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3495; Forest Avenue Lift Station Conversion; Forest Avenue Lift Station Conversion; 2003-03-18
D GEOTECHNICAL INVESTIGATION FOREST AVENUE LIFT STATION CONVERSION PROJECT CARLSBAD, CALIFORNIA GROUP DELTA Prepared for DUDEK & ASSOCIATES, Inc Encinitas, California Prepared by GROGP DELTA CONSULTANTS, INC. San Diego, California Project No. S2140 March 18, 2003 GROUP n DELTA Certified MBE Geotechnical Engineering Geology Hydrogeology Earthquake Engineering Materials Testing & Inspection Forensic Services n U D Project No. S2140 March 18, 2003 Mr. Russ Bergholtz DODEK & ASSOCIATES 605 Third Street Encinitas, California 92024 GEOTECHNICAL INVESTIGATION '" FOREST AVENGE LIFT STATION CONVERSION PROJECT CARLSBAD, CALIFORNIA Dear Mr. Bergholtz: In accordance with your request, Group Delta Consultants, Inc. (GDC) is pleased to present our geotechnical investigation report for the proposed Forest Avenue Lift Station Conversion Project within the city of Carlsbad, California. The purpose of our study was to provide Dudek & Associates, Inc with an assessment of the geotechnical conditions likely to be encountered along the proposed pipeline alignment. This information is provided in the accompanying report, which presents the results of our field exploration and laboratory testing, as well as our conclusions and recommendations pertaining to the project. We appreciate the opportunity to work with you on this project and trust this information meets your needs. If you have any questions or require further information, please give us a call. Very truly yours, GROUP DELTA CONSULTANTS, INC. \ Barry R. Bevier, G.E. Principal Engineer G.E. 143 Addressee (7) Attachments 3//V03Curt Scheyhing, P.E. Project Engineer P.E. 59216 10989-AViaFrontera A San Diego, California 92127 A (858) 524-1500 voice A (858) 524-1599 fax Aliso Viejo, California A (949)609-1020 Torrance, California A (310)320-5100 www.GroupDelta.com TABLE OF CONTENTS 1 INTRODUCTION AND PROJECT DESCRIPTION 1 2 PURPOSE AND SCOPE 2 3 FIELD INVESTIGATION AND LABORATORY TESTING 3 3.1 Field Investigation 3 3.2 Laboratory Testing 3 4 SITE AND SUBSURFACE CONDITIONS 4 4.1 Regional Geology and Seismicity 4 4.1.1 Regional Geology 4 4.1.2 Seismicity 4 4.2 Surface Conditions 5 4.3 Subsurface Soil Conditions 5 4.3.1 West of Monroe Street 5 4.3.2 Canyon Bottom and Monroe Street 6 4.4 Groundwater 7 4.5 Geologic Hazards 7 4.5.1 Ground Surface Rupture 7 4.5.2 Seismic Shaking 7 4.5.3 Liquefaction... 7 4.5.4 Landslides .' 8 4.5.5 Other Geologic Hazards 8 5 DISCUSSION AND CONCLUSIONS 9 5.1 Excavation Characteristics 9 5.2 Trenchless Methods 9 6 RECOMMENDATIONS 11 6.1 Subgrade Preparation and Backfill 11 6.2 Temporary Excavation and Shoring 12 6.2.1 OSHA Guidelines 12 6.2.2 Lateral Earth Pressures 12 6.3 Pipeline Design 13 6.3.1 Pipeline and Anchorage and Sliding 13 6.3.2 Pipe Design 13 6.3.3 Pipe Trench, Pipe Bedding, and Pipe Zone Backfill Criteria 14 6.4 Horizontal Directional Drilling 14 6.4.1 Soil Properties for Calculating Pipe Pressures 14 6.4.2 Construction Considerations 14 6.5 Seismic Design Criteria 15 6.6 Soil Corrosivity 16 6.7 Post Investigation Geotechnical Services 17 7 LIMITATIONS 18 8 REFERENCES 19 N:\Projetts\SD Projects\S2140 Forest Lift Station\Report\S2140 Geot Imestdoc DELTAI GROUP DUDEK & ASSOCIATES, INC Forest Avenue Lift Station Conversion Project No. S2140 March 18, 2003 Page ii TABLES TABLE 1 - FIGURES FIGURE 1 FIGURE 2 FIGURE 3 TABLE OF CONTENTS (Continued) UBC 1997 SEISMIC DESIGN PARAMETERS VICINITY MAP SITE PLAN AND PROFILE 1997 UBC ACTIVE FAULT NEAR SOURCE ZONES APPENDICES APPENDIX A - FIELD INVESTIGATION APPENDIX B- LABORATORY TESTING GROUP DELTA N:\Pmjects\SD Pro/ects\S2140 Forest Lift Station\Report\S2140 deal lmest.doc u GEOTECHNICAL INVESTIGATION FOREST AVENGE LIFT STATION CONVERSION PROJECT CARLSBAD, CALIFORNIA 1 INTRODUCTION AND PROJECT DESCRIPTION n This report presents the results of our geotechnical investigation for the Forest Avenue Lift Station Conversion Project in Carlsbad, California. The project location is shown in Figure 1. The project consists of abandoning the present Forest Avenue Lift Station and constructing an 8 inch-diameter gravity sewer along Forest Avenue to carry effluent from the lift station site to an existing sewer located along Monroe Street. The total length of the proposed sewer is approximately 1356 feet. Construction is anticipated to be a combination of 982 feet of Horizontal Directional Drilling (Sta. 0+00 to Sta. 9+82) and 374 feet of cut and cover (Sta. 9+82 to 13+56). The approximate alignment and profile are illustrated in Figure 2a and 2b. D GROUP DELTA N:[Pmjects\SD Pro/ects\S2140 Forest Uft Station\Report\S2140 Geot Investdoc GROUP DELTA DUDEK& ASSOCIATES, INC Forest Avenue Lift Station Conversion Project No. S2140 March 18, 2003 Page 2 2 PURPOSE AND SCOPE The purpose of this study is to provide a general assessment of the anticipated geotechnical conditions along the pipeline alignment to assist Dudek & Associates in their pipeline design studies. Our work included: • A review of published geologic maps; • A field investigation consisting of 3 hollow stem auger borings and laboratory testing of selected samples; • An evaluation of the pertinent geotechnical aspects of the project, namely: • Soil and groundwater conditions, and their impact on the proposed construction; • Geologic hazards, including faults, seismicity, and liquefaction/settlement potential; • Trench excavation considerations, such as excavatability, construction-period trench-wall stability, and suitability of the excavated materials for use as backfill; and • Geotechnical considerations for trenchless construction methods; and • Documentation of our investigation in a report. N:\Pro/<xts\SD Proj<xts\S2140 Forest Lift Station\Report\S2140 Geot Investdoc GROUP DELTA DUDEK & ASSOCIATES, INC Forest Avenue Lift Station Conversion Project No. S2140 March 18, 2003 Page 3 3 FIELD INVESTIGATION AND LABORATORY TESTING 3.1 Field Investigation We performed a field investigation program consisting of three hollow-stem auger borings along the project alignment. The boring depths ranged from 16.5 to 61.5 feet below ground surface. Logs of these explorations are provided in Appendix A. Our interpretations of subsurface conditions along the alignment were based on the information from these test borings, and conditions may vary elsewhere along the pipeline alignment. The locations of the test borings used for our study are indicated on the boring location plan included as Figure 2 in this report. 3.2 Laboratory Testing Laboratory testing was performed on selected samples of the subsurface materials recovered in the borings. Tests were conducted to characterize the soils and evaluate the engineering properties of the subsurface materials. The geotechnical laboratory tests consisted of the following: • Moisture Content/Dry Density; • Grain Size Distribution; • Atterberg Limits; • Direct Shear; and • Soil Corrosivity (pH, sulfate, chloride, and resistivity). Moisture content and dry density are shown on the boring logs in Appendix A. Detailed descriptions of the tests performed and their results are presented in Appendix B. A summary of laboratory test data is provided in Table B-l of Appendix B. H:\Projects\SD PmJects\S2140 Forest Lift Stltion\Report\S2140 Ceot Imestdoc GROUP DELTA DUDEK & ASSOCIATES, INC Forest Avenue Lift Station Conversion Project No. S2140 March 18, 2003 Page 4 4 SITE AMD SUBSURFACE CONDITIONS 4.1 Regional Geology and Seismicity 4.1.1 Regional Geology Most of western San Diego County, including the project area, lies within the Peninsular Ranges Geomorphic Province of California. The subject alignment extends through the coastal plain area of San Diego, which is underlain by terraced coastal sedimentary deposits of Quaternary to Tertiary age. Our review of geologic maps (Tan and Kennedy, 1996) indicates the site is underlain by Quaternary-age terrace deposits (Qt) which consist of poorly to moderatly-indurated sandstone, which is in turn underlain by the Tertiary-age Santiago Formation (Tsa). The Santiago Formation consists of poorly-indurated fine to medium-grained sandstone interbedded with siltstone and claystone. Canyons in the project area are overlain by deposits of colluvium (Qcol) and alluvium (Qal). Localized areas of the project likely contain relatively shallow deposits of man-placed fill soils (Of) as a result of past grading for development, roadways, and other improvements. 