Geotechnical Report

GEOTECHNICAL REPORT

EQUIPMENT DIVISION REPAIR FACILITY PARKING LOT RENO, NEVADA

MARCH 2010

MATERIALS DIVISION

STATE OF NEVADA DEPARTMENT OF TRANSPORTATION MATERIALS DIVISION GEOTECHNICAL SECTION

GEOTECHNICAL REPORT EQUIPMENT DIVISION REPAIR FACILITY PARKING LOT RENO, NEVADA

MARCH 2010

WASHOE COUNTY, NEVADA

Prepared by: ______Ashley Ablahani, E.I. Geotechnical Engineering Section

Reviewed by: ______Jeffrey A. Palmer, Ph.D., P.E. Principal Geotechnical Engineer

Approved by: ______Reid Kaiser, P.E. Chief Materials Engineer TABLE OF CONTENTS

INTRODUCTION .……………..…………..…………………………………………. 1 General …………………………………………………………………………. 1 Scope ………………………………………………………………………...... 1

FIELD INVESTIGATION ....…...…………….…………………………………. …… 1 Standard Penetration Testing……………………………………………………. 2

LABORATORY ANALYSES ………….………………………………………...…… 2

DISCUSSION ...……………………………...…………………………………… …… 3

RECOMMENDATIONS ..…………………………….…………………………. …… 5

REFERENCES .…..……………………………………………………………….…… 7

APPENDICES:

APPENDIX A Boring Location Map Photographs of Cuttings Photographs of SPT Samples

APPENDIX B Key to Boring Logs Boring Logs

APPENDIX C Summary of Results Tables Particle Size Distribution Reports

APPENDIX D Structural Design and Material Information

APPENDIX E Geotextile Specifications

INTRODUCTION

General This report has been prepared to address pavement distress concerns at the NDOT Equipment Division Repair Facility parking lot in Reno. According to the Equipment Division Repair Facility staff, the pavement condition has been progressively deteriorating over the last few years. NDOT Maintenance and Operations Division requested that the NDOT Materials Division investigate the area to determine an appropriate structural section and to make recommendations for repaving the parking lot. The parking lot will need to support heavy equipment loads.

Scope The scope of this report consists primarily of geotechnical investigation, soil testing and recommendations for construction. The geotechnical investigation included gathering data and plans from previous construction projects at the site (no previous subsurface investigation information could be found), soil sampling, and analysis of field and laboratory testing data. The purpose of the geotechnical investigation was to characterize the general subsurface soil conditions at the site and to provide geotechnical construction recommendations.

FIELD INVESTIGATION

A geotechnical field investigation was conducted on November 5, 2009. The subsurface soil conditions were explored by drilling six boreholes, identified as RES2 through RES7. Borehole RES2 was explored to a depth of 15 feet. Boreholes RES 3 through RES7 were explored to a depth of 5 feet. Please note that location RES1 was not drilled because of possible underground utility conflicts. Borehole locations and ground surface elevations were surveyed by NDOT Materials Division Field Crew staff. The approximate locations of the borings are shown on the Borehole Location Map in Appendix A. All boreholes were backfilled soon after drilling was completed. The Key to Boring Logs and Boring Logs presenting the findings of the investigation are included in Appendix B.

1 Logs of the subsurface conditions, as encountered during the field investigation, were recorded by NDOT geotechnical engineering staff. All soil samples were examined and identified in the field in accordance with ASTM D2488. Additional soil classification was subsequently performed on soil samples using the Unified Soil Classification System (USCS) in accordance with ASTM D2487 upon completion of laboratory testing. Where soil tests are not listed in the appropriate column of the boring log, the USCS symbols and terminology are based solely on manual identification (ASTM D2488) rather than laboratory classification.

Drilling was performed using an NDOT Diedrich D-120 drill rig (Drill Rig Unit #1082) equipped with an automatic hammer. Hollow Stem Continuous Flight Augering (HSA) methods were used to explore all borings. Representative bulk soil samples were obtained from cuttings from a depth of 1 foot to a depth of 5 feet in every borehole. Drive samples were obtained using a Standard Penetration Testing (SPT, ASTM D1586) sampler at locations noted on the boring logs. Existing asphalt pavement thickness was measured to the nearest quarter inch in every borehole and is recorded on the boring logs. Asphalt thickness ranged from 3 inches to 3 ¾ inches. Existing asphalt pavement was placed directly on subgrade; no base layer was apparent in any of the boreholes. Groundwater was not observed in any boreholes.

