GEOTECHNICAL INVESTIGATION

Transcription

1 GEOTECHNICAL INVESTIGATION INTERSTATE 15 NORTH PHASE 2 CRAIG ROAD TO SPEEDWAY BOULEVARD NORTH LAS VEGAS, CLARK COUNTY, NEVADA May 12

2 STATE OF NEVADA DEPARTMENT OF TRANSPORTATION MATERIALS DIVISION GEOTECHNICAL SECTION GEOTECHNICAL INVESTIGATION INTERSTATE 15 NORTH PHASE 2 CRAIG ROAD TO SPEEDWAY BOULEVARD NORTH LAS VEGAS, CLARK COUNTY, NEVADA MAY 12 EA #73563 Prepared by Margaret L. Pryor, P.E. Geotechnical Engineer Reviewed by Michael Griswold, P.E. Chief Geotechnical Engineer Approved by Reid G. Kaiser, P.E. Chief Materials Engineer

3 TABLE OF CONTENTS 1.0 INTRODUCTION PROJECT DESCRIPTION SCOPE OF WORK RESEARCH Craig Road Interchange (I-956) Existing Structure Subsurface Conditions NVL Industrial Spur Grade Separation (G-958) Existing Structure Subsurface Conditions UPRR Nellis Spur Overpass at Range Road (G-961) Existing Structure Subsurface Conditions Speedway Boulevard Interchange (I-965) Existing Structure Subsurface Conditions FIELD EXPLORATION Drilling Geophysical Surveys Boring and Geophysical Survey Locations LABORATORY TESTING GEOLOGY GEOLOGIC HAZARDS Scour and Liquefaction Potential Special Geotechnical Soil Conditions Faulting and Fissures SOIL AND GROUNDWATER CONDITIONS Roadway Subgrade Soils Subsurface Conditions at G Subsurface Conditions at G i

4 INTERSTATE I-15 NORTH PHASE II, EA # RECOMMENDATIONS Earthwork Seismic Design Parameters Foundations G-958 Drilled Shafts Construction Considerations Axial Loads Lateral Loads Settlement Lengths of Drilled Shafts G-961 Drilled Shafts Construction Considerations Axial Loads Lateral Loads Settlement Lengths of Drilled Shafts GEOTECHNICAL REPORT LIMITATIONS REFERENCES APPENDICES: APPENDIX A APPENDIX B APPENDIX C APPENDIX D APPENDIX E APPENDIX F Boring Location Maps Geophysical Survey Location Maps Key to Boring Logs Boring Logs Summary of Laboratory Test Data Summary of Roadway Subgrade Test Results Chemical Analysis Report Particle Size Distribution Reports Unconfined Compressive Strength Reports Consolidation Test Reports Direct Shear Test Report Geophysical Survey Results ii

5 INTERSTATE I-15 NORTH PHASE II, EA #73563 FIGURES: Figure 1 Project Map Figure 2 Craig Road (I-956) Figure 3 NVL Industrial Spur (G-958) Figure 4 UPRR Nellis Range Road (G-961) Figure 5 Range Road Figure 6 Geologic Map of Clark County Figure 7 Quaternary Fault Map of Nevada Figure 8 G-958 Preliminary Abutment Foundation Layout (Northbound) Figure 9 G-958 Preliminary Abutment Foundation Layout (Southbound) Figure G-958 Preliminary Pier Foundation Layout Figure 11 G-958 Axial Abutments Figure 12 G-958 Axial Piers Figure 13 G-961 Preliminary Pier Foundation Layout Figure 14 G-961 Axial Abutments Figure 15 G-961 Axial Piers Figure 16 Lateral Load Analysis, G-961, 7 Diameter Shafts TABLES: Table 1 ReMi Survey Results Table 2 G-958 Axial Loads Table 3 G-958 Soil Strength Parameters for Lateral Deformation Analysis Table 4 G-961 Axial Loads Table 5 G-961 Soil Strength Parameters for Lateral Deformation Analysis iii

6 INTERSTATE I-15 NORTH PHASE II, EA # INTRODUCTION This report presents the Geotechnical Investigation for the Interstate 15 (I-15) North Phase II project located in North Las Vegas, Clark County, Nevada. The project corridor extends from Craig Road to Speedway Boulevard and consists of adding travel lanes and the seismic retrofit and widening of several bridges. Figure 1 presents the extent of the project alignment and the structures included in this project. PROJECT ALIGNMENT I-956 G-958 G-961 CRAIG ROAD I-965 FIGURE 1 PROJECT MAP N NTS 2.0 PROJECT DESCRIPTION The project scope has not been finalized but currently comprises adding two lanes and widening shoulders along the northbound and southbound lanes of I-15 between Craig Road and Speedway Boulevard. Bridges will be widened to accommodate the additional lanes at the NVL Industrial railroad spur grade separation (G-958) and the UPRR Nellis railroad spur/range Road overpass (G-961). The G-958 structure is to be widened to the inside along the northbound lane and to the inside and outside of the southbound lane. G-961 will be widened to the inside only along both the northbound and southbound lanes. In addition to the bridge widenings, seismic retrofits are planned for the G-958 and G-961 structures. Seismic retrofits are also planned for the Craig Road Interchange (I-956) and Speedway Boulevard Interchange (I-965) structures. No retaining walls or additional structures are planned for this project. 3.0 SCOPE OF WORK This report provides geotechnical recommendations pertaining to design and construction of the project based on the results of the geotechnical investigation conducted by the Geotechnical Section of the Nevada Department of Transportation 1

7 INTERSTATE I-15 NORTH PHASE II, EA #73563 (NDOT). The investigation program included the following: Research and review of published maps, as-built construction plans, and geotechnical data located in NDOT archives; Field exploration, subsurface soil sampling and geophysical surveys to determine general soil and groundwater conditions; Review of preliminary alignments, structure design plans, and structural loads provided by NDOT s Roadway Design section and the project structural engineering consultant, CH2MHill; Laboratory testing; and Engineering analysis. 4.0 RESEARCH This section presents the results of our research and review of NDOT as-built construction plans and geotechnical data for the four bridges included in this project. The following contract as-built plans were reviewed: 11, 1878, 1338, 83, and Craig Road Interchange (I-956) Existing Structure Original construction of the interchange included the placement of about 25 feet of embankment fill at the abutments. Abutments are founded on 3-foot diameter concrete-filled driven pipe piles approximately 37 feet long. Pier foundations consist of shallow spread footings. The structure has been widened since its original construction by about 60 feet to accommodate additional travel lanes on Craig Road. The structure location is presented in Figure 2. I-15 CRAIG ROAD N NTS FIGURE 2 CRAIG ROAD (I-956) Subsurface Conditions Three borings were drilled as part of the original foundation investigation from an approximate surface elevation of 1,917 feet (MSL) to depths ranging from 40 to 60 feet below the original ground surface. The subsurface profile, as described in the original 2

8 INTERSTATE I-15 NORTH PHASE II, EA #73563 boring logs, consists of stiff to very hard silty clay with some interbeds of lenticular granular layers and cementation. Groundwater was not encountered during the exploration. 4.2 NVL Industrial Spur Grade Separation (G-958) Existing Structure As-built plans indicate the railroad spur was constructed within an approximate 15-foot deep cut and the structure required embankment fills up to 8 feet thick to accommodate the required clearance. Tenfoot high crash walls were constructed in between the bridge piers on each side of the track. Bridge abutment and pier foundations consist of concrete-filled driven pipe piles with lengths ranging from to 25 feet Subsurface Conditions FIGURE 3 NVL INDUSTRIAL SPUR (G-958) Borings drilled as part of the original foundation investigation indicate that site soils generally consist of very stiff to hard silty clay with variable lime content. Borings were drilled to depths ranging from 40 to feet. According to the boring logs, ground water was not encountered. INDUSTRIAL SPUR I UPRR Nellis Spur Overpass at Range Road (G-961) Existing Structure This structure spans the UPRR Nellis Railroad Spur and Range Road. The railroad spur is located along the toe of the southern embankment slope. Range Road is a two-lane asphalt-paved roadway situated northeast of the railroad spur. The area is shown in Figure 4 on the following page Original construction as-built plans indicate that bridge abutments are founded on concrete-filled driven pipe piles with piers founded on conventional shallow spread footings. As-built lengths of the piles were not indicated on the available plans. 3

9 INTERSTATE I-15 NORTH PHASE II, EA #73563 The bridge has been widened since the original construction; however, NDOT currently does not have as-built plans of the widening. Based on information provided by CH2MHill, foundations for the widening consist of drilled shafts for the abutments and piers with diameters of 2 feet and 7 feet, respectively. I-15 on- and off-ramps have been constructed for the Clark County 215 roadway at this overpass spanning both the railroad spur and Range Road (refer to Figure 4). FROM CC215 INDUSTRIAL SPUR I-15 TO CC215 FIGURE 4 - UPRR NELLIS RANGE ROAD (G-961) Subsurface Conditions Boring log data from the original foundation investigation indicates that site soils consist of very stiff to hard clayey silt. Borings were drilled to depths ranging from 25 to feet below the surface. Groundwater was not encountered during the original investigation. Several utilities traverse the project area that may affect construction logistics. Figure 5 shows existing utilities along the north side of Range Road. In addition, a Kinder-Morgan jet fuel line extends along the south embankment fill approximately to 25 feet south of the railroad spur. FIGURE 5 UTILITIES ALONG RANGE RD (View looking northwest) 4.4 Speedway Boulevard Interchange (I-965) Existing Structure Speedway Boulevard Interchange was originally constructed as a grade separation on I- 15 extending over the Lake Mead Naval Base railroad spur requiring embankment fills up to approximately 32 feet thick. The original structure abutments were founded on driven 4

10 INTERSTATE I-15 NORTH PHASE II, EA #73563 pipe piles with piers founded on conventional shallow spread footings. On- and off-ramps have been added at the interchange. Although the structure has been altered by a separate public entity from a grade separation to an interchange since its original construction, NDOT does not have as-builts for this alteration or any subsequent construction at this interchange Subsurface Conditions A consultant performed a geotechnical investigation at the interchange and drilled over 30 borings to depths ranging from 9 to 15 feet 4. Based on the boring logs and laboratory test data from this investigation, the subsurface profile within the upper 15 feet consists of silty sand and gravels overlying silty to sandy clays, cemented sands and gravels and caliche. Test data indicates these soils have a low salt heave potential. The boring logs indicate that no groundwater was encountered during exploration. 5.0 FIELD EXPLORATION Subsurface field exploration included drilling several borings and conducting geophysical surveys at the G-958 and G-961 structures. Geophysical surveys were also conducted at the Craig Road and Speedway Boulevard interchanges. Line sampling was conducted along the roadway alignment by drilling a series of shallow borings (up to feet deep) along the project alignment. Bulk samples of the drill cuttings were collected at various depths. It should be noted that an engineer was not present during line sampling to log the subsurface profile. Twenty line samples were collected from Station to Line sample data is discussed in Section 9.1 of this report. 5.1 Drilling Three borings were drilled at G-961 (961-1, 961-2, and 961-3) to depths ranging from 63½ to of 92 feet. Five borings were drilled at G-958 (958-1 through 958-5) to depths ranging from 71½ feet to 6½ feet. Refer to the Boring Location Maps presented in Appendix A. Drilling was performed with a Diedrich D1 auger type drill rig (Unit #82) equipped with an automatic hammer utilizing hollow stem auger (HSA) methods. Soil and groundwater conditions were logged by NDOT geotechnical engineering staff. Soils were classified according to the Unified Soil Classification System 5

11 INTERSTATE I-15 NORTH PHASE II, EA #73563 (USCS). The boring logs and a brief key to the USCS are included in Appendix B. Soil samples were obtained using Standard Penetration and California Modified Samplers driven 18 inches (unless otherwise noted) into the bottom of the boring using a 30-inch drop of a 140 pound hammer (ASTM D1586 and ASTM D 33). Due to limitations based on the diameters of the sampling tools, the boring logs may not adequately represent the actual quantity or presence of gravels, cobbles or boulders. Bulk samples of the drill cuttings were obtained within the embankment fill from the surface to a depth of five feet within borings 958-1, -2, -3 and -4. The number of blows to drive the sampler the final 12 inches of an 18-inch penetration into undisturbed soil indicates the sampler drive resistance, N-value (presented as Blow Count on the boring logs). Blow counts presented on the boring logs have not been corrected for sampler type, rod length, hammer type, etc. The Energy Transfer Ratio (ETR) of the automatic hammer used for sampling is presented on the Key to Exploration Logs in Appendix B (based on Drill Unit utilized for exploration). The borings were backfilled with drill cuttings upon completion and samples were sent to the NDOT Headquarters Laboratory facility for testing. 5.2 Geophysical Surveys Geophysical surveys were conducted by conducting Refraction Microtremor (ReMi) surveys. Geophysical survey locations are presented in Appendex A. A ReMi survey was conducted at Craig Road east of the northern abutment. No seismic refraction survey was conducted at Craig Road. ReMi and seismic refraction surveys were performed at G- 958 and G-961 within the I-15 median northeast and southwest of the structures. A ReMi survey was conducted at G-961 parallel to the north side of Range Road. ReMi and seismic refraction surveys were conducted at Speedway Boulevard northeast of the north abutment and southwest of the south abutment. Geophysical survey data was obtained used a 2-foot long cable with 12 geophones spaced feet apart. ReMi utilizes broad ambient noise as an energy source. A sledgehammer and metal striking plate were used to generate an energy source for collection of seismic refraction data (ASTM D 5777). Due to site limitations, a transverse layout of the cable was not possible for the seismic refraction surveys. Graphical results of the geophysical surveys are presented in Appendix F. 6

