GEOTECHNICAL REPORT B-1942

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1 GEOTECHNICAL REPORT TUSCARORA BRIDGE REPLACEMENT B-1942 E.A March 2011 MATERIALS DIVISION

2 STATE OF NEVADA DEPARTMENT OF TRANSPORTATION MATERIALS DIVISION GEOTECHNICAL SECTION GEOTECHNICAL REPORT TUSCARORA BRIDGE REPLACEMENT B-1942 March 2011 E.A ELKO COUNTY, NEVADA Prepared by: Dana Boomhower, P.E. Senior Materials Engineer - Geotechnical Reviewed by: Jeff Palmer, Ph.D., P.E. Principal Geotechnical Engineer Reviewed by: J. Mark Salazar, P.E. Chief Geotechnical Engineer Approved by: Reid Kaiser, P.E. Chief Materials Engineer ii

3 TABLE OF CONTENTS INTRODUCTION...1 General...1 Purpose and Scope...1 PROJECT DESCRIPTION...2 GEOLOGIC CONDITIONS and SEISMICITY...2 FIELD INVESTIGATION...3 LABORATORY ANALYSIS...4 DISCUSSION...4 RECOMMENDATIONS...5 Excavation...5 Foundations...5 Settlement...5 REFERENCES...6 APPENDICES APPENDIX A... Project Location Area Map... Borehole Location Sheets APPENDIX B... Boring Log Key... Boring Logs APPENDIX C... Soil Particle Size Distribution Sheets (Gradation Curves)... Test Result Summary Sheets iii

INTRODUCTION General This report has been prepared for the planned replacement structure on Altosc Road approximately six miles east of Tuscarora, Nevada.

4 INTRODUCTION General This report has been prepared for the planned replacement structure on Altosc Road approximately six miles east of Tuscarora, Nevada. Structure B-1942 will convey traffic between Tuscarora and State Route 226 in Elko County (See Photo 1). Photo 1. Looking southwest toward Tuscarora The current structure is planned to be replaced with a prefabricated concrete arch structure. For a more detailed description, see the contract plans. A site plan for the project is presented as the Project Location Area Map in Appendix A. Purpose and Scope The purpose of this report is to provide information regarding the subsurface soil conditions at the proposed project site. This report also provides geotechnical design recommendations for the structure foundations proposed for this project. The scope of this report consists primarily of geotechnical investigation, analysis, and recommendations for both design and construction. The investigation included gathering 1

PROJECT DESCRIPTION The project site is located on Altosc Road approximately four miles east-northeast of Tuscarora, Nevada.

5 information obtained from previous subsurface explorations, soil sampling, and analysis of field and laboratory testing data. This report includes boring logs and summaries of test results from both the field investigations and laboratory testing. These may be found in appendices B and C, respectively. PROJECT DESCRIPTION The project site is located on Altosc Road approximately four miles east-northeast of Tuscarora, Nevada. Altosc Road is an unpaved road that runs west-southwest to eastnortheast at the location of the proposed structure. The current structure to be replaced was designed as a simple span, over the south fork of the Owyhee River. Preliminary discussion has indicated the proposed structure will be designed using a prefabricated concrete arch, and will include barrier rails. GEOLOGIC CONDITIONS and SEISMICITY The site is founded primarily in older alluvial deposits (Qa) 1. These deposits are generally dark brown to black clayey sands and gravels (See Photos 2 and 3). This area lies at an elevation of approximately 5700 feet and slopes gently downward to the northnorth east. Structure B-1942 is located approximately 1.5 miles west of State Route 226, 50 miles northwest of Elko. Groundwater was found in both boreholes (TB-1 and TB-2) at a depth of approximately 6.0. This is near the elevation of the river surface, and therefore, might fluctuate with rising or falling water levels. Photos 2 and 3. Soil samples 2

6 Seismic Coefficients are provided in the table below 2. The coefficients provided are from the NDOT Structural Design Policies and Practices Manual, and are slightly more conservative than those found in the AASHTO Manual. Peak Ground Acceleration (PGA) Coefficient Short-Period Spectral Acceleration Coefficient (S s ) Long-Period Spectral Acceleration Coefficient (S l ) The following seismic parameters are recommended: Site Class = C F pga = 1.2 F a = 1.2 F v = 1.7 FIELD INVESTIGATION The Geotechnical Section conducted subsurface investigation at the proposed project site in August 20. Subsurface soil conditions were explored in the investigation by drilling two boreholes placed near the existing structure (See Photo 4). Photo 4. Drill rig setting up on borehole TB-1, looking west. 3

