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Home My WebLink AboutHarveston Supplemental Geotech & Review Mass Grading (Jan.17,2002) I ! I [ I -I I I I I i I ! I I I I I I I I I I I SUPPLEMENTAL GEOTECHNICAL INVESTIGATION AND GEOTECHNICAL REVIEW OF 100-SCALE MASS GRADING PLAN, TENTATIVE TRACT NO. 29639 - PHASE 2, HARVESTON TEMECULA, CALIFORNIA Prepared For: LENNAR COMMUNITIES 391 N. Main Street, Suite 301 Corona, California 92880 Project No. 110231-017 January 17, 2002 <I RECEIVED APR 1 8 2003 CITY OF TEMECULA ENGINEERING DEPARTMENT Leighton and Associates, Inc. \ A LEIGHTON GROUP COMPANY I I I I I To: I Attention: I Subject: I I I I I Respectfully submitted, I LEIGHTON AND ASSOC I~-. RobertF. Riha, CE 1921 I Vice PresidentJPrincipal Ge RFRICERlmm I l10231.0l7/finalIHarveston Phase II Distribution: (4) (1) II (2) I I I ~ Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY January 17,2002 Lennar Communities 391 N. Main Street, Suite 301 Corona, California 92880 Project No. 110231-017 Mr. Bill Storm Supplemental Geotechnical Investigation and Geotechnical Review of 100-Scale Mass Grading Plan, Tentative Tract No. 29639 - Phase 2, Harveston, Temecula, California In accordance with your request, Leighton and Associates, Inc. has completed a supplemental geotechnical investigation and review of the 100-scale Mass Grading Plan for Tentative Tract No. 29639 - Phase 2 located in the Winchester Hills area of Temecula (see Figure 1). This report summarizes our findings, conclusions, and recommendations regarding the geotechnical conditions within the property limits of Tract 29639 - Phase 2 with respect to the current mass grading plans (RBF Consulting, 2002). For ease of reference, we have included appropriate data from previous geotechnical investigations and other pertinent reports. Based on our,review, the referenced mass grading plans are acceptable from a geotechnical viewpoint and the subject development is feasible provided the recommendations contained herein are implemented during future design and construction. If you have any questions regarding this report, please do not hesitate to contact this office. We appreciate this opportunity to be of service. - Cameron Roberson, RCE 59883 Project Engineer Addressee Lennar Communities; Attention: Mr. Glen Hutchens RBF Consulting; Attention: Mr. Matt Hix "1--' 41715 Enterprise Circle N., Suite 103. Temecula, CA 92590-5661 909.296.0530. Fax 909.296.0534. www,leightongeo,com .. I I I -I I I I I I I I I I I I I I I 110231-017 January 17, 2002 TABLE OF CONTENTS Section Pace 1.0 INTRODUCTION/PURPOSE....................... ...................... .............................................. ...1 1.1 Scope of Work.... ...... .................... ....... ............. ................ ................ ................... ......1 2.0 SUMMARY OF GEOTECHNICAL FINDINGS ........................................................................2 2.1 Proposed Development and Site Description ................................................................2 2.2 Regional Geology.............. ............ .......... ........ ........ ........ .... ................................ ........2 2.3 Site Geologic Units.....................................................................................................3 2.3.1 Artificial Fill - Documented ...............................................................................3 2.3.2 Artificial Fill - Undocumented (Map Symbol- Afu) .............................................4 2.3.3 Artificial RII- Undocumented (Map Symbol - Afu1) ............................................4 2.3.4 Topsoil/Colluvium (Not A Mapped Unit) .............................................................4 2.3.5 Alluvium (Map Symbol- Qal)............................................................................5 2.3.6 Quaternary Older Alluvium (Map Symbol - Qalo) ..............................................5 2.3.7 Pauba Formation (Map Symbol- Qp)................................................................5 2.4 Rippability ................ ............... .................................. .............................. ............ ......6 2.5 Faulting and Seismicity ........... ........................................ ........ ................................ ....6 2.6 Secondary Seismic Hazards ........................................................................................6 2.6.1 Ground Rupture..... ............ ........... .................. ......... ...................... ......... .........7 2.6.2 Liquefaction..................................................................................................... 7 2.6.3 Seiches / Tsunamis ..........................................................................................7 2.6.4 Landsliding ............ ........ .......... ..................................... ............................... ....7 2.6.5 Seismically-Induced Settlement....................... ............... ....................... ............8 2.7 Structural Seismic Design Parameters...........................................................................8 2.8 Surface and Groundwater ............................................................................................9 3.0 CONCLUSIONS. ................. ............. ......... .......... ............ ....................... ...... ................... ..10 4.0 RECOMMENDATIONS................................................................................................... 12 4.1 Earthwork.................. ...........: .......... ........... .................... ............... ......................... ..12 4.1.1 Removal and Site Preparation .........................................................................12 4.1.2 Structural Fills and Oversize Materials.............................................................. 13 4.1.3 Utility Trenches and Cast-In-Place Pipe (CIPP) .................................................14 4.1.4 Shrinkage and Bulking....................................................................................15 4.1.5 Settlement. ............. ......... ....... .................. ................................. .................. ..15 4 ~ - i - Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I 110231-017 January 17, 2002 4.1.6 Preliminary Pavement Design Parameters........................................................ 15 4.2 Slope Stabiiity ...........................................................................................................16 4.3 Drainage .. ... ........ .... ................................ ........... ........ ............... ......... ................ ......17 4.3.1 Subdrainage ................................................................................................. .17 4.4 Lateral Earth Pressures and Retaining Wall Design Considerations................................ 18 4.5 Footing Setback ...... ...................................... .......... ............. ............................... ......19 4.6 Corrosion.. .............................................. .............................. ................................... .19 4.7 Control of Surface Water and Drainage COntrol...........................................................20 4.8 Irrigation, Landscaping and Lot Maintenance ..............................................................20 5.0 GEOTECHNICAL REVIEW............................................................. .............. ................... 21 5.1 Plans and Specifications ............................................................................................21 5.2 Construction Review.................. ....... ............. .................... ........... .............. ...............21 6.0 LIMITATIONS..... .............................. .......................................................................... 22 Accomoanvina Raures. Tables, Plates and Aooendices Fiaures Figure 1 ~ Site Location Map Tables Table 1 - Lateral Earth Pressures End of Text End ofText Aooendices Appendix A - References Appendix B - Geotechnical Boring Logs, This Investigation Appendix C - Previous Boring, CPT, and Test Pit Logs Appendix D - Laboratory Test Results Appendix E - General Earthwork and Gradin9 Specifications Plates Plates 1 through 4 - Geotechnical Map, Tract 29639 - Phase 2 i:.:; In Pocket ~~ -ii- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I 110231-017 January 17, 2002 1.0 INTRODUCTION/PURPOSE The purpose of this geotechnical plan review was to summarize known pertinent geologic and geotechnical data obtained to date, and evaluate this data with respect to the current mass grading plans for the subject project. Additional subsurface geotechnical work consisting of the excavation, logging, and sampling of seven hollow stem auger borings and six large diameter bucket auger borings was performed to complete this study. The scope of services conducted during our study is provided below: 1.1 Scooe of Work Our scope of work for this investigation included the following items: · Review of available information, including reports presented in Appendix A and the 100- scale Mass Grading Plan for Tentative Tract No. 29639 - Phase 2, prepared by RBF Consultants; · Site reconnaissance to observe and document the current surface conditions. · Geotechnical field investigation, consisting of drilling, logging and sampling a total of seven hollow stem and six large diameter bucket auger borings to determine subsurface conditions. Boring logs are presented in Appendix B. · Laboratory testing of samples collected during the field investigation to determine soil engineering properties. Test results are presented in Appendix D. · Analysis and geotechnical review of geologic constraints including remedial removal earthwork, slope stability evaluation, faulting, seismic parameters and preparation of preliminary foundation design parameters for site pavements; · Review, analysis, and incorporation of previously collected geotechnical data onto the Mass Grading Plans; and · Preparation of this report, presenting our findings, conclusions and preliminary recommendations regarding the proposed grading and development of the site. c ~ - 1 - Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I 110231-017 January 17, 2002 2.0 SUMMARY OF GEOTECHNICAL FINDINGS 2.1 Proposed DeveloDment and Site DescriDtion Based on our review of the referenced Mass Grading Plans, (RBF, 2002) and our understanding of the project, the proposed development may consist of individual and multi- family residential home sites, commercial sites, open space areas, and associated roads and appurtenances. Conventional cut and fill hillside grading is proposed with excavation and fill depths on the order of 60 and 30 feet, respectively. Remedial removal of surficial soils will increase the fill depth to approximately 45 feet. Permanent cut and fill slopes are proposed at inclinations of 2: 1 (horizontal to vertical) with maximum heights of approximately 20 and 35 feet respectively. Temporary cut and fill slopes are proposed with a maximum height of 25 feet and 45 feet respectively and are proposed at inclinations that range from 2: 1 to 4: I (horizontal to vertical). Topographically the site is characterized by rolling hill and intervening alluvial valleys. Site elevations vary from a high of approximately 1,165 feet above mean sea level (msl) along the easterly trending ridgeline located in the south-east portion of the site (Plate 4) to a low of approximately 1,055 feet above msl near the western property boundary (Plate I). The ridgelines are variable in orientation and form a dendritic drainage pattern directing drainage to the south and primarily to the southwest. Previous grading and improvements along the site boundaries are associated with the construction of Date Street, Interstate 15, Ynez Road, Pacific Century Homes Tract 29548, Woodside Homes Tracts 23626 and 29111, Parcel 3 of Tract 19677 and Tract 29639-1 - Phase 1. Vegetation on the site consists of a moderate growth of grasses and weeds, which cover the majority of the site. Some stockpiled enddump soils and other construction debris are locally scattered on the property. Stormwater retention basins exist at the end of the major drainages. 2.2 Reaional Geoloav The subject property is located within a prominent natural geomorphic province in southwestern Califomia known as the Peninsular Ranges. It is characterized by steep, elongated ranges and valleys that generally trend northwestward. The most common rock types found in the Peninsular Ranges consist of 140 to 105 million-year old formations (Silver and Chappel, 1988), including the metasedimentary Bedford Canyon Formation and Santiago Peak Volcanics. These formations were intruded by granodiorite, quartz monzonite and other granitics of the Southern Califomia Batholith during the Cretaceous period (Kennedy, 1977). Tectonic activity along the numerous faults in the region has created the geomorphology present today. c ~ -2- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I 110231-017 January 17, 2002 Specifically, the site is situated in the southern portion of the stable Penis Block, an eroded mass of Cretaceous and older crystalline and metamorphic rock. Thin sedimentary, metamorphic and volcanic units locally mantle the bedrock with alluvial deposits filling in the lower valley and drainage areas. The Penis Block is bounded by the San Jacinto fault zone to the northeast, the Elsinore fault zone to the southwest, the Cucamonga fault zone to the northwest and to the southeast by the Temecula basin which is poorly defined. The Penis Block in the Temecula Valley region had a complex history, apparently undergoing relative vertical movements of several thousand feet in response to movement on the Elsinore and San Jacinto fault zones. These movements, in conjunction with the semi-arid climate and the resistance to weathering of the rock, are responsible for the formation and preservation of ancient, generally flat-lying erosion surfaces now present at various elevations. These surfaces give the Penis Block its unique geologic character. The sedimentary units of the subject site were deposited on these erosion surfaces. Alluvial deposits (recent and older Pleistocene- aged) and Pauba formation sedimentary materials fill in the lower valley and drainage areas. 2.3 Site Geoloaic Units The earth materials encountered on site consist of documented artificial fill, undocumented fill, topsoil, colluvium, recent and older alluvium, and the Pauba formation. These units are discussed in the following sections in order of increasing age. The approximate surficial distribution of these materials is depicted on the accompanying Geotechnical Maps (Plates I through 4). Anticipated remedial removal depths within each of these units (when known) have also been provided in this section for ease of reference. General earthwork remedial removals are discussed in Section 4.1 of this report. 2.3.1 Artificial Fill - Documented Documented artificial fill borders the majority of the site as previously graded site improvements, see the Geotechnical Map (plates 1 through 4) and Appendix A. These fills are generally considered suitable for support of additional fill or structures. Evaluation of the fills and associated underlying alluvial soils associated with Parcel 3 Tract 19677 may be needed based on future planned development and exposures during grading. Grading adjacent to these existing fills will require removal of unsuitable surficial soils adjacent to the existing toe of slopes and evaluation of removal bottom accepted by others. Benching into the existing fill embankments and evaluation of the fill to be left in place should be performed during rough-grading in these areas. Additional removal of existing documented fill soils may be required based on conditions encountered and the planned development.. 41 - 3 - Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I 110231-017 January 17, 2002 2.3.2 Artificial FiII- Undocumented (MaD Symbol- Afu) Undocumented arti.ficial fill exists in limited areas as retention basins, small stockpiles and exploratory trench backfill throughout the site. Basin embankments and stockpiles of undocumented fill were generally less than 5 to 10 feet in height and consist of fill soils that are likely generated from onsite sources. Some onsite undocumented fill soils may have been placed in drainage swales to facilitate passage of unimproved roadways. Undocumented fill soils, where present, are unsuitable in their present state to support structural fill or improvements. These onsite soils should be cleared of debris and organic material, moisture conditioned and placed in general accordance with recommendations of this report including Appendix F. 2.3.3 ArtilFicial Fill - Undocumented (MaD Symbol - AfuV Undocumented artificial fill exists as canyon and road embankment fill placed during the construction of Interstate 15. Evaluation of the fill and associated underlying alluvial soils associated with this previous construction may be needed based on future planned development and exposures during grading. Grading adjacent to this existing fill will require removal of unsuitable surficial soils adjacent to the existing toe of slopes and evaluation of removal bottom accepted by others. Benching into the existing fill embankments and evaluation of the fill to be left in place should be performed during rough-grading in these areas. Additional removal of existing documented fill soils may be required based on conditions encountered and the planned development. 2.3.4 TOD!iOil/ColluYium (Not A MaDDed Unit) Topsoil/Colluvium will be encountered mantling the majority of the site. Composition and thickness will vary depending upon which unit it overlies. Topsoil and colluvium will likely have a low to locally a high expansion potential and generally consist of reddish brown, silty sand, silty clay to sandy clay. with a variety of minor roots. Generally, topsoil and colluvium will range from two to six feet thick, but thicker accumulations may be encountered. All topsoil and colluvium should be removed from any areas that will receive structural fill soils and/or structural improvements. Topsoil and colluvial materials cleared of debris and organic material are suitable for reuse as compacted fills. This material may be low to highly expansive. Thick colluvial soils may also contribute to slope-instability where they are day-lighted in cut slope faces.. If thick colluvial soils are observed at the top edges of cut slopes, recommendations for flatter slope layback (flatter than 2:1) or removal and replacement may be necessary. A detail of this lay back may be provided during a pre-construction meeting. ~ .. ~ -4- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I i I 110231-017 January 17, 2002 2.3.5 Alluvium (MaD Svmbol- Oan Alluvium soil was encountered in drainage areas and throughout the lower portions of the site. The alluvial soils are locally derived, deposited in the drainages, and generally consist of gray-brown; damp to moist, silty fine to medium sand. Alluvium is Holocene- aged (less than 11,000 years old). All alluvium should be removed from any areas that will receive structural fill soils and/or structural improvements. Removal depths within the alluvium will range from 3 to 35 feet, depending upon location (See Geotechnical Map, Plates 1 through 4). Some localized deeper removals may be necessary. Alluvial materials cleared of debris and organic materials are suitable for reuse as compacted fills. ," 2.3.6 Ouaternarv Older Alluvium (MaD Svmbol- Oalo) Older alluvium was encountered locally in the major drainage areas underlying the younger Alluvium. The older alluvium represents a horizontally stratified unit in which individual layers vary in color, moisture content, density and composition. Unit layers are typically composed of dark olive brown to reddish brown, moist, stiff to dense, very fine sandy clayey silt to silty coarse sand with abundant iron oxide staining, caliche common, scattered pebbles, mottling, and minor porosity. The generally non-porous, dense, moist Older Alluvium is considered suitable to support additional fill or structures if the in-place materials are tested and determined to be at 90 percent relative compaction and 85 percent saturation. 2.3.7 Pauba Formation (MaD Svmbol..;. 00) The late Pleistocene-aged Pauba Formation was encountered throughout the site. This bedrock unit is generally comprised of light brown to olive-brown to medium brown, damp to moist, medium dense to dense, siltstone, sandstone and silty claystone. Fractures are commonly lined with calcium carbonate. The dense, unweathered Pauba formation materials are considered suitable for support of additional fill or structures. The expansion index tests within the Pauba formation indicate a very low to medium expansion (See Appendix D). However, some of the clayey weathered materials and distinct clay beds within the Pauba formation have a high to very high expansion potential. Removal depths within the weathered Pauba Formation will generally range from approximately 2 to 6 feet, depending upon location. Localized deeper removals may be necessary to remove the highly weathered or expansive materials. The Pauba formation materials are suitable for use as compacted fills if prepared in accordance with recommendation of this report and the City of Temecula guidelines. 