Standard Penetration Testing The SPT sampler was advanced using a 140-pound hammer with a drop of 30 inches. The energy transfer from the automatic hammer into the drill string is 87.5% (SPT energy calibration by Gregg Drilling and Testing, Inc., June 11, 2009) with an approximate energy correction factor of 1.45. Sampler driving resistance (N-value), expressed as blows per one foot of penetration, is presented on the boring logs at the respective depth. The N-value is an indication of the apparent density of coarse-grained soils and the consistency of fine-grained soils. The blow counts presented on the boring logs have not been corrected for hammer efficiency, overburden pressure, rod length, etc.

LABORATORY ANALYSES

Soil particle size gradations through No. 200 sieve (Nevada T206), Atterberg limits (AASHTO T89 & T90), Resistance Value (R-value, Nevada T115) and natural moisture content (AASHTO

2 T265) tests were completed to determine sample classification and evaluation. Soils were classified using the Unified Soil Classification System (USCS) in accordance with ASTM D2487. Individual laboratory test results can be found in Appendix C of this report. In addition, select laboratory test results are presented on boring logs.

Representative bulk soil samples were tested to determine the R-value of the subgrade. R-value is a measure of subgrade strength and expansion potential, and is used in design of flexible pavements. This test is used to determine the ability of a soil to resist lateral deformations under a vertical load and the data is used to determine the thickness of overburden necessary to prevent expansion.

DISCUSSION

Based on the conditions encountered in the exploratory borings, the soil profile generally consists of brown, medium dense to dense, moist, medium plasticity clayey sand with varying amounts of cobbles to low plasticity silty sand with varying amounts of cobbles. Laboratory testing determined that the soil samples tested contain an average of about 25% fines, material passing the No. 200 sieve.

R-value results for the subgrade from a depth of 1 to 5 feet ranged from 19 to 54, with an average of 31. An R-value of 25, with consideration of heavy equipment loading, was used to determine the recommended structural section for the parking lot. Soil with an R-value in the 25 to 30 range can be considered a weak soil. An R-value of 45 or greater is desirable for the subgrade in a roadway.

The Equipment Division Repair Facility parking lot stores vehicles ranging from pickup trucks to heavy equipment. Many of these vehicles enter and exit the parking lot on a daily basis. There are two gates on the west side of the parking lot in which vehicles can enter and exit the parking lot. The heavy equipment typically uses the northwest entrance and not the southwest entrance. The area with the worst observed pavement distress runs in line with the northwest entrance along the north side of the main equipment shop. This area of the parking lot gets the most heavy equipment traffic according to the Equipment Division Repair Facility staff. A

3 photo of this area is shown on the cover of the report. Photos 1 and 2 show close up views within this area.

Inadequate drainage contributes to the pavement deterioration. The paved v-ditch that runs along the north side of the main equipment shop, as seen in the Photos 1 and 2, shows extreme pavement distress. Water settles in the bottom of the v-ditch between the intermittent slotted drains causing progressive deterioration.

Photo 1. Pavement distress along the swale and slotted drains north of the main equipment shop.

Photo 2. Pavement distress north of the main equipment shop.

RECOMMENDATIONS

The parking lot structural section recommended by the Materials Division Roadbed Design Section based on the findings of the subsurface investigation can be found in Appendix D.

It is highly recommended to place a nonwoven geotextile fabric between the subgrade and the flexible pavement structural section. The geotextile will increase stability and improve performance of flexible pavement constructed on subgrade with high fines content. The geotextile will provide separation, filtration and reinforcement functions providing a method of mechanical stabilization for weak subgrade soils. Separation improves construction by minimizing subgrade disturbance and preventing loss of aggregate. The geotextile acts as a filter and separator by preventing the migration of fines from the subgrade into the base/sub-base, maintaining the support and drainage characteristics of the base/sub-base over the life of the pavement system. Recommended geotextile material and placement specifications for this application are included in Appendix E. System performance will also be improved through reinforcement by geotextile placed on subgrade or within the base/sub-base layer.