4.1.2 Seismicity Our review of geologic maps and literature indicates there are no known major or active faults crossing or projecting toward the pipeline alignment. The site is not located in an Alquist-Priolo Earthquake Fault Zone. The site is, however, located in a moderately active seismic region of Southern California that is subject to significant hazards from moderate to large earthquakes. Ground shaking could affect the site in the event of an earthquake on any of the active fault zones located in or offshore of Southern California. Based on 1997 GBC, the closest known active fault to the site is the Newport Inglewood/Rose Canyon Fault (M=6.9), located about 5 miles (9 km) west of the project offshore. This fault is the primary influence on the seismic ground-shaking hazard to the proposed alignment. The Elsinore Fault-Julian segment (M=7.1) located approximately 23 miles to the northeast, and the Coronado Banks Fault (M=7.4) located 22 miles southwest (offshore), could also cause strong shaking at the site. The N:\PmJects\SD PmJ<xts\S2140 Forest UK Station\Report\S2140 Geot Investdoc D D DCIDEK & ASSOCIATES, INC Forest Avenue Lift Station Conversion Project No. S2140 March 18, 2003 Page 5 site location is shown on the Active Fault Near-Source Zones Map (OBC, 1997) in Figure 3. 4.2 Surface Conditions The project alignment is on local streets and adjacent slopes within the city of Carlsbad. The project alignment follows narrow two-lane streets through a residential neighborhood from Sta. 0+00 to 7+80. Streets are paved with asphalt concrete (AC). Single family residential housing exists on both sides of the proposed alignment. The topography in this reach rises from El. 160 ft. (0+00) to El. 188 ft (7+80) at the intersection of Crest Drive and Forest Avenue. Grades drop from El. 188 ft to El. 64 ft between stations Sta. 7+80 and Sta. 13+00 as the alignment descends a steep slope down to Monroe Street. The slope is densely vegetated. From 13+00 to the end of project (13+56) elevation is relatively constant at about 64 to 65 feet as the alignment crosses Monroe Street. Numerous utilities exist along the alignment including gas, water, sewer, and telecommunications. Some of these may require protection during project construction. The contractor should verify the location of all utilities and take the necessary precautions. 4.3 Subsurface Soil Conditions Subsurface soils have different characteristics in the vicinity of Monroe Street compared to the soils upslope to the west. The two areas are described separately. 4.3.1 West of Monroe Street Review of published geologic maps (Tan and Kennedy, 1996) indicates that the upper part of the slope below Forest Avenue and west of Monroe Street consists of Terrace Deposit (Qt) and the lower portion of the slope consists of Santiago Formation (Tsa) sandstone. The mapped geology is consistent with the dense sandy formations observed in our borings B-l and B-2. These consist of dense to very dense sandy materials ranging from clean Poorly Graded Sand (SP), to Poorly Graded Sand with Silt (SP-SM), to Silty Sand (SM). Grain size tests on selected samples indicate the materials are predominantly fine-grained sands and fine- to medium-grained sands with N:\ProJKts\SD Projects\S2140 Forest Uft Stat/on\Report\S2140 Geot ImesLdoc GROUP DELTA DCJDEK & ASSOCIATES, INC Forest Avenue Lift Station Conversion Project No. S2140 March 18, 2003 Page 6 a measured 7 to 13 percent passing the Mo. 200 sieve. Standard Penetration Test (SPT) blowcounts are typically well in excess of 50 blows per foot. The materials are described as friable and weakly cemented, with relatively low moisture contents ranging from 2 to 11 percent. The results of direct shear testing performed on two samples in the sandy materials showed both cohesion and friction. The results of the testing are included in Appendix B. Relatively infrequent layers of gravels and cobbles were encountered in the borings. The layers encountered ranged from 1 to 4 feet in thickness, and were estimated to contain 60 to 70 percent gravels and cobbles in a sandy matrix. A 4-foot thick layer was encountered between El. 132 and 136 feet in B-l, and a 1-foot thick layer was encountered between El. 145 and 146 feet in B-2 during our field investigation. The gravels and cobbles encountered were generally rounded to sub-rounded and round to elongate in shape, with a maximum size of 5 inches, and an average size of 2 to 3 inches. Although no other gravel and cobble layers were encountered, it should be assumed that similar layers are likely to occur randomly at other locations and elevations within these sedimentary deposits. 4.3.2 Canyon Bottom and Monroe Street Published geologic maps (Tan and Kennedy, 1996) indicate alluvial deposits in the canyon area east of the base of the slope near Monroe Street. Boring B-3 was drilled at the base of the slope west of Monroe Street and did not encounter alluvium, but alluvial deposits may be encountered further east. The soils observed in Boring B-3 are likely shallow Fill (Of) and / or Colluvium (Qcol) accumulated at the base of the slope, as indicated by plant roots at a depth of 10 feet. The soils in Boring B-3 were dense to very dense silty to clayey sands (SM-SC), with SPT blowcounts ranging from 42 to 76 blows per foot, and measured percent passing Mo. 200 sieve ranging from 24 to 29 percent. Moisture content was measured between 5 and 8 percent. A direct shear test was performed on a sample from B-3, and yielded a peak cohesion intercept of 519 psf and friction angle of 30 degrees. N:\ProJects\SD PmJects[S2l40 Forest Lift StaOon\Keport\S2140 Geot Invesldoc GROUP DELTA DUDEK & ASSOCIATES, INC Forest Avenue Lift Station Conversion Project No. S2140 March 18, 2003 Page? 4.4 Groundwater Neither a regional groundwater table, perched groundwater, nor any seepage was observed in the borings. However, localized perched groundwater and seepage could be encountered during excavations, and groundwater conditions may vary due to irrigation, precipitation, or other activities. 4.5 Geologic Hazards 4.5.1 Ground Surface Rupture No faults are mapped as crossing or projecting toward the project alignment. The site is not located in an Alquist-Priolo earthquake fault zone; therefore, it is our opinion, the potential for ground rupture due to fault movement in the project area is considered to be very low. 4.5.2 Seismic Shaking The closest active fault to the site is the Newport Inglewood/Rose Canyon Fault capable of generating a Magnitude 6.9 (UBC, Table 1) earthquake at a distance of about 5 miles to the southwest (see Figure 3). The mean value of deterministic peak bedrock acceleration at the site is on the order of 0.4 g (Caltrans, 1996; Blake, 2000). Probabilistic Seismic Shaking Hazard Maps of California produced by California Division of Mines and Geology (CDMG, 1999) indicate the peak ground acceleration with a 10% probability of being exceeded in 50 years at the site is on the order of 0.2 to 0.4g. For design the parameters recommended in 1997 CJBC, Section 6.5 may be used. 4.5.3 Liquefaction Liquefaction is a phenomenon where saturated cohesionless soils of loose to medium density undergo a temporary loss of strength due to buildup of pore-water pressures during severe ground shaking, and acquire a degree of mobility sufficient to permit ground deformation. In extreme cases, the soil particles can become suspended in ground water, resulting in the soil deposit becoming mobile and fluid like. Liquefaction N:\Projects\SD ProJects\S2140 Forest Uft SUUon\ReporAS2140 Geot Investdoc GROUP DELTA DCJDEK & ASSOCIATES, INC Forest Avenue Lift Station Conversion Project No. S2140 March 18, 2003 Page8 susceptible soils are primarily loose to medium dense deposits of saturated cohesionless soils such as sands, silty sands, and sandy silts. Three conditions are required for liquefaction to occur: (1) cohesionless soils of loose to medium density; (2) saturated conditions; and (3) rapid, large strain, cyclic loading, normally provided by earthquake motions. The site is underlain by dense to very dense sandy materials and no groundwater is present. Therefore, the liquefaction potential is insignificant. 