12 INTERSTATE I-15 NORTH PHASE II, EA # Boring and Geophysical Survey Locations Boring and geophysical survey locations were obtained using resource grade Global Positioning System (GPS) equipment and should be considered accurate only to the degree implied by this method. Locations of the borings and geophysical survey lines are shown on the attached maps in Appendix A. Boring elevations are approximate based on survey data obtained by NDOT. 6.0 LABORATORY TESTING A summary of the laboratory test results for G-958 and G-961 are presented in Appendix C. A summary of Line sample/r-value test results for subgrade soils along the project alignment are presented in Appendix D. Laboratory graphical reports are included in Appendix E. Laboratory tests included: R-Value (Nevada T 115); Natural Moisture Contents (Nev. T-4); Particle Size Gradations (Nev. T-6); Atterberg Limits (Nev. T-2, T-211 and T-212); Electrochemical analyses (AASHTO T-288, T-289, T-290 and T-291); Direct Shear (AASHTO T236); and Consolidation (AASHTO T216). 7.0 GEOLOGY The project corridor is located in the northern portion of Las Vegas Valley, a structural basin formed by block faulting characteristic of the Basin and Range province. Based on a review published geologic maps 3,5 covering the project area (refer to Figure 6), the project corridor overlies Quaternary alluvium consisting of Holocene-aged active alluvium, older Pleistocene alluvium of the Red Rock fan and Las Vegas Wash, and consolidated Pliocene fluvial sediment. FIGURE 6 GEOLOGIC MAP OF CLARK COUNTY 3 7

13 INTERSTATE I-15 NORTH PHASE II, EA # GEOLOGIC HAZARDS An assessment of potential geologic hazards along the alignment was conducted and included reviews of published and unpublished maps and literature as well as visual observations conducted in the field. Seismic activity information provided in this report is based on data obtained from the United States Geological Survey (USGS). 8.1 Scour and Liquefaction Potential The structures included in this project do not cross streams or channels and grades are generally level; therefore, scour potential is low. Liquefaction potential is negligible due to soil densities/consistencies and classifications. 8.2 Special Geotechnical Soil Conditions The Clark County Expansive Soil Guidelines Map 1 indicates that a majority of the project alignment lies in an area of highly expansive soils with expansion potential ranging from 8 to 12 percent. Soils with expansion potential greater than 12% were mapped directly northeast of the G-958 structure to Lamb Boulevard. The Clark County Soil Guidelines Map 2 indicates that problematic soils may be present from Craig Road to Lamb Boulevard. These soils have the potential for solubility, clay swell, corrosion, expansion or hydro-collapse and may also contain gypsum salt. Soils from Lamb Boulevard to Speedway Boulevard are mapped in a standard geotechnical consideration area consisting of mixed alluvial sand and gravel. 8.3 Faulting and Fissures No mapped faults cross the project corridor. Figure 7, presented on the following page, indicates mapped faults in the project vicinity based on USGS data. The criteria for the evaluation of Quaternary faults have been formulated by a professional committee for the Nevada Earthquake Safety Council. These guidelines define Holocene Active Faults as those with evidence of displacement within the past,000 years (Holocene time). Faults with evidence of displacement during from,000 to 1,600,000 years before present are classified as either Late Quaternary Active (displacement within the last 130,000 years) or Quaternary Active (displacement within the last 1,600,000 years). The latter fault designations are considered to have a decreased potential for activity than the Holocene Active Fault. 8

14 INTERSTATE I-15 NORTH PHASE II, EA #73563 The interchange at I-15 and Craig Road is located approximately 1¾ miles north-northeast of the Las Vegas Valley Fault system. A seismic activity level has not been assigned to this fault system. The nearest Late Quaternary Active Faults are the Eglington and Frenchman Fault. The Eglington Fault is located about 2½ miles west-northwest of the Craig Road/I-15 interchange. The Frenchman Fault is situated along the base of the Sunrise and Frenchman mountains about 5½ miles east of the Craig Road/I-15 interchange. EGLINGTON FAULT BLACK HILLS FAULT APPROX. PROJECT ALIGNMENT LAS VEGAS VALLEY FAULTS (SHOWN IN GRAY) CALIFORNIA WASH FAULT FRENCHMAN FAULT MEAD SLOPE FAULT FIGURE 7 QUATERNARY FAULT MAP OF NEVADA 7 N NTS The nearest Holocene Active Faults are over miles from the project area and include the California Wash Fault, Black Hills Fault, and Mead Slope Fault. The California Wash Fault is located northeast of the project along the western base of the Muddy Mountains. The Black Hills Fault is situated south of Henderson, Nevada and the Mead Slope Fault is located to the south-southeast near the southern tip of the Lake Mead. No fissures were mapped crossing the project alignment and no fissures were observed along the alignment during our field investigation. However, the ground surface in the project area has been disturbed by grading and other commercial/industrial developments that may have obscured fissures. 9.0 SOIL AND GROUNDWATER CONDITIONS Soil and groundwater information was obtained from field exploration and laboratory test data. Due to site constraints, borings were not drilled at the proposed foundation locations. Therefore, subsurface conditions encountered during foundation construction may vary from the information presented on the boring logs. Fluctuations in soil 9

15 INTERSTATE I-15 NORTH PHASE II, EA #73563 moisture and/or groundwater conditions as noted in this report may occur due to variations in precipitation and other factors. 9.1 Roadway Subgrade Soils Roadway subgrade soils are generally granular consisting of clayey to silty gravel with R- Values ranging from 24 to 83. R-values of less than 45 were encountered from Station LE to LE consisting of clayey sand with gravel to sandy lean clay with gravel. A summary of the line sample test results is presented in Appendix D. Groundwater was not encountered during the exploration. 9.2 Subsurface Conditions at G-958 Subsurface soils at the abutments consist of up to 14 feet of embankment fill overlying fine-grained native soils. Embankment fill consists of medium dense clayey to silty gravel with varying amounts of sand and cobbles. Native soils generally classify as very stiff to hard, fat to lean clay with varying amounts of sand. An approximate 5-foot thick layer of clayey sand was encountered within Borings and at depths of 60 feet and 39 feet respectively. A layer of caliche approximately 1½ feet thick was encountered within Boring at an approximate depth of 17½ feet. Groundwater was measured at an approximate depth of 40 feet below railroad grade. 9.3 Subsurface Conditions at G-961 Borings and were drilled within the median of I-15 and Boring was drilled near the railroad spur between the spur and the southern embankment slope. Approximately 15 feet of embankment fill was encountered at the abutments within Borings and The embankment fill generally consists of loose to medium dense clayey sand to medium stiff, sandy lean to fat clay with varying amounts of gravel. In general, the upper 60 to 70 feet of the native soil profile consists of very stiff to hard lean clay with layers of dense to very dense granular soils. Granular soil layers consist of clayey gravel to clayey sand from 24 to 34 feet within Boring and within Boring from 19 to 34 feet, 49 to 54 feet, and 64 to 69 feet. Caliche was encountered from about 70 to 84 feet within Borings and overlying fat clays. Boring was terminated on caliche at a depth of approximately 63 feet below railroad grade. Groundwater was not encountered during the field exploration.

16 INTERSTATE I-15 NORTH PHASE II, EA # RECOMMENDATIONS.1 Earthwork All excavation and site preparation shall be performed in accordance with NDOT 01 Standard Specifications for Road and Bridge Construction (Silver Book). The contractor shall be responsible for all necessary shoring. All shoring must be in compliance with the Code of Federal Regulations 29 CFR part For temporary excavations less than feet deep, the native soils and embankment fills should be considered OSHA Type B and Type C, respectively..2 Seismic Design Parameters An Optim Software and Data Solutions representative performed interpretations of the ReMi data collected using the most current SeisOpt ReMi software. Average shear wave velocities over a depth of 0 feet (V s 0 ) are presented on 1-dimensional profiles in Appendix F. This value may be used to determine the Site Class as defined in AASHTO Bridge Design Specifications, Fifth Edition. The V s 0 values were averaged for sites with multiple ReMi surveys. Site Class and averaged Vs0 values are presented in Table 1 below. TABLE 1 REMI SURVEY RESULTS STRUCTURE V S 0 SITE CLASS I-956 1,188 ft/s Site Class D G-958 1,037 ft/s Site Class D G-961 1,353 ft/s Site Class C I-965 1,619 ft/s Site Class C Based on the NDOT Bridge Manual for Clark County, the Peak Ground Acceleration is 0.15g with a Short-Period Acceleration Coefficient (S s ) of 0.40 and a Long-Period Spectral Acceleration Coefficient (S d ) of

17 INTERSTATE I-15 NORTH PHASE II, EA # Foundations In general, the foundations of any bridge widenings should match the existing structure foundations; however, due to utility conflicts and limited site access for this project, foundations for this project will consist of drilled shafts at each structure. Specific design parameters and recommendations for the G-958 and G-961 structures are presented in Sections.3.1 and.3.2, respectively. Engineering analysis for drilled shaft design was performed in accordance with American Association of State Highway and Transportation Officials (AASHTO) 02 Bridge Design Specifications as required by the NDOT Structures Division. All drilled shaft construction shall conform to the Silver Book. Any design considerations shall conform to AASHTO 02 Bridge Design Specifications. Shafts shall be properly embedded into the cap to develop the required structural resistance. Unfactored service loads were utilized to determine the axial capacity, lateral loads and settlement of the shafts under the applied loads. Uplift resistance of drilled shafts will be limited to the weight of the shaft plus the friction and adhesion of the undisturbed soils acting along the sides of the pile. Upward capacities of two-thirds of the downward capacities from the attached figures are appropriate for design. The lateral capacity of an individual shaft is diminished when it is part of a pile group and as such, the capacity should be reduced in accordance with the recommendations presented in the 02 AASHTO Bridge Design Specifications. NDOT Geotechnical engineering staff should be present during drilled shaft excavation to verify that site conditions encountered during construction are similar to the conditions assumed during design. If site conditions vary significantly, changes in design may be necessary. It is the responsibility of the contractor to ensure that excavations are straight and that loose, sloughed, or soft soils are removed from the bottom of the shaft prior to placement of the concrete. 12

18 INTERSTATE I-15 NORTH PHASE II, EA # G-958 Drilled Shafts The figures below (Figures 8 through ) present the proposed preliminary foundation layouts as prepared by CH2MHill for the NVL Industrial Spur Grade Separation (existing structural elements are shown in green). The preliminary plans indicate that the abutments will be supported on 3-foot diameter shafts and piers will be founded on 5- foot diameter single shafts. FIGURE 8 G-958 PRELIMINARY ABUTMENT FOUNDATION LAYOUT (Northbound) FIGURE 9 G-958 PRELIMINARY ABUTMENT FOUNDATION LAYOUT (Southbound) 13

19 INTERSTATE I-15 NORTH PHASE II, EA #73563 FIGURE G-958 BRIDGE PIER FOUNDATION LAYOUT Construction Considerations Groundwater is located at about 40 feet below the railroad grade and may affect construction depending upon final design shaft lengths and fluctuations in the depth to groundwater. Caving and sloughing is anticipated to be minor. Zones of cemented soils may be encountered during construction requiring special techniques/equipment Axial Loads Preliminary axial loads provided by the structural engineer are presented in Table 2 on the following page. Axial capacity calculations were performed for 4-foot, 5-foot and 6- foot diameter pier shafts to a depth of 90 feet. End bearing capacity was not included in the total axial capacity for the abutment or pier drilled shafts. The results of the axial capacity analyses for the abutment and pier foundations are presented in Figures 11 and 12 on the following pages. 14

20 DEPTH (FT) INTERSTATE I-15 NORTH PHASE II, EA #73563 TABLE 2 G-958 AXIAL LOADS Unfactored Service Loads (kips) Abutment Shafts Inside Widen SB 138 Abutment Shafts Inside Widen NB 148 Abutment Shafts Outside Widen SB 119 Pier Shafts Inside Widen SB 421 Pier Shafts Inside Widen NB 383 Pier Shafts Outside Widen SB G-958: Drilled Abutments (3ft Diameter) AXIAL CAPACITY (K) Allowable Axial Capacity (K) Ultimate Axial Capacity (K) Approx. Depth to Groundwater at Abutments FIGURE 11 G-958 AXIAL ABUTMENTS 15

21 Depth (ft) INTERSTATE I-15 NORTH PHASE II, EA # G-958 Drilled Piers Axial Capacity (Kips) Approx. Depth to GW Below Piers Diam = 4ft, Allowable Axial Capacity (K) Diam = 4ft, Ultimate Axial Capacity (K) Diam = 5ft, Allowable Axial Capacity (K) Diam = 5ft, Ultimate Axial Capacity (K) Diam = 6ft, Allowable Axial Capacity (K) Diam = 6ft, Ultimate Axial Capacity (K) FIGURE 12 G-958 AXIAL PIERS Lateral Loads General soil properties for use as input values into lateral pile analysis programs are presented in Table 3 on the following page. These values are based on field exploration and laboratory test data. The following elevations are approximate beginning near the top of the abutments along median of I-15. For pier foundation elevations, neglect the first soil layer. An approximate groundwater depth of 54 feet at the abutments, 39 feet below pier foundations, should be used for analysis. It is our understanding that CH2MHill will perform the lateral load analysis for this structure. 16