5 Many underground utilities are present in the project area. The locations and depths of some of the underground utilities are unknown. The contractor must use appropriate procedures to locate utilities prior to excavation in the project area. Extreme care must be taken during excavation to assure that no utilities are damaged.

Surface drainage improvements should be implemented to mitigate pavement deterioration due to the infiltration of surface water. NDOT Hydraulics Section should provide or verify recommendations for surface drainage improvements.

6 REFERENCES

1. Nevada Department of Transportation, Geotechnical Policies and Procedures Manual, 2005.

2. Nevada Department of Transportation, Standard Plans for Road and Bridge Construction, 2010. 3. Federal Highway Administration, Geosynthetic Design & Construction Guidelines, 2007.

APPENDIX A

Boring Location Map Photographs of Cuttings Photographs of SPT Samples

Photographs of Cuttings

Borehole RES2, upper 5 feet Borehole RES2, upper 15 feet

Borehole RES6, upper 5 feet Borehole RES7, upper 5 feet

Photographs of SPT Samples

RES3, SPT Sample A, 0.5’-2.0’ depth RES3, SPT Sample C, 3.5’-5.0’ depth

RES4, SPT Sample A, 0.5’-2.0’ depth RES4, SPT Sample B, 2.0’-3.5’ depth

RES4, SPT Sample C, 3.5’-5.0’ depth RES5, SPT Sample A, 0.5’-2.0’ depth

RES5, SPT Sample B, 2.0’-3.5’ depth RES5, SPT Sample C, 3.5’-5.0’ depth

RES6, SPT Sample A, 1.0’-2.5’ depth RES7, SPT Sample A, 1.0’-2.5’ depth

APPENDIX B

Key to Boring Logs Boring Logs

KEY TO BORING LOGS

PARTICLE SIZE LIMITS CLAY SILT SAND GRAVEL COBBLES BOULDERS FINE MEDIUM COARSE FINE COARSE

.002 mm #200 #40 #10 #4 ¾ inch 3 inch 12 inch

USCS GROUP TYPICAL SOIL DESCRIPTION GW Well graded gravels, gravel-sand mixtures, little or no fines GP Poorly graded gravels, gravel-sand mixtures, little or no fines GC Clayey gravels, poorly graded gravel-sand-clay mixtures SW Well graded sands, gravelly sands, little or no fines SP Poorly graded sands, gravelly sands, little or no fines SM Silty sands, poorly graded sand-silt mixtures SC Clayey sands, poorly graded sand-clay mixtures ML Inorganic silts and very fine sands, rock flour, silty or clayey fine sands with slight plasticity CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays OL Organic silts and organic silt-clays of low plasticity MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts CH Inorganic clays of high plasticity, fat clays OH Organic clays of medium to high plasticity CS Claystone/Siltstone PT 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 Field Blow counts on California BLOWS/FT DENSITY BLOWS/FT CONSISTENCY Modified Sampler (NCMS) can be 0 - 4 VERY LOOSE 0 - 1 VERY SOFT converted to NSPT by: 5 – 10 LOOSE 2 - 4 SOFT (NCMS field )(0.62) = NSPT field 11 - 30 MEDIUM DENSE 5 - 8 MEDIUM STIFF

31 - 50 DENSE 9 - 15 STIFF Blow counts from Automatic OVER 50 VERY DENSE 16 - 30 VERY STIFF Hammer can be converted to Standard SPT N60 by: *Standard Penetration Test (N) 140 lb hammer 31 - 60 HARD 30 inch free fall on 2 inch O.D. x 1.4 inch I.D. sampler. OVER 60 VERY HARD (NAUTOMATIC)(1.45) =N60