7 The approximate location of each borehole is shown on the Borehole Location sheet in Appendix A. The two boreholes, TB-1 and TB-2 were drilled to depths of 36.0 feet and 51.5 feet, respectively. The surface elevations were obtained for the borehole locations by surveying from a known elevation point. Drilling was accomplished with a Diedrich D-120 drill rig equipped for soil sampling, using 6-inch hollow stem auger. Soil samples and standard penetration resistance values (N-Values) were obtained utilizing the Standard Penetration Test () procedure as set forth in AASHTO test number T206. The N 60 correction factor for drill unit #82 at the time of exploration was Larger samples were obtained with a California Modified Sampler (CMS), using the procedure as set forth in ASTM test number D 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) described in ASTM test number D LABORATORY ANALYSIS Laboratory tests were performed on the samples collected from the boreholes. The testing program consisted of sieve analyses, moisture and unit weight, and Atterberg limits. The results of this testing program show that the soils consist primarily of clayey sands and gravels. The one dry unit weight obtained from boring TB-1 was pounds per cubic foot (pcf) for sample B (well-graded gravel with sand). Further information is presented in the summaries of test results in Appendix C. DISCUSSION Borehole TB-1 was drilled on the northeast side of structure B-1942, and borehole TB-2 was drilled on the southwest side of the structure. Following the field investigation and laboratory testing, the soils were identified as primarily poorly- to well-graded silty and clayey sands and gravels. Liquefaction is unlikely to occur due to soil plasticity and density, as well as low seismic accelerations experienced in the region. 4

8 RECOMMENDATIONS Excavation All excavation shall be performed in accordance with the NDOT 2001 Standard Specifications for Road and Bridge Construction 3. All permanent slopes should be constructed to lie at a maximum of 2:1 (Horiz:Vert) slope. The contractor shall be responsible for all necessary shoring for any excavation and/or construction. For temporary shoring, soils should be classified as OSHA Type C 4. Variable site conditions include the possibility of encountering very soft soils, boulders, or other adverse soil conditions. Foundations The medium-dense to dense soils are well suited for spread footings for the bridge structure. Spread footings for the structure and any retaining walls placed in embankments and native soil have a factored geotechnical resistance of 4000 psf (4 ksf). This is based on a three-foot spread footing, 30 feet long. A new external stability analysis must be performed if the proposed structure either reduces the footing or raises the anticipated loading. The NDOT Hydraulics Section stated that the use of a concrete bottom in the proposed structure design eliminates any concern over scour. Settlement The estimated settlement of the structure abutments is less than 0.5, with differential settlement estimated around half of the total settlement (0.25 ) under an applied load of 4 ksf on a 3 foot by 30 foot spread footing. Settlement is determined in the LRFD design process in the Service Load calculations by setting the desired settlement limits and determining foundation that meets that requirement. Most of the anticipated settlement should occur during construction due to the granular soils at the site. 5

9 REFERENCES 1. Geologic Map of Nevada, Map 57; Nevada Bureau of Mines and Geology, NDOT Structures Manual - Structural Design Policies and Practices, Standard Specifications for Road and Bridge Construction, State of Nevada Department of Transportation, Part 1926, Subpart P, Appendix A. 6

10 APPENDIX A Project Location Area Map Borehole Location Sheets

13 APPENDIX B Boring Log Key Boring Logs

14 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 by: 0-4 VERY LOOSE 0 1 VERY SOFT (N CMS )(0.62) = N 5 - LOOSE 2-4 SOFT MEDIUM DENSE 5-8 MEDIUM STIFF Blow counts from Automatic or DENSE 9-15 STIFF Safety Hammer can be converted OVER 50 VERY DENSE VERY STIFF to Standard N 60 by: *Standard Penetration Test (N) 140 lb hammer HARD (N AUTOMATIC )(1.30) =N 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 STANDARD PENETRATION TEST HC HYDRO-COLLAPSE UW UNIT WEIGHT TP TEST PIT K PERMEABILITY W MOISTURE CONTENT - I.D.= inch - I.D.=3.228 inch with tube; 3.50 inch w/o tube SOIL COLOR DESIGNATIONS ARE FROM THE MUNSELL SOIL COLOR CHART. EXAMPLE: (7.5 YR 5/3) BROWN - NXB I.D.= inch LAST MODIFIED: October 11, I.D.= inch