4q - 5 - Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I 110231-017 January 17, 2002 2.4 RiDDabilitv The onsite Pauba formation is anticipated to be readily rippable utilizing conventional heavy- duty earth moving equipment. Localized lenses of moderately indurated siltstone and sandstone may be encountered, but should also be rippable. 2.5 Faultina and Seismicity The subject site, like the rest of Southem California, is located within a seismically active region near the active margin between the North American and Pacific tectonic plates. The principal source of seismic activity is movement along the northwest-trending regional faults such as the San Andreas, San Jacinto and Elsinore fault zones. These fault systems produce up to approximately 55 millimeters per year of slip between the plates. The Elsinore fault zone is estimated to accommodate a slip rate of 4-5 millimeters per year (mmlyr.) (WGCEP, 1995). As defined by the California Geologic Survey (CGS), an active fault is one that has had surface displacement within the Holocene Epoch (roughly the last 11,000 years). The CGS has defined a potentially active fault as any fault which has been active during the Quaternary Period (approximately the last 1,600.000 years). These definitions are used in delineating Earthquake Fault Zones as mandated by the Alquist-Priolo Geologic Hazard Zones Act of 1972 and as subsequently revised in 1994, 1997, and 1999 (Hart, 1999), as the Alquist- Priolo Earthquake Fault Zoning Act and Earthquilke Fault Zones. The intent of the act is to require fault investigations on sites located within Special Studies Zones to preclude new construction of certain inhabited structures across the trace of active faults. I , I The subject site is not included within any earthquake Fault Zones as created by the Alquist-Priolo Earthquake Fault Zoning Act (Hart, 1999). The nearest zoned active fault is the Temecula segment of the Elsinore Fault Zone located approximately 1.4 miles (2.3 kIn) southwest of the westerly portion of the site. There are several significant active faults within southern California that could affect the site in terms of ground shaking. Of these, the San Andreas, San Jacinto and Elsinore-Temecula fault zones are the most prominent due to their proximity and relative high seismic potential. 2.6 Secondary Seismic Hazards Secondary hazards generally associated with severe ground shaking during an earthquake are ground rupture, liquefaction, seiches or tsunamis, flooding (dam or levee failure), landsliding, rock falls, and seismically-induced settlement. ~ ..,. \0 -6 - Leighton and Associates, Inc. I>. LEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I 110231-017 January 17, 2002 2.6.1 Ground RUDture Ground rupture is generally considered most likely to occur along pre-existing active faults. Since this study nor previous geologic studies have not identified on-site recent (Holocene) fault activity, the potential for site ground rupture is considered very low. 2.6.2 Liauefaction Liquefaction of cohesionless soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose, granular soils below a near surface ground water table are most susceptible to liquefaction, while the stability of most clayey silts, silty clays and clays deposited in fresh water environments are not adversely affected by vibratory motion. Liquefaction is characterized by a loss of shear strength in the affected soil layers, thereby causing the soil to flow as a liquid. This effect may be manifested at the ground surface by settlement and/or sand boils. In order for the potential effects of liquefaction to be manifested at the ground surface, the soils generally have to be granular, loose to medium dense, saturated relatively near the ground surface and must be subjected to a sufficient magnitude and duration of ground shaking. Based on our observations and the findings of referenced geotechnical reports, the soft near. surface alluvial deposits (soils susceptible to liquefaction) within the proposed development area will be removed and recompacted during planned remedial grading. The proposed design placement of up to approximately 30 feet of compacted fill will also mitigate the potential effects of liquefaction. In addition, significant drainage features will receive a subdrain prior to placement of planned fill. An approximate location and size of pipe is depicted on the accompanying geotechnical maps (Plates 1-4). Therefore, it is our opinion that following implementation of grading and earthwork recommendations herein, the potential for adverse liquefaction and associated dynamic liquefaction-related settlement to affect structures due to the design earthquake event is considered low for this site. 2.6.3 Seiches I Tsunamis Due to the distance to large bodies of water, the possibility of Tsunamis is considered very low. Some seismically induced wave action (seiche) should be anticipated in property areas adjacent to the man-made lake planned for this portion of the project. 2.6.4 Landslidina Several landslides have been mapped by others offsite, on adjacent properties. The major onsite earth materials observed are generally not prone to landsliding. Due to the flat-lying nature of the Pauba formation and the planned grading depicted on the ~ .. \\ - 7 - Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I 110231-017 January 17, 2002 referenced mass grading plan (RBF, 2002), landsliding due to seismic activity or other methods is not anticipated. 2.6.S Seismicallv-Induced Settlement Seismically induced settlement generally occurs within areas of loose dry granular soils with relative low density. Following the recommended removals, site preparation and fill compaction as described in Section 4.1, the potential for seismically induced settlement (dynamic densification) is low. 2.7 Structural Seismic Desian Parameters Our evaluation of the regional seismicity included a deterministic analysis using EQFAULT and EQSEARCH, (Blake, 2000a & 2000b). As indicated above, the nearest known active fault and source of the design Earthquake is the Temecula Segment of the Elsinore Fault Zone, which is located approximately 2.3 km (1.4 miles) to the southwest of the subject site. The maximum credible earthquake is currently estimated to be magnitude 6.8Mw (Blake, 2000b). The Uniform Building Code (UBC) established Seismic Zones (often accepted as minimum standards) based on maps showing ground motion with a 475-year return period or a 10% probability of exceedance in 50 years. Our analysis indicates a 10% probability that a peak ground acceleration of O.71g would be exceeded in 50 years. The design earthquake therefore, is considered a magnitude 6.8 event on the Temecula segment of the Elsinore Fault Zone. The effect of seismic shaking may be mitigated by adhering to the 1997 Uniform Building Code (UBC) and seismic design parameters suggested by the Structural Engineers Association of Califomia. This site is located within seismic zone 4. Seismic design parameters are presented below: Seismic Zone = 4 Seismic Source Type = B Near Source Factor, Na = 1.3 Near Source Factor, Nv = 1.6 Soil Profile Type = SD Horizontal Peak Ground Acceleration = O.71g (10% probability of exceedance in 50 years) The structural engineer should consider both the UBC design factors presented in this Section as well as the PGA (10% probability of exceedence in 50 years) when designing the foundations for improvements on this site. 41 .. \'7-- - 8 - Leighton and Associates, Inc. A LEtGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I 2.8 110231-017 January 17, 2002 Surface and Groundwater Surface water was observed flowing into the detention basin from Tract 29111. This surface flow originates from the existing storm drain outlet of the adjacent development. It is our understanding based upon the mass grading plan provided by RBF that the storm drain will be directed into a permanent channel and eventually enter a storm drain near the intersection of Date Street and Ynez Road. Groundwater is not anticipated to be encountered during grading or future development. In addition, groundwater levels can be expected to fluctuate seasonally within the subject site. During the rainy season, groundwater and/or seepage may be prevalent in the canyon bottoms and wash areas. Standing and surface flowing water was observed previously on the site, and therefore canyon subdrains will be required in the canyon fill areas. Groundwater and/or seepage may also develop in fill and cut slopes within fill and earth materials of contrasting permeabilities or within bedrock joints and fractures. Treatment of possible seepage within building pads or slope areas can be provided on an individual basis after an evaluation by the geotechnical consultant during grading operations. Perched groundwater is possible on this project site at cut/fill contacts or at lower permeable zones or layers within bedrock or fill. Additional review of the potential perched water zones and mitigation will be made during grading and earthwork. 4 \~ -9- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I 110231-017 January 17, 2002 3.0 CONCLUSIONS Based on our geotechnical evaluation and review of the referenced rough-grading plan, it is our opinion that the proposed development is feasible from a geotechnical standpoint and may be constructed provided the following recommendations are implemented during grading and incorporated into the design and construction. The following is a summary of the geotechnical conclusions that may affect development of the site. · Maximum amount of cut and fill based on currently available plans, (Appendix A), is approximately 60 and 30 feet, respectively. Permanent cut and fill slopes indicated on these plans (Appendix A) are both proposed with maximum heights of approximately 20 and 35 feet respectively. The depth of maximum fill may increase due to remedial grading beyond that recommended herein. · Permanent cut and fill slopes up to 20 and 35 feet in height if constructed at inclinations of 2: 1 (horizontal to vertical) are considered stable. These slopes may be subject to increased erosion if left unplanted or unprotected. The use of granular cohesionless (sand) earth material on slope faces should be avoided. · The Pauba formation bedrock is anticipated to be readily rippable to design elevations. · Based on our supplemental subsurface investigation, our review of the previously completed geotechnical reports, and our experience on nearby sites, it is our opinion that the on-site earth materials can be excavated with well-working, heavy-duty conventional grading equipment. · Based on laboratory testing and visual classification, onsite soil materials generally possess a very low to low expansion potential, however. highly expansive soils may be encountered during rough-grading. In the vicinity of borings B-101, BlO2 and B105, medium to highly expansive soils appear to be within 5 :t feet of design grade. Additional testing should be performed during site grading. Selective grading of highly expansive earth materials (if encountered) may be recommended. · Experience on the adjacent Harveston Phase I project provided sulfate potential attack to be negligable. However, it is recommened the sulfate tests be taken during the construction of the this project. · The site will likely experience strong ground shaking during the duration of the project. The design ground motion having a 10 percent probability of being exceeded in 50 years is expected to produce a peak horizontal ground surface acceleration at the site of 0.7Ig. · Secondary seismic hazards consisting of densification and liquefaction are considered low for this site. Considering the site conditions, planned remedial earthwork, and existing/predicted groundwater elevations. JI ... \,A - 10 - Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I 110231-017 January 17, 2002 . The existing onsite soils appear suitable for fill construction provided they are relatively free of organic material and debris. Expansive soils, if encountered, should be thoroughly blended with sandy soils and placed a minimum of 5 feet below planned finish grade elevation. Ground water was encountered during previous investigations in boring B-24 at 20 feet below existing grade. Remedial removal depths in this area are estimated to be 10 feet deep below existing grade. Shallow ground water is not expected to be a factor during site excavation and construction. Perched groundwater is possible along cut/fill contacts or in areas of contrasting permeability. Recommendations to mitigate the potential for ground water buildup are included in Section 4.0. In addition, localized seeps may occur in isolated areas in the future after periods of heavy rainfall or irrigation. These localized seeps should be treated on an individual basis, if they occur. Due to the granular nature of the on site soils; unprotected or unplanted slopes may be subject to increased erosion. The proposed slopes should be planted as soon as feasible and watering should be kept to the absolute minimum necessary to maintain plant vigor. Settlement and compacted fill over bedrock is not anticipated to be excessive. Seismically induced settlement, (densification) should be considered in structure design. . . . tit \-> - 11 - Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I 110231-017 January 17, 2002 4.0 RECOMMENDATIONS 4.1 Earthwork Earthwork should be performed in accordance with the General Earthwork and Grading Specifications in Appendix E and the following recommendations. The recommendations contained in Appendix E are general grading specifications provided for typical grading projects and some of the recommendations may not be strictly applicable to this project. The specific recommendations contained in the text of this report supersede the general recommendations in Appendix E. The contract between the developer and earthwork contractor should be worded such that it is the responsibility of the contractor to place the fill properly in accordance with the recommendations of this report and the specifications in Appendix E, notwithstanding the testing and observation of the geotechnical consultant. 4.1.1 Removal and Site PreDaration Prior to grading, the proposed structural improvement areas (i.e. all structural fill areas, pavement areas, buildings, etc.) should be cleared of surface and subsurface obstructions. Heavy vegetation, roots, and debris if encountered should be disposed of offsite. Water wells, septic tanks and cesspools, if encountered, should be removed or abandoned in accordance with the Riverside County Department of Health Services guidelines. Unsuitable materials should be removed from the proposed fill areas and any cut areas where unsuitable materials extend below proposed cut grades. Unsuitable materials will consist of undocumented fill, exploratory trench backfill, topsoil, colluvium, alluvium, and weathered bedrock. These soils should be removed down to competent dense material as determined by the geotechnical consultant, scarified, moisture-conditioned, and compacted prior to placing fill. The removal limit should be established by a 1:1 projection from the edge of fill soils supporting settlement-sensitive structures downward and outward to competent material identified by the geotechnical consultant. Removals adjacent to Ynez Road, Parcel three of Tract 19677, and Interstate 15 may be limited due to existing underground utilities. If the desired removals are not feasible along Ynez Road, Parcel. three of Tract 19677, and Interstate 15; additional consolidation/settlement testing of the existing, left-in-place soils should be performed during grading. Additional foundation recommendations or setbacks for settlement sensitive structures may be warranted in this area based on the results of additional site testing. It is our understanding that this project is to be sheet graded based upon the plans provided by RBF, 2002. Therefore, the location of buildings are not as of yet known. In this case, there is no need to over-excavate cut-fill transition areas. ~ .. \~ - 12- Leighton and Associates, Inc. A lEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I 110231-017 January 17, 2002 Any over-excavated surface of bedrock that is performed should be scarified and/or cross-ripped and watered prior to placement of compacted fill. The over excavated surface should be sloped a minimum of 2 percent to facilitate drainage along the filllbedrock contact toward the street or deeper fill area. The actual overexcavation depth may be increased based on the field condition encountered and proposed foundation system. After completion of the recommended removal of unsuitable soils, the approved surface should be scarified a minimum of 8-inches, moisture conditioned as necessary to near optimum and compacted prior to placing fill. Removal depths will vary with location. Preliminary estimated removal depths are depicted on the Geotechnical Map (plates 1 through 4). Removal will also include benching into competent material as the fills rise. Moderately to non-weathered Pauba formation siltstone and sandstone is considered competent material. Generally, dense Pauba formation bedrock is considered competent if extremely weathered material is not encountered. Keyways will be necessary at the toe of proposed fill slopes throughout the site. Keyways are also required at a fill over cut contact. Keyways should be excavated into dense bedrock as depicted in Appendix E. Continuous benching into dense bedrock should be conducted as the fill placement proceeds. Benching and keying should be of sufficient depth to remove all loose material as shown in Appendix E. A minimum bench height of 2 feet into approved bedrock material should be maintained at all times. The keyway bottoms should be a minimum of 18 feet wide and inclined into slope at least 2 percent. For fill over cut slopes, a keyway should be excavated between the fill and competent bedrock after removal of unsuitable surficial soils. The cut portions of the slope and keyway excavations should be geologically mapped by a geologist prior to fill placement to ensure competent bedrock material will be exposed in the underlying cut slope. 4.1.2 Structural Fills and Oversize Materials f:~:: The on site soils are suitable for use as compacted fill, provided they are relatively free of organic materials, debris and oversize materials. Areas to receive structural fill and/or other surface improvements should be prepared in accordance with Section 4.1.1 and scarified to minimum depth of 8 inches, brought to near optimum moisture content, and compacted. The optimum liftthickness to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fill should be placed in uniform lifts not exceeding 8 inches in thickness. Fill soils should be placed at or above the minimum optimum moisture content. Fills placed on slopes steeper than 5 to I (horizontal to vertical) should be keyed and benched into ~proved 4 \\ ,- -13 - Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I 110231-017 January 17, 2002 than 5 to 1 (horizontal to vertical) should be keyed and benched into approved formational soils (see Appendix E for benching detail). The fill greater than 50 feet thick should be compacted to 95-percent relative compaction. Fill slopes should be overbuilt a ITIlmmum of 2 feet and trimmed back to the compacted core or rolled with a weighted sheepsfoot compaction roller as the fill slope height increases in maximum 5 foot increments. 4.1.3 Utility Trenches and Cast-In-Place Pioe (CIPPl The onsite soils may generally be suitable as trench backfill provided they are screened of rocks over 6 inches in diameter and organic matter. Trench backfill should be compacted in uniform lifts (not exceeding 8 inches in compacted thickness) by mechanical means to at least 90 percent relative compaction (ASTM Test Method Dl557-91). Excavation of utility trenches should be performed in accordance with the project plans, specifications, and all applicable OSHA requirements. The contractor should be responsible for providing the "competent person" required by OSHA standards. Contractors should be advised that sandy soils (s.uch as fills generated from the onsite alluvium) can make excavations particularly un~afe if all safety precautions are not taken. In addition, excavations at or near the toe of slopes and/or parallel to slopes may be highly unstable due to the increased driving force and load on the trench wall. Spoil piles from the excavation(s) and construction equipment should be kept a minimum of 10 feet (or the depth oftrench) away from the sides or tops of the trenches. For planning purposes, it is our opinion that CIPP storm drain systems within the subject development will be feasible from a geotechnical perspective. Based on our laboratory data and our professional experience on the adjacent Harveston Phase I Site, it is our opinion that the trench wall stability requirements of local water districts will be achieved. California-OSHA requirements should be followed during all pipeline trenching. Ii is the contractor's responsibility to maintain a safe work area during underground construction at all times. '>.' Additional soil testing should be performed during grading or trench excavation to confirm these findings and determine the actual expansion and corrosion potential of the soils in contact with the CIPP system. .' Groundwater was locally encountered during our previous field explorations. Although significant changes to the regional groundwater table are not anticipated, changes can and do occur with time, season and the influence of irrigation. The subject tract will 4 \~ -14 - Leighton and Associates, Inc. A LEtGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I 110231-017 January 17, 2002 receive canyon su!:>drains during mass grading and therefore groundwater will be controlled, however, seepage within trench walls is possible. Seepage within trenches is not anticipated to effect trench wall stability. 