potential damage to any structure(s) would likely be greatest from the vibrations and impelling force caused by the inertia of a structure's mass, than from those induced by the hazards considered above. This potential would be Robertson Family Trust ' ~ ~ ~ WO.15247-A-SC Planning Area 12, Carlsbad January 31, 2007 File:e:\wp9\5200\5247a.pge Page 13 SETTLEMENT ANALYSIS GS1 has estimated the potential magnitudes of total settlement, differential settlement, and angular distortion for the site. The analyses were based on laboratory test results and subsurface data collected from borings completed in preparation of this study. Site specific conditions affecting settlement potential include depositional environment, grain size and lithology of sediments, cementing agents, stress history, moisture history, material shape, density, void ratio, etc. Ground settlement should be anticipated due to primary consolidation and secondary compression of the left-in-place alluvium and compacted fills. The total amount of settlement, and time over which it occurs, is dependent upon various factors, including material type, depth of fill, depth of removals, initial and final moisture content, and in-place density of subsurface materials. Current analysis is included in Appendix E. Post Grading Settlement of Compacted Fill Compacted fills, to the thicknesses anticipated, are not generally prone to excessive settlement. Based on our analysis, total settlements, on the order of V? inch, or less, should be anticipated. Post Grading Settlement of Alluvium General Where these materials are left in-place, settlement of the underlying saturated alluvium is anticipated due to the weight of added planned fills. The magnitude of this settlement will vary with the proposed fill heights (i.e., measured from existing grades), and the thickness, texture, and compressibility of the underlying, left-in-place saturated alluvium. Due to the predominantly fine grained texture of the alluvial soils onsite, settlement of the alluvial soil will occur over time. In areas underlain by alluvial soil, complete removal and recompaction of alluvium is anticipated. However, should conditions result in leaving alluvium in place, calculated total settlements on the order of 3 to 8 inches should be anticipated. Calculations were performed for total settlements for fill thicknesses of 15, 20, and 30 feet within alluvial areas. The calculated total settlements are estimated to be on the order of 4, 5.5, and 7.8 inches, respectively. We estimate about one-quarter of these computed settlements to occur during grading, with the remainder constituting the post grading component of the total settlement. The anticipated post grade differential settlement is expected to be about one-half of the remaining total settlement over a horizontal distance of 40 feet. Waiting periods on the order of at least 18 months should be anticipated, to allow for an adequate amount of settlement to occur prior to construction. Total settlement may be revised, dependant on conditions exposed during grading and the actual amount of alluvial Robertson Family Trust ~ ~ " ~~ Wx5~5247-A-SC Planning Area 12, Carlsbad January 31. 2007 Fi!e:e:\wp9\S200\5247a,pge Page 15 material removed and left-in-place. In order to accelerate the consolidation and settlement of saturated alluvial soils to be Ieft-in place, a vertical wick drain system may be considered as an alternative to fill surcharge only. Recommendations for wick drainage systems are presented in a later section of this report. Monitoring Areas where alluvial soil is left-in-place should be monitored and the settlement values revised based on actual field data. Settlement monuments are recommended during construction. Monument locations would be best provided during 40-scale plan review. Dynamic Settlements Ground accelerations generated from a seismic event (or by some man made means) can produce settlements in sands, both above and below the groundwater table. This phenomena is commonly referred to as dynamic settlement and is most prominent in relatively clean sands, but can also occur in other soil materials. The primary factor controlling earthquake induced settlement in saturated sand, is the cyclic stress ratio. In dry sands earthquake, induced settlements are controlled by both cyclic shear strain and volumetric strain control. On site, the alluvial materials are clayey, thus, dynamic settlement is not considered a significant issue. Settlement Due to Structural Loads The settlement of the structures supported on strip and/or spread footings founded on compacted fill will depend on the actual footing dimensions, the thickness and compressibility of compacted fill below the bottom of the footing, and the imposed structural loads. Provided the thickness of compacted fill below the bottom of the footing is at least equal to the width of the footing, and based on a maximum allowable bearing pressure of 3,000 pounds per square foot (psf), provided in this report, total settlement of less than Vz inch should be anticipated. The design of structures are typically controlled by differential settlement, and not the total settlement. In order to evaluate differential settlement, data on the relative position and dimensions of adjacent footings, structural loads on the footing, and the nature and thickness of compressible soils below each footing may be assumed to be on the order of one-half of the total settlement. In areas where structures will be founded on formational or bedrock, and/or compacted fills, and not underlain with saturated alluvium, total settlement is anticipated to be less than 11/z inches, with a differential settlement on the order of % inch over a horizontal distance of 40 feet, under dead plus live loads Robertson Family Trust W.O. 5247-A-SC Planning Area 12, Carlsbad January 31, 2007 Rle:e:\wp9\5200\5247a.pge Page 16 Areas underlain by alluvial soils left-in-p!ace should be designed to withstand an overall total settlement, depending on depth of fill, ranging from 4 to 8 inches and a differential settlement of 2 to 4 inches over a horizontal distance of 40 feet, under dead plus live loads. Given additional time for the alluvia! soils to consolidate, total and differential settlements will be less. Total settlements on the order of 2 inches, or less, and a differential settlement of approximately 1 inch over a horizontal distance of 40 feet, under dead plus live loads, could be realized once the area has been allowed to consolidate for an additional 8 to 12 months, prior to construction, as further evaluated by settlement monitoring. Due to tine predominantly clayey nature of the underlying wet alluvium, the magnitude of seismic settlement will be less than that due to static loading conditions. The seismic differential settlement for design should be minimally about IVa inches over a horizontal span of 40 feet. Current analysis is included in Appendix E. SUBSIDENCE Subsidence is a phenomenon whereby a lowering of the ground surface occurs as a result of a number of processes. These include dynamic loading during grading, fill loading, fault activity, or fault creep, as well as groundwater withdrawal. An analysis of fill loading is presented in the previous section. Ground subsidence (consolidation), due to vibrations, would depend on the equipment being used, the weight of the equipment, repetition of use, and the dynamic effects of the equipment. Most of these factors cannot be determined and may be beyond ordinary estimating possibilities. However, it is anticipated that any additional settlement from processes other that fill loading would be relatively minor (on the order of 1 inch or less, which should generally occur during grading), and should not significantly affect site development. The effect of fill loading on alluvial soil has been evaluated in the previous section. Gross Stability Based on available data, including a review of GSI (2004), it appears that graded fill slopes will be generally stable assuming proper construction and maintenance, and normal rainfall. Cut slopes, constructed in terrace deposits, are anticipated to be generally stable assuming proper construction and maintenance, under normal rainfall conditions. Where encountered, bedding in terrace deposits was flat-lying. Additional site specific analysis is recommended once grading plans have been developed. All slope construction will require observation during grading in order to verify the findings and conclusions presented herein and in subsequent reports. Our analysis assumes that graded slopes are designed and constructed in accordance with guidelines provided by the City, the UBC/CBC (ICBO, 1997 and 2001), and recommendations provided by this office. Robertson Family Trust W.C3. 5247-A-SC Planning Area 12, Carlsbad January 31, 2007 lfi«J6 PagS 17 Surficiai Stability An analysis of surficial stability was performed for graded slopes constructed of compacted fills and/or bedrock materia! (GSI, 2004), which is part of the public record. Our analysis indicated that proposed slopes exhibit an adequate factor of safety (i.e., j>1.5) against surficial failure, provided that the slopes are properly constructed and maintained, under normal rainfall conditions. PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS Based on our field exploration, laboratory testing and geotechnical engineering analysis, it is our opinion that the subject site appears suitable for the proposed development from a geotechnical engineering and geologic viewpoint, provided that recommendations presented in the following sections are incorporated into the design and construction phases of site development. The primary geotechnical concerns with respect to the proposed development are: Earth materials characteristics and depth to competent bearing material. Settlement potential. Corrosion and expansion potential. • Subsurface water and potential for perched water. • Liquefaction potential. Slope stability. Regional seismicity and faulting. The recommendations presented herein considertheseaswell as other aspects of the site. In the event that any significant changes are made to proposed site development, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the recommendations of this report verified or modified in writing by this office. Foundation design parameters are considered preliminary until the foundation design, layout, and structural loads are provided to this office for review. RECOMMENDATIONS-EARTHWORK CONSTRUCTION General All grading should conform to the guidelines presented in Appendix Chapter A33 of the UBC, the requirements of the City, and the Grading Guidelines presented in this report as Appendix F, except where specifically superceded in the text of this report. Prior to grading, a GSI representative should be present at the preconstruction meeting to provide additional grading guidelines, if needed, and review the earthwork schedule. Robertson Family Trust W.O. 5247-A-SC Planning Area 12, Carlsbad January 31, 2007 File:e:\wp9\520W5247a.pge **M<s-S1~ »«- Page 18 During earthwork construction, all site preparation and the general grading procedures of the contractor should be observed and the fill selectively tested by a representative(s) of GSI. If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and, if warranted, modified and/or additional recommendations will be offered. All applicable requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act, and the Construction Safety Act should be met. Site Preparation Debris, vegetation, and other deleterious material should be removed from the improvements) area priorto the start of construction. Following removals, areas approved to receive additional fill should first be scarified and moisture conditioned (at or above the soils optimum moisture content) to a depth of 12 inches, and compacted to a minimum 90 percent relative compaction. Removals Alluvial soils above the groundwater table are not considered suitable for structural support and should be removed and re-compacted. Due to the presence of groundwater within areas of the site underlain with alluvium, removals will be generally limited in depth by the presence of groundwater. Removals on the order of 5 to 6 feet are anticipated within tributary canyon areas. Alluvial materials left-in-piace will require settlement monitoring and site specific foundation design. The distribution of alluvial materials is shown on Plate 1. Stabilization of removal bottoms in valley alluvium may be necessary priorto fill placement. Tentatively, stabilization methods consisting of rock blankets (12 to 18 inch thick layer, of %-to 1 Va-inch diameter crushed rock) with geotextile fabric (Mirafi SOOx, or equivalent) may being considered and subsequently recommended, based on conditions exposed during grading. Removal depths on the order of 3 to 5 feet may be anticipated within areas underlain with terrace deposits (Map Symbol - Qt). Deeper removal areas may occur locally and should be anticipated. Qyerexpavation/Tran_sitjqns In order to provide for the uniform support of structures, a minimum 3-foot thick fill blanket is recommended for lots containing plan transitions. Any cut portion of the pad for the structure should be over excavated a minimum 3 feet below finish pad grade. Areas with planned fills less than 3 feet should be over excavated in order to provide the minimum fill thickness. Maximum to minimum fill thickness within a given lot should not exceed ratio of 3:1, if conventional foundations are desired, As such, deeper over excavation will be necessary for fill lots with maximum fills in excess of approximately 9 feet. Overexcavation Robertson Family Trust ~~~~ ~ ~ ~ W.0.5247-A-SC Planning Area 12, Carlsbad January 31, 2007 Re:e:\wp9\5200\5247a.pge ,«_««.»«*,. »^^ Page 19 is also recommended for cut lots exposing claystones and/or heterogenous material types (i.e., sand/clay). Final overexcavation depths should be determined in the field based on site conditions. Wick Drains In order to accelerate the consolidation and settlement of saturated alluvial soils to be left in place, a vertical wick drain system may be considered as an alternative to fill surcharge. Drain Spacing and Depth For saturated alluvial soils (Map Symbol - Qal) up to approximately 30 feet in total remaining thickness (i.e., after remedial earthwork), wick drains should be installed in a triangular pattern on 10-foot centers. For alluvial soils greater than 30 feet thick, the spacing should be reduced to 8 feet on center. The depth of an individual wick drain should be at least 80 percent of the total alluvial thickness at that location. For example, a 40-foot thick column of alluvial soil will require a wick drain installed to a depth of 32 feet. Wick drains are not required where the remaining saturated alluvial thickness (after remedial grading) is less than 10 feet. Based on the recommended spacing and depth pattern, the required time for 90 percent consolidation will be reduced by approximately 60 to 70 percent. Ground Preparation Remedial earthwork should be performed in accordance with recommendations presented herein. Prior to drain installation, a relatively flatlying, uniformly sloping, working platform should be constructed. The platform should be sheet graded to provide a minimum fall of at least 2 percent toward the approved wick drain outlet(s). Drainage A gravity driven drainage system is recommended in order to de-water the wick drains. Drainage alternatives are presented as follows: • The drainage system may consist of a permeable sand/rock blanket (SE >30), at least 3 feet thick and connecting to a gravel subdrain(s). The use of open graded material (i.e., crushed rock) will require the use of filter fabric to provide separation between the rock and soil, both above and below. The drainage system may consist of horizontal wick drains connected to the vertical drains and tied into a gravel subdrain(s) system. Gravel subdrains should consist of a perforated 4-inch diameter PVC pipe, embedded in %-inch crushed rock, wrapped in filter fabric (Mirafi 140N, or RobertsorTFamily Trust — W.O. 5247-A-SC Planning Area 12, Carlsbad January 31, 2007 Rle:e:\wp9\5200\5247a.pge Page 20 equivalent). The subdrain trench should be at least 12 inches in width by 24 inches in depth. Drains should be constructed with a minimum fail of 2 percent, • Subdrains may be outletted into available storm drain systems, or onto surface grades within approved areas. Subdrains outletted onto surface grades should be constructed no closer than 20 feet from grade and outletted to the surface via a solid pipe This office should be provided with wick drain plans/layouts and subdrain plans/layouts as they become available in order in minimize any misunderstandings between the plans the intent of this report. Subdrains If encountered, local seepage along the contact between the bedrock and overburden materials, or along jointing patterns of the bedrock may require a subdrain system. Fill. Placement and Suitability Subsequent to ground preparation, onsite soils may be placed in thin (6 to ±8 inch) lifts, cleaned of vegetation and debris, brought to a least optimum moisture content, and compacted to achieve a minimum relative compaction of 90 percent of the laboratory standard ASTM test method D-1557-91. If soil importation is planned, samples of the soil import should be evaluated by this office prior to importing in order to assure compatibility with the onsite site soils and the recommendations presented in this report. Import soils should be relatively sandy and very low to low expansive (i.e., E.I. less than 50). Earthwork Balance Shrinkage/Bulking The volume change of excavated materials upon compaction as engineered fill is anticipated to vary with material type and location. The overall earthwork shrinkage and bulking may be approximated by using the following parameters: Colluvium/Agricultural Topsoil 3% to 8% shrinkage Alluvium 10% to 15% shrinkage Terrace Deposits 2% to 3% shrinkage or bulk It should be noted that the above factors are estimates only, based on preliminary data. Final earthwork balance factors could vary. In this regard, it is recommended that balance areas be reserved where grades could be adjusted up or down near the completion of grading in order to accommodate any yardage imbalance for the project. Robertson Family Trust -———_—- — W.0.5247-A-SC Planning Area 12, Carlsbad January 31, 2007 Fi!e;e:\wp9\520Q\5247a.pge *»«•-««• PaSe 21 Slope Considerations and Slope Design Graded Slopes All slopes should be designed and constructed in accordance with the minimum requirements of City/County, the UBC/CBC (1CBO, 1997 and 2001), and the recommendations in Appendix F. Temporary Construction Slopes In general, temporary construction slopes may be constructed at a minimum slope ratio of 1:1 (h:v), or flatter, within alluvial soils and terrace deposits, and 1/a:1, or flatter, for temporary slopes exposing dense sedimentary or metavolcanic/granitic bedrock without adverse (daylighted) bedding or fracture surfaces. Excavations for removals, drainage devices, debris basins, and other localized conditions should be evaluated on an individual basis by the soils engineer and engineering geologist for variance from this recommendation. Due to the nature of the materials anticipated, the engineering geologist should observe all excavations and fill conditions. The geotechnical engineer should be notified of all proposed temporary construction cuts, and upon review, or field review, appropriate recommendations should be presented. FOUNDATION RECOMMENDATIONS In the event that information concerning the proposed development plan is not correct, or any changes in the design, location or loading conditions of the proposed structure are made, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of this report are modified or approved in writing by this office. RECOMMENDATIONS - CONVENTIONAL FOUNDATIONS .General The foundation design and construction recommendations are based on laboratory testing and engineering analysis of onsite earth materials by GSI. Recommendations for conventional foundation systems (light structural loads) are provided in the following sections for bedrock (formational), or fill on bedrock areas. The foundation systems may be used to support the proposed structures, provided they are founded in competent bearing material (i.e., compacted fill or bedrock [formational sediments]). Foundations should be founded entirely in compacted fill or bedrock, with no exposed transitions. Conventional foundations may be used for very low expansive soil subgrades, where the soils PI is 15, or less. For low to medium expansive soil conditions where the PI is greater Robertson Family Trust W.O. 5247-A-SC Planning Area 12, Carlsbad January 31, 2007 File:e:\wp9\5200\5247a.pge Page 22 than 15, conventional foundations may be used, provided that they are designed in accordance with Chapter 18 (Section 1815) of the UBC (ICBO, 1997). Conventional foundations systems are not recommended for high to very highly expansive soil conditions, where alluvial soil is left-in-piace (if any), or where the maximum fill thickness within a given building pad exceeds a ratio of 3:1. In these areas, a post-tensioned slab design or mat foundations are recommended. The information and recommendations presented in this section are not meant to supercede design by the project structural engineer. Upon request, GSI could provide additional input/consultation regarding soil parameters, as related to foundation design. Preliminary Foundation Design Our review, field work, and laboratory testing indicates that onsite soils have a medium to high expansion potential. Preliminary recommendations for foundation design and construction are presented below. Final foundation recommendations should be provided at the conclusion of grading, and based on laboratory testing of fill materials exposed at finish grade. Bearing Value 1. The foundation systems should be designed and constructed in accordance with guidelines presented in the latest approved edition of the UBC/CBC. 2. An allowable bearing value of 2,000 psf may be used for the design of continuous footings at least 12 inches wide and 12 inches deep, and column footings at least 24 inches square and 24 inches deep, connected by a grade beam in at least one direction. This value may be increased by 20 percent for each additional 12 inches in depth to a maximum of 3,000 psf. No increase in bearing value is recommended for increased footing width. The allowable bearing pressure may be increased by one-third under the effects of temporary loading, such as seismic or wind loads. Lateral Pressure 1. For lateral sliding resistance, a 0.30 coefficient of friction may be utilized for a concrete to soil contact when multiplied by the dead load. 2. Passive earth pressure may be computed as an equivalent fluid having a density of 225 pcf with a maximum earth pressure of 2,250 psf. 3. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. Robertson Family Trust W.O, 5247-A-SC Planning Area 12, Carlsbad January 31, 2007 File:e:\wp9\5200\5247a.pge Page 23 Construction The following foundation construction recommendations are presented as a minimum criteria from a soils engineering standpoint. The onsite soils expansion potentials generally range from medium (E.I. more than 50), to high (EJ. 91 to 130) range. During grading of the site, we recommend that highly expansive material should not be placed within 7 feet of finish grade, if feasible. Conventional foundation systems are not recommended for high to very highly expansive soil conditions or where alluvial soil is left in-place (if this occurs, after grading). Post-tension slab or mat foundations may be used for ail soil conditions. Recommendations by the project's design-structural engineer or architect, which may exceed the soils engineer's recommendations, should take precedence over the following minimum requirements. Final foundation design will be provided based on the expansion potential of the near surface soils encountered during grading. Conventional foundation recommendations are presented below. 1. Conventional continuous footings should be founded at a minimum depth of 36 inches below the lowest adjacent ground surface. Interior footings may be founded at a minimum depth of 24 inches below the lowest adjacent ground surface. The entire foundation should be supported by compacted fill. Footings should have a minimum width of 15 inches. All footings should be reinforced with a minimum of four No. 5 reinforcing bars, two at the top and two No. 5 reinforcing bars at the bottom. 2. Isolated exterior pier and column footings may be constructed 24 inches square by 24 inches deep, and tied to the main foundation in at least two directions with a grade beam. Isolated footing reinforcement should be designed by the project structural engineer. 3. A grade beam, reinforced as above and at least 24 inches deep, should be provided across garages, or any other large entrances. The base of the reinforced grade beam should be at the same elevation as the adjoining footings. 4. Soils generated from footing excavations to be used onsite should be compacted to a minimum relative compaction of 90 percent of the laboratory standard, whether it is to be placed inside the foundation perimeter or in the yard/right-of-way areas. This material must not alter positive drainage patterns that direct drainage away from the structural areas and toward the street. Robertson Family Trust W.O. 5247-A-SC Planning Area 12, Carlsbad January 31, 2007 Fite:e:\wp9\S20Q\5247a.pge Page 24 5. Foundations near the top of slope should be deepened to conform to the latest edition of the UBC (ICBO, 1997) and provide a minimum of 7 feet horizontal distance from the slope face. Rigid block wall designs (free standing), located along the top of slope should be reviewed by a soils engineer. 6. As an alternative, an engineered post-tension foundations system may be used. Mat Foundation Design/Construction As an alternative to conventional design, and in order to mitigate expansive soil conditions, the structure may be supported by a mat slab foundation. The structural mat foundation should have a double mat of steel (minimum No. 4 reinforcing bars located at 12 inches on center each way - top and bottom), and a minimum thickness of 12 inches. A thickened edge (24 inches below the lowest adjacent grade) should be provided across large or wide entrance to the garage. Mats may be designed by Section 1815 (Div. Ill) of the UBC/CBC (ICBO, 1997 and 2001) methods using an effective Plasticity Index of 45. Mat slabs may be designed for a modulus of subgrade reaction (Ks) of 70 pci when placed on compacted expansive soils (E.t. up to 130). The following section of this report provides supplemental recommendations for under-slab soil moisture transmission mitigation. The slab subgrade moisture content should be at least 120 percent of the soil's optimum moisture content to a depth of 24 inches below grade. FLOOR SLAB DESIGN RECOMMENDATIONS General Concrete slab-on-grade floor construction is anticipated. The following are presented as minimum design parameters for the slab, but they are in no way intended to supercede design by the structural engineer. Design parameters do not account for concentrated loads (e.g., fork lifts, heavy rack loads, other machinery, etc.) and/or the use of freezers or heating boxes. These recommendations are meant as minimums. The project architect and/or structural engineer should review and verify that the minimum recommendations presented herein are considered adequate with respectto anticipated uses. The recommendations provided are in consideration of the mitigation of moisture vapor through the floor slab, in general accordance with ASTM E-1643 (re-approved 2005), including appendices. Light Load Floor Slabs The slabs in areas that will receive relatively light live loads (i.e., office space, less than 50 psf) should be a minimum of 5 inches thick and be reinforced with No. 3 reinforcing bar on 18 inch centers in two horizontally perpendicular directions. Reinforcing should be Robertson Family Trust W.O. 5247-A-SC Planning Area 12, Carlsbad January 31, 2007 File:e:\wp9\5200\5247a.pge Page 25 properly supported to ensure placement near the vertical midpoint of the slab. "Hooking" of the reinforcement is not considered an acceptable method of positioning the steel. The project structural engineer should consider the use of transverse and longitudinal control joints to help control slab cracking due to concrete shrinkage or expansion. Two of the best ways to control this movement are: 1) add a sufficient amount of reinforcing steel to increase the tensile strength of the slab; and 2) provide an adequate amount of control and/or expansion joints to accommodate anticipated concrete shrinkage and expansion. Transverse and longitudinal crack control joints should be spaced no more than 12 feet on center and constructed to a minimum depth of T/4, where "T" equals the slab thickness in inches. Heavy Load Floor Slabs The project structural engineer should design the slabs in areas subject to high loads (machinery, forklifts, storage racks, etc.). The Modulus of subgrade reaction (ks-value) may be used in the design of the floor slab supporting heavy truck traffic, fork lifts, machine foundations, and heavy storage areas. A ks-vaiue of 75 pounds per square inch per inch (pci) would be prudent to utilize for preliminary slab design. An R-value test and/or plate load test may be used to verily the ks-value on near-surface fill soils. Concrete slabs should be at least 6 inches thick and reinforced with No. 4 reinforcing bars placed 12 inches on center in two horizontally perpendicular directions. Selection of slab thickness compatibility with anticipated loads should be provided by the structural engineer. Transverse and longitudinal crack control joints should be spaced no more than 14 feet on center and constructed to a minimum depth of T/4. The use of expansion joints in the slab should be considered. Concrete used in slab construction should have a maximum water/cement ratio of 0.5. Spacing of expansion or crack control joints should be modified based on the footprint of the area to be heavily loaded. Conventional foundations and siabs-on-grade may heave and cause offsets along concrete floor cracks due to differential shrink/swell of highly expansive soils. This may limit or affect planned uses such as warehouses, storage racks, forklift operation, etc. Underslab Treatment/Moisture Protection In order to mitigated the transmission of water/water vapor through the floor slabs, and to comply with the intent of the California Civil Code, slab underlayment should consist of 2 to 3 inches of clean sand (SE > 30), over a 10 to 15 mil vapor retarder, over a minimum of 6 inches of Yn-inch crushed rock (vibrated into place), or 6 inches of aggregate base materials (Class 2 aggregate base or equivalent) compacted to a minimum relative compaction of 90 percent. All vapor retarders should be placed per ASTM E-1643 Robertson Family Trust ~ ~~~~ WJO.'5247^SC Planning Area 12, Carlsbad January 31, 2007 File:e:\wp9\5200\5247a.pge Page 26 (re-approved 2005, including appendixes) and the UBC/CBC (ICBO, 1997 and 2001). Further mitigation of water/water vapor transmission will also consist of maintaining a maximum water/cement ratio of 0.5 for concrete floor slabs, and is recommended. Subqrade Preparation Clay subgrade material should be compacted to a minimum of 87 to 90 percent of the maximum laboratory dry density. Prior to placement of concrete, the subgrade soils should be presaturated to 18 or 24 inches below grade to at least 120 percent of