22 INTERSTATE I-15 NORTH PHASE II, EA #73563 TABLE 3 G-958 SOIL STRENGTH PARAMETERS Elev.* From (ft) Elev. To (ft) Soil Type Moist Unit Wt. (pcf) Friction Angle, Undrained Shear Strength, S u (psf) K-Value (pci) C-Phi** Stiff Clay w/o Free Water 90 4,032 1, Stiff Clay w/o Free Water 90 3, Stiff Clay w/o Free Water 90 4,0 1, Stiff Clay w/o Free Water 90 3, Stiff Clay w/ Free Water 90 3, Stiff Clay w/ Free Water 90 4,0 1, Stiff Clay w/ Free Water 90 3, *NAVD88, elevations are approximate **Embankment fill Settlement Short-term settlement for unfactored service loads is estimated to be less than a ¼ of an inch. Long term consolidation settlement of the shafts under service loads due to side friction and end bearing was calculated to be less than ½ an inch. 17

23 INTERSTATE I-15 NORTH PHASE II, EA # Lengths of Drilled Shafts Based on the data and shaft axial capacity analyses, 3-foot diameter shafts at the abutments shall be 25 feet in length or greater. The shaft length for the 5-foot diameter pier shafts shall be 38 feet or greater..3.2 G-961 Drilled Shafts The figure below presents the proposed preliminary pier foundation layout as prepared by CH2MHill for UPRR Nellis Spur Overpass (G-961) (existing structural elements are shown in green). Based on information provided by CH2MHill, abutment foundations will consist of 3-foot diameter group shafts with piers founded on 7-foot diameter shafts. FIGURE 13 G-961 PRELIMINARY PIER FOUNDATION LAYOUT Construction Considerations Groundwater is anticipated to lie at depth that should not affect construction. Special techniques and equipment may be required to penetrate zones of cemented soils. Due to the types of soils present, casing will likely not be required. 18

24 DEPTH (FT) INTERSTATE I-15 NORTH PHASE II, EA # Axial Loads Preliminary axial loads provided by the structural engineer are presented below in Table 4. Results of the axial capacity analyses for the abutment and pier foundations are presented in Figures 12 and 13 on the following page. Approximately 30% of the end bearing capacity of the site soils was included in the total axial capacity of both the abutment and pier shafts. TABLE 4 G-961 AXIAL LOADS Unfactored Service Loads (Kips) Abutments 133 Piers 1,000 DRILLED ABUTMENTS (3FT DIAMETER) 0 AXIAL CAPACITY (K) ,000 1,0 1,400 Total Allowable Axial Capacity (K) Total Ultimate Axial Capacity (K) FIGURE G-961 AXIAL ABUTMENTS FIGURE 14 G-961 AXIAL ABUTMENTS 19

25 DEPTH (ft) INTERSTATE I-15 NORTH PHASE II, EA # DRILLED PIERS FACTORED NET AXIAL CAPACITY (ksf) 0 0 1,000 1,0 2,000 2,0 3,000 3,0 4,000 Diam. = 5ft, Total Allowable Axial Capacity (K) Diam. = 6ft, Total Allowable Axial Capacity (K) Diam. = 7ft, Total Allowable Axial Capacity (K) Diam. = 5ft, Total Ultimate Axial Capacity (K) Diam. = 6ft, Total Ultimate Axial Capacity (K) Diam. = 7ft, Total Ultimate Axial Capacity (K) FIGURE 15 G-961 AXIAL PIERS Lateral Loads General soil properties for use as input values into lateral pile analysis programs are presented in Table 5 on the following page. These values are based on field exploration and laboratory test data. The following elevations are approximate beginning near the top of the abutments within the median of I-15. For pier foundation elevations, neglect the first soil layer.

26 INTERSTATE I-15 NORTH PHASE II, EA #73563 TABLE 5 G-961 SOIL STRENGTH PARAMETERS Elev.* From (ft) Elev. To (ft) Soil Type Effective Unit Wt. (pcf) Friction Angle, Undrained Shear Strength, S u (psf) K-Value (pci) C-Phi** Stiff Clay w/o Free Water 95 4,400 1, C-Phi Stiff Clay w/o Free Water 95 4,400 1, Stiff Clay w/o Free Water 77 3, Stiff Clay w/o Free Water 97 4,400 1, *MSL ** Embankment Fill Lateral load analysis was performed for the 7-foot diameter shafts at the piers. Preliminary lateral loads and moments were provided by CH2MHill. Lateral analysis was performed us Strain Wedge Model SWM 6.2 software. A shear load of 188 kips and 3,000 kip-foot moment was applied in conjunction with the axial loads presented in Table 3. Graphical results are shown in Figure 12 on the next page. 21

27 INTERSTATE I-15 NORTH PHASE II, EA #73563 FIGURE 16 LATERAL LOAD ANALYSIS, G-961, 7 DIAMETER SHAFTS Settlement Settlement under unfactored service loads for short is estimated to be less than a ¼ of an inch. Due to the presence of cemented soils and the depth to groundwater, long term consolidation settlement of the shafts under service loads is anticipated to be less than ½ an inch Lengths of Drilled Shafts Based on the data and analyses, 3-foot diameter shafts at the abutments shall be 52 feet in length. The shaft length for the 7-foot diameter pier shafts shall be 55 feet GEOTECHNICAL REPORT LIMITATIONS Recommendations contained in this report are based on the information obtained from our field explorations, laboratory tests, and observations of our Project Engineer. This report does not reflect soil variations that may become evident during the construction period. If conditions encountered during construction differ from those described in this report, the NDOT Geotechnical Section must be notified to allow for a re-evaluation of 22

28 INTERSTATE I-15 NORTH PHASE II, EA #73563 the recommendations. Water level readings were made on the date shown on the Exploration Logs presented in Appendix B of this report. Fluctuations in the water table may occur due to rainfall, temperature, seasonal runoff or adjacent irrigation practices. Construction planning should be based on assumptions of possible variations. On-site aggregate or embankment fill quality source studies were not performed as part of this investigation. It is the sole responsibility of the contractor to perform studies of the on-site materials for aggregate or embankment fill production, such as roadway base aggregate, asphaltic concrete mix, Portland concrete mix, and MSE wall backfill. 23

29 INTERSTATE I-15 NORTH PHASE II, EA # REFERENCES 1. Clark County Expansive Soils Guidelines Map, Clark County Building Department and the Nevada Bureau of Mines and Geology, Clark County Soils Guidelines Map, Clark County Building Department and the Nevada Bureau of Mines and Geology, Geology and Mineral Deposits of Clark County, Nevada, Nevada Bureau of Mines and Geology, Bulletin 52, Longwell, C. R. Pampeyan, E. H., Bowyer, Ben, and Roberts, R. J., Geotechnical Investigation, Speedway Boulevard, Converse Consultants Southwest, Inc., Las Vegas NE Quadrangle Geologic Map, Nevada Bureau of Mines and Geology, Map 3Cg, Matti, J. C., Castor, S. B., Bell, J. W. and Rowland, S. M., Quaternary Faults and Folds Database of the United States, Nevada, USGS, 07b, 24

30 APPENDIX A

31 LEGEND: APPROXIMATE BORING LOCATIONS APPROXIMATE GEOPHYSICAL SURVEY LOCATIONS N NOT TO SCALE BORING AND GEOPHYSICAL SURVEY LOCATIONS MAP NVL RAILROAD SPUR GRADE SEPARATION (G-958) GEOTECHNICAL INVESTIGATION I-15 NORTH PHASE II CITY OF NORTH LAS VEGAS, CLARK COUNTY, NEVADA

32 LEGEND: APPROXIMATE BORING LOCATIONS APPROXIMATE GEOPHYSICAL SURVEY LOCATIONS N NOT TO SCALE BORING AND GEOPHYSICAL SURVEY LOCATIONS MAP UPRR NELLIS SPUR/RANGE ROAD (G-961) GEOTECHNICAL INVESTIGATION I-15 NORTH PHASE II CITY OF NORTH LAS VEGAS, CLARK COUNTY, NEVADA

33 APPROXIMATE LOCATION OF REMI SURVEY LINE NOT TO SCALE GEOPHYSICAL SURVEY LOCATION MAP CRAIG ROAD (I-956) GEOTECHNICAL INVESTIGATION I-15 NORTH PHASE II CITY OF NORTH LAS VEGAS, CLARK COUNTY, NEVADA

34 APPROXIMATE LOCATION OF REMI/REFRACTION SURVEY LINE NOT TO SCALE GEOPHYSICAL SURVEY LOCATION MAP SPEEDWAY BOULEVARD GEOTECHNICAL INVESTIGATION I-15 NORTH PHASE II CITY OF NORTH LAS VEGAS, CLARK COUNTY, NEVADA

35 APPENDIX B

36 KEY TO BORING LOGS PARTICLE SIZE LIMITS CLAY SILT SAND GRAVEL COBBLES BOULDERS FINE MEDIUM COARSE FINE COARSE.002 mm #0 0 # ¾ inch 3 inch 12 inch USCS GROUP GW GP GC SW SP SM SC ML CL OL MH CH OH PT TYPICAL SOIL DESCRIPTION Well graded gravels, gravel-sand mixtures, little or no fines Poorly graded gravels, gravel-sand mixtures, little or no fines Clayey gravels, poorly graded gravel-sand-clay mixtures Well graded sands, gravelly sands, little or no fines Poorly graded sands, gravelly sands, little or no fines Silty sands, poorly graded sand-silt mixtures Clayey sands, poorly graded sand-clay mixtures Inorganic silts and very fine sands, rock flour, silty or clayey fine sands with slight plasticity Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays Organic silts and organic silt-clays of low plasticity Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts Inorganic clays of high plasticity, fat clays Organic clays of medium to high plasticity Peat and other highly organic soils MOISTURE CONDITION CRITERIA SOIL CEMENTATION CRITERIA Description Criteria Description Criteria Dry Absence of moisture, dusty, Weak Crumbles or breaks with handling or little dry to touch. finger pressure. Moist Damp, no visible free water. Moderate Crumbles or breaks with considerable Wet Visible free water, usually below finger pressure. groundwater table. Strong Won t break or crumble w/finger pressure Groundwater Elevation Symbols STANDARD PENETRATION CLASSIFICATION * (after Peck, et al., 1974) GRANULAR SOIL CLAYEY SOIL BLOWS/FT N OVER DENSITY VERY LOOSE LOOSE MEDIUM DENSE DENSE VERY DENSE * N60-values are only reliable for sands, and should serve only as estimates for other materials such as gravels, silts and clays. BLOWS/FT CONSISTENCY N VERY SOFT 2-4 SOFT 5-8 MEDIUM STIFF 9-15 STIFF VERY STIFF HARD OVER 60 VERY HARD California Modified Sampler field blow counts (NCMS field) for (6< NCMS field <) can be converted to N field by: (NCMS field)(0.62) = N field field blow counts (N field) can be converted to N60 by: (N field)(etr/60) =N60 ETR = Energy Transfer Ratio Field blow counts from 140 lb hammer with 30 inch free fall TEST ABBREVIATIONS CD CONSOLIDATED DRAINED CH CHEMICAL (CORROSIVENESS) CM COMPACTION CU CONSOLIDATED UNDRAINED D DISPERSIVE SOILS DS DIRECT SHEAR E EXPANSIVE SOIL G SPECIFIC GRAVITY H HYDROMETER HC HYDRO-COLLAPSE K PERMEABILITY O ORGANIC CONTENT OC CONSOLIDATION PI PLASTICITY INDEX RQD ROCK QUALITY DESIGNATION RV R-VALUE S SIEVE ANALYSIS SL SHRINKAGE LIMIT U UNCONFINED COMPRESSION UU UNCONSOLIDATED UNDRAINED UW UNIT WEIGHT W MOISTURE CONTENT SOIL COLOR DESIGNATIONS ARE FROM THE MUNSELL SOIL/ROCK COLOR CHARTS. EXAMPLE: (7.5 YR 5/3) BROWN SAMPLER NOTATION CMS CALIF. MODIFIED SAMPLER 1 CPT CONE PENETRATION TEST CS CONTINUOUS SAMPLER 2 PB PITCHER BARREL RC ROCK CORE 3 SH SHELBY TUBE 4 STANDARD PENETRATION TEST 5 TP TEST PIT 1- I.D.= inch 2- I.D.=3.228 inch with tube; 3. inch w/o tube 3- NXB I.D.= inch 4- I.D.= inch 5- I.D.= inch, O.D.= 2.00 inch Revised June 11

