GEOTECHNICAL SOIL SUMMARY FARM DISTRICT ROAD SR-828 BIKE PATH RETAINING WALL CITY OF FERNLEY LYON COUNTY, NEVADA MARCH 2011

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1 GEOTECHNICAL SOIL SUMMARY FARM DISTRICT ROAD SR-828 BIKE PATH RETAINING WALL CITY OF FERNLEY LYON COUNTY, NEVADA MARCH 2011

2 State of Nevada Department of Transportation Materials Division GEOTECHNICAL SOIL SUMMARY FARM DISTRICT ROAD SR-828 BIKE PATH RETAINING WALL CITY OF FERNLEY LYON COUNTY, NEVADA MARCH 2011 LYON COUNTY, NEVADA EA Summary by Carol Callaghan, P.E., Senior Geotechnical Engineer Reviewed by Jeff Palmer, P.E., Ph.D., Principal Geotechnical Engineer Reviewed by Mark Salazar, P.E., Chief Geotechnical Engineer Approved by Reid Kaiser, P.E., Chief Materials Engineer

3 TABLE OF CONTENTS INTRODUCTION.. 1 PROJECT DESCRIPTION 1 SITE CONDITIONS. 1 Surficial Geology 1 Site Investigation 1 Laboratory Testing.. 2 Soil and Groundwater Conditions.. 2 Soil Corrosivity 2 DISCUSSION AND RECOMMENDATIONS 2 Frost Depth.. 2 Excavations.. 2 Settlement Lateral Load Analyses.. 3 REFERENCES. 4 APPENDIX A Location Maps Exploration Log Key Exploration Logs APPENDIX B Laboratory Test Results: Summary of Results Particle Size Distribution Reports Chemical Analyses

4 INTRODUCTION This report has been prepared for informational purposes, for the planned retaining wall to support NDOT right-of-way and private property above a proposed bike path to be built adjacent to and west of SR 828, Farm District Road in the city of Fernley, Lyon County. The purpose of this report is to provide information regarding the subsurface soil conditions at the proposed project site for the construction of the modular block wall proposed for this project. The scope of this report consists primarily of geotechnical exploration, analysis and recommendations for design and construction. The investigation includes gathering information, soil sampling and analysis of field and laboratory testing. This report includes boring logs and summaries of test results from the field investigation and laboratory testing. PROJECT DESCRIPTION The project site is located in the city of Fernley in Lyon County. SR-828 runs roughly north/south in the area of the proposed structure. Preliminary plans indicate a modular block wall system will be chosen for the site from the NDOT Qualified Products List. The wall is planned to be centered on the edge of pavement of the bike path and curve away from the path at each end to a maximum distance of 3.5 feet from the edge of pavement. The wall is planned to be 4 feet tall in the central section and step down to 3 feet for the curved portions at the ends. SITE CONDITIONS Surficial Geology According to available references, the project site is located within the Fernley Sink. Quaternary alluvium makes up this formation. The location of the proposed retaining wall is made up of Swingler Sand and Fernley Loam. The area of the proposed structure lies at an elevation of between about 4140 feet to 4155 feet and locally slopes fairly steeply downward to the east from an elevated pasture area in an otherwise relatively flat topography. Site Investigation Site specific geotechnical information was gathered for the retaining wall. Subsurface information was gathered during January of Two borings were drilled using a Deidrich D120 Drill Rig (Unit No. 82) equipped with an internal anvil automatic hammer utilizing 8 hollow stem auger drilling methods. The energy transfer from the automatic hammer is 87% with a corresponding energy correction factor of Boring depths were 16.5 feet deep. Augured bulk samples of near surface soil were obtained from each boring. Driven samples were obtained from each boring using a Standard Penetration Test (SPT ASTM D 1586). Soil samples were obtained by driving the sampler 18 inches (unless otherwise noted) into the bottom of the boring using a 30- inch drop of an automatic hammer weight of 140 pounds. The blows per foot (Blow 1