4.5.4 Landslides Based on our review of local landslide hazard maps (CDMG 95-04, 1995), the site is not located within or adjacent to a known or suspected landslide. The proposed project will not modify the site grades or change the potential for landsliding, and as such a detailed evaluation of slope stability was not warranted for this study. 4.5.5 Other Geologic Hazards Other geologic hazards may include seiches, and tsunamis. No large bodies of water are located in the immediate vicinity of the site; therefore, the potential for seiches impacting the site is considered negligible. Since the site is located about 2 miles inland, and minimum site elevations are about El. +64 feet, there is no damage potential from tsunamis at the site. N:\ProJects\SD Pmjects\S2140 Forest UftStotk>n\Report\S2140 Geot Investdoc DCJDEK & ASSOCIATES, INC Forest Avenue Lift Station Conversion Project No. S2140 March 18, 2003 Page 9 5 DISCUSSION AND CONCLUSIONS 5.1 Excavation Characteristics For a cut-and-cover construction method, site soils are anticipated to be excavatable with medium to heavy effort by conventional heavy-duty excavation equipment. Oversized particles and locally cemented soil within the formational materials could result in difficult excavation locally. The majority of the excavated soil is expected to be suitable for trench backfill. 5.2 Trenchless Methods Trenchless construction for this project will involve an 8-inch pipe that will be placed using the technique of Horizontal Directional Drilling (HDD) for a run of about 980 feet. The depths of access shafts for the subsurface excavation are anticipated to be on the; order of 15 to 25 feet. Based on the conditions encountered in Borings B-l and B-2, the proposed trenchless operation for this reach will likely be within dense sandy Quaternary and Tertiary age deposits. Both Formations as observed in Boring B-l and B-2 consist primarily of poorly indurated friable sandstone, which may be considered soft rock or very dense soil. These materials are weakly cemented to non-cemented, with relatively low fines content and low moisture content. While they contain a small amount of apparent cohesion and may stand unsupported for a short period, they should be considered susceptible to caving or sloughing of the excavation walls. The sandy materials are considered generally suitable for the HDD technique. Within the sandy materials, relatively infrequent layers of gravels and cobbles were encountered in the borings. The layers encountered ranged from 1 to 4 feet in thickness, and were estimated to contain 60 to 70 percent gravels and cobbles in a sandy matrix. The gravels and cobbles encountered were generally rounded to subrounded and regular to elongated in shape, with a maximum size of 5 inches, and an average size of 2 to 3 inches. Although encountered relatively infrequently in our N:\ProJects\SDPmJects\S2140 Forest Lift Statlon\Repoit\S2140 Geot Invest doc DUDEK & ASSOCIATES, INC Forest Avenue Lift Station Conversion Project No. S2140 March 18, 2003 Page 10 borings, due to the nature of these deposits it is our opinion that similar layers are likely to occur randomly and more frequently at other locations and elevations within these sedimentary deposits. The anticipated gravel and cobble layers could pose difficulties for the HDD technique. Groundwater was not encountered in B-l and B-2, but seepage could be encountered locally. GROUP DELTA N:\ProJects\SD Prqjects\$2140 Forest Lift Statlon\Report\S2140 Geot Imestdoc GROUP DELTA DUDEK & ASSOCIATES, INC Forest Avenue Lift Station Conversion Project No. S2140 March 18, 2003 Page 11 6 RECOMMENDATIONS 6.1 Subgrade Preparation and Backfill Construction in the open cut areas of the project will involve demolition of pavement, trench excavation, shoring, subgrade preparation, bedding placement, pipe placement, trench backfill, and repair of pavements. Preparation of trench subgrade and trench backfill should be performed under the observation of the geotechnical engineer and in accordance with the 1997 Edition of the Standard Specifications for Public Works Construction (SSPWC) and the 1997 Regional Supplement Amendments. Based on our borings, it is expected that trench bottoms in the cut and cover areas will be mostly in firm and competent formational materials (roughly west of 12+50). At the bottom of the slope near Monroe Street (roughly east of 12+50), colluvial soil, fill, and possibly alluvial materials are present. In this area there is some potential that unsuitable materials (loose alluvium, old fill, etc.) could be encountered. Competent geotechnical personnel should observe cut and cover trench bottoms prior to placement of bedding, pipe, or backfill, and identify areas of formational soil, fill or colluvium, or unsuitable soils. Where competent undisturbed formational soil is present at the trench bottom the pipe bedding may be placed directly on the native materials. In existing fill or colluvium, or where formational soils have been disturbed by excavation, the existing soils at the bottom of the trench should be scarified, moisturized as needed, and recompacted. All trench subgrade and backfill should be compacted to a minimum of 90 percent of the maximum laboratory dry density, as determined by ASTM Test Method D 1557-91, including oversize correction as needed. Moisture content in all compacted fill should be maintained between the optimum moisture content and 3 percent over optimum. As noted in the SSPWC, wet, soft, spongy, or other unstable soils should be removed from the trench bottom before placement of the bedding material or pipe. If suitable material is not present within practical limits of excavation, the bottom should be overexcavated by 12 inches, biaxial geogrid should be placed in the bottom (Tensar BX1100 or equivalent), and the overexcavation should be backfilled with crushed rock or crushed miscellaneous base. N:\Prv/ects\SD ProjeOs\S2140 Forest Lift Statton\Repoit£2140 Ceot ImesLdoc DGDEK & ASSOCIATES, INC Forest Avenue Lift Station Conversion Project No. S2140 March 18,2003 Page 12 In areas receiving pavement or concrete flatwork, we recommend that the upper one foot of subgrade soils be compacted to 95 percent of the maximum dry density, as determined by ASTM D 1557-91. Maximum particle size in the trench backfill should be limited to 6 inches, and fill in the upper 12 inches should not exceed a particle size of 3 inches. 6.2 Temporary Excavation and Shoring Based on our study, we anticipate that excavation in the proposed cut and cover areas for the proposed pipeline will encounter dense sandy formational soils and possibly colluvium, fill, and alluvium. Descriptions of these materials were presented earlier in this report. 6.2.1 OSHA Guidelines Trenching operations for the proposed pipeline will need to comply with OSHA (29 CFR Part 1926) and CALOSHA requirements. As such, trench excavations for the pipeline will generally need to be either shored or sloped back. Because limited space is available, shoring or trench shields will likely be used. All trench shields and shoring should comply with CALOSHA and OSHA regulations. The soils at the site classify as type B per OSHA. A registered professional engineer must design the shoring, slopes, or benching for all trenches deeper than 20 feet in accordance with OSHA. We recommend that excavation conditions be verified in the field, and that modifications be made to any trench excavation support systems as needed based upon the actual exposed conditions in the field. We recommend that the designated "competent person" determine the need and method for trench stabilization as stated in the OSHA and CALOSHA requirements. No surcharge loads should be permitted within a horizontal distance equal to the height of the cut or 5 feet, whichever is greater, from the top of the trench unless the cut is shored. 6.2.2 Lateral Earth Pressures Temporary retaining systems will be subjected to lateral loads from earth pressures. For internally braced excavation shoring for temporary excavations, we recommend a H:\Prqlects\SD ProJects\S2140 Forest UK StaUon\ReporHS2140 Oeot Investdoc DCIDEK & ASSOCIATES, INC Forest Avenue Lift Station Conversion Project No. S2140 March 18, 2003 Page 13 0 lateral pressure for the design of box or braced excavations be 24 H (psf) where H is the depth of the excavation in feet. These lateral pressures should be in a uniform rectangular distribution. If the excavation is adjacent to traffic, an additional uniform lateral pressure of 100 psf should be included to a depth of 20 feet. This traffic surcharge may be neglected below 20 feet. We recommend a structural engineer experienced in the design of shoring systems design any shoring systems. 