37 EXPLORATION LOG START DATE 1/31/11 END DATE 1/31/11 JOB DESCRIPTION I-15 NORTH PHASE II LOCATION LAS VEGAS, CLARK COUNTY BORING E.A. # GROUNDWATER LEVEL (ft) DATE DEPTH ft ELEV. ft GROUND ELEV. 1/31/ HAMMER DROP SYSTEM AUTO 1/31/ STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED MLB 12 MP HSA Yes DATE SHEET 1 OF 3 1/31/11 ELEV. (ft) SAMPLE BLOW COUNT DEPTH 6 inch Last (ft) NO. TYPE Increments 1 foot 0.00 A BULK Percent Recov'd LAB TESTS PI, S, RV USCS Group MATERIAL DESCRIPTION EMBANKMENT FILL - CLAYEY GRAVEL TO SILTY GRAVEL WITH SAND yellow brown, moist, 30% subangular gravel, % sand, 49% low plastic fines REMARKS B PI, S, W GC GM C PI, S, W D H, PI, S, W CH FAT CLAY brown, moist, less than 5% sand NOTE: Caliche layer from 17.5 feet to 19 feet E H, PI, S, W LEAN CLAY light brown to brown, moist, 4% to 12% sand NV_DOT GPJ NV_DOT.GDT 5/29/ F H, PI, S, W CL

38 EXPLORATION LOG START DATE 1/31/11 END DATE 1/31/11 JOB DESCRIPTION I-15 NORTH PHASE II LOCATION LAS VEGAS, CLARK COUNTY BORING E.A. # GROUNDWATER LEVEL (ft) DATE DEPTH ft ELEV. ft GROUND ELEV. 1/31/ HAMMER DROP SYSTEM AUTO 1/31/ STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED MLB 12 MP HSA Yes DATE SHEET 2 OF 3 1/31/11 ELEV. (ft) SAMPLE BLOW COUNT DEPTH 6 inch Last (ft) NO. TYPE Increments 1 foot G Percent Recov'd 75 LAB TESTS PI, S, W USCS Group MATERIAL DESCRIPTION REMARKS H PI, S, W CH SANDY FAT CLAY brown, moist, 54% high plastic fines, 46% sand I H, PI, S, W CH FAT CLAY brown, moist, less than 5% sand J PI, S, W FAT CLAY WITH SAND brown, moist, approximately 18% to 28% sand CH K PI, S, W NV_DOT GPJ NV_DOT.GDT 5/29/ L H, PI, S, W CL LEAN CLAY brown, wet, less than % sand

39 EXPLORATION LOG START DATE 1/31/11 END DATE 1/31/11 JOB DESCRIPTION I-15 NORTH PHASE II LOCATION LAS VEGAS, CLARK COUNTY BORING E.A. # GROUNDWATER LEVEL (ft) DATE DEPTH ft ELEV. ft GROUND ELEV. 1/31/ HAMMER DROP SYSTEM AUTO 1/31/ STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED MLB 12 MP HSA Yes DATE SHEET 3 OF 3 1/31/11 ELEV. (ft) SAMPLE BLOW COUNT DEPTH 6 inch Last (ft) NO. TYPE Increments 1 foot M Percent Recov'd 70 LAB TESTS PI, S, W USCS Group MATERIAL DESCRIPTION CLAYEY SAND light brown to tan, wet, 49% sand, 37% low plastic fines, 12% subangular to angular gravel REMARKS SC N H, PI, S, W CH FAT CLAY light brown, wet, less than 5% sand LEAN CLAY light brown, wet, with up to % sand O PI, S, W CL P H, PI, S, W 76. Bottom of boring at 76.5 feet NV_DOT GPJ NV_DOT.GDT 5/29/

40 EXPLORATION LOG START DATE 2/1/11 END DATE 2/1/11 JOB DESCRIPTION I-15 NORTH PHASE II LOCATION LAS VEGAS, CLARK COUNTY BORING E.A. # GROUNDWATER LEVEL (ft) DATE DEPTH ft ELEV. ft GROUND ELEV. 2/1/ HAMMER DROP SYSTEM AUTO STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED MLB 12 MP HSA Yes DATE SHEET 1 OF 3 2/1/11 ELEV. (ft) SAMPLE DEPTH (ft) NO. TYPE 0.00 BLOW COUNT 6 inch Increments Last 1 foot Percent Recov'd LAB TESTS USCS Group MATERIAL DESCRIPTION EMBANKMENT FILL - SILTY TO CLAYEY SAND WITH GRAVEL yellow brown, moist, low plastic fines, subangular gravel REMARKS A BULK B PI, S, W C PI, S, W D PI, S, W CH FAT CLAY light brown with lime stringers, moist, approximatley 13% sand E H, PI, S, W CL LEAN CLAY light brown with lime stringers, moist, 2% sand NV_DOT GPJ NV_DOT.GDT 5/29/ F PI, S, W CH FAT CLAY light brown with lime stringers, moist, less than 2% sand LEAN CLAY light brown with lime stringers, aprpoximately

41 EXPLORATION LOG START DATE 2/1/11 END DATE 2/1/11 JOB DESCRIPTION I-15 NORTH PHASE II LOCATION LAS VEGAS, CLARK COUNTY BORING E.A. # GROUNDWATER LEVEL (ft) DATE DEPTH ft ELEV. ft GROUND ELEV. 2/1/ HAMMER DROP SYSTEM AUTO STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED MLB 12 MP HSA Yes DATE SHEET 2 OF 3 2/1/11 ELEV. (ft) SAMPLE BLOW COUNT DEPTH 6 inch Last (ft) NO. TYPE Increments 1 foot 12 G Percent Recov'd 55 LAB TESTS PI, S, W USCS Group CL MATERIAL DESCRIPTION 4% sand REMARKS H H, PI, S, W CH SANDY FAT CLAY light brown, moist, approximately 34% sand I PI, S, W SC CLAYEY SAND light brown, moist, 66% sand, 35% low plastic fines J PI, S, W CL LEAN CLAY WITH SAND yellow brown, moist, 26% sand K H, PI, S, W FAT CLAY light brown, moist, less than 5% sand NV_DOT GPJ NV_DOT.GDT 5/29/ L PI, S, W CH

42 EXPLORATION LOG START DATE 2/1/11 END DATE 2/1/11 JOB DESCRIPTION I-15 NORTH PHASE II LOCATION LAS VEGAS, CLARK COUNTY BORING E.A. # GROUNDWATER LEVEL (ft) DATE DEPTH ft ELEV. ft GROUND ELEV. 2/1/ HAMMER DROP SYSTEM AUTO STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED MLB 12 MP HSA Yes DATE SHEET 3 OF 3 2/1/11 ELEV. (ft) SAMPLE BLOW COUNT DEPTH 6 inch Last (ft) NO. TYPE Increments 1 foot 9 M Percent Recov'd 78 LAB TESTS H, PI, S, W USCS Group MATERIAL DESCRIPTION REMARKS N PI, S, W 66. LEAN CLAY light brown, moist, less than 8% sand CL O H, PI, S, W NV_DOT GPJ NV_DOT.GDT 5/29/

43 EXPLORATION LOG START DATE 2/2/11 END DATE 2/3/11 JOB DESCRIPTION I-15 NORTH PHASE II LOCATION LAS VEGAS, CLARK COUNTY BORING E.A. # GROUNDWATER LEVEL (ft) DATE DEPTH ft ELEV. ft GROUND ELEV. 2/2/ HAMMER DROP SYSTEM AUTO STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED MLB 12 MP HSA Yes DATE SHEET 1 OF 4 2/2/11 ELEV. (ft) SAMPLE DEPTH (ft) NO. TYPE 0.00 BLOW COUNT 6 inch Increments Last 1 foot Percent Recov'd LAB TESTS USCS Group MATERIAL DESCRIPTION EMBANKMENT FILL - CLAYEY GRAVEL WITH SAND AND COBBLES red brown, moist, approximately 32% gravel, % sand, 48% low plastic fines REMARKS A BULK PI, S NOTE: Fill material quality is inconsistent and the amount of fines varies with depth B PI, S, W GC C D E CMS S, PI, UW, W PI, S, W PI, S, W CL SC CL CH EMBANKMENT FILL - SANDY LEAN CLAY brown, moist, 36% sand EMBANKMENT FILL - CLAYEY SAND brown, moist, 12% gravel, 62% sand, 26% low plastic fines EMBANKMENT FILL - SANDY LEAN CLAY brown, moist, 8% gravel, 33% sand SANDY FAT CLAY light brown, moist, 37% sand NV_DOT GPJ NV_DOT.GDT 5/29/ F G H CMS PI, S, U, UW, W PI, S, W PI, S, W CL CH LEAN CLAY light brown, moist, less than 5% sand FAT CLAY light brown, moist, less than 5% sand

44 EXPLORATION LOG START DATE 2/2/11 END DATE 2/3/11 JOB DESCRIPTION I-15 NORTH PHASE II LOCATION LAS VEGAS, CLARK COUNTY BORING E.A. # GROUNDWATER LEVEL (ft) DATE DEPTH ft ELEV. ft GROUND ELEV. 2/2/ HAMMER DROP SYSTEM AUTO STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED MLB 12 MP HSA Yes DATE SHEET 2 OF 4 2/2/11 ELEV. (ft) SAMPLE BLOW COUNT DEPTH 6 inch Last (ft) NO. TYPE Increments 1 foot 17 I CMS J Percent Recov'd 75 LAB TESTS PI, S, UW, W PI, S, W USCS Group MATERIAL DESCRIPTION NOTE: Amount of sand increases to 12% REMARKS K PI, S, W CH FAT CLAY WITH SAND light brown, moist, approximately % sand L PI, S, W SC CLAYEY SAND light brown, moist, approximately 62% sand, 38% low plastic fines M N CMS PI, S, UW, W PI, S, W CL LEAN CLAY WITH SAND light brown, moist to wet, approximately 13% to % sand NV_DOT GPJ NV_DOT.GDT 5/29/ O P Q CMS CU, PI, S, U, UW, W PI, S, W PI, S, W CH CL FAT CLAY light brown, moist, less than 6% sand LEAN CLAY light brown, moist to wet, approximately 13% sand FAT CLAY TO FAT CLAY WITH SAND light brown, moist, with 4% to 16% sand

45 EXPLORATION LOG START DATE 2/2/11 END DATE 2/3/11 JOB DESCRIPTION I-15 NORTH PHASE II LOCATION LAS VEGAS, CLARK COUNTY BORING E.A. # GROUNDWATER LEVEL (ft) DATE DEPTH ft ELEV. ft GROUND ELEV. 2/2/ HAMMER DROP SYSTEM AUTO STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED MLB 12 MP HSA Yes DATE SHEET 3 OF 4 2/2/11 ELEV. (ft) SAMPLE BLOW COUNT DEPTH 6 inch Last (ft) NO. TYPE Increments 1 foot 8 R Percent Recov'd 85 LAB TESTS PI, S, W USCS Group MATERIAL DESCRIPTION REMARKS S PI, S, W CH T PI, S, W - Approximately 16% sand U PI, S, W SANDY LEAN CLAY TO LEAN CLAY WITH SAND light brown, wet, with 23% to 36% sand CL V PI, S, W NV_DOT GPJ NV_DOT.GDT 5/29/ W PI, S, W CH FAT CLAY light brown, wet SANDY LEAN CLAY light brown, wet, with 43% sand

46 EXPLORATION LOG START DATE 2/2/11 END DATE 2/3/11 JOB DESCRIPTION I-15 NORTH PHASE II LOCATION LAS VEGAS, CLARK COUNTY BORING E.A. # GROUNDWATER LEVEL (ft) DATE DEPTH ft ELEV. ft GROUND ELEV. 2/2/ HAMMER DROP SYSTEM AUTO STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED MLB 12 MP HSA Yes DATE SHEET 4 OF 4 2/2/11 ELEV. (ft) SAMPLE BLOW COUNT DEPTH 6 inch Last (ft) NO. TYPE Increments 1 foot 9 X Percent Recov'd 78 LAB TESTS PI, S, W USCS Group CL MATERIAL DESCRIPTION REMARKS Y PI, S, W LEAN CLAY light brown, wet, with less than % sand Z PI, S, W CL NV_DOT GPJ NV_DOT.GDT 5/29/

47 EXPLORATION LOG START DATE 3/29/11 END DATE 3/30/11 JOB DESCRIPTION I-15 NORTH PHASE II LOCATION LAS VEGAS, CLARK COUNTY BORING E.A. # GROUNDWATER LEVEL (ft) DATE DEPTH ft ELEV. ft GROUND ELEV. 3/29/ HAMMER DROP SYSTEM AUTO 3/30/ STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED MLB 12 MP HSA Yes DATE SHEET 1 OF 4 03/30/11 ELEV. (ft) SAMPLE DEPTH (ft) NO. TYPE 0.00 A BULK BLOW COUNT 6 inch Increments Last 1 foot Percent Recov'd LAB TESTS USCS Group MATERIAL DESCRIPTION EMBANKMENT FILL - SILTY TO CLAYEY SAND WITH GRAVEL brown to red brown, dry to moist, up to 39% gravel, 26 to 31% sand, 30 to 46% low plastic fines REMARKS B C BULK D FAT CLAY WITH SAND light brown, moist, up to 31% sand CH E F CMS CH 15. FAT CLAY light brown, moist, with trace gravel and less than 15% sand NV_DOT GPJ NV_DOT.GDT 5/29/ G H I J CMS CL LEAN CLAY WITH SAND light brown, moist, caliche nodules, up to 4% gravel, 13 to 38% sand, 83 to 60% low plastic fines FAT CLAY brown to light brown, moist, less than % sand