the soils optimum moisture content. This should be verified by our field representative prior to visqueen placement and prior to and within 72 hours of the concrete pour. Alternative methods, including sealing the subgrade surface with select sand/base and periodic moisture conditioning, may also be considered, as long as the minimum recommended soil moisture contents are achieved. As discussed in a previous section, lime treatment of the soil subgrade may also be considered. POST-TENSION ED SLAB DESIGN Post-tensioned slab foundation systems may be used to support the proposed buildings. Based on the potential differential settlement within areas of the site underlain by alluvium, post-tensioned slab foundations are recommended exclusively. General The information and recommendations presented in this section are not meant to supersede design by a registered structural engineer or civil engineer familiar with post-tensioned slab design or corrosion engineering consultant. Upon request, GSI could provide additional data/consultation regarding soil parameters as related to post-tensioned slab design during grading. The post-tensioned slabs should be designed in accordance with the Post-Tensioning Institute (PTI) Method. Alternatives to the PTI method may be used if equivalent systems can be proposed which accommodate the angular distortions, expansion potential and settlement noted for this site. Post-tensioned slabs should have sufficient stiffness to resist excessive bending due to non-uniform swell and shrinkage of subgrade soils. The differential movement can occur at the corner, edge, or center of slab. The potential for differential uplift can be evaluated using the 1997 UBC Section 1816, based on design specifications of the PTI. The following table presents suggested minimum coefficients to be used in the PTI design method. Robertson Family Trust W.O. 5247-A-SC Planning Area 12, Carlsbad January 31, 2007 File:e:\wp9\5200\5247a.pge Page 27 IfI€J« Thornthwaite Moisture Index Correction Factor for Irrigation Depth to Constant Soil Suction Constant Soil Suction (pf) -20 inches/year 20 inches/year 5 feet 3.6 The coefficients are considered minimums and may not be adequate to represent worst case conditions such as adverse drainage and/or improper landscaping and maintenance. The above parameters are applicable provided positive drainage is maintained away from structures, for a distance of at least 5 feet. Therefore, it is important that information regarding drainage, site maintenance, settlements, and effects of expansive soils be passed on to future owners and/or interested parties. Based on the above parameters, design values were obtained from figures or tables of the 1997 UBC Section 1816 and presented in Table 1. These values may not be appropriate to account for possible differential settlement of the slab due to other factors (i.e., fill settlement). If a stiffer slab is desired, higher values of ym may be warranted. TABLE 1 POST TENSION FOUNDATIONS EXPANSION POTENTIAL em center lift em edge lift Ym center lift Ym edge lift Bearing Value (1! Lateral Pressure Subgrade Modulus (k) Perimeter Footing Embedment ^ VERY LOW<3) TO LOW EXPANSIVE (E.l. = 0-50) 5.0 feet 3.5 feet 1 ,7 inches 0.75 inch 1 ,000 psf 250 psf 1 00 pci/inch 12 inches MEDIUM EXPANSIVE (E.L = 51-901 5.5 feet 4.0 feet 2.7 inches 0.75 inch 1 ,000 psf 250 psf 85 pci/inch 1 8 inches HIGHLY EXPANSIVE {E.L =91-120) 5.5 feet 4.5 feet 3.5 inches 1 .2 inches 1 ,000 psf 250 psf 70 pci/inch 24 inches m Internal bearing values within the perimeter of the post-tension slab may be increased to 2,000 psf for a minimum embedment of 12 inches, then by 20 percent for each additional foot of embedment to a maximum of 3,000 psf. p> As measured below the lowest adjacent compacted subgrade surface. (3> Foundations for very low expansive soil conditions may use the California Method (spanability method). Note: The use of open bottomed raised planters adjacent to foundations will require more onerous design parameters. Robertson Family Trust Planning Area 12, Carlsbad Fiie:e:\wp9\5200\5247a,pge W.O. 5247-A-SC January 31,2007 Page 28 Subqrade Preparation The subgrade material should be compacted to a minimum 90 percent of the maximum laboratory dry density. Prior to placement of concrete, the subgrade soils should be moisture conditioned in accordance with the following discussion. Perimeter Footings and Pre-WettSng From asoil expansion/shrinkage standpoint, a fairly common contributing factor to distress of structures using post-tensioned slabs is a significant fluctuation in the moisture content of soils underlying the perimeter of the slab, compared to the center, causing a. "dishing" or "arching" of the slabs. To mitigate this possible phenomenon, a combination of soil pre-wetting and construction of a perimeter cut-off wall grade beam should be employed. Deepened footings/edges around the slab perimeter must be used to minimize non-uniform surface moisture migration (from an outside source) beneath the slab. Embedment depths are presented in Table 1 for various soil expansion conditions. The bottom of the deepened footing/edge should be designed to resist tension, using cable or reinforcement per the structural engineer. Other applicable recommendations presented under conventional foundation recommendations in the referenced report should be adhered to during the design and construction phase of the project. Floor slab subgrade should be at, or above the soils optimum moisture content to a depth of 18 inches prior to pouring concrete, for very low to low expansive soils, at least 2 to 3 percent over optimum for medium expansive soils to a depth of 18 inches, and at least 4 to 5 percent over optimum for highly to very highly expansive soils to a depth of 24 inches. Pre-wetting of the slab subgrade soil prior to placement of steel and concrete will likely be recommended and necessary, in order to achieve optimum moisture conditions. Soil moisture contents should be verified at least 72 hours prior to pouring concrete. If pre-wetting of the slab subgrade is completed prior to footing excavation, the pad area may require period wetting in order to keep to soil from drying out. SOIL MOISTURE CONSIDERATIONS It should be noted that the foundation construction recommendations provided above are not intended to preclude the transmission of water or vapor through the slab. Foundation systems and slabs shall not allow water or water vapor to enter into the structure so as to cause damage to another building component or to limit the installation of the type of flooring materials typically used for the particular application (State of California, 2006). Therefore, the following should be considered by the structural engineer/foundation/slab designer to mitigate the transmission of water or water vapor through the slab: Robertson Family Trust W.O. 5247-A-SC Planning Area 12, Carlsbad January 31, 2007 Rle:e:\wp9\52QO\5247a.pge Page 29 « Concrete slab underlayment should consist of 2 inches of sand (S.E. X30), underlain by a 10- to 15-mil vapor retarder (ASTM E-1745 - Class A or B type) shall be installed per the recommendations of the manufacturer, including all penetrations (i.e., pipe, ducting, rebar, etc.). The manufacturer shall provide instructions for lap sealing, including minimum width of lap, method of seating, and either supply or specify suitable products for lap sealing (ASTM E-1745). The vapor retarder should be, in turn, underlain by 4 inches of pea gravel and/or fine to coarse washed clean grave! (80 to 100 percent greater than #4 sieve) to break the capillary rise of soil moisture. « Concrete should have a maximum water/cement ratio of 0.50. Additional recommendations regarding water or vapor transmission should be provided by the structural engineer/slab or foundation designer. CTLThompson (2005) stated "very few slabs emit moisture to the extent that it is identified as a problem. Most residential slabs-on-grade will allow the successful installation of carpet and resilient flooring. However, moisture problems on residential slabs-on-grade are not predictable. The homebuilder (and ultimately the buyer) must choose between the additional cost of installing a vapor retarder.." [system] "..and the potential risk of future moisture problems. Current literature suggests that a capillary break is adequate for slabs that are not to be covered with moisture sensitive flooring. However, to increase performance when a moisture sensitive covering is anticipated, the literature reviewed suggests that a vapor retarder is required." Please be aware that the above should be implemented if the transmission of water or water vapor through the slab is undesirable. Should these recommendations not be implemented, then the potential for water or vapor to pass through the foundations and slabs and resultant distress cannot be precluded and should be disclosed to any owners and owners association, as well as all interested/affected parties. SETBACKS All footings should maintain a minimum horizontal setback of H/3 (H=slope height) from the base of the footing to the descending slope face of no less than 7 feet, nor need not be greater than 40 feet. This distance is measured from the footing face at the bearing elevation. Footings adjacent to unlined drainage swales should be deepened to a minimum of 6 inches below the invert of the adjacent unlined swale. Footings for structures adjacent to retaining walls should be deepened so as to extend below a 1:1 projection from the heel of the wall. Alternatively, walls may be designed to accommodate structural loads from buildings or appurtenances as described in the retaining wall section of this report. Robertson Family Trust W.O. 5247-A-SC Planning Area 12, Carlsbad January 31, 2007 File:e:\wp9\5200\S2-17a.pge Page 30 SETTLEMENT (n addition to designing slab systems (post-tension or other) for the soil expansion conditions described herein, the estimated total and differential settlement values that an individual structure or wall could be subject to should be evaluated by a structural engineer, and utilized in the foundation design. The levels of angular distortion may be evaluated on a 40-foot length assumed as minimum dimension of buildings; if, from a structural standpoint, a decreased or increased length over which the differential is assumed to occur is justified, this change should be incorporated into the design. Please refer to the previous sections regarding "settlement analysis" for a discussion of preliminary design values to be used. WALL DESIGN PARAMETERS CONSIDERING EXPANSIVE SOILS Conventional Retaining Walls The design parameters provided below assume that either very low expansive soils (typically Class 2 permeable filter material or Class 3 aggregate base) or native onsite materials are used to backfill any retaining walls. The type of backfill (i.e., select or native), should be specified by the wall designer, and clearly shown on the plans. Building walls, below grade, should be water-proofed. The foundation system for the proposed retaining walls should be designed in accordance with the recommendations presented in this and preceding sections of this report, as appropriate. Footings should be embedded a minimum of 18 inches below adjacent grade (excluding landscape layer, 6 inches) and should be 24 inches in width. There should be no increase in bearing for footing width. Recommendations for specialty walls (i.e., crib, earthstone, geogrid, etc.) can be provided upon request, and would be based on site specific conditions. Restrained Walls Any retaining walls that will be restrained prior to placing and compacting backfill material or that have re-entrant or male corners, should be designed for an at-rest equivalent fluid pressure (EFP) of 65 pounds per cubic foot (pcf), plus any applicable surcharge loading. For areas of male or re-entrant corners, the restrained wall design should extend a minimum distance of twice the height of the wall (2H) laterally from the corner. Cantilevered Walls The recommendations presented below are for cantilevered retaining walls up to 10 feet high. Design parameters for walls less than 3 feet in height may be superceded by City and/or County standard design. Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections. An equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Robertson Family Trust W.0. Planning Area 1 2, Carlsbad January 31 , 2007 Fite:e:\wp9\520Q\5247a.pge Page 31 Appropriate fluid unit weights are given below for specific slope gradients of the retained materiai. These do not include other superimposed loading conditions due to traffic, structures, seismic events or adverse geologic conditions. When wall configurations are finalized, the appropriate loading conditions for superimposed loads can be provided upon request. SURFACE SLOPE OF RETAINED MATERIAL (HORIZONTAL:VERTICAL) Level* 2to1 EQUIVALENT FLUID WEIGHT P.C.F. (SELECT BACKFILL) 38 55 EQUIVALENT FLUID WEIGHT P.C.F. (NATIVE BACKFILL) 50 65 * Level backfill behind a retaining wall is defined as compacted earth materials, properly drained, without a slope for a distance of 2H behind the wall, where H is the height of the wall. Retaining Wall Backfill and Drainage Positive drainage must be provided behind all retaining walls in the form of gravel wrapped in geofabric and outlets. A backdrain system is considered necessary for retaining walls that are 2 feet or greater in height. Details 1, 2, and 3, present the backdrainage options discussed below. Backdrains should consist of a 4-inch diameter perforated PVC or ABS pipe encased in either Class 2 permeable filter material or %-inch to 11/a-inch gravel wrapped in approved filter fabric (Mirafi 140 or equivalent). For low expansive backfill, the filter material should extend a minimum of 1 horizontal foot behind the base of the walls and upward at least 1 foot. For native backfill that has up to medium expansion potential, continuous Class 2 permeable drain materials should be used behind the wall. This material should be continuous (i.e., full height) behind the wall, and it should be constructed in accordance with the enclosed Detail 1 (Typical Retaining Wall Backfill and Drainage Detail). For limited access and confined areas, (panel) drainage behind the wall may be constructed in accordance with Detail 2 (Retaining Wall Backfill and Subdrain Detail Geotextile Drain). Materials with an expansion index (E.I.) potential of greater than 90 should not be used as backfill for retaining walls. For more onerous expansive situations, backfill and drainage behind the retaining wall should conform with Detail 3 (Retaining Wall And Subdrain Detail Clean Sand Backfill). Outlets should consist of a 4-inch diameter solid PVC or ABS pipe spaced no greater than ± 100 feet apart, with a minimum of two outlets, one on each end. The use of weep holes, only, in walls higher than 2 feet, is not recommended. The surface of the backfill should be sealed by pavement or the top 18 inches compacted with native soil (E.I. < 90). Proper surface drainage should also be provided. For additional mitigation, consideration should be given to applying a water-proof membrane to the back of all retaining structures. The use of a waterstop should be considered for all concrete and masonry joints. Robertson Family Trust Planning Area 12, Carlsbad File: e:\wp9\5200\5247a .pge W.O. 5247-A-SC January 31,2007 Page 32 DETAILS N . T . S . Provide Surface Drainage +12' ^DWaterproofing Membrane (optional) © Weep Hole Finished Surface 1 or Flatter (D WATERPROOFING MEMBRANE (optional): Liquid boot or approved equivalent. 1 ROCK: 3/4 to 1-1/2" (inches) rock. 1 FILTER FABRIC: Mirafi 140N or approved equivalent; place fabric flap behind core. 1 PIPE: 4" (inches) diameter perforated PVC. schedule 40 or approved alternative with minimum of 1% gradient to proper outlet point (Petforations down). WEEP HOLE: Minimum 2" (inches) diameter placed at 20' (feet) on centers along the wall, and 3" (inches) above finished surface (No weep holes for basement walls.). TYPICAL RETAINING WALL BACKFILL AND DRAINAGE DETAIL DETAIL 1 Geotechnical • Coastal ® Geologic « Environmental Provide Surface Drainage ©Waterproofing Membrane (optional) © Weep Hole Finished Surface DETAILS N . T . S . © WATERPROOFING MEMBRANE (optional): Liquid boot or approved equivalent. (D DRAIN: Miradrain 6000 or J-drain 200 or equivalent for non-waterproofed walls. Miradrain 6200 or J~drain 200 or equivalent for waterproofed walls (All Perforations down). @ FILTER FABRIC: Mirafi 140N or approved equivalent; place fabric flap behind core. © PIPE: 4" (inches) diameter perforated PVC. schedule 40 or approved alternative with minimum of 1% gradient to proper outlet point, © WEEP HOLE: Minimum 2" (inches) diameter placed at 20' (feet) on centers along the wall, and 3" (inches) above finished surface. (No weep holes for basement walls.) RETAINING WALL BACKFILL AND SUBDRA1N DETAIL GEOTEXTILE DRAIN DETAIL 2 Geotechnical a Coastal a Geologic a Environmental DETAILS N . T . S . Provide Surface Drainage /. © Waterproofing : . . Clean Sand Backfill ® WATERPROOFING MEMBRANE (optional): Liquid boot or approved equivalent. ® CLEAN SAND BACKFILL: Must have sand equivalent value of 30 or greater; can be densified by water jetting. © FILTER FABRIC: Mirafi 140N or approved equivatent. © ROCK: 1 cubic foot per linear feet of pipe or 3/4 to 1-1/2" (inches) rock. ® PIPE: 4" (inches) diameter perforated PVC. schedule 40 or approved alternative with minimum of 1% gradient to proper outlet point (Perforations down). © WEEP HOLE: Minimum 2" (inches) diameter placed at 20' (feet) on centers along the wall, and 3" (inches) above finished surface. (No weep holes for basement walls.) RETAINING WALL AND SUBDRAIN DETAIL CLEAN SAND BACKFILL DETAIL 3 Geotechnical « Coastal ® Geologic ® Environmental Wall/Retaining Wall Footing Transitions Site walls are anticipated to be founded on footings designed in accordance with the recommendations in this report. Should wall footings transition from cut to fill, the civil designer may specify either: a) A minimum of a 2-foot overexcavation and recompaction of cut materials for a distance of 2H, from the point of transition. b) Increase of the amount of reinforcing steel and wall detailing (i.e., expansion joints or crack control joints) such that a angular distortion of 1/360 for a distance of 2H on either side of the transition may be accommodated. Expansion joints should be placed no greater than 20 feet on-center, in accordance with the structural engineer's/wall designer's recommendations, regardless of whether or not transition conditions exist. Expansion joints should be sealed with a flexible, non-shrink grout. c) Embed the footings entirely into native forrnational material (i.e., deepened footings). If transitions from cut to fill transect the wall footing alignment at an angle of less than 45 degrees (plan view), then the designer should follow recommendation "a" (above) and until such transition is between 45 and 90 degrees to the wall alignment. TOP-OF-SLOPE WALLS/FENCES/IMPROVEMENTS AND EXPANSIVE SOILS Expansive Soils and Slope Creep Soils at the site are likely to be expansive and therefore, become desiccated when allowed to dry. Such soils are susceptible to surficial slope creep, especially with seasonal changes in moisture content. Typically in southern California, during the hot and dry summer period, these soils become desiccated and shrink, thereby developing surface cracks. The extent and depth of these shrinkage cracks depend on many factors such as the nature and expansivity of the soils, temperature and humidity, and extraction of moisture from surface soils by plants and roots. When seasonal rains occur, water percolates into the cracks and fissures, causing slope surfaces to expand, with a corresponding loss in soil density and shear strength near the slope surface. With the passage of time and several moisture cycles, the outer 3 to 5 feet of slope materials experience a very slow, but progressive, outward and downward movement, known as slope creep. For slope heights greater than 1 0 feet, this creep related soil movement will typically impact all rear yard fiatwork and other secondary improvements that are located within about 15 feet from the top of slopes, such as swimming pools, concrete fiatwork, etc., and in particular top of slope fences/walls. This influence is normally in the form of detrimental settlement, and tilting of the proposed improvements. The dessication/sweiling and creep discussed above continues over the life of the improvements, and generally Robertson Family Trust W.O. 5247-A-SC Planning Area 12, Carlsbad January 31, 2007 Rtee:\wp9\S?00\S24?a.pge rfa^C^M. F« Page 36»»« becomes progressively worse. Accordingly, the developer should provide this information to any homeowners and homeowners association. Top of Slope Walls/Fences Due to the potential for slope creep for slopes higher than about 10 feet, some settlement and tilting of the walls/fence with the corresponding distresses, should be expected. To mitigate the tilting of top of slope walls/fences, we recommend that the walls/fences be constructed on a combination of grade beam and caisson foundations. The grade beam should be at a minimum of 12 inches by 12 inches in cross section, supported by drilled caissons, 12 inches minimum in diameter, placed at a maximum spacing of 6 feet on center, and with a minimum embedment length of 7 feet below the bottom of the grade beam. The strength of the concrete and grout should be evaluated by the structural engineer of record. The proper ASTM tests for the concrete and mortar should be provided along with the slump quantities. The concrete used should be appropriate to mitigate sulfate corrosion, as warranted. The design of the grade beam and caissons should be in accordance with the recommendations of the project structural engineer, and include the utilization of the following geotechnical parameters: Creep Zone: 5-foot vertical zone below the slope face and projected upward parallel to the slope face. Creep Load: The creep load projected on the area of the grade beam should be taken as an equivalent fluid approach, having a density of 60 pcf. For the caisson, it should be taken as a uniform 900 pounds per linear foot of caisson's depth, located above the creep zone. Point of Fixity: Located a distance of 1.5 times the caisson's diameter, below the creep zone. Passive Resistance: Passive earth pressure of 300 psf per foot of depth per foot of caisson diameter, to a maximum value of 4,500 psf may be used to determine caisson depth and spacing, provided that they meet or exceed the minimum requirements stated above. To determine the total lateral resistance, the contribution of the creep prone zone above the point of fixity, to passive resistance, should be disregarded. Allowable Axial Capacity: Shaft capacity : 350 psf applied below the point of fixity over the surface area of the shaft. Tip capacity: 4,500 psf. Robertson Family Trust W.O. 5247-A-SC Planning Area 12, Carlsbad January 31, 2007 File:e:\wP9\S20Q\S247a.pge ««.-*» Page 37 EXPANSIVE SOILS. DRIVEWAY. FLATWORK. AND OTHER IMPROVEMENTS The soil materials on site are likely to be expansive. The effects of expansive soils are cumulative, and typically occur over the lifetime of any improvements. On relatively level areas, when the soils are allowed to dry, the dessication and swelling process tends to cause heaving and distress to flatwork and other improvements. The resulting potential for distress to improvements may be reduced, but not totally eliminated. To that end, it is recommended that the developer should notify any homeowners or homeowners association of this long-term potential for distress. To reduce the likelihood of distress, the following recommendations are presented for all exterior flatwork: 1. The subgrade area for concrete slabs should be compacted to achieve a minimum 90 percent relative compaction, and then be presoaked to 2 to 3 percentage points above (or 125 percent of) the soils' optimum moisture content, to a depth of 18 inches below subgrade elevation. The moisture content of the subgrade should be proof tested within 72 hours prior to pouring concrete. 2. Concrete slabs should be cast over a relatively non-yielding surface, consisting of a 4-inch layer of crushed rock, gravel, or clean sand, that should be compacted and level prior to pouring concrete. The layer should wet-down completely prior to pouring concrete, to minimize loss of concrete moisture to the surrounding earth materials. 3. Exterior slabs should be a minimum of 4 inches thick. Driveway slabs and approaches should additionally have a thickened edge (12 inches) adjacent to all landscape areas, to help impede infiltration of landscape water under the slab. 4. The use of transverse and longitudinal control joints are recommended to help control slab cracking due to concrete shrinkage or expansion. Two ways to mitigate such cracking are: a) add a sufficient amount of reinforcing steel, increasing tensile strength of the slab; and, b) provide an adequate amount of control and/or expansion joints to accommodate anticipated concrete shrinkage and expansion. In order to reduce the potential for unsightly cracks, slabs should be reinforced at mid-height with a minimum of No. 3 bars placed at 18 inches on center, in each direction. The exterior slabs should be scored or saw cut, Va to % inches deep, often enough so that no section is greater than 10 feet by 10 feet. For sidewalks or narrow slabs, control joints should be provided at intervals of every 6 feet. The slabs should be separated from the foundations and sidewalks with expansion joint filler material. 5. No traffic should be allowed upon the newly poured concrete slabs until they have been properly cured to within 75 percent of design strength. Concrete compression strength should be a minimum of 2,500 psi. Robertson Family Trust W.O. 5247-A-SC Planning Area 12, Carlsbad January 31, 2007 File:e:\wp9\52GO\5247a.pqe „ « ~ w Paqe 38 6. Driveways, sidewalks, and patio slabs adjacent to the house should be separated from the house with thick expansion joint filler material. In areas directly adjacent to a continuous source of moisture (i.e., irrigation, planters, etc.), all joints should be additionally sealed with flexible mastic. 7. Planters and walls should not be tied to the house. 8. Overhang structures should be supported on the slabs, or structurally designed with continuous footings tied in at least two directions. 9. Any masonry landscape walls that are to be constructed throughout the property should be grouted and articulated in segments no more than 20 feet long. These segments should be keyed or doweled together. 10. Utilities should be enclosed within a closed utilidor (vault) or designed with flexible connections to accommodate differential settlement and expansive soil conditions. 11. Positive site drainage should be maintained at all times. Finish grade on the lots should provide a minimum of 1 to 2 percent fall to the street, as indicated herein. It should be kept in mind that drainage reversals could occur, including post-construction settlement, if relatively flat yard drainage gradients are not periodically maintained by the homeowner or homeowners association. 12. Due to expansive soils, air conditioning (A/C) units should be supported by slabs that are incorporated into the building foundation or constructed on a rigid slab with flexible couplings for plumbing and electrical lines. A/C waste water lines should be drained to a suitable non-erosive outlet. 13. Shrinkage cracks could become excessive if proper finishing and curing practices are not followed. Finishing and curing practices should be performed per the Portland Cement Association Guidelines. Mix design should incorporate rate of curing for climate and time of year, sulfate content of soils, corrosion potential of soils, and fertilizers used on site. PRELIMINARY PAVEMENT DESIGN Pavement sections presented are based on the R-value data (to be verified by specific R-value testing at completion of grading) from a representative sample taken from the project area, the anticipated design classification, and the minimum requirements of the City. For planning purposes, pavement sections consisting of asphaltic concrete over base are provided. Anticipated asphaltic concrete (AC) pavement sections are presented on the following table. Robertson Family Trust W.O, S247-A-SC Planning Area 12, Carlsbad January 31, 2007 File:e:\wp9\5200\5247a.pge *»„*._*«_ w_ _ Page 39 ASPHALTIC CONCRETE PAVEMENT TRAFFIC AREA Cul De Sac Local Street Collector TRAFFIC INDEX'2' (Tl, Assumed) 4.5 4.5 5.0 5.0 6.0 6.0 SUBGRADE R-VALUE (Subgrade Parent Material)'3' 12 (Qal) 19 (Qt) 12 (Qal) 19(Qt) 12 (Qal) 19(Qt) A.C. THICKNESS (inches) 4.0 4.0 4.0 4.0 4.0 4.0 CLASS 2 AGGREGATE BASE THICKNESS™ (inches) 5.0 4.0 6.0 5.0 12.0 11.0 !1)Denotes standard Caltrans Class 2 aggregate base R _>78, SE J>22). !2)TI values have been assumed for planning purposes herein and should be confirmed by the design team during future plan development. (3) Qal = Alluvium, Qt = Terrace Deposits The recommended pavement sections provided above are meant as minimums. If thinner or highly variable pavement sections are constructed, increased maintenance and repair could be expected. If the ADT (average daily traffic) beyond that intended, as reflected by the traffic index used for design, increased maintenance and repair could be required for the pavement section. Subgrade preparation and aggregate base preparation should be performed in accordance with the recommendations presented below, and the minimum subgrade (upper 12 inches) and Class 2 aggregate base compaction should be 95 percent of the maximum dry density (ASTM D-1557). If adverse conditions (i.e., saturated ground, etc.) are encountered during preparation of subgrade, special construction methods may need to be employed. These recommendations should be considered preliminary. Further R-value testing and pavement design analysis should be performed upon completion of grading for the site. PAVEMENT GRADING RECOMMENDATIONS General Ail section changes should be properly transitioned. If adverse conditions are encountered during the preparation of subgrade materials, special construction methods may need to be employed. Robertson Family Trust Planning Area 12, Carlsbad File:e:\wp9\5200\5247a.pge W.O. 5247-A-SC January 31, 2007 Page 40 Subgrade Within street areas, all surflcial deposits of loose soil material should be removed and recornpacted as recommended. After the loose soils are removed, the bottom is to be scarified to a depth of 12 inches, moisture conditioned as necessary and compacted to 95 percent of maximum laboratory density, as determined by ASTM test method D-1557. Deleterious material, excessively wet or dry pockets, concentrated zones of oversized rock fragments, and any other unsuitable materials encountered during grading should be removed. The compacted fill material should then be brought to the elevation of the proposed subgrade for the pavement. The subgrade should be proof-rolled in order to ensure a uniformly firm and unyielding surface. AH grading and fill placement should be observed by the project soil engineer and/or his representative. Base Compaction tests are required for the recommended base section. Minimum relative compaction required will be 95 percent of the maximum laboratory density as determined by ASTM test method D-1557. Base aggregate should be in accordance to the "Standard Specifications for Public Works Construction" (green book) current edition. Paving Prime coat may be omitted if all of the following conditions are met: 1. The asphalt pavement layer is placed within two weeks of completion of base and/or subbase course. 