WASH STRUCTURE B-420 S EA

GEOTECHNICAL REPORT US-95 at PIUTE WASH STRUCTURE B-420 S EA 72498 May 2004 MATERIALS DIVISION

STATE OF NEVADA DEPARTMENT OF TRANSPORTATION MATERIALS DIVISION GEOTECHNICAL SECTION GEOTECHNICAL REPORT US-95 at PIUTE WASH STRUCTURE B-420 S EA 72498 July 2004 CLARK COUNTY, NEVADA Prepared by: Dana Boomhower, P.E. Senior Materials Engineer - Geotechnical Reviewed by: Jeff Palmer, Ph.D., P.E. Principal Geotechnical Engineer Approved by: Dean Weitzel, P.E. Chief Materials Engineer

TABLE OF CONTENTS INTRODUCTION... 1 General... 1 Purpose and Scope... 2 PROJECT DESCRIPTION... 2 GEOLOGIC CONDITIONS and SEISMICITY... 3 FIELD INVESTIGATION... 3 LABORATORY ANALYSIS... 4 DISCUSSION... 4 RECOMMENDATIONS... 5 Excavations and Earthwork... 5 Abutments and Center Piers... 5 Cantilever Walls... 6 Geotextile... 8 REFERENCES... 9 APPENDICES APPENDIX A...Site Plan... Borehole Location Sheet APPENDIX B...Boring Log Key...Boring Logs APPENDIX C...Soil Particle Size Distribution Sheets (Gradation Curves)...Test Result Summary Sheets APPENDIX D... Bridge Loads from Structural Division...Scour Depths from Hydraulic Section ii

INTRODUCTION General This report has been prepared for the proposed bridge structure located on US-95 at Piute Wash in Clark County, Nevada. US-95 runs approximately north-south at this location, and is currently one lane wide in each direction. The existing highway crosses Piute Wash on Structure B-420 N (see Photo 1). The proposed plan calls for construction of a new structure, which will carry the southbound traffic. For a more detailed description, see the contract plans for this project. A site plan for the project is presented in Appendix A. Photo 1. US-95 Looking South; the New Structure will be Located Near the Drill Rig. 1

Purpose and Scope The purpose of this report is to present information regarding the subsurface soil conditions at the proposed project site. This report provides geotechnical design recommendations for the new bridge structure involved in this project, including, but not limited to the structure foundation, wing walls, and channel protection. The scope of this report consists primarily of geotechnical investigation, analysis, and recommendations for both design and construction. The investigation included gathering data from past field explorations and reports, in addition to information obtained from field reconnaissance, subsurface explorations, soil sampling, and analysis of field and laboratory testing data. This report includes boring logs, particle analysis sheets, and summaries of test results from the field investigations and the laboratory testing regimen. These may be found in appendices B and C, respectively. PROJECT DESCRIPTION US-95 currently conveys one lane of traffic in each direction as it crosses Piute Wash, approximately 68 miles south-southeast of Las Vegas at milepost 95-CL-7.82. The existing bridge (B-420) was originally constructed under Contract 615 in 1941, crossing Piute Wash at approximately a 45 degree skew on a five-span structure (see Photo 2). This structure was supported on 12 x 53 steel H-beam piles. Proposed plans indicate the new bridge will be designed as a three-span structure over the wash, with a center span approximately 62 feet in length, and two end spans approximately 45 feet in length. The proposed design will necessitate construction of two abutments and two piers to support the roadway. Photo 2. Structure B-420 Crossing Piute Wash, Looking Northeast 2

GEOLOGIC CONDITIONS and SEISMICITY The site is founded primarily in quaternary alluvial deposits (Qa) emanating from the Newberry Mountains to the east. 1 These deposits are unconsolidated to moderately consolidated at the project site. This area lies at an elevation of approximately 2500 feet, and slopes gently downward to the west-south west. Groundwater was not encountered within the depths explored. There are relatively few tectonic features, including known faults, within fifteen miles of the project site. 2 The soil type for this project is Type II, as defined by AASHTO Standard Specifications for Highway Bridges 4 in Division IA Seismic Design. The AASHTO recommended acceleration coefficient (A) is 0.05g, but the NDOT Structural Division recommends a minimum bedrock acceleration of 0.15g. 3 FIELD INVESTIGATION The Nevada Department of Transportation (NDOT) Geotechnical Section conducted a subsurface investigation at the proposed project site in April of 2004. Subsurface soil conditions were explored by drilling two boreholes (PW-1 and PW-2) to a maximum depth of 71.4 feet. The approximate locations of the boreholes are shown on the Borehole Locations sheet in Appendix A. Surface elevations were obtained for the borehole locations by surveying from a known elevation point (NDOT Survey Marker 480020M). Drilling was accomplished utilizing a Mobile B-57 drill rig equipped for soil sampling, using either bentonite drilling slurry for wet drilling, or eight inch (8") hollow stem auger. No water was encountered within the depths explored ( 71 ). An automatic hammer was used to drive all driven samples. The on-site soil conditions were suitable for using both a Standard Penetration Test (SPT) sampler, as well as a California Modified Sampler (CMS); however, all samples recovered were driven through the dense soils, and should be considered disturbed. Soil samples and standard penetration resistance values (N-Values) were obtained utilizing the SPT procedure as set forth in ASTM test number T 206. The uncorrected blow counts are shown on the boring logs in Appendix B. All soil samples were classified, both visually and using laboratory data, using the Unified Soil Classification System (USCS) as set forth in ASTM test number D2487. 3

LABORATORY ANALYSIS Laboratory analyses were performed on the samples collected from the two boreholes. The testing program consisted of sieve analyses, hydrometer, Atterberg limits, moisture content, unit weight, and direct shear tests. Because of the high densities of the mostly granular soils on-site, no undisturbed or relatively undisturbed samples were recovered; all samples collected were hammer-driven. However, five CMS samples were submitted for direct shear tests. These direct shear tests should be considered to be remolded due to the high degree of disturbance incurred during sampling, recovery, and testing. The results of the testing program show that the soils consist primarily of very dense silty and clayey sands and poorly- to well-graded sands. Plasticity Indexes (PI) ranged from NP (Non-Plastic) to 22, with liquid limits between 16 and 43, indicating a variety of soil conditions. Further information is presented in the summaries of test results in Appendix C. DISCUSSION Following the field investigation, the soils were identified as primarily very dense silty and clayey sands and poorly- to well-graded sands, with occasional layers containing minor amounts of gravel. All driven samples taken during the field exploration showed the soils to be medium dense to very dense, with uncorrected field blow counts from 21 blows per foot, to refusal (50 blows per four inches). Borehole PW-1 was drilled to represent the abutments, and had slightly more gravel than borehole PW-2, which was placed more toward the center of the channel, more closely representing the piers. This site is best suited for CIDH piles (drilled shafts) due to high soil densities and the possibility of scour due to high water flows in the wash channel. Information presented in the Soil Parameter tables was calculated using the following methods. The at-rest earth pressure coefficient (K 0 ) is derived from the empirical formula: K 0 = 1- sin φ. The static active earth pressure coefficient (K a ) was calculated using Coulombs analysis method. The static passive earth pressure coefficient (K p ) was calculated using the Log Spiral analysis method. The dynamic active earth pressure coefficient (K ae ) and the dynamic passive earth pressure coefficient (K pe ) were calculated using the Mononobe-Okabe analysis method. The structure - soil interface angle ( δ) is taken as 0.6 φ. The Acceleration Coefficient (A) and Soil Profile Type were all obtained 4