15 EXPLORATION LOG START DATE 8// END DATE 8// JOB DESCRIPTION B-1942 Tuscarora Bridge LOCATION Altosc Rd. 1.5 miles west of SR 226 BORING TB-1 E.A. # GROUNDWATER LEVEL (ft) DATE DEPTH ft ELEV. ft GROUND ELEV. 8// HAMMER DROP SYSTEM Automatic N/A N/A 0.0 STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED "M" ' Left Boomhower Diedrich D-120 Rigsby 6" H.S.A. Yes DATE SHEET 1 OF ELEV. (ft) DEPTH (ft) BLOW COUNT SAMPLE 6 inch NO. TYPE Increments Last 1 foot Percent Recov'd LAB TESTS USCS Group MATERIAL DESCRIPTION SANDY GRAVEL Dry, grayish brown REMARKS Bulk 2.0' - 4.5' A B C D E CMS SW SC GW GP GC GP GM WELL GRADED SAND with CLAY and GRAVEL Dark grayish brown, dry to damp, loose WELL GRADED GRAVEL with SAND Dark brown, wet, medium dense POORLY GRADED GRAVEL with CLAY and SAND Dark brown, wet, medium dense POORLY GRADED GRAVEL with SILT and SAND Dark brown to black, wet, medium dense WELL GRADED SAND with SILT and GRAVEL Dark brown to black, wet, dense (B) Free water. (D) Rock in sampler shoe F SW SM G WELL GRADED SAND with SILTY CLAY and GRAVEL Dark brown to black, wet, dense NV_DOT TUSCARORA.GPJ NV_DOT.GDT 3/14/ H SW SC WELL GRADED SAND with SILTY CLAY and GRAVEL Dark brown wet, medium dense

16 EXPLORATION LOG START DATE 8// END DATE 8// JOB DESCRIPTION B-1942 Tuscarora Bridge LOCATION Altosc Rd. 1.5 miles west of SR 226 BORING TB-1 E.A. # GROUNDWATER LEVEL (ft) DATE DEPTH ft ELEV. ft GROUND ELEV. 8// HAMMER DROP SYSTEM Automatic N/A N/A 0.0 STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED "M" ' Left Boomhower Diedrich D-120 Rigsby 6" H.S.A. Yes DATE SHEET 2 OF ELEV. (ft) DEPTH (ft) BLOW COUNT SAMPLE 6 inch NO. TYPE Increments Last 1 foot Percent Recov'd LAB TESTS USCS Group MATERIAL DESCRIPTION REMARKS Soil plugged auger. Hole reopened with difficulty. GP GC I POORLY GRADED GRAVEL with CLAY and SAND Medium yellow brown, wet, dense B.O.H NV_DOT TUSCARORA.GPJ NV_DOT.GDT 3/14/

17 EXPLORATION LOG START DATE 8/11/ END DATE 8/11/ JOB DESCRIPTION B-1942 Tuscarora Bridge LOCATION Altosc Rd. 1.5 miles west of SR 226 BORING TB-2 E.A. # GROUNDWATER LEVEL (ft) DATE DEPTH ft ELEV. ft GROUND ELEV. 8/11/ HAMMER DROP SYSTEM Automatic N/A N/A 0.0 STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED "M" ' Right Boomhower Diedrich D-120 Rigsby 6" H.S.A. Yes DATE SHEET 1 OF ELEV. (ft) DEPTH (ft) BLOW COUNT SAMPLE 6 inch NO. TYPE Increments Last 1 foot Percent Recov'd LAB TESTS USCS Group MATERIAL DESCRIPTION SANDY GRAVEL Dry, grayish brown REMARKS Bulk 2.0' - 4.5' A SW SC 7.75 WELL GRADED SAND with CLAY and GRAVEL Dark grayish brown, dry to damp, loose (A) Sampler 5.5'. Water level 5.9' B SP SM POORLY GRADED SAND with SILT and GRAVEL Dark greenish gray to black, wet, dense C SC CLAYEY SAND with GRAVEL Greenish gray, wet, medium dense D WELL GRADED SAND with SILT and GRAVEL Greenish gray to black, wet, dense NV_DOT TUSCARORA.GPJ NV_DOT.GDT 3/14/ E SW SM WELL GRADED SAND with SILTY CLAY and GRAVEL Dark greenish gray to black, wet, very dense