6.3 Pipeline Design 6.3.1 Pipeline and Anchorage and Sliding For lateral resistance of concrete elements bearing on dense granular soils, we recommend an allowable passive resistance of 350-pcf equivalent fluid pressure per foot of depth, and an allowable coefficient of friction of 0.35. The passive resistance should be limited to 3500-psf. Both the passive pressure and friction coefficient can be combined. However, if the passive pressure and friction coefficients are combined, we recommend reducing the passive pressure and friction coefficient by 25 percent. For frictional resistance of pipes grouted in place with cementitious grout, we recommend an allowable friction coefficient of 0.30. These allowable friction and passive values have a factor of safety of at least 1.5 on the ultimate values. 6.3.2 Pipe Design For preliminary design of the loads acting on the buried pipe, we recommend using a total unit weight of soil of 125 pcf and a friction angle of 35 degrees. The total unit weight of soil includes the effects of moisture and oversized material. It is intended to reflect the likely in-situ unit weight of the compacted backfill soil. The modulus of soil reaction (E1) is used to characterize the stiffness of soil backfill placed at the sides of buried pipelines for the purpose of evaluating deflections caused by weight of the backfill over the pipe. We recommend a modulus of soil reaction (E1) of 3,000 psi for pipes located within formational soils that and are bedded on compacted granular soils having a minimum relative compaction of 90 percent per ASTM 1557. N:\PmJects\SD PmJects\S2140 Forest Uft Station\Report\S2140 Geot /nvestdoc |GROUP| DELTA DUDEK & ASSOCIATES, INC Forest Avenue Lift Station Conversion Project No. S2140 March 18, 2003 Page 14 6.3.3 Pipe Trench, Pipe Bedding, and Pipe Zone Backfill Criteria We recommend that open trench operations, pipe installation, and backfill material compliance be in conformance with the Standard Specifications for Public Works Construction, Section 306-1, including County of San Diego modifications and requirements, except that jetting of backfill and bedding materials will not be permitted. 6.4 Horizontal Directional Drilling 6.4.1 Soil Properties for Calculating Pipe Pressures Soil arching theory as referenced in the ASTM F1962 -99 may be used in computation of pipe pressures. Due to the potential for sloughing of the hole after pipe installation, we recommend that a safety factor of 2 be applied to the calculated soil load. We recommend the following geotechnical parameters for use in computation of pipe pressures: • Total unit weight of 125 pcf, • An effective angle of internal friction of 35 degrees, • No permanent groundwater is anticipated at the depth of the proposed pipe. 6.4.2 Construction Considerations Based on ASTM F 1962-99, "Soil conditions are a major factor affecting the feasibility and cost of using HDD in a given geographic area". ASTM correlates the suitability of HDD to the general characteristics of the soil conditions in the area and depth of interest. We used this reference to evaluate the general suitability of the materials observed at the site. In addition to soil conditions, the success of the trenchless operations will be greatly influenced by the skill of the contractor and suitability of the equipment he has chosen. A contractor with significant experience on similar projects using the HDD technique should be selected to perform the work. tt:\Prq/<xts\SD Projecis\S2140ForestUftStation\Report\S2l40 Ceot Invtstdoc ,J DUDEK & ASSOCIATES, INC Forest Avenue Lift Station Conversion Project No. S2140 March 18, 2003 Page 15 GROUP DELTA Based on ASTM F 1962-99, it is our opinion that consideration be given to the following construction issues with respect to the subsurface conditions along the alignment: • The vast majority of the material encountered in borings B-l and B-2 is dense to very dense, weakly cemented to non-cemented, sand and silty sand with less than 30% gravel, and therefore may be considered as "generally suitable" for the HDD technique. • In our borings B-l and B-2, we observed isolated layers up to 4 feet in thickness estimated to contain up to 70% gravel and cobbles by weight. ASTM F 1962-99 would classify these layers as having the potential for "Substantial Problems". Similar layers should be considered to occur randomly and at varying interval and elevation throughout the sedimentary deposits. • The HDD contractor should be advised to carefully review the few available borings and assess the potential difficulties associated with the gravel and cobble layers, and provide a contingency plan and cost estimate for dealing with such difficulties if encountered during construction. • Due to low fines content, low moisture content, and general lack of cementation, the potential for sloughing or caving should be considered in selection of the design soil loads on the pipe, drilling methods, and maintenance of drilling fluid in the hole after pipe installation. 6.5 Seismic Design Criteria The site is located in GBC Seismic Zone 4 (Figure 3). The site is located about 5 miles (9 km) from the mapped trace of the Rose Canyon Fault (see Figure 3). This fault has a maximum rated magnitude of 6.9 and an average slip rate of 1.5 mm/yr. If provisions of the CJBC 1997 are used for the design, the following seismic parameters apply: Parameters Seismic Zone Factor Soil Profile Type Seismic Source Type Seismic Coefficient, Na Seismic Coefficient, Nv Seismic Coefficient, Ca Seismic Coefficient, Cv Value OBC Reference 0.4 Table 16 I Sc Table 16 J B Table 16 <J 1.00 Table 16 S 1.04 Table 16 T 0.40 Table 16 Q 0.58 Table 16 R N:\Projects\SD PmjKtf\S2140 Forest Lift Station\KeporHS2140 Ceot Investdoc DUDEK & ASSOCIATES, INC Forest Avenue Lift Station Conversion Project No. S2140 March 18, 2003 Page 16 n LJ u The response spectra constructed in accordance with Figure 16-3 of GBC 1997 may be used for the analyses. The CISC parameters and response spectra are shown in Table 1. 6.6 Soil Corrosivity We performed corrosion tests consisting of pH, soluble sulfate, soluble chloride, and minimum resistivity. The test data are summarized as: Boring No. B-l B-2 B-3 Depth (feet) 16-20 53-55 11.5-15 Elevation (feet) 143-139 135-133 54.5-51 pH 8.5 6.9 6.9 S04 (ppm) 10 30 10 Cl (ppm) 60 240 240 Minimum Resistivity (ohm-cm) 8016 1603 1002 To evaluate the corrosion potential of site soils on buried metals, we used the following correlation between minimum electrical resistivity and corrosion potential: Resistivity, ohm-cm less than 1,000 1,000-2,000 2,000-10,000 > 10,000 Corrosion Potential Severe Corrosive Moderate Mild GROUP DELTA This relationship indicates that the site soils are variable in corrosion potential, and range from moderately corrosive to corrosive. In general, the sandy materials from upslope borings B-l and B-2 are less corrosive (Moderate to Corrosive) than the clayey sands encountered in downslope boring B-3 (Corrosive / Severe) in the vicinity of Monroe Street. Corrosion potential should be considered in the design of buried metal elements. N:\Projects\SDProjKts\S2140 Forest Lift Stitton\ReporAS2140(Scot Investdx GROUP DELTA DCIDEK & ASSOCIATES, INC Forest Avenue Lift Station Conversion Project No. S2140 March 18, 2003 Page 17 Sulfate tests indicate that sulfate attack hazard is negligible for the site soils. No special cement is required for design of concrete in contact with near-surface native soils (GBC, 1997, Table 19-A-4). 