4.1.4 Shrinkaae and Bulkina The volume change of excavated onsite materials upon recompaction is expected to vary with materials, density, insitu moisture content, location, and compaction effort. The in-place and. compacted densities of soil materials vary and accurate overall determination of shrinkage and bulking cannot be made. We understand that the grading contractor for Phase 1 has determined that an overall shrinkage of approximately 7 percent for all materials placed and compacted occurred. Therefore, we recommend site grading include, if possible, a balance area or ability to adjust import/export quantities to accommodate some variation. Based on our subsurface investigation and experience with similar materials, the following values are provided as guidelines: , ~;'. ,.;. ~~;: Topsoil, Alluvium, and Undocumented Fill 8 to 10 percent shrinkage average Weathered Pauba 2 to 8 percent shrinkage Pauba Formation 2 percent shrink to 5 percent bulk 4.1.5 Settlement A majority of settlement of onsite fill materials is expected to occur during and within 90 days following fill placement. However, following the placement of fill, additional settlement may occur due to (a) new footing/foundation loads and (b) compression within the fill due to the affect of effective stresses during the life of the project. 4.1.6 PreliminalV Pavement Desian Parameters Based on an anticipated range of R-values from 8 to 35 and design traffic indices of 5.0 9.0, the following preliminary pavement structural sections have been tabulated in accordance with the City of Temecula standards and specifications. C ,\ - 15- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY I I. I I I I I I I I I . I I I I I I I 110231-017 January 17, 2002 Preliminary Pavement Design Parameters T.I. = 5.0 T.I. = 6.0 T.I. = 7.0 T.I. = 8.0 T.I. = 9.0 R-Value AC AB AC AB AC AB AC AB AC AB (in.) (in.) (in.) (in.) (in.) (in.\ fin.\ (in.) (in.) (in.) 8 3.0 9.5 3.5 12.0 4 15 4.5 18 5.5 20 14 3.0 8.5 3.5 11.0 4 14 4.5 16 5.5 18 20 3.0 7.5 3.5 10.0 4 12 4.5 15 5.5 16 25 3.0 6.5 3.5 9.0 4 11 4.5 13 5.5 15 30 3.0 6.0 3.5 8.0 4 10 4.5 12 5.5 13 35 3.0 6.0 3.5 7.0 4 9 4.5 10 5.5 11 Prior to placement of class 2 aggregate base (AB), the subgrade should be processed in order to attain near optimum moisture and a minimum of 95 percent relative compaction based on ASTM D1557-9 to a minimum of twelve inches below subgrade. The subgrade should be "proof rolled" with heavy equipment in order to verify that the subgrade soils do not "pump" or yield. Prior to the placement of asphaltic concrete (AC) the AB should be processed and compacted in place to a minimum of 95 percent relative compaction based on the laboratory stapdard CAL216. AC should be placed on compacted AB and compacted to a minimum of 95 percent relative compaction based on the laboratory standards ASTM D1561 and D2726. Preparation of subgrade soils and pavement should be accomplished under the observation and testing of the project soils engineer, and in accordance with the requirements of the City of Temecula. 4.2 SlaDe Stabilitv Based on our review, both permanent cut and fill slopes are proposed at 2:1 (horizontal to vertical) inclinations and flatter with heights up to approximately 16 feet. Temporary cut and fill slopes are on the order of 20 feet and 38 feet, respectively. Based on our review, it is our opinion that the proposed cut and fill slopes will be grossly and surficially stable (Appendix D), provided cut slopes are free from adverse geological conditions, such as out of slope bedding and jointing. All cut slopes and temporary construction cuts should be observed by an engineering geologist duririg grading. All slopes should be constructed in accordance with the most current version of the Uniform Building Code (UBC) guidelines and the City of Temecula requirements. If there is a discrepancy between the recommendations in the UBC, City of Temecula requirements or these presented in this report, the more stringent recommendations should be used. 4 ?P -16 - Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I 110231-017 January 17, 2002 Due to the granular nature of the soils, surficial erosion may develop on unplanted or unprotected slopes. In addition, due to the granular nature of the soils at the subject site, construction of the fill slopes may warrant blending of cohesive (silts and clays) soils into very sandy soils in order to increase surficial slope stability. This recommendation will be given at the time of rough-grading based on the soils encountered. Cut and fill slopes should be provided with appropriate surface drainage features and landscaped (with drought tolerant vegetation) as soon as possible after grading to minimize the potential for erosion. Berms should be provided at the top of fill slopes, brow ditches should be constructed at the top of cut slopes. Lot drainage should be directed such that surface runoff on the slope face is minimized. The outer portion of fill slopes should be either overbuilt by 2 feet (minimum) and trimmed back to the finished slope configuration or compacted in vertical increments of 5 feet (maximum) by a sheepsfoot roller as the fill is placed. The slope face should then trackwalked by dozers of appropriate weight to achieve the final configuration and compaction out to the slope face. 4.3 Drainaae Over-the-slope drainage should not be permitted. All drainage should be directed away from slopes and structures by means of approved permanent/temporary drainage devices. Adequate storm drainage of the sheet graded pads should be provided to avoid siltation of temporary catch basins. Linear sandbagging of the sheet graded pads tangential to flow directions in periodic intervals, should reduce erosion potential of runoff over these pads. 4.3.1 Subdrainaae Subdrainage will be necessary in canyon fills and fill over cut keyways. Fills generally saturate near geologic contacts and the subdrains should outlet this excess water to suitable discharge areas. Contacts on fill over cut slopes which daylight cut material can present seepage problems once irrigation of the slopes and upper pads begins. The subdrainage within the fill over cut keyways should mitigate this seepage problem. Subdrain details are provided in Appendix F, General Earthwork and Grading Specifications. Preliminary locations of canyon subdrains are depicted on the Geotechnical Maps (plates 1- 4). Canyon subdrains up to 500 lineal feet should consist of 6-inch diameter perforated pipe. Canyon subdrains greater than 500 feet should consist of 8-inch pipe. A 20_foot section of non-perforated pipe should be placed at the outlet location. The connection between the perforated and non-perforated pipe should be sealed with a minimum 6-inch thick, concrete cut-off wall placed a minimum of 2 feet beyond the perimeter of the gravel "burrito". All outlets should be protected with a concrete apron and cover. Subdrain pipe may be schedule SID 35 (or equal) placed in accordance with Appendix E. C 1--\ -17 - Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I 110231-017 January 17, 2002 4.4 Lateral Earth Pressures and Retainino Wall Desion Considerations The recommended lateral pressures for low expansive site soil (expansion index less than 50 per UBC 18-I-B) and level or sloping backfill are presented on Table I, (rear of text). Embedded structural walls should be designed for lateral earth pressures exerted on them. The magnitude of these pressures depends on the amount of deformation that the wall can yield under load. If the wall can yield enough to mobilize the full shear strength of the soil, it can be designed for "active" pressure. If the wall cannot yield under the applied load, the shear strength of the soil cannot be mobilized and the earth pressure will be higher. Such walls should be designed for "at rest" conditions. If a structure moves toward the soils, the resulting resistance developed by the soil is the "passive" resistance. ~t For design purposes, the recommended equivalent fluid pressure for each case for walls founded above the static ground water and backfilled with soils of very low to low expansion potential is provided in Table 1 (presented at rear of text). The equivalent fluid pressure values assume low expansive, free-draining conditions. If conditions other than those assumed above are anticipated, the equivalent fluid pressure values should be provided on an individual-case basis by the geotechnical engineer. Surcharge loading effects from the adjacent structures should be evaluated by the geotechnical and structural engineer. All retaining wall structures should be provided with appropriate drainage and waterproofing. The outlet pipe should be sloped to drain to a suitable outlet. Typical wall drainage design is illustrated in Appendix E. I For sliding resistance, the friction coefficient of 0.35 may be used at the concrete and soil interface. Lateral passive pressures may be used in accordance with the values provided in Table 1. These values may be used for foundations with a embedment of one foot and increased by the same value for each additional foot to a maximum lateral bearing of 2,000psf. In combining the total lateral resistance, the passive pressure or the frictional resistance should be reduced by 50 percent. Wall footings should be designed in accordance with structural considerations. The passive resistance value may be increased by one-third when considering loads of short duration, including wind or seismic loads. The horizontal distance between foundation elements providing passive resistance should be a minimum of three times the depth of the elements to allow full development of these passive pressures. The total depth of retained earth for design of cantilever walls should be the vertical distance below the ground surface measured at the wall face for stem design or measured at the heel of the footing for overturning and sliding. ,'__0. r::: t'" Wall backcut excavations less than 5 feet in height can be made near vertical. For backcuts greater than 5 feet in height, but less than 15 feet in height, the backcut should be flattened to a gradient not steeper than 1: 1 (horizontal to vertical) slope inclination. For backcuts in excess of 15 feet in height, specific recommendations should be requested from the geotechnical consultant. The granular and native backfill soils should be compacted to at least 90 percent relative compaction (based on ASTM Test Method DI557). The granular fill C~ - 18- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I 110231-017 January 17, 2002 should extend horizontally to a minimum distance equal to one-half the wall height behind the walls. The walls should be constructed and backfilled as soon as possible after backcut excavation. Prolonged exposure of backcut slopes may result in some localized slope instability. Foundations for retaining walls in competent formational soils or properly compacted fill should be embedded at least IS inches below lowest adjacent grade. At this depth, an allowable bearing capacity of 2,500 psf may be utilized. For free standing (unrestrained) walls over 5 feet or that present a life/safety hazard, the lateral earth pressures should be increased to reflect the increment of additional pressure caused by the design earthquake. Accordingly, an increment of lateral pressure equal toll H2, where H is the height of the wall, should be applied at a distance of 0.6H above the toe of the wall. Under the combined effects of static and earthquake loads on the wall, a factor of safety between 1.1 and 1.2 is acceptable when evaluating the stability (sliding, overturning) of the wall (NA VFAC . DM 7.02). All retaining wall structures should be provided with appropriate pipe and ground drainage and waterproofing. 4.5 Footina Setback We recommend a minimum horizontal setback distance from the face of slopes for all structural footings and settlement-sensitive structures (i.e. fences, walls, signs, etc.). This distance is measured form the butside edge of the footing, horizontally to the slope face (or to the face of a retaining wall). Please note that the soils within the structural setback area possess poor lateral stability and improvements (such as retaining walls, sidewalk, fences, pavements, etc.) constructed within this setback area may be subject to lateral movement and/or differential settlement. Potential distress to such improvements may be mitigated by providing a deepened footing or a pier and grade-beam foundation system to support the improvement. The deepened footing should meet the setback as described below. Slope Height Recommended Footing Setback < 5 feet 5 feet minimum 5-15 feet 7 feet minimum > 15 feet Hl2, where H is the slope height, not to exceed 10 feet for 2: 1 slopes 4.6 Corrosion Laboratory tests were not performed as part of the scope of this project. However, it is recommended that corrosion tests be performed through out the construction phase. Concrete ffI z-'? - 19 - Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I 110231-017 January 17, 2002 foundations in contact with site soils should be designed according to test results in order to resist sulfate corrosion in accordance with Table 19-A-4 of the Uniform Building Code. A qualified corrosion engineer should be consulted if corrosion sensitive materials are to be used. Additional corrosion (pH, chloride, resistant) testing onsite soils should be performed during grading. . 4.7 Control of Surface Water and Drainaae Control Positive drainage of surface water away from structures is very important. No water should be allowed to pond adjacent to buildings. Positive drainage may be accomplished by providing drainage away from buildings at a gradient of at least 2 percent for a distance of at least 5 feet, and further maintained by a swale on drainage path at a gradient of at least 1- percent. Where limited by 5-foot side yards, drainage should be directed away from foundations for a minimum of 3 feet and into a collector swale or pipe system. Where necessary, drainage paths may be shortened by use of area drains and collector pipes and/or paved swales. Eave gutters also help reduce water infiltration into the sub grade soils if the downspouts are properly connected to appropriate outlets. Planters with open bottoms adjacent to buildings should be avoided, if possible. Planters should not be designed adjacent to buildings unless provisions for drainage, such as catch basins and pipe drains, are made. No ponding of water from any source (including irrigation) should be permitted onsite as moisture infiltration may increase the potential for moisture-related distress. Experience has shown that even with these controls for surface drainage. a shallow perched ground water or subsurface water condition can and may develop in areas where no such condition previously existed. This is particularly true where a substantial increase in surface water infiltration resulting from site irrigation occurs. Mitigation of these conditions should be performed under the recommendations of the geotechnical consultant on a case-by-case basis. 4.8 Irriaation. LandscaDina and Lot Maintenance Site irrigation should be controlled at all times. We recommend that only the minimum amount of irrigation necessary to maintain plant vigor be utilized. We recommend that where possible, landscaping consist primarily of drought-tolerant vegetation. A landscape consultant should be contacted for proper plant selection. For large graded slopes adjacent to open space areas, we recommend native plant species be utilized and that irrigation be utilized only until plants are well established. At that time, irrigation could be significantly reduced. JKJ..~ ~ 2A - 20- Leighton and Associates, Inc. A LEIGHTO~J GROUP COMPANY I I I I I I I I I I I I I I I I I I I 110231-017 January 17, 2002 5.0 GEOTECHNICAL REVIEW Geotechnical review is of paramount importance in engineering practice. The poor performances of many foundation and earthwork projects have been attributed to inadequate construction review; We recommend that Leighton and Associates be provided the opportunity to review the following items. 5.1 Plans and SDecifications The geotechnical engineer should review the project lot specific rough-grading plans, foundation plans and speCifications prior to release for bidding and construction. Such review is necessary to determine whether the geotechnical recommendations have been effectively implemented. Review findings should be reported in writing by the geotechnical engineer. 5.2 Construction Review Observation and testing should be performed by Leighton and AssoCiates representatives during grading and construction. It should be anticipated that the substrata exposed during construction may vary from that encountered in the previously excavated borings and test pits. Reasonably continuous construction observation and review during site grading and foundation installation allows for evaluation of the actual soil conditions and the ability to provide appropriate revisions during construction, if required. Site preparation, removal of unsuitable soils, approval of imported earth materials, fill . placement, foundation installation and other site geotechnically-related operations should be observed and tested by representatives of Leighton and AssoCiates. Additional laboratory tests of subsurface materials to confirm compacted density and moisture content, corrosive potential, expansion potential, and resistance value (R-value) should be performed during grading. f1I 2--~ - 21- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I 110231-017 January 17, 2002 6.0 UMITATIONS This report was necessarily based in part upon data obtained from a limited number of observances, site visits, soil samples, tests, analyses, histories of occurrences, spaced subsurface explorations and limited information on historical events and observations. Such information is necessarily incomplete. The nature of many sites is such that differing characteristics can be experienced within small distances and under various climatic conditions. Changes in subsurface conditions can and do occur over time. . This report was prepared for Lennar, Communities, based on Lennar Communities needs, directions, and requirements. This report is not authorized for use by, and is not to be relied upon by any party except Lennar Communities and its successors and assigns as owner of the property, with whom Leighton has contracted for the work. Use of or reliance on this report by any other party is at that party's risk. Unauthorized use of or reliance on this report constitutes an agreement to defend and indemnify Leighton and Associates from and against any liability which may arise as a result of such use or reliance, regardless of any fault, negligence, or strict liability of Leighton and Associates. 6I~ - 22- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY I I I I I I II I I I I I I I I I I I I I 110231-017 January 17, 2002 TABLE 1 Lateral Earth Pressures Conditions Equivalent Fluid Weight (pcf)l Level Backfill 2: 1 Slope Backfill Active 45 65 At-Rest 65 100 Passive2 250 (maximum 2 ksf) 125 (Sloping Down) 1 Assumes drained conditions. (See Appendix E) 2 Assumes a level condition that will remain for the duration of the project. ~ I I I I I I I I I I I --I I I II ! I I I I I 110231-017 January 17, 2002 APPENDIX A References American Society of Civil Engineers (ASCE), 1994, Settlement Analysis, Technical Engineering and Design Guides as Adapted from the U.S. Army Corps of Engineers, No. 9, ASCE Press, 1994 Blake T.F., 2000a, EQSEARCH Version 2.2, A Computer Program for the Estimation of Peak Horizontal Acceleration from Southern California Historical Earthquake Catalogs, Users Manual, 94pp. with data file updated, 1995. Blake, T. F., 2000b, EQFAULT, A Computer Program for the Deterministic Prediction of Peak Horizontal Acceleration from Digitized Califomia Faults, User's Manual, 79pp. Blake, T. F., 2000c, FRISKSP, A Computer Program for the Probabilistic Estimation of Seismic Hazard Using Faults as Earthquake Sources, User's Manual, 116pp. Blake, T. F., 2000d, UBCSEIS, Version 1.0, User's Manual for Evaluating the Seismic Parameters in accordance with the 1997 UBC, 53 pp. BSSC, 1994, NEHRP Recommended Provisions for Seismic Regulations for New Buildings, Part 1 - Provisions; FEMA 222A4, NEHRP Recommended Provisions for Seismic Regulations for New Buildings, Part 1 - Provisions, FEMA 222A, . Federal Emergencv Management Agencv, 290p. California, State of, Department of Conservation, Division of Mines and Geology, 1966, Geologic Map of California, Santa Ana 30' X 60' Quadrangle, Southern California, scale 1 :250,000. * California, State of, Department of Conservation, Division of Mines and Geology 1990, Special Studies Zones, Murrieta Quadrangle, 7.5 Minute Series.