from AASHTO, Division 1-A, Section 3. The horizontal Acceleration Coefficient (K h ) is obtained either from AASHTO Standard Specifications for Highway Bridges, Division 1- A, Section 6, or 0.15A is used as a minimum as per the NDOT Structural Division. The vertical Acceleration Coefficient (K v ) is assumed to be zero. RECOMMENDATIONS Excavation and Earthwork All excavation shall be performed in accordance with the NDOT Standard Specifications for Road and Bridge Construction (SSRBC) 5. The contractor shall be responsible for all necessary shoring for any excavation and/or construction. All permanent slopes should be constructed to lie at a maximum of 2:1 (Horiz:Vert) slope. Quantities for construction excavation should be made based on using temporary 1:1 (Horiz:Vert) slopes. Although not anticipated, variable site conditions include the possibility of encountering cobbles or other adverse soil conditions. Scarify all subgrade areas to a depth of six inches (6 ) and moisture condition to two to four percent (2-4%) above optimum moisture. Compact all scarified areas to the specified relative compaction. Abutments and Center Piers CIDH piles (drilled shafts) are well suited to the dense, granular soils that exist throughout the project site, and are recommended to support the bridge abutments and piers. We recommend using 42 (3.5 ) diameter drilled shafts spaced center-to-center a minimum of five-diameters (5B). The use of permanent casing is not allowed. The NDOT Structural Design Division has determined the required axial load capacity to be 838 kips per abutment (280 kips per shaft), and 1679 kips per pier (560 kips per shaft). Shaft lengths were calculated from an assumed top of shaft elevation of 2499 feet using AASHTO design procedures. The Hydraulic Section of NDOT Roadway Design has given an elevation of 2487 for conditions of maximum scour, from the existing flowline of 2502. The factors of safety for axial capacity and uplift are: 1.88 for scour conditions, and 2.5 for no scour conditions. Tip elevations reflecting the design shaft length and shaft uplift capacities are provided in Table 1. Soil parameters for lateral analysis are provided in Table 2. 5

Uplift Capacity Uplift Capacity Tip Elevation Without Scour With Scour Abutments 1 and 4 2464 232 kips 249 kips Piers 2 and 3 2450 384 kips 452 kips Table 1. SHAFT UPLIFT CAPACITIES ELEVATION UNIT K-Value WEIGHT φ C static cyclic 50% STRAIN feet pcf degrees psf lb/in 3 lb/in 3 (for clays) 2492-2500 120 34 0 175 175 2485-2492 130 35 0 200 200 2478-2485 125 35 0 200 200 2471 2478 125 35 0 200 200 N/A 2464 2471 130 35 0 225 225 2457 2464 125 34 0 175 175 2450-2457 130 35 0 200 200 Table 2. SOIL PARAMETERS for LATERAL ANALYSIS Cantilever Walls The footing for concrete cast-in-place walls should be a minimum of three feet (3 ) wide, with the footing placed a minimum of three feet (3 ) below finish grade. The native soil and embankment fills provide a minimum allowable bearing capacity for spread footings of four kips per square foot (4 ksf), using a factor of safety of 3.0. See Table 3 for more information. ALLOWABLE BEARING CAPACITIES NATIVE SOIL Footing Depth (ft) Footing Width (ft) q ult q allowable psf psf ksf 3 17982 5994 5.99 3 4 20448 6816 6.82 5 22914 7638 7.64 6 25380 8460 8.46 8 30312 4. 4 23976 7992 7.99 4 5 26442 8814 8.81 6 28908 9636 9.64 8 33840 11280 11.28 38772 12924 12.92 5 29970 9990 9.99 5 6 32436 812.81 8 37368 12456 12.46 42300 14 14. 12 47232 15744 15.74 Table 3. ALLOWABLE BEARING CAPACITIES for SPREAD FOOTINGS 6

Applied loads in the range of the allowable capacities given above should result in estimated total settlement of less than one inch (1 in.), and differential settlement of less than one half inch (½ in.) in native soils. This settlement should occur during construction, due to the granular nature of the native soils. Settlement due to embankment loading should be negligible. The coefficient of friction for sliding should be 0.40. Granular Backfill soil properties were used to develop the soil parameters and earth pressure coefficients for cantilever wall design presented in Table 4. Abutment/Wall Allowed to Displace Abutment/Wall Restrained φ = soil friction angle 34º 34º γ = effective soil unit weight 120 pcf 120 pcf δ = structure - soil interface angle 20.4º 20.4º K h = Horizontal Acceleration Coefficient 0.075 0.075 K v = Vertical Acceleration Coefficient 0 0 K 0 = At-Rest Earth Pressure Coefficient N/A 0.441 K a = Active Earth Pressure Coefficient (Coulomb) 0.255 N/A K p = Passive Earth Pressure Coefficient (Log Spiral) 7.11 7.11 K ae = Dynamic Active Earth Pressure Coefficient (Mononobe-Okabe) 0.315 0.445 K pe = Dynamic Passive Earth Pressure Coefficient (Mononobe-Okabe) 7.46 6.44 Table 4. SOIL PARAMETERS for GRANULAR BACKFILL 7

Geotextile The upstream side of the structure will receive riprap protection against scour. The NDOT Hydraulics Section has chosen Class 400 Riprap and Bedding for this purpose. This riprap and bedding should be placed over a layer of geotextile. For more information on the procedure for placement of the geotextile, see the Contract Plans and Special Provisions. The geotextile must be made of a nonwoven needle-punched polypropylene fabric meeting the following requirements: PROPERTY TEST METHOD UNITS REQUIREMENT Survivability AASHTO M288 CLASS 1 Permittivity ASTM D4491 sec -1 0.7 Apparent Opening Size (AOS) ASTM D4751 U.S. Sieve No. AOS 50 Ultraviolet Stability at 500 hrs. ASTM D4355 % Strength Retained 50 The geotextile must be stored in accordance with the manufacturer s recommendations. 8

REFERENCES 1. Cenozoic Rocks of Nevada, Nevada Bureau of Mines and Geology, 1976, Map 52, Sheet 4. 2. Geology and Mineral Deposits of Clark County, Nevada, Bulletin 62, Nevada Bureau of Mines and Geology, 1965; Plate 1. 3. Structural Design of Highway Bridges, 1991; NDOT; Section 11.3.3.8.2 4. AASHTO Standard Specifications For Highway Bridges, seventeenth edition, 2002 5. Standard Specifications for Road and Bridge Construction, State of Nevada Department of Transportation, 2001. 9