6.7 Post Investigation Geotechnical Services Post investigation geotechnical services will be required during project design and construction. It is recommended that GDC review the project plans and specifications prior to finalization. During construction, the site work should be performed under the observation and testing of the project geotechnical engineer. This includes demolition, trench and access shaft excavations, placement of compacted fill and backfill, and the placement and compaction of pipe backfill material. li:\Pmjects\SD ProJects\S2140ForestUftStation\Report\S214O Geot Investdoc GROUP DELTA DUDEK & ASSOCIATES, INC Forest Avenue Lift Station Conversion Project No. S2140 March 18, 2003 Page 18 7 LIMITATIONS The report, exploration logs, and other materials resulting from Group Delta's efforts were prepared exclusively for use in designing the proposed project. The report is not intended to be suitable for reuse on extensions, or modifications of the project, or for use on any other development, as it may not contain sufficient or appropriate information for such uses. If this report or portions of this report, is provided to contractors or included in specifications, it should be understood that it is provided for information only. Our recommendations and evaluations were performed using generally accepted engineering approaches and principles available at this time, and the degree of care and skill ordinarily exercised under similar circumstances by reputable geotechnical engineers practicing in this area. No other representation, either expressed or implied, is included in our report. The depth and thickness of the subsurface strata as presented in this report were generalized from and interpolated between test locations. It is likely that soil conditions could vary between or beyond the points explored. The transition between materials may be far more or less gradual than indicated. Subsurface conditions and water levels at other locations may differ from conditions found at the indicated locations. Note that these conditions may change over time. If soil conditions are encountered during construction that differ from those described herein, we should be notified immediately in order that a review may be made and any supplemental recommendations provided. If the scope of the proposed construction, including the proposed loads or structural locations, changes from that described in this report, our recommendations should also be reviewed. N:\Pn>/Kts\SD PrcJKts\S2140 Forest Lift Station\ReporftS2140 Geot Imestdoc DUDEK & ASSOCIATES, INC Forest Avenue Lift Station Conversion Project No. S2140 March 18, 2003 Page 19 D 8 REFERENCES ASTM, 1999, "Standard Guide for Directional Drilling for Placement of Polyethylene Pipe for Conduit Cinder Obstacles, Including River Crossings". Designation F 1962-99. Blake, Thomas, F., 2000, EQFAULT, A Computer Program for Deterministic Prediction of Peak Horizontal Acceleration, Computer Services and Software. California Department of Conservation, Division of Mines and Geology, 1994, Fault- Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zone Maps, Special Publication 42. California Department of Conservation, Division of Mines and Geology, 1995, Landslide Hazards in the Northern Part of the San Diego Metropolitan Area, San Diego County, California, Open File Report 95-04. California Department of Conservation, Division of Mines and Geology, 1998, Maps of Known Active Fault near-Source Zones in California and Adjacent Portions of Nevada, to be used with the 1997 Uniform Building Code, published by International Conference of Building Officials, February, 1998. GROUP DELTA California Department of Conservation, Division of Mines and Geology, 1999, Seismic Shaking Hazard Maps of California, Map Sheet 48. Howard, Amster K., Soil Reaction for Buried Flexible Pipe, U.S. Bureau of Reclamation, Denver, Colo., Journal of Geotechnical Engineering Division, ASCE, January 1977, pp. 33-43. International Conference of Building Officials, Uniform Building Code (UBQ, Whittier, California, 1997. Kennedy, M.P., and Tan, S.S., 1996, Geologic Maps of the Northwestern Part of San Diego County, California, California Division of Mines and Geology Open File Report 96-02. OSHA, 1999, OSHA Technical Manual, TED 1-0.15A, Section 5, Chapter 2, Excavations: Hazard Recognition in Trenching and Shoring, Chapter 2, CLS. Department of Labor. H:\Projects\SD Prq/ects\S2140 Forest LJft Station\Repori\S2140 Geot Investdoc TABLE 1 UBC 1997 SEISMIC DESIGN PARAMETERS Forest Lift Station - Dudek and Associates GDC Project No. S2140 « INPUT PARAMETERS » Seismic Zone Factor, Z Zone 1 = 0.075 Zone 2A = 0.15 Zone 2B = 0.20 Zone 3 = 0.30 Zone 4 = 0.40 Soil Profile Type SA = Hard Rock SB = Rock SC = Very Dense Soil and Soft Rock SD=Stiff Soil Profile SE =Soft Soil Profile SF = Requires Site-Specific Evaluation Controlling Fault Name Closest Distance to Fault, Df Max. Moment Magnitude, Meq Fault Slip Rate, SR 0.4 SC Rose Canyon 9km 6.9 1.5 mm/year « OUTPUT » Seismic Source Type Near Source Factor, Na Near Source Factor, Nv Seismic Coefficient, Ca Seismic Coefficient, Cv ARS Control Period, Ts ARS Control Period, To B 1.00 1.04 0.40 0.58 0.58 sec 0.12 sec UBC 1997 DESIGN RESPONSE SPECTRUM Forest Lift Station - City of Carlsbad 0.0 0.5 1.0 1.5 2.0 Period (sec) 2.5 3.0 3.5 4.0 The base map is from 3D-Topo Quads (C) Delorme No Scale GROUF DELTAMBa.tiMwau.1 GDC Project No. S2140 Forest Lift Station Carlsbad, California Vicinity Map Figure 1 L 4 i • B-J - ,-10" HOPE_£___ • SEWER ••• oq doi* < UJI— Ld<S> II inIjj, , loo PLAN SCALE: 1"-40' GRAPHIC SCALE 0 20 1 NCH - 40 FT. & ASSOCIATES. INC. 105 TkM Stral CneMa, a M024 fax 760<3tOIM DA1E WITUL ENONCZX OF IHKX UTILITY DISTRICT APPROVALS) CARLSBAD MUNICIPAL WATER DISTRICT WIAU E, PUMUER OA1EBSWCT EN9NEER R.CX. 28176 ~r — 'a± — - REVISION DESCRIPTION BUTE mut. mtxtmaat. OA1E M1UL cnY/mow. SHEET "AS BUILT" DATE REVIEWED BY: INSPECTOR CITY OF CARLSBADENGINEERING DEPARTMENT DATE 4 DffKOVEUXNT PLiNS TOtt FOF?EST AVE. LIFT STATION CONVERSION AND SEWER LINE PLAN AND PROFILE STA 0+00 TO 6+00 APPROVED OTYENOtNEER PE EXPIRES DATE CHKD BY RVW BY^ PROJECT NO. DRAMNG NO. CMWD. FIGURE 2a CONSTRUCT 4' DIA MH OVER EXISTING 8" VCP SEWER PER 1 MCH - 40 FT. & ASSOCIATES. INC.I MS IhW Slmf [KM*. CA tXOA nttMLSW fa TtUSittU %\ \*\ \\\ DATE MTDAL OMMCER OFWRK UTILITY DISTRICT APPROVAL^) CARLSBAD MUNICIPAL WATER DISTRICT •111*11 E. fUMOK DATE nsmCT ENONOK R.OE ffllTS TT —~ REVISION DESCRIPTION DATE M11AL OTHER WfROVW. DATE N7IAL an APPROVAL aitLI "AS BUILT" DATE REVIEWED BY: INSPECTOR CITY OF CARLSBADENGINEERING DEPARTMENT DATE 4 OJFROVKKKNT PUNS FOR FOREST AVE. LIFT STATION CONVERSION AND SEWER LINE PLAN AND PROFILE STA 6+00 TO 13+56.24 APPROVED CITY ENGINEER PE EXPIRES DATE DVttJ BV:CHKD BYgV*PBY PROJECT NO. DRAWNC NO. CMWD. FIGURE 2b O-3fi ,M. Of Conservationof Mines and Geology LEGEND See expanded legend and index map Shaded zones are within 2 km of knownseismic sources. PROJECT LOCATION 5 km 10km ------- 15km Kilometers 1/4' Is approximately equal to 1 km Forest Utt Station Conversion FAULT MAP DCJDEK & ASSOCIATES, INC. Forest Avenue Lift Station GDC Project No. S2140 APPENDIX A FIELD INVESTIGATION A. 1 Introduction Group Delta Consultants, Inc. (GDC) investigated the subsurface conditions at the project site on February 20th, 2003 by performing three (3) soil borings (Figures A-2 through A-4). The approximate locations of the test explorations are shown on the Site Plan, Figure 2. A summary of the soil borings is presented in Table A-l. A.2 Borings Three test borings were advanced to depths ranging from 16.5 to 61.5 feet below ground surface using truck-mounted Mobile B-61 drill rig equipped with 8-inch Hollow Stem Auger. Bulk samples of the soil cuttings were collected and placed in plastic bags. Drive samples were collected at a typical interval of 5 feet. The sampling utilized Standard Penetration Test (SPT) samplers or California samplers. SPT drive samples were obtained in accordance with ASTMD1586-82 using a 2-inch outside diameter, 1.375-inch inside diameter split-spoon sampler without lining. The soil recovered from the SPT sampling was sealed in plastic bags to retain the natural moisture content. The California Sampler is a 3-inch outside diameter split barrel sampler lined with 2.4-inch inside diameter metal rings. Compared to the SPT, California Samplers provide relatively undisturbed samples. California samples were removed from the sampler, retained in the metal rings, and placed in sealed plastic canisters to prevent moisture loss. At each sampling interval, the drive samplers were fitted onto sampling rod, lowered to the bottom of the boring, and driven with a 140-lb hammer free-falling a height of 30-inches. SPT blow counts are often used as an index of the relative density and resistance of the sampled materials. For relative density estimation, California drive sampler blow counts can be approximately converted to equivalent SPT blow counts DUDEK & ASSOCIATES, INC. Forest Lift Station GDC Project No. S2140 Page A-2 by multiplying the field blowcounts by a factor of 0.67 to correct for larger sampler end-area. Drive sample blow counts are presented on the boring logs. At the completion of drilling, each borehole was backfilled with cuttings then cold patched in surface. All samples of the recovered earth materials were transported to our laboratory for further inspection and testing. All the boreholes were advanced under the continuous technical supervision of a GDC field engineer or geologist, who visually inspected the soil and rock samples, maintained detailed logs of the borings, and visually classified the soils in the field in accordance with the Unified Soil Classification System (GSCS). Field classifications were modified where necessary on the basis of laboratory test results. A key for soil classification and boring log legend are presented in Figure A-la and A-lb, respectively. Detailed logs of the soil borings including blow count data, pocket penetrometer readings, percent passing the No. 200 sieve, and in-situ moisture content and dry density are presented in Figures A-2 through A-4. Laboratory tests performed are indicated on the boring logs in the column labeled "Other Tests". Descriptions of the laboratory tests performed and a summary of the results are presented in Appendix B. The following abbreviations are used for "Other Tests" on the logs: AL Atterberg Limits Test GS Grain Size Distribution Test HY Hydrometer Test CO Corrosivity Tests (pH, sulfate, chloride, and resistivity) DS Direct Shear Test A.3 List of Attachments Table A-1 Figure A-la Figure A-lb Figures A-2 through A-4 Summary of Field Explorations Key for Soil Classification Boring Log Legend Boring Logs DUDEK& ASSOCIATES, INC. Forest Lift Station GDC Project No. S2140 Page A-3 TABLE A-1 SUMMARY OF EXPLORATIONS FOREST LIFT STATION CITY OF CARLSBAD Boring No. B-l B-2 B-3 Station (ft) 1+50 7+90 12+80 Offset (ft) 20 L 50 R 15 L Approximate Ground Surface Elev. (ft, MSL) 159 188 66 Boring Depth (ft) 31 61.5 16.5 Groundwater Depth (ft) Not Encountered Not Encountered Not Encountered Method/ Equipment Used Hollow Stem Auger Hollow Stem Augen: Hollow Stem Auger GROUP DELTA KEY FOR SOIL CLASSIFICATION PRIMARY DIVISIONS COARSE-GRAINED SOILS( < 50% fines content)FINE-ORAJNED SOILS( > 50% fines content)GRAVEL (% GRAVEL > XSAND) SAND Pi SAND i- % GRAVEL) CLEAN GRAVEL (Less than SX fines) •DIRTV GRAVEL (Mofetfian 12% fines) CLEAN SAND (Less man 5X fines) •DIRTV SAND (More than 12% fines) SILTS AND CLAYS (Liquid Limit less than 50) SILTS AND CLAYS (Liquid Limit 50 or more) HIGHLY ORGANIC SOILS GROUP SYMBOL GW GP GM GC SW SP SM SC ML CL OL MH CH OH PT i9O|piwfMXhm$abV0«EaHM«MKM03*aew*^^ SECONDARY DIVISIONS Well-graded gravel, gravel with sand, little or no fines Poorly-graded gravel, gravel with sand, little or no fines Silty gravel, silty gravel with sand, silty or non-plastic fines Clayey gravel, clayey gravel with sand, clayey or plastic fines Well-graded sand, sand with gravel, little or no fines Poorly-graded sand, sand with gravel, little or no fines Silty sand, silty sand with gravel, silty or non-plastic fines Clayey sand, clayey sand with gravel, clayey or plastic fines Inorganic silt, sandy silt, gravelly silt, or clayey silt with low plasticity Inorganic day of low to medium plasticity, sandy clay, gravelly day, silty day, Lean Clay Low to medium plasticity Silt or Clay with significant organic content (vegetative matter) Inorganic elastic silt, sandy silt, gravelly silt, or dayey silt of medium to high plasticity Inorganic day of Ngh plasticity, Fat Clay Medium to Ngh plasticity Silt or Clay with significant organic content (vegetative matter) Peat or other highly organic soils Note: Dual symbols are used for coarse grained soils with 5 to 12% fines (ex: SP-SM), and for soils with Atterberg Limits falling in the CL-ML band in the Plasticity Chart Borderline classifications between groups may be indicated by two symbols separated by a slash (ex: CL/CH, SW/GW). ^^^^^^X)NSiS1£.^W:ijASSIPiC>MlOiN[^^^^^K COARSE GRAINED SOILS Blowcount SPT' (CAL)2 u-t (o-e) t>-10 (7-15) 1 1 -OU <1<M5) (46-75) (>75) Consistency Very Loose Loose Med. Dense Dense Very Dense FINE GRAINED SOILS Blowcount3 SPT1 (CAL)2 <2 (<3) 2-4 (3-6) 5-8 (7-12) 9-15 (1 3-22) 16-30 (23-45) >31 MS) Consistency Very Soft Soft Firm Stiff Very Stiff Hard Undrained Shear Strength3, Su (ksf) <0.25 0.25 -0.50 0.50-1.0 1.0-1.5 1.5-2.0 >2.0 MOISTURE CLASSIFICATION! DRY • Absence of moisture, dusty, dry to the touch HOIST- Damp but no visible water WET- Visible free water, usually soil is below water table CONSISTENCY NOTES: 1. Number of Hows of a 140-lb. hammer falling 30-inches to drive a 2-inch O.D. (1.375- inch I.D.) SPT Sampler (ASTM D-15851 the final 12-inches of drivina 2. Number of plows of a 140-lb. hammer falling 30-inches to drive a 3-inch O.D. (2.42- inch I.D.) California Rino. Samoler the final 12-inches of drivina. 3. Undrained shear strength of cohesive soils predicted from field blowcounts is generally unreliable. Where possible, consistency should be based on Su data from pocket penetrometer, torvane, or laboratory testing. VTIONCRrrERIABASED ON LABORATORY TESTS: Grain Size Classification CLAY AND SILT ussfcfUet* > No. 200 Gain Sla frtm) > 0.075 SAND Fine I Medium | Coarse No. 40 1 No. 10| No. 4 0.425 2 4.75 GRAVEL Fine 3/4' 19.1 Coarse 3' 76.2 COBBLES I BOULDERS 12'| 304.8 PLASTICITY CHART E uj 40 • £30- 0 | 20- 0. CL-M^ 0 CLcrOL ^^f 20 40 Cl or Of A MH 60 S f \ •A •0.7: rOM f Urn fLL-* 80 / 100 LIQUID LIMIT, LL Classification of earth materials shown on the logs is based on field inspection and should not be construed to imply laboratory analysis unless so stated. Granular Soil Gradation Parameters Coefficient of Uniformity: Cu = D^, / D10 Coefficient of Curvature: Cc= (D^)2 / (D10 x D^) D10= 10% of the soil is finer than this diameter 030= 30% of the soil is finer than this diameter 0^= 60% of the soil is finer than this diameter Group Symbol Gradation or Plasticity Requirement SW Cu>6 and Cc between 1 and 3 GW Cu>4 and Cc between 1 and 3 GP or SP Clean gravel or sand not meeting requirement for GW or SW GM or SM Plots below "A" Line on Plasticity Chart or PI < 4 GC or SC Plots above "A" Line on Plasticity Chart and PI > 7 Metric Unit Conversion: 1" = 25.4 mm, 1.0 ksf = 47.88 kPa Group Delta Consultants, Inc.FIGURE A-1 a LOG OF TEST BORING 'ROJECT NAME PROJECT NUMBER BORING LEGEND SITE LOCATION START FINISH SHEET NO. 1 of 1 DRILLING COMPANY DRILLING EQUIPMENT SAMPLING METHOD DEPTH (feet)-5 -10 -15 -20 -25 -30 . ELEVATION(feet)SAMPLE TYPE-< R X SAMPLE NO.B-1 D-2 S-3 PENETRATIONRESISTANCE(BLOWS / FT)DRY DENSITY(pcf)MOISTURE(%)DRILLING METHOD LOGGED BY CHECKED BY BORING DIA. (in)TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTH/EJLEV. GROUND WATER (ft) 35 * Ina STATION a:wUJHxwHUJoi-% PASSING #200POCKET PEN(tsf)GRAPHICLOGDESCRIPTION AND CLASSIFICATION BULK, CAL, SPT - Refers to the sampling method as described below BULK - Refers to collecting sample by method of placing soil cuttings into a plastic bag CAL (CALIFORNIA MODIFIED) - A 76.2mm o.d. split tube sampler lined with 61 .5mm i.d. metal sample rings generally driven into the soil by a free falling hammer SPT (STANDARD PENETRATION TEST) - A 50.8mm o.d. split spoon sampler with a 34.9mm i.d. generally driven into the soil with a 63.6kg hammer free falling a height of 762mm iGRoQpi ^RDI IP npi TA rnw<5i n TAMTQ IMP THIS SUMMARY APPLIES ONLY AT THE LOCATION^••1 GROUP DELTA CONSULTANTS, INC. OF THIS BORING AND AT THE TIME OF DRILLING. ^J^l SUBSURFACE CONDITIONS MAY DIFFER AT OTHER 1-101 in cr A i ur A 1 0989-A Via Frontera LOCATIONS AND MAY CHANGE AT THIS LOCATION rl(jUKb A- ID ;i ^ IUSO»M vid riocueid WITH THE PASSAGE OF TIME. THE DATA nrrTAi o » n:««« r*& oonv PRESENTED is A SIMPLIFICATION OF THE ACTUALj.JhL, 1 AI S>s>n 1 iiArtr* 1 .A tlyn Jt ^/NnrM-ri^nf> ^.,«^. .. ••r—~.-~ u U I- LOG OF TEST BORING \'ROJECT NAME PROJECT NUMBER BORING -OREST LIFT STATION CONVERSION S2140 B-1 SITE LOCATION START FINISH SHEET NO. CARLSBAD, CALIFORNIA 2/20/2003 2/20/2003 1 of 2 DRILLING COMPANY F & C Drillina DRILLING EQUIPMENT Mobile Drill B-61 SAMPLING METHOD Hammer: 140 Ibs., Drop: 30 in. IS,0) 0.LUQ -5 10 15 70 ELEVATION(feet)-155 -150 -145 -140 - -135 SAMPLE TYPEV ^ )(SAMPLE NO.2 3 7 5 PENETRATIONRESISTANCE(BLOWS / FT)30 50/6" 33 50/6" 50/6" 25 35 40 DRY DENSITY(pet)122.9 MOISTURE(%)8.3 6.7 3.7 2.7 DRILLING METHOD LOGGED BY CHECKED BY Hollow Stem Auger G. Gau C. Scheyhinq BORING DIA. (in) 8" TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) 31 159 * n/a/na STATION 1+5020L OLtfl UJh-1031— LUoi- GS % PASSING #20011 POCKET PEN(tsf)O1o !