2. Traffic is not routed over completed base before paving. 3. Construction is completed during the dry season of May through October. 4. The base is free of dirt and debris. if construction is performed during the wet season of November through April, prime coat may be omitted if no rain occurs between completion of base course and paving _and the time between completion of base and paving is reduced to three days, provided the base is free of dirt and debris. Where prime coat has been omitted and rain occurs, traffic is routed over base course, or paving is delayed, measures shall be taken to restore base course, subbase course, and subgrade to conditions that will meet specifications as directed by the soil engineer. Robertson Family Trust W.O. 5247-A-SC Planning Area 12, Carlsbad January 31, 2007 File:e:\wp9\5200\5247a.pge *»*.-«» Page 41 Drainage Positive drainage should be provided for all surface water to drain towards the area swale, curb and gutter, or to an approved drainage channel. Positive site drainage should be maintained at all times. Water should not be allowed to pond or seep into the ground. If planters or landscaping are adjacent to paved areas, measures should be taken to minimize the potential for water to enter the pavement section. DEVELOPMENT CRITERIA Slope Deformation Compacted fill slopes designed using customary factors of safety for gross or surficial stability and constructed in general accordance with the design specifications should be expected to undergo some differential vertical heave or settlement in combination with differential lateral movement in the out-of-slope direction, after grading. This post-construction movement occurs in two forms: slope creep, and lateral fill extension (LFE). Slope creep is caused by alternate wetting and drying of the fill soils which results in slowdownslope movement. This type of movement is expected to occur throughout the life of the slope, and is anticipated to potentially affect improvements or structures (e.g., separations and/or cracking), placed near the top-of-slope, up to a maximum distance of approximately 15 feet from the top-of-slope, depending on the slope height. This movement generally results in rotation and differential settlement of improvements located within the creep zone. LFE occurs due to deep wetting from irrigation and rainfall on slopes comprised of expansive materials. Although some movement should be expected, long-term movement from this source may be minimized, but not eliminated, by placing the fill throughout the slope region, wet of the fill's optimum moisture content. It is generally not practical to attempt to eliminate the effects of either slope creep or LFE. Suitable mitigative measures to reduce the potential of lateral deformation typically include: setback of improvements from the slope faces (per the 1997 UBC and/or adopted California Building Code), positive structural separations (i.e., joints) between improvements, and stiffening and deepening of foundations. Expansion joints in walls should be placed no greater than 20 feet on-center, and in accordance with the structural engineer's recommendations. All of these measures are recommended for design of structures and improvements. The ramifications of the above conditions, and recommendations for mitigation, should be provided to each owner and/or any owners association. Slope Maintenance and Pfantinq Water has been shown to weaken the inherent strength of all earth materials. Slope stability is significantly reduced by overly wet conditions. Positive surface drainage away from slopes should be maintained and only the amount of irrigation necessary to sustain Robertson Family Trust W.O. 5247-A-SC Planning Area 12, Carlsbad January 31, 2007 File:e:\wp9\5200\5247a.pge _ _ „„ _ Page 42 plant life should be provided for planted slopes. Over-watering should be avoided as it adversely affects site improvements, and causes perched groundwater conditions. Graded slopes constructed utilizing onsite materials would be erosive. Eroded debris may be minimized and surficial slope stability enhanced by establishing and maintaining a suitable vegetation cover soon after construction. Compaction to the face of fill slopes would tend to minimize short-term erosion until vegetation is established. Plants selected for landscaping should be light weight, deep rooted types that require little water and are capable of surviving the prevailing climate. Jute-type matting or other fibrous covers may aid in allowing the establishment of a sparse plant cover. Utilizing plants other than those recommended above will increase the potential for perched water, staining, mold, etc., to develop. A rodent control program to prevent burrowing should be implemented. Irrigation of natural (ungraded) slope areas is generally not recommended. These recommendations regarding plant type, irrigation practices, and rodent control should be provided to each homeowner. Over-steepening of slopes should be avoided during building construction activities and landscaping. Drainage Adequate lot surface drainage is a very important factor in reducing the likelihood of adverse performance of foundations, hardscape, and slopes. Surface drainage should be sufficient to prevent ponding of water anywhere on a lot, and especially near structures and tops of slopes. Lot surface drainage should be carefully taken into consideration during fine grading, landscaping, and building construction. Therefore, care should be taken that future landscaping or construction activities do not create adverse drainage conditions. Positive site drainage within lots and common areas should be provided and maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond and/or seep into the ground. In general, the area within 5 feet around a structure should slope away from the structure. We recommend that unpaved lawn and landscape areas have a minimum gradient of 1 percent sloping away from structures, and whenever possible, should be above adjacent paved areas. Consideration should be given to avoiding construction of planters adjacent to structures (buildings, pools, spas, etc.). Pad drainage should be directed toward the street or other approved area(s). Although not a geotechnical requirement, roof gutters, down spouts, or other appropriate means may be utilized to control roof drainage. Down spouts, or drainage devices should outlet a minimum of 5 feet from structures or into a subsurface drainage system. Areas of seepage may develop due to irrigation or heavy rainfall, and should be anticipated. Minimizing irrigation will lessen this potential. If areas of seepage develop, recommendations for minimizing this effect could be provided upon request. Toe of Slope Drains/Toe Drains Where significant slopes intersect pad areas, surface drainage down the slope allows for some seepage into the subsurface materials, sometimes creating conditions causing or contributing to perched and/or ponded water. Toe of slope/toe drains may be beneficial Robertson Family Trust W.O. 5247-A-SC Planning Area 12, Carlsbad January 31, 2007 Rle:e:\wp9\5200\5247a.pge ^ _ „ _ Paqe 43 y in the mitigation of this condition due to surface drainage. The general criteria to be utilized by the design engineer for evaluating the need for this type of drain is as follows: Is there a source of irrigation above or on the slope that could contribute to saturation of soil at the base of the slope? Are the slopes hard rock and/or impermeable, or relatively permeable, or; do the slopes already have or are they proposed to have subdrains (i.e., stabilization fills, etc.)? Are there cut-fill transitions (i.e., fill over bedrock), within the slope? Was the lot at the base of the slope overexcavated or is it proposed to be overexcavated? Overexcavated lots located at the base of a slope could accumulate subsurface water along the base of the fill cap. Are the slopes north facing? North facing slopes tend to receive less sunlight (less evaporation) relative to south facing slopes and are more exposed to the currently prevailing seasonal storm tracks. 8 What is the slope height? It has been our experience that slopes with heights in excess of approximately 10 feet tend to have more problems due to storm runoff and irrigation than slopes of a lesser height. • Do the slopes "toe out" into a residential lot or a lot where perched or ponded water may adversely impact its proposed use? Based on these general criteria, the construction of toe drains may be considered by the design engineer along the toe of slopes, or at retaining walls in slopes, descending to the rear of such lots. Following are Detail 4 (Schematic Toe Drain Detail) and Detail 5 (Subdrain Along Retaining Wall Detail). Other drains may be warranted due to unforeseen conditions, homeowner irrigation, or other circumstances. Where drains are constructed during grading, including subdrains, the locations/elevations of such drains should be surveyed, and recorded on the final as-built grading plans by the design engineer. It is recommended thatthe above be disclosed to all interested parties, including homeowners and any homeowners association. Erosion Control Cut and fill slopes will be subject to surficial erosion during and after grading. Onsite earth materials have a moderate to high erosion potential. Consideration should be given to providing hay bales and silt fences for the temporary control of surface water, from a geotechnical viewpoint. Robertson Family Trust W.O. 5247 A-SC Planning Area 12, Carlsbad January 31, 2007 File:e:\wp9\5200\5247a.pge « -«_ «_ Page 44 DETAILS N . T . S . SCHEMATIC TOE DRAIN DETAIL Pad Grade Drain Pipe Drain May Be Constructed into, or at, the Toe of Slope 24" Minimum NOTES: !.} Soil Cap Compacted to 90 Percent Relative Compaction. 2.) Permeable Material May Be Gravel Wrapped in Filter Fabric (Mirafi 140N or Equivalent). 3.) 4-inch Diameter Perforated Pipe (SDR-35 or Equivalent) with Perforations Down. 4.) Pipe to Maintain a Minimum 1 Percent Fall. 5.) Concrete Cutoff Wall to be Provided at Transition to Solid Outlet Pipe. 6.) Solid Outlet Pipe to Drain to Approved Area. 7.) Cleanouts are Recommended at Each Property Line. f^\J { O I f \ ^ J \^ y J \ SCHEMATIC TOE DRAIN DETAIL DETAIL 4 Geotechnica! • Coastal • Geologic • Environmental 2:1 SLOPE (TYPICAL) - TOP OF WALL ~-^^ s/ Rfci AIMING WALL "--v^^ ^=" TfflII i WALL FOOTING — -^ . _L 1"TO2" ^J.^L fe^Sferg^ %|^S« 5^>W^'%-<&m^^Sya^ 1 Tivr^iji^f'('-•«. Jfjpj te&M! Vll- ,«5r:Cjt-%%:4«*i*^r-.s*i- 3f&MM*&\ff^-.r^ j'3J-2^^« iOI•^fe*iK-§ i — 12" — SUBDRAIN ALONG RETAiNlfv DETAILS N . T . S . ^"X ^1 BACKFILL WITH COMPACTED NOTES: -*^ NATIVE SOILS T~" 1.) Soil Cap Compacted to 90 Percent Relative Compaction. 12" WIN 2.) Permeable Material May Be Gravel Wrapped in Filter Fabric {Mirafi 140N or Equivalent). 3.) 4-Inch Diameter Perforated Pipe (SDR-35 or Equivalent) with .^-MIRAF1 140 FILTER FABRIC Perforations Down. £: OR EQUAL 4.) Pipe to Maintain a Minimum 1 Percent Fall. S 3/4" CRUSHED GRAVEL ' 5.) Concrete Cutoff Wall to be Provided at Transition to Solid Outlet Pipe. "T~ 6.) Solid Outlet Pipe to Drain to Approved Area. 24" 7.) Cieanouts are Recommended at MIR — 4" DRAIN Each Property Line. ' 8.) Compacted Effort Should Be *» Applied to Drain Rock. !G WALL DETAIL HOT TO SCALE / /-x) (,'^-J S G<?oSoils,In \.,^.y v,"l..y c "--, P- _) SUBDRAIN ALONG RETAINING WALL DETAIL DETAIL 5 Geotechnicai • Coastal * Geologic ® Environmental Landscape Maintenance Only the amount of irrigation necessary to sustain plant life should be provided. Over-watering the landscape areas will adversely affect proposed site improvements. We would recommend that any proposed open-bottom planters adjacent to proposed structures be eliminated for a minimum distance of 10 feet. As an alternative, closed-bottom type planters could be utilized. An outlet placed in the bottom of the planter, could be installed to direct drainage away from structures or any exterior concrete flatwork. If planters are constructed adjacent to structures, the sides and bottom of the planter should be provided with a moisture barrier to prevent penetration of irrigation water into the subgrade. Provisions should be made to drain the excess irrigation water from the planters without saturating the subgrade below or adjacent to the planters. Graded slope areas should be planted with drought resistant vegetation. Consideration should be given to the type of vegetation chosen and their potential effect upon surface improvements (i.e., some trees will have an effect on concrete flatwork with their extensive root systems). From a geotechnical standpoint leaching is not recommended for establishing landscaping. If the surface soils are processed for the purpose of adding amendments, they should be recompacted to 90 percent minimum relative compaction. Gutters and Downspouts As previously discussed in the drainage section, the installation of gutters and downspouts should be considered to collect roof water that may otherwise infiltrate the soils adjacent to the structures. If utilized, the downspouts should be drained into PVC collector pipes or other non-erosive devices (e.g., paved swales or ditches; below grade, solid tight-lined PVC pipes; etc.), that will carry the water away from the house, to an appropriate outlet, in accordance with the recommendations of the design civil engineer. Downspouts and gutters are not a requirement; however, from a geotechnical viewpoint, provided that positive drainage is incorporated into project design (as discussed previously). Subsurface and Surface Water Subsurface and surface water are not anticipated to affect site development, provided that the recommendations contained in this report are incorporated into final design and construction and that prudent surface and subsurface drainage practices are incorporated into the construction plans. Perched groundwater conditions along zones of contrasting permeabilities may not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities, and should be anticipated. Should perched groundwater conditions develop, this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions, Groundwater conditions may change with the introduction of irrigation, rainfall, or other factors. Robertson Family Trust W.O. 5247-A-SC Planning Area 12, Carlsbad January 31, 2007 File:e:\wp9\5200\5247a.p9e *»-««.**•* ¥«* Page 47 Site Improvements If in the future, any additional improvements (e.g., pools, spas, etc.) are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements could be provided upon request. Pools and/or spas should not be constructed without specific design and construction recommendations from GSI, and this construction recommendation should be provided to the homeowners, any homeowners association, and/or other interested parties. This office should be notified in advance of any fill placement, grading of the site, or trench backfilling after rough grading has been completed. This includes any grading, utility trench and retaining wall backfills, flatwork, etc. TiJe^Fiogrmg Tile flooring can crack, reflecting cracks in the concrete slab below the tile, although small cracks in a conventional slab may not be significant. Therefore, the designer should consider additional steel reinforcement for concrete slabs-on-grade where tile will be placed. The tile installer should consider installation methods that reduce possible cracking of the tile such as slipsheets. Slipsheets or a vinyl crack isolation membrane (approved by the Tile Council of America/Ceramic Tile Institute) are recommended between tile and concrete slabs on grade. Additional Grading This office should be notified in advance of any fill placement, supplemental regrading of the site, or trench backfilling after rough grading has been completed. This includes completion of grading in the street, driveway approaches, driveways, parking areas, and utility trench and retaining wall backfills. Footing Trench Excavation All footing excavations should be observed by a representative of this firm subsequent to trenching and pxior to concrete form and reinforcement placement. The purpose of the observations is to evaluate that the excavations have been made into the recommended bearing material and to the minimum widths and depths recommended for construction. If loose or compressible materials are exposed within the footing excavation, a deeper footing or removal and recompaction of the subgrade materials would be recommended at that time. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent, if not removed from the site. TrjjncJhjng/Temporary Construction Backcuts Considering the nature of the onsite earth materials, it should be anticipated that caving or sloughing could be a factor in subsurface excavations and trenching. Shoring or Robertson Family Trust W.O. 5247-A-SC Planning Area 12, Carlsbad January 31, 2007 Rte:e:\wP9\520CA5247a.pge *l-*«-4I* »«,„« Page 48 excavating the trench waiis/backcuts at the angle of repose (typically 25 to 45 degrees [except as specifically superceded within the text of this report]), should be anticipated. All excavations should be observed by an engineering geologist or soil engineer from GSI, prior to workers entering the excavation or trench, and minimally conform to CAL-OSHA, state, and local safety codes. Should adverse conditions exist, appropriate recommendations would be offered at that time. The above recommendations should be provided to any contractors and/or subcontractors, or homeowners, etc., that may perform such work. Utility Trench Backfill 1. All interior utility trench backfill should be brought to at least 2 percent above optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. As an alternative for shallow (12-inch to 18-inch) under-slab trenches, sand having a sand equivalent value of 30 or greater may be utilized and jetted or flooded into place. Observation, probing and testing should be provided to evaluate the desired results. 2. Exterior trenches adjacent to, and within areas extending below a 1:1 plane projected from the outside bottom edge of the footing, and all trenches beneath hardscape features and in slopes, should be compacted to at least 90 percent of the laboratory standard. Sand backfill, unless excavated from the trench, should not be used in these backfill areas. Compaction testing and observations, along with probing, should be accomplished to evaluate the desired results. 3. AH trench excavations should conform to CAL-OSHA, state, and local safety codes. 4. Utilities crossing grade beams, perimeter beams, or footings should either pass below the footing or grade beam utilizing a hardened collar or foam spacer, or pass through the footing or grade beam in accordance with the recommendations of the structural engineer. SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING We recommend that observation and/or testing be performed by GSI at each of the following construction stages: During grading/recertification. During excavation. During placement of subdrains, toe drains, or other subdrainage devices, prior to placing fill and/or backfill. Robertson Family Trust W.O. 5247-A-SC Planning Area 12, Carlsbad January 31, 2007 FNe:e:\wpa«20m5247a.pge ,r5—*^Sf, W~- Page 49 After excavation of building footings, retaining wall footings, and free standing walls footings, prior to the placement of reinforcing steel or concrete. Prior to pouring any slabs or flatwork, after presoaking/presaturation of building pads and other flatwork subgrade, before the placement of concrete, reinforcing steel, capillary break (i.e., sand, pea-gravel, etc.), or vapor barriers (i.e., visqueen, etc.). During retaining wall subdrain installation, prior to backfill placement. During placement of backfill for area drain, interior plumbing, utility line trenches, and retaining wall backfill. During slope construction/repair. When any unusual soil conditions are encountered during any construction operations, subsequent to the issuance of this report. When any developer or owner improvements, such as flatwork, spas, pools, walls, etc., are constructed, prior to construction. GSI should review and approve such plans prior to construction. A report of geotechnical observation and testing should be provided at the conclusion of each of the above stages, in order to provide concise and clear documentation of site work, and/or to comply with code requirements. GSI should review project sales documents to owners/owners associations for geotechnical aspects, including irrigation practices, the conditions outlined above, etc., prior to any sales. At that stage, GSI will provide owners maintenance guidelines which should be incorporated into such documents. OTHER DESIGN PROFESSIONALS/CONSULTANTS The design civil engineer, structural engineer, post-tension designer, architect, landscape architect, wall designer, etc., should review the recommendations provided herein, incorporate those recommendations into all their respective plans, and by explicit reference, make this report part of their project plans. This report presents minimum design criteria for the design of slabs, foundations and other elements possibly applicable to the project. These criteria should not be considered as substitutes for actual designs by the structural engineer/designer. Please note that the recommendations contained herein are not intended to preclude the transmission of water or vapor through the slab or foundation. The structural engineer/foundation and/or slab designer should provide recommendations to not allow water or vapor to enter into the structure so as to cause Robertson Family Trust W.O. 5247-A-SC Planning Area 12, Carlsbad January 31, 2007 Fiie:e:\wp9\5200\5247a.pge Page 50 damage to another building component, or so as to limit the installation of the type of flooring materials typically used for the particular application. The structural engineer/designer should analyze actual soil-structure interaction and consider, as needed, bearing, expansive soil influence, and strength, stiffness and deflections in the various slab, foundation, and other elements in order to develop appropriate, design-specific details. As conditions dictate, it is possible that other influences will also have to be considered. The structural engineer/designer should consider all applicable codes and authoritative sources where needed. If analyses by the structural engineer/designer result in less critical details than are provided herein as minimums, the minimums presented herein should be adopted. It is considered likely that some, more restrictive details will be required. If the structural engineer/designer has any questions or requires further assistance, they should not hesitate to call or otherwise transmit their requests to GS1. In order to mitigate potential distress, the foundation and/or improvement's designer should confirm to GSI and the governing agency, in writing, that the proposed foundations and/or improvements can tolerate the amount of differential settlement and/or expansion characteristics and other design criteria specified herein. PLAN REVIEW Final project plans (grading, precise grading, foundation, retaining wall, landscaping, etc.), should be reviewed by this office prior to construction, so that construction is in accordance with the conclusions and recommendations of this report. Based on our review, supplemental recommendations and/or further geotechnical studies may be warranted. Robertson Family Trust W.O. 5247-A-SC Planning Area 12, Carlsbad January 31, 2007 Fite:e:\wp9\5200\5247a.pge Page 51 LIMITATIONS The materials encountered on the project site and utilized for our analysis are believed representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during mass grading. Site conditions may vary due to seasonal changes or other factors. Inasmuch as our study is based upon our review and engineering analyses and laboratory data, the conclusions and recommendations are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty, either express or implied, is given. Standards of practice are subject to change with time. GSl assumes no responsibility or liability for work or testing performed by others, or their inaction; or work performed when GSl is not requested to be onsite, to evaluate if our recommendations have been properly implemented. Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place. In addition, this report may be subject to review by the controlling authorities. Thus, this report brings to completion our scope of services for this portion of the project. All samples will be disposed of after 30 days, unless specifically requested by the Client, in writing. Robertson Family Trust W.O. 5247-A-SC Planning Area 12, Carlsbad January 31, 2007 File:e:\wp9\5200\5247a.pge Page 52 APPENDIX A REFERENCES APPENDIX A REFERENCES Abbott, Patrick L. ed., 1985, On the manner of deposition of the Eocene strata in northern San Diego County, San Diego Association of Geologists Guidebook. Blake, Thomas F., 2000a, EQFAULT, A computer program for the estimation of peak horizontal acceleration from 3-D fault sources; Windows 95/98 version. , 2000b, EQSEARCH, A computer program for the estimation of peak horizontal acceleration from California historical earthquake catalogs; Updated to December, 2002, Windows 95/98 version. _, 2000c, FRISKSP, A computer program for the probabilistic estimation of peak acceleration and uniform hazard spectra using 3-D faults as earthquake sources; Windows 95/98 version, Boore, D.M., Joyner, W.B., and Fumal, T.E., 1997, Equations for estimating horizontal response spectra and peak acceleration from western North American earthquakes: A summary of recent work, in Seismological Research Letters, v. 68, No.1, pp. 128-153. Bozorgnia, Y., Campbell K.W., and Niazi, M., 1999, Vertical ground motion: Characteristics, relationship with horizontal component, and building-code implications; Proceedings of the SMIP99 seminar on utilization of strong-motion data, September 15, Oakland, pp. 23-49. Caiifornia Department of Conservation, Division of Mines and Geology, 1997, Guidelines for evaluation and mitigating seismic hazards in California, CDMG Special Publication 117. , 1995, Landslide hazards in the northern part of the San Diego Metropolitan area, San Diego County, California, Oceanside and San Luis Rey quadrangles, landslide hazard identification map no. 35, DMG open-file report 95-04. California Department of Water Resources, 2002, Water Data Library (www.well.water.ca.gov/). California, State of, 2001, Senate Bill 800, Burton. Liability: construction defects, February 23; approved by Governor September 20, 2002; filed with Secretary September 20, 2002; effective January 1, 2003. Campbell, K.W. and Bozorgnia, Y., 1997, Attenuation relations for hard rock conditions; in EQFAULT, A computer program for the estimation of peak horizontal acceleration from 3-D fault sources; Windows 95/98 version, Blake, 2000a. Campbell, K.W., 1997, Empirical near-source attenuation relationships for horizontal and vertical components of peak ground acceleration, peak ground velocity, and pseudo-absolute acceleration response spectra, Seismological Research Letters, vol. 68, No. 1,pp. 154-179. City of Carlsbad Planning Department, 2006, Letter for SUP 06-12/HDP 06-04 - Robertson Ranch habitat corridor grading, dated October 2. Civil Tech Software, 2005, LiquefyPro, Liquefaction and settlement analysis software, Version 4.5a. CTL Thompson, 2005, Controlling moisture-related problems associated with basement slabs-on-grade in new residential construction. GeoSoils, Inc., 2004, Updated geotechnical evaluation of the Robertson Ranch property, Carlsbad, San Diego County, California, W.O. 3098-A2-SC, dated September 20. , 2002, Geotechnical evaluation of the Robertson Ranch property, City of Carlsbad, San Diego County, California, W.O. 3098-A1-SC, dated January 29. Hart, E.W. and Bryant, W.A., 1997, Fault-rupture hazard zones in California, Alquist-Priolo earthquake fault zoning act with index to earthquake fault zones maps; California Division of Mines and Geology Special Publication 42, with Supplements 1 and 2,1999. International Conference of Building Officials, 2001, California building code, California code of regulations title 24, part 2, volume 1 and 2. , 1997, Uniform building code: Whittier, California, vol. 1, 2, and 3. Jennings, C.W., 1994, Fault activity map of California and adjacent areas: California Division of Mines and Geology, Map sheet no. 6, Scale 1:750,000. O'Day Consultants, 2006, Grading plans for Robertson Ranch Habitat Corridor, Sheet 3 of 5, Job no. 01-1014, dated October. Sadigh, K., Egan, J., and Youngs, R., 1987, Predictive ground motion equations reported in Joyner, W.B., and Boore, D.M., "Measurement, characterization, and prediction of strong ground motion," in Earthquake Engineering and Soil Dynamics II. Recent Advances in Ground Motion Evaluation, Von Thun, J.L, ed.: American society of Civil Engineers Geotechnical Special Publication No. 20, pp. 43-102. Southern California Earthquake Center, 1999, Recommended procedures for implementation of DMG Special Publication 117, guidelines for analyzing and mitigating liquefaction in California, dated March. Robertson Family Trust Appendix A Rle:e:\wp9\5200\5247a.pge Page 2 Inc. Sowers and Sowers, 1979, Unified soil classification system (After U. S. Waterways Experiment Station and ASTM 02487-667) in introductory soil mechanics, New York. State of California, 2006, Civil Code, Sections 896-897. Tan, S.S., and Giffen, D.G., 1995, Landslide hazards in the northern part of the San Diego metropolitan area, San Diego County, California, scale 1:24,000, DMG Open-File Report 95-04. Tan, S.S., and Kennedy, M.P., 1996, Geologic maps of the northwestern part of San Diego County, California, plate 1, geologic map of the Oceanside, San Luis Rey, and San Marcos 7.5' quadrangles, San Diego County, California, scale 1:24,000, DMG Open- File Report 96-02. United States Department of Agriculture, 1953, Black and white aerial photographs, AXN-8M-70 and AXN-8M-71, and AXN-8M-100 to 102. Weber, F.H., 1982, Geologic map of north-central coastal area of San Diego County, California showing recent slope failures and pre-development landslides: California Department of Conservation, Division of Mines and Geology, OFR 82-12 LA. Wilson, K.L., 1972, Eocene and related geology of a portion of the San Luis Rey and Encinitas quadrangles, San Diego County, California: unpublished masters thesis, University of California, Riverside. Youd, T.L., and Idriss, I.M., 1997, Proceedings of the NCEER workshop on evaluation of liquefaction resistance of soils, Salt Lake City, UT, January 5-6, 1996, Buffalo, NY, in NCEER Technical Report NCEER-97-0022. Youd, T.L, and Idriss, I.M., co-chairmen, and Andrus, R.D., Arango, I., Castro, G., Christian, J.T., Dobry, R., Liam Finn, W.D., Harder, L.F., Jr., Hynes, M.E., Ishihara, K., Koester, J.P., Liao, S.S.C., Marcuson, W.F., III, Martin, G.R., Mitchell, J.K., Moriwaki, Y., Power, M.S., Robertson, P.K., Seed, R.B., and Stokoe, K.H., 2001, Liquefaction resistance of soils: summary report from the 1996 NCEER and 1998 NCEER/NSF workshops on evaluation of liquefaction resistance of soils: ASCE Geotechnica!and GeoenvironmentalJournal, Oct. 2001 issue, vol. 127, no. 10, p.817-833. Robertson Family Trust Appendix A File:e:\wp9\5200\5247a.pge Page 3 APPENDIX B BORING AND TEST PIT LOGS UNIFIED SOIL CLASSIFICATION SYSTEM Major Divisions Coarse-Grained SoilsMore than 50% retained on No. 200 sieve•s200 sieveFine-Grained Soil50% or more passes No. <to & > O •*!