APPENDIX A Site Plan Borehole Location Sheets

APPENDIX B Boring Log Key Boring Logs

KEY TO BORING LOGS PARTICLE SIZE LIMITS CLAY SILT SAND GRAVEL COBBLES BOULDERS FINE MEDIUM COARSE FINE COARSE.002 mm 0 # 3/4 inch 3 inch 12 inch USCS GROUP GW GP GM GC SW SP SM SC ML CL OL MH CH OH CS PT TYPICAL SOIL DESCRIPTION Well graded gravels, gravel-sand mixtures, little or no fines Poorly graded gravels, gravel-sand mixtures, little or no fines Silty gravels, poorly graded gravel-sand-silt mixtures 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 Claystone/Siltstone 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 * Blow counts on Calif. Modified GRANULAR SOIL CLAYEY SOIL Sampler (N CMS ) can be converted BLOWS/FT DENSITY BLOWS/FT CONSISTENCY to N SPT by: 0-4 VERY LOOSE 0 1 VERY SOFT (N CMS )(0.62) = N SPT 5 - LOOSE 2-4 SOFT 11-30 MEDIUM DENSE 5-8 MEDIUM STIFF Blow counts from Automatic or 31-50 DENSE 9-15 STIFF Safety Hammer can be converted OVER 50 VERY DENSE 16-30 VERY STIFF to Standard SPT N 60 by: *Standard Penetration Test (N) 140 lb hammer 31-60 HARD (N AUTOMATIC )(1.30) =N 60 30 inch free-fall on 2 inch O.D. x 1.4 inch I.D. sampler OVER 60 VERY HARD (N SAFETY )(1.17) =N 60 TEST ABBREVIATIONS SAMPLER NOTATION CD CONSOLIDATED DRAINED O ORGANIC CONTENT CMS CALIF. MODIFIED SAMPLER CH CHEMICAL (CORROSIVENESS) OC CONSOLIDATION CPT CONE PENETRATION CM COMPACTION PI PLASTICITY INDEX CS CONTINUOUS SAMPLER CU CONSOLIDATED UNDRAINED RQD ROCK QUALITY DESIGNATION CSS CALIFORNIA SPLIT SPOON D DISPERSIVE SOILS RV R-VALUE P PUSHED (NOT DRIVEN) DS DIRECT SHEAR S SIEVE ANALYSIS PB PITCHER BARREL E EXPANSIVE SOIL SL SHRINKAGE LIMIT RC ROCK CORE G SPECIFIC GRAVITY U UNCONFINED COMPRESSION SH SHELBY TUBE H HYDROMETER UU UNCONSOLIDATED UNDRAINED SPT STANDARD PENETRATION TEST HC HYDRO-COLLAPSE UW UNIT WEIGHT TP TEST PIT K PERMEABILITY W MOISTURE CONTENT - I.D.= 2.421 inch SOIL COLOR DESIGNATIONS ARE FROM THE MUNSELL SOIL COLOR CHART. EXAMPLE: (7.5 YR 5/3) BROWN - NXB I.D.= 1.875 inch LAST MODIFIED: October 11, 2006 - I.D.=3.228 inch with tube; 3.50 inch w/o tube - I.D.= 2.875 inch

APPENDIX C Soil Particle Size Distribution Sheets Test Result Summary Sheets

Particle Size Distribution Report 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # #20 #30 0 #60 #140 90 80 70 PERCENT FINER 60 50 40 30 20 0 1 0.1 0.01 0.001 GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL 0.0 29.5 62.2 8.3 SW-SC 0.0 26.0 64.0.0 SP-SC 0.0 3.9 84.5 11.6 SP-SC SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number Well-graded sand with clay and gravel 1.0 3/4.0 96.5 Poorly graded sand with clay and gravel 1/2 90.6 92.3 3/8 84.1 87.2.0 D 60 D 30 D GRAIN SIZE 2.6286 2.8894 1.6701 0.5932 1.0502 0.8084 0.1303 COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 #50 70.5 55.1 44.9 22.8 16.3.5 8.3 74.0 48.2 32.7 16.9 14.4 11.5.0 C c C u 1.03 20.18 Source of Sample: PW1 Depth: 3.0' - 4.5' Sample Number: PW1-A Source of Sample: PW1 Depth: 5.7' - 6.2' Sample Number: PW1-B2 Source of Sample: PW1 Depth: 6.2' - 6.5' Sample Number: PW1-B3 Client: Project: Project No.: US 95 @Piute Wash 72498-9 96.1 68.9 43.1 18.6 15.8 13.0 11.6 Poorly graded sand with clay REMARKS: Figure

Particle Size Distribution Report 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # #20 #30 0 #60 #140 90 80 70 PERCENT FINER 60 50 40 30 20 0 1 0.1 0.01 0.001 GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL 0.0 14.1 70.7 15.2 SC 58.4 11.9 SP-SC 0.0 31.0 55.1 13.9 SC SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number Clayey sand 1 90.7 3/4.0 85.9.0 1/2 99.1 81.8 98.2 3/8 95.3 78.6 91.2 D 60 D 30 D GRAIN SIZE 1.7636 2.8715 3.6282 0.5479 0.8516 0.9209 COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 #50 85.9 63.6 48.8 25.6 21.5 17.0 15.2 70.3 50.7 36.8 20.3 17.2 13.7 11.9 C c C u Source of Sample: PW1 Depth: 6.5' - 8.0' Sample Number: PW1-C Source of Sample: PW1 Depth: 8.2' - 8.7' Sample Number: PW1-D1 Source of Sample: PW1 Depth: 8.7' - 9.0' Sample Number: PW1-D2 Client: Project: Project No.: US 95 @Piute Wash 72498-9 69.0 42.6 33.1 23.0 20.1 16.1 13.9 Poorly graded sand with clay and gravel Clayey sand with gravel REMARKS: Figure

Particle Size Distribution Report 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # #20 #30 0 #60 #140 90 80 70 PERCENT FINER 60 50 40 30 20 0 1 0.1 0.01 0.001 GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL 0.0 23.0 61.8 15.2 SC A-2-7(0) 19 41 0.0 3.1 74.3 9.8 12.8 SC 20 39 0.0 21.0 71.9 7.1 SW-SC SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number Clayey sand with gravel 3/4.0.0 96.9 1/2 97.1 98.1 85.6 Clayey sand 3/8 90.3.0 96.2 D 60 D 30 D GRAIN SIZE 2.5995 0.7775 2.6387 0.6264 0.22 0.9527 0.0021 0.1798 COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 #50 77.0 52.3 40.2 25.2 21.6 17.5 15.2 43.2 26.3 22.6 C c 27.67 1.91 C u 378.49 14.67 Source of Sample: PW1 Depth: 9.0' -.5' Sample Number: PW1-E Source of Sample: PW1 Depth: 12.0' - 13.0' Sample Number: PW1-F Source of Sample: PW1 Depth: 15.0' - 16.5' Sample Number: PW1-G Client: Project: Project No.: US 95 @Piute Wash 72498-9 79.0 51.1 35.3 16.5 13.2 9.2 7.1 Well-graded sand with clay and gravel REMARKS: Figure