48 EXPLORATION LOG START DATE 3/29/11 END DATE 3/30/11 JOB DESCRIPTION I-15 NORTH PHASE II LOCATION LAS VEGAS, CLARK COUNTY BORING E.A. # GROUNDWATER LEVEL (ft) DATE DEPTH ft ELEV. ft GROUND ELEV. 3/29/ HAMMER DROP SYSTEM AUTO 3/30/ STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED MLB 12 MP HSA Yes DATE SHEET 2 OF 4 03/30/11 ELEV. (ft) SAMPLE BLOW COUNT DEPTH 6 inch Last (ft) NO. TYPE Increments 1 foot 8 K Percent Recov'd 78 LAB TESTS USCS Group MATERIAL DESCRIPTION REMARKS CH L 36. M CMS N LEAN CLAY light brown, moist to very moist, less than % sand O CL NV_DOT GPJ NV_DOT.GDT 5/29/ P Q CH CL FAT CLAY brown, wet, less than 1% sand LEAN CLAY light brown, wet, less than % sand SANDY LEAN CLAY light brown, wet, 13% gravel, 37% sand, %

49 EXPLORATION LOG START DATE 3/29/11 END DATE 3/30/11 JOB DESCRIPTION I-15 NORTH PHASE II LOCATION LAS VEGAS, CLARK COUNTY BORING E.A. # GROUNDWATER LEVEL (ft) DATE DEPTH ft ELEV. ft GROUND ELEV. 3/29/ HAMMER DROP SYSTEM AUTO 3/30/ STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED MLB 12 MP HSA Yes DATE SHEET 3 OF 4 03/30/11 ELEV. (ft) SAMPLE BLOW COUNT DEPTH 6 inch Last (ft) NO. TYPE Increments 1 foot 6 R Percent Recov'd 70 LAB TESTS USCS Group CL MATERIAL DESCRIPTION low plastic fines REMARKS S CH FAT CLAY light brown, wet, approximately 11% sand T LEAN CLAY light brown, wet, less than 15% land Caliche encountered at 69 feet, pressure at 300 psi U CL V NV_DOT GPJ NV_DOT.GDT 5/29/ W CH FAT CLAY light brown, wet, less than 5% sand LEAN CLAY light brown, wet, less than 5% sand

50 EXPLORATION LOG START DATE 3/29/11 END DATE 3/30/11 JOB DESCRIPTION I-15 NORTH PHASE II LOCATION LAS VEGAS, CLARK COUNTY BORING E.A. # GROUNDWATER LEVEL (ft) DATE DEPTH ft ELEV. ft GROUND ELEV. 3/29/ HAMMER DROP SYSTEM AUTO 3/30/ STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED MLB 12 MP HSA Yes DATE SHEET 4 OF 4 03/30/11 ELEV. (ft) SAMPLE BLOW COUNT DEPTH 6 inch Last (ft) NO. TYPE Increments 1 foot 8 X Percent Recov'd LAB TESTS USCS Group CL MATERIAL DESCRIPTION REMARKS Y CL SANDY LEAN CLAY light brown, wet with approximately 31% sand Bottom of boring at 96 1/2 feet NV_DOT GPJ NV_DOT.GDT 5/29/

51 EXPLORATION LOG START DATE 3/31/11 END DATE 4/1/11 JOB DESCRIPTION I-15 NORTH PHASE II LOCATION LAS VEGAS, CLARK COUNTY BORING E.A. # GROUNDWATER LEVEL (ft) DATE DEPTH ft ELEV. ft GROUND ELEV. 3/31/ HAMMER DROP SYSTEM AUTO 4/1/ STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED MLB 12 MP SHEET 1 OF 3 HSA/MUD ROTARY Yes DATE 4/1/11 ELEV. (ft) DEPTH (ft) SAMPLE NO. TYPE BLOW COUNT 6 inch Increments Last 1 foot Percent Recov'd LAB TESTS USCS Group MATERIAL DESCRIPTION EMBANKMENT FILL - SILTY TO CLAYEY GRAVEL WITH SAND brown to red brown, dry to moist, low plastic fines, up to 2"-diamter gravel observed in cuttings REMARKS A CH 8.00 FAT CLAY WITH SAND light brown, moist, lime stringers, 25% sand B LEAN CLAY light brown, moist, lime stringers, less than 3% sand C CL NV_DOT GPJ NV_DOT.GDT 5/29/ D CH FAT CLAY light brown, moist, less than 1% sand FAT CLAY WITH SAND light brown, moist, with 22% sand

52 EXPLORATION LOG START DATE 3/31/11 END DATE 4/1/11 JOB DESCRIPTION I-15 NORTH PHASE II LOCATION LAS VEGAS, CLARK COUNTY BORING E.A. # GROUNDWATER LEVEL (ft) DATE DEPTH ft ELEV. ft GROUND ELEV. 3/31/ HAMMER DROP SYSTEM AUTO 4/1/ STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED MLB 12 MP SHEET 2 OF 3 HSA/MUD ROTARY Yes DATE 4/1/11 ELEV. (ft) SAMPLE BLOW COUNT DEPTH 6 inch Last (ft) NO. TYPE Increments 1 foot E Percent Recov'd 55 LAB TESTS USCS Group MATERIAL DESCRIPTION REMARKS CH F CL LEAN CLAY light brown, moist, less than 3% sand G SANDY LEAN CLAY light brown, moist, 40% to 43% sand CL H I FAT CLAY brown, very moist to wet, with 86% to 97% sand NV_DOT GPJ NV_DOT.GDT 5/29/ J CH

53 EXPLORATION LOG START DATE 3/31/11 END DATE 4/1/11 JOB DESCRIPTION I-15 NORTH PHASE II LOCATION LAS VEGAS, CLARK COUNTY BORING E.A. # GROUNDWATER LEVEL (ft) DATE DEPTH ft ELEV. ft GROUND ELEV. 3/31/ HAMMER DROP SYSTEM AUTO 4/1/ STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED MLB 12 MP SHEET 3 OF 3 HSA/MUD ROTARY Yes DATE 4/1/11 ELEV. (ft) SAMPLE BLOW COUNT DEPTH 6 inch Last (ft) NO. TYPE Increments 1 foot 13 K Percent Recov'd 92 LAB TESTS USCS Group MATERIAL DESCRIPTION REMARKS L LEAN CLAY light brown, wet, with 9% sand Caliche encountered from 63 to 74 feet, utilized a down pressure of 3 psi CL M FAT CLAY light brown, wet, 6% sand CH N NV_DOT GPJ NV_DOT.GDT 5/29/ Bottom of boring at 83 feet.

54 EXPLORATION LOG START DATE 12/7/ END DATE 12/9/ JOB DESCRIPTION I-15 NORTH PHASE II LOCATION LAS VEGAS, CLARK COUNTY BORING E.A. # GROUNDWATER LEVEL (ft) DATE DEPTH ft ELEV. ft GROUND ELEV. NE 0.0 HAMMER DROP SYSTEM AUTO STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED MLB 12 DW HSA Yes DATE SHEET 1 OF 4 12/09/ ELEV. (ft) DEPTH (ft) SAMPLE NO. TYPE BLOW COUNT 6 inch Increments Last 1 foot Percent Recov'd LAB TESTS USCS Group MATERIAL DESCRIPTION EMBANKMENT FILL - CLAYEY SAND WITH GRAVEL TO SANDY LEAN CLAY brown, moist REMARKS A Asphalt pieces observed in sample B C CL 15. SANDY LEAN CLAY WITH GRAVEL brown, moist with lime stringers and interbedded caliche layers, approximately 17% gravel, 25% sand, 58% low plastic fines D CL LEAN CLAY WITH SAND brown, moist, line stringers, 4% gravel, % sand, 76% low plastic fines NV_DOT GPJ NV_DOT.GDT 5/29/ E GC CLAYEY GRAVEL WITH SAND brown, moist, 35% gravel, 19% sand, 46% medium plastic fines

55 EXPLORATION LOG START DATE 12/7/ END DATE 12/9/ JOB DESCRIPTION I-15 NORTH PHASE II LOCATION LAS VEGAS, CLARK COUNTY BORING E.A. # GROUNDWATER LEVEL (ft) DATE DEPTH ft ELEV. ft GROUND ELEV. NE 0.0 HAMMER DROP SYSTEM AUTO STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED MLB 12 DW HSA Yes DATE SHEET 2 OF 4 12/09/ ELEV. (ft) SAMPLE BLOW COUNT DEPTH 6 inch Last (ft) NO. TYPE Increments 1 foot 11 F Percent Recov'd 83 LAB TESTS USCS Group MATERIAL DESCRIPTION REMARKS G CMS SANDY LEAN CLAY TO LEAN CLAY WITH SAND brown, moist, lime stringers, approximately 2%-6% gravel, 21%-31% sand, 67%-73% low plastic fines H CL I J CH FAT CLAY brown, moist, lime stringers, % sand NV_DOT GPJ NV_DOT.GDT 5/29/ K CMS CL CL SANDY LEAN CLAY WITH GRAVEL brown, moist, lime stringers, 22% gravel, 25% sand, 53% low plastic fines SANDY LEAN CLAY brown, moist, lime stringers, less than 3% gravel, 30% to 34% sand, 63% to 67% medium plastic fines SANDY LEAN CLAY WITH GRAVEL brown, moist, lime stringers, 15% to 19%

56 EXPLORATION LOG START DATE 12/7/ END DATE 12/9/ JOB DESCRIPTION I-15 NORTH PHASE II LOCATION LAS VEGAS, CLARK COUNTY BORING E.A. # GROUNDWATER LEVEL (ft) DATE DEPTH ft ELEV. ft GROUND ELEV. NE 0.0 HAMMER DROP SYSTEM AUTO STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED MLB 12 DW HSA Yes DATE SHEET 3 OF 4 12/09/ ELEV. (ft) SAMPLE BLOW COUNT DEPTH 6 inch Last (ft) NO. TYPE Increments 1 foot L Percent Recov'd 95 LAB TESTS USCS Group MATERIAL DESCRIPTION gravel, 19% sand, 62% to 66% medium plastic fines REMARKS CL M N SC CLAYEY SAND WITH GRAVEL brown, moist, 31% gravel, 36% sand, 33% medium plastic fines CALICHE very dense, brown, moist 300 psi pressure; Drilling Rate ~ 2.5 ft/hr CL NV_DOT GPJ NV_DOT.GDT 5/29/ O 92 CL SANDY LEAN CLAY WITH GRAVEL brown, moist, lime stringers, 5% to % gravel, 31% to 39% sand, 56% to 59% low to medium plastic fines NOTE: Interbedded caliche layers up to 7 inches thick observed in samples

57 EXPLORATION LOG START DATE 12/7/ END DATE 12/9/ JOB DESCRIPTION I-15 NORTH PHASE II LOCATION LAS VEGAS, CLARK COUNTY BORING E.A. # GROUNDWATER LEVEL (ft) DATE DEPTH ft ELEV. ft GROUND ELEV. NE 0.0 HAMMER DROP SYSTEM AUTO STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED MLB 12 DW HSA Yes DATE SHEET 4 OF 4 12/09/ ELEV. (ft) SAMPLE BLOW COUNT DEPTH 6 inch Last Percent (ft) NO. TYPE Increments 1 foot Recov'd 35 P LAB TESTS USCS Group MATERIAL DESCRIPTION Refusal at 92 feet. REMARKS NV_DOT GPJ NV_DOT.GDT 5/29/

58 EXPLORATION LOG START DATE 12/6/ END DATE 12/7/ JOB DESCRIPTION I-15 NORTH PHASE II LOCATION LAS VEGAS, CLARK COUNTY BORING E.A. # GROUNDWATER LEVEL (ft) DATE DEPTH ft ELEV. ft GROUND ELEV. NE 0.0 HAMMER DROP SYSTEM AUTO STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED MLB 12 DW HSA Yes DATE SHEET 1 OF 3 12/07/ ELEV. (ft) DEPTH (ft) SAMPLE NO. TYPE BLOW COUNT 6 inch Increments Last 1 foot Percent Recov'd LAB TESTS USCS Group MATERIAL DESCRIPTION EMBANKMENT FILL - SANDY LEAN CLAY TO FAT CLAY WITH GRAVEL brown, moist, 3%-17% gravel, 26%-32% sand, 54%-64% low to high plastic fines REMARKS A PI, S, W B CMS PI, S, UW, W C PI, S, W D CMS PI, S, W E PI, S, W CL SANDY LEAN CLAY light brown to brown with lime stringers and interbedded caliche layers, moist, approximately 15% gravel, 35% sand, % low plastic fines F PI, S, W CLAYEY SAND WITH GRAVEL brown with lime stringers, moist,15%-22% gravel, 30%-38% sand, 47%-48% low plastic fines NV_DOT GPJ NV_DOT.GDT 5/29/ G PI, S, W SC SILTY GRAVEL WITH SAND brown, moist with subangular to angular gravel,