* Converse Consultants, 1988, Liquefaction Evaluation, Winchester Hills, Tentative Parcel Map 23336, Rancho California, California, Converse Consultants Inland Empire (CEm Project Number 88-81-117-01, dated September 9,1988. Converse Consultants, 1990, Geotechnical Investigation, Tentative Tracts 25321 through 25324, and 25464, Winchester Hills Residential Development, Temecula, California, Converse Project Number 89-81-173-01, dated October 8, 1990. Converse Consultants, 1999, Summary Of Geotechnical Conditions, Sweetwater Specific Plan, Approximately 560-Acre Site, Temecula, California, Converse Project Number 98-81-104-01, dated June 21,1999. ~ 2-<\ A-1 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I 110231-017 January 17, 2002 References (continued) Hart, E.W., Bryant, W. A., 1999, Fault-Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning with Index to Earthquake Zones Maps: Department of Conservation, Division of Mines and Geology, Special Publication 42. Revised 1997, Supplements 1 and 2 added 1999. International Conference of Building Officials, 1997 Uniform Building Code, Volumes 1-3. Ishihara, K., 1985, "Stability of Natural Deposits During Earthquake", Proceedings of the Eleventh International Conference on Soil Mechanics and Foundation Engineering, A.A. Belkema Publishers, Rotterdam, Netherlands. Jennings, C.W., 1994a, Fault Activity Map of California and Adjacent Areas, California Division of Mines and Geology, Geologic Data Map Series, No.6, Scale: 1:750,000. Jennings, C.W., 1994b, Fault Map of California: Faults, Volcanoes, Thermal Springs, and Thermal Wells, California Division of Mines and Geology, Geologic Data Map No. I, Scale 1:750,000. Kennedy, M.P., 1977, "Recency and Character of Faulting Along the Elsinore Fault Zone in Southern Riverside County, California", Special Report 131. Kramer, Steven, L., 1996, Geotechnical Earthquake Engineering, Prentice Hall, 1996. Krinitsky, E., L., Gould, J., P., Edinger, P., H., 1993, Fundamentals of Earthquake-Resistant Construction, John Wiley & Sons, Inc., 1993. Leighton and Associates, 1979, Geotechnical Feasibility Study, "1-15 Corridor", Rancho California, County of Riverside, California, Project Number 679204-01, dated June 26,1979. Leighton and Associates, 1986, Final Compaction Report Of Rough Grading Tract 19677, Industrial Park V, Rancho California, Riverside County, California, Project Number 6851870-01, dated May 27,1986. I.; I";' i Leighton and Associates, 1986, Preliminary Geotechnical Investigation And Liquefaction Study, Proposed Commercial Site 70+ Acres, Parcel Map 21361, Northeast Of Winchester And Ynez Roads, Rancho California, Califomia, Project Number 6860619-01, dated July II, 1986. Leighton and Associates, 1986, Final Compaction Report Of Rough Grading Parcel Map 21361, Rancho California, Riverside County, California, Project Number 6860619- di,December 9, 1986. . C 3>0 A-2 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I 110231-017 January 17, 2002 References (continued) , I I i I ! i I I 1 I I l: Leighton and Associates, 2001a, As-Graded Report of Rough Grading for Tract 29111-1 and Tract 23626-1 (Proposed Park Site), Planning Area 2, Lots 1 Through 67, Murrieta Hot Springs Area, Riverside County, California, Project Number 11980158-005, dated January 15, 2001. Leighton and Associates, 2001 b, As Graded Report of Rough Grading for Tract 29111, Planning Area 2, for Tract 29111, Phinning Area 2, Lots IThrough 58, Murrieta Hot Springs Area, Riverside County, California, Project Number 11980158-005, dated July 20,2001. Leighton and Associates, 2001c, Supplemental Geotechnical Investigation And Geotechnical Review Of Interim Arroyo Mass Grading Plan, Tentative Tract No. 29639, Harveston, Temecula, California, LDOI-058GR Project Number 110231- 004, dated December 10, 2001. Mann, John F., 1955, Geology of a Portion of the Elsinore Fault Zone, California Division of Mines and Geology, Special Report 43, dated October, 1955. McGuire, R. K., 1978, FRISK: Computer Program for Seismic Risk Analysis Using Faults as Earthquake Sources, U.S. Geological Survey Open-File Report 78-1007, 69p. Morton, D. M., 1999, Preliminary Digital Geologic Map of the Santa Ana 30'X 60' Quadrangle, Southem California, Version 1.0, Open-File Report 99-172. Naval Facilities Engineering Command, 1986a, Soil mechanics design manual 7.01, Change 1: U.S. Navy, September. Naval Facilities Engineering Command, 1986b, Foundations and earth structures, design manual 7.02, Changes 1: U.S. Navy, September. Petersen, M. D., Bryant, W. A., Cramer, C. H., Cao, T., Reichle, M. S., Frankel, A. D., Lienkaemper, J. J., McCrory, P. A., and Schwartz, D. P., 1996, Probabilistic Seismic Hazard Assessment for the State of California, California Department of Conservation. Division of Mines and Geology Open-File Report 96-08: U.S. Geological Survey Open-File Report 96-706. k-:: )'-:::". I::. .. I I I I I I I I i I [ ! Petra, 2002, Geotechnical Report of Rough Grading of Tract 29548 (The Arboretum) and Mass Grading of Tract 30563 (Curta Bella), City of Murrieta, Riverside County, California, J.N. 417-99, dated June 20, 2002. ~ ~ ~\ I I !-- A-3 Leighton and Associates, Inc. A LE.IGHTON GROUP COMPANY I I- I I I I I I I I I I I I I I I I I 110231-017 January 17, 2002 References (continued) . RBF Consulting, 2002, Harveston Mass Grading Tract No. 29639 - Phase 2, dated November 18,2002, 10 Sheets. Saul, R. B., 1978, Elsinore fault zone, south Riverside County, California: California Division of Mines and Geology Fault Evaluation Report FER-76 and supplements (unpublished). Schnabel, P.B., and Seed, H.B., 1973, "Accelerations in Rock for Earthquakes in the Western United States", Bull. of the Seismol. Soc. of Am., Vol. 63, No.2, pp 501- 516. ,;.: Seed, H.B., Idriss, LM., and Kiefer, F.W., 1969, Characteristics of Rock Motions During Earthquakes, Journal of Soil Mechanics and Foundation Division, ASCE, V. 95, No. SM5, Proc. Paper 6783, pp. 1199-1218. Silver, L. T., and Chappel, B. W., The Peninsular Ranges Batholith: An Insight into the Evolution of the Cordilleran Batholiths of Southwestern North America, Transactions of the Royal Society of Edinburgh: Earth Sciences, 79, 105- 121, 1988. Tokimatsu, K., and Seed, H.B., 1987, Evaluation of Settlements in Sands Due to Earthquake Shaking, ASCE Journal of Geotechnical Engineering, Vol. 113, No.8, dated August 1987 United States Department of the Interior Geological Survey, 1953 (Photo Revised 1979), Murrieta Quadrangle, 7.5 Minute Series. WGCEP - Working Group on California Earthquake Probabilities, 1995, Seismic Hazards in Southern California: Probable Earthquake Probabilities, Bull. Seismol. Soc. Amer., Vol. 85, No.2, pp 379-439. *Effective January 1, 2002 this department, as pertaining to geology, has been renamed as the California Geologic Survey , f.~~' r::; ,-,-. fII ~~ A-4 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY I~ect Drilling Co. Ie Diameter 24" vation Top of Hole +/- I 12-3-02 GEOTECHNICAL BORING LOG B-101 Sheet 1 of 2 Harveston Phase II Project No. 110231-017 Big Johnny's Drilling Type of Rig Bucket Auger Drive Weight See Below Drop 30" 1125' Location See Map 0 .;:- (U~ u)"';" DESCRIPTION J!l - III Z III 0 Ui ~ . IIlCll ~ Ol ;:0 "- ::I- ",. -" -u Q. ~ Ol" IIlOl U. '0 E -~ co. .-- _CIl IDOl ~ 0" '0;:; Logged By AVI Ol '" Q. ::0 0. CIl C U CIl- ,., Sampled By AVI ..... LE TYPES: SPLIT SPOON fNG SAMPLE LK SAMPLE BE SAMPLE " :Em 0.0 ll!..J C!l III Ol - o z .:. '-:::'. '0 . . .., -. '.' . ",~. .:. " . . ... " 5 '. .... .: ': . " . . '" '. '. . '" :: ",. ','Sample 1 '. . .@7' ',' .... : '.:.'.:. " . . .., '. '.' :: '-:.'.:. '. . . '" '. .' '-:,':'0 " . . ... '. '. ": '.:. '.:. .. .... '. :: .-:.... " . . .., '. SampleG @23' : . . :. " .~. .--- '.' .' '. . .: ",' " . . 8M @ Surface: Light brown, damp, silty SAND @ 8': Light, damp, silty SAND, iron staining, manganese nodules 2 5 -r- - ~ CL-ML ---- ___CL @13.5': Gradcsto Red-brown, moist clayey SILT - - - - -- - 4.5': Light gLa:t,...moisLCLA Y p-od= = = = = = = = = = g, i 5': Olive-brown, moist SILT, micas and iron stains @1~rndes~ed-br~~ois~I~S~Dwit~~tai~-- i I I ! i I ! SM 4 PltoPo PAD f!!.l.."". @ 20'; Grades to Olive-brown, moist, silty fine SAND with manganese nodules, rootlets 5 @ 23': Brown, moist, clayey SIL T t~ilty CLAY with';;tringers- - - I,: I i -1- - - us @25'; Brown, moist, sandy SILT, manganesestains - - - - -- ~tli21~~.bro~~oistSMID~s----===~ a. 27.3':Brown, mOist: sandy SIL T~anganese stains - G GRAB SAMPLE C CORE SAMPLE TYPE OF TESTS: SU SULFATE DS DIRECT SHEAR MD MAXIMUM DENSITY eN CONSOLIDATION CR CORROSION CS CORROSION SUITE Me MOISTURE CONTENT MD MOISTURE & DENSITY HCO HYDROCOlLAPSE HD HYDROMETER SA SIEVE ANALYSIS AL A TTERBERG LIMITS EI EXPANSION INOEX RV R.VALUE LEIGHTON AND ASSOCIATES, INC. I GEOTECHNICAL BORING LOG B-101 12-3-02 rect JrIlling Co. e Diameter 24" vation Top of Hole +/- Harveston Phase II Big Johnny's Driliing Drive Weight Location See Below See Map 1125' Sheet 2 Project No. Type of Rig 2 110231-017 Bucket Auger Drop 30" of 0 ~ ,,~ vi-:- DESCRIPTION J!l u - '" z 'iij " J::_ :2C'J '" ",0 - - "'''' I- a" s " ;=0 1:_ ::r- eG' 0.0 1i "U _I: -(,) '0 ,," ll!-' 0 QU- co. "''' (,). cLl. Z E -- .-- -'" Cl Ill" >- 01: '0::) Logged By AVI " eG ll. - :;:0 0. '" C (,) "'- >- Sampled By AVI I- 30 Slrmlle, , :> ---a;- 0': Olive-brown moist CLAY lens @30 ML 30.2~~ro~TIrow~~~IU~lli~~----- 35 40 Total Logged 32' Total Depth 35' No Groundwater Encountered Backfilled with Native 12/3/02 45 50 55 TYPE OF TESTS: SU SULFATE OS DIRECT SHEAR Me MAXIMUM DENSITY eN CONSOLIDATION CR CORROSION lE TYPES: SPLIT SPOON ING SAMPLE LK SAMPLE BE SAMPLE HCO HYDROCOLLAPSE HO HYDROMETER SA SIEVE ANAL VSIS AL ATTERBERG LIMITS El EXPANSION INDEX RV R-VALUE G GRAB SAMPLE C CORE SAMPLE LEIGHTON AND ASSOCIATES, INC. cs CORROSION SUITE MC MOISTURE CONTENT MD MOISTURE & DENSITY 4>>: &$jjll'~.~ ~*;:: ^~;.; ,~ w, 3>~' I i I i [ I i i I i i I I I I I i I I l..... V'-"o r.-.. I \?h; I i I [ [ i I _ate 12-4-02 roject rilling Co. ole Diameter 24" levation Top of Hole +/- I u ,c_ :c'" I/) -a> ,S! ll.a> ll.o c!!l"- ll!..J 0 ~ z ii Cl 0 I rn--- .,'. " 0' ." .'. ...... '0 :. I '0 . . 5 ..:....... --- I I --- 10 I I 15 --- :', '<. '.:. I '. . '. '. : . '. . '. f 20 .. '. '. '. . . .... I '. '. GEOTECHNICAL BORING LOG B-102 , 25 Sample 2 @25' I PLe: TYPES: S SPL.IT SPOON ~ING SAMPLE BULK SAMPl.e: BE SAMPLE ci - ~ a>;I1. en-:- Z 1/)0 iii :;....a 1/)'" a> ;=0 c_ .. . _c -(J C. ()LL. a>u .!!l,S! (J. E -~ Cll. -'" ala> >. oc 'o::i Logged By .. ll. ~ ::;:0 '" C (J "'- Sampled By 1140' Harveston Phase II Big Johnny's Drilling Drive Weight Location Sheet 1 of Project No. Type of Rig 2 110231-017 Bucket Auger Drop 30" See Below See Map DESCRIPTION I/) - I/) a> .... '0 ~ >. .... , i I I f::. f/ AVI AVi SP @ Surface: Red-brown, moist, clayey fine to coarse SAND - - -8M @2': Olive-gray, moist silty SANO-:porou-;- - - - - - - - - --~ 8M CL-M SM 5 @ 3': Yellow-hrown. moist. silty SAND with micas -': ShJ!IP contact to_Red-bro"'O{!h maim;.. ~~ fine to coarse SANO= a) 5.5': Sharp contact to Yellow-brown, moist, silty SAND with micas @9': 9radesto Olive-brown~ojst,clayey SILT withmicas andiron- stams @ 15': Grades to Yel1~w-brown, moist,-;;lty SAND with-;:;;i~, iro~- and manganese shuns @ 17.5': Sharp contact to Olive~brown, moist, silty fine SAND with micas, iron and manganese stains , [:. i<:': - - -ML @.22.5':Grades to 91ive~b~o;-n;-;noist, sandy SIL T withc!ay, micas, - manganese and Iron stams _ _ JM. CL-M j"' L2~ White. ;;;ist SAND fingcri'1s,.into matrix - - - - - - = @28.5':Gradesll? OliVe~~own, mOist, clayeySILT 'Wltfllron and- manganese stams G GRAB SAMPLE C CORE SAMPLE TYPE OF TESTS: SU SULFATE DS DIRECT SHEAR MO MAXIMUM DENSITY eN CONSOLlOA TION CR CORROSION HCO HYDROCOLLAPSE HO HYDROMETER SA SIEVE ANALYSIS AL ATTERBERG LIMITS El EXPANSION INDEX RV R-VALUE CS CORROSION SUITE MC MOISTURE CONTENT MD MOISTURE & DENSITY LEIGHTON AND ASSOCIATES, INC. ?~ I 12-4-02 GEOTECHNICAL BORING LOG B.102 ~:ct ~ling Co. Ie Diameter 24" vation Top of Hole +/- LE TYPES: SPLIT SPOON 'NG SAMPLE LK SAMPLE BE SAMPLE " :t:C) 0.0 !!!...J Cl III S o :2 :. .:. '.:. Sam]'le 4 .: '. .@3)' ... " ',: ',' " . . .,. " . . :: '-:. ',' " . . '" " :', '-:. .:. " . . .... '. . . .. .... o. . " . '. " . . ... " :', ',:. ":' " ,. . ... '. '.:, ',:. '. . . ': .... :', '.~ '.:. " . . ... '. 1140' 3 5 ~ ~ Ql~ en'""':" lIlO iii ~ lIl(J) ~o ai'ti ",.r 11l' ~C: -C,) ()lL lIlQl C,). asCi co. .-- _(J) '" Oc: 'o~ Logged By c.. ~ :2;0 C C,) (J)- Sampled By 4 Harveston Phase II Big Johnny's Drilling Drive Weight Location o :2 II> Q. E I1l (J) ---SM 6 Sheet 2 Project No. Type of Rig of See Below See Map DESCRIPTION AVI AVI @ 31 ': Grades to 9livc-brown, moist, silty eLA Y with iron and manganese stams @3~~es~live-bro~moi~I~~SIUwithiro~d-- ..=P'!an@!lcse stair!.! ~ _ _ _ _ _ _ _ _ _ _ _ _ __ @ 34': Grades to Olive-brown, moist. silty fine to coarse SAND with iron and manganese stains /LD~D .A. @ 38': Grades to Olive-brown, moist, silty medium to coarse SAND with iron and manganese stains @40': Grades to Olive.brown. moist, silty SAND with clay, micas and iron and manganese stains Total Depth Logged 47' Total Depth 501 No Groundwater Encountered Backfilled with Spoils 12/4/02 G GRAB SAMPLE C CORE SAMPLE TYPE OF TESTS: SU SULFATE OS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOLIDATION CR CORROSION HCO HYDROCOLLAPSe HO HYDROMETER SA SIEVE ANALYSIS AL ATTERBERG LIMITS EI EXPANSION INDEX RV R.VALUE CS CORROSION SUITE Me MOISTURE CONTENT MD MOISTURE & DENSITY LEIGHTON AND ASSOCIATES, INC. 2 110231-017 Bucket Auger Drop 30" III ~ III Ql f0- e ~ '" fo- !# I GEOTECHNICAL BORING LOG B-103 Ite oject rillingCo. Ie Diameter 24" evation Top of Hole +/- 12-4-02 HaNeston Phase [I Big Johnny's Drilling Drive Weight Location Sheet 1 Project No. Type of Rig of 2 110231-017 Bucket Auger Drop 30" 1112' See Below See Map I U .c_ :Eel '" -., $ c.., c.o c3u. ~..J 0 i Cl z 0 : '. II '. '. . . .... o, " '. I '. . '. .' s " o, '. '. .... II '. '. '. '. '. .' I '. 10 '. '. " II '. . '. .' '. '. '. '. I 15 '. '. '. " '. Sample 2 ..':.@15' I '. '. '. '. ci ~ .,~ en-:- DESCRIPTION J!l - m z "'0 r;; ~ - "'00 ., ;:0 c:... ,,- <'iI' to- _c: -C,) C. au. GlU .!!lS C,). '0 E mQi cc. oc: _00 '" 'ci=) Logged By AVI ., <'iI 0.. ~ :;:0 c. 00 C C,) 00- '" Sampled By AVI to- SM @ Surface: Red-brown, moist, silty SAND ]": @8.5': Grades to Yellow-brown, moist, silty fine SAND with micas 4 av.13.5': Grades to Yellow-brown, moist, silty SAND, friable with - micas, iron and manganese stains I " 20 '. 3 3 I '. '. ----t--------------------- M/M @ 18': Sharp horizontal contact to Olive-brown, moist, sandy SILT with clay . @20'; Olive-brown, moist, sandy SIt T, porous I 25 '. '. J Sam Ie 5 , , [ . . . . .' '.1. . I, @25': Fingering of white sand into matrix ML @26.5':Sharp ccotnetto White Bishop tuff - - - - - - - - I MlM @28': Sharp contact to Olive-brown, moist, fine sandy SILT with calcium carbonate stringers PLE TYPES: SPLIT SPOON I~NG SAMPLE 1 ULK SAMPLE . BE SAMPLE G GRAB SAMPLE C CORE SAMPLE TYPE OF TESTS: SU SULFATE DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOLIDATION CR CORROSION HCO HYDROCOLLAPSE HO HYDROMETER SA SIEVE ANALYSIS AL ATTERBERG LIMITS EI EXPANSION INDEX RV R-VALUE CS CORROSION SUITE MC MOISTURE CONTENT MD MOISTURE & DENSITY LEIGHTON AND ASSOCIATES, INC. 3~ I 12-4-02 GEOTECHNICAL BORING LOG B-103 of Ie ject lllIing Co. Ie Diameter 24" vation Top of Hole +/- 1112' " 0 ~ .c~ :Ea I/) :2: 1/)0 0.'" .l!! '" ~o "-0 Q. QUo ",'" l!!...J 0 cu.. :2: E -~ Cl co'" .. a. C/) 30 4 6 '. '. '. .' '. '" :'Sample6 . .@33' 35 . . . ... " . .... : ': ',' '. . . ... '. : ','. . 40 '. '. . '. . . ','. " '. 45 50 55 LE: TYPES: SPLIT SPOON fNG SAMPLE LK SAMPLE BE SAMPLE: G GRAB SAMPLE C CORE SAMPLE Harveston Phase 1\ Big Johnny's Drilling Drive Weight Location ~ lV~ 0'"":" 'jjj ~ 1IlC/) c~ "...r ... "'" ~C -u C"- Ill'" U. ._~ _C/) '" oc '0::; Logged By ~ :;:0 c u C/)- Sampled By MIM See Below See Map Sheet 2 Project No. Type of Rig 2 110231-017 Bucket Auger Drop 30" AVI AVI J!J III '" I- - o '" "- '" I- DESCRIPTION Total Depth Logged 43' Total Depth 45' No Groundwater Encountered Backfilled \V1th Spoils 12/4/02 HCC HYOROCOLLAPSE HD HYDROMETER SA SIEVE ANALYSIS At ATTERBERG LIMITS EI EXPANSION INDEX RV R-VALUE LEIGHTON AND ASSOCIATES, INC. @33';Olive-brown, moist, fine sandy SILT, iron and manganese staining --SM @3~ha~on~troOli~-b~~oi~il~S~D---- MlM @ 38': Gmd~t~live.brown~ojsCSandySIL T withClay - - - - TYPE: OF rESTS: su SULFATE OS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOLIDATION CR CORROSION CS CORROSION SUITE MC MOISTURE CONTENT MD MOISTURE & DENSITY 3~ ~~7ect !r;lIing Co. ole Diameter 24" evation Top of Hole +/- I 12-3-02 GEOTECHNICAL BORING LOG B-104 Sheet 1 of 2 Harveston Phase II Project No. 110231-017 Big Johnny's Drilling Type of Rig Bucket Auger Drive Weight See Below Drop 30" 1147' Location See Map 0 ~ Q)~ ui-:- DESCRIPTION S - '" z ,"0 iii :i_A '"en .. .. ~o c:... '" . I- _c: -C,) Q. ou. .." .!!!,Sl C,). '0 E -- Q'" _en co.. :>. oc: 'o::i Logged By AVI .. '" 0.. - ::;:0 '" en Q C,) en- :>. Sampled By AVI I- I j 11 I 'I 110 'I 115 II I 20 1 I 25 1 PLE TYPES: SPLIT SPOON ,t RING SAMPLE ULK SAMPLE UBE SAMPLE :S- "'.. .... QUo " :Em "'0 l!!...J (!) o 5 ... "}" " " :~. '-:. .:. .. .... '" ,Sl o z Sample 1 @S' :', ',', '.:. Sample 2 ::.. :'..:@lS' . ..... :. " " . . .,. " :'; .-:..... " . . .., -, '.' . ..... :: ': :; '-:. ',:. ',' .... .' SP @ Surface: Red-brown, dry, fine to coarse SAND @ 7': Gray, dry to damp, fine to coarse SAND, friable, thinly bedded - - -8M @ 12'~.Sharp horizon~contact U;-Brown, damp, clayey, silty SAND - with iron stains I I j , ' @ 14': Olive. moist, silty, fine SAND with micas and manganese nodules 3 @ 20': Red-bro~, ~oist, silty fine SAND with micas. iron and manganese stammg 4 SP @ 23.5':Grades toBr~;-moistfine to coarse SAND - - - - - L-':. i i I I i SM @2~ha~onbctroOlive-brow~oi~i1ryfin~AND--- --CL-ML@28':Grudes~liv~oi~lay~~~ottled------ G GRAB SAMPLE C CORE SAMPLE TYPE OF TESTS: SU SULFATE DS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOLIDATION CR CORROSION HCO HYDROCOLLAPSE HO HYDROMETER SA SIEVE ANALYSIS AL ATTERBERG LIMITS EI EXPANSION INDEX RV RNALUE CS CORROSION SUITE MC MOISTURE CONTENT MD MOISTURE & DENSITY LEIGHTON AND ASSOCIATES, INC. I GEOTECHNICAL BORING LOG B-104 Ete ject rilling Co. Ie Diameter 24" vation Top of Hole +/- 12-3-02 HaNeston Phase II Big Johnny's Drilling Drive Weight Location Sheet 2 Project No. Type of Rig of 2 110231-017 Bucket Auger Drop 30" 1147' See Below See Map J CJ .c_ :Em .. ~IU ~ c.1U c.o 2lu.. ~...J :2 Cl 30 : . , .... .' '. '. '. . . .... .. . '. ': . I '. . . .... 35 '. '. : : : SamJlc4 ':@3 ' " '. I 40 '. AVI AVI .. - .. IU t- '0 IU C. ,., t- ci :2 IU a. E .. II) - ..0 ~o au.. -~ CllIU c. .;:. Ui c_ IUCJ Cc. ,., C !~ :>~ ~C .H!.l!! Oc ::;:0 U ui-:- fJ~ u~ _II) 'o::i Logged By 11)- Sampled By DESCRIPTION 8M @ 30': Brown, moist, silty SAND, micas, few caliche stringers, manganese nodules @33': Olive-brown, moist to very moist, silty SAND. manganese nodules [ ,. I ! MIM @3~li~-b~~oi~iltyS~DrosandySILTMth~ngane; nodules 5 4 PR.o~s... A.C CL-M @41': Olive-brown. moist. clayey SILT with manganese nodules :. ."jo: Sample9 :". t.':@43' . I' '.. . '. :. --- Sample 6 '@45' SM @ 4:r:- Olive-brow~ moist:'""silty SAND -;itll nJ;nganese andiror; stains - - -SP (ci),45': Brown, moist. fine to coarse SAND with manganese and ir~ - - stains 150 _ _ -.SM. _ _ J,IL MIM a~7':O]ive-brown.moiv~~~D ========= aLA? .5': Olive-brown. mOist SILl wIth trace ~ __ ~~~e.brow~~~ll~~eS~D ------ ---~ @4~cd-brown~oislfi~~arseS~D------- SM @ 51 ': Olive-brown, moist, sil~ SAND SP @ 52.5':Red-brown. moist, fine to coarse SAND,fr1able- - - - - 155 I 8 14 ML @ 54': Sha~contact to Olive-brown: mois~sandyS[L T with clay:- - manganese and iron staining SM Total Depth Logged 58' Total Depth 60' No Groundwater Encountered Backfilled with Spoils 12/3/02 LE TYPES; SPLIT SPOON _ING SAMPLE ULK SAMPLE USE SAMPLE G GRAB SAMPLE C CORE SAMPLE TYPE OF TESTS: SU SULFATE OS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOLIDATION CR CORROSION HCO HYDROCOLLAPSE HD HYDROMETER SA SIEVE ANALYSIS AL A TTERBERG LIMITS EI EXPANSION INDEX RV RNALUE CS CORROSION SUITE Me MOISTURE CONTENT MD MOISTURE & DENSITY LEIGHTON AND ASSOCIATES, INC. Ao I 12-3-02 'ate roject rilling Co. ole Diameter 24" levation Top of Hole +/- GEOTECHNICAL BORING LOG B-105 I U .c_ :Eo Ol ~Q) Q) c.Q) C.o ~ Q)u. ll!.J 0 , C Z j (!) 0 I .... . I 5 I I --- 10 --- I --- I 15 " - I u _ I 20 Samplel & 3 @20' I --- .,J:. . '. '. . --- I 25 I LE TYPES: SPLIT SPOON IRING SAMPLE BULK SAMPLE TUBE SAMPLE 1127' Harveston Phase II Big Johnny's Drilling Drive Weight Location Sheet 1 Project No. Type of Rig 2 110231-017 Bucket Auger Drop 30" of See Below See Map 0 .<:- Q)~ ui-:- DESCRIPTION .I!l ~ Ol Z OlO 'iij :5+00' Olen Q) Q) ~o c_ cu. I- ~C -(,) 1i au. Q)U OlQ) (,). - E -~ cc. ._~ _en 0 1llQ) :>. Oc '0;:; Logged By AVi Q) cu c.. C :;;0 c. en (,) en- :>. Sampled By AVI I- SP @ Surface: Red-browJl. moist clayey fine to coarse SAND -'---ML SP - - -ML i' @ 9':Sharp contact to Olive-brown, moist SIL T withtrace cIay- -- @l~ed-brown~ois~ay~fi~~arseS~D----- ~~rndcs~live-brow~moi~SILTwi~ic~----- --CL-ML~~rudeswOlive-bro~moi~cla~ySILGoistureincrcasi~ with depth I I - 1____ -1 ML-C -~--M/MI CL-M @2~mdesroOliv~noi~i]~CLAY~aI18an~nodule~ica~ and calcium carbonate stringers @2~live-b~~oi~laycpandySILTwithiro~~--- ~ manganese stains . @2~Olive.brow~oi~I~~SILTwithmanga~~diron-- stains 8M @ 28': Sharp-contact to Olive-brown.- mois~silty SAND ~iili micaS - nd manganese and iron stains HCO HYDROCOLLAPSE HD HYDROMETER SA SIEVE ANALYSIS AL A TTERBERG LIMITS EI EXPANSION INDEX RV R-VALUe G GRAB SAMPLE C CORE SAMPLE TYPE OF TESTS: SU SULFATE OS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOLIDATION CR CORROSION. CS CORROSION SUITE MC MOISTURE CONTENT MD MOISTURE & DENSITY LEIGHTON AND ASSOCIATES, INC. I GEOTECHNICAL BORING LOG B-105 Ie ject r1l1ing Co. Ie Diameter 24" vation Top of Hole +/- 12-3-02 Harveston Phase II Big Johnny's Drilling Drive Weight Location Sheet 2 Project No. Type of Rig of 2 110231-017 Buckel Auger Drop 30" 1127' See Below See Map " ci - ~ ,,~ 16-:- DESCRIPTION .