Particle Size Distribution Report 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # #20 #30 0 #60 #140 90 80 70 PERCENT FINER 60 50 40 30 20 0 1 0.1 0.01 0.001 GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL 0.0.6 81.4 8.0 SW-SC 15 25 0.0 16.2 74.3 9.5 SP-SC 0.0 12.7 79.2 8.1 SW-SC SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number Well-graded sand with clay 3/4.0.0 1/2.0 99.3 98.4 3/8 98.8 96.7 96.8 D 60 D 30 D GRAIN SIZE 1.7442 2.2838 1.9179 0.6318 0.87 0.6140 0.1412 0.0853 0.1200 COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 #50 89.4 64.4 47.7 21.2 15.8.3 8.0 83.8 55.4 38.8 20.1 16.9 12.5 9.5 C c 1.62 3.37 1.64 C u 12.36 26.78 15.98 Source of Sample: PW1 Depth: 20' - 21.5' Sample Number: PW1-H Source of Sample: PW1 Depth: 25' - 26.5' Sample Number: PW1-I Source of Sample: PW1 Depth: 30' - 31.5' Sample Number: PW1-J Client: Project: Project No.: US 95 @Piute Wash 72498-9 87.3 61.4 45.4 23.2 17.9 11.2 8.1 Poorly graded sand with clay and gravel Well-graded sand with clay REMARKS: Figure

Particle Size Distribution Report 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # #20 #30 0 #60 #140 90 80 70 PERCENT FINER 60 50 40 30 20 0 1 0.1 0.01 0.001 GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL 0.0 4.4 78.4 17.2 SC 17 32 0.0 20.9 74.5 4.6 SW 0.0 15.7 78.6 5.7 SW-SC SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number Clayey sand 3/4.0.0 1/2.0 95.3 98.9 3/8 99.4 93.2 95.7 D 60 D 30 D GRAIN SIZE 0.8893 2.3193 1.9388 0.25 0.8423 0.7903 0.2767 0.2396 COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 #50 95.6 83.8 69.0 39.4 33.1 22.3 17.2 79.1 55.7 39.8 14.8.7 6.4 4.6 84.3 61.0 42.6 16.1 11.9 7.4 5.7 C c 1.11 1.34 C u 8.38 8.09 Source of Sample: PW1 Depth: 35.0' - 35.9' Sample Number: PW1-K Source of Sample: PW1 Depth: 40.0' - 41.5' Sample Number: PW1-L Source of Sample: PW1 Depth: 45.1' - 45.6' Sample Number: PW1-M1 Client: Project: Project No.: US 95 @Piute Wash 72498-9 Well-graded sand with gravel Well-graded sand with clay and gravel REMARKS: Figure

Particle Size Distribution Report 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # #20 #30 0 #60 #140 90 80 70 PERCENT FINER 60 50 40 30 20 0 1 0.1 0.01 0.001 GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL 82.9 8.2 SW-SC 0.0 15.0 76.6 8.4 SW-SC 0.0 8.5 75.7 15.8 SC 21 37 SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number Well-graded sand with clay 3/4 98.2.0.0 1/2 97.2 97.4 98.5 3/8 96.8 93.9 97.6 D 60 D 30 D GRAIN SIZE 1.5217 1.7048 1.2856 0.5903 0.6147 0.3631 0.1346 0.13 COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 #50 91.1 69.5 51.0 22.8 17.3.6 8.2 85.0 65.1 47.9 22.4 17.0.7 8.4 91.5 72.1 57.7 33.1 26.6 18.7 15.8 C c 1.70 1.69 C u 11.31 13.01 Source of Sample: PW1 Depth: 45.6' - 46.1' Sample Number: PW1-M2 Source of Sample: PW1 Depth: 46.1' - 46.5' Sample Number: PW1-M3 Source of Sample: PW1 Depth: 50.0' - 51.5' Sample Number: PW1-N Client: Project: Project No.: US 95 @Piute Wash 72498-9 Well-graded sand with clay and gravel Clayey sand REMARKS: Figure

Particle Size Distribution Report 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # #20 #30 0 #60 #140 90 80 70 PERCENT FINER 60 50 40 30 20 0 1 0.1 0.01 0.001 GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL 0.0.0 78.5 11.5 SW-SC 17 23 0.0 14.7 51.6 24.4 9.3 SC 23 33 0.0 12.3 76.9.8 SW-SC 21 31 SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number Well graded sand with silty clay 1.5.0 85.3 1 93.2 80.1 Clayey sand 1/2.0 89.9.0 3/8 99.3 88.8 97.6 68.6 D 60 D 30 D GRAIN SIZE 1.0794 0.2617 1.6556 0.3599 0.0623 0.3984 0.0056 COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 #50 90.0 74.5 62.3 34.3 25.8 15.9 11.5 48.1 33.7 C c C u 2.63 46.50 Source of Sample: PW1 Depth: 55.0' - 56.5' Sample Number: PW1-O Source of Sample: PW1 Depth: 60.0' - 60.8' Sample Number: PW1-P Source of Sample: PW1 Depth: 65.0' - 66.5' Sample Number: PW1-Q Client: Project: Project No.: US 95 @Piute Wash 72498-9 87.7 65.0 51.9 31.2 24.8 15.8.8 Well graded sand with clay REMARKS: Figure

Particle Size Distribution Report 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # #20 #30 0 #60 #140 90 80 70 PERCENT FINER 60 50 40 30 20 0 1 0.1 0.01 0.001 GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL 0.0 14.6 73.5 11.9 SP-SM NP 0.0 34.1 59.1 6.8 SP-SM 0.0.9 74.6 14.5 SM SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number Poorly graded sand with silt 1.5.0 1.0 89.3 3/4 96.2 88.2.0 1/2 92.7 81.7 98.9 3/8 92.1 78.1 96.6 Silty sand D 60 D 30 D GRAIN SIZE 1.4734 3.6846 1.1597 0.3607 0.7949 0.3282 0.1961 COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 #50 85.4 67.4 54.7 33.0 26.8 17.2 11.9 65.9 45.7 36.4 19.7 14.2 8.6 6.8 C c C u 0.87 18.79 Source of Sample: PW2 Depth: 2.2' - 2.7' Sample Number: PW2-A1 Source of Sample: PW2 Depth: 2.7' 3.2' Sample Number: PW2-A2 Source of Sample: PW2 Depth: 3.5' - 5.0' Sample Number: PW2-B Client: Project: Project No.: US 95 @Piute Wash 72498-9 89.1 72.8 60.4 35.7 28.2 18.5 14.5 Poorly graded sand with silt and gravel REMARKS: Figure

Particle Size Distribution Report 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # #20 #30 0 #60 #140 90 80 70 PERCENT FINER 60 50 40 30 20 0 1 0.1 0.01 0.001 GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL 79.2 13.2 SM 77.6 17.1 SM 0.0 6.3 78.2 15.5 SM SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number Silty sand 1/2 98.1.0 3/8 97.1 99.2 99.4 Silty sand D 60 D 30 D GRAIN SIZE 1.0117 1.1182 1.8557 0.4947 0.4896 0.5756 COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 #50 92.4 80.6 66.0 25.2 18.3 14.0 13.2 94.7 78.4 62.0 26.5 21.6 18.1 17.1 C c C u Source of Sample: PW2 Depth: 5.2' - 5.7' Sample Number: PW2-C1 Source of Sample: PW2 Depth: 5.7' - 6.2' Sample Number: PW2-C2 Source of Sample: PW2 Depth: 6.2' - 6.5' Sample Number: PW2-C3 Client: Project: Project No.: US 95 @Piute Wash 72498-9 93.7 62.8 45.3 25.6 21.5 17.1 15.5 Silty sand REMARKS: Figure