59 EXPLORATION LOG START DATE 12/6/ END DATE 12/7/ JOB DESCRIPTION I-15 NORTH PHASE II LOCATION LAS VEGAS, CLARK COUNTY BORING E.A. # GROUNDWATER LEVEL (ft) DATE DEPTH ft ELEV. ft GROUND ELEV. NE 0.0 HAMMER DROP SYSTEM AUTO STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED MLB 12 DW HSA Yes DATE SHEET 2 OF 3 12/07/ ELEV. (ft) SAMPLE BLOW COUNT DEPTH 6 inch Last (ft) NO. TYPE Increments 1 foot H 30 Percent Recov'd 88 LAB TESTS PI, S, W USCS Group MATERIAL DESCRIPTION approximately 48% gravel, 36% sand, 16% nonplastic fines REMARKS GM I PI, S, W LEAN CLAY brown with lime stringers, moist, 12% sand CL J CMS LEAN CLAY WITH SAND brown with lime stringers, moist, 16% sand K 14 0 PI, S, W CL L CMS PI, S, UW, W GC CLAYEY GRAVEL WITH SAND brown with lime stringers, moist, approximately 27% gravel, 24% sand, 49% fines NV_DOT GPJ NV_DOT.GDT 5/29/ M PI, S, W CL SANDY LEAN CLAY brown, moist, approximately 15% gravel, % sand, 65% low plastic fines SANDY LEAN CLAY TO LEAN CLAY WITH SAND brown, moist, approximately 1% to 3% gravel, 16% to 29% sand, 68% to 83% low plastic fines

60 EXPLORATION LOG START DATE 12/6/ END DATE 12/7/ JOB DESCRIPTION I-15 NORTH PHASE II LOCATION LAS VEGAS, CLARK COUNTY BORING E.A. # GROUNDWATER LEVEL (ft) DATE DEPTH ft ELEV. ft GROUND ELEV. NE 0.0 HAMMER DROP SYSTEM AUTO STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED MLB 12 DW HSA Yes DATE SHEET 3 OF 3 12/07/ ELEV. (ft) SAMPLE BLOW COUNT DEPTH 6 inch Last (ft) NO. TYPE Increments 1 foot 16 N CMS Percent Recov'd 83 LAB TESTS PI, S, W USCS Group CL MATERIAL DESCRIPTION REMARKS O PI, S, W SC CLAYEY SAND brown, moist, approximately 11% gravel, 44% sand, 45% low plastic fines P 62 CL CL CALICHE brown, moist LEAN CLAY WITH SAND brown with lime stringers, moist CALICHE brown, moist Drilling rate from 69' to ' approximately 2 ft/hr Q 0.00 Refusal at feet. NV_DOT GPJ NV_DOT.GDT 5/29/

61 EXPLORATION LOG START DATE 7/12/11 END DATE 7/12/11 JOB DESCRIPTION I-15 NORTH PHASE II LOCATION LAS VEGAS, CLARK COUNTY BORING E.A. # GROUNDWATER LEVEL (ft) DATE DEPTH ft ELEV. ft GROUND ELEV. NE 0.0 HAMMER DROP SYSTEM AUTO STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED MLB 12 MP HSA Yes DATE SHEET 1 OF 3 7/12/11 ELEV. (ft) DEPTH (ft) SAMPLE NO. TYPE A BLOW COUNT 6 inch Increments Last 1 foot 44 Percent Recov'd 83 LAB TESTS USCS Group CL MATERIAL DESCRIPTION SANDY LEAN CLAY WITH GRAVEL dry to moist, brown, cemented with approximately % gravel, 28% sand and 52% low plastic fines REMARKS B C SC SM CL SILTY CLAYEY SAND WITH GRAVEL moist, brown, cemented with approximately SANDY LEAN CLAY WITH GRAVEL moist, brown, cemented with approximatley % gravel, 30% sand and % low plastic fines D LEAN CLAY WITH SAND moist, brown to dark brown, cemented with 76% to 95% low plastic fines, 5% to 25% sand E F CL NOTE: Gravel in sample (6%) G NV_DOT GPJ NV_DOT.GDT 5/29/ H LEAN CLAY WITH GRAVEL moist, brown, 15% gravel, 14% sand, 71% low plastic fines FAT CLAY WITH SAND moist, dark brown, cemented with 5% gravel,

62 EXPLORATION LOG START DATE 7/12/11 END DATE 7/12/11 JOB DESCRIPTION I-15 NORTH PHASE II LOCATION LAS VEGAS, CLARK COUNTY BORING E.A. # GROUNDWATER LEVEL (ft) DATE DEPTH ft ELEV. ft GROUND ELEV. NE 0.0 HAMMER DROP SYSTEM AUTO STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED MLB 12 MP HSA Yes DATE SHEET 2 OF 3 7/12/11 ELEV. (ft) SAMPLE BLOW COUNT DEPTH 6 inch Last (ft) NO. TYPE Increments 1 foot 5 I Percent Recov'd 0 LAB TESTS USCS Group MATERIAL DESCRIPTION 16% sand and 79% high plastic fines REMARKS CH J K LEAN CLAY WITH SAND moist, brown to dark brown, cemented with 19% sand, 81% low plastic fines 3 psi pressure from 40 to 63.5 feet. CL L SANDY LEAN CLAY WITH GRAVEL moist, brown, cemented with approximatley 17% gravel, 18% sand and 65% low plastic fines CL NV_DOT GPJ NV_DOT.GDT 5/29/ M CL LEAN CLAY WITH SAND moist, brown to dark brown, cemented with 19% sand, 81% low plastic fines

63 EXPLORATION LOG START DATE 7/12/11 END DATE 7/12/11 JOB DESCRIPTION I-15 NORTH PHASE II LOCATION LAS VEGAS, CLARK COUNTY BORING E.A. # GROUNDWATER LEVEL (ft) DATE DEPTH ft ELEV. ft GROUND ELEV. NE 0.0 HAMMER DROP SYSTEM AUTO STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED MLB 12 MP HSA Yes DATE SHEET 3 OF 3 7/12/11 ELEV. (ft) DEPTH (ft) SAMPLE NO. TYPE BLOW COUNT 6 inch Increments Last 1 foot Percent Recov'd LAB TESTS USCS Group MATERIAL DESCRIPTION REMARKS NV_DOT GPJ NV_DOT.GDT 5/29/

64 APPENDIX C

65 Boring: Drill Date: 1/31/11 DRY SAMPLE SAMPLE SAMPLE USCS W - #0 LL PI UNIT NO. DEPTH TYPE N field GROUP % % % % WEIGHT (ft) (pcf) A BULK GC RV = B SM C SC D CH H E CL H F CL H G CL H CH I CH H J CH K CH L CL H M SC N CH H O R CL P CL H Boring: Drill Date: 2/1/11 DRY SAMPLE SAMPLE SAMPLE USCS W - #0 LL PI UNIT NO. DEPTH TYPE GROUP % % % % WEIGHT (ft) (pcf) A 0-5 BULK N field B ML C SC D CH COMMENTS R = Refusal E CL H F CH G CL H CH H I SC J CL K CH H L CH M CH H N CH COMMENTS O CL H North Las Vegas, Clark Co. NV EA # Date: October 11 BORINGS & SUMMARY OF LABORATORY TEST RESULTS I-15 NORTH PHASE II CRAIG TO SPEEDWAY

66 Boring: Drill Date: 2/2/11 DRY SAMPLE SAMPLE SAMPLE USCS W - #0 LL PI UNIT NO. DEPTH TYPE N field GROUP % % % % WEIGHT COMMENTS (ft) (pcf) A BULK RV=22 B SC C CL C CMS C SC D CL E CH F CL F CMS R F U G CL H CH I CH I CMS R I J CH K CH L R SC M CL M CMS M N CL O CL O CMS U O CU P CH Q CL R CH S CH T CH U R CL V CL W CH X CL Y CL Z CL R = Refusal North Las Vegas, Clark Co. NV EA # Date: October 11 BORING SUMMARY OF LABORATORY TEST RESULTS I-15 NORTH PHASE II CRAIG TO SPEEDWAY

67 Boring: Drill Date: 3/29/11 DRY SAMPLE SAMPLE SAMPLE USCS W - #0 LL PI UNIT NO. DEPTH TYPE N field GROUP % % % % WEIGHT COMMENTS (ft) (pcf) A 0-5 BULK GC-GM RV=44, Ch B GC-GM C BULK GC-GM RV=15, Ch D Ch E CH E CMS R CH E CH G=2.783, H, OC F Ch G CL H CL I CH I CMS 35 CH I CH G=2.743, H, OC J CH K CH L CH L CMS 85 CH L CH G=2.736, H, OC M CH N CL O CL P CH Q CL R CL S CH T R CL U CL V CL W CH W CMS 24 CH W CH X CL Y CL North Las Vegas, Clark Co. NV EA # Date: October 11 BORING SUMMARY OF LABORATORY TEST RESULTS I-15 NORTH PHASE II CRAIG TO SPEEDWAY

68 Boring: Drill Date: 3/31/11 DRY SAMPLE SAMPLE SAMPLE USCS W - #0 LL PI UNIT NO. DEPTH TYPE N field GROUP % % % % WEIGHT COMMENTS (ft) (pcf) A CH B Ch C CL D CH E CH F R CL G R CL H CL I CH J CH J CMS 25 CH J CH K CH K CMS 45 CH K CH H L CL M CH N CH North Las Vegas, Clark Co. NV EA # Date: October 11 BORING SUMMARY OF LABORATORY TEST RESULTS I-15 NORTH PHASE II CRAIG TO SPEEDWAY

69 Boring: Drill Date: 12/7/ DRY SAMPLE SAMPLE SAMPLE USCS W - #0 LL PI UNIT NO. DEPTH TYPE N field GROUP % % % % WEIGHT COMMENTS (ft) (pcf) A SC B CL C CL D CL E GC 14.4 E CMS GC E GC F Ch G R CL H R CL I R No Recovery J CH K CL K CMS 78 CL K CL L R CL M CL N R SC H O R CL P CL North Las Vegas, Clark Co. NV EA # Date: October 11 BORING SUMMARY OF LABORATORY TEST RESULTS I-15 NORTH PHASE II CRAIG TO SPEEDWAY

70 Boring: Drill Date: 12/7/ DRY SAMPLE SAMPLE SAMPLE USCS W - #0 LL PI UNIT NO. DEPTH TYPE N field GROUP % % % % WEIGHT COMMENTS (ft) (pcf) A CL B CH CMS 5 B CH C CL D CL D CMS 33 CL D CL E CL F SC G SC H R GM NP I CL J J CMS J K R CL H L CMS R L GC M CL N N CMS 68 CL N CL O R SC H P R 6.6 Q.0-.2 R North Las Vegas, Clark Co. NV EA # Date: October 11 BORING SUMMARY OF LABORATORY TEST RESULTS I-15 NORTH PHASE II CRAIG TO SPEEDWAY

71 Boring: Drill Date: 7/12/11 DRY SAMPLE SAMPLE SAMPLE USCS W - #0 LL PI UNIT NO. DEPTH TYPE N field GROUP % % % % WEIGHT COMMENTS (ft) (pcf) A CL B SC-SM C CL D CL H E R CL F CL G CL H H CL I CH J CL H K R No recovery L R CL M R CL North Las Vegas, Clark Co. NV EA # Date: October 11 BORING SUMMARY OF LABORATORY TEST RESULTS I-15 NORTH PHASE II CRAIG TO SPEEDWAY

72 APPENDIX D

73 I-15 North Phase II: Craig to Speedway 11/17/ EA: Prepared By: M. Boutilier SAMPLE ID SUMMARY OF ROADWAY SUBGRADE SOILS TEST RESULTS STATION OFFSET CUT/FILL SAMPLE DEPTH RV % Passing #0 Sieve PI USCS SOIL TYPE 1A "LE" RT 5' FILL 2.5' Clayey Sand with Gravel (SC) 2A "LE" RT 75' FILL 3'-5' Sandy Lean Clay with Gravel (CL) 3 "LE" RT ' FILL 0-5' Clayey Sand with Gravel (SC) 4 "LE" RT ' FILL 0-5' Clayey Sand with Gravel (SC) 5 "LE" RT 30' FILL 0-5' Clayey Silty Sand with Gravel (SC-SM) 6 "LE" RT 75' FILL 0-5' Silty Gravel (GM) 7A "LE" RT 35' FILL 2'-5' Clayey Silty Gravel (GC-GM) 8A "LE" RT 35' FILL 2.25'-5' Clayey Silty Gravel (GC-GM) 9A "LE" RT ' CUT 2'-5' Clayey Silty Gravel (GC-GM) A "LE" RT 40' FILL 2'-5' Clayey Gravel (GC) 11A "LE" RT 45' FILL 2'-5' 15 8 Clayey Gravel (GC) 12A "LE" RT ' FILL 2'-5' Clayey Sand with Gravel (SC) 13A "LE" RT ' FILL 2'-5' Clayey Silty Gravel (GC-GM) 14A "LE" RT ' CUT 2'-5' Clayey Gravel (GC) 15A "LE" RT ' CUT 2'-5' 79 5 Clayey Silty Gravel (GC-GM) 16A "LE" RT ' CUT 2'-5' 9 4 Clayey Silty Gravel (GC-GM) 17A "LE" RT ' FILL 2'-5' 12 8 Clayey Gravel (GC) 18A "LE" RT ' FILL 2'-5' 67 7 Clayey Silty Gravel (GC-GM) 19A "LE" RT ' FILL 2'-5' 72 6 Clayey Silty Gravel (GC-GM) A "LE" LT ' FILL 2'-5' 83 1 Silty Gravel (GM) North Las Vegas, Clark Co. NV EA # Date: January 12 SUMMARY OF ROADWAY SUBGRADE LABORATORY DATA GEOTECHNICAL INVESTIGATION I-15 NORTH PHASE II NORTH LAS VEGAS, CLARK COUNTY, NEVADA