<:- :2tn CIl 2 CIlO 'in ~ - CIlen ag: " " ~o c_ ,,- "'. "-0 - Q. "''' _c -u au. CIl'" u. ~u. ~...J 0 asCi c"- .-- _en Cl 2 E >0- Oc '0:;; Logged By AVI '" 0.. ~ :;:0 en c u en- Sampled By AVI 30 J!! CIl " .... '0 " a. >0- .... '.' _ _ GL-M SM ~~live-bro~moi~il~C~Yrocl~~SIITwithiro~nd- manganese stains / ~32.r~~ro~~~II~MeS~D~~~~rnd- manganese nodules 35 : ': ',~. ',.. " . . .., '. :", ,':Sample2 :; ": '.'@35' '. .... CL-M @ 3 f: Grades to Olive,- mois~silty CLAY to clayey SILT with iron - and manganese stains @ 38.5':Red-o(ive-brown~moist,silty SAND with iron and manganes-;- stains ... " SM 40 :: '-:. .:. " . . .., " . . :: '.:. -.:. '. ... '0 :', '.:,":' '. 45 50 Total Depth 44' Toml Depth 45' No Groundwater Encountered Backfilled with Spoils 12/3/02 55 LE TYPES: SPLIT SPOON 'NG SAMPLE LK SAMPLE BE SAMPLE G GRAB SAMPLE C CORE SAMPLE TYPE OF TESTS: SU SULFATE OS DIRECT SHEAR MD MAXIMUM DENSITY eN CONSOLIDATION CR CORROSION HCO HYDRO COLLAPSE He HYDROMETER SA SIEVE: ANALYSIS AL ATTERBERG LIMITS EI EXPANSION INDEX RV R-VALUE CS CORROSION SUITE MC MOISTURE CONTENT MD MOISTURE & DENSITY ;4i>; ~.~t tt< tff' <.~" A;Z- LEIGHTON AND ASSOCIATES, INC. I 12-4-02 '~~~ect 'rilling Co. ole Diameter 24" levation Top of Hole +/- GEOTECHNICAL BORING LOG B-106 Sheet 1 Project No. Type of Rig 1150' Harveston Phase II Big Johnny's Drilling Drive Weight Location 2 110231-017 Bucket Auger Drop 30" of I j lJ :Eel a.o ll!..J Cl ,c_ -a> a.a> 2lu. UI .9l o :2: I I 5 I I 10 I I 15 I I 20 I I . . . 25 .., '. :', '.:. ',:. '. I ',' .... '. '. .. .... :', ........ LE TYPES, SPl.IT SPOON I RING SAMPLE BULK SAMPLE TUBE SAMPLE Sample 3 @15' See Below See Map d - ~ a>?fI. iii"'"':" :2: UlO 'iii ~ UI(fJ a> ~o "- ".... ",. -" -(,) Q. ou. a>lJ Ula> (,). E -~ Qa. .-- _(fJ ala> >. Oc '0::) Logged By '" 0.. ~ :;;0 (fJ Q (,) (fJ- Sampled By DESCRIPTION AVI AVI SP @ Surface: Red-brown, moist clayey fine to coarse SAND @7.5';GradestoRed-brown, moist, fine to coarse SAND with micas, friable @ 8.5': Red-brown, moist clayey, fine to coarse SAND with micas 4 @ 10': Red-brown, moist. clayey fine to coarse SAND, porous --CL-M ~~live-brow~lOi~l~eySILTpodswifumicas---- ____l_____________________ SP @ 19'; Red.brown, moist, clayey fine to coarse SAND with micas and iron stains interbedded with olive-brown, moist, silty SAND 2 5 p Eo. SM @, 24.5';Sharp ~ntacttoOlive-brown:moist, -;;lty SAND withmieas,- ~ iron and manganese stains @29': Grades to Yellow-brown, moist, silty SAND with micas and G GRAB SAMPLE C CORE SAMPLE TYPE OF TESTS: SU SUl.FA TE DS DIRECT SHEAR MO MAXIMUM DENSITY CN CONSOLIDATION CR. CORROSION HCO HYDROCOLLAPSE HD HYDROMETER SA SIEVE ANALYSIS AL ATTERBERG LIMITS 51 EXPANSION INDEX RV R-VALUE CS CORROSION SUITE MC MOISTURE CONTENT MO MOISTURE & DENSITY LEIGHTON AND ASSOCIATES, INC. J!l UI a> l- e a> a. >. I- 1,- ~ ",' , i"'- i;::' ! ~. 4;f!fl~ ., <w~mo.)'; .w. '.""" *". , "':::;" ~:':"." "::::::1. ~ I GEOTECHNICAL BORING LOG B-106 12-4-02 Ie ject r"ling Co, Ie Diameter 24" vation Top of Hole +/- Harveston Phase II Big Johnny's Drilling Drive Weight Location Sheet 2 Project No. Type of Rig of 2 110231-017 Bucket Auger Drop 30" 1150' See Below See Map 0 ~ 1IJ;;e ui-:- DESCRIPTION .!!l 0 - III "'- :E", III Z III 0 '0 ~ - IIllll IIJ -IIJ IIJ IIJ ~o "- ,,- "'. I- -" -() c.1IJ C.o - Q. OLL- IIJO IIlIIJ (). '0 1IJu. ll!..J 0 -~ cc. ,-- _lIl C (!) z E lDlIJ ,., 0" 'l5::i Logged By AVI IIJ '" a. ~ :;:0 c. III C () lIl- ,., Sampled By AVI I- 30 . . : A. 5- ..Jron stains @l03':tiraoes toOhve-brown. mOist, sandy SlIT with micas ana iron stains " .' '. '. . " . . 35 CL-M @ 3~ Sharp contact to Olive-br~;'- mois~clayey SILT with - - - manganese and iron stains and manganese nodules 40 45 Total Depth Logged 38' Tota! Depth 40' No Groundwater Encountered Backfilled with Native 12/4/02 50 55 Le: TYPES: SPLIT SPOON 'NO SAMPLE lK SAMPLE BE SAMPLE G GRAB SAMPL.E C CORE SAMPLE TYPE OF TESTS: SU SULFATE OS DIRECT SHEAR MO MAXIMUM DENSITY eN CONSOLIDATION CR CORROSION HCO HYDROCOLLAPSE HD HYDROMETER SA SIEVE ANALYSIS AL A TTERBERG LIMITS EI EXPANSION INDEX RV R-VALUE CS CORROSION SUITE Me MOISTURE CONTENT MD MOISTURE & DENSITY LEIGHTON AND ASSOCIATES, INC. ~ I Ie 9-27-01 'roject .ling Co. . Diameter :Ievation Top of Hole + GEOTECHNICAL BORING LOG B-10 8" Sheet 1 of -.L Harveslon Project No. 110231-004- Cal Pac Type of Rig HSA Drive Weight 140lbs Drop 30" 1086' Location See Map 0 ~ flit/. 01 .ui~ DESCRIPTION. - z - ';j 01 010 ... . 010 f!- CD ~o =... ,,- co . -= -u C. gu. CDU ..CD u. ... -... CCl. -- _0 0 E III CD ~ 0= Ci=i Logged By AS/SER CD co II. :;:0 ~ 0 C U 0- Sampled By AS/SER U .c_ :EC) 'C.ID c..o =:. f!..J C Cl o . . . ..' -0 '. "S~le3 . .' .' @o-' : ": . "0 . . ...00 5 . .' . . . ... o. o. ., 000.0 : 0: . 00 . . ...00 . 0000 : "0". 30 ITYPES: SPOON , G SAMPLE aULI( SAMPLE E SAMPLE .. CD - o z SP ALLUVIUM (Oal) @ Surface: Light brown, damp,loose, fine to coatse SAND 8 @ 2;:-Datk ~ mo;Stto-;'et, ];';so, slltySAND - - - - - - 117.2 13.1 SM SU 2 59 SM . OLDER ALLUVTIJM (Oaol) Dati: brown, moist to wet, dense, silty ]26.8 11.0 SAND with traces of clay' . . 4 PAUBA FORMATION (Ou) Olive. damp, very stiff, sandy SILT ML @ 10': Olive brown, with calcium carbonate, non-porous. 46 97.4 26.5 5 @1S:Li~~~~~~~.s~CUYwiilic~~-- cartxmate, highly weathered. 40 CL 86.7 29.2 6 ML @2iY:Darkb;;;';;;;da,;;p, stiff,Sll..'r - - - - - - - --- 43 7 23 ML @ 25': Brown, with traces of carbonate J.,-{' G GRAS SAMPLE C CORE SAMPLE . TYPE OF TESTS: SU SUl.I'ATE OS DIRECT SHEAR MD MAXIMUM DENSITY CN CONSOUDATION CR CORROSION ::::::I~II ~II ;.::: ~-~ CO COLLAPSE HD HYDROMETER SA SIEVE ANALYSIS AL ATTERBERG UMITS EI EXPANSION INDEX RV RNALUE LEIGHTON AND ASSOC1A TES, INC. I 'e~ 9-27-01 8" GEOTECHNICAL BORING LOG B-10 Sheet 2 Project No. Type of Rig 2 110231-004- HSA Drop 30" of ling Co. Diameter ation Top of Hole t Harveston Cal Pac Drive Weight Location 140lbs See Map 1086' 0 >- ~'ift.. ui""':" DESCRIPTION .!l - "" II> <> II> :z 11>0 II> .. . II>fIl {!. :Eo c... =- .. . ., ., ~o _c -u Cl.o - C. Ql&. .,<> 11>" U. ... E...l 0 -.. QCl. -- _fIl 0 Z E ID., >- oc 'O::i ., Cl .. a. .. :;;0 Logged By AS/SER Cl. fIl Q U fIl- ~ Sampled By AS/SER 8 90/11" ML @30':Dad<brown,damp,bard,sandySILTtosiltyCLAY 9 60 ML @35': Olive brown, damp, bard, sandy SILT. SM @ 36': Oli-;<; bro;;" -dlinip-;-.;;y d~, SiliY fine t; COaISe sand.' - - ...00 . .' ..000 : ": . "0 . . ... ". 0." o' 0000" 0: ": . 50 I I 55 I I 60 ITYPES: SPOON SAMPLE ULK SAMPLE JBE SAMPLE 10 9o/iO" ML @~Oli~~~~,~,san~illL-------- Total Depth 41.34' No Groundwater Encountered Backfilled with Native 9-27-01 A.f.r> G GRAB SAMPLE C CORE SAMPLE TYPE OF TESTS: SU SULFATE OS OIRECT SHEAR MD MAXIMUM DENSITY CN CONSOUOAnON CR CORROSION ~I~I=- ~II .- -~ -40;- ~ := CO COUAPSE HO HYDROMETER SA SIEVE ANALYSIS AL ATTERBERG UMITS EI EXPANSION INDEX RV R-VALUE LEIGHTON AND ASSOC1A TES, INC. I II GEOTECHNICAL BORING LOG B-11 Sheet ~ of Project No. Type of Rig . 0 ~ .. OJ'#. cD"",:" DESCRIPTION - .. " Z - u; ... . l'.l~ (!. , J:._ :Eel :!l ..0 .. ~o C:... :I- I 'Q.Q) _c: -u "-0 - 'E. 01'- .." .... u. ... , .." E...I 0 C"- -- =~ 0 , t:il.l. Z E -... oc: 1lJ.. ~ .. C) lU A. :EO O::l Logged By AS "- III C U 1Il- ~ ., , Sampled By AS f' SP ALLUYruM 10a1) J - :. .' . @ Surface: Light brown, dIy,loose, fine to coarse SAND - .;. . . -- --- igp::Slli -~---------------------- I -- I 13 @ 2': Darl< brown, damp, loose, fine to coarse SAND; trace of silt and '.' . lIl.8 8.6 clay " . : ~.. -" . . . . '.' I 5- .~~ i - '.:. . . . .... . . 2 34 SM OLDER ALLUYruM 10ao1) " . ". I - . . "Sample3 I17.3 13.0 @ 7': Dark brown, damp. medium dense. silty fine to coarse SAND . . . .' @S-10' - .: : . .. . '. . . .' f ML PA1JBAFORMATION 10,,\ I - @ 10': Dark brown, damp. very dense SILT - 4 25 ML @ 12': Dark brown, damp. very stiff. SILT; common fine mica CO. I : 90.0 31.2 HCN= 0.00% f~ i - - 5 @ 17': Olive brown, damp, stiff SILT with calcium carbonate SA 9 ML I = 20- ML @20': Olive brown, damp, clayey SILT with calcium catbonate [I = 6 51 ML @22': Olive brown, damp, hard SILT with calcium carbonate string"" - = 25':"" 'I = 7 49 ML @27': Olive brown, damp. stiff SILT with calcium,carbonate I : ID 28.5'. No GW Encountered, BF/w Native 9-27-01 A,1 30 ITYPES: TYPE OF TESTS: CO COLLAPSE SU SULFATE HD HYDROMETER ~IR SPOON G GRAB SAMPLE OS DIRECT SHEAR SA SIEVE ANALYSIS SAMPLE C CORE SAMPLE MD MAXIMUM DENSITY AL ATTERBERG UMITS ;:;:: =- 'ULK SAMPLE eN CONSqUDAnON EI EXPANSION INDEX ~ .- -~.;;;;;;- , E SAMPLE . CR CORROSION RV R~VALUE II!l/lii:!! .0:; LEI A S IA TES INC. 9-27-01 'reject II'ng Co. I Diameter S" 'ievation Top of Hole + 1091' Harveston Cal Pac Drive Weight Location GHTON AND S OC ----L- 110231-004- HSA Drop 30" 140lbs See Map , I Ite 9-27-01 Project IJling Co. Ie Diameter evatlon Top of Hole + GEOTECHNICAL BORING LOG B-12 Sheet ---i.... of Project No. Type of Rig Harveston Cal Pac Drive Weight Location ----L- 110231-004- HSA Drop 30. 8" J >. '" 0 ..'1f!. DESCRIPTION - - - '"~ '" " z ,"0 -;; ... . '"Ill .. ,c_ :Eo .. .. ;liO c.... ::l- eo. ... '" -.. .. .." _c -u .... c... c.o - "6. QLI. .... u. 1 "'II. l!!...l 0 -... QC. -- _Ill 0 Z E oc Q Cl 10.. ~ :;;0 'O::i Logged By AS '" eo D.. ~ III Q U 1Il- N Sampled By AS ,I 0 SP ALLUVlUM (Oan -': . .' . @ SuIface, Light brown, dIy,loose, fine tll come SAND . . . . .' . --- r--- -- -SM- ~----------------------- .. . .. 1 60 115.7 2.8 @ 2', Brown tll olive brown, dIy, dense, silty SAND; visible porousity I - : : .' - ::. .. . . '. . . .' .~ 5 ., 2 75 SM .PAUBA FORMATION(Onl .. . '. . . .. 116.9 13.1 @ 5', Dark brown tll olive brown, moist, very dense, silty SAND; - . . . . common calcium carbonate stringers -::. : . . '. I . . .. - . . '. . : . -- -- -- --- -- 1--- r--------------------___ 10- 3 24 ML @ 10', Olive brown, moist, very stiffSlLT 1 - - II --- -- -- ~-- -- --- ------------------------ .. . '. - . . .. . . . '. . 15- ::. . '. 4 42 SM @ 15': Olive tllligh' brown, dIy, dense, silty SAND ~I . . .. --- -- -- :--- -- -Mi.- ~----------------------- @ 16': Olive brown, moist, very stiffSlLT with muscovite - I ~ 20- 5 62 ML @20':Olivebrown,moist,bardSlLTwith traces of fine sand 'I - - I ~ 25- Total Depth 21S ; I ~ No Groundwater Encountered BackfiDed with Native 9-27-01 I ~ 4~ 30 'IYPE OF TESTS: CO COLLAPSE I- TYPES: SU SULFATE HD HYDROMETER ~II SPOON G GRAB SAMPLE OS DIRECT SHEAR SA SIEVE ANALYSIS . SAMPLE C CORE SAMPLE MD MAXIMUM DENSITY Al ATTERSERG UMITS ;;:: === 3ULK SAMPLE eN CONSOUDATlON EI EXPANSION INDEX ~""'"=- E SAMPLE CR CORROSION RV R.VALUE IillIlIiii:!! ~ LEIGHTON AND ASSOCIA rES, INC. 1091' I lie ~roject IlIing Co. : Ie Diameter ~ evation Top of Hole + GEOTECHNICAL BORING LOG B-13 9-27-01 8" HalVeston Cal Pac Drive Weight Location Sheet -L of Project No. Type of Rig -L. 110231-004- HSA Drop 30" I 0 ~ tfJ-;ft Ol cD""":' DESCRIPTION - u Z - OJ Ol ~- :Eco Ol 010 .. . OlW .. ~ c... =- ... t- " -.. " " ~ _c -(J Clo" CloO - 'E. ..u .... (J. ... i "u.. I!...I 0 QClo -- _W 0 z E -... OC Q Cl Ill.. ~ :!EO o::i Logged By AS .. .. l1. $ W Q (J w- .. .' Sampled By AS I 0 SP ALLUVIUM (Oal) - '. . @ Surface: Light brown, dIy, loose, fine to coarse SAND . . .' .1---- 1--- -SM -~---------------------- '0 -- -- I I 23 SP-S @ 2': Dark brown, damp, medium dense, fine to coarse SAND - '.' . 118.8 9.1 : ~". - eo. . . '.' . 5 . '. I " . . 2 49 SP-SM OLDER ALLUVIUM (OaoO CO, - '.' . 125.7 11.1 @ 5': Brown, moist, dense SAND with. traces of silt HCN= :0:.0. ~.15% 15 - ..... .' '.' . I - " . . :0:.00 00. . . . - '.' . :;.: . . 10- . . -- f--- -- 1--- -~---------------------- II .. . '. 3 77/11" 101.3 6.7 SM @ 10': Brown. damp, very dense. silty fine to coarse SAND (ciist:urbed - . . .' sample) . . - .; ": .. .. . '. I - . . .. 0000 o, 0: .. - '. . '. . . .- 15- . .' SM @ 15': Brown, damp, dense, silty fine SAND J .: 0: 4 47 cY~7_ 11.1 CO. . --- -- 1--- -~---------------------- HCN= ML @ 16': Brown, damp, stiff sandy SILT -0.31% - I - - 20 5 38 ML PAUBA FORMATION (OD) ,I - @20':Olivebrown,damp.stiffSILTwith1Illceoffinesand - I - - 25- 6 22 ML @25':Olivebrown,damp,stiffSILTwithcalciumcarbonate - I c Total Depth 26.5' I - No Groundwater Encountered Backfilled with Native 9-27-01 ~<\ - 30 TYPE OF TESTS: CO COllAPSE ILE TYPES: SU SULFATE He HYDROMETER ~II=~ LIT SPOON G GRAB SAMPLE DS DIRECT SHEAR SA SIEVEANAI.YS,S NG SAMPLE C CORE SAMPLE MD MAXlMUM DENSITY AL ATTERBERG UMITS BULK SAMPLE CN CONSOUDATION EI EXPANSION INDEX ~=-- BE SAMPLE CR CORROSION RV R.VALUE ~ 0= LEIGHTON AND ASSOCIA TES INC. 1092' 140lbs See Map , I 1m 9-27-01 Project IlIIng Co. Ie Diameter evation Top of Hole + GEOTECHNiCAL BORiNG LOG 8-14 Sheet 1 of --.L Harveston Project No. 110231-004- Cal Pac Type of Rig HSA 8" Drive Weight 140lbs Drop 30" 1084' Location See Map ci ,., III !~ .r.- DESCRIPTION - - - III Z III 0 0; IIlCl) ~ CD ;;:0 c... =- ... _c -(.) is. i5Il- CD.. III CD (.). '0 -- Cll. -- _CI) e Ill.. ~ oc i5::i Logged By AS .. .. II. ::;;0 ~ CI) C (.) CI)- Sampled By AS SP ALUMUM (Oal) @ Surface: Light brown, dry, loose, fine to come SAND 1 63/11" 107.3 7.7 SM @ 2': Light brown, diY, very d;;'e. silty fin. SAND - - - - - - .. ,c_ :eel III '5." CD 1l.0 - .... E...I 0 Cll. Cl Z 0 .- '. . .' . .' : '. '. . . '. . . 5 2 70111" 98.5, 4.8 ML PAUBA FORMATION (Qi>) . @5':Olivebrown,damp,StiffsandySll.T 10 3 31 SM @1<Y: Olivebrown, &.;;;p,~"'Ystiff'" hardSll.Twilhin.eriiedlici- SA . '. . .. light brown, damp, medium dense, fine sand lenses .' . . '. . '. . .. '. . .' .' . .. '. . '. . '. . .. 15 4 27 ML @IS: Olive brown, &.;;;p.-;.,;:y stiff SILT;jib:" c;;Jei;;;" earbo~.e - DS IOU 16.0 20 25 30 lLETYPES: LIT SPOON NG SAMPLE BULK SAMPLE BE SAMPLE 5 44 70.7 49.6 :ML @20':Olivebrown,moist,stiffSILTwithcalciumcazbonate;tip: Light brown, moist, hard clay , Total Depth 21.5' No Groundwater Encountered Backfilled with Native 9-27-01 -So G GRAB SAMPLE C CORE SAMPLE TYPE OF TESTS: SU SULFATE OS OIRECT SHEAR MD MAXIMUM DENSITY eN CONSOUOATlON CR CORROSION --I~I ~II =~ ~---- ~ -~ CO COLLAPSE HD .HYDROMETER SA SIEVE ANALYSIS AL ATTERBERG UMITS El EXPANSION INDEX RV R~VALUE LEIGHTON AND ASSOCIA TES, INC. I Ite Project IlIing Co. Ie Diameter S" evation Top of Hole + 10S0' GEOTECHNICAL BORING lOG 8-15 9-27-01 Harveston Cal Pac Drive Weight Location Sheet ---.J-. Project No. Type of Rig of ...1.- 110231-004- HSA Drop 30" J 0 >. .. ..'#. cti...,. DESCRIPTION - - - .. u Z ..0 0; .. - "Ul ~ ,c_ :Eel .. C:... =- .. . .. -.. .. .. ~o ..u _c: -u Co.. Coo '0 is. QLl. .... u. '0 i ~ E..I -.. QCo -- _Ul z E oc: Cl Ill.. ~ ::;;0 o::i Logged By AS .. .. ll. ... Ul Q U Ul- ~ . Sampled By AS 0 SP ALLUVillM (Oal1 - .' . @ Swface: Light brown, dry, loose, fine to coarse SAND t-.: . . -- --- -s"M- -~--------------------~- - -- 0.. . ". 1 34 @ 2': Light brown, damp to moist, medium dense, fine to coarse SAND I - . . . .. 111.1 8.1 .' .' . 0: . - . '. . '. . . .' 7 5- . . . "0" . - '. . '. . . .' . . 2 82/11 " SM OLDER ALLUVIUM (03011 CO, '. I - . . .' 122.6 12.4 @ 7': Darl< brown, damp, very dense, silty fine to meduim SAND; HCN= 00." some coarse sand . -0.09% .. ": . - '. . .. . '. . . .' J 10- . 000" o ": . - '. . : '. . " .' - ". .' ": . 3 28 SM @ 12': Medium. brown, damp, medium dense, silty fine SAND; mica I . . '. SM PAUBA FORMATION (00) . . ." @ 13': Olive brown, damp, medium dense, silty, fine SAND - . . . : ": . ,5 15- '. . ." I '- . . . .' . . " . "0" . -- --- -- -Mi:.- ~~---------------------- 4 32 @ 17': Light brown, very moist, stiff, clayey Sll.T I - @ 18': Olive brown, moist, stiffSll.Twith traces of clay and calcium - carbonate ,0 20- 5 18 ML @20':Olivebrown,moist,stiffSll.T I - - I - - ;5 25- Total Depth 21S I - No Groundwater Encountered BacldiDed with Native 9-27-01 ~ I - - oS\ ;0 30 TYPE OF TESTS: CO COLlAPSE ILE TYPES: SU SULFATE HD HYDROMETER ~. LIT SPOON G GRAB SAMPLE OS DIRECT SHEAR SA SIEVE ANALYSIS NG SAMPLE C CORE SAMPLE MD MAXIMUM DENSrTY AI. ATTERBERG UMrTS ~- --=~ BULK SAMPLE CN CONSOUDATlON EI EXPANSION INDEX BE SAMPLE CR CORROSION RV RNALUE LEIGHTON AND ASSOCIA TES, INC. I GEOTECHNICAL BORING LOG B-16 I;ect )rUling Co. Ie Diameter vation Top of Hole + 9-27-01 1072' Sheet 1 of 1 Harveston Project No. 110231-004- eal Pac Type of Rig HSA Drive Weight 140lbs Drop 30' Location See Map ~ 10 "'';/!. ui~ DESCRIPTION - - 10 100 0; .. . "'II) '" ;;:0 c... =- la' I- "'u _c -(,) ... QII. 10'" (,). -.. eCl. -- =1Il 0 10" ~ oc Logged By AS '" a. :EO 0::1 ~ e (,) 11)- Sampled By AS 8" I I ,I I ;1 I ;1 115 J I ~ I ~ I 30 - 0 u Z .1:._ :Eel '" -" '" '" Cl.", Cl.o '0 is. "'.... E...I Z E e Cl .. II) ., , o - ..' . .' :---- . ". 1 - '. .' . .". . '. -.: .'. .0. ". '. . SP AllUVWM lOa!) @ Surface: Light brown, dry. loose, fine to coarse SAND with organics II f- - - - - -8M - -@2': DaIk b~ ~ to m;;-ist,loose,-siiiY fuieSAND - - - - - 115.6 8.8 5 . .0. ". o '. .' .00.0 : ": . -'. . . ... "0 - :: :. .00. -': '. . ... "0 2 . 71/11" 124.8 4.1 SM OLDER AllUVWM (Oao!) @5': Dark brown, damp, very dense, silty fine to coarse SAND co, HCN= -1.48% '. 00 10 .0' "0 - '. .. . 0000 _:: '.; '. ...00 - :: :. O : .,' . '. ... ". o. 00 3 86/11" SM PAUBA FORMATION (00) 108.6 8.3 @ 10': Brown to light red brown, damp, very dense. silty me SAND --- 4 --- --1-.- 1-_______________________ 34 ML @ IS': Olive, very moist, stiffSll.Twith calcium carbonate '- - - 20- 5 21 ML @20': Olive brown, moist, stiff SILT - - - - 25- - Total Depth 21.5' No Groundwater Encountered Backfilled with Native 9-27-01 - - 52- ~PLE TYPES: IE SPOON G SAMPLE LK SAMPLE TUSE SAMPLE G GRAa SAMPLE C CORE SAMPLE TYPE OF TESTS: SU . SULFATE OS DIRECT SHEAR MD MAXIMUM DENSITY eN CONSOLIDATION CR CORROSION co COLLAPSE HD HYDROMETER SA Sieve ANALYSIS AL ATTERBERG UMITS El EXPANSION INOex RV R.VALUE :::::11 ;;::: - ::::::.....~=- ~~ I LEIGHTON AND ASSOCIA TES, INC. I GEOTECHNICAL BORiNG LOG 8-17 Ie 9-27-01 Sheet 1 of 1 ject Harveston Project No. 110231-004- Drilling Co. Cal Pac Type of Rig HSA Ie Diameter 8" Drive Weight 140lbs Drop 30" vation Top of Hole t 1069' Location See Map 0 >. .. tIJ~ oh- DESCRIPTION - - - .. .. z 'i ... . "Ul ~ ..c:_ :Eel .. ..0 c_ =- .. . -., ., co ;;:0 _c -(,,) Co., Coo - Q, QIl. .,.. ..CD (,,). '0 .,... E...l 0 CCo -- _Ul z E -... oc C Cl Ill., 1:- :eo C5:i Logged By AS ., co l1. Co Ul C (,,) Ul- ~ Sampled By AS 0 SP ALLUVIUM roan @ Smface: Light brown, dry, loose, fine to coarse SAND . . . 1 38 SM @2':oiiIk brown, slightly damp,dense,siliY ifuelO coarse sAiID- - ... ". . . .. 128.6 8.1 . . ": . '. . . . . . '. .' S . . . 2 25/11" SM PAIJBA FORMATION rOn\ CO, .., -0 116.3 4.4 . . .' @ 5': Brown to olive brown, moist, dense, silty fine to coarse SAND; HCN- . . . reddish veins -O.500fo ": . '. . . ... ". . . .' . . . . "0" . '. . . ... ". . . .' 10 3 54 ML @lo':Oli~~~m~~ff,~~~sm------- CN 113.2 11.3 15 4 40 ML @ 15': Olive brown, moist, stiffSll.Twith traces affine sand 20 25 Total Depth 16.5' No Groundwater Encountered Backfilled with Native 9-27-01 -s~ 30 ILE TYPES: LIT SPOON G SAMPLE LK SAMPLE TUBE SAMPLE I G GRAB SAMPLE C CORE SAMPLE TYPE OF TESTS: SU SULFATE OS DIRECT SHEAR MD MAXIMUM DENSITY eN CONSOUDATlON CR CORROSION CO COLLAPSE He HYDROMETER SA SIEVE ANAL YSI$ AI. ATTI!RBERG UMITS EI EXPANSION INDEX RV R.VALUE ---I~II ~II === :::!'~=-- I!IIIIiiii:! ~ LEiGHTON AND ASSOCIA TES, INC. I I;ect lrilling Co. t Diameter _ atlon Top of Hole t 9-27-01 GEOTECHNICAL BORING lOG 8-18 Sheet 1 of -. Project No. Type of Rig 1 110231-004- HSA Drop 30" 30 ILE TYPES: UTSPOON G SAMPLE LK SAMPLE TUBE SAMPLE u .. =- :Cell 'Q.eIl ell Coo - ell ell l!!..1 0 c'" e! z 0 . .. . , .' . . . '. . '. , . " . 5 . .' '. , '. . . . '. , .. : '. . . . . , '- '. . . " .' 10 .' . .. '. '. . '. . . '. . '. , '. . .- .' .. '. . . 15 '. , . '. . . .' " . '. . , '. . -. . , . . " 20 25 S" Harveston Gal Pac Drive Weight Location 106S' 0 >> .. t/)';!. cD--:'- DESCRIPTION - - - .. z ..0 'ii ~ .. "II) ell ell ~ C... =- m' I- _c -u ii eIlu ..ell U. '0 -~ ca. -- _II) E III ell i:- oc '0:) Logged By AS ell III a.. :;0 a. II) C U (1)- ~ Sampled By AS SP ALLUVIUM 10all @ Surfuce: Light brown, chy, loose, fine to come SAND I 24 SM @ 2': Dark~ rOOist;" medilinid.;;;se,- siltY fineto eoarsesAND - 105.4 7.0 2 SM PAUBAFORMATION(On\ @ 7': Dark brown, moist, dense, sl1ty fine to C03Ille SAND 62111" 123.1 6.1 3 78/10" SM @ 12'; Brown, moist,. dense, silty fine to coarse SAND 106.0 2.6 4 SM @ 17': Light brown to olive, moist, dense, fine to come SAND with calcium carbonate 38 Total Depth 18S No Groundwater Encountered Backfilled with Native 9-27"()1 5,\ G GRAB SAMPLE C CORE SAMPLE TYPE OF TESTS: SU SULFATE OS DIRECT SHEAR MD MAXIMUM DENSITY eN CONSOUOATION CR CORROSION . CO COLLAPSE HD HYDROMETER SA SIEVE ANALYSIS AL ATTERBERG UMITS EI EXPANSION INDEX RV R.VALUE LEiGHTON AND ASSOCIA TES1 INC. I :tect .rilling Co. t Diameter : ation Top of Hole + 9-27-01 GEOTECHNICAL BORING lOG 8-19 Sheet 1 of Project No. Type of Rig Harveston Cal Pac Drive Weight Location 1 110231-004- HSA Drop 30" 8" 1066' I 0 >- .. f/J'#. rD"i" DESCRIPTION - - - .. ~ u Z ..0 'i .. . "lI) .. .t:._ :Eel .. ~o c.... :- <G. I- -.. .. .. _c -u Co.. Coo - C. QIl- ..u .!!.! u. .... I 0 cCo 0 ..... f!...I Z E -.. oc _lI) " c CJ Ill.. C;o ::;;0 'O::i Logged By AS .. .. II. Co lI) C U lI)- ~ I , Sampled By AS 0 SP ALLUVIUM (Oan i -': . .' . @ Surface: Light brown, dry, loose, fine to coar.;e SAND - . . . . ---- --- I-_~- -~---------------------- 10- -- I ML @2': Darlr: brown, mois~ soft, sandy SILT I - 114.4 8.8 - . 5 2 46 SM OLDER ALLlNIUM (QaoI) 11 .. . '. . . " 121.0 11.7 @ 5': Darlr: brown, moist, dense, silty SAND - . . , -.: -: . . . , '. . . .' II - . . . , , : ' -'. . . . '. ',' .. 10 3 39 8M PAIJBA FORMATION (On) .. , '. n - . .' @ 10': Olive brown, moist, dense, silty SAND with calc:= cmonate . '. - I - 115- 11 - - I 120- Total Depth lIS 11 No Groundwater Encountered Bacldil1ed with Native 9-27-01 -; -' I - 25- - - - . 