• C33 • *.H-;-> $&>m DESCRIPTION AND CLASSIFICATION — v Asphalt /- \ 3", no base / Poorly graded SAND with Silt (SP-SM) reddish brown, moist, very dense - fine to medium grained - becomes brown interbedded with light grey - cobbles (max 5", average 2-3") in sand matrix (approxiamtely 40% SP, 60% gravels and cobbles) cobbles rounded to subrounded, regular to elongated. jGROllpI rRn, ,Q npi TA rnMdi n TAMTQ IMP THIS SUMMARY APPLIES ONLY AT THE LOCATION,^|B| GROUP DELTA UUNbULTANTS, INU. OF THIS BORING AND AT THE TIME OF DRILLING. i^T^j SUBSURFACE CONDITIONS MAY DIFFER AT OTHER r-i/^i roc o«r w 10Q89-A Via Frontera LOCATIONS AND MAY CHANGE AT THIS LOCATION hltaUKt /.al ^ IU»O»M via nuiuerd WITH THE PASSAGE OF TIME. THE DATA ^T,rry,i ^ ^. _. __. PRESENTFO If5 A RIMPI IPir.ATION np TWC Af~niAi LOG OF TEST BORING | 3ROJECT NAME PROJECT NUMBER BORING -OREST LIFT STATION CONVERSION S2140 B-1 SITE LOCATION START FINISH SHEET NO. CARLSBAD, CALIFORNIA 2/20/2003 2/20/2003 2 of 2 DRILLING COMPANY F & C Drilling DRILLING EQUIPMENT Mobile Drill B-61 SAMPLING METHOD Hammer: 140 IDS., Drop: 30 in.DEPTH (feet)- - -30 - -35 - -40 - -45 ELEVATION(feet)— -130 : -125 - -120 - -115 - -110 SAMPLE TYPE" B SAMPLE NO.6 8 PENETRATIONRESISTANCE(BLOWS / FT)50/1" 40 50/5"DRY DENSITY(pcf)125.3 MOISTURE(%)2.2 10.7 DRILLING METHOD LOGGED BY CHECKED BY Hollow Stem Auqer G. Gau C. Scheyhing BORING DIA. (in) 8" TOTAL DEPTH (ft) GROUND ELEV (ft) DEPJH1ELEV. GROUND WATER (ft) 31 159 S-n/a/na STATION 1+5020L a: 03 ICOHUJ01- GS % PASSING #20011 POCKET PEN(tsf)GRAPHICLOGIf DESCRIPTION AND CLASSIFICATION - no cobbles - becomes light grey Boring terminated at 31 ft. No groundwater encountered. Backfilled with bentonite chips then cold patched. GROUPi rpr)| |p npi TA rOMQI II TAMTQ IMP THIS SUMMARY APPLIES ONLY AT THE LOCATION^•M UKUUH UbLIAOUNbULTANlb, INC. OF THIS BORING AND AT THE TIME OF DRILLING. _J^I SUBSURFACE CONDITIONS MAY DIFFER AT OTHER r-i/^i it>r- our « 1 0989-A Via Frontera LOCATIONS AND MAY CHANGE AT THIS LOCATION rltjUKt Z D,B ^ IUOOO rv vie» riuilieid WITH THE PASSAGE OF TIME. THE DATA V-,^,^,: ^^. ^.^_ PRESENTED IS A RIMPI IFICATinN OF THP Ann I AI LOG OF TEST BORING ,PROJECT NAME PROJECT NUMBER BORING rOREST LIFT STATION CONVERSION S2140 B-2 SITE LOCATION CARLSBAD, CALIFORNIA DRILLING COMPANY F & C Drilling DRILLING EQUIPMENT Mobile Drill B-61 SAMPLING METHOD Hammer: 140 Ibs., Drop: 30 in.DEPTH (feet)5 10 15 20 ELEVATION(feet)-185 -180 -175 -170 -165 SAMPLE TYPEB X ><, x SAMPLE NO.1 2 3 4 5 LujoO2 LU — 'LU/V m Q- ^ 50/5" 50/3" 50/5" 40 50/5"DRY DENSITY(pcf)MOISTURE(%)6.5 6.7 5.6 4.4 START 2/20/2003 FINISH SHEET NO. 2/20/2003 1 of 3 DRILLING METHOD LOGGED BY CHECKED BY Hollow Stem Auger G. Gau C. Scheyhing BORING DIA. (in) 8" TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) 61.5 188 * n/a/na STATION 7+90 50 R LUK103HLLJoi-% PASSING #200POCKET PEN(tsf)0 O DESCRIPTION AND CLASSIFICATION Silty SAND (SM) light brown, moist Poorly grained SAND (SP) reddish brown, moist, very dense fine to medium grained - becomes brown interbedded with grey GROUPS rRni ip npi TA rnMQi ii TAMTQ IMP THIS SUMMARY APPLIES ONLY AT THE LOCATION^•••1 OKOUP DELTA CONSULTANTS, INC. OF THIS BORING AND AT THE TIME OF DRILLING ^JlT SUBSURFACE CONDITIONS MAY DIFFER AT OTHER r-i/^l ittt= Or a 1 0989-A Via Frontera LOCATIONS AND MAY CHANGE AT THIS LOCATION hlQjUKb oa,1 ^ IU»O»M vid rioiuerd WITH THE PASSAGE OF TIME. THE DATA r»CTTAi rx_._ rx- ~* -, PRESENTED IS A SIMPLIFICATION OF THF AfTTl IAI J ] ] ] ] D D D D D D D D D^U | n s§LJ g SU_n =i °.U 9 (NCO n iu§ n° LOG OF TEST BORING |'ROJECT NAME PROJECT NUMBER BORING rOREST LIFT STATION CONVERSION S2140 B-2 SITE LOCATION CARLSBAD, CALIFORNIA DRILLING COMPANY F & C Drillinq DRILLING EQUIPMENT Mobile Drill B-61 SAMPLING METHOD Hammer: 140 IDS., Drop: 30 in. 0>& I a.UJa 30 35 40 -45 -ELEVATION(feet)-160 -155 -150 - -145 -140 SAMPLE NO.6 { 7 \ 8 10 PENETRATIONRESISTANCE(BLOWS / FT)26 37 50/5" 30 41 50/4" 32 43 50 50/4" 40 50/6"DRY DENSITY(pcf)106.6 87.2 MOISTURE(%)2.4 3.0 2.2 3.0 1.8 START FINISH SHEET NO. 2/20/2003 2/20/2003 2 of 3 DRILLING METHOD LOGGED BY CHECKED BY Hollow Stem Auqer G. Gau C. Scheyhing BORING DIA. (in) 8" TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTH/ECEV. GROUND WATER (ft) 61.5 188 Xn/a/na STATION 7+90 50 R en in01 Hit/jh-UJOl- GS GS % PASSING #20013 7 POCKET PEN(tsf)o Iso tc DESCRIPTION AND CLASSIFICATION - becomes yellowish brown \ Silty SAND (SM) yellowish brown, moist, very dense fine-grained sand with trace fine to coarse gravel cobbles In sand matrix max 3-4", average 2-3" •..estimated 70% cobbles Poorly graded SAND with Silt (SP-SM) orange, moist, very dense fine to medium grained IGKOUJ? rpni IP npi TA rnMQi n TAMTQ IM<~ THIS SUMMARY APPLIES ONLY AT THE LOCATION^•M <JKUUr UtLIAOUINiULIANIO, IINO. OF THIS BORING AND AT THE TIME OF DRILLING. -Til; SUBSURFACE CONDITIONS MAY DIFFER AT OTHER r- 1 r- 1 I D l= o ur a 10989-A Via Frontera LOCATIONS AND MAY CHANGE AT THIS LOCATION rKjUKt oD:« ^ IUWOO /A vica riuilieid WITH THE PASSAGE OF TIME. THE DATA VWTTA! ^__r»: ^« ^^-«- PRESENTED IS A SIMPLIFICATION OF THE ACTI IAI LOG OF TEST BORING F'>ROJECT NAME PROJECT NUMBER BORING :OREST LIFT STATION CONVERSION S2140 B-2 SITE LOCATION START FINISH SHEET NO. CARLSBAD, CALIFORNIA 2/20/2003 2/20/2003 3 of 3 DRILLING COMPANY F & C Drillinq DRILLING EQUIPMENT Mobile Drill B-61 SAMPLING METHOD Hammer: 140 IDS., Drop: 30 in.DEPTH (feet)55 60 -65 : -70 ELEVATION(feet)-135 -130 ) -125 - -120 — -115 SAMPLE NO.\ 11 ^ 12 13 \ 14 PENETRATIONRESISTANCE(BLOWS / FT)20 28 38 48 32 32 50 DRY DENSITY(pcf)96.1 MOISTURE(%)5.2 4.1 10.8 10.5 DRILLING METHOD LOGGED BY CHECKED BY Hollow Stem Auger G. Gau C. Scheyhinq BORING DIA. (In) 8" TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) 61.5 188 I n/a/na STATION 7+90 50 R OtU) 01 I-xw 1— UJ01- GS % PASSING #20014 POCKET PEN(tsf)GRAPHICLOGDESCRIPTION AND CLASSIFICATION - becomes light grey interbedded with orange Silty SAND (SM) light grey, moist, very dense fine-grained sand Boring terminated at 61.5 ft. No groundwater encountered. Backfilled with bentonite chips. jGROUPi nRn, |p np| TA rnMQiii TAMTQ iMr THIS SUMMARY APPLIES ONLY AT THE LOCATION^•M oKUUr UtUIA UUNbULIAlM Ib, IINU. OF THIS BORING AND AT THE TIME OF DRILLING. .^^1 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER I-I/-M inir O«r it 1 0Q8Q-A Via Frontpra LOCATIONS AND MAY CHANGE AT THIS LOCATION NtsUKb oCI ^ IUOOO n Via nuilltJId WITH THE PASSAGE OF TIME. THE DATA y%rfn,A: ^ ,^- .~ . -- PRFRFNTFOIS ARIMPIIFir!ATir>Mr>cTur A^TIIAI LOG OF TEST BORING |'ROJECT NAME PROJECT NUMBER :OREST LIFT STATION CONVERSION S2140 SITE LOCATION CARLSBAD, CALIFORNIA DRILLING COMPANY F & C Drilling DRILLING EQUIPMENT Mobile Drill B-61 SAMPLING METHOD Hammer: 140 Ibs., Drop: 30 in. 0)& I CL 111a - 5 10 - - 15 - -20 . uZ 0oHff u ui £ LU -60 ) ^^— *j*j - -50 / — — -45 ~ _ ji- O; Z1 1 1 ^ % ^c^ 1 0 ^ 3 4 Oof t rf ~^"5 £ wHCOg Z IM _1 LUceS. 