SR-766/I-80 CENTRAL CARLIN I-892 INTERCHANGE WIDENING …

GEOTECHNICAL INVESTIGATION

SR-766/I-80 CENTRAL CARLIN I-892 INTERCHANGE WIDENING

ELKO COUNTY, NEVADA EA 73579-1

State of Nevada Department of Transportation

Materials Division

Geotechnical Investigation SR-766/I-80 Central Carlin I-892 Interchange Widening

EA 73579-1

July 2011

Elko County, Nevada

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

TABLE OF CONTENTS

INTRODUCTION…………………………………………………………….. 1 PROJECT DESCRIPTION…………………………………………………… 1 SITE CONDITIONS…………………………………………………………. 1 Surficial Geology……………………………………………………… 1

Existing and Proposed Structure……………………………………… 1 Site Investigation……………………………………………………… 2 Laboratory Testing…………………………………………………….. 2

Soil and Groundwater Conditions…………………………………….. 2 Soil Corrosivity………………………………………………………… 2 DISCUSSION AND RECOMMENDATIONS………………………………. 3

Frost Depth …………………………………………………………….. 3 Excavations …………………………………………………………….. 3 Seismic Site Class and Design Values.……...………………………….. 3

Foundations…..………………………………………………………… 3 Settlement…….………………………………………………………… 3 REFERENCES…………………………………………………………………. 4 APPENDIX A Location Maps I-892 As-Built Plans APPENDIX B Exploration Logs and Key APPENDIX C Laboratory Test Results

1

INTRODUCTION This report has been prepared for the proposed widening of I-892, the interchange of I-80 and SR-766, Newmont Mine Road in Central Carlin, Elko County Nevada. The widening is proposed to be in kind, with spread footing foundations similar to the existing foundations. A Preliminary Design Field Study (PDFS) held on June 7, 2010 did not include this project in the scope of work, which was limited to completing the West Carlin Interchange, I-891. A geotechnical investigation is not required for the scope of work for the West Carlin Interchange. We were notified by email of the additional proposed work for the Central Carlin Interchange on October 14, 2010. No plans for the proposed widening were provided, but As-Built Plans for the existing structure were obtained. Selected Plan Sheets are included in Appendix A. The purpose of this report is to provide information regarding the subsurface soil conditions at the proposed project site in Central Carlin. This report also provides geotechnical design recommendations for the construction of the structure proposed for this project. The scope of this report consists primarily of geotechnical exploration, analysis and recommendations for both 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 center of the city of Carlin in Elko County. I-80 runs roughly east/west in the area of the proposed structure and SR-766 runs roughly north/south. SR-766 is built approximately at-grade and passes over I-80 which is built in a cut section at a nearly level grade. SITE CONDITIONS Surficial Geology According to available references (Geology of Elko County, Nevada, Bulletin 101; Nevada Bureau of Mines, and Geology, Robert R. Coats 1987), the project site is located within the Diamond Peak and Chainman Formation, which is part of the Carbonate and Detrital Sequences within and on the margin of the Orogenic Belt. Conglomerate, sandstone, shale and minor limestone make up this formation. The areas of the proposed structure foundations lie at elevations between about 4965 feet and 4983 feet. Existing and Proposed Structure Preliminary planning proposes designing the additional foundation in-kind, with the spread footings in the abutments and single pier. The existing structure is built on spread footings with a maximum allowable bearing pressure of 5tsf for the pier and 3tsf for the abutments. Both abutments and the pier are founded in native materials. Allowable Stress Design procedures are used for the widening design.