130 - 5~ TYPE OF TESTS: - CO COLLAPSE I TYPES: SU SULFATE HD HYDROMETER ~UI UT SPOON' G GRAB SAMPLE OS DIRECT SHEAR SA SIEVE ANALYSIS G SAMPLE C CORE SAMPLE MD MAXIMUM DENSITY AL ATTERBERG UMITS ;S :;':: LKSAMPLE CN CONSOUDATION EI EXPANSION INDEX -.:~ - TUBE $AMPLE CR CORROSION RV R-VALUE ~ :=: LEIGHTON AND ASSOCIA rES, INC. I Itect 9-28-01 GEOTECHNICAL BORING LOG B-20 Sheet ---1....- of Project No. Type of Rig 2 110231-004- HSA Drop 30" IrllJingCo. It Diameter : tion Top of Hole '!' :~~ :Ig: o I _..... . " . . . ~I - 5- .... '". II -::.': '. . -.: . ..... ... I -.'.:: I ': '. J, - :'. . '. , .....- 10 1 -....: '. -::. . .. <> :Er:o Cl.O e... C) ... o. I. -::::. ; -:". . " . , 15-' " , .0"0. 1-:" . '. 0" ." - . . .."0. -'. , . II, - ',:':.'. ':. . ' 20-:", ;" '. .- 1 -". "': - :',': .:, - '. '.' ; I, - ::. : :. '. .0 . . 25 '0" '. -.: .' '. -' . . " ... ". :1 - . : :. it - :~, ::: .:: IE~:~ G SAMPLE SAMPLE TUBE SAMPLE 8" Harveston Cal Pac Drive Weight Location 1059' . c:i ~ ., fIJ';1. .,...,. DESCRIPTION - - ., := z .,0 OJ .. - "l/) ~ CIl ~ c... ::Ie ..' -to) - C. CIl<> -CIl to). ... 0 CCl. .!!- 0 z E -.. oc _l/) lllCll ~ 0;:; Logged By AS CIl .. l1. :;;0 Cl. l/) C to) l/)- ~ Sampled By AS SP ALLUVIUM 10aI\ @ Surface: Light brown, dry,loose, fine to coarse SAND -- I 30 --- -- -.-,--,----------------------- ML @2': Dark brown to olive, moist, stiff SILT; parting surfaces 90.2 12.2 -- --- ---.- ~----------------------- 2 18 SM @ 5': Dark brown, moist, medium dense, silty fine to coarse SAND SU 103.6 6.8 3 53 SM OLDER ALLUVIUM rOaol) 124.3 11.8 @ 10': Dark brown, moist, dense, silty fine '" coarse SA~'lD 'CO, HCN~ -0.08% 4 27 SM @ IS': Dark brown, moist, medium dense, silty fine to coarse SAND 116.2 15.0 with trace of silt CO, SA, HCN- -0.09% 5 29 SM @20':Darkbrown, moist, medium dense, silty fine to coarse SAND 120.0 12.5 with gravels 6 29 SM PAUBA FORMATION (Ou) @25': Olive brown, moist, dense, silty SAND -s'~ G GRAB SAMPLE C CORE SAMPLE TYPE OF TESTS: SU SULFATE OS DIRECT SHEAR MD MAXIMUM DENSITY eN CONSOUDATlON ~I~II=- ~~. -- ~ -== !!II:Iii::!! ""'" co COlLAPSE HD HYDROMETER SA SIEVE ANAl. YSIS AL ArrERBERG LIMITS EI EXPANSION INDEX CR CORROSION RV R-VALUe LEiGHTON AND ASSOCIA TES, INC. I Ite oject IlIing Co. Ie Diameter 8" vatlon Top of Hole + 1059' GEOTECHNICAL BORING LOG 8-20 9-28-01 J ci >- II) fII';/!. cO-:- DESCRIPTION - - := II) .. .. z ..0 .. ... . "II) t! .::- :Er:o c... ,,- ... -.. .. .. ~ _c -C,) c... C.o - 'E. .... .... C,). '0 i "L\. E...I 0 -... CC. -- _II) z .S oc c Cl Ill.. ~ :EO 'O:i Logged By AS .. co ll. C. . II) c C,) 11)- >. " , Sampled By AS l- I 30 7 51 ML @ 30': Olive, damp, stiffSR.T with iron staining - - J - - I 35- 8 48 ML @35': OliVl:, damp. stiffSR.r with calcium carbonate - 88.6 35.0 - :1 - - 40- 9 53 ML @ 40': Olive, damp, stiff SlLT with iron staining, parting surfaces I - - I - - 45- 10 57 ML @ 45': Olive, damp, stiff SR.r with iron staining, parting surl'aces I '- - ~ - - SO- Il 85/8" ML @ 50': Olive, damp, hard SR.T with iron staining, parting surfaces - ~ - 55- Total Depth 512' II - No Groundwater EncOlDltered BacldiJJed with Native 9-28-01 - ., . ~I - - ~1 60 TYPE OF TESTS: CO COLLAPSE ~ TYPES: SU SULFATE HD HYDROMETER ~II SPOON G GRAB SAMPLE OS DIRECT SHEAR SA SIEVE ANALYSIS G SAMPLE C CORE SAMPLE MD MAXIMUM DENSITY AL ATTERBERG UMITS ;::: - ~=:.:: BULK SAMPLE eN CONSOUDATlON EI EXPANSION INCex ~ -=-ii TUBE SAMPLE CR CORROSION RV R.vALUE LEIGHTON AND ASSOCIA TES, INC. Harveston CalPac Drive Weight Location Sheet 2 Project No. Type of Rig of 2 110231-004- HSA Drop 30" 140 Ibs See Map I tect GEOTECHNICAL BORING LOG 6-21 rilling Co. tDiameter tion Top of Hole + 8" Harveston Cal Pac Drive Weight Location Sheet ~ of Project No; Type of Rig 1 110231-004- HSA Drop 30". 9-28-01 ~~ ~ .. 0 m~ cD,:" DESCRIPTION - - ~ u Z ..0 a; .. . "Ul :E .. ;=0 ~'t;. :1- .., '" .. .. _c ut.l c. 0 '0 Q, cu- .... ... r~ .. ..I cc. -- _Ul 0 .. z E -.. oc Cl Ill.. i:' :;;0 0:) Logged By AS .. .. II. c. Ul C (J Ul- ~ . Sampled By AS 0 SP ALLUVIUM (Oal) 'I - . . . . @ Smface: Light brown, dry, loose, fine 10 coarse SAND with . . . . vegetation I 14 @ 2': Darlc brown, moist, medium dense MD " . .. : S~le3 106.7 8.0 I - . . . . . ,@O-' - ' . " . . . 5 2 19 ML OLDER ALLUVIUM (Ooal) ~I - 116.6 13.4 @S': Darlc brown, moist 10 wet, stiff, sandy Sll.T - I --i - 10 4 63 ML PAUBA FORMATION (Ou) ~I - 117.0 12.\ @ 10'; Olive-brown,. moist, very stiff, scmdy SILT; parting su..-Iaces - - t~ 5 28 ML @ 15': Olive brown, moist, stiff, sandy Sll.T, with calcium earnonate, ;1 '- parting surfaces - - t-= I 1 - 1- - 1 _ 125- Total Depth 16.5' 11 - No Groundwater Encountered BaddiDed with Native 9-28-01 t - - 1.30 5~ TYPE OF TESTS: CO COLlAPSE I: TYPES: SU SULFATE HD HYDROMETER sll SPOON G GRAS SAMPLE OS DIRECT SHEAR SA SIEVE ANAl. YSIS G SAMPLE C CORE SAMPLE MD MAXIMUM DI;:NSrrY AL ATTERBERG UMITS ;:: . - LK SAMPLE CN CONSOUDATION El EXPANSION INDEX :::~~ : TUBE SAMPLE CR CORROSION RV R.VALUe LEIGHTON AND ASSOCIA TES, INC. 1061' 140lbs See Map I Ie 9-28-01 'roject IlIng Co. e Diameter : evatlon Top of Hole + GEOTECHNICAL BORING LOG B-22 8" Sheet 1 of 1 Harveston Project No. 110231-004- CaIPac Type of Rig HSA Drive Weight 140lbs Drop 30" 1064' Location See Map 0 ~ "' ,,'#- cri~ DESCRIPTION - - "' z ",0 iii ... - "'0 .. '" ~ Co. =- ... ~ _C -(.) Q. "''' .... (.). o. -... cc. -- _0 0 E Ill", ~ OC '0:) Logged By AS '" .. 11. :;;0 C. 0 C (.) 0- ~ Sampled By AS 30 ILETYPES: ur SPOON NG SAMPLE BULK SAMPLE B!: SAMPLE " J:._ :<:", .. -", '" c... C.o - "'ll.. E...I 0 C Cl z 0 '. . . . . ... o. '. 00 . 0" 0" : ": . o. . . '.' '. '. o- S . " .' .: ": . '. . . .., '. '. . . ' . .., -. '. 0- . ..... 0: ": . o. . . .., o. '. .' 10 ..' " 0: ": . o. . . ... o. 15 . 0" 0" : ": . '. . . ... o. '. 0" . ..... .: ": . ", . . .., o. '. . . 0" 0" 0; ": ", . . 20 25 SP ALLUVlUM (Oal) @ Surf=:: Brown, dry, loose, fine to coarse SAND with vegetation 1 14 SM @2': Daii'brown;- nlois~ memunidensO:siftY fiDe to C'oarnesAND - 106.9 9.1 2 30 SM OLDER ALLUVIUM (Ooa1\ 114.7 7.0 @7':Darkbrown,moist,mediumdense,siltyfinetocoarseSAND CO, HCN~ -0.21% 3 SM @ 12'; Brown. very moist, medium dense, silty fine to coa...-se SAND 44 1193 13.4 4 ML PAUBA FORMATION (00) @ 17': Olive, moist, stiffSll..Twith traces of calcium carbonate and 42 Total Depth 18.5' No Groundwater Encountered Backfilled with Native 9-28-01 ~ G GRAB SAMPLE C CORE SAMPLE TYPE OF TESTS: SU SULFATE DS DIRECT SHEAR MD MAXIMUM DENSITY eN CONSOUDATION CR COAAOSION . co COLLAPSE HO HYDROMETER SA SIEVE ANALYSIS AL ATTERBERG UMITS EJ EXPANSION INCEX RV R-VALUE LEIGHTON AND ASSOCIA rES, INC, I Lte f.:"ojec:t filling Co. Ie Diameter evation T opof Hole + 9-28-01 GEOTECHNICAL BORING lOG B-23 Sheet -L of Projec:t No. Type of Rig I J:.. G) aCD i ~~ I 6S I I 30 t TYPes, LIT SPOON G SAMPLE SULK SAMPLE TUBE SAMPLE u :Eo Coo E..J Cl o .' .' 5 . . .. -" '. , '. 8" . o' ..0.. . -0. :'.' :.: Sample] . :. .::@S-10' 000.. 00 . .. ... o. o' .. 0..: 0" '. .... -0 ]0 _. "0... '. .... "0 . o' :: 0.:. :.. eo .. . "." ". 00 .0 .' 01 Gl .. ,0 Z 1167' o Z Gl 'E. E CO w 2 Harveston Car Pac Drive Weight Location - 010 ~o QU.. -... lDGl ll. 52 109.8 5.9 >. - 0; C... Glu CCo ~ C G)~ ... . :::- ..c OIGl -.. oc :;;;0 lJ --L- 110231-004- HSA Drop 30" 140lbs See Map ~ OIW co' -lJ lJ. _W '0:) w- 01 - 01 ~ ... o Gl ~ DESCRIPTION Logged By Sampled By AS AS SP PAUBA FORMATION (On) @ Surface, Light brown, dry, loose, fine to come SAND witb vegetation @3" LighibrowD;' rDo~ IDedi~ dens"- silty fin;- to-;o-;;;';-SAND; - visible porosity SM lYID,CR 3 85/9" 114.8 7.5 SM @ 15'; Olive brown, moist, very dense, silty SAND; parting surfaces 4 78n" ML @20', Olive; moiSi, stiffSILT-;;ili iroost;;i;;;;;g andsleavage - - - 117.4 113 5 85/11" SM @2S: iIgiit b-;;;;;;' moiSt,~.;y dens~ ;ITty SAND - - - - - - G GRAB SAMPLE C CORE SAMPLE ~o TYPE OF TESTS: SU SULFATE OS DIRECT SHEAR MD MAXIMUM DENSITY eN CONSOUDATION CR CORROSION CO COLLAPSE HD HYDROMETER SA SIEVE ANALYSIS AL ATTERBERG UMITS EI EXPANSION INDEX RV R-VALUE LEIGHTON AND ASSOCIA rES, INC. II Ite 9-28-01 Project IlIing Co. Ie Diameter evation Top of Hole + GEOTECHNICAL BORING LOG 8-23 Sheet 2 Project No. Type of Rig of 2 110231-004- HSA Drop 30" 8" Harveston Cal Pac Drive Weight Location 140lbs See Map J ~ .. 0 (IJ'#. .,;..,. DESCRIPTION - - .. U z iii "Ul ~ .1:_ :Eo .. "0 .. . c... =- III . " ii" .. .. :to "U _c -(,) ... Coo - ii au- .... (,). i .... E..J 0 -.. CCo -- _Ul 0 cu. z E .oc Cl Ill.. ~ :ilO '0;:; Logged By AS .. .. Do ~ Ul C (,) Ul- Sampled By AS ... ! I 30 6 37 ML @ 30': Olive, moist, stiff SILT; iron stains, parting 'nrfaces - is - I - I 35- 7 39 ML @ 35': Olive, moist, stiff SILT with ealeinm emanate - . '0 - I - - 40 :1'.:. -- --- -- ---- -~---------------------- .. S 71 8M @ 40': Olive brown, moist, dense, silty SAl'ID; parting surl'aces -: : - I - - 45- J '- - I - - 50- Total Depth4l.S' J - No Groundwater Encountered. Bacldilled with Native 9-28-01 - I - - 55- J - - I - ~\ - 60 . TYPE OF TESTS: CO COLLAPSE ~ TYPES: SU SULFATE HD HYDROMETER ~II SPOON G GRAS SAMPLE OS OIRECT SHEAR SA SIEVE ANALYSIS G SAMPLE C CORE SAMPLE MD MAXIMUM DENSITY AL ATTERBERG UMlTS ;;:: - ~~ BULK SAMPLE eN CONSOUOATION EJ EXPANSION INCEX ~--= ';,:;: E SAMPLE CR CORROSION RV RwVALUE ~: LEIGHTON AND ASSOCIA TES, INC. 1167' I Ite 10-1-01 oject Elling Co, Ie Diameter tion Top of Hole + GEOTECHNICAL BORING lOG B-24 Sheet -1- of Project No. Type of Rig Harveston eal Pac Drive Weight Location 140lbs See Map ~ 110231-004- HSA Drop 30" 8" I ci >- 10 VJf!1. rn-:- DESCRIPTION - - - 10 U Z 100 ;;; .. . 101/) ~ ,c_ :ECl 10 :Ie ., ., ~ c... co' ., -., -(J Co., Coo - Q. .,u is ... i 0 cCo (J. 0 .,u. I!..J -.. _I/) C z E Ill., ~ oc o:i ., Cl co a. :EO Logged By AS ! I/) c (J 1/)- , Sampled By AS I 0 SP ALLUVIUM (Oal) - .' . @ Surface: Light brown, dIy, loose, fine to coarse SAND . . .' . -- --- -SM- ~----------------------- -- .. . '. 1 16 @2':Darkbrown, moist, medium dense, silty, fine to coarse SAND I - : . .. with trace clay . . - ::. .. . . " , . .. i 5 2 15 SM OLDER ALI.INTlJM (00.0 .. . '. - : . .' 116.5 7.3 @5':Dark brown, mois~ medium dense, silty fine to coarse SAND . . . with fine gravel - .: 0: . ., . '. I . . .. - . . . -::, .. ' . '. . . .' is 10 3 34 SM PAUBAFORMATION (On) I .. . '. - , . . .. 108.0 18.9 @ 10': Olive brown, moist to wet, medi:h'"TI dense, silty ~ine S.Al'\ID with . . iron staining '. . '. " . '. , . I - . . .. . - :'. . '. . , .. ,0 15 -- 26 --- -- -.-,--- -@ IS: Light olive, moist. stiff -:cj;j).~ sliT with ironst;;in;;;g ~d - - I 4 ML '- 74.4 46.9 calcium carbonate blebs - - - ~ 20- 5 30 ML @20':Olive,moist. stiffSll.T to clayey Sll.T: parting surfaces I - - J - - 25- 6 @ 2S: Olive, mois~ stiff, clayey Sll.T with calcium carbonate with 35 ML I - parting swfaces - J - <ez.. - 30 ETYPES: TYPE OF TESTS: CO COLLAPSE SU SULFATE HD HYDROMETER ~II SPOON G GRAB SAMPLE OS DIRECT SHEAR SA SIEVE ANALYSIS G SAMPLE C CORE SAMPLE MD MAXIMUM DENSITY AL A7TERBERG UMITS ~ =-.:: BULK SAMPLE CN CONSOUDATlON EJ EXPANSION INDEX ~~ BE SAMPLE CR CORROSION RV R.VALUE LEIGHTON AND ASSOCIA TES, INC. 1075' I t;ect IlIing Co. Ie Diameter 8" vatlon Top of Hole + 1075' GEOTECHNICAL BORING LOG 8-24 10-1-01 Harveston CaIPac Drive Weight Location Sheet ~ of Project No. Type of Rig 2 110231-004- HSA Drop 30" 140lbs See Map >. 10 0 ff)<f!. cO-:'- DESCRIPTION - - - 10 " Z ..0 u; .. . lOeIl ~ :C'" 10 C... :0- .. . ff) ff) ~ _c -(,) Coo - is. ff)" 1Off) (,). ... e..l 0 QCo -- _ell 0 Z E -.. DC Cl iliff) ~ :EO '0::) Logged By AS ff) .. lL Co ell Q (,) eIl- ~ Sampled By AS 7 20 CL-C @ 30': Olive, moist, loose, silty CLAY to CLAY with ealcium carbonate, parting surfaces and iron staining Total Depth31S Groundwater Encountered @ 20' Backfilled with Native 10-01-01 c;.'!> ; 60 ETYPES' SPOON G SAMPLE SULK SAMPLE TUSE SAMPLE G GRAS SAMPLE C CORE SAMPLE TYPE OF TESTS: SU SULFATE DS DIRECT SHEAR MD MAXlMUM DENSITY eN CONSOUDATlON CR CORROSION co COUAPSE HD HYDROMETER SA SIEVE ANAlYSIS Al ATTERSERG UMITS EI EXPANSION INDEX RV R.VALUE ::::::11 ;:::. - ~~-===.;;:: ~= LEIGHTON AND ASSOCIA rES, INC. I I;ect )rllling Co, ae Diameter &atlon Top of Hole + 10-1-01 GEOTECHNICAL BORiNG lOG 8-25 Sheet ~ of Project No. Type of Rig 1 110231-004- HSA Drop 30" 30 I TYPES: IT SPOON G SAMPLE BULK SAMPLE ruse SAMPLE u ,c_ :E0l .. -., ., Cl.., Cl.o - gu: E..J 0 CI Z 0 : . '. . . .' . .' . . . '. , '. , . '. , .. 5 . '. '. . " . . .. : " . .' . . .. '. . '. , . . '. . .' 10 . . . .. '. '. , . '. .' .' . . '. '. . '. .' , .. '. 15 '. : . '. . , .' . : '. '. 8" Harveston Cat Pac Drive Weight Location 140lbs See Map 1084' >. .. ci "fD'#- cO"",:" DESCRIPTION - - - .. z ..0 iii .. . "en ., .. ~ c.... ,,- co' I- _c -u ii .,u fO., u. .... QCl. -- _en 0 E -.. oc Ill., ~ '0:) Logged By AS ., co Q. ::;0 Cl. en Q u en- ~ Sampled By AS SP ALLUVTIJM rOal) @ Surface: Li~l brown, dry, loose, fine III coatSe SAND with roots and vegetallon , , ... -- @ 2': D8fk broWn, moist; d~e. Slltyfm-; III coan.-; SAND - - - - 46 SM I3I.I 7.7 2 75 SM PAUBAFORMATIONrOn) 115.5 10.7 @ 7': Olive brown, moist, very dense, silty SAND 3 23 8M @ 12': Olive brown, moist, medium dense, silty SAND with calcium carbonate 4 40 ML @iT: 6li~ ;Cist, Stiff, clayey SILr ~th oalclum carlio~ iron - 75.1 46.1 staining and parting surfaces 5 38 91.9 22.0 ML @22': Olive, moist, very still; sandy SILT with calciwn carbonate, mica Total Depth 23.5' No Groundwater Encountered Backfilled with Native 10-01-01 ~ G GRAB SAMPLE C CORE SAMPLE TYPE OF TESTS: SU SULFATE OS OIRECT SHEAR MD MAXIMUM DENSITY CN CONSOUOATION CR CORROSION CO COLLAPSE HO HYDROMETER SA SIEVE ANALYSIS AL ATTERBERG UMITS EJ EXPANSION INDEX RV R.VALUE LEIGHTON AND ASSOCIA TES, INC. I 10-1-01 GEOTECHNICAL BORING LOG B-26 Sheet 1 Project No. Type of Rig of 1 110231-004- HSA Drop 30" tect lUng Co. Diameter : atlon Top of Hole + 8" Harveston Cal Pac Drive Weight location 140lbs See Map 0 .a- Ol 11J"if!. h DESCRIPTION - - Ol U Z Ui OlCl) ~ ' J:_ =Cl Ol OlD .. - C... ,,- lU' , -", '" '" ~ _C -u : I'~: 1:1.0 - C. "'u Ol'" u. ... l!..l 0 -.. co. -- _CI) 0 Cl z E Ill", ~ DC 'O::i Logged By AS '" lU 0. :;;0 ~ CI) c u CI)- . Sampled By AS ~f SP ALLUVIUM (Oal) .... . @ Surface; Lil!ht brown, dIy, loose, fine to come SAND with roots . . and vegetatlon - ..; . . --- '---- -- I-s'M- -~---------------------- ,. . '. I 38 @ 2'; Dark brown, moist, dense, silty fine to COllIlle SAND ~ . , .. 126.2 10.3 - .000 - .: ": .. . . . '. I. . . .. ;f - .. . '. 2 65 SM PAUBA FORMATION (On) . .' 117.9 7.1 @ 5'; Light brown, moist, very dense, silty fine to come SAND 00.0 .. ": . - '. . . . . '. I ~ . .' . .000 .. ".. . '. . . . " . .' 10- .. .00" 3 43 SM @ 10': Light olive brown, moist, dense, silty very fIDe SAND; iron 'I ~ ": . '. . . staining and parting surfaces . '. , .. .. ." 0: .. I ~ '. . '. . .. .. ' . ": .. '. . . 15 --- t- -- -- --- ~----------------------- I~ 4 49 ML @ IS'; Olive, moist, stiff SILT I~ 20- . ~ I ~ 25- Total Depth 16.5' I ~ No Groundwater Encountered Backfilled with Native 10-01-01 - ~o - ~5 I TYPES: TYPE OF TESTS: CO COLlAPSE SU SULFATE HD HYDROMETER ~III SPOON G GRAB SAMPLE OS DIRECT SHEAR SA SIEVE ANALYSIS SAMPLE C CORE SAMPLE MO MAXIMUM DENSITY AL ATTERSERG UMITS ;:;:;: - ULK SAMPLE CN CONSOUDATION EI EXPANSION INDEX ~:... USE SAMPLE CR CORROSION RV R.VALUE ~---- .:;'::: LEIGHTON AND ASSOC1A TES, INC. 1081' I I I I I I I I I I I I I I I I I I I 679204-01 EXCAVATION LOGS (Cont.) Boring No.5 (Cont.) p~th - Feet 31.0 39.0 Description S~~d, fine to ~edium, some coarse, clean, moist, light brown, dense 41.0 Silt, with fine sand, rrDist, dark brown, firm 42.0 Sand, fine, tzace of silt, moist, medi~~ bro1-m, firm H.O 44.0+ S~Jdl fine to m;di~m, S03a co~se, cle~~1 moist, light bro\in, dense S . -. ana, J:J.ne, b=o!v"n l' firm t~ace of silt, moist, ri2di UItl ,E,orin-g tio. 6 0.0 1.0 2.5 7.0 Sand, fine, with silt, light gray, dry, loose, non-plastic S~~d, fine to ~edi~f trace of silt, J.ight b;::o,m, l:lOif;t, l:lc.derately lcose, non-plastic :;:;: S~!d, finel trace of silt, Gark brc~n, moist, u~cerately firm, slightly plastic ; Sand, fine, trace of silt, llght broltt"'Zl- grtly / o~ictl -firm, non-plastic 14.0 Silt, cemented fine sand, light gray and bro\~, damp, firm to ve~ hard, medium plasticity 17.0 ~ I I I I I I I I I I I I I I I I I I I 679204-01 EXCAVATION LOG~_ (Cont.) E~r1ng No.6 (Cont.) Del2.th - Feat Descriotion - 17.0 Silt, with clay, light gray ~~d greenish gray, damp, firm, high plasticity 21.0 28.0 Clay, ....ith silt, light gray and greenish gray, damp, loose (h~d), high plasti- city 34.0 Sand, fine to medium, trace of silt, crre~nish crray, d~~n, firm, sliaht plas- - ... - "'" - Heity 4-5.0 The material is the sa..!!1S' as the c;-bove layer except clean; sand at 44.0 feet ~as ~~ry wet, but no f=e~ w~ter; pos- sibly very close to water. :0= ing l~o. 7 0.0 Sand, fine to =arse, with silt and a trace of clay, red-brc",-n i.n color, c.ry, firm, slight plasticity 7.0 10.0 Sand, fL~e to coarse, trace of silt, l.~ght bro~"'!ll' l~oist, firm, n.en-plastic 14.0 Sand, :ELi-a t.:> m2diuJIlr light bro"v1n in color, moist, firm, no~-plastic 18.0 S~,d, fine to coarse, light brc~n, moist, firm, non-plastic j, i! 32.0 Sand, fine to co~se. trace of clay, light bro\Y"ll, moist, fim, non-pl<istic c.",\ I I I I I I I I I I I I I I I I I I I Assumed Depth to Water (Feet): 50 I TEST DATA ! I , LCCATION RANCHO CALIFORNIA . INSTRUMENT : F15CKE087 I ELECI'RONICS: T1 I OPERATOR : GB/PH I Soil Total Unit Weight (p::f): 120 I , CONE PENETROMETER SOUNDING CP1'-1 PROJECT : CXlNVERSE R.C. DEVE-WH PROJECT No: 88-230-5602 TEST DATE : 06-10-1988 NOR!l!LlZED FRICTION EQUlV EQUlV EQUIV EQUIV Sui: Su2: DEPTH COllE RATIO SOIL BEHAVIOR TYPE RRLA TIVR FRICTION Nl Nl' (C-Me FslA --_!~:!- (tsr) (XI OEIISITY AIIGLE. (ksfj {ksfj -....------- -------. ---..:--.......---..---..------ .....---..- ----..---- -------- -------.- --------- 1.0 321.4 0,98 SAlID ro SILTY SAlID 10-80 4H5 >100 >lDO 2,0 100,5 1.49 SAIIO ro SILTY SAIIO 50-60 35-40 10-60 10-60 .. 3,0 113,0 0,51 SAlID ro mTY SAIIO 50-60 IH2 40-60 10-60 4,0 111.6 0,99 SIJID ro SILTY SAIID 50-60 4H2 25-40 25-40 5.0 40,6 l.21 SILTY SAIID-SAllDY SILT 30-40 ,31-35 10-15 15-20 6,0 11.9 2.46 SAIIOY SILT-CLAYEY SILT 40-50 21-31 5-10 15-20 1,0 41,1 4.48 ISAlIDY CLAY-SILTY CLAY 25-40 40-60 1.99 1.99 8,0 72,1 6,90 ISAIIOY CLAY-SILTY CLAY >100 >100 3,61 3,61 9,0 66.9 6,43 ISAllDY CLAY-SILTY CLAY 8HOO 8HOO 3,48 3,48 10,0 16.8 2,22 SAllDY SILT-CLAYEY SILT 30-40 21-31 5-10 10-15 11,0 60,1 .4.95 ISANOY CLAY-SILTY CLAY 60-80 60-80 3.38 3.38 12,0 56,1 5,34 ISAlIDY CLAY-SILTY CLAY SO-80 60-80 3,26 3,26 13,0 54.9 4.04 ICLAYEY SAIID-SAllDY CLAY 40-60 10-60 14.0 55.3 4.88 ISAlIDY CLAY-SILTY CLAY 40-60 60-80 3,31 3,31 15,0 41,1 5,21 ISAIIOY CLAY-SILTY CLAY 40-60 40-60 2,94 2.94 16,0 16,8 1.85 SAllDY SILT-CLAYEY SILT 30-40 21-31 1-5 10-15 11.0 40,5 5,32 ISANDY CLAY-SILTY CLAY 10-60 40-60 U6 U6. 18,0 88.3 3,E6 ICLAYEY SAIID-SANDY CLAY 8HOO 8HOO 19,0 43,3 5,99 ISAllDY CLAY-SILlY CLAY 10-60 60-80 2,99 1.99 20.0 66.0 3.98 ICLAm SAIID-SAllDY CLAY 40-60 60-80 21.0 24.! 5.26 CLAYEY SILT-SILTY CLAY 20-25 2HO 3,11 2,85 22.0 20.2 5,91 SILTY CLAY 1'0 CLAY 20-25 25-40 2.8g 2.12 '8 I - IllDICATES OVERCOHSOLIDATED OR CEHElll'ED Il!.TERIAL .- ITlL_ ...... ,. ..... . I I "' u z_ eI:" 1-= I "'u -, "'''' "'''' 0:- lI.. I "'''' Zl- C U I I I~ 1-- I~i: "'u "" 0:'" '" Z- Cll.. I? 0: lI.. I c DEPTH I N METERS ~ m ~ m ~ c "_ r I on - , ~ N '" .. N ~ , '" - , .. - , c DEPTH IN FEET c on 0 c '" I- lfl UJ I- on c on ., c on C - I- eI: 0: - - N " .. ... " - ~ I - j V Ii l Jl ~ r ,~ I J ~~ I I^ M .. .~ l - a: LLI I- UJ ~ c...... a:~ 1-0.. LL1U Z .. L1JW Q.,CD EJ cc L1Ja.. Z C U - ZN c- - I- U - 0: lI.. Z -':l: -=> c-' cnc u o c c .. .. c in 0 0; 0 N 0 :N . 0 ;; 0 ! - f\ l' 0 ^ I ~ \ j IV \- V vv I'-v\ . N 'I;v/ r\ ^ (-1"'1 ^ IrV"\[' 'I ~ ... V\ ,) . ~ - ., ~ ~ .. ~ ~ <:: ""Q ....' ~~ "'~ ~Q .... IJI o r N~ woo alDW UJ:>;: Iu . OUJ Um... . N U. !r I .. wale:; UJ al UJal 0:: .. IDCO W c:: ZOJ > 1.l.J=:If"""1 z a:lZ, a 51-0 U zz~ co .. wi I- t- ZlD uU::JO Gc\ l1JUJC::" I "I-UJ I o Den,.... a::a::z:a: 0-0...-0 In O' III -, - o III 0 N N '" DEPTH IN FEET In 0 In '" ... ... , , , , , 0 - '" '" .. - - ~ - ~ o In " c I I - ..N I I . en -."" In , ., , .... , ., , '" , In - DEPTH IN METERS I I I I I I I I I I I I I I I I I I I CONE PENETROMETER SOUNDING CPI'-2 PROJEcr : CONVERSE R,C, DEVE-WH PROJECT No: 88-230-5602 TEST DATE : 06-10-1988 Assumed Depth to Water (Feet)= 50 , TEST DATA ! I LOCATION RANCHO CALIFORNIA , INSTRUMENT : F15CKE087 ! ELECI'RONICS: T1 ' OPERATOR : GB/DH I Soil Total Unit Weight (pef) = 120 I I NOllllALlZllD FRICTION DEPTII CONE R.\TID SOIL BEHA VIOB TYPE {ftJ (tsr) m --...----- ...-------- -""'--- ---------------------- I.D 2S3.5 l.H SAlID TO SILT! SAlID 2.0 255,6 1.56 SAlID TO SILTY SAND 3.0 319,5 3.88 ICLAYEY SAlID-SAlIDY CLAY 4.0 231,1 3.10 ISILTY SAlIO-CLAYEY SAlID 5.0 m.l 3,93 ICLAYEY BAlID-SAlIDY CLAY 6,0 194.6 4,83 ISAlIDY CLAY-SILTY CLAY 1,0 18U 4.99 IBAlIDY CLAY-SILTY CLAY 8.0 IS3,l - 6,23 ISAlIDY CLAY-SILTY CLAY 9,0 114.3 1.90 ISAlIDY CLAY-SILT! CLAY 10,0 137.6 4,55 ICLA YEY SAlID-SAlIDY CLAY 11,0 91.1 .8.11 ISAlIDY CLAY-SILTY CUY 12,0 56,2 5,14 ISAl/DY CUY-SILTY CUY 13,0 65.1 8.89 ISANDY CLAY-SILTY CLAY 14.D 50.4 6,12 ISANDY CLAY-SILT! CUY 15,0 38,9 &.99 IBAl/DY CUY-SILTY CLAY 16,D 163.5 US ISILTY SAlID-CLAYEY SAlID 11,0 242,6 2.l3 ISILTY SAND-CLAYEY SAND 18.0 12,2 5.12 ISANDY CLAY-SILTY CLAY 19.0 80,8 U9 ISAJ/DY CLAY-SILTY CLAY 20.0 181.2 2,50 ISILTY SAND-CUYllY SAND 21.0 145,0 3.06 ISILTY SAND-CLAYEY SAJ/D 22.0 111.4 2.14 ISILTY SAlID-CLAYBY SAND 23.0 56.6 5.l4 ISAl/DY CUY-SILTY CLAY 24.0 43.4 6.21 ISAlIDY CUY-SILTY CLAY 25,0 67.4 5.62 ISAlIDY CLAY-SILTY CLAY 26,0 26,0 US ISAl/DY CUHlLTY CUY 21,0 48,0 U9 tSANDY CUY-SILTY CLAY 2S,D 46,3 S,46 ISAlIDY CLAY-SILTY CLAY I - INDICATES OVBOCOIISOLIDATBD 00 CEHElITED IIATEOIAL BQUIV BQUIV RELATIVE FRICTION DENSITY ANGLE -------- -------..... SO-90 42-45 SO-90 4H2 90-100 40-42 BQUlV BQUIV NI Nl' ------ ------.. HOD )100 )100 )100 HOD 1I00 )100 HOD HOD )100 HOD HOD HOD )100 )100 )100 )100 HOO )100 HOD )100 HOD 60-EO 60-80 SHOO SO-IOO 60-S0 60-S0 40-60 40-60 )100 )100 )100 )100 SHOO SO-100 SHOO SO-l 00 )100 )100 )100 HOD )100 HOD 60-S0 60-S0 40-60 60-S0 SO-l 00 SO-l 00 25-40 25-40 40-60 40-60 60-S0 60-S0 S.I; S.2; (G-T)/Nc FsIA (ksf) (ksf) S,96 . S.96 9.OS 9.0S 9.26 9.25 5.9S 5.9S 5.14 5,14 3,23 3.23 3,90 3,90 3.07 3.01 2,42 2.42 UI Ul 5,54 5.