22 33 43 30 24 47 18 20 22 £ COZ c-UJ 0^ ^_ "ccQ 117.4 LUo:3^ o•% 8.3 8.2 4.5 DRILLING METHOD START FINISH 2/20/2003 2/20/200 LOGGED BY Hollow Stem Auger G. Gau BORING DIA. (in) 8" STATION 12+80 15 L Q? COLU|—XCO(-LUOH- GS AL CO GS ooeg o2 COCO Q. 29 24 zLU 0- Kc-UJW OoQ. 0 ^1LL.o X>x>11 1 ^/''-/. .. •'/; yy- y^ '.S. :'/' '•'s/ y oc / // // / / V.' l/< y •>_ ', /- y. y . ' i TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTH 16.5 66 I n/ / /s /. /: / / / / / y / / / / > / / '< : ^ ': BORING B-3 SHEET NO. 3 1 of 1 CHECKED BY C. Scheyhing IELEV. GROUND WATER (ft) a/na DESCRIPTION AND CLASSIFICATION Clayey SAND (SC) light brown to light grey, moist, very dense fine to medium grained sand Silty to Clayey SAND (SC-SM) orange brown, moist, very dense, roots fine to medium grained LL=23, Pl=7 - becomes dark grey - becomes dense Boring terminated at 16.5 ft. No groundwater encountered. Backfilled with bentonfte chips. iGRoQp; rRn, ip npi TA POMQI n TAMTQ IMP THIS SUMMARY APPLIES ONLY AT THE LOCATION^•••1 C^KOUP DELTA UONbULTANTS, INC. OF THIS BORING AND AT THE TIME OF DRILLING. ^T^ SUBSURFACE CONDITIONS MAY DIFFER AT OTHER i a 1 0989-A Via Frontpra LOCATIONS AND MAY CHANGE AT THIS LOCATIONj ^ IU»O»M vie* riumerd WITH THE PASSAGE OF TIME. THE DATA TOtTA 0 r^; ,^A nn*n-, PRESENTED IS A SIMPLIFICATION OF THE ACTUAL FIGURE 4 DCIDEK & ASSOCIATES, INC. Forest Lift Station GDC Project No. S2140 APPENDIX B LABORATORY TESTING B. 1 Introduction California drive-samples and bulk/bag samples were collected during our field investigation. All samples were sealed in the field to prevent moisture loss, and transported to the laboratory for examination and testing. Tests were performed on selected samples as an aid in classifying the soils and to evaluate their physical properties and engineering characteristics. Details of the laboratory testing program and test results are discussed in the following sections. The laboratory testing was performed using appropriate American Society for Testing and Materials (ASTM) and Caltrans Test Methods (CTM). Brief descriptions of the laboratory testing program and test results are presented below. B.2 Soil Classification The subsurface materials were classified using the Unified Soil Classification System (USCS) in accordance with ASTM Test Methods D2487-85 and D2488-84. The soil classifications are presented on the boring logs in Appendix A. B.3 Moisture Content and Dry Density Moisture content and dry density were determined for selected samples. The drive samples were trimmed to obtain volume and wet weight then were dried in accordance with ASTM D2216-71. After drying, the weight of each sample was measured, and moisture content and dry density were calculated. Moisture content and dry density values are presented on the boring logs in Appendix A. B.4 Grain Size Distribution and Fines Content Representative samples were dried, weighed, soaked in water until individual soil particles were separated, and then washed on the #200 sieve. The portion of the material retained on the #200 sieve was oven-dried and then run through a standard DUDEK& ASSOCIATES, INC. Forest Lift Station GDC Project No. S2140 Page B-2 set of sieves in accordance with ASTM D422-94. The results of grain size distribution tests performed are graphically shown in Figures B-l through B-2. The relative proportion (or percentage) by weight of gravel, sand and fines (silt and clay) are summarized in Table B-l. Fines content or percent passing #200 sieve were performed on selected samples. B.5 Corrosivity Tests Selected samples were tested for corrosion potential and included soluble sulfate content (CTM 417), soluble chloride content (CTM 422), minimum electrical resistivity (CTM 643) and pH. The test results are presented in Table B-l. B.6 Atterberg Limits Liquid limit, plastic limit, and plasticity index were determined for selected soil samples in accordance with ASTM D 4318-95a. The soil sample was air-dried and passed through a No. 40 sieve and moisturized. The liquid and plastic limit tests were performed on the fraction passing the No. 40 sieve. Results of the Atterberg limits tests are shown graphically on Figure B-3, and are also summarized numerically in Table B-1. B.7 Direct Shear Test To determine the shear strength parameters of the on-site soils, direct shear tests were performed on selected ring samples in accordance with ASTM D 3080-90. After the initial weight and volume measurements were made, the sample was placed in the shear machine, and a selected normal load was applied. The sample was submerged, allowed to consolidate, and then was sheared to failure. Shear stress and sample deformations were monitored throughout the test. The process was repeated under two additional normal loads. The plots of shear stress versus normal stress are shown on Figures B-4 through B-6. Our interpreted friction angles and cohesion intercepts are listed in Table B-l. DUDEK & ASSOCIATES, INC. Forest Lift Station GDC Project No. S2140 B.8 List of Attached Tables and Figures The following tables and figures are attached and complete this appendix: Page B-2 Table B-l Figures B-l to B-2 Figure B-3 Figures B-4 to B-6 Laboratory Data Summary Sheet Grain Size Distribution Test Results Atterberg Limit Test Results Direct Shear Test Results C3D CTD CZU CTJ TABLE B-1: LABORATORY DATA SUMMARY SHEET Project Name: Project Number: Forest Lift Station Conversion Client: Date: Dudek & Associates, Inc Boring No. B-1 B-2 B-3 Sample No. R-2 S-3 R-4 B-7 S-5 R-6 R-8 B-1 S-2 n-3 S-4 S-5 S-« R-7 S-8 R-9 S-10 S-11 B-12 R-13 S-14 S-1 R-2 B-3 S-4 Sample Depth mi 5 10 15 16-20 20 25 30 0-5 5 10 15 20 25 30 35 40 45 50 53-55 55 60 5 10 11.5-15 15 Geologic Unit Moisture Content (%) 8.3 6.7 3.7 2,7 2.2 10.7 6.5 6.7 5.6 4.4 2.4 3.0 2.2 3.0 1.8 5.2 4.1 10.8 10.5 8.3 8.2 4.5 Dry Den.lty (oof) 122.9 113.2 106.6 87.2 86.1 117.4 Atterberg Limits LL 23 PL 16 PI 7 Grain Size Distribution (%) Gravel 2 0 5 0 0 0 0 Sand 87 89 82 93 86 70 75 Fines 11 11 13 7 14 29 24 uses Group Symbol SP-SM SP-SM SM SP-SM SM SC SC-SM SC-SM Corrosion pH 8.5 6.9 6.9 Sulfale (ppm) 10 30 10 Chloride (ppm) 60 240 240 Resistivity (ohm-cm) 8016 1603 1002 Compaction Max Dry Density (pcf) Optimum Moisture Contant (%) Direct Shear Cohesion Intercept (psf) Friction Angle (deg) S2140 lab results.xls Page 1 of 1 10 9 g £ H ^ 7LU ' CO o: eLU C zu. £ « Oo:LUQ. < 1 SY s\ IGJROUFJ [DELTA! 0 0 0 0 0 0 0 0 0 0 0 'h fN COBBLES GRAVEL coarse fine SAND coarse medium fine SILT OR CLAY U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS HYDROMETER 6 4 3 21,5 *4_3/8 1 6 30 16 20 3° 40 «° 100 20° I 100 1BOL BORI • B-1 B B-1 A B-2 * B-2 ^BOL BORING • B-1 n B-1 A B-2 * B-2 r>r ITt—j_U ~--1»-_r-* -A-^ \ ^k \;ii\\ \\\ ; ^ \ \\ I . \ \ • \\ I i \\\n\i'^ i i iiA ! » i » 10 1 0.1 0.01 0.001 GRAIN SIZE IN INCHES N[G DEPTH (ft) USCS CLASSIFICATION 20.0 (SP-SM) Poorly graded SAND with Silt 30.0 (SP-SM) Poorly graded SAND with Silt ! 35.0 (SM) Silty SAND ! 45.0 (SP-SM) Poorly graded SAND with Silt DEPTH (ft) D1QO D60 D30 D10 LL PL PI Cc Cu 20.0 19 0.333 0.178 1.36 4.71 30.0 4.75 0.36 0.174 1.17 5.02 35.0 76.2 0.186 0.105 45.0 9.5 0.409 0.208 0.096 1.09 4.25 GRAIN SIZE DISTRIBUTION F L Group Delta Consultants, Inc. r 'roject: FOREST LIFT STATION CONVERSION .ocation: CARLSBAD, CALIFORNIA dumber: S2140 FIGURE B-1 10 s I £ 1- DJ 7 Ul ^z U- I «OccLUCL t 1 sv 0 0 0 ro JO 50 10 JO !0 0 0 'IV COBBLES GRAVEL coarse fine SAND coarse medium fine U.S. SIEVE OPENING IN INCHES 1 U.S. SIEVE NUMBERS 6 4 3 2 1.5 3/4_3tf i 6 flO I6 20 1° 40 «> 100 BOL OD A SYMBOL JGROUF DELTA IX A I I -fc=4 T \ I s \ \ k \ \i \ \ \ : % \ \! \ !. c '1 k\ SILT OR CLAY HYDROMETER 200 1 \\\ \ \ ^ \ i\ I\ I i i ; ? 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN INCHES BORING DEPTH (ft) USCS CLASSIFICATION B-2 60.0 (SM) Silty SAND B-3 5.0 (SC) Clayey SAND B-3 15.0 (SC-SM) Clayey to Silty SAND BORING DEPTH (ft) D100 D60 D30 D10 LL PL PI Cc Cu B-2 60.0 9.5 0.146 0.094 B-3 5.0 12.7 0.426 0.079 B-3 15.0 12.7 0.366 0.119 GRAIN SIZE DISTRIBUTION Group Delta Consultants, Inc. Project: FOREST LIFT STATION CONVERSION Location: CARLSBAD, CALIFORNIA Number: S2140 FIGURE B-2 60 50 X g 40 Z >- t 30O to 5 20 Q. 10 0 SYME • [GROUP:i^H|lr' Jf: - 1 iDELTAi CL-ML ML • / @ / / (MLO / •OL| S (MH © / or OH] // s / IS- V / ^ 0 20 40 60 80 100 LIQUID LIMIT 5QL BORING DEPTH (ft) LL PL Pi U w% USCS CLASSIFICATION B-3 10.0 23 16 7 -1.14 8 (SC-SM) Clayey to Silty SANl ATTERBERG LIMITS Group Delta Consultants, Inc. Project: FOREST LIFT STATION CONVERSION Location: CARLSBAD, CALIFORNIA Number: S2140 FICUJRF B-3 4000 3000 V)m oc 2000 CO oc<UJ CO 1000 DESCRIPTION Brown Sand CHECKED BY: DC PROJECT NO.: 1000 2000 NORMAL STRESS (PSF) 3000 4000 SYMBOL SAMPLE LOCATION B1 DEPTH (FT) 15' SHEAR STRENGTH PEAK COHESION (PSF) 352 FRICTION ANGLE 35 FN:LAB DATE: 3/18/03 DIRECT SHEAR TEST RESULTS Group Delta S2140 - Forest Lift Station FIGURE B-4 4000 3000 £TCOQ."*•*• CO COLUcc CO UJ X CO 2000 1000 1000 2000 3000 NORMAL STRESS (PSF) 4000 DESCRIPTION light grey Silty Sand SYMBOL SAMPLE SHEAR LOCATION ut^mlrl> STRENGTH B2 55.0 PEAK CHECKED BY: DC PROJECT NO.: FN:LAB DATE: 3/1 8/03 COHESION (PSF) 373 FRICTION ANGLE 34 DIRECT SHEAR TEST RESULTS Group Delta S2140 - Forest Lift Station FIGURE B-5 4000 3000 [TV)(X, V)V)UJ oc 2000 V) cc 1000 1000 2000 3000 NORMAL STRESS (PSF) 4000 DESCRIPTION Brown Clayey Sand SYMBOL SAMPLE LOCATION B3 DEPTH (FT) 10.0 SHEAR STRENGTH PEAK COHESION (PSF) 519 FRICTION ANGLE 30 CHECKED BY: DC PROJECT NO.: FN:LAB DATE: 3/14/03 DIRECT SHEAR TEST RESULTS Group Delta S2-140 - Forest Lift Station FIGURE B-6