18 EXPLORATION LOG START DATE 8/11/ END DATE 8/11/ JOB DESCRIPTION B-1942 Tuscarora Bridge LOCATION Altosc Rd. 1.5 miles west of SR 226 BORING TB-2 E.A. # GROUNDWATER LEVEL (ft) DATE DEPTH ft ELEV. ft GROUND ELEV. 8/11/ HAMMER DROP SYSTEM Automatic N/A N/A 0.0 STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED "M" ' Right Boomhower Diedrich D-120 Rigsby 6" H.S.A. Yes DATE SHEET 2 OF ELEV. (ft) SAMPLE BLOW COUNT DEPTH 6 inch Last (ft) NO. TYPE Increments 1 foot 19 F Percent Recov'd 95 LAB TESTS USCS Group SW SM MATERIAL DESCRIPTION WELL GRADED SAND with SILT and GRAVEL Greenish gray to black, wet, dense to very dense REMARKS G GP GC POORLY GRADED GRAVEL with CLAY and SAND Greenish gray to black, wet, very dense H SP SC POORLY GRADED SAND with CLAY and GRAVEL Greenish gray to black, wet, dense (H) Sample disturbed & saturated I GW GC WELL GRADED GRAVEL with CLAY and SAND Greenish gray to black, wet, dense J GP GC POORLY GRADED GRAVEL with CLAY and SAND Greenish gray to black, wet, dense B.O.H. NV_DOT TUSCARORA.GPJ NV_DOT.GDT 3/14/

19 APPENDIX C Soil Particle Size Distribution Sheets Test Result Summary Sheets

20 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # #20 #30 0 #60 #0 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CL A-7-6(13) GC A-2-6(0) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number sandy lean clay 1.5" " /4" /2" /8" clayey gravel with sand D 60 D 30 D GRAIN SIZE COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 #50 # C c C u Source of Sample: TB-1 Depth: ' Sample Number: BULK 1 Source of Sample: TB-1 Depth: ' Sample Number: A Source of Sample: TB-1 Depth: ' Sample Number: B1 Client: Project: Project No.: D. Boomhower Tuscarora Bridge EA 73561, FL REMARKS: Figure

21 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # #20 #30 0 #60 #0 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL GW A-2-6(0) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number well-graded gravel with sand 1.5" " /4" /2" /8" D 60 D 30 D GRAIN SIZE COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 #50 # C c C u Source of Sample: TB-1 Depth: ' Sample Number: B2 Source of Sample: TB-1 Depth: ' Sample Number: C Source of Sample: TB-1 Depth: ' Sample Number: D Client: Project: Project No.: D. Boomhower Tuscarora Bridge EA 73561, FL REMARKS: Figure

22 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # #20 #30 0 #60 #0 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL SW-SM A-1-a SW-SC A-2-4(0) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number well-graded sand with silt and gravel 1" /4" /2" /8" D 60 D 30 D GRAIN SIZE COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 #50 # C c C u Source of Sample: TB-1 Depth: ' Sample Number: E Source of Sample: TB-1 Depth: ' Sample Number: F Source of Sample: TB-1 Depth: ' Sample Number: G Client: Project: Project No.: D. Boomhower Tuscarora Bridge EA 73561, FL well-graded sand with siltyclay and gravel REMARKS: Figure

23 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # #20 #30 0 #60 #0 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number 1" 3/4" 1/2" 3/8" D 60 D 30 D GRAIN SIZE COEFFICIENTS # #16 0 #50 # C c C u Source of Sample: TB-1 Depth: ' Sample Number: H Source of Sample: TB-1 Depth: ' Sample Number: I REMARKS: NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: D. Boomhower Tuscarora Bridge Project No.: EA 73561, FL-8- Figure