&4 UO UO 3.34 3,34 5,36 5,36 2,05 2,05 3.94 3,94 3,S1 3,S1 10 o - N ., DEPTH IN METERS ... It> Cll r- '" ., 0 - N '" ... It> - - - - , , , , , , DEPTH. IN FEET It> 0 It> 0 It> 0 It> 0 l- 'D lfl LrJ I- a: LrJ I- LrJ ~ eN a:~ 1-0.... LrJU Z .. LrJ IJ.J lL. co 0 a: c LrJa... c Z ~ e u ~ " ... " " -<: . .., ~ " -<:" -- ~~ "::- .:::" <..i IJJ I o It> o C - ... I~N c- - ... I~ - - N ... ... 1\ ~~. ~ , ! ~ dl lv' \ . IV v\ \-, .. r"" v - I I z Ig~ I UlC u o I I~ -:c I -Ul ...... I ;; 0 ., .. 0 ., 0 N ( 0 N ^ 0 I - W \. rVVl 0 :: . ~ . /." /II 0 . - VI ~ v , - \ N , . 'v ... (\ IIf\ ^ 1"'-1' co h v1 lA" o It> o - '" :r ~ I t-- UlNCD >00 UllCUl [Jill::;: IU . o III ufll.... , Nu. ~ I.. UlCDa: U)ClUJCD a::: .. (C CD Ula::>:O) > lLJ:::3_ z co Z J o ~I-O U zz- .. wi I-I-:>:lC ww=>D I.U lJJ a: .. "I-UJ o O(() I- a:a:za: O-!L-C 1\ I I t- crH ...'" i~ "- "'''' ,... I I It> - , o . - . N . ., . ... , It> o In 0 N '" ., DEPTH I Ii FEET In ., o ... In ... o In I I Cll r- , '" , en , o - , - - , N - , ., - , ... - , In - DEPTH I Ii METERS I , CONE PENETROl:'1E;TER TEST DATA I I , , , SOUNDING CPI'-3 LOCATION : RANCHO CALIFORNIA , PROJECT : CONVERSE R.C. DEVE-WH INSTRUMENT : F15CKE087 I , I PROJECT No: 88-230-5602 ELECTRONICS: T1 , TEST DATE : 06-10-1988 OPERATOR : GB/DH I , , Assumed Depth to Water (Feet): 50 Soil Total Unit Weight (pef) : 120 I , I ., , I NORHALIZRD FRICTION EQUlV EQUIV EQUlV EQUlV Sui: Su2: DBP11I {)JNE RATIO SOIL EEHAVIOE TYPB RELATIVE FRICTION Nt N1' (G-TI/Nc Fsl! (ft) (tse) (I) DENSITY AlIGLE (hf) (ksf) -------- ---------- ------- ----------------- -------- --------- --------- ------- -------- I 1.0 255,0 1.01 SAlID ro SILTY SAlID 10-80 IH5 >100 >100 2.0 111,5 2,95 ISILTY SAJID-CLAYRY SAND 90-100 3HO 80-100 80-100 3,0 150.8 1.51 SAlID ro SILTY SAlID 10-80 IH2 60-80 80-100 1.0 22,1 1.5l ISAlIDY CLAY-SILTY CLAY 25-10 25-10 0.89 0,89 5.0 21.1 6.80 ISAlIOY CLAY-SILTY CLAY 25-10 2HO 0,92 0,92 I 5,0 39.1 8,11 ISANDY CLAY-SILTY CLAY 50-80 50-80 1.80 1.80 1,0 38,8 1,85 ISANDY CLAY-SILTY CLAY 10-50 50-80 1.85 1.85 8,0 12.5 8,51 ISANDY CLAY-8ILTY CLAY 50-80 50-80 2.12 2.l2 9,0 10,3 1,39 ISANDY CLAY-SILTY CLAY 10-50 60-80 2.08 2,08 I 10.0 W,] 1.11 SAlID TO SILTY SAlIO 50-10 10-12 10-60 10-60 11,0 83.5 5,19 ISANDY CLAY-SILTY CLAY >100 >100 l.S1 l.S1 12.0 280,1 1.81 SAND TO SILTY SAND 90-100 10-12 )100 >100 13.0 133.1 1.39 SAlID TO SILTY SAND 90-100 IH5 >100 >100 H.O 281.0 1.11 SAlIO TO SILTY SAlID 10-80 'IH5 >100 >100 I 15.0 102,1 1.81 ISAND TO SILTY SAlID >100 >100 16,0 339,5 2.10 ISILTY SAND-CLAYEY SAND >100 >100 11,0 H,o 5.18 ISANDY CLAY-SILTY CLAY 10-00 50-80 2,89 2,89. 18,0 20,6 2.18 SANDY SILT-CLAYEY SILT 50-50 21-31 5-10 15-20 I 19,0 lU 3.38 CLAm SILT-SILTY CLAY 5-10 15.20 2,20 1.19 20.0 122,1 3.01 ISILTY SAND-CLAYR! SAlID 80-100 >100 21.0 18.3 9.13 ISAlIOY CLAY-SILTY CLAY 20.25 2HO 1.21 1.21 22.0 13,8 5,85 SILTY CLAY TO CLAY 10-15 20-25 1.91 1.91 I 23,0 12.3 UI SILTY CLAY TO CLAY 10-15 20-25 1.12 1.12 24.0 113,1 1.85 SAND TO SILTY SAlID 80-90 10-12 >100 >100 25,0 198,9 2,01 SILTY SAND-SAlIOY SILT 80-90 10-12 >100 >100 25.0 32,9 l.S1 CLAYEY SILT-SILTY CLAY 2HO 25-10 5.23 3.18 21,0 35.1 3.31 SANDY SILT-CLAYEY SILT 10-80 21-31 20-25 25-10 I 28,0 19.1 8,90 ISANDY CLAY-SILTY CLAY 2HO 25-10 1.55 1.56 29,0 3,0 11,95 PEATS 1-5 lO-l5 O.H O,H 30.0 3.9 1,61 PEAlS 1-5 10.15 0,69 0,69 31.0 10,5 3,11 CLAYEY SILT-SlLTY CLAY . 5-10 15-20 !.S1 1.08 I 32.0 11.0 3.31 SILTY CLAY TO CLAY 1-5 10-15 1.1E 1.01 33.0 11.1 2,50 SAlIDY SILT-CLAYR! SILT 30-10 1-5 10-15 31.0 22.5 5.H ~SANDY CLAY-SILTY CLAY 25-10 25-10 2,01 2.01 I I I I I 12.- I I - DIDICATES OVERllJNSOLIDATED OR CIlliEJITED KlT&RUL ~ '7'tt..~ r.>":_.L.'- '" ., - .... cr 0;: %>< .,- - .... I ~ I % ~:c -::> I .,~ (()., u o I I I~ %- cr" ....::: I~~ """ ""X: 0;:- "- ""Ul IB.... I I It -:r: C~ _Ul i.... I o DEPTH IN HETERS to r-- liD en 0 lfl - , - N .. .. lfl '- - , '" - . .. - , .. - . o DEPTH I N FEET o lfl c C -n I- III W I- II> o lfl lfl o lfl - - N .. .. - ~J IrV' I ~, , ~ ~ ,\ " j/, n . UI V I !\<\ , ^ -1 I .r\. I . \...) , V I/V V a: w I- w ,1: oCY) a:r!- 1-0.... WU Z .. WW o..m D a: Wa... Z t:l U c c ~' .. . 0 ;;; I~ .. 0 m 0 N .r 0 N . I~ 0 ::: 0 - \ 0 l ;f"" ~ '-v \ ~ , r-i or V ,,/1 J\ '" \, v\j II V ... co ~ . ~ '" ..... '" ~ ~ c:: """, .... - .... ~~ ..~ .=:::'" .... IJJ ~ I t-- UJC\lCD UJOO alDUJ lll::.:: IU 'Olll Um.... . C\l U. Cl: I .. UJCDa: III CD lLJCD a:: .. CCOJ UJ a: z: OJ > LU::J..... ZCD:;;::) O~I-O U zz'l""'1 .. wI I- I- z: lD UU:::lo WWCC.. "l-lLJ CCtnl- a:a:za: o-a...-o 13> o '" II> o - II> 0 II> 0 II> 0 "' 0 - '" N ., ., ... .. II> DEPTH IN FEET , , , , , , , , , , , , ... "' .. r- eD co 0 - '" ., .. II> - - - - - - DEPTH IN HETERS , o , - , N , ., I , , , I CONE PENETRoMETER TEST DATA I I , I , J , SOUNDING : CPI'-4 LOCATION AANCHQ CALIFORNIA , , PROJECT : (XlNVERSE R. C, DEVE-WH INSTRUMENT : F15CKE087 I , I PROJECT No: 88-230-5602 ELEcrnoNICS: T1 , TEST DATE : 06-10-1988 OPERATOR : GB/DH I I Assumed Depth to Water (Feet)::: 32.5 Soil Total Unit Weight (pef) ::: 120 I I I , I NOIlMALIZBO F&!CTION ~urv RllUIV EQUIV EQUIV SuI: Su2: DEPl1l COIlE RATIO SOIL BIlIIAVIOS TYPE EHLATIVll FIlICTION Nl Nl' {C-Tl/Ne FsIA (ft) (tsf) (ll OENSITY AJlGLE (isfl (isf) -------- --.------ ---..- -..-------------- -------... --------- ------- ---...----- --------- I 1.0 105.1 1,2< SAIID TO SILTY SAIID 50-60 35-10 25-10 IOc60 . 2,0 71.5 1.10 SAIID TO SILTY SIJID 40-50 3Ho 20-25 20-25 3.0 109.8 0,76 SIJID TO SILTY SIJID 40-50 IH2 25-10 25-40 4.0 46.9 1.54 SILTY SIJID-SAllDY SILT 10-50 31-35 J5-Z0 20-25 5.0 30,9 3.71 SIJIDY SILT-CLAYEY SILT 70-80 20-25 2HO I 6,0 H,5 !.O6 ISIJIDY CLAY-SILTY CLAY 60-80 60-80 2,03 2.03 7,0 15,0 5.63 ISANDY CLAY-SILTY CLAY 10-60 60-80 2,15 2.l5 8,0 55,2 1.10 SILTY SAND-SANDY SILT 40-50 3HO 15-20 20-25 9,0 58,9 4.91 ISAJlOY CLAY-SILTY CLAY 60-80 60-80 3.06 3,06 I 10.0 3LI 5,46 ISANDY CLAY-SILTY CLAY 2HO 10-60 1.81 1.84 11,0 26,2 6,47 ISIJIDY CLAY-SILTY CLAY 2HO 40-60 1.43 1.43 12,0 31.1 5.40 ISIJIDY CLAY-SILTY CLAY 2HO 10-60 1.77 1.77 13.0 29.1 US CLAYEY SILT-SILTY CLAY 20-25 25-40 3.47 2.33 14.0 73.3 3,61 ICLAYBY SAJlO-SAllDY CLAY 60-80 60-80 I 15.0 76,5 L47 lSAlIDY CLAY-SILTY CLAY 60-80 80-100 4.82 4.82 16.0 81,0 2.28 SILTY SAIID-SANDY SILT 10-80 3HO 40-60 10-60 17,0 13.5 5,38 ISAllDY CLAY-SILTY CLAY 10-60 40-60 2,85 2,85 18,0 53,9 3,56 SAllDY SILT-CLAYEY sm 80-90 27-31 40-60 10-60 I 19,0 17.9 5.85 ISAllDY CLAY-SILTY CLAY 60-80 60-80 3.31 3,31 20.0 190,9 1.89 SAIID TO SILTY SAIID . 86-90 10-42 HOD HOD 21.0 49.1 1.15 lSAlIDY CLAY-SILTY CLAY 60-80 60-80 3.58 3,58 22.0 55.2 UI ISAllDY CLAY-SILTY CLAY 40-60 60-80 4.09 1.09 23.0 39,1 3,19 SAllDY SILT-CLAYBY SILT 80-90 27-31 25-10 25-10 I 2U 11.5 5.82 SILTY CLAY TO CLAY 10-15 20-25 2,11 2.01 25,0 19,2 5.06 CLAYBY SILT-SILTY CLAY 15-20 25-10 2.90 2.35 26.0 20,6 6.46 SILTY CLAY TO CLAY 20-25 25-40 3.20 3.20 21.0 60,9 6,60 ISANDY CLAY-SILTY CUY 80-100 80-100 5,03 5,03 I 28,0 30,1 6,10 lSAllDY CLAY -SILTY CLAY 25-40 40-60 1.48 2,48 29,0 126,9 2,91 ISILTY SAIID-GLAYEf SAND BO-100 }jOO 30.0 110,2 4.16 ISAlIOY CLAY-SILTY CUY HOD HOD 15.12 15.12 31.0 57,3 8.30 lSAllDY CLAY-SILl'Y CUY 80-100 BO-IOO 5,11 5,11 32.0 3B,5 5,62 ISAllDY CLAY-SILTY CLAY 40-60 10-60 3.45 3,45 I 33.0 50,3 6.81 lSAllDY CLAY-SILTY CLAY 60-80 60-80 1.61 1.61 3LO 97.1 5.59 lSAllDY CLAY-SILTY CLAY HOD >100 9.11 9,11 35,0 166,1 1.30 ICLAm SAlID-SANDY CLAY HOD HOD 36,0 201.2 U8 ISILTY SAIID-CLAYEY SAND HOD HOD I I I I I II - IIIDICArES OVESCONSOLlDATED OS CEHEJITED I!.\TERIAL ~ mL_ ..... ... _ . ! I I 1l\i z -",: -::> C-J <l>C U 0 ... 0 '" 0 '" UJ 0 U z_ '" a:H ...:: <l>U -, 0 c.-::e UJ~ 01 a:- u.. lIJ<I> I Z... C 0 U - o DEPTH IN METERS co ... ., en " - '" en ... In - - - - - - , , , , , , DEPTH IN FEET " In " In " In " I- III I.IJ I- ~ '" ., ... In o In c In - - '" ... ... ~ II ^ lL -, 'A , 1M ~\ I ~ "i r /I. I V I I I """' , i\.-..; V I : I '" C - ... a: a: - ZN c- - ... U - a: u.. ll: I.IJ I- I.IJ ::r: C~ ll:~ 1-0.. I.IJU Z .. I.IJW LCD o a: 1.IJa.. Z C u c c ~ . I J'w ~ '" -. '" .'" -<:: ... . .. , >-.; . '" -<::'" -- ~~ ..~ .=::;" .... IJ. I I # I 0 - :c jI i\ ~ f' I c ~ n I I4.J ~ , UJru&; I \,j V 'JVV . VV' V >00 w(OUJ ,\. VJ Olil:;c IU UJ 'Olil I U Um.... z V v !\~'M^ a: ^ A ('/1 . ruL1- ...- A 0:: I .. <1>" -:: '" UJCDa: <l>U V ! ~ I) \V\ I ~ ry UJCDWCD I UJ' a:~ ~ .. com >: UJ a: x: OJ z- ... \~ > l.LJ~...., cu.. -<I> Z CI:l:Z I ...... 051-0 I~ ! u zz"" '" II .. wi '" I- I- x: (0 " In " In 0 In " In 0 In " UU=:lO - - '" '" '" OJ ... ... In W L1Ja: .. I DEPTH IN FEET ""...,I-W I I I , I , , I , , , I , , I , !!:lOU'll- 1:s"' " ~ '" OJ ... In '" ... ., '" " - '" en ... In a:a::za: - - - - - - Q..,o--o DEPTH IN METERS I log of Test Pit No. TP-14 tate Excavated: 4/19/90 Equipment Backhoe tround Surface Elevation: 1079 feet Logged by~ DCP Checked by: GFR Driving Weight and Drop: Depth to Water. none encountered I SUMMARY OF SUBSURFACE CONDITIONS SAMPLES ~ This log is part of the report prepared by Converse for this project and " I- ~ I- ~ 3 ..., should be read together with the report. This summary applies only. at the 0 ... 0 ill l- t ~ 0 location of the test pit and at the time of excavation. Subsurface conditions ll. Ir H H "- :J Z . :t :t may differ at other locations and may change at this location with the ill IJ1 I- :J~ Ir I- a. passage of time. The data presented is a simplification of actual conditions :> '" 3 IJ1 ... ill a. <ICl H .J 0 H >- U :t ill Ira encountered. Ir :J .J 0 Ira. I- 0 Cl.J 0 lD lD E a~ 0 I .' ALLUVlUM (Qal) - SILTY SAND (SM): fine grained .. "" sand, moist, loose, brown I \TOPSOIL - CLAYEY SAND (SC): fine grained sand, r .~ · abundant organics, slightly moist, loose, dark brown II BEDROCK - PAUBA FORMATION (Qp) SANDSTONE: fine grained, moderately weathered, massive, slightly moist, soft to moderately hard, brown I II End of test pit at 4.5 feet No caving I No groundwater encountered Test pit backfileld 4/19/90 I S82'E , ~ SCALE: "=5' (H=V) SKETCH . . I l \- ,.' ," . '. . , . ". . :' 'Qai' ': . .... '.. . , . . I . ,',",' ". ' '. .' /. --:-.j"'" ~--.:.-':'" ;j '. y .' Topsoil'. i. 'I.: -, ,.,.., 0:;:: -:-.~ . .... ....' ~. , . : . ."..~: '. .; :-:', J " - " . . . ,- .... ". ",","..,; .. , '/ ........ I." I l I Converse Consultants Inland Empire Project No. Drawing No. 1'- 89-81-173-01 A-23 I Log of Test Pit No. TP-15 late Excavated: 4/19/90 Equipment Backhoe Iround Surface Elevation: 1079 feet Logged by: DCP Checked by: GFR Driving Weight and Drop: Depth to Water: none encountered SUMMARY OF SUBSURFACE CONDITIONS SAMPLES ~ This log is part of the report prepared by Converse for this project and X l- I- v :3 ..., should be read together with the report. This summary applies only at the 0 .... 0 W l- v " location of the test pit and at the time of excavation. Subsurface conditions u. It H H may differ at other locations and may change a.t this location with the "- ::J Z . J: J: W (J) I- ::J~ '" I- a. passage of time. The data presented is a simplification of actual conditions ::J '" :3 (J) .... W a. <Iel H ..J 0 H >-0 J: W ItO encountered. It ::J ..J 0 ",a. I- a el..J a In In >:: av 0 ALLUVIUM (QaI) - SILTY SAND (SM): fine grained sand, moist, loose, brown ".> OLD ALLUVIUM (Qoal) - SILTY SAND (SM): fine grained sand, minor open voids, rootlets to 3 feet, moist, very dense, brown; near refusal with backhoe End of test pit at 4 feet No caving No groundwater encountered Test pit backfilled 4/19/90 I SCALE: ,'= s' (H=V) SKETCH . sarf'w I ... ~ :-:-' ~ '. . I '.Qld: .... ...... Qoal .... I ~ Converse Consultants Inland Empire Proje"ct No. Drawing No. 11 89-81-173-01 A-24 I Log of Test Pit No. TP-16 ate Excavated: 4/19190 ,quipment Backhoe lound Surface Elevation: 1073 feet Logged by:.. DCP Checked by: GFR Driving Weight and Drop: Depth to Water: none encountered I^ SUMMARY OF SUBSURFACE CONDITIONS SAMPLES ^ This log is part of the report prepared by Converse for this project and X t- t- ~ 3 '" should be read together with the report. This summary applies only at the 0 .. 0 OJ t- ~ (J location of the test pit and at the time of excavation. Subsurface conditions u. 0: H I~ H " ::> z . J: may diffe;- at other locations and may change at this location with the OJ '" ~. ::>^ 0: a. passage of time. The data presented is a simplification of actual conditions :> '" 3 .. OJ <rO H -' 0 H )-0 J: lU 0:0 encountered. 0: ::> -' 0 0:0. t- O 0-' Cl OJ OJ r Cl~ 0 I . . ALLUVIUM (Qal) - SILTY SAND (SM): fine grained sand, moist, loose, brown ~ .~ TOPSOIL - SILTY SAND (SM): fine grained sand, abundant organics, moist to very moist, loose, dark , brown I BEDROCK. - PAUBA FORMATION (Qp) SANDSTONE: fine to medium grained sand, clayey, moderately weathered, massive, very moist to 4 feet, I moist to 4.5 feet, soft to moderately hard, brown I End of test pit at 4.5 feet No caving No groundwater encountered Test pit backfilled 4/19/90 I SCALE: ,"= 5' (H=Vl SKETCH , N79"W, I I . .Qa] .' ----- ..' ~ -- .',' . . .-:- '. Topsod" '. .' . .' . Qi ~?\? :<;)~'Q.r' I I Proje"ct No. Drawing No. 1~ Converse Consultants Inland Empire 89-81-173-01 A-25 I Log of Test Pit No, TP-17 IDate Excavated: 4/19/90 Equipment Backhoe IGrOUnd Surface Elevation: 1103 feet Logged by: DCP Checked by: GFR Driving Weight and Drop: Depth to Water: none encountered ^ ..., .. v SUMMARY OF SUBSURFACE CONDITIONS This log is part of the report prepared by Converse for this project and should be read- together with the report. This summary applies only at the location of the test pit and at the time of excavation. Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered. SAMPLES ^ '" l- I- v 3 0 0 UJ l- II '" H " ::J Z . UJ "' I- ::J^ '" :> '" 3 "' .. UJ H ..J 0 H )- 0 :r n: ::J ..J 0 n:a. l- e lD lD " ev 0 " TOPSOIL - SILTY SAND (SM): fine grained sand, abundant organics, very moist, loose, dark brown BEDROCK - PAlmA FORMATION (Qp) SANDSTONE: fine grained, silty, moderately weathered, massive, moist, moderately hard, brown End of test pit at 3.5 feet No caving No groundwater encountered Test pit backfilled 4/19/90 SCALE: 1'= 5' (H=V) SKETCH . S45'w .. T p'p!>ojI . _ ....:;.:;:JJ ~:~.:y: '~:}9~:: ;Xt::;: ;~{>~.,:., I I ~ Converse Consultants Inland Empire Project No. Drawing No. 1<\ 89-81-173-01 A-26 I Log of Test Pit No. TP-18 tte Excavated: 4119190 Equipment Backhoe tound Surface Elevation: 1071 reet Logged by: Driving Weight and Drop: DCP Checked by: GFR Depth to Water: none encountered SUMMARY OF SUBSURFACE CONDITIONS SAMPLES ~ This log is part of the report prepared by Converse for this project and X I- ~ I- :3 .... should be read together with the report. This summary applies only at the 0 ... 0 lU I- a location of the test pit and at the time of excavation. Subsurface conditions U. 0: H I~ H " ::J Z . r may differ at other locations and may change at this location with the lU IJl I- ::J~ 0: a. passage of time. The data presented is a simplification of actual conditions :> '" :3 IJl ... lU <<" H -' 0 H >- U I: lU 0:0 encountered. 0: ::J -' 0 0: a. I- 0 ,,-' 0 OJ OJ >: o~ 0 ALLUVIUM (Qal) - SILTY SAND (SM): fine grained sand, moist, loose, brown I BEDROCK - PAUBA FORMATION (Qp) SANDSTONE: medium grained, silty, moderately weathered, massive, dry to slightly moist, moderately hard, brown; scour and fill channel features I End of test pit at 4 feet No caving No groundwater encountered Test pit backfilled 4/19/90 I I SCALE: 1'= S' (H=V) SKETCH ~ 's4cFE I I . ' '. ' l"\al '. ',.,'.: -.,.....~ ..... ")::~/:t~ ~:\::.:!.t~~},?{~~ :iff I I Project No. rawmg o. ~o Converse Consultants Inland Empire 89-81-173-01 A-27 I log of Test Pit No, TP-20 IDate Excavated: Equipment 4/20/90 Logged by: DCP Checked by: . GFR Backhoe Driving Weight and Drop: IGround Surface Elevation: 1080 feet Depth to Water: none encountered I SUMMARY OF SUBSURFACE CONDITIONS SAMPLES ~ This log is part of the report prepared by Converse for this project and " .... ~ .... v 3 '"' should be read together with the report. This summary applies only at the 0 ... 0 w .... v 0 location of the test pit and at the time of excavation. Subsurface conditions .. [t H I H may differ at other locations and may change at this location with the " ::J Z . I I W I{) .... ::J~ [t .... a. passage of time. The data presented is a simplification of actual conditions ::> " 3 I{) ... W a. <Iel H ...I 0 H >- U I W [to encountered. [t ::J ...I 0 [ta. .... 0 el..J 0 III III >: D~ 0 I " ALLUVIUM (Qal) - SILTY SAND (SM): fine grained . . ". sand, abundant organics, moist, loose, brown . . : .' . OLD ALLUVIUM (Qoal) - SILTY SAND (SM): fine I . . grained sand, rootlets and organics to 4 feet, minor .' pinhole voids, dry, very dense, brown '- 5 -: " '. . I End of test pit at 6 feet No caving I No groundwater encountered Test pit backfilled 4/19/90 I . I I . I I SCALE: 1"= 5' (H=V) SKETCH . S60"W . I . . V . . , ,. :. Qal., . . . ~ . . - -:-.. . . I .'.' . :'-'-" . '... ".:' . . -:-:- --- . . .' . . .....:.../ .:....Qoal . '. . . I ~.. ..~ .'. ... . . I 1_ Project No. Drawing No. ~ Converse Consultants Inland Empire 89-81-173-01 A-29 >-. r". ~\ ~!.2>l>:;-~~~=."",...-,...~ '~_'J """ ~ ,.=....",~"'-."""'. I I I I I I CAT SUMMARY BORING NO '" M ....."".~.,.,,,."' :c.........___ .~ ,- .........""""'~=,__...,,.,...,,="'.""'"' ___,.""~;:;>:=.....~_"""--.-........._ ...~~W__'-' ~. , --:_~~ 15 E ORILL.ED: 6-7-88 . ~~*~'\ o....~ 0 THIS SUMMARY APPLIES ONLY AT THE LOCATION or THIS aORING 010"10 AT THE <'fI."'P"'t,.. <0 <"'P;. TIME or ORILLING. SUBSURrACE COHO ITIONS MAY Dlf'rER AT OTHER LOCATIONS ~ ~ O'flo ~ ~ 0 . TH ","-"t::1 0'" ANO MAY CHANGE AT THIS LOCATIOH WITH THE PASSAGE Of' TIME. THE OATA "f;.~1-;' 0 ~~ L..tA,;."f;. PRE5ENTEO IS A SfMPLIF'lCA"TIOH 0,- ACTU"L COHDITION5 ENCOUNTERED. ~ 1': 'i~>S' "1-~ ~ T oto'l oto"b ~~ ,;." ''*..{;.. . e;,t- ~-4. ELEVATION: 1 060:f: I ~C';. C'1-;."'P~ . J- . SM dry loose light brown SILTY SAND - - I fine to medium sond, slightly 1 I sil ty 5.4 3.0 107 - . , 7 slightly brown j- Lmoist I SC medium dork I CLAYEY SAND very dense brown fi ne sond; lorge omount of 10 moist clay - I-- 2 I 12 11.9 122 I-- I- I 12 - -' - I 17 - I 15 . 14 3 brown 7.8 13.6 115 - - - CL moist very brown/ CLAY - stiff olive I silty @ -, 19 , - - SC very very olive- CLAYEY SAND moist dense brown fine to medium sond; small omount of cI oy CEP IN FEE o 5 'i. I I I I I I I 10 20 25 30 CD Indicates range and number of bulk somple 82-- I ~ LIQUEFACTION EVALUATION Winchester Hil rs, Roncho California, Californio for: Rancho Colifornia Development Company PrOject No. 88-81-117-01 Converse Consultants Inland Empire Drawing No, .~-,- A-I .----"...n......._ ',~=-.._~- ~-~ ~- I""'''''":'''~'~=-~ -,," .~'""-- ~...-..,- '"""'- ~. ='-. h.,,',...,..--'....;_:r.::~.C:~J.t=< ::~''',i'_.~.:I."~''''"_.....,..,~ "''''__;.=''''~ __ ~ --, .~ <=>"'rl..."...........~.a--....., ~ ~. ="","~.... SUMMARY BORING NO 1 (continued) TE ORILLEO: 6-7-88 .~~~~~ o .~ 0 THIS SUMJ.4"RY "'''''LIES ONLY AT THE LOCATION OF' THIS BOllING AND AT THE "'~"'L.. { (op, TlM'O,"""'H'. SUUU",ACECOHO'TlOHSM"O","UTOTHERLOCATlOHS ;0.. O..O~ ..~O ~. ~ AND MAY ,CHANGE AT THIS LOCATION 'WITH THE PASSAGE Or TIME. THE DATA 1;.<t'. ~ 0 '_ ~ J..~~ TH ~.....~ 0'" PRESENTEO IS A SfMPl..IF'lCA.TlON OF' ACTUAL CONDITIONS ENCOUNTERED. ~1.-~ Ji..."r. (',,1-\$\ O~ ET ~ -I-<Ji. ~1) ~;." .""....... . ~ 4 ~~ ~~ ....~ o -, .. . ';0'" . SC very very olive- CLAYEY SAND (cant.) moi st dense brown - 4 -I- o seeoaae at contact BEDROCK - PAUBA FORMATION SANDSTONE fine to medium grained 33 . . 35 . . 40- o I I 17.6 14.3 114 75 - o End of boring at 41.5' Seepage at 32.5' No caving, boring backfi lied I - - . o - I ~. - I I I ~ Converse Consultants Inland Empire 11'''''''- : ~~___. , . 8~ LIQUEFACTION EVALUATION Winchester Hills, Rancho California, California for: Rancho California Development Company ProJect No. 88-81-117-01 Drawing No. A-2 .""'''''''........... ~ ...-~._,- -- -~.~,- --- .~.~. ~-:a::~~ _ .A~.....,....~ I I:'.>l:"~-~","."-"~ ",_~,~."-=-~_....--,,:-:;-,,,. ".,,'~~=->. 0_";' '_'_'_ ~..~ OAT SUMMARY BORING NO 2 ~~'.,~~~ THIS SUMMARY APPLIES ONL'f AT THE LOCATION Of' THIS SORING AND ,I.T THE ""11..",,. <0 (1lJ.,. E ORICCEO. 6-7-8~....o".,,,,",. SU"OR"'''O'O'no''....,..,,,..,O,,.,,O,.,,,,, ..., ~O.. ~,. <. l!lo AHO MAY C""'HGE AT THIS LOCATION 'NITH THE PASSAGE Of" TIME. THE OArA i;. ~ ;. 0 -c.()~ t..~.. ~,,<f; 0"" PRESENTED 1$ A SIMPLIFICA.TION OF" ACTUAL CONDlTIONS ENCOUHTUIEO. ",-J.~ 4i;..s- <:;1-<5' O-z. -I" ~"9 ~1lQ ....:-c. ~;.;. tilt"~.J.. EL.EVATION" 1062' ~ J... '$.".)o.~~ ,.., '"'""","'.;::'''"..._,~ _. """',,"'- "-.,.,.,.....~=~-~"..~-"" "'''--="''::::\>'='''~;;'''"''~ - ,~'-="''Mr~;>;;(,,,"~...,,,-,, .L._=.....~_ .:J~ I OEPTH IN FEET I o . SCtL dry dense I moist . I 5 9 1 - I stiff I 15 I 10- "- ..1.. I . - 15- 15 I I I - - . 