Particle Size Distribution Report 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # #20 #30 0 #60 #140 90 80 70 PERCENT FINER 60 50 40 30 20 0 1 0.1 0.01 0.001 GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL 0.0 7.3 77.0 15.7 SM 0.0 6.8 47.2 28.2 17.8 SC 17 30 0.0 14.4 73.4 12.2 SC SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number Silty sand 3/4.0.0.0 93.2 1/2.0 97.3 94.4 86.9 Clayey sand 3/8 99.4 97.0 91.4 D 60 D 30 D GRAIN SIZE 1.4014 0.1949 1.2418 0.4776 0.0231 0.3141 0.0016 COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 #50 92.7 72.4 53.9 27.9 23.2 17.9 15.7 70.3 56.4 46.0 C c C u 1.67 119.55 Source of Sample: PW2 Depth: 6.5' 7.0' Sample Number: PW2-D1 Source of Sample: PW2 Depth: 7.0' - 8.0' Sample Number: PW2-D2 Source of Sample: PW2 Depth: 8.2' - 8.7' Sample Number: PW2-E1 Client: Project: Project No.: US 95 @Piute Wash 72498-9 85.6 69.8 59.0 37.6 28.9 16.9 12.2 Clayey sand REMARKS: Figure

Particle Size Distribution Report 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # #20 #30 0 #60 #140 90 80 70 PERCENT FINER 60 50 40 30 20 0 1 0.1 0.01 0.001 GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL NEVADA DEPARTMENT OF TRANSPORTATION 65.0 8.7 SW-SC 66.2 9.6 SW-SC 71.1 14.3 SC SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number Well-graded sand with clay and gravel 1 90.6 3/4 90.6 97.3 Well-graded sand with clay and gravel 1/2 85.4 97.1 97.3 3/8 82.4 92.1 95.8 D 60 D 30 D GRAIN SIZE 2.5845 2.72 1.2339 0.5701 0.7076 0.2820 0.19 0.0874 COEFFICIENTS # #16 0 #50 73.7 53.9 43.2 24.6 18.4 11.4 8.7 75.8 51.5 39.3 22.3 17.7 11.9 9.6 C c 1.13 2.11 C u 23.30 31.13 Source of Sample: PW2 Depth: 8.7' - 9.2' Sample Number: PW2-E2 Source of Sample: PW2 Depth: 9.2' - 9.5' Sample Number: PW2-E3 Source of Sample: PW2 Depth: 9.5' - 11.0' Sample Number: PW2-F Client: Project: Project No.: US 95 @Piute Wash 72498-9 85.4 69.4 59.1 38.2 31.2 20.4 14.3 Clayey sand REMARKS: Figure

Particle Size Distribution Report 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # #20 #30 0 #60 #140 90 80 70 PERCENT FINER 60 50 40 30 20 0 1 0.1 0.01 0.001 GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL 63.2 11.6 SP-SC 19 38 0.0 21.9 64.8 13.3 SC 0.0 17.7 70.8 11.5 SP-SC SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number Poorly graded sand with clay and gravel 3/4.0 1/2 91.7 97.5.0 Clayey sand with gravel 3/8 85.1 94.6 96.9 D 60 D 30 D GRAIN SIZE 2.4797 2.1908 1.7937 0.4785 0.4964 0.6079 COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 #50 74.8 54.8 44.3 28.2 23.1 15.2 11.6 78.1 58.1 47.5 27.1 21.4 15.4 13.3 C c C u Source of Sample: PW2 Depth: 11.2' - 11.7' Sample Number: PW2-G1 Source of Sample: PW2 Depth: 11.7' - 12.2' Sample Number: PW2-G2 Source of Sample: PW2 Depth: 12.2' - 12.5' Sample Number: PW2-G3 Client: Project: Project No.: US 95 @Piute Wash 72498-9 82.3 62.5 49.6 21.4 16.5 12.9 11.5 Poorly graded sand with clay and gravel REMARKS: Figure

Particle Size Distribution Report 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # #20 #30 0 #60 #140 90 80 70 PERCENT FINER 60 50 40 30 20 0 1 0.1 0.01 0.001 GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL 74.5 13.0 SC 0.0 19.2 70.1.7 SP-SC 0.0 12.1 76.6 11.3 SP-SC 16 32 SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number Clayey sand 3/4.0.0 1/2 98.5 95.5 98.2 3/8 95.7 90.6 97.1 D 60 D 30 D GRAIN SIZE 1.5815 2.0879 1.2057 0.4940 0.5447 0.4711 COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 #50 87.5 66.1 52.4 27.1 22.3 16.4 13.0 80.8 58.8 45.9 25.6 20.2 13.9.7 C c C u Source of Sample: PW2 Depth: 12.5' - 14.0' Sample Number: PW2-H Source of Sample: PW2 Depth: 15.0' - 16.5' Sample Number: PW2-I Source of Sample: PW2 Depth: 20.0' - 21.5' Sample Number: PW2-J Client: Project: Project No.: US 95 @Piute Wash 72498-9 87.9 72.9 59.4 27.1 19.4 13.0 11.3 Poorly graded sand with clay and gravel Poorly graded sand with clay REMARKS: Figure

Particle Size Distribution Report 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # #20 #30 0 #60 #140 90 80 70 PERCENT FINER 60 50 40 30 20 0 1 0.1 0.01 0.001 GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL 0.0 9.5 78.3 12.2 SC 0.0 13.1 68.1 18.8 SC 0.0 15.9 70.4 13.7 SC 18 32 SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number Clayey sand 3/4.0.0 1/2.0 98.3 99.4 Clayey sand 3/8 99.6 96.4 96.4 D 60 D 30 D GRAIN SIZE 1.9021 1.4974 1.4059 0.6831 0.3549 0.3731 COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 #50 90.5 61.8 44.3 21.5 17.7 13.6 12.2 86.9 67.3 54.1 32.6 27.9 21.8 18.8 C c C u Source of Sample: PW2 Depth: 25.0' - 26.5' Sample Number: PW2-K Source of Sample: PW2 Depth: 30.0' - 30.9' Sample Number: PW2-L Source of Sample: PW2 Depth: 35.0' - 36.5' Sample Number: PW2-M Client: Project: Project No.: US 95 @Piute Wash 72498-9 84.1 67.8 55.9 32.6 26.0 17.3 13.7 Clayey sand with gravel REMARKS: Figure

Particle Size Distribution Report 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # #20 #30 0 #60 #140 90 80 70 PERCENT FINER 60 50 40 30 20 0 1 0.1 0.01 0.001 GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL 0.0 15.3 54.8 29.9 SC-SM 20 26 0.0.3 76.5 13.2 SC 0.0 14.4 59.6 26.0 SC SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number Silty, clayey sand with gravel 3/4.0.0 1/2 98.4 96.9.0 Clayey sand 3/8 92.7 95.8 95.9 D 60 D 30 D GRAIN SIZE 0.4219 1.1752 0.5604 0.0792 0.3291 0.82 COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 #50 84.7 80.0 66.7 60.2 46.2 32.5 29.9 89.7 72.9 60.1 35.2 28.3 18.7 13.2 C c C u Source of Sample: PW2 Depth: 40.0' - 41.5' Sample Number: PW2-N Source of Sample: PW2 Depth: 45.0' - 46.5' Sample Number: PW2-O Source of Sample: PW2 Depth: 50.0' -50.8' Sample Number: PW2-P Client: Project: Project No.: US 95 @Piute Wash 72498-9 85.6 76.3 70.3 55.3 48.4 34.6 26.0 Clayey sand REMARKS: Figure