74 APPENDIX E

75 CHEMICAL ANALYSIS E.A. No.: Project: I-15 NORTH PH-2 Date: 12/7/ Sample ID Depth Chlorides Sulfates ph Resistivity (ft) ( ppm ) (ppm ) (ohm - cm) AASHTO T 291 A AASHTO T 290 B AASHTO T 289 AASHTO T BULK , BULK , D 600 3, F 1,190 1, B 860 5, F * * Deviated from AASHTO T 288 by using a small 4 pin soil box. North Las Vegas, Clark Co. NV EA # Date: October 11 CHEMICAL ANALYSIS RESULTS I-15 NORTH PHASE II CRAIG TO SPEEDWAY

76 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL GC A-6(5) SM A-7-6(3) SC A-6(3) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number clayey gravel with sand 1.5" 0.0 1" 95.0 silty sand 3/4" /2" /8" clayey sand D 60 D 30 D GRAIN SIZE COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 # #0 # C c C u Source of Sample: Depth: ' Sample Number: A Source of Sample: Depth: ' Sample Number: B Source of Sample: Depth: ' Sample Number: C Client: Project: Project No.: M. Boutilier I-15 NORTH PH EA 73563, FL-- REMARKS: Figure

77 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CH A-7-6(56) CL A-7-6(24) CL A-7-6(28) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number fat clay # # lean clay # lean clay D 60 D 30 D GRAIN SIZE COEFFICIENTS C c C u Source of Sample: Depth: ' Sample Number: D Source of Sample: Depth: ' Sample Number: E Source of Sample: Depth: ' Sample Number: F NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: Project No.: M. Boutilier I-15 NORTH PH 2 EA 73563, FL-- REMARKS: Figure

78 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CL A-7-6(29) CH A-7-6(23) CH A-7-6(31) 22 SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number lean clay 3/8" # sandy fat clay # # fat clay # # GRAIN SIZE REMARKS: D D D COEFFICIENTS C c C u Source of Sample: Depth: ' Sample Number: G Source of Sample: Depth: ' Sample Number: H Source of Sample: Depth: ' Sample Number: I NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: Project No.: M. Boutilier I-15 NORTH PH 2 EA 73563, FL-- Figure

79 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CH A-7-6(32) CH A-7-6(22) CL A-6(16) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number fat clay with sand 3/8" # fat clay with sand # # lean clay # # GRAIN SIZE REMARKS: D D D COEFFICIENTS C c C u Source of Sample: Depth: ' Sample Number: J Source of Sample: Depth: ' Sample Number: K Source of Sample: Depth: ' Sample Number: L NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: Project No.: M. Boutilier I-15 NORTH PH 2 EA 73563, FL-- Figure

80 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL SC A-6(1) CH A-7-6(68) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number clayey sand 3/4" 0.0 1/2" fat clay 3/8" 95.8 D 60 D 30 D GRAIN SIZE COEFFICIENTS # #16 0 # #0 # C c C u Source of Sample: Depth: ' Sample Number: M Source of Sample: Depth: ' Sample Number: N REMARKS: NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: M. Boutilier I-15 NORTH PH 2 Project No.: EA 73563, FL-- Figure

81 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CL A-4(6) CL A-6(12) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number lean clay # # lean clay # 99.5 # # D 60 D 30 D GRAIN SIZE COEFFICIENTS C c C u Source of Sample: Depth: ' Sample Number: O Source of Sample: Depth: ' Sample Number: P REMARKS: NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: M. Boutilier I-15 NORTH PH 2 Project No.: EA 73563, FL-- Figure

82 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL ML A-7-6(4) SC A-6(2) CH A-7-6(48) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number sandy silt with gravel 3/4" 0.0 1/2" clayey sand 3/8" D 60 D 30 D GRAIN SIZE COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 # #0 # C c C u Source of Sample: Depth: ' Sample Number: B Source of Sample: Depth: ' Sample Number: C Source of Sample: Depth: ' Sample Number: D Client: Project: Project No.: M. Boutilier I-15 NORTH PH EA 73563, FL-- fat clay REMARKS: Figure

83 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CL A-6(16) CH A-7-6(56) CL A-7-6(27) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number lean clay # # fat clay # # lean clay # D 60 D 30 D GRAIN SIZE COEFFICIENTS C c C u Source of Sample: Depth: ' Sample Number: E Source of Sample: Depth: ' Sample Number: F Source of Sample: Depth: ' Sample Number: G NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: Project No.: M. Boutilier I-15 NORTH PH 2 EA 73563, FL-- REMARKS: Figure

84 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CH A-7-6(24) SC A-2-6(1) CL A-6(13) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number sandy fat clay # clayey sand # # lean clay with sand # # GRAIN SIZE REMARKS: D D D COEFFICIENTS C c C u Source of Sample: Depth: ' Sample Number: H Source of Sample: Depth: ' Sample Number: I Source of Sample: Depth: ' Sample Number: J NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: Project No.: M. Boutilier I-15 NORTH PH 2 EA 73563, FL-- Figure

85 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CH A-7-6(41) CH A-7-6(55) CH A-7-6(62) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number fat clay 0.0 # fat clay # # 99.5 fat clay # # GRAIN SIZE REMARKS: D D D COEFFICIENTS C c C u Source of Sample: Depth: ' Sample Number: K Source of Sample: Depth: ' Sample Number: L Source of Sample: Depth: ' Sample Number: M NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: Project No.: M. Boutilier I-15 NORTH PH 2 EA 73563, FL-- Figure

86 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CH A-7-6(48) CL A-6(11) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number fat clay 0.0 # lean clay # # 98.5 # # GRAIN SIZE REMARKS: D D D COEFFICIENTS C c C u Source of Sample: Depth: ' Sample Number: N Source of Sample: Depth: ' Sample Number: O NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: M. Boutilier I-15 NORTH PH 2 Project No.: EA 73563, FL-- Figure

87 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL GC A-6(4) SC A-2-7(2) CL A-6(4) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number clayey gravel with sand 2" " 97.3 # clayey sand with gravel 1" # /4" /2" # sandy lean clay 3/8" # # GRAIN SIZE REMARKS: D D 30 D COEFFICIENTS C c C u Source of Sample: Depth: ' Sample Number: A Source of Sample: Depth: ' Sample Number: B Source of Sample: Depth:.0 -.5' Sample Number: C3 NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: Project No.: M. Boutilier I-15 NORTH PH 2 EA 73563, FL-- Figure

88 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL SC A-2-4(0) CL A-6(7) CH A-7-6(19) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number clayey sand 3/4" 0.0 1/2" sandy lean clay 3/8" D 60 D 30 D GRAIN SIZE COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 # #0 # C c C u Source of Sample: Depth: ' Sample Number: C1 Source of Sample: Depth: Sample Number: D Source of Sample: Depth: ' Sample Number: E Client: Project: Project No.: M. Boutilier I-15 NORTH PH EA 73563, FL-- sandy fat clay REMARKS: Figure

89 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CL A-6(14) CL A-6(18) CH A-7-6(62) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number lean clay 0.0 # lean clay # # fat clay # # GRAIN SIZE REMARKS: D 60 D 30 D COEFFICIENTS C c C u Source of Sample: Depth:.0 -.5' Sample Number: F3 Source of Sample: Depth: ' Sample Number: G Source of Sample: Depth: ' Sample Number: H NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: Project No.: M. Boutilier I-15 NORTH PH 2 EA 73563, FL-- Figure

90 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CH A-7-6(53) CH A-7-6(48) CH A-7-6(31) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number fat clay # fat clay # # fat clay with sand # # GRAIN SIZE REMARKS: D 60 D 30 D COEFFICIENTS C c C u Source of Sample: Depth: ' Sample Number: I3 Source of Sample: Depth: ' Sample Number: J Source of Sample: Depth: ' Sample Number: K NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: Project No.: M. Boutilier I-15 NORTH PH 2 EA 73563, FL-- Figure

91 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL SC A-6(2) CL A-6(15) CL A-7-6(16) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number clayey sand 0.0 # lean clay with sand # # lean clay with sand # # GRAIN SIZE REMARKS: D D 30 D COEFFICIENTS C c C u Source of Sample: Depth: ' Sample Number: L Source of Sample: Depth: ' Sample Number: M3 Source of Sample: Depth: ' Sample Number: N NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: Project No.: M. Boutilier I-15 NORTH PH 2 EA 73563, FL-- Figure

92 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CL A-7-6(18) CH A-7-6(35) CH A-7-6(42) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number lean clay with sand # fat clay # # fat clay # # GRAIN SIZE REMARKS: D 60 D 30 D COEFFICIENTS C c C u Source of Sample: Depth:.0 -.5' Sample Number: O3 Source of Sample: Depth: ' Sample Number: O1 Source of Sample: Depth: ' Sample Number: P NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: Project No.: M. Boutilier I-15 NORTH PH 2 EA 73563, FL-- Figure

93 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CL A-7-6(24) CH A-7-6(61) CH A-7-6(59) 74 SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number lean clay 1/2" 0.0 3/8" 99.2 fat clay D 60 D 30 D GRAIN SIZE COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 # #0 # C c C u Source of Sample: Depth: ' Sample Number: Q Source of Sample: Depth: ' Sample Number: R Source of Sample: Depth: ' Sample Number: S Client: Project: Project No.: M. Boutilier I-15 NORTH PH EA 73563, FL-- fat clay REMARKS: Figure

94 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CH A-7-6(42) CL A-6(5) CL A-6(15) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number fat clay with sand 3/8" # sandy lean clay # # lean clay with sand # # GRAIN SIZE REMARKS: D 60 D 30 D COEFFICIENTS C c C u Source of Sample: Depth: ' Sample Number: T Source of Sample: Depth: ' Sample Number: U Source of Sample: Depth: ' Sample Number: V NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: Project No.: M. Boutilier I-15 NORTH PH 2 EA 73563, FL-- Figure

95 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CH A-7-6(40) CL A-6(5) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number fat clay 3/8" # sandy lean clay # # # # GRAIN SIZE REMARKS: D D 30 D COEFFICIENTS C c C u Source of Sample: Depth: ' Sample Number: W Source of Sample: Depth: ' Sample Number: X NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: M. Boutilier I-15 NORTH PH 2 Project No.: EA 73563, FL-- Figure

96 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CL A-6(17) CL A-4(7) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number lean clay 1/2" 0.0 3/8" 99.6 lean clay D 60 D 30 D GRAIN SIZE COEFFICIENTS # #16 0 # #0 # C c C u Source of Sample: Depth: ' Sample Number: Y Source of Sample: Depth: ' Sample Number: Z REMARKS: NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: M. Boutilier I-15 NORTH PH 2 Project No.: EA 73563, FL-- Figure

97 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL GC A-6(3) GC A-6(3) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number clayey gravel with sand 1.5" " clayey gravel with sand 3/4" /2" /8" D 60 D 30 D GRAIN SIZE COEFFICIENTS # #16 0 # #0 # C c C u Source of Sample: Depth: ' Sample Number: BULK 1 Source of Sample: Depth: ' Sample Number: BULK 2 REMARKS: NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: M. Boutilier I-15 NORTH PH 2 Project No.: EA 73563, FL-- Figure

98 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL GM A-2-4(0) CH A-7-6(19) CH A-7-6(56) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number silty gravel with sand 1.5" 0.0 1" 0.0 fat clay with sand 3/4" /2" /8" fat clay with sand D 60 D 30 D GRAIN SIZE COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 # #0 # C c C u Source of Sample: Depth: ' Sample Number: B Source of Sample: Depth: ' Sample Number: E1 Source of Sample: Depth: ' Sample Number: E2 Client: Project: Project No.: M. Boutilier I-15 NORTH PH EA 73563, FL-- REMARKS: Figure

99 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CH A-7-6(46) CL A-7-6(12) CL A-6(8) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number fat clay 3/4" 0.0 1/2" sandy lean clay 3/8" D 60 D 30 D GRAIN SIZE COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 # #0 # C c C u Source of Sample: Depth: ' Sample Number: E3 Source of Sample: Depth: ' Sample Number: G Source of Sample: Depth: ' Sample Number: H Client: Project: Project No.: M. Boutilier I-15 NORTH PH EA 73563, FL-- lean clay with sand REMARKS: Figure

100 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CH A-7-6(42) CH A-7-6(39) CH A-7-6(58) 73 SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number fat clay # # fat clay # # fat clay # D 60 D 30 D GRAIN SIZE COEFFICIENTS C c C u Source of Sample: Depth: ' Sample Number: I1 Source of Sample: Depth: ' Sample Number: I2 Source of Sample: Depth: ' Sample Number: I3 NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: Project No.: M. Boutilier I-15 NORTH PH 2 EA 73563, FL-- REMARKS: Figure

101 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CH A-7-6(37) CH A-7-6(32) CH A-7-6(75) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number fat clay # fat clay # # fat clay # # GRAIN SIZE REMARKS: D 60 D 30 D COEFFICIENTS C c C u Source of Sample: Depth: ' Sample Number: J Source of Sample: Depth: ' Sample Number: K Source of Sample: Sample Number: L1 NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: Project No.: M. Boutilier I-15 NORTH PH 2 EA 73563, FL-- Figure