24 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # #20 #30 0 #60 #0 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL GC A-6(3) SP-SM A-1-a NP 21 SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number clayey gravel with sand 1.5" " /4" /2" /8" D 60 D 30 D GRAIN SIZE COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 #50 # C c C u Source of Sample: TB-2 Depth: ' Sample Number: BULK 1 Source of Sample: TB-2 Depth: ' Sample Number: A Source of Sample: TB-2 Depth: ' Sample Number: B Client: Project: Project No.: D. Boomhower Tuscarora Bridge EA 73561, FL poorly graded sand with silt and gravel REMARKS: Figure

25 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # #20 #30 0 #60 #0 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL SC A-2-7(0) SW-SM A-1-a SW-SC A-1-a SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number clayey sand with gravel 1.5" 0.0 1" /4" /2" /8" D 60 D 30 D GRAIN SIZE COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 #50 # C c C u Source of Sample: TB-2 Depth: ' Sample Number: C Source of Sample: TB-2 Depth: ' Sample Number: D Source of Sample: TB-2 Depth: ' Sample Number: E Client: Project: Project No.: D. Boomhower Tuscarora Bridge EA 73561, FL well-graded sand with silt and gravel well-graded sand with siltyclay and gravel REMARKS: Figure

26 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # #20 #30 0 #60 #0 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL SW-SM A-1-a GP-GC A-2-6(0) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number well-graded sand with silt and gravel 1.5" " poorly graded gravel with clay and sand 3/4" /2" /8" D 60 D 30 D GRAIN SIZE COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION # #16 0 #50 # C c C u Source of Sample: TB-2 Depth: ' Sample Number: F Source of Sample: TB-2 Depth: ' Sample Number: G Source of Sample: TB-2 Depth: ' Sample Number: H Client: Project: Project No.: D. Boomhower Tuscarora Bridge EA 73561, FL REMARKS: Figure

27 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. # #20 #30 0 #60 #0 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL GW-GC A-2-6(0) GP-GC A-2-6(0) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number well-graded gravel with clay and sand 1.5" " poorly graded gravel with clay and sand 3/4" /2" /8" D 60 D 30 D GRAIN SIZE COEFFICIENTS # #16 0 #50 # C c C u Source of Sample: TB-2 Depth: ' Sample Number: I Source of Sample: TB-2 Depth: ' Sample Number: J REMARKS: NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: D. Boomhower Tuscarora Bridge Project No.: EA 73561, FL-8- Figure

28 EA/Cont # Job Description Tuscarora Bridge Boring No. TB - 1 Elevation (ft) Station "M" Date 08//20 SAMPLE SAMP- N DRY % STRENGTH TEST SAMPLE DEPTH LER BLOWS SOIL W% UW PASS LL PL PI TEST Φ C Φ C COMMENTS NO. (ft) TYPE per ft. GROUP pcf % % % TYPE deg. psi deg. psi Peak Residual BULK BULK CL RV = 16 A B CMS bag 24 GC B CMS GW C D E SW-SM F G SW-SC H I SUMMARY OF RESULTS N.D.O.T. GEOTECHNI CAL SECTI ON CMS = California Modified Sampler 2.42" ID U = Unconfined Compressive H = Hydrometer CM = Compaction = 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 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

29 EA/Cont # Job Description Tuscarora Bridge Boring No. TB - 2 Elevation (ft) Station "M" ,.5' Rt. Date 08/11/20 SAMPLE SAMP- N DRY % STRENGTH TEST SAMPLE DEPTH LER BLOWS SOIL W% UW PASS LL PL PI TEST Φ C Φ C COMMENTS NO. (ft) TYPE per ft. GROUP pcf % % % TYPE deg. psi deg. psi Peak Residual BULK BULK GC RV = 21 A B SP-SM NP NP C SC D SW-SM E SW-SC F SW-SM G GP-GC H SUMMARY OF RESULTS N.D.O.T. GEOTECHNI CAL SECTI ON I GW-GC J GP-GC CMS = California Modified Sampler 2.42" ID U = Unconfined Compressive H = Hydrometer CM = Compaction = 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 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

GEOTECHNICAL INVESTIGATION I-15 SIGN BRIDGES LAS VEGAS EA JANUARY

GEOTECHNICAL INVESTIGATION I-15 SIGN BRIDGES LAS VEGAS EA 73171 JANUARY 06 MATERIALS DIVISION STATE OF NEVADA DEPARTMENT OF TRANSPORTATION MATERIALS DIVISION GEOTECHNICAL SECTION GEOTECHNICAL REPORT I-15