• • ^ C3 w o t3 o Siii if £ * § m JS-E %oj^ "c — O CO 0) ^ "c'S.f ~ 3 '3 Highly Organic Soils Group Symbols GW GP GM GC SW SP SM sc ML CL OL MH CH OH PT Typical Names Well-graded gravels and gravel- sand mixtures, little or no fines Poorly graded gravels and gravel-sand mixtures, little or no fines Silty gravels gravel-sand-silt mixtures Clayey gravels, gravel-sand-clay mixtures Well-graded sands and gravelly sands, little or no fines Poorly graded sands and gravelly sands, little or no fines Silty sands, sand-silt mixtures Clayey sands, sand-clay mixtures Inorganic silts, very fine sands, rock flour, silty or clayey fine sands Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays Organic silts and organic silty clays of low plasticity Inorganic silts, micaceous or diatomaceous fine sands or silts, elastic silts Inorganic clays of high plasticity, fat clays Organic clays of medium to high plasticity Peat, mucic, and other highly organic soils CONSISTENCY OR RELATIVE DENSITY CRITERIA Standard Penetration Test Penetratio Resistance (blows/ft) 0-4 10-30 30-50 >50 l N Standard Penetre Penetration Resistance N (blows/ft) <2 2-4 4-8 8-15 15-30 >30 Consistency Very Soft Sott Medium Stiff Very Stiff Hard Relative Density Very loose Loose Medium Dense Very dense iBon Test Unconfined Compressive Strength (tons/ft2) <0.25 0.25 - .050 0.50-1.00 1.00-2.00 2.00-4.00 >4.00 3" 3/4" #4 #10 #40 #200 U.S. Standard Sieve Unified Soil _ ...„, ., .. CobblesClassification Gravel coarse MOISTURE CONDITIONS fine Sand coarse medium MATERIAL QUANTITY fine Silt or Clay OTHER SYMBOLS Dry Absence of moisture: dusty, dry to the touch trace 0 - 5 % C Core Sample Slightly Moist Below optimum moisture content for compaction few 5 - 10 % S SPT Sample i/loist Near optimum moisture content little 10-25% B Bulk Sample Very Moist Above optimum moisture content some 25 - 45 % T Groundwater Wet Visible free water; below water table Qp Pocket Penetrometer BASIC LOG FORMAT: Group name, Group symbol, (grain size), color, moisture, consistency or relative density. Additional comments: odor, presence of roots, mica, gypsum, coarse grained particles, etc. EXAMPLE: Sand (SP), fine to medium grained, brown, moist, loose, trace silt, little fine gravel, few cobbles up to 4" in size, some hair roots and rootlets. Rle:Mgr c;\SoilClassif.wpd PLATE B-1 GeoSoils, Inc. PROJECT: ROBERTSON RANCH WEST PA-13 g tmQ 5- in^ 15- ~ Sample & m • 7 Undisturbedm 1 w/ 1 m I H m 85 40 37 40 55 33 38 USCS Symbol3M/MI CL Dry Unit Wt. (pot)Moisture (%)Saturation (%)BORING LOG W.O. 5247-A-SC BORING B-1 SHEET 1 OF 2 DATE EXCXi MATED 1-3-07 SAMPLE METHOD: 1 40 Lb. Hammer @ 30" Drop I m Approx. Elevation: • MSL 3 Standard Penetration Test5 , -^- Gmundwater A Undisturbed, Ring Sample Description of Material *-•-** *^«• * •^*«^»* ALLUVIUM: @ 0' SILTY SAND/SANDY SILT, brown, damp, loose/soft. @ 2Yz CLAY, brown, damp, hard. @ 5' As per 2!£, moist. @71/z'Asper5',stiff. @ 10' As per JVJ, very stiff. @ 10' Groundwater encxsuntered. @ 15' As per 10', hard, @ 20' As per 15', hard; scattered gravel, sandy. @ 22' Scattered rocks. @ 25' SANDY CLAY, brown, saturated, very stiff. GeoSoils. Inc.PLATE B-2 GeoSoils, Inc. PROJECT; ROBERTSON RANCH WEST PA-13 Depth (ft)55- Sample ^CQ TJHI•e T3C '^ w 1 1 Blows/ft.30 28 46 43 43 USCS SymbolSC CL SC SM f "c3 Q Moisture (%)• Saturation (%)BORING LOG W.O. 5247-A-SC BORING B-1 SHEET 2 OF 2 DATE EXCAVATED 1-3-07 SAMPLE METHOD: 140 Lb. Hammer @ 30° Drop I % Appro*. Elevation: ' MSL I Standard Penetration Test£ _ •* Gmundwater % Undisturbed, Ring Sample Description of Material i I I L^.- ALLUVIUM (continued): @ 30' CLAYEY SAND, brown, saturated, medium dense. @ 35' SANDY CLAY, gray-red brown, saturated, very stiff. @ 40' CLAYEY SAND, gray-red brown, saturated, dense; scattered gravel. @ 45' As per 40', medium dense. SANTIAGO FORMATION: @ 50' SILTY SANDSTONE, light gray, moist, dense. Total Depth =51%' Groundwater Encountered @ 10' Backfilled w/Bentonite 1-3-2007 GeoSoils, Inc. PLAJE B_3 GeoSoils, Inc. PROJECT: ROBERTSON RANCH WEST PA-13 Depth (tt)5- 20- Sample i£ 3CD ^Undisturbed1 w/ 1 n i m, iBlows/ft.25 36 26 37 35 30 22 USCS Symbol5M/ML CL CL Dry Unit Wt. (pof)Moisture (%)Saturation (%)BORING LOG W.O. S247-A-SC BORING B-2 SHEET 1 OF 2 DATE EXCAVATED 1-3-07 SAMPLE METHOD: 140 Lb. Hammer @ 30" Drop I m Appro*. Elevation: ' MSL 3 Standard Penetration Testjj -, S- Groundwater4 Undisturbed, Ring Sample Description of Material .^" I ^ ALLUVIUM: @ O1 SILTY SAND/SANDY SILT, brawn, damp, loose/soft. @ 3' CLAY, dark brown, moist, very stiff. @ 6' As per 3'. @ 8' As per 6'. @ 10' SANDY CLAY, brown, moist, very stiff. @ 10' Groundwater encountered. @ 15' As per 10', saturated, hard. @ 20' As per 1 5', very stiff. @ 25' As per 20'. GeoSoils, Inc. GeoSoils, Inc. PROJECT: ROBERTSON RANCH WEST PA-13 g XJ"a. & 40- 45- 50- 55- Sample "5m Undisturbedw, i ^ i HJ;Blows/ft.37 25 37 33 35 USCS SymbolSC O g fra g g I13 BORING LOG W.O. 5247-A-SC BORING B-2 SHEET 2 OF 2 DATE EXCAVATED 1-3-07 SAMPLE METHOD: 1 40 Lb. Hammer @ 30" Drop I m Approx. Elevation: ' MSL 3 Standard Penetration Test , 5- Gmundwater 3 Undisturbed, Ring Sample Description of Material |/ ^"y 1 ALLUVIUM (continued): @ 30' CLAYEY SAND, brown, saturated, medium dense. @ 35' As per 30', gray-red brown. @ 40' As per 35'. @ 45' As per 40', dense. @ 50' As per 45', medium dense. Total Depth = 51' Groundwater Encountered @ 10' Backfilled w/Bentonite 1 -3-2007 GeoSoils. Inc.PLATE B-5 GeoSoils, Inc. PROJECT: ROBERTSON RANCH WEST PA-13 g x: "a.0}Q 5- 10- 25- Sample j^3m UndisturbedH w, w/- % m 65 75 65 85 USCS SymbolML SM CL SM Dry Unit Wt. (pcf)Moisture (%)Saturation (%)BORING LOG W.O. 5247-A-SC BORING B-3 SHEET 1 OF 1 DATEEXC/4WTED 1-4-07 SAMPLE METHOD: 1 40 Lb. Hammer @ 30" Drop I m Approx. Elevation: ' MSL 3 Standard Penetration Test -, 5- GmundwaterH Undisturbed, Ring Sample Description of Material ^ .ix-. .M-r •*C'' >->r* -L^-. .iVX ">*7" .=-^. . L>^ ' >>?' , ^*-. I ^J-," COLLUV1UM: @ 0' SANDY SILT, brown, damp, soft. TERRACE PEPOSrrS: @ 3' SILTY SAND, red brown, damp, medium dense; fine sand. @ 4' As per 3', dense. @ 10' As per 4'. @ 15' CLAY, gray brown, damp, hard. @ 20' SILTY SAND, gray brown, damp, dense. Total Depth = 20' No Groundwater Encountered Backfilled w/Bentonite 1-4-2007 GeoSoils, Inc. p[ATE M Gee-Soils, Inc. PROJECT: ROBERTSON RANCH WEST PA-12 £" 1Q - o~ 10-3 15- 25- Sample m Um ? .UndisturbedI n 1 m I n Blows/ft.18 19 18 36 35 33 USCS SymbolCL CL CL Dry Unit Wt (pot)g §£o Saturation (%)BORING LOG W.O. 5247-A-SC BORING B-4 SHEET 1 OF 2 DATE EXCAVATED 1-4-07 SAMPLE METHOD: 1 40 Lb. Hammer @ 30* Drop I m Approx. Elevation: ' MSL j Standard Penetration Test , -5 Groundwater 2 Undisturbed, Ring Sample Description of Material I ALLUVIUM: @ 0' SANDY CLAY, dark gray, moist, soft. @ 3' CLAY, dark gray, wet, very stiff. @ 6' As per 3'. @ 8' As per 6", gray brown, wet, very stiff. @ 10' Groundwater encountered. @ 1 5' SANDY CLAY, brown, wet, very stiff. @ 20' As per 15', saturated, hard. @ 25', As per 20', very stiff. GeoSoils. Inc.PLATE B-7 GeoSoils, Inc. PROJECT: ROBERTSON RANCH WEST PA-12 a? s^ Q.toQ 35- 40- 45- 50- 55- Sample ^303 UndisturbedI to 27 USCS SymbolCL Dry Unit Wt, (pcf)Moisture (%)Saturation (%)BORING LOG W.O. 5247-A-SC BORING B-4 SHEET 2 OF 2 DATEEXCAVATED 1-4-07 SAMPLE METHOD: 140 Lb. Hammer @ 30" Drop I m Approx. Elevation: ' MSL j Standard Penetration Testa , -^- Groundwater\ Undisturbed, Ring Sample Description of Material j^Ov^ ALLUVIUM (continued): @ 30' CLAY, brown, saturated, very stiffl Total Depth -31%' Groundwater Encountered @ 10' Backfilled w/Bentonite 1-4-2007 GeoSoils, Inc.PLATE B-B O c co co 9838. cin O *> CD J CD ^EI 8 oCOt:CDXIocc -. tf. f ' -f i "»- ' "' 2 ""* " p/ DL <• E -- o v(0- Ul Q ^ l ' Q t 0sitoj jy— Q UJDC H ;£• O "" •L 3xOL I" o- *s in *•"**»Q -, Sg.' cr 2o>;- sE.^. ui £. D UJ UI 1-0co z UJ H1 —Ha. CDCO OC3 &TJ i VEY SAND, bro3 ! AGRICULTURAL TOPSOIL: SILTYCIT! COCO V_c CD" o ISCJ co"ZJo oQ. CO •<*• ' o 8 c ^o i TJ£/SANDY CLAY,Q•y 1 TERRACE DEPOSITS: CLAYEY SAITJC CO03 CDC 4= CD" .0 o b"CO CDTJ En TJCDE 03 'o O cfCDCD D) CD 03a. en inen in t — TJ 03 n?m __, o Q CO (B)*vX t/3 D)Ca: ^ Sdo_N O t5 8 TJ" caCO CD b"CO CD TJ 13"o i JD TJCDk. Q 1 CO ^CO o rl COCOJ»iable, cohesionM— <DCO 0>TJ to O E D) Q" 1 CO o (B) O)cam S CO CM O1 —Total Depth = 12'No groundwater EncounteredBackfilled 12-6-2006a. if-to CDin0c> CLE COTJ 1 jQ O TOPSOIL: CLAYEY SAND to SANDYfine sand, porous._, o 0 CO o TJ CSCO CD M= 4-*"CO'o E fc to o if TJCD TERRACE DEPOSITS: SANDY CLAY_i O CDiCO TJ aCO CD_c COC CDTJ In "oE c o TJCD Q 1 1O 0CO CO CO Total Depth = 8'No Groundwater EncounteredBackfilled 12-6-2006C\JiQ.1— o> m Ui O CM CD T- O £«:£ SfecD IO 8a »DC Q CDXIOen (0 E frui cc 3a. u_O ao e 1. ! j. •«~, i c t1 - O .If* „' tt, '"Q lr 3 JH E i HI ^DC i|g Jj . o|.cc p £-HI £• Q "Ul UJ H bOT ZUJ i_i- t:Q. CO 3 Pon. 4;f OCO CO o AGRICULTURAL TOPSOIL: CLAY, dark brown.enCOCO 0 CM O n c5o XI T3it! >; ^O TERRACE DEPOSITS: CLAYEY SAND/SANDYx: n CD •^ rnCOc<n•D pale green, moist, medium dense/stiff; fine sand,-o o CO o Ki Total Depth = 10'No Groundwater EncounteredBackfilled 12-6-2006CO DL CDC. ^~ rt-* O en O c:$S.AGRICULTURAL TOPSOIL: SANDYCLAY.darkbsand, porous, caliche.o o . COoF •jj o XJ CD t_ JZ nCDTJ $ CD ^g TERRACE DEPOSITS: SILTY CLAYEY SAND, redmedium dense; fine sand, horizontal bedding deCO o 4 Total Depth = 10'No Groundwater EncounteredBackfilled 12-6-2006COoL min SQ. O ._ CM CD O T- O<i:t<:w h- J3 j> CD""* O CO ,_ in &':!> _g P -g I ^? f Q5* jrt Q>cc Q co OCE LUI- ICCo CLXLU U-o (3O L 1, * F ' 1 i 0 H.. 1-Uij?a $P Kfe -•ws*:;:;>- "p^ti fsm:;m^m^-6&•^^yA^^^-^^^^m'i^^S^^3llLU jy J LU *~ '-cc 0 "" 2 LU .*. Igie- B> Q. ^ 0§" -0" p E* i^ **^ia. *;UI fc Q LU' LU HOw z j" H" a. co ooa. 'nCO CO 0 p, 'D.Fm•a TOPSOIL: SANDY CLAY, dark browro CM 0 E3 CD COo E c JQ TJCD Q-z.TERRACE DEPOSITS: CLAYEY SAdense.o CO CM Q}CO CD TJ 1o'o cf E TJ£ Q" 1 CO CO N- 4 o> 0 "cou In "o c:CD 1) 1 O O _ ^Total Depth = 11'No groundwater EncounteredBackfilled 12-6-2006Lf)d.h- CDCOcr(DT3 ECD•a Q^_ T3 ^sXI TJCD TERRACE DEPOSITS: SILTY SANDCO o Total Depth = 4'No Groundwater EncounteredBackfilled 12-6-2006COd.h- CDCOo "coo E ALLUVIUM: SILTY SAND w/GRAVELCO 0 CO to 'o E 1D) co•D 5"o d •A o^- to TS c 8cm 1 T3 0 t5) ID ^D) CO TJ Q"z CO o o CO o CD Total Depth = 10'Groundwater Encountered @ 10'Backfilled 12-6-2006CLI— m §ou Holguin, Fahan & Associates, Inc. Project ID: Geosoils Data File: SDF(975).cpt CPT Date: 1/2/2007 10:16:00 AM GW During Test: 2.5 ft Page: 1 Sounding ID: CPT-01 Project No: 5247-A-SC Cone/Rig: DSG0408 Depth ft 0.33 0.49 0.66 0.82 0.98 1.15 1.31 1.48 1.64 1.80 1.97 2.13 2.30 2.46 2.62 2.79 2.95 3.12 3.28 3.45 3.61 3.77 3.94 4.10 4.27 4.43 4.59 4.76 4.92 5.09 5.25 5.41 5.58 5.74 5.91 6.07 6.23 6.40 6.56 6.73 6.89 7.05 7.22 7.38 7.55 7.71 7.87 8.04 8.20 8.37 8.53 8.69 8.86 9.02 9.19 9.35 9.51 9.68 9.84 10.01 10.17 10.34 10.50 10.66 qc PS tsf 46.7 61.9 62.9 55.5 56.1 44.7 33.7 24.4 21.5 21.8 22.6 24.7 25.1 25.9 25.2 21.8 18.5 16.2 14.0 14.3 14.6 14.5 15.0 15.3 14.9 15.1 16.7 17.9 17.1 16.3 16.1 16.8 17.2 17.5 17.3 17.1 16.2 16.6 16.5 16.8 17.3 18.4 19.3 18.0 18.9 18.5 17.7 19.1 19.7 20.3 20.2 21.3 21.2 20.5 20.1 19.5 17.9 15.7 14.3 14,9 16.7 18.2 18.3 20.5 qcln qlncs PS PS 74.9 117.0 99.3 147.9 100.9 151.0 88.9 141.9 90.0 133.6 71.8 135:0 54.0 125.8 39.1 34.5 35.0 36.3 39.6 40.2 41.5 40.4 34.9 29.6 26.0 22.5 23,0 23.4 23.2 24.1 24.5 23.9 24.2 26.8 28.8 27.4 26.1 25.9 26.9 27.5 28.0 27.7 27.5 26.0 26.6 26.5 26.9 27.7 29.4 30.9 28.8 30.4 29.7 28.5 30.7 31.6 32.5 32.4 34.2 34.0 32.9 32.2 31.3 28.7 25.2 22.9 23.9 26.7 29.1 29.3 -- 32.8 Slv Stss tsf O.B 1.2 1.3 1.2 1.0 1.1 0.9 1.4 1.8 2.3 2.3 2.2 2.2 2.2 2.1 1.7 1.3 1.0 0.8 0.7 0.8 0.8 0.8 0.9 0.9 0.8 0.9 0.9 0.8 0.7 0.8 0.9 0.9 0.9 1.0 0.9 0.9 1.0 1.0 0.8 0.8 0.9 0.8 0.8 0.9 0.9 1.0 0.9 0.-9 0.9 0.9 0.9 1.0 1.0 0.9 0.8 0.9 1.0 0.7 0.6 0.5 0.7 0.8 0.9 pore prss (psi) 0.5 0,2 0.2 0.2 0.2 0.2 0.2 0.2 0.1 -0.2 0.0 -0.1 0.0-o.i -0.1 -0.9 -2.7 -3.4 -3.5 -2.2 -2.8 -3.4 -3.2 -3.4 -3.2 -3.0 -2.6 -2.3 -2.3 -2.2 -2.1 -1.9 -1.8 -1.8 -1.9 -1.9 -1.8 -1.8 -1.9 -1.8 -1.8 -1.8 -1.8 -1.8 -1.7 -1.7 -1.6 -1.6 -1.6 -1.5 -1.4 -1.3 -1.2 -1.2 -1.2 -1.2 -1.2 -1.3 -1.3 -1.2 -1.2 -1.1 -1.1 -1.0 Fret Material Rato Behavior % Description 1.7 silty SAND to sandy SILT 2.0 silty SAND to sandy SILT 2.1 silty SAND to sandy SILT 2.1 silty SAND to sandy SILT 1.8 silty SAND to sandy SILT 2.4 silty SAND to sandy SILT 2.8 silty SAND to sandy SILT 5.6 silty CLAY to CLAY 8.5 silty CLAY to CLAY 9.9 silty CLAY to CLAY 9.9 silty CLAY to CLAY 9.2 silty CLAY to CLAY 9.0 silty CLAY to CLAY 8.7 silty CLAY to CLAY 8.5 silty CLAY to CLAY 7.9 silty CLAY to CLAY 7.1 silty CLAY to CLAY 6.0 silty CLAY to CLAY 5.8 silty CLAY to CLAY 5.1 silty CLAY to CLAY 5.3 silty CLAY to CLAY 5.4 silty CLAY to CLAY 5.1 silty CLAY to CLAY 5.7 silty CLAY to CLAY 5.9 silty CLAY to CLAY 5.6 silty CLAY to CLAY 5.2 silty CLAY to CLAY 5.1 silty CLAY to CLAY 4.6 silty CLAY to CLAY 4.4 silty CLAY to CLAY 5.0 silty CLAY to CLAY 5.3 silty CLAY to CLAY 5.1 silty CLAY to CLAY 5.5 silty CLAY to CLAY 5.7 silty CLAY to CLAY 5.3 silty CLAY to CLAY 6.0 silty CLAY to CLAY 6.2 silty CLAY to CLAY 6.1 silty CLAY to CLAY 5.1 silty CLAY to CLAY 5.0 silty CLAY to CLAY 4.8 silty CLAY to CLAY - 4.4 silty CLAY to CLAY 4.4 silty CLAY to CLAY 4.7 silty CLAY to CLAY 5.2 silty. CLAY to CLAY 5.5 silty CLAY to CLAY 5.0 silty CLAY to CLAY 4.9 silty CLAY to CLAY' 4.7 silty CLAY to CLAY 4.7 silty CLAY to CLAY 4.3 clayy SILT to silty CLAY 4.9 silty CLAY to CLAY 4.8 silty CLAY to CLAY 4.7 silty CLAY to CLAY 4.3 clayy SILT to silty CLAY 5,2 silty CLAY to CLAY 6.4 silty CLAY to CLAY 5.4 silty CLAY to CLAY 4.1 silty CLAY to CLAY 3.2 clayy SILT to silty CLAY 4.0 clayy SILT to silty CLAY 4.6 silty CLAY to CLAY 4.6 silty CLAY to CLAY Unit Wght pcf 120 120 120 120 120 120 120 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115- 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 . 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 Qc to N 4.0 4.0 4.0 4.0 4.0 4.0 4.0 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 115 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 2.0 1.5 1.5 1.5 2.0 1.5 1.5 1.5 1.5 2.0 2.0 1.5 1.5 SPT R-N1 60% 19 25 25 22 23 18 13 26 23 23 24 26 27 28 27 23 20 17 15 15 16 15 16 16 16 16 18 19 18 17 17 18 18 19 18 18 17 18 18 18 18 20 21 19 20 20 19 20 21 22 22 17 23 22 21 16 19 17 15 16 13 15 20 22 SPT R-N 60% 12 15 16 14 14 11 8 16 14 15 15 16 17 17 17 15 12 11 9 10 10 10 10 10 10 1011 12 11 11 11 11 11 12 12 11 11 11 11 11 12 12 13 12 13 12 12 13 13 14 13 11 14 14 13 10 12 10 10 10 8 9 12 14 Rel Ftn Den. Ang % deg 57 48 67 48 67 48 63 48 64 48 56 48 47 47 - - -- -_ • _ - -_ _ _ _ - -__ _ - -_ _ _ -_ _ -~_ _ _ _ _ _ -_ _ -_ _ _ _ _ -_ _ - - - - - - -_ _ _ _ _ _ - Und Shr tsf _ - -- - -_ 1.6 1.4 1.4 1.5 1.6 1.7 1.7 1.7 1.4 1.2 1.1 0.9 0.9 1.0 1.0 1.0 1.0 1.0 1.0 1.1 1.2 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1i.i 1.2 1.3 1.2 1.2 1.2 1.2 1.3 1.3 1.3 1.3 1.4 1.4 1.3 1.3 1.3 1.2 1.0 0.9 1.0 1.1 1.2 1.2 1.3 Kk 16 16 16 16 16 16 16 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 * Indicates the parameter was calculated using the normalized point stress. The parameters listed above were determined using empirical correlations. A Professional Engineer must determine their suitability for analysis and design. Holguin, Fahan & Associates, Inc. W.O. 5247-A-SC PlateB-12 Holguin, Fahan. & Associates, Inc. Project ID: Geosoils Data File: SDF(975).cpt CPT Date: 1/2/2007 10:16:00 AM GH During Test: 2.5 ft Page: 2 Sounding ID: CPT-01 Project No: 5247-A-SC Cone/Rig: DSG0408 Depth ft 10.83 10.99 11.16 11.32 11.48 11.65 11.81 11.98 12.14 12.30 12.47 12.63 12.80 12.96 13.12 13.29 13.45 13.62 13.78 13.94 14.11 14.27 14.44 14.60 14.76 14.93 15.09 15.26 15.42 15.58 15.75 15.91 16.08 16.24 16.40 16.57 16.73 16.90 17.06 17.23 17.39 17.55 17.72 17.88 18.05 18.21 18.37 18.54 18.70 18.87 19.03 19.19 19.36 19.52 19.69 19.85 20.01 20.18 20.34 20.51 20.67 20.83 21.00 21.16 21.33 <JC PS tsf 21.3 21.4 21.2 22.0 22.8 23.0 23.6 23.2 22.7 22.7 24.0 23.4 22.3 21.5 21.3 22.6 24.3 24.8 24.7 24.1 26.0 25.1 21.6 25.6 25.0 26.3 27.6 28.5 28.8 31.9 30.3 28.7 27.7 26.5 26.1 24.3 22.1 21.7 21.5 20.3 20.4 25.9 20.7 20.3 20.5 20.2 19.6 17.2 16.1 18.3 18.8 18.8 19.7 18.5 18.9 17.4 17.4 18.0 19.1 30.3 21.9 70.0 60.4 97.2 67.3 qcln qlncs PS PS 34.2 34.3 34.1 35.2 36.6 36.9 37.9 37.2 36.3 36.4 38.5 37.5 35.8 34.4 34.2 36.2 38.9 39.8 39.6 38.6 37.6 123.6 36.2 116.2 34.7 36.5 121.0 40.0 42.1 44.2 45.7 46.3 51.1 167.5 48.6 46.1 44.4 42.5 41.0 135.6 39.0 35.5 34.8 34.5 32.5 32.6 34.2 104.6 33.3 32.6 32.8 32.4 31.4 27.6 25.8 29.4 30.1 30.1 . - 31.6 29.7 30.3 27.9 27.9 28.8 30.7 37.4 118.4 35.1 85.8 178.6 73.8 140.8 118.3 177.1 81.6 157.4 Slv Stss tsf 0.9 0.8 0.8 0.8 0.9 0.9 0.9 0.9 0.9 0.9 1.0 0.9 0.9 0.8 0.7 0.8 1.0 1.1 1.2 1.1 0.9 0.8 0.7 0.8 1.0 1.0 1.1 1.3 1.5 1.4 1.4 1.3 1.2 1.0 l.D 0.9 0.8 0.7 0.8 O.B 0.7 0.7 0.8 0.7 0.7 0.7 0.8 0.7 0.7 0.7 0.7 0.7 0.7 0.6 0.5 0.5 0.5 0.6 0.8 0.9 1.2 2.4 1.5 2.3 1.9 pore prss (psi) -1.0 -0.9 -0.9 -0.9 -0.9 -0.8 -0.8 -0.8 -0.7 -0.7 -0.7 -0.6 -0.7 -0.6 -0.5 -0.5 -0.5 -0.4 -0.4 -0.4 -0.4 -0.4 -0.2 -0.2 -0.1 0.0 0.0 0.1 0.2 0.2 0.2 • 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.5 0.5 0.5 0.7 0.7 0.8 0.8 0.8 0.9 0.9 1.0 1.0 1.1 1.1 1.1 -5.1 -8.8 -8.7 -9.1 Fret Material Rato Behavior % Description 4.1 clayy SILT to silty CLAY 3.8 clayy SILT to silty CLAY 3.7 clayy SILT to silty CLAY 3.9 clayy SILT to silty CLAY 4.1 clayy SILT to silty CLAY 4.0 clayy SILT to silty CLAY 4.1 clayy SILT to silty CLAY 3.9 clayy SILT to silty CLAY' 4.2 clayy SILT to silty CLAY 4.1 clayy SILT to silty CLAY 4.2 clayy SILT to silty CLAY 4.0 clayy SILT to silty CLAY 4.2 clayy SILT to silty CLAY 3.8 clayy SILT to silty CLAY 3.6 clayy SILT to silty CLAY 3.9 clayy SILT to silty CLAY 4.4 clayy SILT to silty CLAY 4.5 clayy SILT to silty CLAY 5.0 silty CLAY to CLAY 4.8 silty CLAY to CLAY 3.4 clayy SILT to silty CLAY 3.1 clayy SILT to silty CLAY 3.5 clayy SILT to silty CLAY 3.4 clayy SILT to silty CLAY 4.1 clayy SILT to silty CLAY 4.0 clayy SILT to silty CLAY 4.2 clayy SILT to silty CLAY 4.6 clayy SILT to silty CLAY 5.4 silty CLAY to CLAY 4.7 clayy SILT to silty CLAY 4.9 clayy SILT to silty CLAY 4.5 clayy SILT to silty CLAY 4.4 clayy SILT to silty CLAY 4.0 clayy SILT to silty CLAY 3.8 clayy SILT to silty CLAY 3.8 clayy SILT to silty CLAY 4.0 clayy SILT to silty CLAY 3.6 clayy SILT to silty CLAY 3.9 clayy SILT to silty CLAY 4.1 clayy SILT to silty CLAY 3.5 clayy SILT to silty CLAY 2.7 clayy SILT to silty CLAY 4.1 clayy SILT to silty CLAY 3.5 clayy SILT to silty CLAY 3.6 clayy SILT to silty CLAY 3.7 clayy SILT to silty CLAY 4.4 silty CLAY to CLAY 4.2 silty CLAY to CLAY 4.5 silty CLAY to CLAY 3.9 clayy SILT to silty CLAY 4.2 clayy SILT to silty CLAY 4.0 clayy SILT to silty CLAY 3.9 clayy SILT to silty CLAY 3.4 clayy SILT to silty CLAY 3.0 clayy SILT to silty CLAY 3.2 clayy SILT to silty CLAY 3.1 clayy SILT to silty CLAY 3.7 clayy SILT to silty CLAY 4.3 silty CLAY to CLAY 3.2 clayy SILT to silty CLAY 5.6 silty CLAY to CLAY 3.4 silty SAND to sandy SILT 2.5 silty SAND to sandy SILT 2.4 silty SAND to sandy SILT 2.9 silty SAND to sandy SILT Unit Wght pcf 115 115 US 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 120 120 120 120 Qc to N 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 1.5 1.5 2.0 2.0 .2.0 2.0 2.0 2.0 2.0 2.0 1.5 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 1.5 1.5 1.5 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 1.5 2.0 1.5 4.0 4.0 4.0 4.0 SET R-W1 60% 17 17 17 18 18 18 19 19 18 18 19 19 18 17 17 18 19 20 26 26 19 18 17 18 20 21 22 23 31 26 24 23 22 21 20 20 18 17 17 16 16 17 17 16 16 16 21 18 17 15 15 15 16 15 15 14 14 14 20 19 23 21 18 30 20 SPT Rel Ftn R-N Den Ang 60% % deg 11 - 11 - 11 - 11 - 11 - 11 - 12 - 12 - 11 - 11 - 12 - 12 - 11 - 11 - 11 - • 11 - 12 - 12 - 16 - . - 16 - 13 - 13 - 11 - 13 - 12 - 13 - 14 - 14 - 19 - 16 - 15 - 14 - 14 - 13 - - X3 — — 12 - 11 - 11 - 11 - 10 - 10 - 13 - 10 - 10 - 10 - 10 - 13- ' - 11 - 11 - 9 — — 9 - - 9 — ~ 10 - - 9 — —Q _ _ 9 - - 9 - 9 — — 13 - 15 - 15 - 17 62 41 . 15 57 40 24 73 43 17 60 41 Und Shr tsf 1.4 1.4 1.4 1.4 1.5 1.5 1.5 1.5 1.5 1.5 1.6 1.5 1.5 1.4 1.4 1.5 1.6 1.6 1.6 1.6 1.7 1.6 1.4 1.7 1.6 1.7 1.8 1.9 1.9 2.1 2.0 1.9 1.8 1.7 1.7 1.6 1.4 1.4 1.4 1.3 1.3 1.7 1.3 1.3 1.3 1.3 1.3 1.1 1.0 1.2 1.2 1.2 1.3 1.2 1.2 1.1 1.1 1.2 1.2 2.0 1.4_ _ - - Nk 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 16 16 16 16 * Indicates the parameter was calculated using the normalized point stress. The parameters listed above were determined using empirical correlations. A Professional Engineer must determine their suitability for analysis and design. Holguin, Fahan & Associates, Inc. W.O. 5247-A-SC Plate B-13 Holguin, Fah,an & Associates, Inc. Project ID: Geosoils Data Filet SDF(975).cpt CPT Date: 1/2/2007 10:16:00 AM GW During Test: 2.5 ft Page: 3 Sounding ID: CPT-01 Project No: 5247-A-SC Cone/Rig: DSG0408 Depth ft 21.49 21.55 21.82 21.98 22.15 22.31 22.47 22.64 22.80 22.97 23.13 23.30 23.46 23.62 23.79 23.95 24.12 24.28 24.44 24.61 24.77 24.94 25.10 25.25 25.43 25.59 25.76 25.92 26.08 26.25 26-41 26.58 26.74 26.90 27.07 27.23 27.40 27.56 27.72 27.89 28.05 28.22 28.38 28.54 28.71 28.87 29.04 29.20 29.36 29.53 29.69 29.86 30.02 30.19 30.35 30.51 30.68 30.84 31.01 31.17 31.33 31.50 31.66 31.83 • 31.99 qc PS tsf 16.3 21.9 26.7' 25.8 24.7 25.6 26.5 27.9 28.1 27.9 2S.9 25.8 24.7 22.4 22.0 21.8 23.5 25.3 26.5 28.2 27.8 30.0 32.8 30.5 31.1 32.8 34.6 35. 9 31.2 38.2 34.0 33.8 27.1 31.9 43.7 28.3 28.4 39.3 31.3 45.0 65.8 51.0 49.5 30.3 38.6 73.3 58.5 64.0 69.5 72.8 71.5 56.4 29.9 18.8 18.3 18.1 16.2 20.1 26.4 32.0 43.1 28.1 20.7 37.4 47.0 qcln PS 25.2 29.1 35.2 39.1 37.3 33.3 34.3 41.3 41.2 40.6 37.5 37.2 35.4 31.8 31.1 30.6 29.1 28.9 30.3 32.1 31.5 34.0 37.0 36.8 37.3 39.3 38.6 41.0 40.6 42.2 39.8 37.2 34.5 40.4 47.6 35.4 35.4 42.5 38.5 51.0 70.5 57.3 52.8 36.3 41.0 77.6 61.8 67.4 72.9 76.2 74.6 58.7 34.1 21.4 20.7 20.4 18.2 22.5 29.3 35.3 43.9 30.7 22.5 37.8 47.4 qlncs PS _ -113.9 - - - - - - - -- - - - - - 95.5 94.6 97.9 103.5 111.1 106.7 - - 129.2 114.3 104.0 - 133.0 - 115.0 - - 117.5 - -105.7 - - 176.6 - 153.0 -108.2 123.5 118.4 109.8 100.3 102.6 120.8 130.6 - - - - - - - -136.8 - - 102.7 102.2 Slv Stss tsf 1.9 0.6 0.8 0.9 0.8 0.8 0.9 1.1 1.1 1.0 1.01.1 0.9 0.9 0.7 0.6 0.6 0.6 0.6 0.6 0.7 0.9 0.8 1.0 1.01.1 1.0 0.8 1.4 1.3 1.3 1.0 1.0 1.3 1.1 1.0 1.0 0.9 1.5 2.2 2.6 2.7 1.9 1.7 0.9 1.3 1.2 1.0 0.7 0.8 1.2 1.5 1.2 0.8 0.6 0.5 0.5 1.0 1.4 1.6 1.5 1.1 1.0 0.8 0.9 pore prss (psi) -3.0 -2.1 -1.6 -1.9 -1.6 -1.4 -1.3 -1.2 -1.2 -1.1 -1.0 -0.9 -1.0 -1.1 -1.0 -0.8 -0.5 -0.3 -0.2 0.0 0.1 0.5 1.0 1.1 1.2 1.4 1.5 1.6 1.5 1.8 1.2 1.8 1.9 2.0 1.6 1.1 1.7 1.6 1.8 2.5 1.9 1.2 0.8 0.6 2.3 0.6 0.4 0.4 -1.4 4.4 -1.0 -2.0 -3.9 -3.4 -3.1 -3.1 -3.0 -2.8 -2.7 -2.7 -2.7 -3.3 -3.1 -1.5 -2.5 Fret Material Rato Behavior % Description 9.9 silty CLAY to CLAY 2.9 clayy SILT to silty CLAY 3.0 clayy SILT to silty CLAY 3.7 clayy SILT to silty CLAY 3.4 clayy SILT to silty CLAY 3.4 clayy SILT to silty CLAY 3.6 clayy SILT to silty CLAY 4.2 clayy SILT to silty CLAY 4.1 clayy SILT to silty CLAY 3.8 clayy SILT to silty CLAY 4.1 clayy SILT to silty CLAY 4.3 clayy SILT to silty CLAY 4.0 clayy SILT to silty CLAY 4.5 silty CLAY to CLAY 3.6 clayy SILT to silty CLAY. 2.8 clayy SILT to silty CLAY 2.6 clayy SILT to silty CLAY 2.5 clayy SILT to silty CLAY 2.4 clayy' SILT to silty CLAY 2.4 clayy SILT to silty CLAY 2.7 clayy SILT to silty CLAY 3.0 clayy SILT to silty CLAY 2.6 clayy SILT to silty CLAY 3.6 clayy SILT to silty CLAY 3.5 clayy SILT to silty CLAY 3.5 clayy SILT to silty CLAY 2.9 clayy SILT to silty CLAY 2.3 silty SAND to sandy SILT 4.6 clayy SILT to silty CLAY 3.6 clayy SILT to silty CLAY 4.0 clayy SILT to silty CLAY 3.0 clayy SILT to silty CLAY 3.9 clayy SILT to silty CLAY 4.4 clayy SILT to silty CLAY 2.6 silty SAND to sandy SILT 3.8 clayy SILT to silty CLAY 3.7 clayy SILT to silty CLAY 2.3 silty SAND to sandy SILT 5.2 silty CLAY to CLAY 5.1 clayy SILT to silty CLAY 4.0 clayy SILT to silty CLAY 5.5 clayy SILT to silty CLAY 3.9 clayy SILT to silty CLAY 5.8 silty CLAY to CLAY 2.5 clayy SILT to silty CLAY 1.8 silty SAND to sandy SILT 2.1 silty SAND to sandy SILT 1.6 silty SAND to sandy SILT 1.1 silty SAND to sandy SILT 1.1 clean SAND to silty SAND 1.8 silty SAND to sandy SILT 2.7 silty SAND to sandy SILT 4.3 clayy SILT to silty CLAY 4.8 silty CLAY to CLAY 3.3 silty CLAY to CLAY 3.1 clayy SILT to silty CLAY 3.5 silty CLAY to CLAY 5.3 silty CLAY to CLAY 5.7 silty CLAY to CLAY 5.3 silty CLAY to CLAY 3.6 clayy SILT to silty CLAY 4.0 clayy SILT to silty CLAY 5.4 silty CLAY to CLAY 2.4 clayy SILT to silty CLAY 2.0 silty SAND to sandy SILT Unit Wght pcf 115 115 US 115 115 115 115 115 115 US 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 120 115 115 115 115 115 115 120 115 115 120 115 115 115 115 115 115 115 120 120 120 120 125 120 120 115 115 115 115 115 115 115 115 115 115 115 115 120 QC to N 1.5 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 1.5 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 2.0 4.0 2.0 2.0 4.0 1.5 2.0 2.0 2.0 2.0 1.5 2.0 4.0 4.0 4.0 4.0 5.0 4.0 4.0 2.0 1.5 1.5 2.0 1.5 1.5 1.5 1.5 2.0 2.0 1.5 2.0 4.0 •SPT R-N1 60% 17 15 18 20 19 17 17 21 21 20 19 19 18 21 16 15 15 14 15 16 16 17 18 18 19 20 19 10 20 21 20 19 17 20 12 18 18 11 26 . 25 35 29 26 24 21 19 15 17 18 15 19 15 17 14 14 10 12 15 20 24 22 15 15 19 12 SPT R-H 60% 11 11 13 13 12 13 13 14 14 14 13 13 12 15 11 11 12 13 13 14 14 15 16 15 16 16 17 9 16 19 17 17 14 16 11 14 14 10 21 22 33 25 25 2.0 19 • 18 15 16 17 15 18 14 15 13 12 9 11 13 18 21 22 14 14 19 12 Rel Den % „ - - -_ _ _ - - --_ - - - -__ _ - - -_ _ _ - - 38-_ _ - -_ 43_ _ 39 - -_ -- - - 59 51 54 57 58 57 49_ - -_ -_ _ _ _ _ - - 42 Ftn Ang deg _ - - -_ _ _ _ - -_ _ - - - -_ __ _ _ -_ _ _ _ _ 36_ _ _ _ - - 37_ _ 36 -_ _ _ _ _ - 40 38 39 39 40 39 38_ - -_ _ _ _ _ _ _ -_ 37 Una Me Shr - tsf - 1.0 15 1.4 15 1.7 15 1.7 15 1.6 15 1.7 15 1.7 15 1.8 15 1.8 15 1.8 15 1,7 15 1.7 15 1.6 15 1.4 15 1.4 15 1.4 15 1.5 15 1.6 15 1.7 15 1.8 15 1.8 15 2.0 15 2.1 15 2.0 15 2.0 15 2.1 15 2.3 15 - 16 2.0 15 2.5 15 2.2 15 2.2 15 1.8 15 2.1 • 15 16 1.8 15 1.8 15 16 2.0 15 2.9 15 4.3 15 3.3 15 3.2 15 2.0 15 2.5 15 16 16 16 16 16 16 16 1.9 15 1.2 15 1.2 15 1.1 15 1.0 15 1.3 15 1.7 15 2.1 15 2.8 15 1.8 15 1.3 15 2.4 15 16 * Indicates the parameter was calculated using the normalized point stress. The parameters listed above were determined using empirical correlations. A Professional Engineer must determine their suitability for analysis and design. Holguin, Fahan & Associates, Inc. W.0.5247-A-SC PiateB-14 Holguin, FaJian & Associates, Inc. Project ID: Geosoils Data File: SDF(975).cpt CPT Date: 1/2/2007 10:15:00 AM GW During Test: 2.5 ft Page: 4 Sounding ID: CPT-01 Project No: 5247-A-SC Cone/Rig: DSG0408 Depth ft 32.15 32.32 32.48 32.65 32.81 32.97 33.14 33.30 33,47 33.63 33.79 33.96 34.12 34.29 34.45 34.61 34.78 34.94 35.11 35.27 35.43 35.60 35.76 35.93 36.09 36.26 36,42 36.58 36.75 36.91 37.08 37.24 37.40 37.57 37.73 37.90 38.06 38.22 38.39 38.55 38.72 38.88 39.04 39.21 39.37 39.54 39.70 39.86 '40.03 40.19 40.36 40.52 40.68 40.85 41.01 41.18 41.34 41.50 41.67 41.83 42.00 42.16 42.32 42.49 42.65 qc PS tsf 34.7 26.4 20.3 14.5 11.1 17.2 55.6 59.3 40.9 27.9 27.3 18.2 16.7 14.8 16.6 15.2 18.0 17.8 18.2 32.2 79.4 81.7 55.7 29.2 30.9 51.9 41.2 32.6 24.9 37.1 57.3 74.2 78.2 60.3 37.8 28.7 38.3 47.7 39.3 30.7 40.8 44.3 54.1 46.7 25.4 17.1 23.2 40.0 44.6 60.2 41.7 27.5 20.1 18.5 19.9 19.2 19.6 19.4 21.0 16.9 16.0 16.9 16.5 17.9 17.6 gcln qlncs PS PS 34.9 115.3 28.2 21.5 15.4 11.7 18.1 55.2 146.7 58.7 150.9 41.1 28.7 27.9 18.5 17.0 15.0 16.8 15.3 18.0 17.7 18.1 31.3 76.4 106.6 78.4 99.9 53.3 82.3 28.3 29.8 49.4 126.2 39.1 122.0 31.0 23.6 35.0 53.9 123.0 69.7 115.7 73.3 110.2 56.4 111.8 35.0 26.4 35.2 44.3 103.7 36.4 96.6 27.8 37.6 115.8 40.8 120.3 49.7 104.9 42.8 113.0 22.5 15.1 20.4 35.1 40.5 115.8 54.6 109.6 36.2 23.8 17.3 15.9 17.0 16.3 16.6 16.4 17.7 14.2 13.4 14.1 13.7 14.8 14.5 Slv Stss tsf 1.0 1.0 0.7 0.4 0.6 1.1 1.9 2.01:5 1.0 0.8 0.5 0.3 0.3 0.4 0.5 0.4 0.4 0.7 0.8 0.9 0.7 0.5 1.0 1.3 1.4 1.2 1.0 1.0 1.6 1.4 1.3 1.1 1.2 1.3 1.6 1.1 1.0 0.8 1.2 1.1 1.3 1.0 1.1 0.9 0.6 1.0 1.4 1.2 1.2 1.3 1.0 0.5 0.3 0.4 0.3 0.4 0.4 0.4 0.3 0.4 0.5 0.6 0.6 0.6 pore prss (psi) -3.1 -3.1 -2.7 -2.3 -2.0 -1.6 -1.8 -2.8 -4.0 -4.0 -4.1 -3.8 -3.7 -3.6 -3.4 -3.4 -3.2 -3.0 -1.8 -1.5 -1.5 -1.7 -2.3 -3.3 -2.3 -2.2 -3.5 -3.1 -2.4 -2.2 -2.7 -3.4 -4.3 -5.1 -5.8 -5.5 -5.5 -4.9 -4.9 -4.5 -3.8 -3.8 -3.5 -4.1 -4.6 -4.2 -3.9 -4.0 -3.5 -4.0 -3.9 -2.5 -2.3 -2.1 -2.0 -1.9 -1.9 -1.7 -1.3 -0.9 -0.8 -0.8 -0.7 -0.6 -0.4 Fret Material Rato Behavior % Description 3.1 clayy SILT to silty CLAY 3.9 clayy SILT to silty CLAY 4.0 silty CLAY to CLAY 3.1 silty CLAY to CLAY 6.7 silty CLAY to CLAY 7.3 silty CLAY to CLAY 3.5 clayy SILT to silty CLAY 3.5 clayy SILT to silty CLAY 3.8 clayy SILT to silty CLAY 4.0 clayy SILT to silty CLAY 3.0 clayy SILT to silty CLAY 3.0 clayy SILT to silty CLAY 2.2 clayy SILT to silty CLAY 2.2 clayy SILT to silty CLAY 2.4 clayy SILT to silty CLAY 3.7 silty CLAY to CLAY 2.4 clayy SILT to silty CLAY 2.4 clayy SILT to silty CLAY 4.5 silty CLAY to CLAY 2.8 clayy SILT to silty CLAY 1.2 silty SAND to sandy SILT 0.9 clean SAND to silty SAND .1.0 silty SAND to sandy SILT 3.8 clayy SILT to silty CLAY 4,5 silty CLAY to CLAY 2.9 clayy SILT to silty CLAY 3.2 clayy SILT to silty CLAY 3.1 clayy SILT to silty CLAY 4.3 silty CLAY to CLAY 4.5 silty CLAY to CLAY 2.5 silty SAND to sandy SILT 1.7 silty SAND to sandy SILT 1.4 silty SAND to sandy SILT 2.0 silty SAND to sandy SILT 3.8 clayy SILT to silty CLAY 6.2 silty CLAY to CLAY 3.2 clayy SILT to silty CLAY 2.1 silty SAND to sandy SILT 2.1 silty SAND to sandy SILT 4.3 silty CLAY to CLAY 3.0 clayy SILT to silty .CLAY 3.0 clayy SILT to silty CLAY 2.0 silty SAND to sandy SILT 2.6 clayy SILT to silty CLAY 3.7 silty CLAY to CLAY 4.2 silty CLAY to CLAY 4.7 silty CLAY to CLAY 3.6 clayy SILT to silty CLAY 2.8 clayy SILT to silty CLAY 2.0 silty SAND to sandy SILT 3.3 clayy SILT to silty CLAY 4.1 silty CLAY to CLAY 2.9 clayy SILT to silty CLAY 2.0 clayy SILT to silty CLAY 2.3 clayy SILT to silty CLAY 2.0 clayy SILT to silty CLAY 2.3 clayy SILT to silty CLAY 2.3 clayy SILT to silty CLAY 2.0 clayy SILT to' silty CLAY 2.1 clayy SILT to silty CLAY 2.9 silty CLAY to CLAY 3.6 silty CLAY to CLAY 4.2 silty CLAY to CLAY 3.9 silty CLAY to CLAY 4.3 silty CLAY to CLAY Unit Wght pcf 115 115 115 115 •115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 120 125 120 115 115 115 115 115 115 115 120 120 120 120 115 115 115 120 120 115 115 115 120 115 115 115 115 115 115 120 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 Qc to N 2.0 2.0 1.5 1.5 1.5 1.5 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 1.5 2.0 2.0 1.5 2.0 4.0 5.0 4.0 2.0 . 1.5 2.0 2.0 2.0 1.5 1.5 4.0 4.0 4.0 4.0 2.0 1.5 2.0 4.0 4.0 1.5 2.0 2.0 4.0 2.0 1.5 1.5 1.5 2.0 2.0 4.0 2.0 1.5 2.0 2.0 •2.0 2.0 2.0 2.0 2.0 2.0 1.5 1.5 1.5 1.5 1.5 SPT R-N1 60% 17 14 14 10 8 12 28 29 21 14 14 9 8 7 8 10 9 9 12 16 19 16 13 14 20 25 20 16 16 23 13 17 18 14 17 18 18 11 9 19 19 20 12 21 15 10 14 18 20 14 18 16 9 8 8 8 8 8 9 7 9 9 9 10 10 SPT Rel R-N Den 60% % 17 - 13 - 14 - 10 - 7 - 11 - 28 r- 30 - 20 - 14 - 14 - 9 - 8 - *? — • 10 - 9 - 9 - 12 - 16 - 20 58 16 59 14 46 15 - 21 - 26 - 21 - 16 - 17 - 25 - 14 47 19 55 20 57 15 48 19 - 19 - 19 - 12 40 10 34 20 - 20 - 22 - 14 44 23 - 17 - 11 - 15 - 20 - 22 - 15 47 21 - 18 - 10 - 9 - 10 - 10 - 10 - 10 - 11 - 8 - 11 - 11 - 11 - 12 - 12 - Ftn Dnd Ang Shr deg tsf 2.2 1.7 1.3 0.9 0.7 1.1 3.6 3.9 2.7 1.8 1.8 1.1 1.0 0.9 1.0 0.9 1.1 1.1 1.1 2.1 39 39 37 1.9 2.0 3.4 - - 2.7 2.1 1.6 2.4 37 38 39 37 2.5 1.8 2.5 36 35 2.0 2.6 2.9 36 3.0 1.6 1.1 1.5 2.6 2.9 37 2.7 1.8 1.3 1.2 1.2 1.2 1.2 1.2 1.3 1.0 1.0 1.0 1.0 1.1 1.1 Nk 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 16 16 16 15 15 15 15 15 15 15 16 16 16 16 15 15 15 16 16 15 15 15 16 15 15 15 15 15 15 16 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 * Indicates the parameter was calculated using the normalized point stress. The parameters listed above were determined using empirical correlations. A Professional Engineer must determine their suitability for analysis and design. Holguin, Fahan & Associates, Inc. W.O. 5247-A-SC PlateB-15 Holguin, Fahan & Associates, Inc. Project ID: Geosoils Data File: SDF1975).cpt CPT Date: 1/2/2007 10:16:00 AM GW During Test: 2.5 ft Page: 5 Sounding ID: CPT-01 Project Ho: 5247-A-SC Cone/Rig: DSG0408 Depth, ft 42.82 42.98 43.15 43.31 43.47 43.64 43.80 43.97 44.13 44.29 44.46 44.62 44.79 44.95 45.11 45.28 45.44 45.61 45.77 45.93 46.10 46.26 45.43 46.59 46.75 46.92 47.08 47.25 47.41 47.57 47.74 47.90 48.07 48.23 48.39 48.56 48.72 48.89 49.05 49.22 49.38 49.54 49.71 49.87 50.04 50.20 gc PS tsf 17.6 20.2 24.2 23.0 19.1 18.5 . 