TEST ABBREVIATIONS SAMPLER NOTATION CD CONSOLIDATED DRAINED O ORGANIC CONTENT  CMS CALIF. MODIFIED SAMPLER CH CHEMICAL (CORROSIVENESS) OC CONSOLIDATION CPT CONE PENETRATION TEST CM COMPACTION PI PLASTICITY INDEX  CU CONSOLIDATED UNDRAINED RQD ROCK QUALITY DESIGNATION CS CONTINUOUS SAMPLER D DISPERSIVE SOILS RV R-VALUE CSS CALIFORNIA SPLIT SPOON DS DIRECT SHEAR S SIEVE ANALYSIS P PUSHED (NOT DRIVEN) E EXPANSIVE SOIL SL SHRINKAGE LIMIT PB PITCHER BARREL G SPECIFIC GRAVITY U UNCONFINED COMPRESSION  H HYDROMETER UU UNCONSOLIDATED UNDRAINED RC ROCK CORE  HC HYDRO-COLLAPSE UW UNIT WEIGHT SH SHELBY TUBE K PERMEABILITY W MOISTURE CONTENT SPT STANDARD PENETRATION TEST TP TEST PIT SOIL COLOR DESIGNATIONS ARE FROM THE MUNSELL SOIL COLOR CHART. - I.D.= 2.421 inch EXAMPLE: (7.5 YR 5/3) BROWN - I.D.=3.228 inch with tube; 3.50 inch w/o tube - NXB I.D.= 1.875 inch - I.D.= 2.875 inch EXPLORATION LOG START DATE 11/5/09 SHEET 1 OF 2 11/5/09 END DATE STATION See Boring Location Map JOB DESCRIPTION Reno Equipment Shop Parking Lot OFFSET LOCATION Reno ENGINEER Ablahani Diedrich D120 BORING RES2 EQUIPMENT OPERATOR Altamirano E.A. # GROUNDWATER LEVEL DATE DEPTH ft ELEV. ft DRILLING GROUND ELEV. 4464.69 (ft) METHOD 6" Hollow Stem Auger 11/5/09 Dry 0.0 HAMMER DROP SYSTEM Automatic BACKFILLED Yes DATE 11/5/09

SAMPLE BLOW COUNT ELEV. DEPTH 6 inch Last Percent LAB TESTS USCS REMARKS NO. TYPE Group MATERIAL DESCRIPTION (ft) (ft) Increments 1 foot Recov'd 3" Asphalt, no base layer. Started 8:30 0.25 am. Finished Clayey Sand, (7.5 YR 5/3) brown, moist, 25.7 10:00 am. 0.50 to 31.3% fines, PI = 14 to 18. Partly cloudy, Bulk Sample 1, from 1' to 5', Clayey Sand with 7 about 50 Gravel. 24.7% fines, PI = 14. degrees F.

Unit #1082. A SPT 5 11 85 S, PI, W 5' rods and auger stems.

6 SC 2.00 (B) Sampler shoe damaged 8 after taking sample.

B SPT 6 12 85 S, PI, W

6 3.50 3.50 Poorly graded Sand with Silt, Gravel and 3.5' to 4' drilling Cobbles, brown, moist, gravel size soil is was hard and 9 mostly fractured pieces of cobble, 10.9% fines, grinding and drill PI =3. rig was bouncing. C SPT 14 35 90 S, PI, W

21 5.00 4459.7 5 Encountered some cobbles between 3.5' and 15'. NV_DOT RES.GPJ NV_DOT.GDT 3/21/11 EXPLORATION LOG START DATE 11/5/09 SHEET 2 OF 2 11/5/09 END DATE STATION See Boring Location Map JOB DESCRIPTION Reno Equipment Shop Parking Lot OFFSET LOCATION Reno ENGINEER Ablahani Diedrich D120 BORING RES2 EQUIPMENT OPERATOR Altamirano E.A. # GROUNDWATER LEVEL DATE DEPTH ft ELEV. ft DRILLING GROUND ELEV. 4464.69 (ft) METHOD 6" Hollow Stem Auger 11/5/09 Dry 0.0 HAMMER DROP SYSTEM Automatic BACKFILLED Yes DATE 11/5/09

SAMPLE BLOW COUNT ELEV. DEPTH 6 inch Last Percent LAB TESTS USCS REMARKS NO. TYPE Group MATERIAL DESCRIPTION (ft) (ft) Increments 1 foot Recov'd