EA/Cont # 72498-9 Job Description US 95 @ PIUTE WASH Boring No. PW-1 Elevation (ft) 2503.34 Station SAMPLE SAMP- N DRY % BLOWS SAMPLE DEPTH LER SOIL W% UW PASS LL PL PI TEST ϕ C ϕ C OTHERS NO. (ft) TYPE per ft. GROUP pcf % % % TYPE deg. psi deg. psi Peak Residual A 3.0-4.5 SPT SW-SC 3.8 8.3 B1 5.2-5.7 CMS 4.0 98.0 DS 38 2.78 B1a 4.0 98.2 B1b 4.0 97.6 B1c 4.0 98.1 B2 5.7-6.2 CMS SP-SC 4.9 3.4.0 B2a 5.7 99.8 B2b 5.1.0 B2c 3.9 1.5 B3 6.2-6.5 BAG SP-SC 5.0 11.6 C 6.5-8.0 SPT SC 5.4 15.2 SUMMARY OF RESULTS N.D.O.T. GEOTECHNICAL SECTION STRENGTH TEST D1 8.2-8.7 CMS SP-SC 5.7 99.8 11.9 DS 41 1.73 CMS = California Modified Sampler 2.40" ID U = Unconfined Compressive H = Hydrometer CM = Compaction SPT = Standard Penetration 1.38" ID UU = Unconsolidated Undrained S = Sieve E = Swell/Pressure on Expansive Soils CS = Continuous Sample 3.23" ID CD = Consolidated Drained G = Specific Gravity SL = Shrinkage Limit RC = Rock Core CU = Consolidated Undrained PI = Plasticity Index UW= Unit Weight PB = Pitcher Barrel DS = Direct Shear LL = Liquid Limit W = Moisture Content CSS = Calif. Split Spoon 2.42" ID ϕ = Friction PL = Plastic Limit K = Permeability CPT = Cone Penetration Test C = Cohesion NP = Non-Plastic O = Organic Content TP = Test Pit N = No. of blows per ft., sampler OC = Consolidation D = Dispersive P = Pushed, not driven Ch = Chemical RQD = Rock Quality Designation R = Refusal N = Field SPT N = (N css )(0.62) RV = R - Value X = X-Ray Defraction Sh = Shelby Tube 2.87" ID MD = Moisture Density HCpot = Hydro-Collapse Potential * = Average of subsamples

EA/Cont # 72498-9 Job Description US 95 @ PIUTE WASH Boring No. PW-1 Elevation (ft) 2503.34 Station SAMPLE SAMP- N DRY % BLOWS SAMPLE DEPTH LER SOIL W% UW PASS LL PL PI TEST ϕ C ϕ C OTHERS NO. (ft) TYPE per ft. GROUP pcf % % % TYPE deg. psi deg. psi Peak Residual D1a 5.2.8 D1b 5.5 2.3 D1c 6.8 96.4 D1d 5.3 D2 8.7-9.0 BAG SC 5.0 13.9 E 9.0 -.5 SPT SC 5.6 15.2 41 19 22 F 12.0-13.0 SPT SC 7.3 22.6 39 20 19 G 15.0-16.5 SPT SW-SC 4.1 7.1 H 20.0-21.5 SPT SW-SC 4.3 8.0 25 15 I 25.0-26.5 SPT SP-SC 6.2 9.5 J 30-31.5 SPT SW-SC 5.0 8.1 SUMMARY OF RESULTS N.D.O.T. GEOTECHNICAL SECTION K 35.0-35.9 SPT SC 7.0 17.2 32 17 15 STRENGTH TEST CMS = California Modified Sampler 2.40" ID U = Unconfined Compressive H = Hydrometer CM = Compaction SPT = Standard Penetration 1.38" ID UU = Unconsolidated Undrained S = Sieve E = Swell/Pressure on Expansive Soils CS = Continuous Sample 3.23" ID CD = Consolidated Drained G = Specific Gravity SL = Shrinkage Limit RC = Rock Core CU = Consolidated Undrained PI = Plasticity Index UW= Unit Weight PB = Pitcher Barrel DS = Direct Shear LL = Liquid Limit W = Moisture Content CSS = Calif. Split Spoon 2.42" ID ϕ = Friction PL = Plastic Limit K = Permeability CPT = Cone Penetration Test C = Cohesion NP = Non-Plastic O = Organic Content TP = Test Pit N = No. of blows per ft., sampler OC = Consolidation D = Dispersive P = Pushed, not driven Ch = Chemical RQD = Rock Quality Designation R = Refusal N = Field SPT N = (N css )(0.62) RV = R - Value X = X-Ray Defraction Sh = Shelby Tube 2.87" ID MD = Moisture Density HCpot = Hydro-Collapse Potential * = Average of subsamples

EA/Cont # 72498-9 Job Description US 95 @ PIUTE WASH Boring No. PW-1 Elevation (ft) 2503.34 Station SAMPLE SAMP- N DRY % BLOWS SAMPLE DEPTH LER SOIL W% UW PASS LL PL PI TEST ϕ C ϕ C OTHERS NO. (ft) TYPE per ft. GROUP pcf % % % TYPE deg. psi deg. psi Peak Residual L 40.0-41.5 SPT SW 4.2 4.6 M1 45.1-45.6 CMS SW-SC 4.6 7.1 5.7 DS 49 0 M1a 4.2 4.7 M1b 4.6 7.1 M1c 5.1 6.1 M1d 4.6 1.5 M2 45.6-46.1 CMS SW-SC 5.9 3.6 8.2 DS 45 0 M2a 5.8 1.3 M2b 5.6 1.6 M2c 6.4 5.3 M2d 5.6 6.1 M3 46.1-46.5 BAG SW-SC 6.4 8.4 SUMMARY OF RESULTS N.D.O.T. GEOTECHNICAL SECTION STRENGTH TEST CMS = California Modified Sampler 2.40" ID U = Unconfined Compressive H = Hydrometer CM = Compaction SPT = Standard Penetration 1.38" ID UU = Unconsolidated Undrained S = Sieve E = Swell/Pressure on Expansive Soils CS = Continuous Sample 3.23" ID CD = Consolidated Drained G = Specific Gravity SL = Shrinkage Limit RC = Rock Core CU = Consolidated Undrained PI = Plasticity Index UW= Unit Weight PB = Pitcher Barrel DS = Direct Shear LL = Liquid Limit W = Moisture Content CSS = Calif. Split Spoon 2.42" ID ϕ = Friction PL = Plastic Limit K = Permeability CPT = Cone Penetration Test C = Cohesion NP = Non-Plastic O = Organic Content TP = Test Pit N = No. of blows per ft., sampler OC = Consolidation D = Dispersive P = Pushed, not driven Ch = Chemical RQD = Rock Quality Designation R = Refusal N = Field SPT N = (N css )(0.62) RV = R - Value X = X-Ray Defraction Sh = Shelby Tube 2.87" ID MD = Moisture Density HCpot = Hydro-Collapse Potential * = Average of subsamples