102 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CH A-7-6(69) CH A-7-6(76) CH A-7-6(66) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number fat clay 0.0 # fat clay # # fat clay # # GRAIN SIZE REMARKS: D D 30 D COEFFICIENTS C c C u Source of Sample: Depth: ' Sample Number: L2 Source of Sample: Depth: ' Sample Number: L3 Source of Sample: Depth: ' Sample Number: M NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: Project No.: M. Boutilier I-15 NORTH PH 2 EA 73563, FL-- Figure

103 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CL A-7-6(24) CL A-7-6(27) CH A-7-6(43) 59 SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number lean clay with sand 3/8" # lean clay # # fat clay # # GRAIN SIZE REMARKS: D 60 D 30 D COEFFICIENTS C c C u Source of Sample: Depth: ' Sample Number: N Source of Sample: Depth: ' Sample Number: O Source of Sample: Depth: ' Sample Number: P NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: Project No.: M. Boutilier I-15 NORTH PH 2 EA 73563, FL-- Figure

104 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CL A-7-6(21) CL A-6(6) CH A-7-6(64) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number lean clay 3/4" 0.0 1/2" 94.9 sandy lean clay 3/8" D 60 D 30 D GRAIN SIZE COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 # #0 # C c C u Source of Sample: Depth: ' Sample Number: Q Source of Sample: Depth: ' Sample Number: R Source of Sample: Depth: ' Sample Number: S Client: Project: Project No.: M. Boutilier I-15 NORTH PH EA 73563, FL-- fat clay REMARKS: Figure

105 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CL A-6(15) CL A-6(17) CL A-7-6(22) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number lean clay 1/2" 0.0 3/8" 98.5 lean clay D 60 D 30 D GRAIN SIZE COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 # #0 # C c C u Source of Sample: Depth: ' Sample Number: T Source of Sample: Depth: ' Sample Number: U Source of Sample: Depth: ' Sample Number: V Client: Project: Project No.: M. Boutilier I-15 NORTH PH EA 73563, FL-- lean clay with sand REMARKS: Figure

106 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CH A-7-6(68) CH A-7-6() CH A-7-6(69) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number fat clay 0.0 # fat clay # # fat clay # # GRAIN SIZE REMARKS: D 60 D 30 D COEFFICIENTS C c C u Source of Sample: Depth: ' Sample Number: W1 Source of Sample: Depth: ' Sample Number: W2 Source of Sample: Depth: ' Sample Number: W3 NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: Project No.: M. Boutilier I-15 NORTH PH 2 EA 73563, FL-- Figure

107 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CL A-7-6(29) CL A-6(8) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number lean clay # sandy lean clay # # # # GRAIN SIZE REMARKS: D 60 D 30 D COEFFICIENTS C c C u Source of Sample: Depth: ' Sample Number: X Source of Sample: Depth: ' Sample Number: Y NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: M. Boutilier I-15 NORTH PH 2 Project No.: EA 73563, FL-- Figure

108 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CH A-7-6(23) CL A-6(17) CH A-7-6(62) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number fat clay with sand 0.0 # lean clay # # fat clay # # GRAIN SIZE REMARKS: D 60 D 30 D COEFFICIENTS C c C u Source of Sample: Depth: ' Sample Number: A Source of Sample: Depth: ' Sample Number: C Source of Sample: Depth: ' Sample Number: D NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: Project No.: M. Boutilier I-15 NORTH PH 2 EA 73563, FL-- Figure

109 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CH A-7-6(52) CL A-7-6(23) CL A-6(9) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number fat clay with sand # lean clay # # sandy lean clay # # GRAIN SIZE REMARKS: D D 30 D COEFFICIENTS C c C u Source of Sample: Depth: ' Sample Number: E Source of Sample: Depth: ' Sample Number: F Source of Sample: Depth: ' Sample Number: G NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: Project No.: M. Boutilier I-15 NORTH PH 2 EA 73563, FL-- Figure

110 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CL A-6(11) CH A-7-6(49) CH A-7-6(43) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number sandy lean clay 3/8" # fat clay # # fat clay # # GRAIN SIZE REMARKS: D D 30 D COEFFICIENTS C c C u Source of Sample: Depth: ' Sample Number: H Source of Sample: Depth: ' Sample Number: I Source of Sample: Depth: ' Sample Number: J1 NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: Project No.: M. Boutilier I-15 NORTH PH 2 EA 73563, FL-- Figure

111 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CH A-7-6(41) CH A-7-6(43) CH A-7-6() SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number fat clay 3/8" # fat clay # # fat clay # # GRAIN SIZE REMARKS: D D D COEFFICIENTS C c C u Source of Sample: Depth: ' Sample Number: J2 Source of Sample: Depth: ' Sample Number: J3 Source of Sample: Depth: ' Sample Number: K1 NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: Project No.: M. Boutilier I-15 NORTH PH 2 EA 73563, FL-- Figure

112 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CH A-7-6(74) CH A-7-6(78) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number fat clay # # fat clay # 99.7 # # D 60 D 30 D GRAIN SIZE COEFFICIENTS C c C u Source of Sample: Depth: ' Sample Number: K2 Source of Sample: Depth: ' Sample Number: K3 REMARKS: NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: M. Boutilier I-15 NORTH PH 2 Project No.: EA 73563, FL-- Figure

113 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CL A-7-6(22) CH A-7-5(77) 30 0 SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number lean clay 3/8" # fat clay # # # # GRAIN SIZE REMARKS: D 60 D 30 D COEFFICIENTS C c C u Source of Sample: Depth: ' Sample Number: L Source of Sample: Depth: ' Sample Number: M NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: M. Boutilier I-15 NORTH PH 2 Project No.: EA 73563, FL-- Figure

114 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL SC A-2-6(1) CL A-7-6(13) CL A-7-6(12) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number clayey sand with gravel 1" /4" sandy lean clay 1/2" /8" D 60 D 30 D GRAIN SIZE COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 # #0 # C c C u Source of Sample: Depth: ' Sample Number: A Source of Sample: Depth: ' Sample Number: B Source of Sample: Depth: ' Sample Number: C Client: Project: Project No.: M. Boutilier I-15 NORTH PH EA 73563, FL-- sandy lean clay with gravel REMARKS: Figure

115 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CL A-6(15) GC A-7-6(8) CL A-6(8) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number lean clay with sand 1" 0.0 3/4" 90.1 clayey gravel with sand 1/2" /8" D 60 D 30 D GRAIN SIZE COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 # #0 # C c C u Source of Sample: Depth: ' Sample Number: D Source of Sample: Depth: ' Sample Number: E3 Source of Sample: Depth: ' Sample Number: G Client: Project: Project No.: M. Boutilier I-15 NORTH PH EA 73563, FL-- sandy lean clay REMARKS: Figure

116 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CL A-7-6(18) CH A-7-6(30) 19 SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number lean clay with sand 3/4" 0.0 1/2" fat clay 3/8" 97.2 D 60 D 30 D GRAIN SIZE COEFFICIENTS # #16 0 # #0 # C c C u Source of Sample: Depth: ' Sample Number: H Source of Sample: Depth: ' Sample Number: J REMARKS: NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: M. Boutilier I-15 NORTH PH 2 Project No.: EA 73563, FL-- Figure

117 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CL A-7-6(18) CL A-7-6(15) CL A-7-6(11) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number sandy lean clay 3/4" 0.0 1/2" sandy lean clay 3/8" D 60 D 30 D GRAIN SIZE COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 # #0 # C c C u Source of Sample: Depth: ' Sample Number: K1 Source of Sample: Depth: ' Sample Number: K2 Source of Sample: Depth: ' Sample Number: K3 Client: Project: Project No.: M. Boutilier I-15 NORTH PH EA 73563, FL-- sandy lean clay with gravel REMARKS: Figure

118 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CL A-6(11) CL A-6() SC A-2-7(3) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number sandy lean clay 3/4" /2" /8" D 60 D 30 D GRAIN SIZE COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 # #0 # C c C u Source of Sample: Depth: ' Sample Number: L Source of Sample: Depth: ' Sample Number: M Source of Sample: Depth: ' Sample Number: N Client: Project: Project No.: M. Boutilier I-15 NORTH PH EA 73563, FL-- gravelly lean clay with sand clayey sand with gravel REMARKS: Figure

119 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CL A-6(4) CL A-7-6(12) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number sandy lean clay with gravel 3/4" /2" sandy lean clay with gravel 3/8" D 60 D 30 D GRAIN SIZE COEFFICIENTS # #16 0 # #0 # C c C u Source of Sample: Depth: ' Sample Number: O Source of Sample: Depth: ' Sample Number: P REMARKS: NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: M. Boutilier I-15 NORTH PH 2 Project No.: EA 73563, FL-- Figure

120 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CL A-7-6(12) CH A-7-6(19) CH A-7-6() 57 SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number -sandy lean clay with gravel 3/4" 0.0 1/2" sandy fat clay 3/8" D 60 D 30 D GRAIN SIZE COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 # #0 # C c C u Source of Sample: Depth: ' Sample Number: A Source of Sample: Depth: ' Sample Number: B1 Source of Sample: Depth: ' Sample Number: B2 Client: Project: Project No.: M. Boutilier I-15 NORTH PH EA 73563, FL-- sandy fat clay REMARKS: Figure

121 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CL A-7-6(18) CL A-7-6(17) CL A-6(4) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number sandy lean clay 3/4" /2" sandy lean clay 3/8" D 60 D 30 D GRAIN SIZE COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 # #0 # C c C u Source of Sample: Depth: ' Sample Number: C Source of Sample: Depth: ' Sample Number: D3 Source of Sample: Depth: ' Sample Number: E Client: Project: Project No.: M. Boutilier I-15 NORTH PH EA 73563, FL-- sandy lean clay REMARKS: Figure

122 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL SC A-6(2) SC A-6(2) GM A-1-b NP 18 SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number clayey sand with gravel 1" /4" clayey sand with gravel 1/2" /8" D 60 D 30 D GRAIN SIZE COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 # #0 # C c C u Source of Sample: Depth: ' Sample Number: F Source of Sample: Depth: ' Sample Number: G Source of Sample: Depth: ' Sample Number: H Client: Project: Project No.: M. Boutilier I-15 NORTH PH EA 73563, FL-- silty gravel with sand REMARKS: Figure

123 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CL A-7-6() CL A-6(18) GC A-6(6) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number lean clay 1" 0.0 3/4" lean clay with sand 1/2" /8" D 60 D 30 D GRAIN SIZE COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 # #0 # C c C u Source of Sample: Depth: ' Sample Number: I Source of Sample: Depth: ' Sample Number: K Source of Sample: Depth: ' Sample Number: L2 Client: Project: Project No.: M. Boutilier I-15 NORTH PH EA 73563, FL-- clayey gravel with sand REMARKS: Figure

124 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CL A-7-6(14) CL A-7-6(17) CL A-7-6(19) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number sandy lean clay 3/4" 0.0 1/2" 96.9 sandy lean clay 3/8" D 60 D 30 D GRAIN SIZE COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 # #0 # C c C u Source of Sample: Depth: ' Sample Number: M Source of Sample: Depth: ' Sample Number: N2 Source of Sample: Depth: ' Sample Number: N3 Client: Project: Project No.: M. Boutilier I-15 NORTH PH EA 73563, FL-- lean clay with sand REMARKS: Figure

125 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # # #30 0 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL SC A-6(6) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number clayey sand 3/8" # # # D 60 D 30 D GRAIN SIZE COEFFICIENTS C c C u Source of Sample: Depth: ' Sample Number: O REMARKS: NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: M. Boutilier I-15 NORTH PH 2 Project No.: EA 73563, FL-- Figure

126 DIRECT SHEAR TEST REPORT 25.0 Shear Stress Result 1 Result 2 Result Strength Envelope Peak & Residual Shear Stress (psi) Shear Stress (psi) Horizontal Displacement (inch) Displacement Result 1 Result Result Vertical Displacement (inch) Friction Angle = Normal Stress (psi) Strength Parameters Peak 32 Residual degrees Horizontal Displacement (inch) Cohesion = -0. psi Project: FL-- Boring: Sample: Bulk Specimen: Date Tested Diameter (inch): Height (inch): Depth (ft): Moisture (%) Dry Unit Wt (pcf) SHEAR Displacement Rate( in / min ) Normal Stress (psi) Peak Shear Stress(psi) Residual Shear Stress(psi) Residual Point Peak Failure (min) Result 1 Result 2 Result 3 a b c 02/23/11 02/23/11 02/22/ Specimen Comments a Bulk 00 psf b Bulk 3000 psf c Bulk 00 psf Geotechnical Section DigiShear Report v4b xls

127 Shear Stress (psi) Axial Strain (%) North Las Vegas, Clark Co. NV EA # Date: October F1 UNCONFINED COMPRESSIVE STRENGTH TEST RESULTS GEOTECHNICAL INVESTIGATION I-15 NORTH PHASE II

128 958-3, O1 (CU) Shear Stress (psi) Axial Strain (%) North Las Vegas, Clark Co. NV EA # Date: October 11 BORING O1 UNCONFINED COMPRESSIVE STRENGTH TEST RESULTS GEOTECHNICAL INVESTIGATION I-15 NORTH PHASE II

129 958-3, O2 (UC) Shear Stress (psi) Axial Strain (%) North Las Vegas, Clark Co. NV EA # Date: October O2 UNCONFINED COMPRESSIVE STRENGTH TEST RESULTS GEOTECHNICAL INVESTIGATION I-15 NORTH PHASE II

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