2

Site Investigation Site specific geotechnical information was gathered for the interchange. Subsurface information was gathered during November of 2010. Three borings were drilled using a Deidrich D120, drill rig number 1082 equipped with an internal anvil automatic hammer utilizing hollow stem auger drilling methods. Borings were located in the general area of widening at each abutment and the pier. Boring depths ranged from 45.0 to 51.5 feet. Augured samples of subgrade native soil were taken from each boring. Driven samples were obtained from each boring using a Standard Penetration Test (SPT ASTM D 1586) sampler and a California Modified Sampler (CMS ASTM D 3550). 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 Count) are presented on the boring logs indicating the sampler drive resistance (N-Value), an indication of the apparent density of the site soils. To convert these field blow counts to standardized N60 blow counts, use a conversion factor multiplier of 1.45. Blow counts have not been corrected for rod length, hammer type, etc. Soils were classified according to the Unified Soil Classification System (USCS). Exploration Logs are included in Appendix B and location maps have been provided for these borings. Laboratory Test Results from the borings are included in Appendix C. Laboratory Testing Selected samples were tested at the NDOT headquarters laboratory facilities in Carson City. Laboratory test results can be found in Appendix C. The laboratory testing program consisted of:

Natural Moisture Content (AASHTO T-265) Particle Size Gradations (AASHTO T-87 & T-27) Dry Unit Weight Atterberg Limits (AASHTO T-89 & T-90) Soil Chemistry: Resistivity (AASHTO T-288) pH (AASHTO T-289) Sulfates (AASHTO T-290 B) Chlorides (AASHTO T-291 A)

Soil and Groundwater Conditions The existing structure is supported by native soils at both abutments and the single pier. They are generally classified as very stiff to hard clayey sands with both lean and fat clay layers. Consolidation Test results and Liquidity Indices indicate they have been preconsolidated to at least 5tsf. Soils were generally moist during sampling, which was accomplished in November with fairly recent snowfall. No ground water was encountered in any of the borings during this subsurface investigation. However, the groundwater table elevation will fluctuate depending on the time of year and precipitation amounts. Soil Corrosivity Three selected samples from the borings underwent chemical analysis. The pH values ranged from near neutral (7.7) to slightly basic (8.2). Soil resistivity values were very corrosive (323

3

Ohm-cm to 700 Ohm-cm). Chloride concentration were high (190 ppm to 390 ppm) as were Sulfate concentrations (200 ppm to 685 ppm). DISCUSSION AND RECOMMENDATIONS Frost Depth Use a value of 3.0 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 constructed to lie at a maximum of 2:1 (horiz:vert) slope. Use a Type B OSHA soil classification for shoring unless a competent person determines a Type C classification is appropriate. The contractor shall be responsible for all necessary shoring for any excavation and/or construction. Seismic Site Class and Design Values The following parameters are provided for seismic evaluation. These values were obtained from AASHTO’s LRFD Bridge Design Specifications and from NDOT’s Structures Manual and are compatible with ASD design. No liquefaction is expected due to the type of soil and deep groundwater table. Peak Ground Acceleration Coefficient =0.15g Site Class =D Short-Period Spectral Acceleration Coefficient (Ss) =0.40 Long-Period Spectral Acceleration Coefficient (Sl) =0.15 Foundations Use an allowable bearing capacity of 6,000 psf (3 tsf) for the soil under the spread footings supporting the abutments. Use an allowable bearing capacity of 10,000 psf (5 tsf) for the soil under the spread footings supporting the pier. Settlement The estimated settlement of the structure’s south abutment is 0.75” under the anticipated loading of 323 kips. About 0.35” of that settlement should take place during construction. The estimated settlement of the structure’s north abutment is also 0.75” under the anticipated loading, which is also 323 kips. About 0.30” of that settlement should take place during construction. The dimensions of each new abutment footing were estimated to be 7’ by 9’. The estimated settlement of the structure pier is 1.19” under the anticipated loading of 1089 kips. The dimensions of the new pier footing were estimated to be 12’ by 14’ 6”. All loads are considered at the elevation of the bottom of the existing footing. We recommend that 2 feet of native ground be excavated from directly beneath the planned pier footing and replaced with properly compacted granular backfill. This reduces the anticipated settlement to 0.75”. Refer to the As-Built Plans in Appendix A.