5 Count) are presented on the boring logs indicating the sampler drive resistance (N- Value), an indication of the apparent density of the site soils. Blow counts have not been corrected for rod length, hammer type, etc. Soils were classified according to the United Soil Classification System (USCS). Boring Logs are included in Appendix A. A location map has been provided for these borings. Test Results from the borings are included in Appendix B. Laboratory Testing Selected samples were tested at the NDOT headquarters laboratory facilities. Laboratory test results can be found in Appendix B. The laboratory testing program consisted of: Natural Moisture Content (AASHTO T-265) Particle Size Gradations (AASHTO T-87 & T-27) Atterberg Limits (AASHTO T-89 & T-90) R-Value (AASHTO T-190) Soil Chemistry: Chlorides (AASHTO T-291A) Sulfates (AASHTO T-290B) Resistivity (AASHTO T-288) ph (AASHTO T-289) Soil and Groundwater Conditions Native soils are generally classified as medium dense to dense silty sands and sandy silts or very stiff clayey sands. Native soils change little with depth at the exploration locations. Soils were generally damp during sampling, which was accomplished in January during a thaw from recent snowfall. No ground water was encountered in either of the borings during the subsurface investigation. However the groundwater table elevation will fluctuate depending on the time of year and precipitation amounts. Soil Corrosivity Selected samples from the borings underwent chemical analysis. The ph values were near neutral ( ). Soil resistivity values were corrosive (1201 Ohm-cm to 1401 Ohm-cm). DISCUSSION AND RECOMMENDATIONS Frost Depth Use a value of 1.5 feet for the frost depth as recommended by the 2007 Northern Nevada amendments to the 2006 International Building Code. Excavations All excavation shall be performed in accordance with NDOT 2001 Standard Specifications for Road and Bridge Construction. All permanent slopes should be 2

6 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. Soil types have been identified as OSHA Class B for temporary excavation purposes, allowing temporary slopes to lie at a maximum of 1:1 (horiz:vert) slope. Settlement No settlement of the structure is expected under the anticipated loading, which is slightly reduced from existing conditions. The value for factored bearing capacity is 5 ksf. The resistance value used was Lateral Load Analysis The following parameters are provided for seismic evaluation. These values were provided by both the AASHTO LRFD Bridge Design Specifications and by the NDOT Structures Manual. Peak Ground Acceleration Coefficient =0.40 Site Class =D Short-Period Spectral Acceleration Coefficient (S s ) =1.00 Long-Period Spectral Acceleration Coefficient (S l ) =0.40 3

7 REFERENCES Geology and Mineral Deposits of Lyon, Douglas, and Ormsby Counties, Nevada, Bulletin 75; Nevada Bureau of Mines, and Geology, James G. Moore 1969 Occupational Safety and Health Standards for the Construction Industry, Promulgated by the Occupational Safety and Health Administration, United States Department of Labor, 1998 Standard Specifications for Road and Bridge Construction, State of Nevada Department of Transportation, Geotechnical Policies and Procedures Manual, Nevada Department of Transportation, Northern Nevada Amendments to the 2006 International Building Code Structures Manual, Nevada Department of Transportation, 2008 Corrosion/Degradation of Soil Reinforcements for Mechanically Stabilized Earth Walls and Reinforced Soil Slopes, FHWA-NHI , Victor Elias, P.E., Kenneth L. Fishman, Ph.D., P.E., Barry R. Christopher, Ph.D., P.E. and Ryan R. Berg, P.E American Association of State Highway and Transportation Officials, Load and Resistance Factor Design, Bridge Design Specifications, 5 th Edition, 20. 4

8 Appendix A Location Maps Exploration Log Key Exploration Logs

FERNLEY FARM DISTRICT RD 73515 E1P HORSE CORRAL 2 FD 2 1 FD 1 Legend DRILL

MAP COMPILED WITH DATA FROM THE TRIMBLE GEO XT HANDHELD GPS UNIT.

9 FERNLEY FARM DISTRICT RD E1P HORSE CORRAL 2 FD 2 1 FD 1 Legend DRILL TEST HOLE 1:1,000 FENCE THIS MAP IS FOR DISPLAY PURPOSES ONLY. MAP COMPILED WITH DATA FROM THE TRIMBLE GEO XT HANDHELD GPS UNIT. THE DATA IS NOT SURVEY GRADE. NOT ALL FEATURES PORTRAYED DUE TO SCALE Feet