SP SM

4454.7 10

15.00 4449.7 15 BOH

No groundwater encountered. Hole backfilled with cuttings 11/5/09. Hole sealed with cold mix asphalt 11/9/09. NV_DOT RES.GPJ NV_DOT.GDT 3/21/11 EXPLORATION LOG START DATE 11/5/09 SHEET 1 OF 1 11/5/09 END DATE STATION See Boring Location Map JOB DESCRIPTION Reno Equipment Shop Parking Lot OFFSET LOCATION Reno ENGINEER Ablahani Diedrich D120 BORING RES3 EQUIPMENT OPERATOR Altamirano E.A. # GROUNDWATER LEVEL DATE DEPTH ft ELEV. ft DRILLING GROUND ELEV. 4465.08 (ft) METHOD 6" Hollow Stem Auger 11/5/09 Dry 0.0 HAMMER DROP SYSTEM Automatic BACKFILLED Yes DATE 11/5/09

SAMPLE BLOW COUNT ELEV. DEPTH 6 inch Last Percent LAB TESTS USCS REMARKS NO. TYPE Group MATERIAL DESCRIPTION (ft) (ft) Increments 1 foot Recov'd 3" Asphalt, no base layer. Started 10:30 0.25 am. Finished Clayey Sand with Gravel and Cobbles, (7.5 11:45 am. 0.50 YR 3/2) brown, moist, gravel size soil is mostly fractured pieces of cobble, 19.9% fines, PI = 22. Partly cloudy, 26 about 55 Bulk Sample 1, from 1' to 5', Silty Clayey Sand degrees F. with Gravel and Cobbles, 17.0% fines, PI = 6..

Unit #1082. A SPT 21 42 75 S, PI. W 5' rods and auger stems. SC 21 2.00 (B) No recovery. Possibly 15 sampler pushing down a cobble?? B SPT 14 34 0 2' to 3' cobbles, 3.00 hard drilling, drill Silty Clayey Sand with Cobbles, brown, dry to rig bouncing. moist, 21.5% fines, PI =6. 20 3.50 (C) Fractured rock in bottom 8 of sampler SC shoe. Refusal C SPT 10/.1' S, PI. W SM on cobble. 10/.1'

4.60

5.00 4460.1 5 BOH

No ground water encountered. Hole backfilled with cuttings 11/5/09. Hole sealed with cold mix asphalt 11/9/09. NV_DOT RES.GPJ NV_DOT.GDT 3/21/11 EXPLORATION LOG START DATE 11/5/09 SHEET 1 OF 1 11/5/09 END DATE STATION See Boring Location Map JOB DESCRIPTION Reno Equipment Shop Parking Lot OFFSET LOCATION Reno ENGINEER Ablahani Diedrich D120 BORING RES4 EQUIPMENT OPERATOR Altamirano E.A. # GROUNDWATER LEVEL DATE DEPTH ft ELEV. ft DRILLING GROUND ELEV. 4463.87 (ft) METHOD 6" Hollow Stem Auger 11/5/09 Dry 0.0 HAMMER DROP SYSTEM Automatic BACKFILLED Yes DATE 11/5/09

SAMPLE BLOW COUNT ELEV. DEPTH 6 inch Last Percent LAB TESTS USCS REMARKS NO. TYPE Group MATERIAL DESCRIPTION (ft) (ft) Increments 1 foot Recov'd 3" Asphalt, no base layer. Started 12:00 0.25 pm. Finished Clayey Sand with Cobbles brown, moist, 22.8 12:30 pm. 0.50 to 28.2% fines, PI = 13 to 15. Partly cloudy, Bulk Sample 1, from 1' to 5', Clayey Sand with 5 about 60 Gravel, 26.5% fines, PI = 12. degrees F.

Unit #1082. A SPT 5 12 95 S, PI. W 5' rods and auger stems.

7 SC 2.00 (B) Fractured cobble piece in 5 bottom of sampler shoe.

B SPT 5 15 95 S, PI. W

10 3.50 3.50 Silty Clayey Gravel with Sand and Cobbles brown, moist, gravel size soil mostly fractured 19 pieces of cobble, 12.1% fines, PI = 6.