EA/Cont # 72498-9 Job Description US 95 @ PIUTE WASH Boring No. PW-1 Elevation (ft) 2503.34 Station SAMP- N DRY % BLOWS SAMPLE DEPTH LER SOIL W% UW PASS LL PL PI TEST ϕ C ϕ C OTHERS NO. (ft) TYPE per ft. GROUP pcf % % % TYPE deg. psi deg. psi Peak Residual N 50.0-51.5 SPT SC 7.8 15.8 O 55.0-56.5 SPT SW-SC 6.0 11.5 23 17 6 P 60.0-60.8 SPT SC.7 33.7 33 23 Q 65.0-66.5 SPT SW-SC 6.0.8 31 21 R 70.0-71.4 SPT SC 8.5 26.2 28 17 11 J K L M N O P SAMPLE SUMMARY OF RESULTS N.D.O.T. GEOTECHNICAL SECTION STRENGTH TEST CMS = California Modified Sampler 2.40" ID U = Unconfined Compressive H = Hydrometer CM = Compaction SPT = Standard Penetration 1.38" ID UU = Unconsolidated Undrained S = Sieve E = Swell/Pressure on Expansive Soils CS = Continuous Sample 3.23" ID CD = Consolidated Drained G = Specific Gravity SL = Shrinkage Limit RC = Rock Core CU = Consolidated Undrained PI = Plasticity Index UW= Unit Weight PB = Pitcher Barrel DS = Direct Shear LL = Liquid Limit W = Moisture Content CSS = Calif. Split Spoon 2.42" ID ϕ = Friction PL = Plastic Limit K = Permeability CPT = Cone Penetration Test C = Cohesion NP = Non-Plastic O = Organic Content TP = Test Pit N = No. of blows per ft., sampler OC = Consolidation D = Dispersive P = Pushed, not driven Ch = Chemical RQD = Rock Quality Designation R = Refusal N = Field SPT N = (N css )(0.62) RV = R - Value X = X-Ray Defraction Sh = Shelby Tube 2.87" ID MD = Moisture Density HCpot = Hydro-Collapse Potential

SUMMARY OF RESULTS N.D.O.T. GEOTECHNICAL SECTION EA/Cont # 72498-9 Job Description US 95 @ PIUTE WASH Boring No. PW-2 Elevation (ft) 2501.07 Station SAMPLE SAMP- N DRY % STRENGTH TEST SAMPLE DEPTH LER BLOWS SOIL W% UW PASS LL PL PI TEST ϕ C ϕ C OTHERS NO. (ft) TYPE per ft. GROUP pcf % % % TYPE deg. psi deg. psi Peak Residual A1 2.2-2.7 CMS SP-SM 8.4 114.0 11.9 16 NP DS 43 4.54 A1a 2.2 6.8 113.0 A1b 2.3 9.6 116.6 A1c 2.4 8.9 112.5 A2 2.7-3.2 CMS SP-SM 7.1 7.8 6.8 A2a 2.7 6.8 9.5 A2b 2.8 7.4 6.0 B 3.2-5.0 SPT SM 6.2 14.5 C1 5.2-5.7 CMS SM 9.7 4.9 13.2 DS 36 3.96 C1a 5.2 8.8 96.7 C1b 5.3.2 5.1 C1c 5.4.2 6.0 CMS = California Modified Sampler 2.40" ID U = Unconfined Compressive H = Hydrometer CM = Compaction SPT = Standard Penetration 1.38" ID UU = Unconsolidated Undrained S = Sieve E = Swell/Pressure on Expansive Soils CS = Continuous Sample 3.23" ID CD = Consolidated Drained G = Specific Gravity SL = Shrinkage Limit RC = Rock Core CU = Consolidated Undrained PI = Plasticity Index UW= Unit Weight PB = Pitcher Barrel DS = Direct Shear LL = Liquid Limit W = Moisture Content CSS = Calif. Split Spoon 2.42" ID ϕ = Friction PL = Plastic Limit K = Permeability CPT = Cone Penetration Test C = Cohesion NP = Non-Plastic O = Organic Content TP = Test Pit N = No. of blows per ft., sampler OC = Consolidation D = Dispersive P = Pushed, not driven Ch = Chemical RQD = Rock Quality Designation R = Refusal N = Field SPT N = (N css )(0.62) RV = R - Value X = X-Ray Defraction Sh = Shelby Tube 2.87" ID MD = Moisture Density HCpot = Hydro-Collapse Potential * = Average of subsamples

SUMMARY OF RESULTS N.D.O.T. GEOTECHNICAL SECTION EA/Cont # 72498-9 Job Description US 95 @ PIUTE WASH Boring No. PW-2 Elevation (ft) 2501.07 Station SAMPLE SAMP- N DRY % STRENGTH TEST SAMPLE DEPTH LER BLOWS SOIL W% UW PASS LL PL PI TEST ϕ C ϕ C OTHERS NO. (ft) TYPE per ft. GROUP pcf % % % TYPE deg. psi deg. psi Peak Residual C1d 5.5 9.6 111.9 C2 5.7-6.2 CMS SM 11.4 1.7 17.1 DS 45 0.25 C2a 5.7 11.2 9.0 C2b 5.8 12.2 9.2 C2c 5.9 11.6 112.0 C2d 6.5 112.4 C3 6.2-6.5 BAG SM 9.1 15.5 D1 6.5-7.0 SPT SM 9.1 15.7 D2 7.0-8.0 SPT SC 15.5 45.9 30 17 13 E1 8.2-8.7 CMS SC 9.7 6.8 12.2 26 20 6 DS 45 0.67 E1a 8.2 6.4 8.3 E1b 8.3 11.1 5.0 CMS = California Modified Sampler 2.40" ID U = Unconfined Compressive H = Hydrometer CM = Compaction SPT = Standard Penetration 1.38" ID UU = Unconsolidated Undrained S = Sieve E = Swell/Pressure on Expansive Soils CS = Continuous Sample 3.23" ID CD = Consolidated Drained G = Specific Gravity SL = Shrinkage Limit RC = Rock Core CU = Consolidated Undrained PI = Plasticity Index UW= Unit Weight PB = Pitcher Barrel DS = Direct Shear LL = Liquid Limit W = Moisture Content CSS = Calif. Split Spoon 2.42" ID ϕ = Friction PL = Plastic Limit K = Permeability CPT = Cone Penetration Test C = Cohesion NP = Non-Plastic O = Organic Content TP = Test Pit N = No. of blows per ft., sampler OC = Consolidation D = Dispersive P = Pushed, not driven Ch = Chemical RQD = Rock Quality Designation R = Refusal N = Field SPT N = (N css )(0.62) RV = R - Value X = X-Ray Defraction Sh = Shelby Tube 2.87" ID MD = Moisture Density HCpot = Hydro-Collapse Potential * = Average of subsamples