11 KEY TO BORING LOGS PARTICLE SIZE LIMITS CLAY SILT SAND GRAVEL COBBLES BOULDERS FINE MEDIUM COARSE FINE COARSE.002 mm #200 #40 # #4 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 * GRANULAR SOIL CLAYEY SOIL BLOWS/FT DENSITY BLOWS/FT CONSISTENCY OVER 50 VERY LOOSE LOOSE MEDIUM DENSE DENSE VERY DENSE *Standard Penetration Test (N) 140 lb hammer 30 inch free fall on 2 inch O.D. x 1.4 inch I.D. sampler. 0-1 VERY SOFT 2-4 SOFT 5-8 MEDIUM STIFF 9-15 STIFF VERY STIFF HARD OVER 60 VERY HARD Field Blow counts on California Modified Sampler (NCMS) for (6<NCMS <50) can be converted to NSPT field by: (NCMS field)(0.62) = NSPT field Blow counts from Automatic SPT Hammers can be converted to Standard SPT N60 by: Rig #1627: (NSPT field) (1.2) =N60 Rig #82: (NSPT field) (1.45) =N60 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: Revised August 20 (7.5 YR 5/3) BROWN SAMPLER NOTATION CMS CALIF. MODIFIED SAMPLER CPT CONE PENETRATION TEST CS PB RC CONTINUOUS SAMPLER PITCHER BARREL ROCK CORE SH SHELBY TUBE SPT STANDARD PENETRATION TEST TP TEST PIT 1- I.D.= inch 2- I.D.=3.228 inch with tube; 3.50 inch w/o tube 3- NXB I.D.= inch 4- I.D.= inch

12 EXPLORATION LOG START DATE 1/19/11 END DATE 1/19/11 JOB DESCRIPTION Bike Path Modular Block Wall LOCATION SR-828 Farm District Road Fernley BORING FD-1 E.A. # GROUNDWATER LEVEL GROUND ELEV (ft) DATE DEPTH ft ELEV. ft HAMMER DROP SYSTEM automatic STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED SHEET 1 OF 1 "D" feet left Callaghan Diedrich D-120 #82 Altamirano hollow stem auger Yes DATE 1/19/11 ELEV. (ft) DEPTH (ft) SAMPLE 6 inch NO. TYPE Increments BLOW COUNT Last 1 foot Percent Recov'd LAB TESTS USCS Group MATERIAL DESCRIPTION very stiff moist grayish brown with orange to dark gray lean clay REMARKS A SPT W, S, PI CL ' west of EOP 0 psi bulk sample 0'-5' no groundwater encountered B SPT W, S, PI ML 5.00 medium dense damp grayish brown with orange silt with gray sand C SPT W, S, PI 8.00 dense damp to dry medium to dark gray silty sand SM D SPT W, S, PI NV_DOT FARM DIST FERNLEY.GPJ NV_DOT.GDT 4/12/ E SPT W, S, PI SM medium dense moist orangish brown and dry gray silty sand bottom of hole

13 EXPLORATION LOG START DATE 1/19/11 END DATE 1/19/11 JOB DESCRIPTION Bike Path Modular Block Wall LOCATION SR-828 Farm District Road Fernley BORING FD-2 E.A. # GROUNDWATER LEVEL GROUND ELEV (ft) DATE DEPTH ft ELEV. ft HAMMER DROP SYSTEM automatic STATION OFFSET ENGINEER EQUIPMENT OPERATOR DRILLING METHOD BACKFILLED SHEET 1 OF 1 "D" feet left Callaghan Diedrich D-120 #82 Altamirano hollow stem suger Yes DATE 1/19/11 ELEV. (ft) DEPTH (ft) SAMPLE 6 inch NO. TYPE Increments BLOW COUNT Last 1 foot Percent Recov'd LAB TESTS USCS Group MATERIAL DESCRIPTION very stiff damp to dry medium brownish gray with orange lean clayey sand REMARKS A SPT W, S, PI SC ' west of EOP 0 psi bulk sample 0'-5' no groundwater encountered B SPT W, S, PI ML 5.00 medium dense damp to dry brownish gray with orange silt with fine sand 8.00 dense dry medium gray silty sand C SPT W, S, PI SM D SPT W, S, PI ML medium dense damp to moist medium gray to gray brown sandy silt NV_DOT FARM DIST FERNLEY.GPJ NV_DOT.GDT 4/12/ E SPT W, S, PI SP SM medium dense dry brownish gray poorly graded sand with silt bottom of hole