19.0 19.3 19.1 19.1 19.0 23.0 29.7 35.9 47.9 55.4 53.3 73.4 87.2 88.5 90.5 87.5 90.4 89.5 93.4 96.0 100.8 104.7 74.3 47.6 33.9 28.2 27.2 27.6 27.8 27.8 36.6 47.2 55.2 51.7 52.6 48.9 101.3 138.5 72.9 49.4 qcln PS •14.5 16.5 19.7 18.7 15.5 14.9 15.3 15.4 15.2 15.2 15.1 18.2 23.4 28.2 37.5 43.2 41.4 62.7 74.4 75.3 77.0 74.3 76.6 75.7 78.9 80". 9 84.8 88.0 62.3 35.3 25.1 20.8 20.0 20.2 20.3 20.3 26.6 34.1 40.6 37.2 37.7 34.9 83.0 113.4 59.5 34.8 qlncs PS - - 133.5 118.0 136.0 160.9 167.0 164.5 153.9 156.2 163.9 164.2 158.6 168.9 - - - - - - - - - - - - - 166.1 194.9 181.5 - Slv Stss tsf 0.8 1.1 1.4 1.3 1.2 1.0 1.1 1.1 1.1 1.1 1.3 1.7 2.4 2.7 3.0 3.1 2.6 1.9 1.4 2.0 2.7 2.9 2.9 2.5 2.6 2.9 2.9 2.7 2.9 2.1 1.7 1.3 1.6 1.5 1.5 1.7 2.0 2.9 3.1 3.3 3.1 2.4 3.0 4.1 3.3 2.4 pore prss (psi) -0.3 -0.3 -0.3 -0.4 0.2 1.1 1.9 2.4 3.0 3.8 4.1 4.8 5.0 4.2 4.8 0.5 -1.9 -1.8 -3.0 -4.5 -5.7 -6.7 -7.0 -7.4 -7.6 -7.7 -8.0 -8.2 -8.5 -8.5 -8.2 -7.8 -7.7 -7.6 -7.5 -7.5 -7.4 -7.3 -7.4 -7.2 -7.1 -7.0 -6.5 -6.8 -6.3 -5.3 Fret Material Rato Behavior % Description 5.6 silty CLAY to CLAY 6.2 silty CLAY to CLAY 6.4 silty CLAY to CLAY 6.5 silty CLAY to CLAY 7.0 Silty CLAY to CLAY 6.4 silty CLAY to CLAY 6.4 silty CLAY to CLAY 6.3 silty CLAY to CLAY 6.7 silty CLAY to CLAY 6.7 silty CLAY to CLAY 7.8 silty CLAY to CLAY 8.3 silty CLAY to CLAY 8.8 silty CLAY to CLAY 8.0 silty CLAY to CLAY 6.6 silty CLAY to CLAY 5.9 silty CLAY to CLAY 5.2 silty CLAY to CLAY 2.6 silty SAND to sandy SILT 1.7 silty SAND to sandy SILT 2.3 silty SAND to sandy SILT 3.1 silty SAND to sandy SILT 3.4 clayy SILT to silty CLAY 3.3 silty SAND to sandy SILT 2.9 silty SAND to sandy SILT 2.9 silty SAND to sandy SILT 3.1 silty SAND to sandy SILT 3.0 silty SAND to sandy SILT 2.7 silty SAND to sandy SILT 4.0 clayy SILT to silty CLAY 4.8 silty CLAY to CLAY 5.3 silty CLAY to CLAY 5.2 silty CLAY to CLAY 6.5 silty CLAY to CLAY 6.2 silty CLAY to CLAY 6.1 silty CLAY to CLAY 6.7 silty CLAY to CLAY 5.8 silty CLAY to CLAY 6.7 silty CLAY to CLAY 5.7 silty CLAY to CLAY 6.8 silty CLAY to CLAY 6.2 silty CLAY to .CLAY 5.3 silty CLAY to ' CLAY 3.1 silty SAND to sandy SILT 3..0 silty SAND to sandy SILT 4.7 clayy SILT to silty CLAY 5.2 silty CLAY to CLAY Onit Wght pcf 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 120 120 120 120 115 120 120 120 120 120 120 115 115 115 115 115 115 115 115 115 115 115 115 115 115 120 120 115 115 Qc to N 1.5 1.5 1.5 1.5 1.5. 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 4.0 4.0 4.0 4.0 2.0 4.0 4.0 4.0 4.0 4.-Q 4.0 2.0 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 4.0 4.0 2.0 1.5 SPT R-N1 . 60% 10 11 ' 13 12 10 10 10 10 10 10 10 12 16 19 25 29 28 16 19 19 19 37 19 19 20 20 21 22 31 24 17 14 13 13 14 14 18 23 27 25 25 23 21 28 30 23 SPT R-N 60% 12 13 16 15 13 12 13 13 13 13 13 15 20 24 32 37 36 18 22 22 23 44 23 22 23 24 25 26 37 32 23 19 18 18 19 19 24 31 37 34 35 33 25 35 36 33 Rel Den % - _ 52 57 58 58_ 58 58 59 60 62 63__ -_ _ _ _ _ _ _ _ _ _ _ 61 71 - - Ftn Ang deg - _ 37 38 38 38_ 38 38 39 39 39 39_ _ _ _ _ -__ _ _ -_ _ _ 39 40_ - Und Kk Shr - tsf - 1.1 15 1.3 15 1.5 15 1.4 15 1.2 15 1.2 15 1.2 15 1.2 15 1.2 15 1.2 15 1.2 15 1.4 15 1.9 15 2.3 15 3.1 15 3.6 15 3.5 15 16 16 16 16 '5.7 15 16 16 16 16 16 16 4.9 15 3.1 15 2.2 15 1.8 15 1.7 15 1.7 15 1.8 15 1.8 15 2.3 15 3.1 15 3.7 15 3.4 15 3.4 15 3.2 15 16 16 4.8 15 3.2 15 * Indicates the parameter was calculated using the normalized point stress. The parameters listed above were determined using empirical correlations. A Professional Engineer must determine their suitability for analysis and design. Holguin, Fahan & Associates, Inc. W.O. 5247-A-SC PlateB-16 Holguin, Fahan & Associates, Inc. Project ID: Geosoils Data Pile: SDF(974).cpt CPT Date: 1/2/2007 8:33:14 AM GW During Test: 2.5 ft Page: 1 Sounding ID: CPT-02 Project No: 5247-A-SC Cone/Rig: DSG040B Depth ft 0.33 0.49 0.66 0.82 0.98 1.15 1.31 1.48 1.64 l.BO 1.97 2.13 2.30 2.46 2.62 2.79 2.95 3.12 3.28 3.45 3.61 3.77 3.94 4.10 4.27 4.43 4.59 4.76 4.92 5.09 5.25 5.41 5.58 5.74 5.91 6.07 6.23 6.40 6.56 6.73 6.89 7.05 7.22 7.38 7.55 7.71 7.87 8.04 8.20 8.37 8.53 8.69 8.86 9.02 9.19 •9.35 9.51 9.68 9.84 10.01 10.17 10.34 10.50 10.66 qc PS tsf 51.4 78.0 70.4 55.8 49.2 46.7 36.2 32.9 30.4 29.6 29.8 31.4 31.1 31.1 29.9 31.1 30.2 25.6 19-1 17.1 16.2 16.5 16.7 16.8 17.2 16.3 16.6 17.3 17.2 15.9 16.0 16.9 17.0 18.0 21.5 22.8 24.8 24.7 23.2 23.9 24.5 22.0 21.5 21.6 20.2 19.5 19.7 19.9 19.9 20.9 21.6 22.2 24.0 24.6 24.2 23.6 23.0 23.1 23.8 22.9 22.4 20.7 20.0 33.3 tic In qlncs PS PS 82.5 14D.6 125.1 174.2 112.9 177.8 89.5 180.8 78.9 196.8 74.8 198.6 58.0 52.8 48.8 47.5 47.8 50.4 49.9 49.9 48.0 49.9 48.4 . - 41.1 30.6 27.4 26.0 26.5 26.7 26.9 27.6 26.2 26.6 27.8 27.6 25.5 25.6 27.1 27.3 28.9 34.5 36.6 39.7 39.6 37.2 38.3 39.3 35.3 34.4 34.6 32.4 31.2 31.5 32-0 31.9 33.5 34.6 35.6 38.5 39.5 38.8 37.8 36.8 37.0 38.1 36.7 36.0 33.1 109.1 32.0 53.3 138.9 -Slv Stss tsf 1.2 1.6 1.8 1.9 2.2 2.2 2.4 2.5 2.6 2.6 2.6 2.5 2.6 2.4 2.5 2.4 2.2 1.8 1.4 1.1 1.0 1.0 0.9 0.9 0.8 0.8 0.8 0.9 0.9 0.8 0.8 0.7 0.6 0.9 1.1 1.4 1.4 1.4 1.4 1.5 1.2 1.0 0.9 0.9 0.9 0.8 0.8 0.8 0.9 1.0 1.0 1.1 1.1 1.2 1.2 1.2 1.1 1.1 1.0 0.9 0.8 0.6 1.0 1.1 pore prss (psi) 0.6 0.2 0.0 0.0 0.0 0.0 -0.1 -0.1 -0.2 -1.0 -2.2 -3.4 -4.0 -5.9 -5.6 -6.1 -6.1 -6.9 -7.3 -7.3 -7.1 -6.6 -6.7 -6.9 -6.8 -6.9 -6.8 -6.8 -6.8 -6.5 -6.4 -6.3 -6.2 -6.1 -5.9 -5.9 -5.9 -5.8 -5.8 -5.8 -5.7 -5.6 -5.4 -5.3 -5.3 -5.2 -5.2 -5.1 -5.1 -5.0 -4.9 -4.8 -4.6 -4.5 -4.5 -4.5 -4.5 -4.4 -4.4 -4.3 -4.3 -4.3 -4.2 -4.3 Fret Material Rato Behavior % Description 2.3 silty SAND to sandy SILT 2.1 silty SAND to sandy SILT 2.6 silty SAND to sandy SILT 3.4 silty SAND to sandy SILT 4.4 clayy SILT to silty CLAY 4.7 clayy SILT to silty CLAY 6.6 silty CLAY to CLAY 7.7 silty CLAY to CLAY 8.6 silty CLAY to CLAY 8.7 silty CLAY to CLAY 8.7 silty CLAY to CLAY 8.1 silty CLAY to CLAY 8.3 silty CLAY to CLAY 7.9 silty CLAY to CLAY 8.4 silty CLAY to CLAY 7.7 silty CLAY to CLAY 7.2 silty CLAY to CLAY 7.0 silty CLAY to CLAY 7.7 silty CLAY to CLAY 6.7 silty CLAY to CLAY 6.1 silty CLAY to CLAY 6.0 silty CLAY to CLAY 5.7 silty CLAY to CLAY 5.5 silty CLAY to CLAY 4.8 silty CLAY to CLAY 4.8 silty CLAY to CLAY 5.2 silty CLAY to CLAY 5.0 silty CLAY to CLAY 5.0 silty CLAY to CLAY 5.0 silty CLAY to CLAY 4.8 silty CLAY to CLAY 4.2 silty CLAY to CLAY 3.9 clayy SILT to silty CLAY 4.9 silty CLAY to CLAY 5.2 silty CLAY to CLAY 6.5 silty CLAY to CLAY 5.9 silty CLAY to CLAY 5.8 silty CLAY to CLAY 6.2 silty CLAY to CLAY 6.2 silty CLAY to CLAY 5.2 silty CLAY to CLAY 4.7 silty CLAY to CLAY 4.3 clayy SILT to silty CLAY 4.3 clayy SILT to silty CLAY 4.3 clayy SILT to silty CLAY 4.2 clayy SILT to silty CLAY 4.3 clayy SILT to silty CLAY 4.3 clayy SILT to silty CLAY 4.6 silty CLAY to CLAY 4.7 silty CLAY to CLAY 4.9 silty CLAY to CLAY 5.0 silty CLAY to CLAY 4.8 silty CLAY to CLAY 4.8 silty CLAY to CLAY 5.1 silty CLAY to CLAY 5.3 silty CLAY to CLAY 5.0 silty CLAY to CLAY 4.8 silty CLAY to CLAY 4.3 clayy SILT to silty CLAY 4.2 clayy SILT to silty CLAY 3.8 clayy SILT to silty CLAY 3.0 clayy SILT to silty CLAY 5.1 silty CLAY to CLAY 3.3 clayy SILT to silty CLAY 0nit Wght pcf 120 120 120 120 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 Qc. to N 4.0 4.0 4.0 4.0 2.0 2.0 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 2.0 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 2.0 2.0 2.0 2.0 2.0 2.0 1.5 1.5 l.S 1.5 1.5 1.5 1.5 1.5 1.5 1.5 2.0 2.0 2.0 2.0 1.5 2.0 SPT R-N1 60% 21 31 28 22 39 37 39 35 33 32 32 34 33 33 32 33 32 27 20 18 17 18 ' 18 18 18 17 18 19 18 17 17 18 14 19 23 24 26 26 25 26 26 24 17 17 16 16 16 16 21 22 23 24 26 26 26 25 25 25 19 18 18 17 21 27 SET Rel Ftn R-H Den Ang 60% % deg 13 61 48 19 74 48 18 71 48 14 63 48 25 - 23 - 24 - 22 - 20 - 20 - 20 - 21 - 21 - 21 - 20 - 21 - 20 - 17 - 13 - 11 - 11 - 11 - 11 - 11 - 11 - 11 - 11 - 12 - 11 - 11 - 11 - 11 - - Q — _ 12 - 14 - 15 - 17 - 16 - 15 - 16 - 16 - 15 - 11 - 11 - 10 - 10 - 10 - 10 - 13 - 14 - 14 - 15 - 16 - 16 - 16 - 16 - 15 - - 15 - 12 - 11 - 11 -' 10 - 13 — — 17 — - 0nd Shr tsf _ -_ -3.3 3.1 2.4 2.2 2.0 2,0 2.0 2.1 2.1 2.1 2.0 2.1 2.0 1.7 1.3 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.0 1.0 1.1 1.1 1.2 1.4 1..5 1.6 1.6 1.5 1.6 1.6 1.5 .1-4 1.4 1.3 1.3 1.3 1.3 1.3 1.4 1.4 1.5 1.6 1.6 1.6 1.6 1.5 1.5 1.6 1.5 1.5 1.4 1.3 2.2 Nfc 16 16 16 16 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 * Indicates the parameter was calculated using the normalized point stress. The parameters listed above were determined using empirical correlations. A Professional Engineer must determine their suitability for analysis and design- Holguin, Fahan & Associates, Inc. W.O. 5247-A-SC PlateB-18 Holgnin, Falian 6 Associates, Inc. Project ID: Geosoils Data File: SDF<974).cpt CPT Date: 1/2/2007 8:33:14 AM GW During Test: 2.5 ft Page: 2 Sounding ID: CPT-02 Project No: 5247-A-SC Cone/Big: DS6040B Depth ft 10.83 10.99 11.16 11.32 11.48 11.65 11.81 11.98 12.14 12.30 12.47 12.63 12.80 12.96 13.12 13.29 13.45 13.62 13.78 13.94 14.11 14.27 14.44 14.60 14.76 14.93 15-09 15-26 15.42 15.58 15.75 15.91 16.08 16.24 16.40 16.57 16.73 16.90 17.06 17.23 17.39 17.55 17.72 17.88 18.05 18.21 18.37 18.54 18.70 18.87 19.03 19.19 19.36 19.52 19.69 19.85 20.01 20.18 20.34 20.51 20.67 20.83 21.00 21.16 21.33 QC PS tsf 20.9 23.4 24.5 25.9 25.3 23.9 23.6 22.8 21.5 20.7 21.2 22.2 22.1 22.3 22.1 21.6 20.8 19.7 20.0 20.7 20.9 20.0 20.7 19.9 20.4 20.6 20.1 19.2 19.2 17.8 18.2 19.4 19.5 19.9 19.3 17.0 16.2 16.3 22.7. 27.5 2B.3 22.9 19.5 20-6 22.1 23.8 24.4 24.0 24.7 24.8 26.9 28.9 30.8 31.7 29.6 27.6 26.0 25.8 27.7 28.0 30.5 32.7 30.8 28.8 27.7 * qcla qlncs PS PS 33.5 37.5 39.3 41.5 40.6 38.4 37.9 36.6 121.6 34.4 114.0 33.2 34.0 35.6 '117.4 35.4 35.8 35.5 34.6 33.3 31.7 32.1 33.1 33.5 32.1 33.2 31.9 32.7 33.0 32.3 30.8 30.7 28.5 29.2 31.2 31.3 32.0 30.9 27.2 26.0 26.2 36.4 44.1 45.4 36.8 31.3 33.0 35.5 38.2 39.1 38.5 39.6 39.8 43.1 46.4 49.4 44.9 41.8 38.7 41.7 41.4 38.3 44.9 41.7 44.6 41.8 45.4 43.2 Slv pore Fret Material 0nit Stss prss Rato Behavior Wghfc tsf (psi) % Description pcf 0.9 -4.1 4.5 silty CLAY to CLAY 115 1.0 -4.0 4.3 clayy SILT to silty CLAY 115 1.2 -3.9 4.9 silty CLAY to CLAY 115 1.1 -3.9 4.6 clayy SILT to silty CLAY 115 1.2 -3.8 4.7 clayy SILT to silty CLAY 115 1.1 -3.7 4.8 silty CLAY to CLAY 115 0.9 -3.5 4.0 clayy SILT to silty CLAY 115 0.8 -3.3 3.4 clayy SILT to silty CLAY 115 0.7 -3.3 3.2 clayy SILT to silty CLAY 115 0.7 -3.2 3.4 clayy SILT to silty CLAY 115 0.7 -3.1 3.6 clayy SILT to silty CLAY 115 0.7 -3.1 3.2 clayy SILT to silty CLAY 115 0.7 -3.0 3.3 clayy SILT to silty CLAY 115 0.8 -2.9 3.5 clayy SILT to silty CLAY 115 0.8 -2.9 3.8 clayy SILT to silty CLAY 115 0.8 -2.8 3.9 clayy SILT to silty CLAY 115 0.8 -2.8 4.0 clayy SILT to silty CLAY 115 0.8 -2.8 4.4 silty CLAY to CLAY 115 0.8 -2.7 4.4 silty CLAY to CLAY 115 0.9 -2.7 4.7 silty CLAY to CLAY 115 0.9 -2.7 4.7 silty CLAY to CLAY • 115 0.8 -2.7 4.4 silty CLAY to CLAY 115 0.8 -2.6 4.0 clayy SILT to silty CLAY 115 0.7 -2.6 3.7 clayy SILT to silty CLAY 115 0.7 -2.5 3.5 clayy SILT to silty CLAY 115 0.7 -2.0 3.6 clayy SILT to silty CLAY 115 0,8 -1.9 4.2 clayy SILT to silty CLAY 115 0.9 -2.0 4.9 silty CLAY to CLAY 115 0.9 -2.0 4.7 silty CLAY to CLAY 115 0.8 -1.9 4.8 silty CLAY to CLAY 115 0.7 -1.9 4.1 clayy SILT to silty CLAY 115 0.7 -1.8 4.0 clayy SILT to silty CLAY 115 0/8 -1.8 4.1 clayy SILT to silty CLAY 115 0.8 -1.8 4.1 clayy SILT to silty CLAY 115 0.8 -1.8 4.2 clayy SILT to silty CLAY 115 0.7 -1.8 4.4 silty CLAY to CLAY 115 0.7 -1.8 4.5 silty CLAY to CLAY 115 0.7 -1.7 4.7 silty CLAY to CLAY 115 1.1 -1.6 5.1 silty CLAY to CLAY 115 1.4 -1.7 5.2 silty CLAY to CLAY 115 1.5 -2.0 5.4 silty CLAY to CLAY 115 1.1 -2.0 5.0 silty CLAY to CLAY 115 0.9 -2.0 5.0 silty CLAY to CLAY 115 0.8 -1.9 4.1 clayy SILT to silty CLAY 115 0.9 -1.8 4.1 Clayy SILT to silty CLAY 115 0.9 -1.7 4.Q clayy SILT to silty CLAY 115 1.0 -1.5 4.3 clayy SILT to silty CLAY 115 1.0 -1.4 4.4 clayy SILT to silty CLAY 115 1.0 -1.3 4.1 clayy SILT to silty CLAY 115 1.0 -1.2 4.3 clayy SILT to silty CLAY 115 1.1 -1.1 4.3 clayy SILT to silty CLAY 115 1.2 -1.0 4.5 clayy SILT to silty CLAY 115 1.4 -0.9 4.6 clayy SILT to silty CLAY 115 1.3 -0.8 4.3 clayy SILT to silty CLAY 115 1.2 -0.8- 4.1 clayy SILT to silty CLAY 115 1.1 -0.7 4.0 clayy SILT to silty CLAY 115 1.1 -0.7 4.5 clayy SILT to silty CLAY 115 1.1 -0.7 4.4 clayy SILT to silty CLAY 115 0.9 -0.6 3.6 clayy SILT to silty CLAY 115 1.1 -0.5 4.2 clayy SILT to silty CLAY 115 1.2 -0.4 4.2 clayy SILT to silty CLAY 115 1.4 -0.3 4.4 clayy SILT to silty CLAY 115 1.3 -0.3 4.5 clayy SILT to silty CLAY 115 1.3 -0.2 4.8 clayy SILT to silty CLAY 115 1.2 -0.2 4.6 clayy SILT to silty CLAY 115 Qc SPT to R-N1 N 60% 1.5 22 2.0 19 1.5 26 2.0 21 2.0 20 1.5 26 2.0 19 2.0 18 2.0 17 2.0 17 2.0 17 2.0 18 2.0 18 2.0 18 2.0 18 2.0 17 2.0 17 1.5 21 1.5 21 1.5 22 1.5 22 1.5 21 2.0 17 2.0 16 2.0 16 2.0 16 2.0 16 1.5 21 1.5 20 1.5 19 2.0 15 2.0 16 2.0 16 2.0 16 2.0 • 15 1.5 18 1.5 17 1.5 17 1.5 24 1.5 29 1.5 30 1.5 25 1.5 21 2.0 17 2.0 18 2.0 19 2.0 20 2.0 19 2.0 20 2.0 20 2.0 22 2.0 23 2.0 25 2.0 22 2.0 21 2.0 19 2.0 21 2.0 21 2.0 19 2.0 22 2.0 21 2.0 22 2.0 21 2.0 23 2.0 22 SPT Rel Ftn R-N Den Ang 60% % deg 14 - 12 - 16 - 13 - 13 - 16 - 12 - 11 - 11 — —10 - 11 - 11 - 11 - 11 - 11 - 11 — — 10 - 13 - 13 - 14 - 14 - 13 - 10 - 10 - 10 - 10 - 10 - 13 - 13 - 12 -Q _ _ 10 - 10 - 10 - 10 -11 -11 -11 - 15 - 18 - 19 - 15 - 13 - 10 - 11 - 12 - 12 - 12 - - 1 *5 — _ 12 - 13 - 14 - 15 - 16 - 15 - 14 - 13 - 13 - 14 - 14 - 15 - 16 - 15 - 14 - 14 - Ond Nk Shr - tsf - 1.4 15 1.5 15 1.6 15 1.7 15 1.7 15 1.6 15 1.5 15 1.5 15 1.4 15 1.4 15 1.4 15 1.5 15 1.4 15 1.5 15 1.4 15 1.4 15 1.4 15 1.3 15 1.3 15 1.3 15 1.4 15 1.3 15 1.3 15 1.3 15 1.3 15 1.3 IS 1.3 15 1.2 15 1.2 15 1.2 15 1.2 15 1.3 15 1.3 15 1.3 15 1.2 15 1.1 15 1.0 15 1.1 15 1.5 15 1.8 15 1.9 15 1.5 15 1.3 15 1.3 15 1.4 15 1.6 15 1.6 15 1.6 15 1.6 15 1.6 15 1.8 15 1.9 15 2.0 15 2.1 15 1.9 15 1.8 15 1.7 15 1.7 15 1.8 15 1.8 15 2.0 15 2.1 15 2.0 15 1.9 15 1.8 15 £j * Indicates the parameter was calculated using the normalized point stress. The parameters listed above were determined using empirical correlations. A Professional Engineer nsust determine their suitability for analysis and design.Holguin, Fahan & Associates, Inc. W.0.5247-A-SC PlateB-19 Holguin, Falian & Associates, Inc. Project ID: Geosoils Data File: SDF(974).cpt CPT Date: 1/2/2007 8:33:14 AM GW During Test: 2.5 ft Page: 3 Sounding ID: CPT-02 Project No: 5247-A-SC Cone/Rig: DSG0408 Depth ft 21.49 21.65 21.82 21.98 22.15 22.31 22.47 22.64 22.80 22.97 23.13 23.30 23.46 23.62 23.79 23.95 24.12 24.28 24.44 24.61 24.77 24.94 25.10 25.26 25.43 25.59 25.76 25.92 26.08 26.25 26.41 26.58 26.74 26.90 27.07 27.23 27.40 27.56 27.72 :>27.89 28.05 28.22 28.38 28.54 28.71 28.87 29.04 29.20 29.36 29.53 29.69 29.86 30.02 30.3,9 30.35 30.51 30.68 30.84 31.01 31.17 31-33 31.50 31.66 31.83 31.99 qc PS tsf 27.7 26.5 26.4 25.9 26.5 24.6 23.3 22.8 22.9 22.2 21.8 20.9 20.8 21.6 22.3 25.1 30.1 22.2 22.6 23.4 23.0 23.2 22.0 21.3 21.4 20.5 23.5 66.8 69.5 56.0 42.3 56.4 66.0 59.6 38.5 23.3 19.5 42.6 39.3 21.9 19.6 19.5 19.1 18.5 18.3 20.4 18.7 19.6 24.3 18.4 19.0 24.0 20.9 18.4 18.5 18.6 20.4 22.0 19.8 20.0 29.5 53.8 46.2 26.4 17.9 qcln glncs PS PS 43.0 40.9 40.4 39.3 40.1 37.0 34.7 33.9 33.8 32.5 31.7 30.2 29.9 30.8 31.7 35.4 42.2 30.9 31.3 32.3 31.6 31.6 29.8 28.6 28.6 27.2 31.1 74.4 161.2 77.1 183.7 62.0 173.8 54.7 62.1 138.6 72.5 140.4 65.2 140.6 42.0 136.4 29.2 24.3 46.1 152.3 48.5 ? f\ 9 — 24.0 23.6 23.1 22.3 21.9 24.3 22.1 23.1 28.5 21.5 22.0 27.7 24.1 21.1 21.0 21.1 23.0 24.7 22-1 22.2 32.6 54.8 156.1 47.0 148.4 28.8 19.4 Slv Stss tsf 1.2 1.1 1.2 1.1 1.2 1.1 1.0 0.8 0.7 0.8 0.9 1.0 1.0 1.01.1 1.4 1.2 1.2 1.0 1.0 1.0 1.0 1.0 0.8 0.7 0.8 1.7 2.1 2.7 2.3 2.4 1.6 1.6 1.6 1.4 0.9 1.3 1.7 1.8 1.4 0.9 0.8 0.8 0.7 0.8 0.8 0.9 1-0 0.9 0.9 1.0 1.1 1.0 0.8 0.8 1-0 1.0 1.0 1.1 1.4 1.7 2.0 1.8 1.5 1.0 pore prss (psi) -0.1 -0.1 0.0 0.0 0.1 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.5 0.0 0.3 0.3 0-4 0.7 0.7 0.8 0.9 1.0 1.0 1.3 -0.6 -4.3 -5.1 -4.7 -5.0 -5.0 -5.5 -5.2 -4.8 -4.5 -4.5 -4.5 -4.3 -4.1 -4.1 -4.0 -3.9 -3.9 -3.9 -3.8 -3.8 -3.7 -3.6 -3.5 -3.6 -3.5 -3.4 -3.4 -3.3 -3.3 -3-2 -3.1 -3.0 -2.5 -2.9 -3.8 -3.7 Fret Material Rato Behavior % Description 4.4 clayy' SILT to silty CLAY 4.4 clayy SILT to silty CLAY 4.6 clayy SILT to silty CLAY 4.5 clayy SILT to silty CLAY 4 . 8 silty CLAY to CLAY 4.5 clayy SILT to silty CLAY 4.4 clayy SILT to silty CLAY 3.8 clayy SILT to silty CLAY 3.4 clayy SILT to silty CLAY 3.6 clayy SILT to silty CLAY 4.4 silty CLAY to CLAY 4.9 silty CLAY to CLAY .5.1 silty CLAY to CLAY 5.0 silty CLAY to CLAY 5.1 silty CLAY to CLAY 5.9 silty CLAY to CLAY 4.3 clayy SILT to silty CLAY 6.0 silty CLAY to CLAY 4.5 silty CLAY to CLAY 4.7 silty CLAY to CLAY 4.7 silty CLAY to CLAY 4.6 silty CLAY to CLAY 4.8 silty CLAY to CLAY 4.2 silty CLAY to CLAY 3.6 clayy SILT to silty CLAY 4.0 clayy SILT to silty CLAY 7.7 silty CLAY to CLAY 3.2 silty SAND to sandy SILT 4.0 clayy SILT to silty CLAY 4.3 clayy SILT to silty CLAY 5.9 silty CLAY to CLAY 2.9 silty SAND to sandy SILT 2.6 silty SAND to sandy SILT 2 . 8 silty SAND to sandy SILT 3.7 'clayy SILT to silty CLAY 4.3 silty CLAY to CLAY 7.1 silty CLAY to CLAY 4.3 clayy SILT to silty CLAY 4.7 clayy SILT to silty CLAY 6.7 silty CLAY to CLAY 4.8 silty CLAY to CLAY 4.7 silty CLAY to CLAY 4.7 silty CLAY to CLAY 4.2 silty CLAY to CLAY 4.8 silty CLAY to CLAY 4.2 silty CLAY to CLAY 5.3 silty CLAY to CLAY 5.8 silty CLAY to CLAY 4.0 clayy SILT to silty CLAY 5.1 silty CLAY to CLAY 5.5 silty CLAY to CLAY 5.0 silty CLAY to CLAY 5-4 silty CLAY to CLAY 5.0 silty CLAY to CLAY 4.5 silty CLAY to CLAY 5.7 silty CLAY to CLAY 5.5 silty CLAY to CLAY 4.9 silty CLAY to CLAY 5.9 silty CLAY to CLAY 7.6 silty CLAY to CLAY 6.2 silty CLAY to CLAY 3.9 clayy SILT to silty CLAY 4.0 clayy SILT to silty CLAY 6.0 silty CLAY to CLAY 6.5 silty CLAY to CLAY Unit Wght pcf 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 120 115 115 115 120 120 120 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 Qc to N 2.0 2.0 2.0 2.0 1.5 2.0 2.0 2.0 2.0 2.0 1.5 1.5 1.5 1.5 1.5 1.5 2.0 1.5 1.5 1.5 1.5 1.5 1.5 1.5 2.0 2.0 1.5 4.0 2.0 2.0 1.5 4.0 4.0 4.0 2.0 1.5 1.5 2.0 2.0 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 2.0 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 2.0 2.0 1.5 1.5 SPT R-N1 60% 22 20 20 20 27 18 17 17 17 16 21 20 20 21 21 24 21 21 21 22 21 21 20 19 14 14 21 19 39 31 36 16 18 16 21 19 16 23 24 18 16 16 15 15 15 16 15 15 14 14 15 18 16 14 14 14 15 16 15 15 22 27 23 19 13 SPT Rel R-N Den 60% % 14 - 13 - 13 - 13 - 18 - 12 - 12 - 11 - 11 - 11 - 15 - 14 - 14 - 14 - 15 - 17 - 15 - 15 - 15 - 16 - 15 - 15 - 15 - 14 - 11 - 10 - 16 - 17 57 35 - 28 - 28 - 14 51 17 56 15 53 19 - 16 - 13 - 21 - 20 - 15 - 13 - 13 - 13 -' 12 - 12 - 14 - 12 - 13 - 12 - 12 - 13 - 16 - 14 - 12 - 12 - 12 - 14 - 15 - 13 - 13 - 20 - 27 - 23 - 18 - 12 - Ftn Ang deg „ -_ _ _ - -_ - --_ __ _ _ _ -_ _ __ -_ _ -_ 40_ _ _ 39 40 39_ __ _ --_ _ ~_ -_ -_ _' .,_ _ _ _ -_ _ __ __ _ _ _ - TJnd Shr tsf 1.8 1.7 1.7 1.7 1.7 1.6 1.5 1.5 1.5 1.4 1.4 1.3 1.3 1.4 1.4 1.6 2.0 1.4 1.5 1.5 1.5 1.5 1.4 1.4 1.4 1.3 1.5_ 4.6 3.7 2.8_ _ _ 2.5 1.5 1.2 2.8 2.6 1.4 1.3 1.2 1.2 1.2 1.2 1.3 1.2 1.2 1.6 1.2 1.2 1.5 1.3 1.2 1.2 1.2 1.3 1.4 1-3 1.3 1.9 3.5 3.0 1.7 1.1 Mk 15 15 15 15 ' 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 16 15 15 15 16 16 16 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 * Indicates the parameter was calculated using the normalized point stress. The parameters listed above were determined using empirical correlations. A Professional Engineer must determine their suitability for analysis and design. Holguin, Fahan & Associates, Inc. W.O. 5247-A-SC Plate B.20 Holguin, Fah.an & Associates, Inc. Project ID: Geosoils Data File: SDF(974}.cpt CPT Date: 1/2/2007 8:33:14 AM GW During Test: 2.5 ft Page: 4 Sounding ID: CPT-02 Project No: 5247-A-SC Cone/Rig: DSG0408 Depth ft 32.15 32.32 32.48 32.65 32.81 32.97 33.14 33.30 33.47 33.63 33.79 33.96 34.12 34.29 34.45 34.51 34.78 34.94 35.11 35.27 35.43 35.60 35.76 35.93 36.09 36.26 36.42 36.58 36.75 36.91 37.08 37.24 37.40 37.57 37.73 37.90 38.06 38.22 38.39 38.55 38.72 38.88 39.04 39.21 39.37 39.54 39.70 39.86 40.03 40. .19 40.36 40.52 40.68 40.85 41.01 41.18 41.34 41.50 41.67 41.83 42.00 42.16 42.32 42.49 42.65 qc PS tsf 17.6 20.2 19.5 18.5 18.8 18.5 18.4 21.1 34.4 39.7 49.4 33.3 21.0 22.3 31.9 29.9 18.1 14.4 14.5 14.2 25.2 29. & 24.6 18.2 23.1 19.9 18.0 16.9 16.4 16.5 17.7 23.3 18.0 16.2 18.4 34.0 29.7 32.0 53.3 67.5 65.8 65.9 59.4 35.2 29.5 48.4 52.3 57.9 74.6 71.0 60.5 62.1 60.4 44.8 44.2 57.4 65.3 64.4 48.0 32.1 21.8 47.3 70.4 64.7 41.8 qcln PS 19.0 21.7 20.9 19.7 20.0 19.5 19.3 22.0 35.8 39.2 48.7 34.1 21.5 22.7 32.3 30.2 18.2 14.4 14.4 14.1 24.8 29.3 24.1 17.8 22.4 19.3 17.4 16.2 15.7 15.7 16.8 21.9 16.9 15.2 17.2 31.6 27.4 29.4 49.5 62.7 61.0 60.9 54.8 31.6 26.4 44.4 47.9 52.9 68.0 64.6 54.9 56.2 54.6 38.7 38.0 51.6 58.6 57.7 40.7 27.1 18.3 42.1 62.5 57.3 34.6 qln.cs PS _ - - - - - - - - 126.8 113.4 - - - - - - - - - - - - - - - - - -- - - - - - - - - 152.1 132.8 112.2 105.0 139.1 - - 123.2 146.0 121.5 122.8 133.8 118.9 122.1 112.1 - - 127.8 129.3 148.2 - - - 115.0 106.1 129.7 - Slv Stss tsf 0.7 0.6 0.6 0.6 0.7 0.8 0.9 1.0 1.3 1.3 1.1 1.1 1.2 1.4 1.6 1.6 1.0 0.6 0.4 0.9 1.3 1.5 1.2 0.9 0.8 0.7 0.7 0.6 0.6 0.6 0.7 0.8 0.8 0.7 1.0 1.7 1.7 2.1 2.0 1.7 1.2 1.0 1.8 1.5 1.7 1.4 1.9 1.4 1.5 1.8 1.4 1.4 1.2 1.6 1.5 1.6 1.6 2.1 1.9 1.6 1.2 1.2 1.1 1.7 1.9 pore prss (psi) -3.5 -3.4 -3.4 -3.3 -3.2 -3.2 -3.2 -3.1 -3.0 -3.2 -2.8 -3.2 -2.9 -2.8 -2.6 -2.6 -2.8 -2.6 -2.5 -2.5 -2.3 -2.3 -2.2 -2.0 -1-7 -1.7 -1.5 -1.3 -1.3 -1.2 -1.1 -1.0 -1.0 -0.9 -0.7 -0.6 0.9 1.2 1.2 0.7 0.8 1.9 0.1 0.8 1.4 1.6 0.1 -0.2 -1.7 -0.9 0.9 1.7 1.6 3.1 3.8 1.7 0.2 1.1 -1.9 -2.6 -2,3 -1.7 -2.1 -3.9 -3.7 Fret Material Rato Behavior % Description 4.2 silty CLAY to CLAY 3.4 clayy SILT to silty CLAY 3.4 silty CLAY to CLAY 3.7 silty CLAY to CLAY 4.1 silty CLAY to CLAY 4.6 silty CLAY to CLAY 5.5 silty CLAY to CLAY 5.0 silty CLAY to CLAY 4.1 clayy SILT to silty CLAY 3.4 clayy SILT to silty CLAY 2.4 silty SAND to sandy SILT 3.6 clayy SILT to silty CLAY 6.5 silty CLAY to CLAY 7.0 silty CLAY to CLAY 5.3 silty CLAY to CLAY 5.7 silty CLAY to CLAY 6.4 silty CLAY to CLAY 5.0 silty CLAY to CLAY 3.5 silty CLAY to CLAY 7.4 silty CLAY to CLAY 5.6 silty CLAY to CLAY 5.5 silty CLAY to CLAY 5.3 silty CLAY to CLAY 5.6 silty CLAY to CLAY 3.6 silty CLAY to CLAY 4.1 Bilty CLAY to CLAY 4.4 silty CLAY to CLAY 4.1 silty CLAY to CLAY 4.0 silty CLAY to CLAY 4.3 silty CLAY to CLAY 4.6 silty CLAY to CLAY 3.7 silty CLAY to CLAY 5.1 silty CLAY to CLAY 5.1 silty CLAY to CLAY 6.2 silty CLAY to CLAY 5.4 silty CLAY to CLAY 6.2 silty CLAY to CLAY 7.2 silty CLAY to CLAY 4.0 clayy SILT to silty CLAY 2.6 silty SAND to sandy SILT 1.9 silty SAND to sandy SILT 1.6 silty SAND to sandy SILT 3.2 clayy SILT to silty CLAY 4.6 silty CLAY to CLAY 6.2 silty CLAY to CLAY 3.0 clayy SILT to silty CLAY 3.8 clayy SILT to silty CLAY 2.5 silty SAND to sandy SILT 2.1 silty SAND to sandy SILT 2.6 silty SAND to sandy SILT 2.3 silty SAND to sandy SILT 2.4 silty SAND to sandy SILT 2.1 silty SAND to sandy SILT 3.8 clayy SILT to silty CLAY 3.5 clayy SILT to silty CLAY 2.8 clayy SILT to silty CLAY 2.6 silty SAND to sandy SILT 3.4 clayy SILT to silty CLAY 4.2 clayy SILT to silty CLAY 5.5 silty CLAY to CLAY 6.0 silty CLAY to CLAY 2.7 clayy SILT to silty CLAY 1.6 silty SAND to sandy SILT 2.7 silty SAND to sandy SILT 4.9 silty CLAY to CLAY Unit Wght pcf 115 115 115 115 115 115 115 115 115 115 120 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 120 120 120 115 115 115 115 115 120 120 120 120 120 120 115 115 115 120 115 115 115 115 115 120 120 115 Qc to N 1.5 2.0 1.5 1.5 1.5 1.5 1.5 1.5 2.0 2.0 4.0 2.0 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 2.0 4.0 4.0 4.0 2.0 1.5 1.5 2.0 2.0 4.0 4.0 4.0 4.0 4.0 4.0 2.0 2.0 2-0 4.0 2.0 2.0 1.5 1.5 2.0 4.0 4.0 1.5 SPT R-N1 60% 13 11 14 13 13 13 13 15 18 20 12 17 14 15 22 20 12 10 10 9 17 20 16 12 15 13 12 11 10 10 11 15ii 1011 21 18 20 25 16 15 15 27 21 18 22 24 13 17 16 14 14 14 19 19 26 .15 29 20 18 12 21 16 14 23 SPT R-N 60% 12 10 13 12 13 12 12 14 17 20 12 17 14 15 21 20 12 10 10 9 17 20 16 12 15 13 12 11 11 11 12 16 12 11 12 23 20 21 27 17 16 16 30 23 20 24 26 14 19 18 15 16 15 22 22 29 16 32 24 21 15 24 18 16 28 Rel Den % _ _ _ __ _ -_ _ - 43_ _ - -_ _ _ _ - -_ _ - - -_ _ - - -_ _ _ - -_ _ - 52 51 51_ - - -_ 46 54 53 47 48 47 -__ 49-_ __ _ 51 49 - Ftn Ancf deg __ _ _ _ _ _ -_ _ 37_ _ _ _ _ _ _ _ _ -_ ' __ _ _ _ _ _ - -_ _ _ -_ _ __ 38 38 38_ _ - - _ 37 38 38 37 37 37_ __ 37_ _ _ _ _ 38 37 - Und Nk Shr - tsf - 1.1 15 1.3 15 1.2 15 1.2 15 1.2 15 1.2 15 1.2 15 1.3 15 2.2 15 2.6 15 16 2.2 15 1.3 15 1.4 15 2.1 15 1.9 15 1.1 15 0.9 15 0.9 15 0.9 15 1.6 15 1.9 15 1.6 15 1.1 15 1.5 15 1.3 15 1.1 15 1.1 15 1.0 15 1.0 15 1.1 15 1.5 15 1.1 15 1.0 15 1.2 15 2.2 15 1.9 15 2.1 15 3.5 15 16 16 16 3.9 15 2.3 15 1.9 15 3.2 15 3.4 15 16 16 16 16 16 16 2.9 15 2.9 15 3.7 15 16 4.2 15 3.1 15 2.1 15 1.4 15 3.1 15 16 16 2.7 15 * Indicates the parameter was calculated using the normalized point stress. The parameters listed above were determined using empirical correlations. A Professional Engineer must determine their suitability for analysis and design. Holgruin, Fahan & Associates, Inc. W.O. 5247-A-SC Plate B-21 Holgruin, Fahan & Associates, Inc. Project ID: Geosoils Data File: SDF(974).cpt CPT Date: 1/2/2007 8:33:14 AM GW During Test: 2.5 ft Page: 5 Sounding ID: CPT-02 Project No: 5247-A-SC Cone/Rig: DSG0408 Depth ft 42.82 42.98 43.15 43.31 43.47 43.64 43.80 43.97 44.13 44.29 44.46 44.62 44.79 44.95 45.11 45.28 45.44 45.61 45.77 45.93 46.10 46.26 46.43 46.59 46.75 46.92 47.08 47.25 47.41 47.57 47.74 47.90 48.07 48.23 48-39 48.56 48.72 48.89 49.05 49.22 49.38 49.54 49.71 49.87 50.04 50.20 qc PS tsf 42.4 29.9 39.6 29.8 24.2 20.1 19.6 21.0 25.6 47.9 64.7 58.8 52.5 58.5 57.3 53.6 72.1 50.0 37.1 48.4 40.2 25.4 33.0 38.1 34.0 38.5 40.2 . 29.5 36.7 27.5 35.0 26.0 17.1 17.5 15.9 17.1 19.8 18.1 26:1 21.4 17.9 38.7 22.0 16.9 13.1 11.0 qcln qln.cs PS PS 35.0 24.6 34.8 106.4 24.3 19.7 16.3 - . 15.8 16.9 20.6 38.3 56.1 167.9 46.7 41.5 46.2 49.3 135.7 46.1 94.7 61.9 88.3 42.9 111.6 28.8 41.3 110.3 30.9 19.5 25.2 29.1 25.8 29.1 . 30.3 22.2 27.5 20.6 26.1 19.3 12.7 12.9 11.7 12.5 14.5 13.2 18.9 15.5 12.9 27.9 15.8 12.1 9.3 7.8 Slv Stss tsf 1.7 1.4 1.0 1.1 0.8 0.7 0.6 0.8 1.3 2.4 2.7 3.3 2.8 2.5 1.8 0.9 0.7 1.2 1.0 1.1 1.3 1.4 1.4 1.5 2.0 2.0 1.9 1.9 1.6 1.5 1.2 1.0 0.8 0.4 0.5 0.6 0.7 0.9 1.0 0.9 0.9 1.1 1.0 0.7 0.5 0.4 pore prss (psi) -2.4 -2.4 -2.0 -2.4 -1.8 -1.2 -0.9 -0.8 -0.5 0.2 0.1 -1.4 -1.7 -3.0 -3.4 -3.2 -3.1 -2.9 -1.9 -1.4 -0.9 -2.1 -1.3 -1.8 -1.3 -1.1 -1.0 -1.6 -1.2 -1.9 -1.9 -1.7 -0.9 -0.6 -0.5 -0.4 -0.1 0.4 0.7 0.7 0.7 0.6 0.3 0.8 0.9 1.3 Fret Material Rato Behavior % Description 4.4 clayy SILT to silty CLAY 4.9 silty CLAY to CLAY 2.6 clayy SILT to silty CLAY 4.0 silty CLAY to CLAY 3.9 silty CLAY to CLAY 4.0 silty CLAY to CLAY 3.5 silty CLAY to CLAY 4.1 silty CLAY to CLAY 5.5 silty CLAY to CLAY 5.2 silty CLAY to CLAY 4.3 clayy SILT to silty CLAY 5.9 silty CLAY to CLAY 5.7 silty CLAY to CLAY 4.5 clayy SILT to silty CLAY 3.3 clayy SILT to silty CLAY 1.7 silty SAND to sandy SILT 1.0 silty SAND to sandy SILT 2.5 silty SAND to sandy SILT 2.9 clayy SILT to silty CLAY 2.5 clayy SILT to silty CLAY 3.5 clayy SILT to silty CLAY 6.3 silty CLAY to CLAY 4.6 silty CLAY to CLAY 4.4 silty CLAY to CLAY 6.4 silty CLAY to CLAY 5.5 silty CLAY to CLAY 5.0 silty CLAY to CLAY 7.3 silty CLAY to CLAY 4.8 silty CLAY to CLAY 6.2 silty CLAY to CLAY 3.8 clayy SILT to silty CLAY 4.3 silty CLAY to CLAY 5.3 silty CLAY to CLAY 3.0 silty CLAY to CLAY 3.5 silty CLAY to CLAY 4.2 silty CLAY to CLAY 3.9 silty CLAY to CLAY 5.9 silty CLAY to CLAY 4.4 silty CLAY to CLAY 4.7 silty CLAY to CLAY 5.9 silty CLAY to CLAY 2.9 clayy SILT to silty CLAY 5.3 silty CLAY to CLAY 4.6 silty CLAY to CLAY 5 . 1 silty CLAY to CLAY 4.B silty CLAY to CLAY Unit Wght pcf 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 120 120 120 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 Qc to ! N 2.0 1.5 2.0 1.5 1.5 1.5 1.5 1.5 1.5 1.5 2.0 1.5 1.5 2.0 2.0 4.0 4.0 4.0 2.0 2.0 2.0 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 2.0 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 2.0 1.5 1.5 1.5 1.5 SPT 8.-N1 60% 17 16 17 16 13 11 11 11 14 26 28 31 28 23 25 12 15 11 14 21 15 13 17 19 17 19 20 15 18 14 13 13 8 9 8 8 10 9 13 10 9 14 11 8 6 5 SPT R-N 60% 21 20 20 20 16 13 13 14 17 32 32 39 35 29 29 13 18 13 19 24 20 17 22 25 23 26 27 20 24 18 18 17 '11 12 11 11 13 12 17 14 12 19 15 11 9 7 Rel Ptn Den Ang % deg — _ -_ _ - -_ _ - -_ _ - - - - -41 36 51 37 39 35- - - - - -_ _ _ _ _ _ - - -_ -_ _ _ - -_ _ _ -_ -_ _ _ - Und Shr tsf 2.7 1.9 2.6 1.9 1.5 1.3 1.2 1.3 1.6 3.1 4.2 3.8 3.4 3.8 3.7_ _ - 2.4 3.1 2.6 1.6 2.1 2.5 2.2 2.5 2.6 1.9 2.4 1.7 2.2 1.6 1.0 1.1 1.0 1.0 1.2 1.1 1.6 1.3 1.1 2.5 1.4 1.0 0.8 0.6 Me 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 16 16 16 IS 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 * Indicates the parameter was calculated using the normalized point stress. The parameters listed above were determined using empirical correlations. A Professional Engineer must determine their suitability for analysis and design. Holguin, Fahan & Associates, Inc. W.O. 5247-A-SC Plate B-22 OTQ. O <^f 81..08 o oo , £ W! o W O O O 1o>Q Q. O n k.O O Q O O 247-A-SCPT-02m CO o £ I Ul Holguin, gahan & Associates, Inc. Project ID: Geosoils Data File: SDF(976).cpt CPT Date: 1/2/2007 12:38:06 PM GW During Test: 2.5 ft Page: 1 Sounding ID: CPT-03 Project No: 5247-A-SC Cone/Rig: DSG0408 Depth ft 0.33 0.49 0.66 0.82 0.98 1.15 1.31 1.48 1.64 1.80 1.97 2.13 2.30 2.46 2.62 2.79 2.95 3.12 3.28 3.45 3.61 3.77 3.94 4.10 4.27 . 4.43 4.59 4.76 4.92 5.09 5.25 5.41 5.58 5.74 5.91 6.07 6.23 6.40 6.56 6.73 6.89 7.05 7.22 7.38 7.55 7.71 7.87 8.04 8.20 8.37 8.53 8.69 8.86 9.02 9.19 9.35 9.51 9.68 9.84 10.01 10.17 10.34 10.50 10.66 qc PS tsf 14.7 21.2 30.6 33.8 33.0 62.8 87.1 102.0 95.8 79.9 62.4 53.9 42.2 36.4 27.8 19.9 16.5 17.0 18.6 17.2 12.9 10.0 9.1 5.5 4.0 4.4 5.3 9.6 7.6 6.3 6.9 7.6 8.2 8.8 9.1 8.8 8.4 8.1 8.2 9-5 8.8 7.7 7.7 8.2 9.0 9.7 10.4 11.5 11.5 10.7 9.9 9,6 9.8 10.4 11.8 12.1 12.0 12.4 13.0 14.5 15.5 16.5 17.9 16.9 gcln PS 23.6 34.0 49.1 54.2 52.9 100.7 139.7 163.5 153.7 128.1 100.1 86.4 67.7 58.4 44.7 31.9 26.4 27.2 29.9 27.6 20.6 16.1 14.6 8.8 6.3 7.0 8.6 15.3 12.1 10.1 11.0 12.1 13.1 14.1 ' 14.6 14.1 13.5 13.0 13.1 15.2 14.1 12.4 12.4 13.2 14.4 15.6 16.6 18.5 18.5 17.2 15.9 15.4 15.7 16.7 18.9 19.5 19.2 19.8 20.8 23.2 24.8 26.4 28.5 26.7 qlncs PS 38.2 88.7 114.7 109.5 75.9 105.6 145.3 168.3 167.9 159.8 145.1 142.1 128.2 129.2 118.3_ 85.6 73.9 50.0 40.1 43.8 38.4 33.0 - —- 33.0 33.0 33.0 - - 38.1 40.1 39.9 - 46.5 39.6 36.0 33.2 33.0 33.0 33.0 33.0 33.0 42.6 - - 60.3 50.0 40.3 33.3 36.0 36.2 46 .