SUMMARY OF RESULTS N.D.O.T. GEOTECHNICAL SECTION EA/Cont # 72498-9 Job Description US 95 @ PIUTE WASH Boring No. PW-2 Elevation (ft) 2501.07 Station SAMPLE SAMP- N DRY % STRENGTH TEST SAMPLE DEPTH LER BLOWS SOIL W% UW PASS LL PL PI TEST ϕ C ϕ C OTHERS NO. (ft) TYPE per ft. GROUP pcf % % % TYPE deg. psi deg. psi Peak Residual E1c 8.4 11.0 7.0 E1d 8.5.3 E2 8.7-9.2 CMS SW-SC 8.4 9.1 8.7 DS 35 5.23 E2a 8.7 9.5 111.1 E2b 8.8 7.9 111.9 E2c 8.9 8.3 6.7 E2d 9 8.0 6.7 E3 9.2-9.5 BAG SW-SC 7.6 9.6 F 9.5-11.0 SPT SC 9.3 14.3 G1 11.2-11.7 CMS SP-SC.7 4.9 11.6 38 19 19 DS G1a 11.2-11.8 11.1 2.2 G1b 11.3 11.3 5.2 CMS = California Modified Sampler 2.40" ID U = Unconfined Compressive H = Hydrometer CM = Compaction SPT = Standard Penetration 1.38" ID UU = Unconsolidated Undrained S = Sieve E = Swell/Pressure on Expansive Soils CS = Continuous Sample 3.23" ID CD = Consolidated Drained G = Specific Gravity SL = Shrinkage Limit RC = Rock Core CU = Consolidated Undrained PI = Plasticity Index UW= Unit Weight PB = Pitcher Barrel DS = Direct Shear LL = Liquid Limit W = Moisture Content CSS = Calif. Split Spoon 2.42" ID ϕ = Friction PL = Plastic Limit K = Permeability CPT = Cone Penetration Test C = Cohesion NP = Non-Plastic O = Organic Content TP = Test Pit N = No. of blows per ft., sampler OC = Consolidation D = Dispersive P = Pushed, not driven Ch = Chemical RQD = Rock Quality Designation R = Refusal N = Field SPT N = (N css )(0.62) RV = R - Value X = X-Ray Defraction Sh = Shelby Tube 2.87" ID MD = Moisture Density HCpot = Hydro-Collapse Potential * = Average of subsamples

SUMMARY OF RESULTS N.D.O.T. GEOTECHNICAL SECTION EA/Cont # 72498-9 Job Description US 95 @ PIUTE WASH Boring No. PW-2 Elevation (ft) 2501.07 Station SAMPLE SAMP- N DRY % STRENGTH TEST SAMPLE DEPTH LER BLOWS SOIL W% UW PASS LL PL PI TEST ϕ C ϕ C OTHERS NO. (ft) TYPE per ft. GROUP pcf % % % TYPE deg. psi deg. psi Peak Residual G1c 11.4 9.7 7.2 G2 11.7-12.2 CMS SC.2 4.1 13.3 DS 42 4.26 G2a 11.7 9.2 3.2 G2b 11.8.0 4.9 G2c 11.9 12.1 4.2 G2d 12 9.6 G3 12.2-12.5 BAG SP-SC 9.2 11.5 H 12.5-14.0 SPT SC.5 13.0 I 15.0-16.5 SPT SP-SC 6.7.7 J 20.0-21.5 SPT SP-SC 6.3 11.3 32 16 16 K 25.0-26.5 SPT SC 6.5 12.2 L 30.0-30.9 SPT SC 9.4 18.8 CMS = California Modified Sampler 2.40" ID U = Unconfined Compressive H = Hydrometer CM = Compaction SPT = Standard Penetration 1.38" ID UU = Unconsolidated Undrained S = Sieve E = Swell/Pressure on Expansive Soils CS = Continuous Sample 3.23" ID CD = Consolidated Drained G = Specific Gravity SL = Shrinkage Limit RC = Rock Core CU = Consolidated Undrained PI = Plasticity Index UW= Unit Weight PB = Pitcher Barrel DS = Direct Shear LL = Liquid Limit W = Moisture Content CSS = Calif. Split Spoon 2.42" ID ϕ = Friction PL = Plastic Limit K = Permeability CPT = Cone Penetration Test C = Cohesion NP = Non-Plastic O = Organic Content TP = Test Pit N = No. of blows per ft., sampler OC = Consolidation D = Dispersive P = Pushed, not driven Ch = Chemical RQD = Rock Quality Designation R = Refusal N = Field SPT N = (N css )(0.62) RV = R - Value X = X-Ray Defraction Sh = Shelby Tube 2.87" ID MD = Moisture Density HCpot = Hydro-Collapse Potential * = Average of subsamples

SUMMARY OF RESULTS N.D.O.T. GEOTECHNICAL SECTION EA/Cont # 72498-9 Job Description US 95 @ PIUTE WASH Boring No. PW-2 Elevation (ft) 2501.07 Station SAMPLE SAMP- N DRY % STRENGTH TEST SAMPLE DEPTH LER BLOWS SOIL W% UW PASS LL PL PI TEST ϕ C ϕ C OTHERS NO. (ft) TYPE per ft. GROUP pcf % % % TYPE deg. psi deg. psi Peak Residual M 35.0-36.5 SPT SC 7.0 13.7 32 18 14 N 40.0-41.5 SPT SC-SM 11.8 29.9 26 18 6 O 45.0-41.5 SPT SC 7.6 13.2 P 50.0-50.8 SPT SC 14.0 26.0 43 26 17 CMS = California Modified Sampler 2.40" ID U = Unconfined Compressive H = Hydrometer CM = Compaction SPT = Standard Penetration 1.38" ID UU = Unconsolidated Undrained S = Sieve E = Swell/Pressure on Expansive Soils CS = Continuous Sample 3.23" ID CD = Consolidated Drained G = Specific Gravity SL = Shrinkage Limit RC = Rock Core CU = Consolidated Undrained PI = Plasticity Index UW= Unit Weight PB = Pitcher Barrel DS = Direct Shear LL = Liquid Limit W = Moisture Content CSS = Calif. Split Spoon 2.42" ID ϕ = Friction PL = Plastic Limit K = Permeability CPT = Cone Penetration Test C = Cohesion NP = Non-Plastic O = Organic Content TP = Test Pit N = No. of blows per ft., sampler OC = Consolidation D = Dispersive P = Pushed, not driven Ch = Chemical RQD = Rock Quality Designation R = Refusal N = Field SPT N = (N css )(0.62) RV = R - Value X = X-Ray Defraction Sh = Shelby Tube 2.87" ID MD = Moisture Density HCpot = Hydro-Collapse Potential * = Average of subsamples

APPENDIX D Bridge Loads from Structural Division Scour Depths from Hydraulic Section

From: Mortensen, Jessen Sent: Monday, June 28, 2004 8:12 AM To: Boomhower, Dana Subject: B-420S Piute Wash Piles Dana, In reference to our conversation about increasing the pile diameter from 36" to 42", the following information has been updated: - Total service load at the piers has increased from the original assumed value of 1480 kips to 1679 kips. Loadings at the abutments have not changed. - Piles are spaced approximately 20' apart at all locations. Please let me know if you need any additional information. Jessen