14 Appendix B Laboratory Test Results: Summary of Results Particle Size Distribution Reports Chemical Analyses

15 SUMMARY OF RESULTS N.D.O.T. GEOTECHNI CAL SECTI ON EA/Cont # Job Description Fernley Farm District Road (SR 828) Bike Lane Boring No. FD 1 Elevation (ft) Station "D" 8+22 Date 01/19/2011 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 #200 % % % TYPE deg. psi deg. psi Peak Residual BULK Bulk CL Ch, RV = 45 A SPT 19 CL B SPT 25 ML C SPT 34 SM NP NP D SPT 27 SM NP NP E SPT 26 SM NP NP CMS = California Modified Sampler 2.42" 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

16 SUMMARY OF RESULTS N.D.O.T. GEOTECHNI CAL SECTI ON EA/Cont # Job Description Fernley Farm District Road (SR 828) Bike Lane Boring No. FD 2 Elevation (ft) Station "D" 7+22 Date 01/19/2011 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 #200 % % % TYPE deg. psi deg. psi Peak Residual BULK Bulk SC Ch, RV = 35 A SPT 23 CL B SPT 29 ML C SPT 31 SM NP NP D SPT 18 ML E SPT 27 SP-SM NP NP CMS = California Modified Sampler 2.42" 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

17 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 # #20 #30 #40 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL CL A-6(5) CL A-6(17) ML A-4(1) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number sandy lean clay size size # # lean clay # # # silt with sand # # GRAIN SIZE REMARKS: D 60 D 30 D COEFFICIENTS C c C u Source of Sample: FD 1 Depth: ' Sample Number: BULK 1 Source of Sample: FD 1 Depth: ' Sample Number: A Source of Sample: FD 1 Depth: ' Sample Number: B NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: Project No.: C. Callaghan Fernley Farm District Road (SR 828) Bike Lane EA 73515, FL-1-11 Figure

18 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 # #20 #30 #40 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL SM A-4(0) NP SM A-4(0) NP SM A-2-4(0) NP 18 SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number silty sand size size #4 0.0 # silty sand # # # silty sand # # GRAIN SIZE REMARKS: D D 30 D COEFFICIENTS C c C u Source of Sample: FD 1 Depth: ' Sample Number: C Source of Sample: FD 1 Depth: ' Sample Number: D Source of Sample: FD 1 Depth: ' Sample Number: E NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: Project No.: C. Callaghan Fernley Farm District Road (SR 828) Bike Lane EA 73515, FL-1-11 Figure

19 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 # #20 #30 #40 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL SC A-4(1) CL A-6(13) ML A-4(2) SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number clayey sand size size 3/4" 0.0 1/2" 99.4 lean clay with sand 3/8" D 60 D 30 D GRAIN SIZE COEFFICIENTS NEVADA DEPARTMENT OF TRANSPORTATION #4 # #16 #40 #50 #0 # C c C u Source of Sample: FD 2 Depth: ' Sample Number: BULK 1 Source of Sample: FD 2 Depth: ' Sample Number: A Source of Sample: FD 2 Depth: ' Sample Number: B Client: Project: Project No.: C. Callaghan silt with sand Fernley Farm District Road (SR 828) Bike Lane EA 73515, FL-1-11 REMARKS: Figure

20 Particle Size Distribution Report 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 # #20 #30 #40 #60 #0 #140 # PERCENT FINER GRAIN SIZE - mm. +3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL SM A-2-4(0) NP ML A-4(0) SP-SM A-3 NP 20 SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description inches number silty sand size size #4 0.0 # sandy silt # # # poorly graded sand with silt # # GRAIN SIZE REMARKS: D D D COEFFICIENTS C c C u Source of Sample: FD 2 Depth: ' Sample Number: C Source of Sample: FD 2 Depth: ' Sample Number: D Source of Sample: FD 2 Depth: ' Sample Number: E NEVADA DEPARTMENT OF TRANSPORTATION Client: Project: Project No.: C. Callaghan Fernley Farm District Road (SR 828) Bike Lane EA 73515, FL-1-11 Figure

21 NEVADA DEPARTMENT OF TRANSPORTATION GEOTECHNICAL SECTION E.A. No CHEMICAL ANALYSIS PROJECT Fernley Farm District Road (SR 828) Bike Lane BORING # FD 1, FD 2 Sample No. Chlorides Sulfates Ph Resistivity ppm ppm ohm - cm AASHTO T 291 A AASHTO T 290 B AASHTO T 289 AASHTO T 288 FD 1, BULK ,401 FD 2, BULK ,201

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