-2 50.7 51.8 57.5 60.2 61.3 69.5 77.8_ 89.9 88.2 Slv Stss tsf 0.1 0.4 0.8 0.7 0.3 0.3 0.6 0.8 1.0 1.2 1.2 1.2 1.0 1.0 0.8 0.6 0.4 0.3 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0..1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.3 0.4 0.4 0.4 pore prss (psi) 0.0 -0.1 -0.7 -2.4 -2.0 -1.2 -1.8 -2.0 -2.7 -2.8 -2.9 -4.6 -4.4 -4.6 -3.1 -3.9 -3.8 -3.9 -5.4 -6.1 -5.9 -5.8 -5.7 -5.4 -5.2 -5.0 -4.9 -4.8 -4.8 -3.8 -3.7 -3.5 -3.5 -3.5 -3.5 -3.6 -3.6 -3.6 -3.5 -3.5 -3.3 -3.0 -2.9 -2.9 -2.8 -2.9 -2.8 -2.8 -2.7 -2.7 -2.7 -2.6 -2.6 -2.6 -2.5 -2.5 -2.5 -2.5 -2.5 -2.4 -2.4 -2.4 -2.4 -2.3 Fret Material Rato Behavior % Description 0.2 silty SAND to sandy SILT 2.0 silty SAND to sandy SILT 2.5 silty SAND to sandy SILT 2.1 silty SAND to sandy SILT 0.8 silty SAND to sandy SILT 0.5 clean SAND to silty SAND 0.7 clean SAND to silty SAND 0.8 clean SAND to silty SAND 1 , 0 clean SAND to silty SAND 1.5 clean SAND to silty SAND 1.9 silty SAND to sandy SILT 2.2 silty SAND to sandy SILT 2.3 silty SAND to sandy SILT 2.7 silty SAND to sandy SILT 2.9 clayy SILT to silty CLAY 3.1 clayy SILT to silty CLAY 2.2 clayy SILT to silty CLAY 1.6 silty SAND to sandy SILT 0.5 silty SAND to sandy SILT 0.2 silty SAND to sandy SILT 0.5 silty SAND to sandy SILT 0.4 silty SAND to sandy SILT 0.2 silty SAND to sandy SILT 0.4 clayy SILT to silty CLAY 0.7 clayy SILT to silty CLAY 0.5 sensitive fine SOIL 0.1 sensitive fine SOIL 0.1 silty SAND to sandy SILT 0.3 silty SAND to sandy SILT 0.4 clayy SILT to silty CLAY 0.5 clayy SILT to silty CLAY 0.5 silty SAND to sandy SILT 0.5 silty SAND to sandy SILT 0.5 silty SAND to sandy SILT 0.9 clayy SILT to silty CLAY 0.8 clayy SILT to silty CLAY 0.5 silty SAND to sandy SILT 0.4 silty SAND to sandy SILT 0.2 silty SAND to sandy SILT 0.1 silty SAND to sandy SILT 0.1 silty SAND to sandy SILT 0.1 silty SAND to sandy SILT 0.1 silty SAND to sandy SILT 0.2 silty SAND to sandy SILT 0.6 silty SAND to sandy SILT 1.1 clayy SILT to silty CLAY 1.2 clayy SILT to silty CLAY 1.3 clayy SILT to silty CLAY 0.8 silty SAND to sandy SILT 0.4 silty SAND to sandy SILT 0.2 silty SAND to sandy SILT 0.3 silty SAND to sandy SILT 0.3 silty SAND to sandy SILT 0.7 silty SAND to sandy SILT 0.8 silty SAND to sandy SILT 0.8 silty SAND to sandy SILT 1.1 silty SAND to sandy SILT 1.2 silty SAND to sandy SILT 1.2 silty SAND to sandy SILT 1.5 clayy SILT to silty CLAY 1.9 clayy SILT to silty CLAY 2.5 clayy SILT to silty CLAY 2.3 clayy SILT to silty CLAY 2.3 clayy SILT to silty CLAY Unit Wght pc£ 120 120 120 120 120 125 125 125 125 125 120 120 120 120 115 115 115 120 120 120 120 120 120 115 115 115 115 120 120 115 115 120 120 120 115 115 120 120 120 120 120 120 120 120 120 115 115 115 120 120 120 120 120 120 120 120 120 120 120 115 115 115 115 115 Qc to N 4.0 4.0 4.0 4.0 4.0 5.0 5.0 5.0 5.0 5.0 4.0 4.0 4.0 4.0 2.0 2.0 2.0 4.0 4.0 4.0 4.0 4.0 4.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 2.0 4.0 4.0 4.0 2.0 2.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 2.0 2.0 2.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 2.0 2.0 2.0 2.0 2.0 SPT R-N1 60% 6 9 12 14 13 20 28 33 31 26 25 22 17 15 22 16 13 7 7 7 5 4 4 4 3 4 4 4 3 5 5 3 3 4 7 7 3 3 3 4 4 3 3 3 4 8 8 9 5 4 4 4 4 4 5 5 5 5 5 12 12 13 14 13 SPT R-N 60% 4 5 8 8 ' 8 13 17 20 19 16 16 13 11 9 14 10 8 4 5 4 3 3 2 3 2 2 3 2 2 3 3 2 2 2 5 4 2 2 2 2 2 2 2 2 2 5 5 6 3 3 2 2 2 3 3 3 3 3 3 7 8 8 9 8 Rel Den % 19 31 44 47 46 ' 67 78 83 81 75 67 62 54 49_ _ _ 24 27 24 15 7 5 -_ - _ 5 5_ _ 5 5 5 -_ 5 5 5 5 5 5 5 5 5_ _ _ 11 9 6 5 6 8 12 13 13 14 15_ _ - _ - Ftn Ang deg 48 48 48 48 48 48 48 48 48 48 48 47 46 45 -_ - 41 41 40 39 37 36_ _ -_ 36 34_ - 34 34 35_ _ 34 34 34 34 34 33 33 33 34_ _ -• 35 34 34 33 33 34 34 34 34 34 35_ _ _ _ - Und Shr tsf_ _ _ -- -_ „__ _ - _ _ 1.8 1.3 1.1_ _ _ __ _ 0.4 0.3 0.3 0.3 - _ 0.4 0.4 -_ _ 0.6 0.6 - -__ _ _ ~_ -0.6 0.7 0.7__ -._ _ - - _ _ „_ 0.9 1.0 1.1 1.2 1.1 Nk 16 16 16 16 16 16 16 16 16 16 16 16 16 16 15 15 15 16 16 16 16 16 16 15 15 15 15 16 16 15 15 16 16 16 15 15 16 16 16 16 16 16 16- 16 16 15 15 15 16 16 16 16 16 16 16 16 16 16 16 15 15 15 15 15 * Indicates the parameter was calculated using the normalized point stress. The parameters listed above were determined using empirical correlations, A Professional Engineer must determine their suitability for analysis and design. Holguin, Fahan & Associates, Inc. W.O. 5247-A-SC Plate B-25 Holguin, Fahan & Associates, Inc. Project ID: Geosoils Data File: SDF!976).cpt CFT Date: 1/2/2007 12:38:06 PM GW During Test: 2.5 ft Page: 2 Sounding ID: CPT-03 Project Ho: 5247-A-SC Cone/Rig: DSG0408 Depth, ft 10.83 10.99 11.16 11.32 11.48 11.65 11.81 11.98 12.14 12.30 12.47 12.63 12.80 12.96 13.12 13.29 13.45 13.62 13.78 13.94 14.11 14.27 14.44 14.60 14.76 14.93 15.09 15.26 15.42 15.58 15.75 15.91 16.08 16.24 16.40 16.57 16.73 16.90 17.06 17.23 17.39 17.55 17.72 17.88 18.05 18.21 18.37 18.54 18.70 18.87 19.03 19.19 19.36 19.52 19.69 19.85 20.01 20.18 20.34 20.51 20'. 67 20.83 21.00 21.16 21.33 qc PS tsf 14.5 13.9 14.0 15.1 15.9 20.3 20.0 17.6 16.3 15.7 15.5 16.3 16.0 15.2 16.2 16.0 16.9 19.5 25.9 26.5 21.5 19.9 23.3 27.8 23.9 25.5 25.2 23.8 24.2 25.7 26.3 26.2 27.2 26.4 25.8 23.7 22.0 21.0 20.5 20.3 20.5 20.6 19.9 19.1 19.0 17.8 16.4 14.8 16.2 17.7 18.3 19.0 19.0 19.3 19.7 19.4 18.0 17.4 18.9 21.8 22.5 22.0 • 23.3 24.5 24.6 qcln PS 22.7 21.7 21.8 23.3 24.3 30.9 30.3 28.2 26.2 25.1 24.8 24.1 23.5 22.3 23.6 25.6 27.1 28.0 37.0 37.7 30.4 31.8 37.3 38.8 38.3 40.9 34.6 38.0 33.1 35.0 35.6 40.7 36.5 35.3 34.3 31.5 29.0 31.5 30.7 30.2 30.3 30.2 31.9 27.8 27.4 25.7 26.2 23.7 26.0 25.0 29.4 30.5 30.4 30.9 27.1 26.5 24.5 23.6 29.8 34.1 30.1 33.9 30.8 32.3 37.2 glncs PS 72.6 55.9 51.0 58.5 75.7 87.7 92.1 - - -- 68.8 56.6 61.0 75.6 80.3 - 82.1 92.3 99.2 95.2 -118.0 109.3 - 126.1 110.6 115.6 105.1 111.5 111.8 129.5 114.1 114.0 99.8 103.8 92.1 98.1 100.2 - - - - - - - - - - - - - - - - - 80.3 - - - - - - - - Slv Stss tsf 0.2 0.1 0.1 0.1 0.3 0.4 0.4 0.4 0.4 0.4 0.4 0.2 0.1 0.2 0.3 0.3 0.4 0.4 0.5 0.6 0.5 0.6 0.7 0.7 0.9 0.8 0.7 0.7 0.6 0.7 0.7 0.9 0.8 0.8 0.6 0.6 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.6 0.5 0.4 0.3 0.3 0.5 0.8 0.6 0.7 0.6 0.7 0.8 pore prss (psi) -2.3 -2.3 -2.3 -2.1 -2.1 -2.0 -1.8 -1.7 -1.7 -1.7 -1.6 -1.6 -1.5 -1.4 -1.3 -1.3 -1.3 -1.2 -1.1 -1.2 -0.9 -0.8 -0.7 -0.7 -0.6 -0.5 -0.5 -0.2 -0.2 -0.2 -0.2 -0.1 -0.1 0.0 0.0 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.5 0.4 0.5 0.5 0.6 0.6 Fret Material Rato Behavior % Description 1.7 clayy SILT to silty CLAY 0.9 silty SAND to sandy SILT 0.7 silty SAND to sandy SILT 1.0 silty SAND to sandy SILT 1.8 clayy SILT to silty CLAY 2.0 clayy SILT to silty CLAY 2.3 clayy SILT to silty CLAY 2.5 clayy SILT to silty CLAY 2.7 clayy SILT to silty CLAY 2.4 clayy SILT to silty CLAY 2.4 clayy SILT to silty CLAY 1.4 silty SAND to sandy SILT 0.9 silty SAND to sandy SILT 1.1 silty SAND to sandy SILT 1.8 clayy SILT to silty CLAY 1.9 clayy SILT to silty CLAY 2.4 clayy SILT to silty CLAY 1.9 clayy SILT to silty CLAY 2.0 silty SAND to sandy SILT 2.3 silty SAND to sandy SILT 2.4 clayy SILT to silty CLAY 2.9 clayy SILT to silty CLAY 3.2 clayy SILT to silty CLAY 2.7 clayy SILT to silty CLAY 3.7 clayy SILT to silty CLAY 3 . 3 clayy SILT to silty CLAY . 3 . 0 clayy SILT to silty CLAY 3.0 clayy SILT to silty CLAY 2.8 clayy SILT to silty CLAY 3 . 0 clayy SILT to silty CLAY. 3 . 0 clayy SILT to silty CLAY 3.5 clayy SILT to silty CLAY 3.0 clayy SILT to silty CLAY 3.1 clayy SILT to silty CLAY 2.4 clayy SILT to silty CLAY 2.8 clayy SILT to silty CLAY 2.3 clayy SILT to silty CLAY 2.5 clayy SILT to silty CLAY 2. '6 clayy SILT to silty CLAY 2.8 clayy SILT to silty CLAY 2.8 clayy SILT to silty CLAY 2.8 clayy SILT to silty CLAY 2.9 clayy SILT to silty CLAY 2.6 ciayy SILT to silty CLAY 2.4 clayy SILT to silty CLAY 2.3 clayy SILT to silty CLAY 2.8 clayy SILT to silty CLAY 2.6 clayy SILT to silty CLAY 2.4 clayy SILT to silty CLAY 2.2 clayy SILT to silty CLAY 2.7 clayy SILT to silty CLAY 3.0 clayy SILT to silty CLAY 3.1 clayy SILT to silty CLAY 3.1 clayy SILT to silty CLAY 2.7 clayy SILT to silty CLAY 2.4 clayy SILT to silty CLAY 1.9 clayy SILT to silty CLAY 2.0 clayy SILT to silty CLAY 2.9 clayy SILT to silty CLAY 3 . 6 clayy SILT to silty CLAY 2. 9- clayy SILT to silty CLAY 3.6 clayy SILT to silty CLAY 2.9 clayy SILT to silty CLAY 3.2 clayy SILT to silty CLAY 3.5 clayy SILT to silty CLAY Unit Wght pcf 115 120 120 120 115 115 115 115 115 115 115 120 120 120 115 115 115 115 120 120 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 Qc to N 2.0 4.0 4.0 4.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 4.0 4.0 4.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 SPT R-N1 60% 11 5 5 6 12 15 15 14 13 13 12 6 6 6 12 13 14 14 9 9 15 16 19 19 19 20 17 19 17 17 18 20 18 18 17 16 15 16 15 15 15 15 16 14 14 13 13 12 13 12 15 15 15 15 14 13 12 12 15 17 15 17 15 16 19 SPT Rel Ftn R-N Den Ang 60% % deg 7 - - 3 17 35 4 17 35 4 19 35 8 - - 10 - 10 - - 9 — — 8 - 8 - - 8 — ~ 4 20 35 4 19 35 4 17 34 8 - - 8 — - 8 - - 10 - 6 34 37 • 7 35 37 11 — _ 10 - 12 - 14 - 12 - - 13 - — 13 — — 12 - 12 - 13 - 13 - 13 - 14 - 13 - 13 - 12 - 11 - 10 - 10 - 10 - 10 - 10 - 10 - 10 - -9 _ _Q _ _ 8 - 7 - - 8 - .- 9 - 9 - - 9 - -9 _ 10 - 10 - 10 - Q >- — 9 - 9 - - 11 - 11 - 11 - 12 - 12 - 12 - Und Nlc Shr - tsf - 0.9 15 16 16 16 1.0 15 1.3 15 1.3 15 1.1 15 1.1 15 1.0 15 1.0 15 16 16 16 1.0 15 1.0 15 1.1 15 1.3 15 16 16 1.4 15 1.3 15 1.5 15 1.8 15 1.6 15 1.7 15 •1.6 15 1.6 15 1.6 15 1.7 15 1.7 15 1.7 15 1.8 15 1.7 15 1.7 15 1.5 15 1.4 15 1.4 15 1.3 15 1.3 15 1.3 15 1.3 15 1.3 15 1.2 15 1.2 15 1.2 15 1.1 15 0.9 15 1.0 15 1.1 15 1.2 15 1.2 15 1.2 15 1.2 15 1.3 15 1.3 15 1.2 15 1.1 15 1.2 15 1.4 15 1.5 15 1.4 15 1.5 15 1.6 15 1.6 15 * Indicates the parameter was calculated using the normalized point stress. The parameters listed above were determined using empirical correlations. A Professional Engineer must determine their suitability for analysis and design. Holguin, Fahan & Associates, Inc. W.O. 5247-A-SC Plate B-26 Holcjuin, Faiian & Associates, Inc. Project ID: Geosoils Data File:' SDF(976).cpt CPT Date: 1/2/2007 12:38:06 PM GW During Test: 2.5 ft Page: 3 Sounding ID: CPT-03 Project No: 5247-A-SC Cone/Rig: DSG0408 Depth ft 21.49 21.65 21.8291 qo^x , yo90 i c&£, . i J 99 -31jii . j j. 22.47 99 £4£.<£ . O<* 22.80 99 Q7£,£* • y i 23.13 9-5 -anj£.5 . J5U 9-5 / C£.5 . ^iO 97 c9A J - O^ 9 H 70£,j . I y 23.95 24.12 94 90ai*i . ^O 9 A A Af,1* « Tt^i 94 c-jAft _ D J. 94 77e,*x . * / 9 A QAj£^t . 3ft9C iniiD _ JLU 9c 9fi& J . ^O 9C /I "3<i 3 , *± J 9C cqA-> . -3-7 25 76 9c 09*iD - y £• 9C nR*O - UD ">fi 9^&D . ^-3 ->c 41.&O . *± J. 9C EDj£D . -3O 26 . 74 9fi onjso . y u 97 r)7& 1 . u / 97 9*3JC, 1 . £*3 97 4fj^ / « 'aU 97 ct4, I - JO 97 "79£ 1 , 1 £• 97 OQi / . O-79 p n^iO . vJ J 90 99£,&,£,£. 90 TO^D . JO 90 C4«£O . -J*i 70 71«S O * / JL 9 Q 07£ti . O /9Q HAiJ . U4: nn *jnzy - £u 90 o C<5.7 . -3 O90 c-iii? r -3-> 9Q fiQ^3 . Q-7 90 ofiji.7 . OD ^ n O7,5 U . \}£- -an i q5 U . J.J •3 fj T CJ U . J -J •3 (1 CTJ U . _> X •3 A CQj U . OO •j n 04J U » Oft •3 -i ni,5X . UX71 17jX . X / "31 "^7JX . J 3 •j-\ enjX . ->U 31.66 •11 03JX - OJ 31.99 gc PS tsf 25.2 23.8 24.4 23 . 8 24 . 2 24.5 24.1 24 _ o 24.4 24.2 23.6 23 -1 22 .6 22 . 6 22.6 22.5 23.7 24-3 23 .5 22 .0 20.5 18 . 6 18 .7 20-7 22.2 22 . 2 23 .2 24.6 26.1 24 . 9 25.4 24 .7 27.7 27 .4 27.7 26.4 25.4 25.4 25.5 25.7 25 . 0 24 .8 24.0 21.2 19 .1 17 ,7 20 . 3 19 .3 15.9 19 .3 16 .1 12 . 5 15 . 4 22.0 15 ,5 11,7 9,7 9 . 2 10,0 13 .6 17 . 0 19-1 20.0 21.3 22.7 * qcln qlncs PS PS 33.0 35.5 31.6 30.6 31.0 31.3 30.6 30.4 30.7 30.4 29.5 28.7 31.5 31.4 31.2 30.8 32.3 32.8 31.5 29.4 27.2 24.6 24.6 27.1 28.8 28-7 29.8 31.4 33.1 31.5 32.0 30.8 34.5 33.9 34.0 32.3 30.9 30.8 30.7 30.8 29.8 29.4 28.4 24.8 22.3 20. 6 23.5 22.2 18.2 22.0 18.2 14.1 17.3 24.6 17.3 12.9 10.7 10.1 10.9 14.8 18.4 20.5 21.5 22.7 24.0 Slv pore Fret • Material Stss prss Rato Behavior tsf (psi) % Description 0.8 0.8 0.7 0.7 0.6 0.7 0.6 0.7 0.7 0.7 0.6 0.6 0.6 0.7 0.7 0.8 0.9 1.0 0.9 0.9 0.6 0.5 0.4 0.6 0.7 0.7 0.7 0.9 0.9 0.9 0.7 0.9 1.0 1.1 1.0 0.9 0.8 0.7 0.7 0.7 0.8 0.8 0.8 0.6 0.4 0.4 0.4 0.5 0.4 0.4 0.3 0.2 0.4 0.6 0.5 0.3 0.1 0.1 0.1 0.2 0.4 0.5 0.5 0.6 0.6 0.6 0.6 0.7 0.7 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.8 0.8 1.0 1.1 1.1 1.2 1.2 1.2 1.3 1.3 1.4 1.4 1.4 1,4 1,5 1,5 1.5 1.5 1.5 1.5 1.5 1.5 1.6 1.6 1.6 1.6 1.6 1.5 1.6 1.6 1.6 1.7 1.9 1.9 1.9 2.0 2.0 2.1 2.2 2.4 2.5 2.6 2.6 2.7 2.7 3.4 clayy SILT to silty CLAY 3 . 5 clayy SILT to silty CLAY 3 . 0 clayy SILT to silty CLAY 3.0 clayy SILT to silty CLAY .2.8 clayy SILT to silty CLAY 3 . 0 clayy SILT to silty CLAY 2.8 clayy SILT to silty CLAY 2.9 clayy SILT to silty CLAY 2.9 clayy SILT to silty CLAY 3.0 clayy SILT to silty CLAY 2.8 clayy SILT to silty CLAY 2.7 clayy SILT to silty CLAY 3.0 clayy SILT to silty CLAY 3.2 clayy SILT to silty CLAY 3.4 clayy SILT to silty CLAY 3.6 clayy SILT to silty CLAY 3.9 clayy SILT to silty CLAY 4.2 clayy SILT to silty CLAY 4.1 clayy SILT to silty CLAY 4.4 silty CLAY to CLAY 3.4 clayy SILT to silty CLAY 2.7 clayy SILT to silty CLAY 2.5 clayy SILT to silty CLAY 3.3 clayy SILT to silty CLAY 3.4 clayy SILT to silty CLAY 3.3 clayy SILT to silty CLAY 3.4 clayy SILT to silty CLAY 3.8 clayy SILT to silty CLAY 3.5 clayy SILT to silty CLAY 3.6 clayy SILT to silty CLAY 3.1 clayy SILT to silty CLAY 3.8 clayy SILT to silty CLAY 3.7 clayy SILT to silty CLAY 4.2 clayy SILT to silty CLAY 3.8 clayy SILT to silty CLAY 3.6 clayy SILT to silty CLAY 3.3 clayy SILT to silty CLAY 3.0 clayy SILT to silty 'CLAY 3.0 clayy SILT to silty CLAY 2.9 clayy SILT to silty CLAY 3.4 clayy SILT to silty CLAY 3.7 clayy SILT to silty CLAY 3.4 clayy SILT to silty CLAY 2.8 clayy SILT to silty CLAY 2.5 clayy SILT to silty CLAY 2.2 clayy SILT to silty CLAY 2.4 clayy SILT to silty CLAY 2.6 clayy SILT to silty CLAY 3.0 clayy SILT to silty CLAY 2.1 clayy SILT to silty CLAY 1.9 clayy SILT to silty CLAY 2.3 clayy SILT to silty CLAY 3.3 silty CLAY to CLAY 3.0 clayy SILT to silty CLAY 3.5 silty CLAY to CLAY 2.8 silty CLAY to CLAY 1.4 clayy SILT to silty CLAY 1.0. clayy SILT to silty CLAY 0.7 clayy SILT to silty CLAY 1.5 clayy SILT to silty CLAY 2.6 clayy SILT to silty CLAY 2.9 clayy SILT to silty CLAY 2.6 clayy SILT to silty CLAY 2.9 clayy SILT to silty CLAY 2.8 clayy SILT to silty CLAY Unit Wght pcf 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 Qc SPT to R-N1 N 60% 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 1.5 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2,0 2,0 2.0 2.0 2.0 2.0 1.5 2.0 1.5 1,5 2.0 2.0 2.0 2.0 2.0 2,0 2.0 2.0 2,0 16 18 16 15 16 16 15 15 15 15 15 14 16 16 16 15 16 16 16 20 14 12 12 14 14 14 15 16 17 16 16 15 17 17 17 16 15 15 15 15 15 15 14 12 11 10 12 11 9 11 9' 7 12 12 12 9 5 5 5 7 9 10 11 11 12 SPT Rel R-H Den 60% % 13 - 12 - 12 - 12 - 12 - 12 - 12 - 12 - 12 - 12 - 12 '- 12 - 11 - 11 - 11 - 11 - 12 - 12 - 12 - 15 - 10 - 9 ~ 9 - 10 - 11 - 11 - 12 - 12 - 13 - 12 - 13 - 12 - 14 - 14 - 14 - 13 - 13 - 13 '- 13 - 13 - 12 - 12 - 12 - 11 - 10 - 9 — 10 - 10 - D 10 - 8 - 6 - 10 - 11 — 10 - 8 - 5 - 5 - 5 - 7 - 8 - 10 - 10 - 11 - 11 - Ftn Dnd Ang .Shr deg tsf 1.6 1.5 1.6 1.5 1.6 1-.6 1.6 1.6 1.6 1.6 1.5 - ' 1.5 1.5 1.5 1.5 1.5 1.5 1.6 1.5 1.4 1.3 1.2 1.2 1.3 1.4 1.4 1.5 1.6 1.7 1.6 1.6 1,6 1.8 1.8 1.8 1.7 1.6 1.6 - 1.6 1.7 1.6 1.6 1.5 1.4 1.2 1.1 1.3 1.2 1.0 1.2 1.0 0.8 1.0 1.4 1.0 0.7 0.6 0.6 0.6 0.8 1.1 1.2 1.3 1.4 1.4 Kk 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 * Indicates the parameter was calculated using the normalized point stress. The parameters listed above were determined using empirical correlations. A Professional Engineer must determine their suitability for analysis and design. W.O. 5247-A-SC Holguin, Fah.an & Associates, Inc, Plate B-27 Holguin, Fahan & Associates, Inc. Project ID: Geosoils Data File: SDF(97S).cpt CPT Date: 1/2/2007 12:38:06 PM GW During Test: 2.5 ft - Page: 4 Sounding ID: CPT-03 Project No: 5247-A-SC Cone/Rig: DSG0408 Depth ft 32.15 32.32 32.48 32.65 32.81 32.97 33.14 33.30 33.47 33.63 33.79 33.96 34.12 34.29 34.45 34.61 34.78 34.94 35.11 35.27 35.43 35.60 35.76 35.93 36.09 36.26 36.42 36.58 36.75 36.91 37.08 37.24 37.40 37.57 37.73 37.90 38.06 38.22 38.39 38.55 38.72 38.88 39.04 39.21 39.37 39.54 39.70 39.86 40.03 40.19 40.36 40.52 40.68 40.85 41.01 41.18 41.34 '41.50 41-67 41.83 42.00 42.16 42.32 42.49 42.65 gc PS tsf 21.6 20.2 18,3 16.3 14.4 12.9 12.1 11.3 11.5 12.9 15.8 16.8 18.8 16.1 19.8 15.2 14.9 17.8 13.3 1-3.1 15.3 27.4 25.5 17.9 14.9 17.2 15.2 23.7 38.4 44.7 43.5 42.5 59.3 67.3 65.1 48.7 41.1 34.4 24.7 23.1 19.4 23.0 31.6 44.7 41.8 36.8 40.5 22.3 16.9 13.6 12.0 11.6 12.4 13.5 15.2 17.9 20.8 22.4 21.5 21.6 22.4 22.5 21.8 22.7 23.6 gcln qlncs PS PS 22.8 21.3 19.1 17.0 14.9 13.3 12.4 11.6 11.7 13.1 16.0 16.9 18.8 16.0 19.7 15.0 14.7 17.5 13.0 12.7 14.8 26.4 24.5 17.1 14.2 16.3 14.4 22.3 36.0 41.7 40.4 39.3 54.7 61.8 59.6 44.4 37.3 31.1 22.2 20.7 17.3 20.5 28.0 40.8 120.3 36.8 32.3 36.7 90.5 19.4 14.6 11.7 10.3 10.4 33.0 11.2 33.0 11.5 12.9 15.1 17.5 18.7 18.0 18.0 18.6 18.6 18.0 18.6 19.3 Slv ; Stss tsf 0.6 0.6 0.5 0.4 0.3 0.2 0.1 0.1 0.2 0.3 0.4 0.6 0.6 0.4 0.3 O.S 0.6 0.5 0.4 0.3 0.6 0.6 0.6 0.7 0.5 0.1 0.2 0.4 1.6 2.2 2.3 2.8 3.5 4.2 3^5 2.5 1.4 0.9 0.8 0.6 0.9 1.0 1.1 1.3 1.4 1.1 0.7 0.6 0.2 0.1 0.1 0.1 0.1 0.1 0.3 0.5 0.5 0.6 0.5 0.6 0.6 0.5 0.4 0.5 0.7 pore prss tpsi) 2.8 2.8 2.7 2.7 2.7 2.7 2.7 2.7 2.7 2.9 3.0 3.0 3.0 3.0 3.2 3.1 3.4 3.5 3.6 3.7 3.8 3.7 3.5 3.5 3.8 4.0 4.1 4.5 4.0 . 4.5 4.0 4.3 4.4 4.1 3.7 3.4 3.9 4.4 4.5 4.4 4.4 4.5 4.5 4.3 4.3 4.0 4.1 3.8 4.2 4.2 4.3 4.4 4.5 4.7 4.8 4.7 4.8 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 Fret .Material Rato Behavior % Description 3.2 clayy SILT to silty CLAY 3.1 clayy SILT to silty CLAY 3.3 silty CLAY to CLAY 2.9 silty CLAY to CLAY 2.6 clayy SILT to silty CLAY 1.4 clayy SILT to silty CLAY 1.2 clayy SILT to silty CLAY 1.2 clayy SILT to silty CLAY 1.9 clayy SILT to silty CLAY 2.3 silty CLAY to CLAY 2.6 clayy SILT to silty CLAY 4.1 silty CLAY to CLAY 3.5 silty CLAY to CLAY 2.8 silty CLAY to CLAY 1.8 clayy SILT to silty CLAY 4.0 silty CLAY to CLAY 4. 5. silty CLAY to CLAY 3.3 silty CLAY to CLAY 3.1 silty CLAY to CLAY 2.8 silty CLAY to CLAY 4.6 silty CLAY to CLAY 2.5 clayy SILT to silty CLAY 2.6 clayy SILT to silty CLAY 4.2 silty CLAY to CLAY 3.6 silty CLAY to CLAY 0.9 clayy SILT to silty CLAY 1.8 clayy SILT to silty CLAY 2.1 clayy SILT to silty CLAY 4.4 clayy SILT to silty CLAY 5.3 silty CLAY to CLAY 5.5 silty CLAY to CLAY 6.8 silty CLAY to CLAY 6.1 silty CLAY to CLAY 6.5 silty CLAY to CLAY 5.5 clayy SILT to silty CLAY 5.3 silty CLAY to CLAY 3.6 clayy SILT to silty CLAY 2.7 clayy SILT to silty CLAY 3.7 silty CLAY to CLAY 3.0 clayy SILT to silty CLAY 570 silty CLAY to CLAY 4^6 silty CLAY to CLAY 3.8 clayy SILT to silty CLAY 3.0 clayy SILT to silty CLAY 3.6 clayy SILT to silty CLAY 3.2 clayy SILT to silty CLAY 1.8 silty SAND to sandy SILT 2.8 clayy SILT to silty CLAY 1.6 clayy SILT to silty CLAY 1.0 clayy SILT to silty CLAY 0.3 clayy SILT to silty CLAY 0.1 sensitive fine SOIL 0.1 sensitive fine SOIL 1.1 clayy SILT to silty CLAY 2.7 silty CLAY to CLAY 3.1 silty CLAY to CLAY 3.0 silty CLAY to CLAY 2.8 clayy SILT to silty CLAY 2.7 clayy SILT to silty CLAY 2.9 clayy SILT to silty CLAY 2.9 clayy SILT to silty CLAY 2.7 clayy SILT to silty CLAY 2.2 clayy SILT to silty CLAY 2.3 clayy SILT to silty CLAY 3.1 clayy SILT to silty CLAY Unit Wght pcf 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 120 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 Qc to N 2.0 2.0 1.5 1.5 2.0 2.0 2.0 2.0 2.0 1.5 2.0 1.5 1.5 1.5 2.0 1.5 1.5 1.5 1.5 1.5 1.5 2.0 2.0 1.5 1.5 2.0 2.0 2.0 2.0 1.5 1-5 1.5 1.5 1.5 2.0 1.5 2.0 2.0 1.5 2.0 1.5 1.5 2.0 2.0 2.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 1.5 1.5 1.5 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 SPT R-N1 60% 11 11 13 11 7 7 6 6 . 6 9 8 11 13 11 10 10 10 ' 12 9 8 10 13 12 11 9 8 7 11 18 28 27 26 36 41 30 30 19 16 15 10 12 14 14 20 18 16 9 10 7 6 5 5 6 6 9 10 12 9 9 9 9 9 9 9 10 SPT Rel R-N Den 60% % 11 - 10 - 12 - 11 - 7 - 6 - 6 - 6 - 6 - 9 - 8 - 11 - 13 - 11 - 10 - 10 - 10 - 12 -Q _ 9 - 10 - 14 - 13 - 12 - 10 -Q _ 8 - 12 - 19 - 30 - 29 - 28 - 40 - 45 - 33 - 32 - 21 - 17 - 16 - 12 - 13 - 15 - 16 - 22 - 21 - 18 - 10 34 11 - ft —7 - 6 - 6 - 6 - 7 - 10 - 12 - 14 - 11 - 11 - 11 - 11 - 11 - 11 - 11 - 12 - Ftn Uiid Ang Shr deg tsf 1.4 1.3 1.2 1.0 0.9 0.8 0.7 0.7 0.7 0.8 1.0 1.1 1.2 1.0 1.3 0.9 0.9 1.1 0.8 0.8 1.0 1.8 1.6 1.1 0.9 1.1 0.9 1.5 2.5 2.9 2.8 2.8 3.9 4.4 4.3 3.2 2.7 2.2 1.6 1.5 1.2 1.5 2.0 2.9 2.7 2.4 34 1.4 1.0 0.8 0.7 0.7 0.8 0.8 0.9 1.1 1.3 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.5 Nk 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 16 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15" 15 15 15 * Indicates the parameter was calculated using the normalized point stress. The parameters listed above were determined using empirical correlations. A Professional Engineer must determine their suitability for analysis and design. Holguin, Fahan & Associates, Inc. W.O. 5247-A-SC Plate B-28 Holguin, Fahan & Associates/ Inc. Project ID: Geosoils Data Pile: SDF(976).cpt CPT Date: 1/2/2007 12:38:06 PM GW During Test: 2.5 ft Page: 5 Sounding ID: CPT-03 Project Ho: 5247-A-SC Cone/Rig: DSG0408 Depth ft 42.82 42.98 43.15 43.31 43.47 43.64 43.80 43.97 44.13 44.29 44.46 44.62 44.79 44.95 45.11 45.28 45.44 45.61 45.77 45.93 46.10 46.26 46.43 46.59 46.75 46.92 47.08 47.25 47.41 47.57 47.74 47.90 48.07 48.23 48.39 48.56 48.72 48.89 49.05 49.22 49.38 49.54 49.71 49.87 50.04 50.20 PS tsf 22.9 22.6 21.8 21.1 20.3 18.9 18.8 19.0 19.1 19.6 20.8 99.5 182.7 191.5 178.6 141.3 82.6 43.6 39.9 71.9 130.1 117.0 73.8 43.0 29.6 29.9 29.7 29.3 74.6 56.8 36.0 57.2 68.3 41.0 32.3 27.1 24.5 29.8 30.8 32.6 33.3 33.0 37.4 35.3 34.9 31.9 qcln PS 18.6 18.4 17.7 17.0 16.3 15.2 15.0 15.1 15.2 15.5 16.4 85.6 156.8 164.1 152.8 120.6 70.4 37.0 30.5 60.9 110.1 98.8 62.2 36.2 22.1 22.3 22.0 21.7 62.2 47.3 26.4 47.5 56.6 29.8 23.3 19.6 17.6 21.4 22.0 23.3 23.7 23.4 2 6". 4 24.9 24.5 22.3 glues PS - - 141.4 177.7 174.0 169.6 151.2 125.7 99.0 - 132.4 144.4 136.3 117.8 95.2 - - - - 122.4 114.7 - 130.9 120.1 - - - - - - - -- - - - - Slv ; Stss • tsf 0.6 0.7 0.7 0.7 0.6 0.6 0.6 0.6 0.6 0.6 1.9 2.1 2.2 1.8 1.9 2.0 1.7 0.9 1.3 1.8 1.9 1.8 1.5 0.8 0.5 0.6 0.8 1.3 1.6 1.3 2.1 1.7 1.5 1.0 1.0 0.9 1-0 0.9 1.2 1.5 1.6 1.5 1.6 1.8 1-7 1.4 pore prss (psi) 4.9 4.9 4.9 4.9 4.8 4.8 4.B 4.8 4.8 4.9 4.8 5.4 5.4 6.2 5.5 4.7 3.6 3.8 4.7 5.8 4.7 4.7 5.2 6.2 7.4 8.2 8.3 8.6 8.8 5.3 5.0 5.5 4.7 3.4 3.8 4.1 4.2 4.4 4.4 4.2 4.0 3.9 3.8 3.3 3.2 3.0 Fret Material Rato Behavior % Description 3.0 clayy SILT to silty CLAY 3.4 silty CLAY to CLAY 3.5 Silty CLAY to CLAY 3.9 silty CLAY to CLAY 3.4 silty CLAY to CLAY 3.5 silty CLAY to CLAY 3.8 silty CLAY to CLAY 3.8 silty CIAY to CLAY 3.6 silty CLAY to CLAY 3.8 silty CLAY to CLAY 9.9 silty CLAY to CLAY 2.2 silty SAND to sandy SILT 1.2 clean SAND to silty SAND 0.9 clean SAND to silty SAND 1.1 clean SAND to silty SAND 1.4 clean SAND to silty SAND 2.1 silty SftND to sandy SILT 2.2 silty SAND to sandy SILT 3.5 clayy SILT to silty CLAY 2.6 silty SAND to sandy SILT 1.5 clean SAND to silty SAND 1.6 silty SAND to sandy SILT 2.0 silty SAND to sandy SILT 2.1 silty SAND to sandy SILT 1.7 clayy SILT to silty CLAY 2.1 clayy SILT to silty CLAY 2.9 clayy SILT to silty CLAY 5.0 silty CLAY to CLAY 2.2 silty SAND to sandy SILT 2.4 silty SAND to sandy SILT 6.4 silty CLAY to CLAY 3.1 clayy SILT to silty CLAY 2.3 silty SAND to sandy SILT 2.6 clayy SILT to silty CLAY 3.4 clayy SILT to silty CLAY 3.5 silty CLAY to CLAY 4.6 silty CLAY to CLAY 3.2 clayy SILT to silty CLAY 4.3 silty CIAY to CLAY 4.9 silty CLAY to CLAY 5.2 silty CLAY to CLAY 5.0 silty CLAY to CLAY 4.6 silty CIAY to CLAY 5.5 silty CLAY to CLAY 5.2 silty CLAY to CLAY 5.0 silty CLAY to CLAY 0nit Wght pcf 115 115 115 115 115 115 115 115 115 115 115 120 125 125 125 125 120 120 115 120 125 120 120 120 115 115 115 115 120 120 115 115 120 115 115 115 115 115 115 115 115 115 115 115 115 115 Qcto : N 2.0 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1-5 1.5 1.5 4.0 5.0 5.0 5.0 5.0 4.0 4.0 2.0 4.0 5.0 4.0 4.0 4.0 2.0 2.0 2.0 1.5 4.0 4.0 1.5 2.0 4.0 2.0 2.0 1.5 1.5 2.0 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 SPT R-Nl 60% 9 12 12 11 11 10 10 10 10 10 11 21 31 33 31 24 18 9 15 15 22 25 16 9 11 11 11 14 16 12 18 24 14 15 12 13 •12 11 15 16 16 16 18 17 16 15 SET R-N 60% 11 15 15 14 14 13 13 13 13 13 14 25 37 38 36 28 21 11 20 18 26 29 18 11 15 15 15 20 19 14 24 29 17 21 16 18 16 15 21 22 22 22 25 24 23 21 Rel Den - - 62 82 83 81 73 55 34 - 51 70 67 51 33 '- - - - 51 42- - 48- - - - - - - - - - - - - Ftn Ang deg - - 39 42 43 42 41 38 34 - 37 40 40 37 34 - - - - 37 35- - 37- - - - - - - - - - - - - 0nd Nk Shr - tsf - 1.4 15 1.4 15 1.4 15 1.3 15 1.3 15 1.2 15 1.2 15 1.2 15 1.2 15 1.2 15 1.3 15 16 16 16 16 16 16 16 2.6 15 16 16 16 16 16 1.9 15 1.9 15 1.9 15 1.9 15 16 16 2.3 15 3.7 15 16 2.6 15 2.1 15 1.7 15 1-5 15 1.9 15 2.0 15 2.1 15 2.1 15 2.1 15 2.4 15 2.3 15 2:2 15 2.0 15 * Indicates the parameter was calculated using the normalized point stress. The parameters listed above were determined using empirical correlations. A Professional Engineer must determine their suitability for analysis and design. Holguin, Fahan & Associates, Inc. W.O. 5247-A-SC Plate B-29 APPENDIX C EQFAULT, EQSEARCH, AND FRISKSP EARTHQUAKE EPICENTER MAP PA 12 & 13 1100 1000 900 - -„ BOD -- 700-- 600 500 - - 400 -- 300 -- 2QQ-- 100 0 -- .-IPO-"i M i | n i i i M i i | F M -400 -300 -200 -100 0 100 200 300 400 500 600 W.0.5247-A-SC Plate C-1 5247,OUT * * ****** * £ Q. S E A R C H * **• * ******* *******<?*ft#f ****** ft version 3,00 ESTIMATION OF PEAK ACCELERATION FROM CALIFORNIA EARTHQUAKE CATALOGS DOB' NUMBER: 5247-A-SC DATE: 12-19-2006 -3 OB. NAME: PA 12 & 13 EARTHQUAKE-CATALOG-FILE NAME: ALLQUAICE.DAT SITE COORDINATES:SITE LATITUDE,:. 33,1514SITE LONGITUDE: 117,2987 SEARCH DATES:START DATE: 1800END DATE: 2006 SEARCH RADIUS: 100.0 mi 160,9 km ATTENUATION. RELATION;. 25) Campbell & Bqzorgnia (1997 Rev.) - Soft Rock UNCERTAINTY (M=MecHan, s=sigma): s Number of sigraas: 1.0 ASSUMED SOURCE TYPE: ss [ss=stnke-s"|-ip,. DS=Reverse-s~lip> BT=B"h'nd-thrust] SCOND: 1 Depth Source: A Basement: pfepth: 1,00 kni Campbell! SSR; 1 Caifipbell SHR: 0COMPUTE: PEAK HORIZONTAL ACCELERATION MINIMUM DEPTH VALUE (km): 3.0 Page 1 W.0.5247-A-SC Plate C-2 5247.OUT EARTHQUAKE SEARCH RESULTS Page 1 FILE CODE DMG MGI MGI DMG T-A. f-A- T-A DMG PAS DMG DMG DMG DMG DMG:M6I :DMG DMG DMG DMG MGI DMG GSP DMG- DMG PAS GSP DMG DMG QMG DM'G DMG DMG DMG DMG MGI DMG DMG DMG DMG DMG DMG DMG DMGT-A.DMG DMG DMG LAT,NORTH; 33.000033 ,0000 32,8000 32.7000 32,6700. 32.6700 32,6700 33.2000 32.9710. 3.2. .8000 33,7000 33.7000 33,7000. 33,6990 33,2000 33.7100 33 ..7500 33,750033 .8000 33.8000 33.5750 33.5290 33.6170 33.0000 3 3 ,.5010 33.5080 33.5000 33 .9000 33.6170 3.3.3430 33 , 6830 33.7000 33.7000 34.0000 34.0000 33.4000 33.9500 33.7500. 33.7-500 33.,7500 33.7500 •33.7500 33,4080 32.2500 33,2000 33.7830 33.2830 LONG. WEST 117 ..3000 117.0000 117.1000 117.2000 117.1700 117.170.0 117.1700 116.7000 117,8700 116.8000 117.4000 117.4000 117.4000 117.5110 116,6000 116.9250 117.0000 117,0000117.0000 117.6000 117.9830 116,5720 117 ,9670 116,4330 116.5130 116.5140 116.5000 117.2000 118.017ft 116 . 3460118 ,.0500 118.0670il8.:0670 117 . 2500 117,5000. 116.3000 116.8500 118.0830 118.0830 118., 0830; 118 .0830 118.0830 116.2610 117.5000 116.2000 118,1330 116.1830 DATE . 11/22/180009/21/18 S6 05/25/1803 as/27/1862 0:5/24/1865 12/00/1856: 10/21/1862 01/01/1920 07./13/1986 10/23/1894 OS/lS/1910 05/13/1910 04/11/1910 05/31/1938 10/12/1920 09/23/-L96306/0.6/1918 04/21/1918 12/25/1899 04/22/1918 0.3/11/1933 06/12/2005 03/11/1933 06/04/1940 02/25/1980 10/31/2001 09/30/1916 12/19/1880 03/14/1933 Q4/28/19.69 03/11/1933 03/11/1933 03/11/1933 07/23/1923 12/16/1858 02/09/1890 09/28/1946 03/11/1933 03/11/1933 03/13/1933 03/11/1933 03/11/1933 03/25/1937 01/13/1877 05/28/1892 10/02/1933 03/19/1954 TIME arc) H M See 2130 0.0 730 0.0 0 0 0.0 20 0 0.0 0 0 0.0 0 0 0.0 0 0 0.0 235 0.0 1347 8.2 23 3 0.0 1547 0,0 620 0.0 757 0.0 83455.4 1748 0.0 144152.6 2232 0.0 223225.0 1225 0.0 2115 0.0 518 4.0 154146 . 5 154 7:8 1035 8.3 104738,5 075616 .-6 211 0.0 0 0 0,0 19 150,0 232042 .<9658 3.0 85457.0 51022.0 73026.0 10 0 0,0 12 6 0,0 719 9,0 910 0.0" 230 0.0 131828.0 323 0.0 29 0.0 1649 1.8 20 '0 0.0 1115 0.0 91017.6 102117.0 Pac DEPTHCkm) 0,00,00,00.0 0.0o.o0.00,0 6.00.0 0.0 0.0 0,0 10,0 0.0 16.5 0.0 0.0 0.0 0.0 0.0 14 .0 0,0 0.0 13.6 15 .0 0.0 0.0 0.020.0 0.0 0,0 0:0 0:0 0.0 0.0o.o 0.0 0.00.0 0,00.0 10.0 0,0 0.0 0.0o.o js 2 QUAKE MAG, —•—— — — -6.50 5/00.5,00.5.905.00 5,00 5.00 5.00 5.30 5170 6.00 5.00 5.00 5.50 5.30 5 ,00. 5.00 6.80 6.405.00 5.205.20 6.30. 5.10 5.50 5,10 5.00 6.00 5. -10 5.80 5.50 5.10 5,lQ 6.25 7.00 6.30 5.00 5.105.10 5.30 5.00 5.00 6.00 5.00 6.30 5.40 5. SO. SITE ACC.g 0..289 0,0380.0250,045 0,0180.018 0,018 0.017 0,022 0.029 0,037 0.01S 0.015 0.023: 0,018 0.012 0.012 0.060 0,0380.0110:013 0.012 0.033Q.Qii 0.015 0,011 0,010 0..024 0,010 0.017 0.013 0.009 0.009 0.025 0.0.47 0.025 0,00$ 0..008 0..008 O.MO 0.008 0,008 0.018 0.007 0,023 0.010 0,011 SITE MM INT,______ — IX V V VIiV IV IV IV IV V V IV IV IV IVIIIIII VI VIIIiiiin VIII IVitlIII IVIII IVIIIIIIIII V VI . V IIiiiiiiiniiii IVII IVIIIIII APPRQX. DISTANCEmi [kral 10. 4 C 16.8) 20'.2jC 32.5) 26.8C 43.2) 31, 7C 51.0) 34, 1C 54,8) 34. 1C 54,8) 34. 1C 54,8) 34. 8C 55.9) 3.5. 3 C 56.8) 37.7C 60,7) 38. 3C 61,7) 38. 3C 61,7) 38.3C 61.7) 39,7C 63.9) 40. 5 C 65.2) 44. 2{ 71.1) 44, 8C 72.0) 44',8C 72,0) 48.QC 77.2) 48. Of 77,3) 4 9. 1C 79.0) 49, 4 C 79.4) 50- 2 C 80.7) 51. 2 C 82.3).51. 4 C S2.6) 51, 5 C 82; 9) 52, OC 8.3.7) 52.0C 83.7) 52, 4C 84.4) 56. 6 C 91.0)56, 8C 91 > 3) 58, 3 C 93,8) 58, 3 C 93,8) 58. 7 C 94.4) S9.7C 96.1)60. 1C 96.8) 60, 9 C 98,0)61. 2 C 98,5) 61. 2 C 98.5) 61. 2 C 98.5) 61, 2 C -98.5) 6'1.2-C 98.5) 62,5.a00.5) $3.30.01.9) S3.6C102.3) 64.9C104.4) 65..1C104.7) W.0.5247-A-SC Plate C-3 Us, Inc. 5 247. OUT DMG DMG DMG DMG MGI DM5 33.283033.283033.283032-, 817034.100032.7000 116.1830116.1830116.1830118.3500117.3008116.3000 03/19/19:5403/23/195403/19/195412/26/195107/15/190502/24/1892 95429.0 41450.095556.0 04654.0 2041 0.0 720 0.0 0.0 0.0 0.0 0,0 0.0 0.0 6.20 5.105.00 5.90 5.30 Q.02Q 0.008 0.007 0.0160.009 6, 70 [ 0.031 rvIIii IVin V 65.1(104.7) 65.1(104.7)65.1(104.7) 65.1(104.8)65.5(105.4)65.7(105.8) EARTHQUAKE SEARCH RESULTS page 2 FILE CODE DMG GSP DMG DMG DMG DMG PA$: MGI'DMG' GSP DMG DMG DMG DMG DMG DMG DMG GSP DMG DMG DMG DMG DMG DMGDMG DMG DMG DMG GSP DMG PAS GSN GSP GSP DMG PAS DMG DMG DMG GSP G5P MGI DMG LAT, .NORTH 33.9760 32.3290 33.9940 33,. 2170 33;.1900 33 . 7830 33 ,998034'.; dooo 34 v 1066 34.140d 34.2dOQ 33,1130 34 ,.2000 33.8500 34,1000 34.1800 34,180034,1630 33,2310 34.. 0170 34.0170 34.0170 34.0170 33.9330 32.967032.9670 32.9670 3Z.9670- 34,1950 32.9830 34,. 0610 34.20,30 33. 87603;3 .9020 34.2700 34.0730 32 . 2000 32.20.00 34:2670 33.9610 34. -2390 34.100034.3000 LONG. WEST 116.7210 117.9170 116,7120 116.1330 116.1290 118.2500116.6060 118.0000 116.8000 117.7000 117.4000 116.0370 .117,1000 118.2670 .116. 7000 116.9206 116.9200 116.8550 116; 0040 U6.5QOQ. 116.5000 116.5000lie. sodo 116,3830lie. booo 116.0000 116.0000lie.. oooo 116,8620 115.9830 118.0790 116.8270 116.2670116.2840 .117 .:54QO 118.0980 116.5500. .116.5500. 116.9670 116.3180 116.8370 118.1000117 .5000 DATE 06/12/1944 06/15/2004 06/12/1944 O.S/lS/1945 64/09/196811/14/1341 07/08/1986 12/25/1903 10/24/1935 02/28/1990 07/22/1899 04/09/1968 09/20/1907 03/11/1933 02/07/1889 01/16/1930 01/16/1930 06/28/1992 05/26/1957 07/24/1947 07/25/1947 07/25/1947 07/26/1947 12/04/1948 10/21/1942 10/21/1942 10/22/1942 10/21/194208/17/1992 05/23/1942 10/01/1987 06/28/1992 06/29/1992- 07/24/1992 09/12/1970 10/04/1987 11/05/1949 11/04/1949 08/29/1943 0.4/23/1992 07/09/1992 07/11/1855 07/22/1899 TIMECUTC) H M Sec 104534. .7 222848.2 111636.0175624.0 22859,184136.3 92044.5 1745: 0.0 1448 7.6 234336.6 046 0.0 3 353. S 154 0.0 1425 0,0 520 0.0 02433.9 034 3,6 144321.0 155933.6 221046 ;0 04631. 0 61949.0 24941.0 234317.0 162213.0 162519.0 181326.0 162654,0 204152.1 154729.0 144220.0 150536.7 160142 .8 181436.2 14305.3 .0 105938.2 43524.0 204238.0 34513.0 045023. 