GC C SPT 23 56 80 S, PI. W GM

33 5.00 5.00 4458.9 5 BOH

No ground water encountered. Hole backfilled with cuttings 11/5/09. Hole sealed with cold mix asphalt 11/9/09. NV_DOT RES.GPJ NV_DOT.GDT 3/21/11 EXPLORATION LOG START DATE 11/5/09 SHEET 1 OF 1 11/5/09 END DATE STATION See Boring Location Map JOB DESCRIPTION Reno Equipment Shop Parking Lot OFFSET LOCATION Reno ENGINEER Ablahani Diedrich D120 BORING RES5 EQUIPMENT OPERATOR Altamirano E.A. # GROUNDWATER LEVEL DATE DEPTH ft ELEV. ft DRILLING GROUND ELEV. 4464.09 (ft) METHOD 6" Hollow Stem Auger 11/5/09 Dry 0.0 HAMMER DROP SYSTEM Automatic BACKFILLED Yes DATE 11/5/09

SAMPLE BLOW COUNT ELEV. DEPTH 6 inch Last Percent LAB TESTS USCS REMARKS NO. TYPE Group MATERIAL DESCRIPTION (ft) (ft) Increments 1 foot Recov'd 3.5" Asphalt, no base layer. Started 1:30 0.30 pm. Finished Clayey Sand (7.5 YR 4/1) brown, moist, 28.7 2:15 pm. 0.50 to 32.5% fines, PI = 12 to 21. Sunny, breezy, 3 Bulk Sample 1, from 1' to 5', Clayey Sand, about 65 32.5% fines, PI = 18. degrees F.

Unit #1082. A SPT 7 15 90 S, PI. W 5' rods and auger stems.

8 2.00 SC

B SPT 7 15 90 S, PI. W

8 3.50 3.50 Silty Sand brown, moist, 17.2% fines, PI = 3. 5

C SPT 5 12 95 S, PI. W SM

7 5.00 5.00 4459.1 5 BOH

No ground water encountered. Hole backfilled with cuttings 11/5/09. Hole sealed with cold mix asphalt 11/9/09. NV_DOT RES.GPJ NV_DOT.GDT 3/21/11 EXPLORATION LOG START DATE 11/5/09 SHEET 1 OF 1 11/5/09 END DATE STATION See Boring Location Map JOB DESCRIPTION Reno Equipment Shop Parking Lot OFFSET LOCATION Reno ENGINEER Ablahani Diedrich D120 BORING RES6 EQUIPMENT OPERATOR Altamirano E.A. # GROUNDWATER LEVEL DATE DEPTH ft ELEV. ft DRILLING GROUND ELEV. 4462.59 (ft) METHOD 6" Hollow Stem Auger 11/5/09 Dry 0.0 HAMMER DROP SYSTEM Automatic BACKFILLED Yes DATE 11/5/09

SAMPLE BLOW COUNT ELEV. DEPTH 6 inch Last Percent LAB TESTS USCS REMARKS NO. TYPE Group MATERIAL DESCRIPTION (ft) (ft) Increments 1 foot Recov'd 3.5" Asphalt, no base layer. Started 2:25 0.30 pm. Finished Clayey Sand brown, moist, with few cobbles, 2:45 pm. 30.2% fines, PI = 17. Sunny, breezy, Bulk Sample 1, from 1' to 5', Clayey Sand, about 68 31.3%fines, PI = 18. degrees F. 1.00

Unit #1082. 4 5' rods and auger stems.

A SPT 4 12 85 S, PI. W (A) Fractured cobble piece in sampler shoe.

8 2.50 SC

5.00 4457.6 5 BOH

No ground water encountered. Hole backfilled with cuttings 11/5/09. Hole sealed with cold mix asphalt 11/9/09. NV_DOT RES.GPJ NV_DOT.GDT 3/21/11 EXPLORATION LOG START DATE 11/5/09 SHEET 1 OF 1 11/5/09 END DATE STATION See Boring Location Map JOB DESCRIPTION Reno Equipment Shop Parking Lot OFFSET LOCATION Reno ENGINEER Ablahani Diedrich D120 BORING RES7 EQUIPMENT OPERATOR Altamirano E.A. # GROUNDWATER LEVEL DATE DEPTH ft ELEV. ft DRILLING GROUND ELEV. 4465.47 (ft) METHOD 6" Hollow Stem Auger 11/5/09 Dry 0.0 HAMMER DROP SYSTEM Automatic BACKFILLED Yes DATE 11/5/09

SAMPLE BLOW COUNT ELEV. DEPTH 6 inch Last Percent LAB TESTS USCS REMARKS NO. TYPE Group MATERIAL DESCRIPTION (ft) (ft) Increments 1 foot Recov'd 3.75" Asphalt, no base layer. Started 2:55 0.31 pm. Finished 3:15 pm. Clayey Sand wth Cobbles (7.5 YR 4/3) brown, moist, 30.6% fines, PI = 13. Sunny, breezy, Bulk Sample 1, from 1' to 5', Clayey Sand, about 68 28.6% fines, PI = 13. degrees F. 1.00

Unit #1082. 4 5' rods and auger stems.