20- 23 I I 35 3 16.9 19.3 101 . - End of bori ng ot 21' No groundwoter encountered No caving, boring backfilled 25- ,. ','-. r',.:" - - 30 I ~ LIQUEFACTION EVALUATiON Winchester Hills, Rancha California, Colifornia for: Rancho California Development Com on Project No. 88-81-117-01 Converse Consultants Inland Empire Drawing No. A-3 trilled: 4/24/90 ipment Bucket Auger Id Surface Elevation: 1069 feet I I 0 I I-t J: a. <IC!! a:o C!!..J I '. . log of Boring No, BH-7 Logged by: DCP Driving Weight and Drop: Depth to Water. Checked by: 140 Ib / 30 in GFR none encountered SUMMARY OF SUBSURFACE CONDITIONS This log is part of the report prepared by Converse for this project and should be read together with the report. This summary applies only at the location of the boring and at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered. ALLUVIUM (QaJ) - SILTY SAND (SM): fine grained sand, brown --------------------------------------- CLAYEY SAND (SC): fine grained sand, abundant organics, dark brown OLD ALLUVIUM (Qoal) - CLAYEY SAND (SC): fine grained sand, micaceous, dark brown End of boring at 30 feet No groundwater encountered Boring backfilled 4/24/90 *c ~ Consolidation Test ~C. onverse Consultant Inland Empire. SAMPLES . ~ X l- I- v 3 0 0 W l- lL a: I-t "- ::J Z . W IJ) I- ::J~ a: :> '" 3 IJ) .. W I-t ..J 0 I-t >-u J: a: ::J ..J 0 a:a. I- 0 III III l: Qv 0 Project No. 89-81-173-01 24 No Re overy 22 34 11 120 c 26 14 101 c 29 17 103 31 29 93 %'5"" Drawing No. .----- -'-.- ------------..----...- ------ I I I. II. I I I I I I I I I I I I I I I 110231-017 January 17, 2002 APPENDIX D Laboratorv Testina Procedures and Test Results Atterberg Limits: The Atterberg Limits were determined in general accordance with ASTM Test Method D4318 for engineering classification of the fine-grained materials and presented in the table below: Sample Location Liquid Limit (%) Plastic Plastic USCS Limit (%) Index (%) Soil Classification B-102 @ 25' 24 18 6 SC-SM B-103 @ 27' - - NP SM B-105 @ 20' 32 16 16 CL B-I06 @ 15' 26 19 7 SC :~',' NP = Non Plastic Consolidation Tests: Consolidation tests were performed on selected, relatively undisturbed ring samples in general accordance with ASTM test method D2435. Samples were placed in a consolidometer and loads were applied in geometric progression. The percent consolidation for each load cycle was recorded as the ratio of the amount of vertical compression to the original 1- inch height. The consolidation pressure curves are presented in the test data (attached). Expansion Index Tests: The expansion potential of the selected material was evaluated by the Expansion Index Test, ASTM D4829. The specimen was molded under a given compactive energy to approximately the optimum moisture content and approximately 50 percent saturation or approximately 90 percent relative compaction. The prepared I-inch thick by 4-inch diameter specimen was loaded to an equivalent 144 psf surcharge and inundated with tap water until volumetric equilibrium is reached. The results of this test is presented in the table below: Compacted Expansion Expansion Sample Location Sample Description Dry Density Index Potential (pcf) B-I02 @ 25' Dark olive silty, clayey 112.3 30 Low sand, SC-SM B-103 @ 27' Dark brown silty sand, SM 110.6 0 Very Low B-105 @ 20' Olive brown lean clay, CL 107.3 59 Medium B-106 @ 15' Dark olive clayey sand, 115.2 5 Very Low SC BG D-1 I I I I I I I I I I I I I I I I I I I 110231-017 January 17, 2002 Laboratorv Testina (continued) Direct Shear Tests: Direct shear tests were performed on selected undisturbed and remolded samples which were soaked for a minimum of 24 hours under a surcharge equal to the applied normal force during testing. Samples were then transferred to the shear box, reloaded, and pore pressures set up in the sample (due to transfer) were allowed to dissipate for a period of approximately one-hour. Following pore pressure dissipation, samples were subjected to shearing forces. The samples were tested under various normal loads by a motor-driven, strain-controlled, direct-shear testing apparatus at a strain rate of less than 0.001 to 0.5 inches per minute (depending th '1 ) Th I th da upon e SOl type . e test resu ts are presented in e test ta. Friction Apparent Sample Location Sample Description Angle (degrees) . Cohesion (psf) Peak Relaxed Peak Relaxed B-101 @ 15' Brown lean Silt with Sand (ML)s 28 25 450 350 B-101 @ 30' Brown Silty Sand, SM 42 34 930 870 B-102 @ 40' Brown Sandy lean Clay, (CL)s 33 28 2150 1950 B-I04 @ 40' Brown Sandy lean Silt (ML)s 27 24 620 570 B-106 @ 20' Brown Silty Sand with Gravel 45 42 500 450 (SM)g B-l04 @ 36' Brown Sandy lean Silt, ML . 30 26 420 330 HS-I0l @ 15-20' Olive Silty-Clayey Sand, SC-SM 37 33 400 330 HS-101 @ 15' Brown Silty Sand, SM 38 36 610 500 Maximum Densitv Tests: The maximum dry density and optimum moisture content of typical , materials were determined in accordance with ASTM Test Method D1557. The results of these d' h bl b I tests are presente In t eta e eow: Maximum Optimum Sample Location Sample Description Dry Density Moisture Content (pcf) (%) B-lOl @ 15' Brown lean silt with sand, (ML)s 125 12.0 B-I04 @ 36' Brown sandy lean silt, (ML)s 128.5 10.5 HS-I0l @ 15-20' Olive silty, clayey sand, SC-SM 136.5 7.5 Moisture and Densitv Determination Tests: Moisture content and dry density determinations were performed on relatively undisturbed samples obtained from the test borings and/or trenches. The results of these tests are presented in the boring logs. Where applicable, only moisture content was determined from "undisturbed" or disturbed samples. 61 D-2 I I I I I I I I I I I I I I I I I I I 3030.1094 LEIGHTON AND ASSOCIATES, INC GENERAL EARTHWORK AND GRADING SPECIFICATIONS FOR ROUGH GRADING 1.0 General 1.1 Intent These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading planes) and/or indicated in the geotechnical report(s). These Specifications are a part. of the recommendations contained in the geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report(s). 1.2 The Geotechnical Consultant of Record: Prior to commencement of work, the owner shall employ the Geotechnical Consultant of Record (Geotechnical Consultant). The Geotechnical Consultants shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and reconnnendations prior to the commencement of the grading. Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient persOlIDel to perform the appropriate level of observation, mapping, and compaction testing. During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the Subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial removal" areas, all key bottoms, and benches made on sloping ground to receive fill. The Geotechnical Consultant shall observe the moisture-conditioning and processing of the subgrade and fill materials and perform relative compaction testing of fill to detennine the attained level of compaction. The Geotechnical Consultant shall provide the test results to the owner and the Contractor on a routine and frequent basis. 1.3 The Earthwork Contractor: The Earthwork Contractor ( Contractor) shall be qualified, .experienced, arid knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-conditioning and processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely _, . . responsible for performing the grading in accordance with the plans and specifications. The Contractor shall prepare and submit to the owner and the GeotechnicaL Consultant a work plan that indicates the sequence of earthwork grading, the number of "spreads" of e~ I I I I I I I I I I I I I I I I I I I Leighton and Associates, Inc. GENERAL EARlliWORK AND GRADING SPECIF1CATIONS Page 2 of6 work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform the owner and the Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations. The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be 'stopped until the conditions are rectified. 2.0 Preoaration of Areas to be Filled 2.1 Clearing and Grubbing: Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and the Geotechnical Consultant. The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more tha11 1 percent of organic materials (by volume). No fill lift shall contain more than 5 percent of organic matter. Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered., the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. 3030.1094 8" I I I I I I I I I I I I I I I I I I I Leighton and Associates, Inc. GENERAL EARTI:lWORK AND GRADING SPECIFICATIONS Page 3 of6 2.2 Processinl!: Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably unifonn, flat, and free of uneven features that would inhibit uniform compaction. 2.3 Overexcavation: In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured or otherwise WlSUitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading. 2.4 Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimwn of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant . Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant. Fill placed on ground sloping flatter than 5: 1 shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill. 2.5 Evaluation! Acceotance of Fill .A..reas: All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. 3.0 Fill Material 3.1 General: Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material. 3.2 Oversize: Oversize material defmed as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction. 3.3 I!!J:.gQtl: If importing of fill material is required for grading, proposed import material shall 3030.1094 <10 I I I I I I I I I I I I I I I I I I 3030.1094 I Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPEClFlCATIONS Page 4 of6 4.0 meet the requirements of Section 3.1. The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed; Fill Placement and Comoaction 4.1 Fill Lavers: Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout 4.2 Fill Moisture Conditionine:: Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum. Maximum density and. optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (AS1M Test Method 01557-91). 4.3 Compaction of Fill: After each layer has been moisture-conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry densirj (AS1M Test Method D1557-91). Compaction equipment shall be adequately sized and be either spec:L."ically designed for soil corripad:ion or of proven reliabilirj to efficiently achieve the specified level of compaction with uniformity. 4.4 Comoaction of Fill Slopes: In addition to nonnal compaction procedures specified above, . compaction of slopes shall be accomplished by. backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per AS1M Test Method 01557-91. 4.5 Compaction T estine:: Field tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to slope faces and at the fi!lIbedrock benches). Frequ~cv of Comoaction Testine:: Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The Contractor' shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met 4.6 .....- q\ I I I I I I I I I I I I I I I I I I I 3030.1094 Leighton and Associates, Inc. GENERAL EARTHWOR..'< AND GRADfNG SPECIFICATIONS Page 5 of6 4.7 Compaction Test Locations: The Geotechnical Consultant shall doc=ent the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to. assure that sufficient grade. stakes are established so that th~ Geotechnical Consultant can detenninethe test locations with sufficient accuracy. At a . minimum, two grade stakes within a horizontal distance- of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided. 5.0 Subdrain Installation Subdrain systems shall be installed in accordance with the approved geotechnical report( s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. 6.0 Excavation Excavations, as well as over-excavation for r=edial purposes, shall be evaluated by the Geotechnical Consultant during grading. R=edial r=oval depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by t'1e Geotecbnical Consultant based on the field evaluation of exposed conditions during grading. 'Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant 7.0 Trench Backfills 7.1 The Contractor shall follow all OHSA and Cal/OSHA requir=ents for safety of trench excavations. 7.2 All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to 1 foot over the top of the conduit and densified by jetting. Backfill shall be placed and densified to a minimum of 90 percent of maximum from I foot above the top of the conduit to the surface. 7.3 The jetting of the bedding .around the conduits shall be observed by the Geotechnical Consultant 7.4 The Geotechnical Consultant shall test the trench backfill for relative compaction. At least one test should be made for every 300 feet of trench and 2 feet of fill. <it.. I I I I I I I I I I I I I I I I I I I I Leighton and Associates, Inc. GENERAL EARTIIWORK AND GRADING SPECIFICATIONS Page 6 of6 7.5 Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Worb Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can. be compacted to the minimum. relative compaction by his alternative equipment and method k. " I 3030.1094 '\?, fiG A!\JD BENCHING I I I I I I I I I I I I I FlU. StOFl!: ~, RelC1re lJNSllIj'AaU! 1U18lIAl.. NATUFW. GIlOUNO ~ 1'tP!C..iU. LsSlO! HEGHT , BENCi , -- FiLL-OVE'i-CUT SLOPE NATUFW. BENCli HElGHT - RelCVl! ABU! 1lIA7ElLOJ. - - %' liIN. lC:'! ll",- 1Ii "'"'' j c:.."'1~ ./" SJ.AU. EC ~?RiCA . TO Fi.l. ~~c:rr70 ASS.JF.E ~::1.iA-r= *~ CCNl;lT;00lS c:rr FAa TO ec~ F;:lCl; TO~FL".~lE:?rr 2' 1II1N..:J KZl' D6'T".-I , ~,\. CUT -OVE..=l.;:U.J.. SLOPE CVE.."lSUlLT AND 1ilI1Ill!Ac:t Fer Subdrairn; See Standard DetaIl C '--" '<^ DesIGN Sl.OFE REIIC1re lJillS"oJITASU! MA1EllAL -""EiiiN.:::;"- ~ '~ 1S' 1iJH. LOWEST BEliC! l!<al BeIi::-nNG SHAU. se CONE WliEi Sl.OP9 ANGU! is a:uA1. TO CR GM&\TEl Tr'AN 5:1 MINIM1JM EelCi HE-GiT' SHALl- BE 4 '"=, MlI'DolIJM FiLL WlCT"l'l SHALl. as 9 '"=, GENERAL EARTHWORK AND GRADING SPECIfICATIONS STANDARD DETAILS A ~i I Rev. 7 GO I I I I NA11JRAL GROUND " TYPICAL BENCHING ---------------------- --------------------- "7~ I I SUBDRAIN ALTERNATE A I I I I I I I ALTERNATE 8-1 I I SUBDRAIN (See Alternates A and B) P8U'ORATED I'lI'E S\.RJtOLND8l . YiITHFIL.TER MATERIAl. P1l.TER MATERIAL FILTER MATERIAL SHAll BE ClASS 2. PERMEABLEMATERIALPERSTATECF CAUFORNlA STANDARD SPECIFICAllDN, OR AFl'ROVED AlTERNA1E. ClASS 2 GRADING AS FOllOWS: FD.TER MA'rERIA1. (9FT 1FT) Sieve Size ----p-- 3/4" 3/8- No.4 No.8 No. 30 No. 50 No.2QO PercentPassln::r 100 90-100 4O-lGO 2S-4O 18-33 5-15 0-7 0-3 SUBDR;llN AL TfRNATE A-l PERFORATID PIPE S"0MIN. SUBDR;llN ALTE<JIIATE A-I SUB DRAIN ALTERNATE B DETAIL OF CJl.NYON SUBDRAIJIJ TERMINAL '''''" FINlS"",,,,,,", FlLlstl'A1lRJC {MIRAFI l<<NCR 7""""'''''''''' 3f4'MAX. G1lAYaCR ALTERNATE 8-2 APPROVED EQUIVAlENT (9FT'fFT) o PERFORATED PIPE IS OPTICNAl. PER GOVERNING AGENCY'S REQUIREMENTS ~"'~ ~~"Il:D I . nMln. ,.... . MIll. ,e..""''''' ....... lM"CPENGRAOI;OGifAYa ORN'FRCWaJ EQUlY'Ata/T I. CANYON SUBDRAIN GENERAL EARTHWORK AND GRADING SPECIFICA nONS STANDARD DETAILS C q~ Rev.7/GU I I ------ _ _ -_ __ - _ -_- _ -"":1.Q:.-_ ~ -_-_COMPACTEOFRJ."_ -_-_ - _ - _ -_ -_- - - - - - - - - MlN.- - - - _ _ _ _ _ _ _ _ _ _ _ ~ -- -- -- -- -- -;~-- --::t- --=- ::::-:::: -::::-::::-::::- ::::-::::~::::-::::-::::-::::-::::~ I _-=-::::=:::::::::::::~::::~::::::::::::-::::::::::::-~::::~::::::::::::::::~R~: ----------_- -_-_-J-J-_-_-___ __-_-=2....1-_ _ _ _ _ _ _ v~ . ------~---------------------- I --=-::::-::::-::::-::::~U-- ---::::-::::-~-::::V- --::::-::::-::::-::::-::::-::::~- --::::-::::-::::-::::-- -- _____..JI!:__ --~-_r-~ _____ ___ _ --10'------ __L_-_-_-_ -,,----~-_o- _-_-_-_-___-.52. _ _"'"_-_- - - -MIN. - - '/- - - - - - - - - 4'MliC - t..=--l5'MlN._-St-_-_-- I -----..;;;c-.---------- -+--- , - - - ::::-::::-=-=.r--_-_~- --::::-::::-::::-::::---::::-0- - ::r==::::-::::-_-::::-::::-::::-::::-::::-::::-::::-- -------~- ------ ~~~--------- ------~---~ ----- ----------- I-----~------- --------------- ---- --------OVERSl2E__________ -___-_-Z-_-_-_-___-_-___-WlNCROW:....__-_-_- - -. ~~---~---------- I FINISH GRADE --------------- JETTED OR FLOODED APPROVED SOIL I" Ba:kti1J with approved soff ietll!d or flooded in place to fill all the voids. I. Oversize rod< Is 1arg6' than a indles In largest dlmenslon. I ~ Do not bury rock within 10 fet or finish grede. . Windrow of buned rod< sholl be I parallel to the finished sope iace. I I I I I SECllON A.A' . PROFILE ALONG WlNDROW ----- ~::::::::::::::::::::~::::::::::::::::::::~~::::::::~::::=::::::::::::::::::::::::::::::::::::~A :-::::=-=::::~::::-::::::::::::::::::::::::::::::::::::==::::::::::::::::::::::::==~_. -------------- ----- i=::::::::::::::::::::::::::::=::::::::::::=::::::::== ::::::::=::::::::::::::::::::::::::::::::::::::::::::::::j AI :-::::::::_::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::==::::~---------. JETTED OR FLOODED APPROVED SOIL I . OVERSIZE ROCK DISPOSAL GENERAL ~THWORK AND GRADING SPECIFICATIONS STANDARD DETAILS B q~ ReI.7 0 1 I I I I I l':l: I .J _ __ _ _ _ _ ~ ------------------- I --:::-:-=-~~~~~.~-:::-=-=-=-:::-- --: KEY DEPTH I ~ K~ ~1H -, 12'MIN. SUBORAIN ALTERNATE A r 15' MIN. I .. i!lo. OllTLETPIPES 4"' NON-PERFORATED PIPE, 100' MAX. O.C. HORIZONTALLY 30' MAX, O,c. VERTICAU..Y BENCHING SUBDRAIN ALTERNATE B PosmvE SEAL 9-iOJlD EE PROVIDED ATTliEJOINT FILm FAERlC (MlRAFI 140 CR APPROVED EQUIVALc"",! I CAl..TRANS WSS 2 FIlTE.1:'{ Ml\TERIAl. (3FT.3 jFi) I OUTLET PlPE ON-PERFCAA1ID) OUTLET PlPE (NON-PERFCAAiED) :/,/~ ~ ;;;.,...;:::;- ~ /"'}. 3/4- ROCK (3FT.31FT) WIlAPPED IN FILTER FABRIC I I T -<:cNNECrION FRCM COlLECTION PIPE TO Cl1T1.ErPIPE I SUBDRAIN INSTAllATION - Sub drain collectDr pipe shall be installed wiih perforations down or, unless otherwise designated by the geotechnical consultant Outlet pipes shall be non-perforated pipe. The subdraln pipe shall have at least 8 perforations uniformly spaced per foot Perforation shall I be 1/1f' to 1/2" if drilled holes are used. All subdrain pipes shall have a gradient at least 2 % towards the outlet ~ I SUBORAIN PIPE - Subdrain pipe shall be ASTM 02751, ASTM 01527 (Schedule 40) or SDR 23,5 ftBS pipe or ASTM D3034 (Schedule 40) or SDR 23.5 PVC pipe. . All outlet pipe shall be placed in a trench and, after fill is placed above it, rodded to verifY integrity. BUTIRESS OR 1- REPLACEMENT FILL SUBDRAINS GENERAL EARTIiWORK AND GRADING SPEClFICA TIONS STANDARD DEiAIl5 D ql Rev.7JrlJ I CUT-FILL TRANSITION LOTOVEREXCAVATION REMOVE UNSUfl'Aetf '" GRCUMl . \.-_ -- - - --- - ,- - ..-<:: ..::>'-- .. ~- ;....:- . -'.~' ~ -~===:;-~=-= =:=: -:-=-=--;:;-~=~ -:-- '--' A:/.' ----------=- ~ . -----~--- - T'tPlCOl. _ _ { :/.' BENl:IOO . ~L. UNWEA'!liERED BEDRCC<QRMAlERlALAPPRC'IEO ," ~ 1 ~ BY1HEGEtJT'EOfi~CCNSUL.TNIT ~ <'<:/.' -CC>>lPACTED FILL T ,-." OVEREXCAV.<TE ' ANO RB:CMPACT SIDE HILL FILL FCR ruT P,l\D NAnJR.Al. GRCUND ~ ....--- - - ./ ./ ./ - ./ ./ ./ ./ ./ FlNISHEOcurP,oo ./ . RESiRICTED LlSEAREA' ./ ./ ./ ./ OVEi<EXC'oY.<TE AND RB:CMPAcr (REPlACEMENT FlU.) T'tPlCOl. BENCHING 2%MI1L- - - SEE STANDARD DETAIL FOR SUBDAAINS "I WHEN Rf<;UIRED BY GEOTECHNICAL C~SULTIWT 9'MIN. 0>- ~ UNWEA'!liERED BEOPOG< OR MAlERIALAPl'RDVEO BY '!liE GEarECl'lNIOC COlSULTANT TRANsmON LOT FILLS ,A,ND SIDe HILL FILLS GENERAL 8\RTHWQRK AND GRADING SPECIFICATIONS STANDARD DET!IlLS E q~ ReI. 7100 ! I I I SUBDRAIN OPTIONS AND BACKFILL WHEN NATIVE MATERIAL HAS EXPANSION INDEX OF <;50 OPTION 1; PIPE SURROUNDED WITH CLASS 2 PERMEABLE MA1ER1AL OPTION 2; GRAVEL WRAPPED IN FILTER FABRIC WATERPROOFING r GENERAL NOTES) SlDPE OR LEVEL SLDPE OR lEVEL . LEVEL OR I SLDPE WlITERPRooFlNG "4'!',' (SEE GENERAL NOTES) FlL'TER FABRlC , , 12' MINIMUM , (SEE N01E 4) ~ . . U. MINIMUM ClASS 2 PERMEABlE . " ,.... FlL'TEl MA1ER1AL WEEP HOLE "~ . ~ 10 lY2 INOI SIZE (SEE GRAllAmN) (SEE NO'lE 51 ".: ~ GAAva WRAPPED IN FILiER .. .. FABRl!: 41NOl DIAMETER '.. PERFORATED PIPE LEVEL OR (SEE NO'lE 3) SlOPE I WEEP HOLE (SEE NO'lE 51 I I I Class 2 RlIa" Permeable Mat51aJ GradaliCl'l Per Caltrans Specifications Sieve S1ze l' 3/4' 3/8' No.4 No. 8 No. 30 No. SO No. 200 Percent Pa55ino 100 90-100 40-100 2S-4O 18-33 5-15 0-7 0-3 NaTES: Emofing should be provided where moisture nuisance problem through the wail Is undesirable. proofing of the walls is not under purview of the geotechnical engineer I ins should have a gradient of 1 percent minimum tlet portion of the subdrain should have a 4-inch diameter solid pipe discharged Into a, suitable, disposal area designed by the project [Ir. The subdrain pipe should be accessible for maintenance (roddlng) subdrain backfill options are subject to the review by the geotechnical engineer and mcdification of design parameters. es: 'I shouid have a sand eqUivalent of 30 or greater and may be densified bywatl!rjetting. . It. per It, of 1/4- to 1 1/2 ~nch size gJavel wrapped in filter fabric ipe type should be AS1M 01527 Acrylonltrtie Butadiene Styrene (ABS) S0R35 or AS1M 01785 Polyvinyl Chloride plastic (pVC), Schedule ICO A2000 PVC, or approved equivalent. Pipe should be installed with perfoJations down. Perforations should be 3/8 Inch in er placed at the ends of a 120-degree arc in two rows at 3~nch on center (staggered) fabric should be MlJafi 140NC or approved equivalent ~eephole should be 3-inch minimum diameter and provided at 10-foot maximum inlEivais. If exposure is permitted, weephoies should Ited 12 inches above. finished grade. If exposure is not permitted such as for a wail adjacent to a sidewalk/curb, a pipe under the , Ik to be discharged through the curb face or eqUivalent should be provided. For a basement-type wail, a proper subdrain cutlet em should be provided. ~etaining wall plans should be reviewed and approved by the geotechnical engineer. Is over six feet in height are subject to a special review by the geotechnical engineer and modifications to the above requirements, h,.; I I RETAINING WALL BACKFILL AND SUBDRAIN DETAIL FOR WALLS 6 FEET OR LESS IN HEIGHT WHEN NATIVE MATERIAL HAS EXPANSION INDEX OF <50 qq . Rri/:t IT" Figura No.