0 0143 57; 6 415 0.0 2032 0.0 Rac DEPTH. (km) 10.0 10,0 10,0 0.0 11.1 0.0 11,7 0.0 0.0 5.0 0.0 5.0o.d 0.0 0,0 OkO 0.6 6.6 15.1 6.0 0.00.6 0,0 0.0 0.0 0.0 0.0 0.0 11.0 0.0 9.5 5.0 1.0 9.0 8,0 8.2 O.Qb.o6.6 12.0 0.0 0.00.6 )e 3 QUAKE MAG. *— — ———-5.10 5.30 5,30 5.70 6.40 5.40 5.60 5.00 5.10 5.20 5:56S.-26 6.00 5.00 5 ,30 5.20 5. 10 5.30 5.00. 5.50 5.00 5.20 5.10 6.50 6.50 5.00 5.00 5,06 5.30 5.:00 5.96 6.70 5.20 5.00 5.40 5.30: 5.10 5.76 5.50 6.10 5.30 6.30 6.50 SITE ACCrg 0.007 0.009 0.009 0.012 0;6.230.009 0,0160.006 6.007 0.007 0.069 0..007 6.014 0.006 6,007 0.007 0,666 0.007 0.0066.669. -0.006 0.007 0.006 0..021 0.021 0..605 0.005 0.005 0.007 0.0056,012 0.025 6.006 0.005 0.067 0.067 6.006 0.016 D.008 0.014 0.067 0.016 0.026 SITE MM INT. _— — «._,, II III. Ill III IV III III II II II III II IVIIIIIIIIIIIIiniiiiii IV IVIIIIllIIIfIII Vii ITIIII IT III III IVII IV IV APPRQX. DISTANCE nri Ckm] 65.9(106.1) 67.2(108.1) 67.3(108,2) 67.5(108.6) 67.6(l68:.9) 70.0(112.7) 70.7(113.8) 71.1(114. 5) 71.5(115,1) 72.0(115.9) 72.6(118.9) 73.0(117.5) 73.3(117.9)73.7(118.6) 74.0(119.1) 74.3(119.5) 74.3(119,5) 74.4(119.7) 75.0(120.7) 75.4(121.3) 75.4(121.3) 75.4(121.3) 75.4(121.3) 75.4(121-4) 76.2(122.7) 76.2(122.7) 76.2(122.7) 76.2(122,7) 76.3(122.8) 77.0(123,9) 77.2(124,2) 77.5(124.7) 77.7(125,0) 78,1(125.6) 78.5(126.3) 78.5(126.3) 78.8(126.8) 78. 8 (126. 8) 79.3(127.7) 79.4(127.8) 79.6(128.2)80.1(128.9) 80.1(129.0) W.0.5247-A-SC Plate C-4 Inc. 5247. OUT T-A T-A T-A DMG DMG: DMG DMG GSP MGt DMG 34.00003.4.0000. 34.0000 34.2000 32.000032.0000 34.3000 34,2900 34.0000 32,0830 118.2500 118.2500 118.2500 117.9000 117^5000 117.5000 117; 6000 116,9460 118.3000 116.6670 09/23/1827 01/10/1856 03/26/1860 08/28/1889 06/24/1939 OS/01/1939 07/30/1894 02/10/2001 09/03/1905 11/25/1934 0 0 0.0 0 0 0,0d o o.d 215 0.0 1627 0.0 2353 0.0 512 0.0 210505.8 540 0.0 818 0.0' 0.0o.d 0.00.0 0.00.0 0.0 9.0 0.0 0,0 5.00 5.00 5,00 5.50 5,00 5.08: 6.00 5.10. 5.30 5. 00 0.007 0.007 0.007 0.012 0-.007 0.007 0.018 0.008 0.009 0.007 II IIII III II II IVIIIIIIII 80.2(129.0) 80,2(129,0) 80. 2(129:. 0) 8.0.2(129.1) 80.4(129.3) 80.4(129.3) 81.2(130.6) 81.2(130.6) 82,2(132.2) 82.4(132.6) EARTHQUAKE SEARCH RESULTS FILE CODE GSP GSP GSP .DMG GSG DMG DMG GSP MGI PAS GSP DMG DMG DMG:DMG DMG DMG GSP GSP GSN PAS T-A MGI DMG DMG DMG DMG GSP PAS .:DMG .GSP DMG DMG GSP PAS DMG DMG POP PAS LAT. NORTH 34,0290 34.0640 34.1080 33 .1830 34. .3100. 34.0670 34.0670 34.1390 34-.Q8dd 33,0130 34.3400 32,5000 33.0000 33.0330' 34.0830 33.2160 34.3700 34.2620 34.3690 34.2010 33.0820 33.5000 34.0000 34,0000 32 » 9830 33.2330 32.9500 34. 2680 ,33; 9190" 31.8110 34.3410 32,9000 33.950'd 34,3320 34.3270 3.4,0000 34.0000 33,160033,0980 LONG. WEST 116,3210 116,3610' 116.4d4d 115.8500116.848d 116.3330 116,3330 116.4310 118.2600 115.8390. 116,9000' 118.. 5 500:115.8330 115.8210 116,3000, 115.8080117.6SOO' 118.0020 116.8970 116,4360 115 „ 7750 115.8200 118.5000 IIS.SOOQ 115,7330 115 .7170 115.7170 116.402Q 118.6270 117.13.10 116.5290 115 ,7000 118.6320 116.4620 116.4450iie.ddoo 116.0000 115,6370 115.6320 DATE. 08/21/19.93 09/15/1992 06/29/1992 04/25/1957 Q2/21/20Q305/18/1940 OS/18/19.40 06/28/1992.07/16/1920 11/24/1987 ll/27/19;92 02/24/1948 01/08/1946 09/30/1971 05/18/1940 04/25/195712/08/1812 0:6/28/1991 12/04/19S2 06/28/1992 11/24/1987 05/00/1868 11/19/1918 08/04/1927 01/24/1951 10/22/1942 06/14/1953 06/16/199401/19/1989 12/22/196406/28/1992 10/02/1928 08/31/1930 07/01/1992 03/15/1979 04/03/1926 09/05/1928 d9/d2/2d05 04/26/1981 TIME (UTC) H M Sec 014638.4 084711.3 141338.8 222412.0 121910 . 6 72132.7 5.5120 , 2 123640.6 18 8 0.0 131556.5 160057,5 81510,0 185418.0224611.3 5 358.5 215738.7 15 d 0.0144354 ..5 020857.5 115734.1 15414.5 0 0 0.0 2dl8 O.d 12,24 0.0 717 2,6 15038.0 41729.9 162427.5 6S328;,8 205433.2 124053 . 5 19 1 0.0 04036.00740.29.9 21 716.5 20 8 0,0 1442 0.0 012719.8 12 928,4Pac DEPTH (km) — — — — — -9.0 9.0 9.0 0.0 1.0 O.Q 0,0 10.0 0,02.4i.d 0.0 0.0 8.0 0.0 -0.3 0.0 11.0 3.0 1.0 4.9o.d0,0d.o 0.0 0.0 0.0 3,0 11.9 2.3 6.0 0.0 0 .0 9.0; 2.5 0.0 0,0 9'iO 3.8 !.£ 4 QUAKE MAG. T— — — — -r-5.00 5:, 20 5,40 5.10 5,20 5.00 5.20 5,10 5. 006.00 5.30 5.30 5.405.10 5.40 5.20 7.00 5.40 5.30 7.60 5.806.30 5.00 5.00 5.60 5.50 5.50 5.00 5.00 5,60 5.20 5,00s.zd 5.40 5.20 5 , 50 5,00 5. Id 5.70 SITE. ACG.g 0.0d7 0.009d.oiod.dos 0,008 0.007 0.008 0.008 0.007 0.017 0.009 0.009Q.oid 0.007 0.010 0.008 0.041 0.010 0.009 0.069 0..014 Q.021d.ode 0,006d.diio.oid 0.010 0,006 0.006 0.011 0.007 0.006 0.007 0.009 0.007 0.009 0.006 0.006o.on SITE MM INT, II III III 11 III IIiniiii IVininiiiiiinin Viniii VIIII IV II IXIIIIII. Ill IIIIIIIII IIIIIIIII.IllII 'IIIII APPROX. DISTANCE mi [km] 82,7(133.0) 82.9(133.5) §3,7(134,7) 83.8(134.8) 84: 1(135. 3) 84.1(135.4) 84. .1(13 5. 4)84.5.(135.9) 84.6(136.2) 85.0(136.8) 85.2(137.1) 85.4(137.4) 85.4(137.5) 85.9(138.2) 86.2(138.8) 86;. 3. (138. 8) 86.5(139.2) 86.7 139.5) 87.2 140.3) 87.8 141,3) 88,2 142. 0) 88.6 142.6) 90.6(145.8) 90.6(145.8) 91.3(147,0) 91.6(147-3) 92.6(149.0) 92. 7. (149. 2) 93,d.(149.7) 93.1(149.8) 93.3(150.1) 94.2(151.5) 94:. 5 (IS 2.0) 94.. 6(152.-. 3) 94.8(152.6) 94,9(152.8) 94.9'aS2.8). 96.1(154.6) 96.4(155.2) W.0.5247-A-SC >, <&£• <¥GeoSoil'Plate C-5 PAS 133.94401118,6810 DMG 131,8670|116.5710DMG 134.25001116.1670 5247.OUT01/01/1979:1231438.91 11.3 5.00| 02/27/19371 12918.41 10.0 5.00!03/20/194512155 7.0| 0.0| 5.00 0,006 0,006 0.006 II IIII 96.5(155.4) 98.3(158.2)99.9(160.8) -ENP OF SEARCH- 148 EARTHQUAKES FOUND WITHIN THE SPECIFIED SEARCH AREA. TIME PERIOD OF SEARCH; 1800 TO 2006 LENGTH OF SEARCH TIME! 207 years THE EARTHQUAKE CLOSEST TO THE SITE IS ABOUT 10.4 MILES (16.8 km) AWAY. LARGEST EARTHQUAKE MAGNITUDE FOUND IN THE SEARCH RADIUS; 7.6 LARGEST EARTHQUAKE SITE ACCELERATION FROM THIS SEARCH: 0.300 g COEFFICIENTS FOR GUTENBERG & R1CHTER RECURRENCE RELATION: a~va~l,ue= • 1.598 b~value= 0.39:8 beta-vaTue= 0,917 TABLE OF MAGNITUDES AND EXCEEDANCES: Earthquake 1 Number of Times | cumulative Magnitude j Exceeded j No. / Year 4.0 4.5 5,0s.: s 6.0 6,57.0 7v5 148 148 14849 26 10 3 1 0 .71845 6.71845 0.71845 0.23786 0.126210.048540,014560.00485 Page 5 W.0.5247-A-SC Plate C-6 Inc. 5247'. OUT ft * "ft - A E Q_ S E A R C H ** *version 3.00 ESTIMATION! OF PEAK ACCELERATION CALIFORNIA EARTHQUAKE CATALOGS JOB NUMBERr 5247-A-SC DATE: 12-19-2006 30B, NAME: PA 12 & 13 EARTHQUAKE-CATALOG-FILE NAME: ALLQUAKE.DAT SITE COORDINATES;' SITE LATITUDE; 33.1514SITE LONGITUDE: 117.298/ SEARCH DATES:START DATE: 1800 END DATE: 2006 SEARCH RADIUS:: IPO.O nil 160.9 km ATTENUATION RELATION:; 14) Campbell & Bozorgnia (1997 Rev.) - Alluvium UNCERTAINTY '(M=Medi an» s=s,igma): S Number of Sigmas: 1,0 ASSUMED SOURCE TYPE: SS [SS=StHke-sl-ip, tiS=Reverse-slip, BT=Blind-thrust) SCONEf',: 1 Depth Source: A Basement Depth: 1.00 km Campbell SSR: 0 Campbell SHR: 0 COMPUTE PEAK HORIZONTAL ACCELERATION MINIMUM DEPTH VALUE (knl) : 3.0 Page 1 W.0.5247-A-SC Plate C-7 5247.OUT EARTHQUAKE SEARCH RESULTS Page 1 FILE COKE DMG MGI MGI DMti T-A T-A T-A DM6 PAS DM6 DMG DMG DMG DMG MGI DMG DMG DMG DMG MGI DMG GSP DMG DMG PAS GSP DMG DMG. DMG DMG- DMG DMG. DMG DMG' MGI DMG DMG DMG DMG DMG; DMG DMG.: DMG'' T-A DMG. DMG- DMG LAT. NORTH 33.0000 33.0000 32,8000 32.7000 32,670032.6700 32.6700 3'3,20QO 3.2.9710 32.80.00 33.7000 33^7000 33.706033 . 6990 33.2006 33.7100 33.750033.7500 33.8000 33.8000 33.575033,5290. 33,617033.0000 33.501033.5080 33.5000 33.9000 33.6170 33 . 343033.6830 33'. 7000 33.700034.0000 34.0000 33 .4000 33'. 9500 33,7500 33.750.0 33 . 7500 33.75.00 33.7500 33/4080 32 . 2500 33.2000 33.7830 3.3.2830 .LOHG. ' WEST „.„ — __._~.—. 117.3000 117.0000 117,1000117.2000 117.170.0,117.1700 117-.1700 116.7000 117.8700 116.8000 117.4000 117.4000 117.4000117. 5110116.6000 116 ,9250 117.0000117,0000 117.0000 117.6000 117.9830 116;,,5,720 117.9670116.4330. 116.5130 116v5140v 116.5000: 117.2006 118.017.0 116.3460 118.0500 118,0670 118.0670 117.2500 117 . 5600116.3000 116.8500 118.0830 118.0S30 118.0530 118.6830 118'. 0830116. 2610117.5000 116.2000 118.1330 116 ,.1830 'DATE 11/22/1800 09/21/1856 05/25/1803 05/27/1862 OS/24/1865 12/00/1856 10/21/1862 01/01/1920 07/13/1986 1Q/23/1894 0.5/15/1916 GS/13/19'lO 04/11/191005/31/1938 10/12/1926 09/23/1963 0.6/06/1918 04/21/191812/25/1899 0:4/22/1918 03/11/19.33 06/12/2005 03/11/1933' 06/04/1940 02/25/198010/31/2001 69/30/1916 12/19/1580 03/14/1933 04/28/196903/11/1933 03/11/1933 03/11/1933 07/23/1923 12/16/1858 02/69/1890 09/28/1946 Q3:/ii/i933 03/11/193303/13/1933 03/11/1933 03/11/1933 03/25/193701/13/1877 05/28/1892 10702/1933 03/19/1954 TIME .CUTC) H M Sec -----—•-—. 7-J2130 0..0730 0>0 0 0 0.020 0 0.0 0 0 0.00 0 0.000 0,0 235 0.0 1347 8,2 23 3 0..0 1547 0.0620 0.0 757 0.083455.4 1748. 0 .0 144152,6 2232 0.0 223225.01225 0..02115: 0.0518 4.0 154146. 5 154 7.8 1035 8.3104738 . S 075616.6 211 0.0 0 0 0.0 19 150.0 232042.9 658 3.0 85457.0 51022.0 73026.0 10 0 0.0 12 6 0.0 719 9.0 910 0.0 230 0.0 131828.0 323 0.0 2 9 0.0 1649 1.820 Q 0.0 1115 0.091017. 6' 102117.0 Pac DEPTH Ckm) 0.0 O.'Oo.O- 0.00.00.0 0,0 0.0 6.0 0.0 0.00.6 0.0 10.00;.6 .16:, 5 0.00.00,66.0 0.0 14.00.0 0.013.615.0 0.0 0.0 0.0 20.0o.a 0.0 6.0 0.06.0 0.06.06.00.0 0.0 0.0 0.0 10.0O.o O.Q 0.60.0 36 2 QUAKE MAG. — — ..6.50 5,005.005.90 5.005.00 5.005.005.30 5.70 6.00 5,00 5.00 5. 513 5.365.00 S.OO6.866.405.0.0 5.20 5.20 6.30 5.10 5.50 5,10 5,006.00 5,10 5.805.50 5. 10 5.10 6.'2.57.00 6.30 5.00 5.105.10 5.30 5,00 5.00 6,00 5.00 6.30 5.40. 5.50 sife." ACC.g•' • — ' 0 . 3'DO 0.645 0.031 0.057 0:.023 0.023 0.023 6.022 6.029 0.038 0.049 0.620 0.0200.030. 0.0240.0160.0160.081 0.0526.0150.017 0.017 0.045 0.015.0.021 0.015 0.013 0.033 0.014 0.024 6;.0l8 0.012 6.012 0.035 6.666 0.0350.011 0,0120.012 0.014 0.011 0.011 0.026 0.610 6.033 0.014 0.01S SITE MM INT._ IX VI V VI IV IV IV IV V V VI IV IV V V ' IV IV VII VI IV IV IV VI IV IV IVIII V .IV V IVIIIIII V VI VIIIIIIill IVIIIIII VIII V IV IV APPRQX, DISTANCEmi [Ion] 10. 4( 16.8) 20, 2 C 32.5)26.8C 43.2). 31, 7 C 51.0) 34. 1C 54.8)34, 1( 54.8) 34. 1( 54. 8):34. 8C SS.,9) 35. 3C 56.8)': 37,7'C 60.7)38.. 3 C 61.7) 38. 3 C 61,7)38. 3 C 61.7)39. 7 C 63-9) 40, 5 C 65.2) 44. 2 C 71.1)' 44, 8 C 72,0): 44. 8 C 72. ,0) 48. 0'C 77:2) 48. OC 77.3) 49. 1C 79.0) 49, 4'C 79.4) 50.2.C 8Q.. 7) 51.2'C 82.3) 51. 4 C 82.6) 51. 5 C 82.9) 52. QC 83.7) 52. 6 C 83,7) 52 ,4 C 84-4) 56, 6 C 91,0) 56. 8C 91.3) 58. 3 C 93.8) 58. 3 C 93.8) 58. 7 C 94.4) 59. 7 C 96-1) 60. 1C 96.8) 60,. 9 C 98.6) 61. 2 C 98.5) 61. 2 ( 98.5) 61. 2C 98.5) 61. 2 C' 98.5) 61. 2C 98.5) 62.5C100.5) 63.3^161,9) 63..SC102.3) 64.9C104.4) 65',1C104.7) W.0.5247-A-SC Plate C-8 5247. OUT DMG DMG DMG DMG MGI DMG 33.2830 3.3.2830 33.283d; 32.8170 34.1000 32.7000 116.1830 116.1830 116.1830 118..350Q 117, 300(5 116.3000 03/19/1954 03/23/1954 03/19/1954 12/26/1951 07/15/1905 02/24/1892 95429.0 41450.0 95556.0 04654.0 '2041 0.0 720 0.0 . 0,0 0.0 0.0 0.0 0.0 0.0 6,20 5.10 5.00 5.90 5.30 6.70 0,029 0.011 0.010 0.022 0.013 0.045 VIIIIII IVIII VI 65, 1(104... 7)65.1(104.7)65.1(104,7)65.1(104.8)6.5.5(105.4) 65.7(105.8) EARTHQUAKE SEARCH RESULTS Page 2 FILE CODE DMG GSP DMG DMG- DMG DMG PAS MGI DMG GSP DMG DMG DMG DMG DMG DMG DMG GSP DMG DMG DMG DM'G DMG DMG DMG DMG DMG DMG GSP DMG PA'S GSN GSP GSP DMG PAS DMG DMG DMG GSP GSP MGI DMG LAT. NORTH 33.976032.32,90 33.9940 3.3.217633.190033.7830 33.998034,0000 34.1000: 34.1400; 34,2000 33.1130 34.200033.v850.Q .34.1000 34 . 180034.180034.1630 33.2310 34.017.0 34 ,017034.0170 34.0170 33.9330 32.9670 32.9670 32.967032.967034.195032.983034.0610.'34'. 263033.8760 33.3020 34.2700 34.0730 32.2000 32.260034.2670 33.9:610 34.239034.1000 34 . 3000 LONG. WEST 116.7210117.9170 116.7120 116,1330 116,1290 118.2SDQ .116.6060.118.0000 116.8000 117.7000 117,4000 116..0370 117.10.00 118.2670 116,7000116,9200116.9200116.8550 116,0040 116.5000116,5000116.5000 116. .5000 116,3830lie.OOOQ 116.0000116,6000 116.0000116.8620 115,9830118.0790116.8270116.2.670116- 2840 117.5400 118.0980 116.5500 116. 5500116.9670 116.3180116,8370118 . 1000 117.5000 DATE 06/12/194406/15/2004 06/12/194408/15/1945 04/09/1968 11/14/1941 07/08/198612/25/190310/24/193502/28/1990 07/22/189904/09/1968 09/20/190703/11/1933 02/07/188901/16/1930 01/16/193006/28/1992 05/26/1957 07/24/194707/25/194707/25/1947 07/26/194712/04/1948 10/21/1942 10/21/1942 10/22/1942 10/21/194208/17/1992 05/23/1942 10:/01/19'8706/28/199206/29/1992 07/24/1992 09/12/1970 10/04/198711/05/1949 11/04/1949 08/29/1943 04/23/1992 07/09/1992 07/11/1855 07/22/1899 TIME(UTC)H M see 104S34.7 222848.2 111636.0 175624.0 228:59.1 8413.6.3 32044.51745 O.Q1448 7.6234336.6 046 0.0 3 353.5154 0,01425 0.0520 o:.;o02433 . 9 034 3 .6144321.0 155933,6221046,004631.061949-.0 24941,0234317.0 162213.0 162519.0 181326.0162654.0204152,1154729.0 144220.0150530,7 160142.8 181436.2 1430S3.Q 105938.2 43:524.0 204238 . 034513 . 0 045023.0 014357.6 415 0.02032 0.0 Pac .DEPTH (km) 10.0 10,0' 10.0 0.011.1 0.0 11.7 0,0 0.0 5.0 0.0 5 ,00.00.0o'..o 0.0 0.0 6,0 15. .1 0.0 0.0' 0,0 0,00.0 0.0 0.0 0.0 0.011.0 0,09 , 5 5.0 1.0 9.0 8,0 8.2 0.0 0.0 0.012,00,00.00.0 }e 3 QUAKE MAG, '•• ' — 5.10 5.30 5 . 305.70 6.405', 4.0 5.60 5,00 5.10 5.20 5. .SO 5.20 6.00 5. .00 5.30 5.20 5.10 5.30 5.00 5 , 50 5.00 5,20 5,10 6.5.06.50 5.005.00 5.005.305.005.906.70.5.205.005.40 5.30 5.10 5.705.50 6.105,306.306.50 SITEACC. 1 9 0.0110.012 0.012 Q.018-0.033 0.013 0.015 0,00:9 0,0090,010. 0.013o.oio 0.021 0.0080.0110.010 0,0090.011 0.0080.013 0.0080.010 0.0090.0310.0310.0080.008 0,008 0,010 0\0080.0180.036 0.0090.0080.011 0.010 0.0080.0140.0120.020o.oio0.024 0.029 SITE MM INT. ; :._ III III III IV V.Ill IVIIIIII.. Illtilin IVin. liiinininininin' iii'in V VIIIIIIIIIiiiII. IV VIIIIIIIIillin IVin IVIII.V V APPRQX. DISTANCEml [km] 6$. 9 (106.1)67.2(108.1) 67.,3(108,.2)67,5(108.6)67.6(108.9) 70,0(112.7)70. 7(113. 8)71.1(114.5)71.5(115.1) 72,0(115.9)72.6(116.9) 73. 0(117.. 5) 73.3.(ii7.9) 73. .7(118. 6) 74.0(119,1) 74. 3 (119. .5) 74,3(119,5) 74.4(119.7) 75.0(12Q.7) 75,4(121.3)75.4(121,3) 75.4(121.3) 75,4(121.3) 75,4(121.4) 76,:2(122,7)76,2(122.7)76.2(122,7) 76.2(122.7) 76.3(122.8) 77.0(123,9)77.2(124,2) 77.5(124.7) 77. 7 (125:. 0)78.1(125.6)78,5(126.3) 78.5(126.3)78,8(126,8) 78.8(126.8) 79.3(127,7) 79.4(127,8) 79.6(128.2) 80.1(128-9) 80; 1(123.0) W.0.5247-A-SC Rate C-9 5247. OUT . . . T-A T-A T-A DMG DMG DMG CiMG GSP MGI DMG 34.0000 34.6000 34,0000 34.2000 32,0000 32.000034,3000 34,2900 34.000032.0830 118,2500 US'. 2.500'118.2500 117.9000 117,5000 117.5000 117.6000 116.9460 118.3000. 116.6670 09/23/1827 01/10/185603/26/1860 08/28/1889 06/24/1939 05/01/193907/30/1894 02/10/200109/03/1905 11/25/1934 0 0 0.0 0 0 0.0 0 0 0.0 215 0,0 1627 0,0 2353 0.0 512 0.0 210505 .8 540 0.0 818 0.0 0.0 0.00.0 O.ti 0,6 0.0 0,0 9.0 0.00.6 5.00 5.60 5.00 5.50 5.00 5.00 6.00 5,10 5.30 5.00 0.007 0.0070.607 0.012 0,007 6.007 0.018 0.0080.0090.667 XIIIIIIIIII11 IN? Ill IIIii 80.2(129.0) 80;. 2(129.0}86'. 2 (129. 6) 86.2(123,1)80,4(129.3): 80.4(129.33 81.2(136.6) .81.2(130.6) 82.2(132.2) 82.4(132.6) EARTHQUAKE SEARCH RESULTS Page 3. jFILE] LAT, CODE! NORTH GSP GSP G.SP DMG GSG DMG DMG GSP-MGI PAStisp:DMG DMG DMG.DMG DWG . DMG GSP •GSP GSN PAS T-A MGt DMG DMG DMG DWG GSP PAS DMG GSP D.MG DMG GSP PAS DMG: DMG POP PAS. 34.029034.064634.1080.3~3.18'3'034v3lOO34.6670.34.6670 34.139034,0800 33.013634. 340032.5000.33.060033.0336 34,083633,2160•34,3700'34.2620 34.369034.201633 ,082633.5.66034.066034.006032.983033.233032.9560,34.2686.33:919631.811034..3416 32.9000 33,9.56634 •-. 3320,34'. 327034.0600 34.00663.3.166033.0980 LONG, j DATE WEST | 116. 3:2.10116.3610116.4040115.8500116.8480116.3330116.3336116,4310118.266& 115.8396Hlg .'9060118.5500115.8330Il5;8210116,300a115. 8080,117,6500118.0626::il6.8970: 116.. 4360,115 .-7750115.8266118 . 5000118, 5666115.7330:115.7170115.7170116.4020118.6270117.1310116,5290 115,7006 118.6320116.4626116,4450116.0600 116 .0060115.6370 115.6320 08/21/199309/15/199206/29/199204/25/195762/22/200365/18/194005/18/194606/28/1992,07/16/1920 11/24/1987 11/27/1992.02/24/1948 0.1/08/194609/36/197105/18/19406.4/25/1957.12/08/181206/28/199112/04/199206/28/199211/24/198705/00/186811/19/191868/04/192701/24/195116/22/194206/14/195306/16/199461/19/198:912/22/196406/28/1992 16/02/1928 08/31/1930 TIME CUTC) H M Sec DEPTH (ion) 014638.41 9.0084711.3 141338.8222412.0121910.672132.75-5120.21236-46.6 18 8, 0 , 6131556.5 16:0657.S81510.0185418 lO224611,35 358.5215738.7 15: 6 0.0144354.5026857.5115734.. 1 15414.5o o 0.0 2018 6.01224 0.6 717 2.615038.041729.9162427.565328,8205433.212'4653.5 19 .1 0.0 04036.007/61/1992 1074029. 9 63/15/1979-04/63/1926 09/05/192869/62/2005 64/26/1981 21 716-520 8 6.01442 0.6012719.8 12 928.4 9.0 9.00.6.1.00.06.610.60.62.4 1.00^0 0.68.00.0-0.30.011. 0 3.0 1.6 4.9 0,6 6.D6.0 0.60.00.0 3,0 11.9 QUAKE MAG. 5.00 5 ;. 26 S.4Q 5.105.205.005.265.105.00 6,00 S.30 5,30 5.405,105,40 5,20 7.005.40 5.30. 7.665.86 6,30 5.665.005.665.50 5.565.00 5.002.3| 5.60 6.0 0.0 0.09.6 2.50,0 0,0 5.20 5.00 5.20 5.40 5.20 5.50 5.00g.oj 5.10 3.8,5.70 SITEACC. 9 0.0670.009 .6.6160.6686.0680.0070,008o.oos:0.6676.0176.0090.0096.0100.6070,0100.6080.0410.0100,6696.6690.014 6;6210.0060.60.6OiOll0.0100.0100.006 6.6060.0110.0070..006 0.007 0.069 0.007 0.009 0.006ti.606 6.011 SITE MM INT. APPRO* , DISTANCEmi [fern] II j 82:,7(133,6DIII III II IIIiiiniiu IVinIIIilliiillin VIIIIII VIIIIiviiiiinInIniiIiiniiiiiiiniiHIiiiiin 82.9(133.5) &3. 7(124. 7)83,8(134,8)84.1(135.3)84:. 1(13 5,4) 84,1(135.4)84.5(135.9)84,6(136. 2585. 0(13 6-. 8)85.2(137.1)85.4(137.4)'85.4(137,5)85,9(138,2): 86. 2(138.8) 86.3(138.8) 86,5(139.2)86.7(139.5) 87.2(146.3) 87,8(141.3)88.2(14.2.6) 88.6(142.6;)90,6(145.8)90.6(145.8-)91.3(147,6)91.6(147.3)92.6(149.0)92-. 7(149. 2)93,0(149.7)93.1(149,8)93.3(150.1) 94.2(151,5) 94,5(152.6)94.6(152.3)94.8(152.6)94.9(152.8) 94. .9 (152. 8)9'6.1(154.6)96.4(155.2)Page 4 W.0.5247-A-SC Plate C-K) , Inc. PAS 133,9440 118.6810 DMG 131,8670 116.5710 DMG 134.2 5001116.1670[03/20/1945 j 215 5 7,0 5247.OUT01/01/19791231438.9 02/27/1937! 12918.4 11.3 10*0. 0.0 5.001 0,006 I il I 90.5(15.5.4) 5.00[ 0.006 | II I 98.3(158.2) 5.001 0-006 ( II j 99.9(160.8) tt.*^***#*^ -ENP OF SEARCH- 148 EARTHQUAKES FOUND WITHIN THE SPECIFIED SEARCH AREA, TIME PERIOD OF .SEARCH: 1000 TO 2006 LENGTH OF SEARCH TIME': 207 years THE EARTHQUAKE CLOSEST TO' THE SITE IS ABOUT 10.4 MILES (16.8 kffl) AWAV. LARGEST EARTHQUAKE MAGNITUDE FOUND IN THE SEARCH RADIUS: 7.6 LARGEST EARTHQUAKE SITE ACCELERATION FROM THIS SEARCH; 0.300 g COEFFICIENTS FOR GUTENBERG & RICHTER RECURRENCE RELATION: a-va.lue= • 1.598 b-value= 6.398 = 0.917 TABLE OF MAGNITUDES AND EXCEEPANCES: Earthquake I Number of Times { cumulative Magnitude | Exceeded j No. / Year 4.0 4.5 5.0 5.5 6.0 6.5 7,0 7.5 148 148 148 49 26 10 . 31 0.7.1845 0 . 71845 0.71845 0,23786 0.12621 0.04854 0,01456 0.00485 page 5 W.0.5247-A-SC , Inc. Plate C-11 O ! h- ULJ,- LU < O?OS. <N. O> Qm E03 UU CLUJ 2 Z° s ^V N K i Of — 0*-J O L— O• i i ^— 'LJJ o s *s\ N i, ^ \ 0 OO OO OO O O T- s, s\, Q OO t Vx Oo^ — *s- -- — — „ — O'Oa v— IT) Ol T— O -^ O rr• 3t—Co "-(— ' o0o< o" o or-i (D W.0.5247-A-SC Plate C-12 PROBABILITY OF EXGEEDANCE CAMP. & BOZ. (1997 Rev.) AL 1 -2- t JQ 05 0 CL 0)O CD CD CDO X LO 100 90 80 70 60 50 40 30 20 10 0 75 yrs 100 yrs 0.00 0,25 0.50 0.75 1.00 1.25 Acceleration (g) 1.50 W.0.5247-A-SC ] In c.Plate C-13 <£L ' H UJ^ _J CtL Ml wqg Q.S < N-• & CO?•^ c_> n N;=; 9O^ IJI-I, >Lf-mxM-T—T. QQ m CL ^QL < joa.. _*:* \S\ \>i ti£tx4«. D Oo 1— 0a § \ Vs ^V \\ r 1 00000 ->\ ^'s \1\ O Ooo •v™ s S ^K\\. ( 0oo s i\\'x X.\ oo v— 1 — _ — — — — — Oin IDr\j T~ o ^, O rr— . Q< V" C O jp "SK s_*- CD °0Ooo< i,D CD LO CM O On CD W.0.5247-A-SC _ rf^SQ ^f^TZ?GeiiSoils, Sac,•°<a»'"&KS.*<a Plate C-14 PROBABILITY OF EXCEEDANCE CAMP. & BOZ. (1997 Rev.) SR 1 100 90 JQro -Q 2 CL 00Cco -Q 0) OX HI 0 75 yrs 100 yrs 0,00 0.25 0.50 0.75 1.00 1.25 1.50 Acceleration (g) W.0.5247-A-SC Plate C-15 , lffi£. APPENDIX D LABORATORY DATA 3,000 2,500 2,000 tnQ. O EC. 1,500tea:a • OT 1,000 500 0 C ^^ ^^ i ^^^^ 5 ) 500 1,000 1,500 2,000 2,500 3,000 NORMAL PRESSURE, psf Sample Depth/El. Range Classification Primary/Residual Sample Type \ MC% c <j> 9 TP-1 4.0 Sandy Clay Primary Shear Undisturbed 96.7 15.7 486 26 D TP-1 4.0 Residual Shear Undisturbed 96.7 15.7 444 26 Note: Sample Innundated prior to testing GeoSoils, Inc. -THES ^ssKffls 5741 Palmer Way e!oSo'ife£lifc. Carlsbad, CA 92008 Telephone: (760)438-3155 Fax: (760)931-0915 DIRECT SHEAR TEST Project ROBERTSON Number: 5247-A-SC Date: January 2007 Plate: D-1 CD 1 m ITtu 2 LL H LUo tua 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 n U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS HYDROMETER 6 4 3 2 1.5 1 » 1/23/8 3 A B 810 14 16 20 30 40 50 60 -<OD140200 I I i ' 'I -f.«*|MJ4 "!> \ : \? s s \\ \ I ^\X \T\ \\ \ i i \\ \V ' \^\ \\\ V ; * ; Jt- P 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS 0 a A * COBBLES GRAVEL coarse fine SAND coarse j mediurn . fine SILT OR CLAY Sample Depth B-1 30.0 B-1 35.0 B-2 10.0 B-2 25.0 Visual Classification/USCS CLASSIFICATION Clayey Sand Clayey Sand Sandy Clay Clayey Sand LL PL 36 16 37 16 51 17 40 18 PI 20 21 34 22 Cc Cu Sample Depth 9 D A * B-1 30.0 B-1 35.0 B-2 10.0 B-2 25.Q D100 19 4.75 19 4.75 D60 0.194 0.163 0.078 0.144 D30 D10 %Gravel %Sand 0.1 61.7 . 0.0 58.0 0.2 . 40.5 0.0 55.4 %Silt %Clay 38.3 42.0 59.3 44.6 GeoSoils, Inc. ^^ ^^^,, 5741 Palmer Way loiyijiy'lnic. Carlsbad, CA 92008 tM&^SJA Telephone: (760)438-3155 Fax: (760)931-0915 GRAIN SIZE DISTRIBUTION Project: ROBERTSON Number: 5247-A-SC Date: January 2007 Plate: D-2 PLASTICITY INDEX . I->• N> W J^ Cn O5 I_o o o o o o o I/ CL-|/1L I I / . / / * / r* ' / CL / P ' V ML CH / t - / MH / ' . '' / / S / / ) 20 40 60 80 100 LIQUID LIMIT Sample Depth/El. e D A + ft O O A B-1 15.0 B-1 30.0 B-1 35.0 B-2 10.0 B-2 25.0 B-4 8.0 TP-1 4.0 TP-3 0.0 LL 44 36 37 51 40 40 41 60 PL 16 16 16 17 18 16 16 18 PI Fines 28 20 38 21 42 34 59 22 45 24 25 42 USCS CLASSIFICATION Sandy Clay Clayey Sand Clayey Sand Sandy Clay Clayey Sand Sandy Clay Sandy Clay GeoSoils, Inc. 5741 Palmer Way Carlsbad, CA 92008 Telephone: (760)438-3155 Fax: (760)931-0915 ATTERBERG LIMITS' RESULTS Project: ROBERTSON Number: 5247-A-SC Date: January 2007 Plate: D-3 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 I 4-5 w 5.0 5.5 ao 6.5 7.0 7.5 8.0 8.5 9.0 1C)0 Sample • B-1 "-•"N ( k k XN\ x \ - * •N \ \ ^ s V \ •\ I \ S \ \ s^ \\ ^t 1,000 10,000 1( STRESS, psf Depth/El. 15.0 Stress at which water was added Strain Difference: Visual Classification Sandy Clay 500 psf GeoSoils, Inc. ^^^^^ 5741 Palmer Way Geo'SKom|in<:. Carlsbad, CA 92008 ^iiftapJI Telephone: (760)438-3155 Fax: (760)931-0915 Initial 112.3 MC Initial 17.9 MC Final 16.6 H20 -.5 CONSOLIDATION TEST Project: ROBERTSON Number: 5247-A-SC Date: January 2007 Plate: D-4 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 z w 5.0 5.5 6.0 6.5 7.0 7.5 8.0 8.5 9.0 1C)0 Sample © B-2 V — .• ' — <^— •\ X - \ - s T N KNi \ N \ V \ \i "- • \ \ \ \ \ \ \ \ "ik 1,000 10,000 1( STRESS, psf Depth/El. 10.0 Stress at which water was added Strain Difference: Visual Classification Sandy Clay : 500 psf GeoSoils, Inc. i^sr ^^ss^ 5741 Palmer Way ©&Soifii^lMfe. Carlsbad, CA 92008 %3fSli A Telephone: (760)438-3155 Fax: (760)931-0915 Yd Initia 108.6 NIC Initial 19.6 NIC Final 18.0 H20 ,5 CONSOLIDATION TEST Project: ROBERTSON Number: 5247-A-SC Date: January 2007 Plate: D-5 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 1 4.5 Pin 5.0 5.5 6.0 6.5 7.0 7.5 8.0 8.5 9.0 1C)0 Sample 9 B-4 . • —— -,~~< ( ^ ^ -^ "^- 1 - \ \ \ ^"^" \ \ ^\ \\( t t\ \ ^ \ ^ \\ ^ \\i ^ \\ ^ \ \ \ \ \"^4 1,000 10,000 1( STRESS, psf Depth/El. 25.0 Visual Classification Sandy Clay Yd Initial 104.5 MC Initial 21.8 MC Final 17.3 H20 l5 Stress at which water was added: 500 psf Strain Difference: % GeoSoils, Inc. < _^~-ur~ 5741 Palmer Way GfeSlt^pie. Carlsbad, CA 92008 ^y^S»& Telephone: (760)438-3155 Fax: (760)931-0915 CONSOLIDATION TEST Project: ROBERTSON Number 5247-A-SC Date: January 2007 Plate: D-6 TEST SPECIMEN B D Compactor air pressure Water added Moisture at compaction Height of sample Dry density R-Value by exudation R-Value by exudation, corrected Exudation pressure Stability thickness Expansion pressure thickness PSI % % IN PCF PSI FT FT 160 3.9 17.1 2.43 111.3 16 15 458 1.08 2.47 110 5.6 19.1 2.6 106.5 11 11 315 1.14 0.83 70 7.3 21.1 2.64 103.0 9 9 212 1.16 0.50 DESIGN CALCULATION DATA Traffic index, assumed Gravel equivalent factor, assumed Expansion, stability equilibrium R-Value by expansion R-Value by exudation R-Value at equilibrium 5.0 1.25 1.13 12 11 11 Expansion, Stability Equilibrium 3.00 ra2.00 tn>\JQ m-I0)1Q)Cjrfo £1i_ CD> Oo0.50 0.00 SAMPLE INFORMATION Sample Location: B-1 @ 5-6 Sample Description: Notes: Light Green Gray Sandy Clay 0% Retained on 3/4 inch sieve Test Method: Cal-Trans Test 301 R-Value By Exudation Io: 0.00 0.50 1.00 1.50 2.00 2.50 3.00 Cover Thickness by Expansion Pressure (ft) 'n •n n 0 0 n 0 8C)0 7C 0 6C10 5C ^^^ 0 4C *^^" — ^o^ )0 3C . " — ~~& 0 2C)0 1C)0 0 Exudation Pressure (psi) GeoSoils, Inc. 5741 Palmer Way Carlsbad, CA 92008 Telephone: (760) 438-3155 Fax: (760) 931-0915 R - VALUE TEST RESULTS Project: ROBERTSON Number: 5247-A1-SC Date: Jan-07 Plate: D - 7 APPENDIX E SETTLEMENT ANALYSIS SETTLEMENT ANALYSIS ROBERTSON- W.O. 5247-A-SC P£ H. He H» Ti r« Yc C'c C'r P'm 15 8 25 10 130 130 120 0.07 0.03 1200 ft. ft. ft. ft. pcf pcf pcf IMPOTPATA THICKNESS OF PLANNED FILL THICKNESS OF REMEDIAL WORK THICKNESS OF COMPRESSIBLE LATER DEPTH TO. GROUNDWATER FILL UNIT WEIGHT REMEDIAL FILL UNIT WEIGHT TOUT WEIGHT OF COMPRESSIBLE LAYER _ COMPRESSION RATIO OF COMPRESSIBLE LATER _ pcf RECOMPRESSION RATIO OF COMPRESSIBLE PRECONSILDATION MARGIN LATER DEVELOPED BY BEN SHAHRVZNI W.O. 5247-A-SC Plate E-1 , Inc. SETTLEMENT ANALYSIS ROBERTSON -W.Q. 5247-A-SC AP LAYER 1 2 3 4 5 6 7 8 9 10 H 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 DO 9.25 11.75 14.25 16.75 19.25 21.75 24.25 26.75 29.25 31.75 PO 1190 1490 1790 2090 2390 2690 2990 3290 3590 3890 U 0 109. 265. 421, 577. 733. 889. 1045 1201 1357 2 2 2 2 2 2 .2 .2 .2 P'o 1190 1380. 1524. 1568. 1812. 1956. 2100. 2244. 2338. 2532. 8 8 8 8 8 8 8 8 8 P'c 2390 2580.8 2724.8 2868.8 3012.8 3156.8 3300.8 3444.8 3588.8 3732.8 P£ 1950 1950 1950 1950 1950 1950 1950 1950 1950 1950 P'o+Pf 3140 3330.8 3474.8 3618.8 3762.8 3906.8 4050.8 4194.8 4338.8 4482.8 Sc 0.52 0.48 0.45 0.42 0.40 0.38 0.36 0.35 0.33 0.32 TOTAL SETTLEMENT (in.) 4.01 DEVELOPED BY BEH SHAHRVTNI W.O. 5247-A-SC Ins, Plate E-2 SETTLEMENT ANALYSIS ROBERTSON- W.O. 5247-A-SC Pf Ha HO H» Yt r. Yc C'c C't P'm 20 8 25 10 130 130 120 0.07 0.03 1200 ft. ft. ft. ft. pcf pcf pcf IMPUT DATA THICKNESS OP PLANNED FILL THICKNESS OF REMEDIAL WORK THICKNESS OF COMPRESSIBLE LAYER DEPTH TO GROTJNDWATER FILL TOUT WEIGHT REMEDIAL FILL UNIT WEIGHT UNIT WEIGHT OF COMPRESSIBLE LAYER _ COMPRESSION RATIO OF COMPRESSIBLE LAYER pcf RECOMPRESSION RATIO OF COMPRESSIBLE PRECONSILDATION MARGIN LAYER DEVELOPED WC BEN SHAHRVBH W.O. 5247-A-SC Plate E-3 SETTLEMENT ANALYSIS ROBERTSON -W.O. 5247-A-SC AP LAYER 1 2 3 4 5 6 7 8 9 10 H 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 D0 9.25 11.75 14.25 16.75 19.25 21.75 24.25 26.75 29.25 31.75 PO 1190 1490 1790 2090 2390 2690 2990 3290 3590 3890 U 0 109. 265. 421. 577. 733. 889. 1045, 1201, 1357. 2 2 2 2 2 2 .2 .2 .2 P'o 1190 1380.8 1524.8 1668.8 1812.8 1956.8 2100.8 2244.8 2388.8 2532. 8 P'c 2390 2580. 2724. 2868. 3012. 3156. 3300. 3444. 3588. 3732. 8 8 8 8 8 8 8 8 8 P£ 2600 2600 2600 2600 2600 2600 2600 2600 2600 2600 P ' o+Pf 3790 3980.8 4124.8 4268.8 4412.8 4556.8 4700.8 4844.8 4988.8 5132.8 sc 0.69 0.64 0.61 0.57 0.55 0.52 0.50 0.48 0.46 0.44 TOTAL SETTLEMENT (in.) 5.46 DEVELOPED Bf BEN BHAHRVTOI W.O. 5247-A-SC Plate E-4 SETTLEMENT ANALYSIS ROBERTSON- W.O. S247-A-SC P£ =« He H» Tf ya Tc C'c C't P'» 30 8 25 10 130 130 120 0,07 0.03 1200 ft. ft. ft. ft. pcf pcf pcf INPUT DATA THICKNESS OF PLANNED FILL THICKNESS OF REMEDIAL WORK THICKNESS OF COMPRESSIBLE LAYER DEPTH TO GROUNDWATER FILL UNIT WEIGHT REMEDIAL FILL UNIT WEIGHT UNIT WEIGHT OF COMPRESSIBLE LAYER _ COMPRESSION RATIO OP COMPRESSIBLE LAYER _ pcf RECOMPRESSION RATIO OF COMPRESSIBLE PRECONSILDATION MARGIN LAYER DEVELOPED BY BEX SKAHHVINI W.O. 5247-A-SC " Plate E-5 SETTLEMENT ANALYSIS ROBERTSON -W.O. 5247-A-SC LAYER 1 2 3 4 5 6 7 8 9 10 H 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 D0 P0 9. 11 14 16 19 21 24 26 29 31 25 .75 .25 .75 .25 .75 .25 .75 .25 .75 1190 1490 1790 2090 2390 2690 2990 3290 3590 3890 U 0 109.2 265. 2 421.2 577.2 733.2 889.2 1045.2 1201.2 1357.2 P'o 1190 1380.8 1524,8 1668.8 1812.8 1956.8 2100.8 2244.8 2388.8 2532.8 P'c 2390 2580. 2724. 2868. 3012. 3156. 3300. 3444. 3588. 3732. 8 8 8 8 8 8 8 8 8 AP '** 3900 3900 3900 3900 3900 3900 3900 3900 3900 3900 P'0+Vf 5090 5280.8 5424.8 5568.8 5712.8 5856.8 6000.8 6144.8 6288.8 6432.8 ft s* 0.96 0.90 0.85 0.82 0.78 0.75 0.72 0.70 0.67 0.65 TOTAL SETTLEMENT (in.) 7.80 DEVELOPED BY BEN SKAHHVTNI W.O. 5247-A-SC Plate E-6 APPENDIX F GENENAL EARTHWORK AND GRADING GUIDELINES GENERAL EARTHWORK AND GRADING GUIDELINES General These guidelines present general procedures and requirements for earthwork and grading as shown on the approved grading plans, including preparation of areas to filled, placement of fill, installation of subdrains, and excavations. The recommendations contained in the geotechnical report are part of the earthwork and grading guidelines and would supercede the provisions contained hereafter in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new or revised recommendations which could supercede these guidelines or the recommendations contained in the geotechnical report. The contractor is responsible forthe satisfactory completion of all earthwork in accordance with provisions of the project plans and specifications. The project soil engineer and engineering geologist (geotechnical consultant), or their representatives, should provide observation and testing services, and geotechnical consultation during the duration of the project. EARTHWORK OBSERVATIONS AND TESTING Geotechnical Consultant Prior to the commencement of grading, a qualified geotechnical consultant (soil engineer and engineering geologist) should be employed for the purpose of observing earthwork procedures and testing the fills for general conformance with the recommendations of the geotechnical report, the approved grading plans, and applicable grading codes and ordinances. The geotechnical consultant should provide testing and observation so that determination may be made that the work is being accomplished as specified, it is the responsibility of the contractor to assist the consultants and keep them apprised of anticipated work schedules and changes, so that they may schedule their personnel accordingly. All remedial removals, clean-outs, prepared ground to receive fill, key excavations, and subdrain installation should be observed and documented by the project engineering geologist and/or soil engineer prior to placing and fill. It is the contractor's responsibility to notify the engineering geologist and soil engineer when such areas are ready for observation. Laboratory and Field Tests Maximum dry density tests to determine the degree of compaction should be performed in accordance with American Standard Testing Materials test method ASTM designation D-1557. Random or representative field compaction tests should be performed in accordance with test methods ASTM designation D-1556, D-2937 or D-2922, and D-3017, at intervals of approximately ±2 feet of fill height or approximately every 1,000 cubic yards placed. These criteria would vary depending on the soil conditions and the size of the project. The location and frequency of testing would be at the discretion of the geotechnical consultant, Contractor's Responsibility All clearing, site preparation, and earthwork performed on the project should be conducted by the contractor, with observation by a geotechnical consultant, and staged approval by the governing agencies, as applicable. It is the contractor's responsibility to prepare the ground surface to receive the fill, to the satisfaction of the soil engineer, and to place, spread, moisture condition, mix, and compact the fill in accordance with the recommendations of the soil engineer. The contractor should also remove all non-earth material considered unsatisfactory by the soil engineer. It is the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the earthwork in accordance with applicable grading guidelines, codes or agency ordinances, and approved grading plans. Sufficient watering apparatus and compaction equipment should be provided by the contractor with due consideration for the fill material, rate of placement, and climatic conditions. If, in the opinion of the geotechnical consultant, unsatisfactory conditions such as questionable weather, excessive oversized rock or deleterious material, insufficient support equipment, etc., are resulting in a quality of work that is not acceptable, the consultant will inform the contractor, and the contractor is expected to rectify the conditions, and if necessary, stop work until conditions are satisfactory. During construction, the contractor shall properly grade all surfaces to maintain good drainage and prevent ponding of water. The contractor shall take remedial measures to control surface water and to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. SITE PREPARATION All major vegetation, including brush, trees, thick grasses, organic debris, and other deleterious material, should be removed and disposed of off-site. These removals must be concluded prior to placing fill. In-place existing fill, soil, alluvium, colluvium, or rock materials, determined by the soil engineer or engineering geologist as being unsuitable, should be removed prior to any fill placement. Depending upon the soil conditions, these materials may be reused as compacted fills. Any materials incorporated as part of the compacted fills should be approved by the soil engineer. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipelines, or other structures not located prior to grading, are to be removed or treated in a manner recommended by the soil engineer. Soft, dry, spongy, highly Robertson Family Trust Appendix F File: e:\wp9\5200\5247a.pge Page 2 fractured, or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, should be overexcavated down to firm ground and approved by the soil engineer before compaction and filling operations continue. Overexcavated and processed soils, which have been properly mixed and moisture conditioned, should be re-compacted to the minimum relative compaction as specified in these guidelines. Existing ground, which is determined to be satisfactory for support of the fills, should be scarified to a minimum depth of 6 to 8 inches, or as directed by the soil engineer. After the scarified ground is brought to optimum moisture content, or greater and mixed, the materials should be compacted as specified herein. If the scarified zone is greater than 6 to 8 inches in depth, it may be necessary to remove the excess and place the material in lifts restricted to about 6 to 8 inches in compacted thickness. Existing ground which is not satisfactory to support compacted fill should be overexcavated as required in the geotechnical report, or by the on-site soils engineer and/or engineering geologist. Scarification, disc harrowing, or other acceptable forms of mixing should continue until the soils are broken down and free of large lumps or clods, until the working surface is reasonably uniform and free from ruts, hollows, hummocks, or other uneven features, which would inhibit compaction as described previously. Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical [h:v]), the ground should be stepped or benched. The lowest bench, which will act as a key, should be a minimum of 15 feet wide and should be at least 2 feet deep into firm material, and approved by the soil engineer and/or engineering geologist. In fill over cut slope conditions, the recommended minimum width of the lowest bench or key is also 15 feet, with the key founded on firm material, as designated by the geotechnical consultant. As a general rule, unless specifically recommended otherwise by the soil engineer, the minimum width of fill keys should be approximately equal to V?. the height of the slope. Standard benching is generally 4 feet (minimum) vertically, exposing firm, acceptable material. Benching may be used to remove unsuitable materials, although it is understood that the vertical height of the bench may exceed 4 feet. Pre-stripping may be considered for unsuitable materials in excess of 4 feet in thickness. All areas to receive fill, including processed areas, removal areas, and the toes of fill benches, should be observed and approved by the soil engineer and/or engineering geologist prior to placement of fill. Fills may then be properly placed and compacted until design grades (elevations) are attained. Robertson Family Trust Appendix F File; e:\wp9\5200\5247a.pge Page 3 COMPACTED FiLLS Any earth materials imported or excavated on the property may be utilized in the fill provided that each material has been determined to be suitable by the soil engineer. These materials should be free of roots, tree branches, other organic matter, or other deleterious materials. All unsuitable materials should be removed from the fill as directed by the soil engineer. Soils of poor gradation, undesirable expansion potential, or substandard strength characteristics may be designated by the consultant as unsuitable and may require blending with other soils to serve as a satisfactory fill material. Fill materials derived from benching operations should be dispersed throughout the fill area and blended with other approved material. Benching operations should not result in the benched material being placed only within a single equipment width away from the fill/bedrock contact. Oversized materials defined as rock, or other irreducible materials, with a maximum dimension greater than 12 inches, should not be buried or placed in fills unless the location of materials and disposal methods are specifically approved by the soil engineer. Oversized material should be taken offsite, or placed in accordance with recommendations of the soil engineer in areas designated as suitable for rock disposal. Per the UBC/CBC, oversized material should not be placed within 10 feet vertically of finish grade (elevation) or within 20 feet horizontally of slope faces (any variation will require prior approval from the governing agency). To facilitate future trenching, rock (or oversized material) should not be placed within 10 feet from finish grade, the range of foundation excavations, future utilities, or underground construction unless specifically approved by the soil engineer and/or the developer's representative. If import material is required for grading, representative samples of the materials to be utilized as compacted fill should be analyzed in the laboratory by the soil engineer to determine it's physical properties and suitability for use onsite. If any material other than that previously tested is encountered during grading, an appropriate analysis of this material should be conducted by the soil engineer as soon as possible. Approved fill material should be placed in areas prepared to receive fill in near horizontal layers, that when compacted, should not exceed about 6 to 8 inches in thickness. The soil engineer may approve thick lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer should be spread evenly and blended to attain uniformity of material and moisture suitable for compaction. Fill layers at a moisture content less than optimum should be watered and mixed, and wet fill layers should be aerated by scarification, or should be blended with drier material. Moisture conditioning, blending, and mixing of the fill layer should continue until the fill materials have a uniform moisture content at, or above, optimum moisture. Robertson Family Trust Appendix F File: e:\wp9\5200\5247a.pge PaQG 4 After each layer has been evenly spread, moisture conditioned, and mixed, it should be uniformly compacted to a minimum of 90 percent of the maximum density as determined by ASTM test designation D-1557, or as otherwise recommended by the soil engineer. Compaction equipment should be adequately sized and should be specifically designed for soil compaction or of proven reliability to efficiently achieve the specified degree of compaction. Where tests indicate that the density of any layer of fill, or portion thereof, is below the required relative compaction, or improper moisture is in evidence, the particular layer or portion shall be re-worked until the required density and/or moisture content has been attained. No additional fill shall be placed in an area until the last placed lift of fill has been tested and found to meet the density and moisture requirements, and is approved by the soil engineer. In general, per the UBC/CBC, fill slopes should be designed and constructed at a gradient of 2:1 (h:v), or flatter. Compaction of slopes should be accomplished by over-building a minimum of 3 feet horizontally, and subsequently trimming back to the design slope configuration. Testing shall be performed as the fill is elevated to evaluate compaction as the fill core is being developed. Special efforts may be necessary to attain the specified compaction in the fill slope zone. Final slope shaping should be performed by trimming and removing loose materials with appropriate equipment. A final determination of fill slope compaction should be based on observation and/or testing of the finished slope face. Where compacted fill slopes are designed steeper than 2:1 (h:v), prior approval from the governing agency, specific material types, a higher minimum relative compaction, special reinforcement, and special grading procedures will be recommended. If an alternative to over-building and cutting back the compacted fill slopes is selected, then special effort should be made to achieve the required compaction in the outer 10 feet of each lift of fill by undertaking the following: 1. An extra piece of equipment consisting of a heavy, short-shanked sheepsfoot should be used to roll (horizontal) parallel to the slopes continuously as fill is placed. The sheepsfoot roller should also be used to roll perpendicular to the slopes, and extend out over the slope to provide adequate compaction to the face of the slope, 2. Loose fill should not be spilled out over the face of the slope as each lift is compacted. Any loose fill spilled over a previously completed slope face should be trimmed off or be subject to re-rolling. 3. Field compaction tests will be made in the outer (horizontal) ±2 to ±8 feet of the slope at appropriate vertical intervals, subsequent to compaction operations. 4. After completion of the slope, the slope face should be shaped with a small tractor and then re-rolled with a sheepsfoot to achieve compaction to near the slope face. Subsequent to testing to evaluate compaction, the slopes should be grid-rolled to Robertson Family Trust Appendix F File: e:\wp9\5200\52-17a.pge Page 5 achieve compaction to the slope face. Final testing should be used to evaluate compaction after grid rolling. 5. Where testing indicates less than adequate compaction, the contractor will be responsible to rip, water, mix, and recompact the slope material as necessary to achieve compaction. Additional testing should be performed to evaluate compaction. 6, Erosion control and drainage devices should be designed by the project civil engineer in compliance with ordinances of the controlling governmental agencies, and/or in accordance with the recommendation of the soil engineer or engineering geologist. SUBDRAiN INSTALLATION Subdrains should be installed in approved ground in accordance with the approximate alignment and details indicated by the geotechnical consultant. Subdrain locations or materials should not be changed or modified without approval of the geotechnical consultant. The soil engineer and/or engineering geologist may recommend and direct changes in subdrain line, grade, and drain material in the field, pending exposed conditions. The location of constructed subdrains, especially the outlets, should be recorded by the project civil engineer. EXCAVATIONS Excavations and cut slopes should be examined during grading by the engineering geologist. If directed by the engineering geologist, further excavations or overexcavation and refilling of cut areas should be performed, and/or remedial grading of cut slopes should be performed. When fill over cut slopes are to be graded, unless otherwise approved, the cut portion of the slope should be observed by the engineering geologist prior to placement of materials for construction of the fill portion of the slope. The engineering geologist should observe all cut slopes, and should be notified by the contractor when excavation of cut slopes commence. If, during the course of grading, unforeseen adverse or potentially adverse geologic conditions are encountered, the engineering geologist and soil engineer should investigate, evaluate, and make appropriate recommendations for mitigation of these conditions. The need for cut slope buttressing or stabilizing should be based on in-grading evaluation by the engineering geologist, whether anticipated or not. Robertson Family Trust Appendix F File: e:\wp9\5200\52-17a_pge Page 6 Unless otherwise specified in soil and geological reports, no cut slopes should be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies. Additionally, short-term stability of temporary cut slopes is the contractor's responsibility. Erosion control and drainage devices should be designed by the project civil engineer and should be constructed in compliance with the ordinances of the controlling governmental agencies, and/or in accordance with the recommendations of the soil engineer or engineering geologist. COMPLETION Observation, testing, and consultation by the geotechnical consultant should be conducted during the grading operations in order to state an opinion that all cut and fill areas are graded in accordance with the approved project specifications. After completion of grading, and after the soil engineer and engineering geologist have finished their observations of the work, final reports should be submitted subject to review by the controliing governmental agencies. No further excavation or filling should be undertaken without prior notification of the soil engineer and/or engineering geologist. All finished cut and fill slopes should be protected from erosion and/or be planted in accordance with the project specifications and/or as recommended by a landscape architect. Such protection and/or planning should be undertaken as soon as practical after completion of grading. JOB SAFETY General At GSI, getting the job done safely is of primary concern. The following is the company's safety considerations for use by all employees on multi-employer construction sites. On-ground personnel are at highest risk of injury, and possible fatality, on grading and construction projects. GSI recognizes that construction activities will vary on each site, and that site safety is the prime responsibility of the contractor; however, everyone must be safety conscious and responsible at all times. To achieve our goal of avoiding accidents, cooperation between the client, the contractor, and GSi personnel must be maintained. In an effort to minimize risks associated with geotechnical testing and observation, the following precautions are to be implemented for the safety of field personnel on grading and construction projects: Robertson Family Trust Appendix F Fiie: e:\wp9\S200\5247a.j3ge Page 7 Safety Meetings: GSI field personnel are directed to attend contractor's regularly scheduled and documented safety meetings. Safety Vests: Safety Flags: Flashing Lights: Safety vests are provided for, and are to be worn by GSI personnel, at all times, when they are working in the field. Two safety flags are provided to GSI field technicians; one is to be affixed to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits. All vehicles stationary in the grading area shall use rotating or flashing amber beacons, or strobe lights, on the vehicle during all field testing. While operating a vehicle in the grading area, the emergency flasher on the vehicle shall be activated. In the event that the contractor's representative observes any of our personnel not following the above, we request that it be brought to the attention of our office. Test Pits Location, Orientation, and Clearance The technician is responsible for selecting test pit locations. A primary concern should be the technician's safety. Efforts will be made to coordinate locations with the grading contractor's authorized representative, and to select locations following or behind the established traffic pattern, preferably outside of current traffic. The contractor's authorized representative (supervisor, grade checker, dump man, operator, etc.) should direct excavation of the pit and safety during the test period. Of paramount concern should be the soil technician's safety, and obtaining enough tests to represent the fill. Test pits should be excavated so that the spoil pile is placed away from oncoming traffic, whenever possible. The technician's vehicle is to be placed next to the test pit, opposite the spoil pile. This necessitates the fill be maintained in a driveable condition. Alternatively, the contractor may wish to park a piece of equipment in front of the test holes, particularly in small fill areas or those with limited access. A zone of non-encroachment should be established for all test pits. No grading equipment should enter this zone during the testing procedure. The zone should extend approximately 50 feet outward from the center of the test pit. This zone is established for safety and to avoid excessive ground vibration, which typically decreases test results. When taking slope tests, the technician should park the vehicle directly above or below the test location. If this is not possible, a prominent flag should be placed at the top of the slope. The contractor's representative should effectively keep all equipment at a safe operational distance (e.g., 50 feet) away from the slope during this testing. Robertson Family Trust File: e:\wp9\5200\5247a.pge Appendix F Pages The technician is directed to withdraw from the active portion of the fill as soon as possible following testing. The technician's vehicle should be parked at the perimeter of the fill in a highly visible location, well away from the equipment traffic pattern. The contractor should inform our personnel of all changes to haul roads, cut and fill areas or other factors that may affect site access and site safety. In the event that the technician's safety is jeopardized or compromised as a result of the contractor's failure to comply with any of the above, the technician is required, by company policy, to immediately withdraw and notify his/her supervisor. The grading contractor's representative will be contacted in an effort to affect a solution. However, in the interim, no further testing will be performed until the situation is rectified. Any fill placed can be considered unacceptable and subject to reprocessing, recompaction, or removal. In the event that the soil technician does not comply with the above or other established safety guidelines, we request that the contractor bring this to the technician's attention and notify this office. Effective communication and coordination between the contractor's representative and the soil technician is strongly encouraged in order to implement the above safety plan. Trench and Vertical Excavation It is the contractor's responsibility to provide safe access into trenches where compaction testing is needed. Our personnel are directed not to enter any excavation or vertical cut which: 1) is 5 feet or deeper unless shored or laid back; 2) displays any evidence of instability, has any loose rock or other debris which could fall into the trench; or 3} displays any other evidence of any unsafe conditions regardless of depth. All trench excavations or vertical cuts in excess of 5 feet deep, which any person enters, should be shored or laid back. Trench access should be provided in accordance with CAL-OSHA and/or state and local standards. Our personnel are directed not to enter any trench by being lowered or "riding down" on the equipment. If the contractor fails to provide safe access to trenches for compaction testing, our company policy requires that the soil technician withdraw and notify his/her supervisor. The contractor's representative will be contacted in an effort to affect a solution. All backfill not tested due to safety concerns or other reasons could be subject to reprocessing and/or removal. If GSI personnel become aware of anyone working beneath an unsafe trench wall or vertical excavation, we have a legal obligation to put the contractor and owner/developer on notice to immediately correct the situation. If corrective steps are not taken, GSI then has an obligation to notify CAL-OSHA and/or the proper controlling authorities. Robertson Family Trust Appendix F File: e:\wp9\5200\5247a.pge Page 9 fiS€«j CANYON SUBDRAIN DETAIL TYPE A s* x PROPOSED COMPACTED FILL NATURAL GROUND COLLUVIUM AND ALLUVIUM (REMOVE) BEDROCK TYPICAL BENCHING ALTERNATIVES TYPE B PROPOSED COMPACTED FILL NATURAL GROUND COLLUV1UM AND ALLUVIUM (REMOVE) BEDROCK TYPICAL BENCHING ALTERNATIVES NOTE: ALTERNATIVES. LOCATION AND EXTENT OF SUBDRAINS SHOULD BE DETERMINED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST DURING GRADING. PLATE EG-1 CANYON SUBDRA1N ALTERNATE DETAILS ALTERNATE 1: PERFORATED PIPE AND FILTER MATERIAL •MIMIMIIMMINIMUM A—I FILTER MATERIAL: MINIMUM VOLUME OF 9 FT.'/LINEAR FT. 6" 0 ABS OR PVC PIPE OR APPROVEDSUBSTITUTE WITH MINIMUM 8 M/4" (fl PERFS.LINEAR FT. IN BOTTOM HALF OF PIPE.ASTM 02751. SDR 35 OR ASTM 01527. SCHD, 40ASTM 03034. SDR 35 OR ASTM 01785, SCHD, 40FOR CONTINUOUS RUN IN EXCESS OF 560 FT. USE 8- ft PIPE 12" MINIMUM 6" MINIMUMB-1 FILTER MATERIAL SIEVE SIZE PERCENT PASSING 1 INCH 100 3/4 INCH 90-100 3/8 INCH 40-100 NO. 4 25-40 NO. 8 18-33 NO. 30 5-15 "NO. 50 ,0-7 NO. 200 0-3 ALTERNATE 2: PERFORATED PIPE, GRAVEL AND FILTER FABRIC MINIMUM OVERLAP 6' MINIMUM COVER 4" MINIMUM BEDDING 6" MINIMUM OVERLAP A-2 B- t>" MINIMUM BEDDING GRAVEL "MATERIAL 9 FTVLINEAR FT. PERFORATED PIPE: SEE ALTERNATE 1 GRAVEL: CLEAN 3/4 INCH ROCK OR APPROVED SUBSTITUTE FILTER FABRIC: MIRAFI 140 OR APPROVED SUBSTITUTE PLATE EG-2 DETAIL FOR FILL SLOPE TOEING OUT ON FLAT ALLUVIATED CANYON TOE OF SLOPE AS SHOWN ON GRADING PLAN .ORIGINAL GROUND SURFACE TO BE RESTORED WITH COMPACTED FILL BACKCUT i^ARIES. FOR DEEP REMOVALS,/^ BACKCUT ^VKSHOULD BE MADE NO 4 "^ STEEPER THAN\1:1 OR AS NECESSARY /> FOR SAFETY .^.^CONSIDERATIONS ' ^"~-*S ' COMPACTED FILL ORIGINAL GROUND SURFACE ANTICIPATED ALLUVIAL REMOVAL DEPTH PER SOIL ENGINEER. PROVIDE A 1:1 MINIMUM PROJECTION FROM TOE OF SLOPE AS SHOWN ON GRADING PLAN TO THE RECOMMENDED REMOVAL DEPTH. SLOPE HEIGHT, SITE CONDITIONS AND/OR LOCAL CONDITIONS COULD DICTATE FLATTER PROJECTIONS REMOVAL ADJACENT TO EXISTING FILL ADJOINING CANYON FILL COMPACTED FILL LIMITS LINE PROPOSED ADDITIONAL COMPACTED FILL TEMPORARY COMPACTED FILL DRAINAGE ONLY Qdf <£r Qaf / Qal (TO BE REMOVED) (EXISTING COMPACTED FILL) <^v> LEGEND TO BE REMOVED BEFORE PLACING ADDITIONAL COMPACTED FILL Qai ARTIFICIAL FILL Qal ALLUVIUM PLATE EG-3 LLJ Q LL I/) CO LU Ql I— ID CD Zo M CD < o CL H- PLATE EG 1 < l~1^ UJ Q Z cr Q / BUTTRESS SUBUM OF FIVE Ft'/LINEAR Ft OF PIPF3: ~"7> z Q *i <r~I E ^*l LU**< P M < =! £DO !: < "•j— — CO LLO LUCQ \ _1 Xcot«c cc LU t—< 2: cr Uli—«i IT LUcc< IDaCO z Q LU O <_J CL Z Ul X5 LUa. (X LLo LL cc<LU Z 1 IZ-LL CCr)o LL tro Z .•" CD 0 z z < a ^o < <E 5 £L o o trLU C3 Z0. LU LUCO O0 n?0 LU ff. 1 o " i £ LU -J tt EH 0 < W LL z LU •rf" "!^ ^ LUX CC —(- O w LUm : FILTER MATERIAL: GRAVEL MAY iU_ O Z5 LU _l Z g LU2 >1 1 Hg 35 t-O _1 <FILTER FABRIC. FILTER FABRICPROVEDa.< z a LUCO<0z LU 0 0 0 ° °° 1 1 00a> ~^t X x X 0 CJ 0 Z Z ~J^- *™"* — -J 00 o n <R EQUIVALENT. FILTER FABRICSNIMUM OF 12" ON ALL JOINTS.;PE: ABS-ASTM D-2751, SDR 350 Z Q_ 5 < * r- ^ LUQ ,_Lt tu uj< S: 2:CC O? < 5 _i 0 LU LU "CQ co *5r— 1 _J •i _J _J D < < 2 X X =Eco to —s: o ro to•^t ro 5— £*•» ni i i i i IJT> oo lf> O O<N *- •*. ro s s 1 2 2 6 Q oz z z z 2•*• ^- z o :DULE 40 PVC-ASTM 0-3034,85 SCHEDULE 40 WITH A CRUSHINlUNDS MINIMUM, AND A MINIMUM OFPERFORATIONS PER FOOT OF PIPEORATIONS OF BOTTOM OF PIPE.*EAM END OF PIPE. SLOPE AT 2%"J t^ o "- LL £ | T o S £ £10 Q o «-> CL r> £ * °- 2 x K-S i- "- w> t < 7 ^ £ v 5 Q.I < o _i =" "5 Q CC X 2 C3 o0 I- CC UJ -£ <rj Q _l Ul(— IT) -, jT —J Os S s | S i CC 0 1- Z a O CO CO oo — Q. LUx I— LL O LU CQ _J _J < X CO _J LU>< CCo 'LET PIPE TO BE CONNECTED TOi— Z5 O liiCL CL |lmrf™~ LU _J (— Z3 O O1— DC O Zo H- •<O LL O LU CLco oz io _lo LL 5OCD_1 LU oro LU LU 1— Xt— 5 LUa. CL Z <(VIX.o COr> CO 2: WflHININ._J s* V ? vrt- — 71< O Q_ >- /I I 1 |? t.,* ». * * * *mwiNiw\ • • •\ • • « •V * •*\* *• V ^^ V*l x z\ \ —£y \*r/ \ *"**t.\ L £„. / '/i (is V* 1 •n •"••/. M•*'>n.%-vn•" *n oz H ^z <LU CL ? Z5 LU—^ oa JdLU .^LUa a. LU > LU g Mct « Q- UJ*f. >titz _< co OUTLET PIPES TO BE BACKFILLEDE SOIL.cc to <" LL | o o Z T^_ _^_ LU t-cc —i- 5: uif— 2 hv%•— i oin U. O «£. o S ° S °° Z S Kz LU_J X <o o >z -* o z>— . fN a (N O . LU ^ Z ° Q"^ z 5»_ z< CO . LU i>ND LATERAL DRAINS SHALL BEELEVATION OF EVERY BENCH DRAINLOCATED AT ELEVATION JUST ABOVRADE. ADDITIONAL DRAINS MAY BETHE DISCRETION OF THE SOILS 'D/OR ENGINEERING GEOLOGIST,"*• o t- zco i- z ,_ < < — "* < o a o: < Q CC _l LU LUa LU a K LU § < 1- LU =35o o |5 5 ao < 0 £ 0 LU Z03 -I LL J CC LU r^i Z O 2 Zrf \ <M H- PLATE EG-5 Q Ul LU a UJ>oceQ. 0-< 00 O PLATE EG-6 UJ Q ID O UJ LL Q Z < Q LU EXCAVATo 2 cr I33NI9N3PORTION3 i S < S *"» B ^ zfe 3 LU u.o oto LU i " H- >:cc m O QQ- UJ K- I- Z) < O ^ a: O O O LU Ll I- O < O > UJLU O PLATE EG-7 LU < CO DC O UL LL O < N ~ UJ O CC >- -1 CO CC o ^ LU g O °i IS 5 feLU _l LU CO ~~ CCoLL. LU H-' LU Q If < «fM O CCo o 5 CC LU LU Zoz LU CCo CC LU LU CC LU LU Z oz LU co oCO >_ m o LU LL o LU CL CO CO CO LU Z ^ Q LU CC IDC5 LU CC I—Oz LU CC toz CC Q CD— i CO z X 1—coto LU_J tot- Xo LU X LU0- O to CCoU- InCZ XH- Q 5 t- LU 0. O LU LUCD i 1 Xto t ^r Z LU to_j O<J) t—o LU O CCCL LU X * > CO Q LU Z~ CC LU!_„_,r^ LU Q LU CQ j Ito 5 I—LU LULL in fN z <£ X h- . <M X 2 X LOto LU LUCD ' > t Xto LU P Oz 1 — !„ CO Oo1 0 LUCD LU h- O PLATE EG-8 Q Otro cr Z> <GINEER ANC-z. Ul to_1 oto LU X h~ >- CO o Uiz •5.cc Ul H- Ul O LU CD_l_I 5 tnz <cc Q U. O zo h- l/) 0Q-00 Q O Z< Q Ui Ul Z LU Xh- 01 CD O h- O Ulz .tozo£ QZo0 Q_1 Ul U. o o LUt/>< CD H- t/) O O_J O Ulo oz Oi Ul Ulz o S CC UlH- LUau. a Ui•s.cc £cc Ula_ LU CD o ^o Xto zo1—o<Q- 2 Oo Ulcc Q Z< zo 1—<REXCAUl>o Qz < LU Q_ }—to O3o Ulo oz cc Ul Ulz 0z Ul cco a-z.< cc Ul Ulz oz Ul to_l oto Ul Xt— >- CO >-cc toto Ulo Ulz PLATE EG-9 SUBSURFACEa LUi/»oa. X LU -y O Q LUto < £0 a LUz zcc LUt- LU O LU CD_1_| >•> U> 1—Z LU Z LU fy Z3a UJcc Xtr~"a 5 >- LU:*: az<t ~Z- < ECaCQ =3LO ECESSARY B^z LU O CCz>mcc LU>o LLo tnto LU Z ^o Xh- oz< t/)zo 1—azoo z a LUz zcc LU1r"~ LUa LL a LU•s.ccoU-cc LUa. LU a_i ^3o X l/i zo1-o<a.•s.ao LUo: D 2: < -^^£_o H- < <O X LU CC LU > O a<a. • (/>oo o LUO O Z o; LU LU Zoz LU LU X|_ CK O *^.a< cc LU LU Z CD Z Ul I/)_l oto LU X1— LU h- O PLATE EG-1Q TRANSITION LOT DETAIL CUT LOT (MATERIAL TYPE TRANSITION) NATURAL GRADE COMPACTED FILL OVEREXCAVATE AND RECOMPACT //AW\W\^^v^w^'MINIMUM* UNWEATHERED BEDROCK OR APPROVED MATERIAL TYPICAL BENCHING CUT-FILL LOT (DAYLIGHT TRANSITION) OVEREXCAVATE AND RECOMPACT 3'MINIMUM* UNWEATHERED BEDROCK OR APPROVED MATERIAL TYPICAL BENCHING NOTE: * DEEPER OVEREXCAVATION MAY BE RECOMMENDED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST IN STEEP CUT-FILL TRANSITION AREAS. PLATE EG-11 SETTLEMENT PLATE AND RISER DETAIL 2'X 2'X 1/4- STEEL PLATE STANDARD 3/4' PIPE NIPPLE WELDED TO TOP OF PLATE. 3/4" X 5'GALVANIZED PIPE. STANDARD PIPE THREADS TOP AND BOTTOM. EXTENSIONS THREADED ON BOTH ENDS AND ADDED IN 5' INCREMENTS. '3 INCH SCHEDULE 40 PVC PIPE SLEEVE. ADD IN 5'INCREMENTS WITH GLUE JOINTS. FINAL GRADE MAINTAIN 5'CLEARANCE OF HEAVY EQUIPMENT. MECHANICALLY HAND COMPACT IN 2'VERTICAL -I-V LIFTS OR ALTERNATIVE SUITABLE TO AND ACCEPTED BY THE SOILS ENGINEER. MECHANICALLY HAND COMPACT THE INITIAL 5* VERTICAL WITHIN A 5' RADIUS OF PLATE BASE. BOTTOM OF CLEANOUT PROVIDE A MINIMUM V BEDDING OF COMPACTED SAND NOTE: 1. LOCATIONS OF SETTLEMENT PLATES SHOULD BE CLEARLY MARKED AND READILY VISIBLE (RED FLAGGED) TO EQUIPMENT OPERATORS. 2 CONTRACTOR SHOULD MAINTAIN CLEARANCE OF A 5' RADIUS OF PLATE BASE AND WITHIN 5' (VERTICAL) FOR HEAVY EQUIPMENT. FILL WITHIN CLEARANCE AREA SHOULD BE HAND COMPACTED TO PROJECT SPECIFICATIONS OR COMPACTED BY ALTERNATIVE APPROVED BY THE SOILS ENGINEER. 3. AFTER 5'(VERTICAL) OF FILL IS IN PLACE. CONTRACTOR SHOULD MAINTAIN A 5'RADIUS EQUIPMENT CLEARANCE FROM RISER. 4. PLACE AND MECHANICALLY HAND COMPACT INITIAL 2* OF FILL PRIOR TO ESTABLISHING THE INITIAL READING. 5. IN THE EVENT OF DAMAGE TO THE SETTLEMENT PLATE OR EXTENSION RESULTING FROM EQUIPMENT OPERATING WITHIN THE SPECIFIED CLEARANCE AREA, CONTRACTOR SHOULD IMMEDIATELY NOTIFY THE SOILS ENGINEER AND SHOULD BE RESPONSIBLE FOR RESTORING THE SETTLEMENT PLATES TO WORKING ORDER. 6. AN ALTERNATE DESIGN AND METHOD OF INSTALLATION MAY BE PROVIDED AT THE DISCRETION OF THE SOILS ENGINEER. PLATE EG-•U TYPICAL SURFACE SETTLEMENT MONUMENT FINISH GRADE 3'-6' _L 3/8" DIAMETER X 6" LENGTH CARRIAGE BOLT OR EQUIVALENT *-6" DIAMETER X 3 1/2' LENGTH HOLE CONCRETE BACKFILL PLATE EG-15 TEST PIT SAFETY DIAGRAM SIDE VIEW { NOT TO SCALE J TOP VIEW 100 FEET APPROXIMATE CENTER OF TEST PIT ( NOT TO SCALE ] PLATE EG-16 OVERSIZE ROCK DISPOSAL VIEW NORMAL TO SLOPE FACE PROPOSED FINISH GRADE oo 20'MINIMUM oo i<t15' MINIMUM ( oo 10' MINIMUM }E) 15' MINIMUM (A) oa oo act oo (G! oo 5'MINIMUM (C) 00 oo(F) /fi(W&0Wp^ BEDROCK OR APPROVED MATERIAL VIEW PARALLEL TO SLOPE FACE PROPOSED FINISH GRADE FROM (C) BEDROCK OR APPROVED MATERIAL NOTE: (A) ONE EQUIPMENT WIDTH OR A MINIMUM OF 15 FEET. (8) HEIGHT AND WIDTH MAY VARY DEPENDING ON ROCK SIZE AND TYPE OF EQUIPMENT. LENGTH OF WINDROW SHALL BE NO GREATER THAN 100'MAXIMUM. !C) IF APPROVED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST, WINDROWS MAY BE PLACED DIRECTLY ON COMPETENT MATERIAL OR BEDROCK PROVIDED ADEQUATE SPACE IS AVAILABLE FOR COMPACTION, (Dl ORIENTATION OF WINDROWS MAY VARY BUT SHOULD BE AS RECOMMENDED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST. STAGGERING OF WINDROWS IS NOT NECESSARY UNLESS RECOMMENDED. (E) CLEAR AREA FOR UTILITY TRENCHES, FOUNDATIONS AND SWIMMING POOLS. (F) ALL FILL OVER AND AROUND ROCK WINDROW SHALL BE COMPACTED TO 90% RELATIVE COMPACTION OR AS RECOMMENDED. (G) AFTER FILL BETWEEN WINDROWS IS PLACED AND COMPACTED WITH THE LIFT OF FILL COVERING WINDROW, WINDROW SHOULD BE PROOF ROLLED WITH A D-9 DOZER OR EQUIVALENT. VIEWS ARE DIAGRAMMATIC ONLY. ROCK SHOULD NOT TOUCH AND VOIDS SHOULD BE COMPLETELY FILLED IN. PLATE RD — 1 ROCK DISPOSAL PITS VIEWS ARE DIAGRAMMATIC ONLY. ROCK SHOULD NOT TOUCH AND VOIDS SHOULD BE COMPLETELY FILLED IN. FILL LIFTS COMPACTED OVER ROCK AFTER EMBEDMENT GRANULAR MATERIAL COMPACTED FILL SIZE OF EXCAVATION TO BE COMMENSURATE WITH ROCK SIZE ROCK DISPOSAL LAYERS GRANULAR SOIL TO FILL VOIDS, DENSIFIED BY FLOODING LAYER ONE ROCK HIGH / COMPACTED FILL -- / ------- PROPOSED FINISH GRADE 10'MINIMUM OR BELOW LOWEST UTILIT JMUM PROFILE ALONG LAYER LOPE FACE COMPACTED FILL . CQQOCOOCXXCXDOC>3^^ 3'MINIMUM CLEAR ZONE 20'MINIMUM LAYER ONE ROCK HIGH PLATE RD-2 562 oz OHI LU O I I II 11 51 ,8*li •IB II! CD tilfc>CM (TSH 133d) NOU.VA3H3 8g8 o •< COCOO Si HI OCO Q LLJ O q5: QZLJJOLU i: O -5 ^ of < O O ,5