A SPT 5 18 80 S, PI. W (A) Fractured cobble piece in sampler shoe.

13 2.50

3' - 4' cobbles, hard grinding drilling.

4' - 4.5' fine silty sand, easy smooth drilling.

4.5' - 5' cobbles, hard grinding drilling. 5.00 4460.5 5 BOH

No ground water encountered. Hole backfilled with cuttings 11/5/09. Hole sealed with cold mix asphalt 11/9/09. NV_DOT RES.GPJ NV_DOT.GDT 3/21/11

APPENDIX C

Summary of Results Tables Particle Size Distribution Reports

SUMMARY OF RESULTS N.D.O.T. GEOTECHNICAL SECTION

EA/Cont # 9100 Job Description Reno Equipment Shop Parking Lot

Boring No. RES 2 Elevation (ft) 4464.69 Station see boring location map Date 11/05/2009

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 A 0.5 - 2.0 SPT 11 SC 11.8 31.3 30 16 14

B 2.0 - 3.5 SPT 12 SC 10.2 25.7 34 16 18

C 3.5 - 5.0 SPT 35 SP-SM 5.7 10.9 23 20 3

BULK 1 1.0 - 5.0 Bulk SC 24.7 30 16 14 RV = 26

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 = (Ncss)(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 # 9100 Job Description Reno Equipment Shop Parking Lot

Boring No. RES 3 Elevation (ft) 4465.08 Station see boring location map Date 11/05/2009

B No Recovery

C 3.5 - 4.1 SPT R SC-SM 8.3 21.5 25 19 6

BULK 1 1.0 - 5.0 Bulk SC-SM 17.0 26 20 6 RV = 54

R = Refusal N = Field SPT N = (Ncss)(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 # 9100 Job Description Reno Equipment Shop Parking Lot

Boring No. RES 4 Elevation (ft) 4463.87 Station see boring location map Date 11/05/2009

B 2.0 - 3.5 SPT 15 SC 10.0 22.8 29 16 13

C 3.5 - 5.0 SPT 56 GC-GM 5.6 12.1 26 20 6

BULK 1 1.0 - 5.0 Bulk SC 26.5 29 17 12 RV = 35

R = Refusal N = Field SPT N = (Ncss)(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 # 9100 Job Description Reno Equipment Shop Parking Lot

Boring No. RES 5 Elevation (ft) 4464.09 Station see boring location map Date 11/05/2009

B 2.0 - 3.5 SPT 15 SC 12.3 28.7 37 16 21

C 3.5 - 5.0 SPT 12 SM 9.7 17.2 26 23 3

BULK 1 1.0 - 5.0 Bulk SC 32.5 36 18 18 RV = 19

R = Refusal N = Field SPT N = (Ncss)(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 # 9100 Job Description Reno Equipment Shop Parking Lot

Boring No. RES 6 Elevation (ft) 4462.59 Station see boring location map Date 11/05/2009

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 A 1.0 - 2.5 SPT 12 SC 11.6 30.2 35 18 17

BULK 1 1.0 - 5.0 Bulk SC 31.3 37 19 18 RV = 19

R = Refusal N = Field SPT N = (Ncss)(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 # 9100 Job Description Reno Equipment Shop Parking Lot

Boring No. RES 7 Elevation (ft) 4465.47 Station see boring location map Date 11/05/2009

BULK 1 1.0 - 5.0 Bulk SC 28.6 30 17 13 RV = 32

R = Refusal N = Field SPT N = (Ncss)(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 Particle Size Distribution Report in. in. in. ½ 6in. 3in. 2in. 1 1in. ¾ ½ 3/8in. #4 #10 #20 #30 #40 #60 #100 #140 #200 100

40 PERCENT FINER PERCENT