4

REFERENCES Geology of Elko County, Nevada, Bulletin 101; Nevada Bureau of Mines, and Geology, Robert R. Coats, 1987. Standard Specifications for Road and Bridge Construction, State of Nevada Department of Transportation, 2001. Geotechnical Policies and Procedures Manual, Nevada Department of Transportation, 2005 2007 Northern Nevada Amendments to the 2006 International Building Code Structures Manual, Nevada Department of Transportation, 2008 Occupational Safety and Health Standards for the Construction Industry, Promulgated by the Occupational Safety and Health Administration, United States Department of Labor, 1998 Corrosion/Degradation of Soil Reinforcements for Mechanically Stabilized Earth Walls and Reinforced Soil Slopes, FHWA-NHI-09-087, Victor Elias, P.E., Kenneth L. Fishman, Ph.D., P.E., Barry R. Christopher, Ph.D., P.E. and Ryan R. Berg, P.E. 2009 American Association of State Highway and Transportation Officials, Standard Specifications For Highway Bridges, 17th Edition, 2002. American Association of State Highway and Transportation Officials, Load and Resistance Factor Design, Bridge Design Specifications, 5th Edition, 2010.

Appendix A Project Location Maps

As-Built Plans

H9028JAP

Text Box

H9028JAP

Text Box

BORING LOCATION MAP

#I

AU 1

AU 2

AU 3

§̈¦80

§̈¦80

766

Central Carlin I-892

¢Legend

DRILL TEST HOLE#I BENCHMARK

NDOT Active RoadsTYPE

IRRMUSSRARFRRPSPSO

0 100 200 300 40050 Feet1:1,500

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.

HOLE NO GROUND ELEV AU1 4991.8 AU2 4973.5 AU3 4999.9

BENCHMARK ELEVATIONBE167+66.63 PC 4970.26

AU 2 is 14.4' Westerly from edge of Westerly 4' Dia. Bridge column.

Appendix B Exploration Logs and Key

10.00

13.00

14.50

16.50

18.00

19.50

21.00

24.00

27.00

30.00

11.50

14.50

16.00

18.00

19.50

21.00

22.50

25.50

28.50

A

B

C

D

E

F

G

H

I

38

32

21

44

24

29

21

24

21

9

8

7

10

9

7

7

6

8

15

15

8

19

7

14

9

10

10

CLAYEY SAND with GRAVEL Medium dense,moist, brownish tan clayey sand, multicolorgravel

SANDY LEAN CLAY Very stiff, damp, orangishtan

CLAYEY SAND Dense, damp, orangish tan

LEAN CLAY with SAND Very stiff, damp,orangish tan

west of southabutment atwingwall

bulk sample 10'-15'

14.00

16.00

20.00

30.00

23

17

13

25

17

15

12

14

11

SC

CL

SC

CL

SPT

CMS

SPT

CMS

SPT

CMS

SPT

SPT

SPT

87

100

93

100

93

100

100

100

100

S, PI

W, UW, S,PI, H, G

S, PI, H

W, UW, S,PI, H, G

S, PI, H

W, UW, S,PI, H, OC,G

S, PI

W, S, PI

S, PI

4986.8

4981.8

4976.8

4971.8

4966.8

5

10

15

20

25

5

10

15

20

25

NO.

STATION

OFFSET

ENGINEER

EQUIPMENT

OPERATOR

11/17/10

SHEET 1 OF 2

MATERIAL DESCRIPTION

I-892 Bridge Widening

BACKFILLED

11/16/10

ELEV. ft

6 inchIncrements

11/17/10

TYPE

SAMPLE

Automatic

DEPTH ft

DATE

AU-1

DRILLINGMETHOD

Central Carlin Interchange

PercentRecov'd

73579-9 GROUNDWATER LEVEL

EXPLORATION LOG

6" Hollow Stem Auger

Yes

USCSGroupLast

1 footDEPTH

(ft)ELEV.

(ft)

DATE

REMARKSBLOW COUNT

LAB TESTS

4991.80 (ft)

START DATE

END DATE

JOB DESCRIPTION

LOCATION

BORING

E.A. #

GROUND ELEV.

HAMMER DROP SYSTEM

"B" 19+2537' LeftCallaghanDiedrich D120 #1082Altamirano

NV

_DO

T C

EN

TR

AL

CA

RLI

N.G

PJ

NV

_DO

T.G

DT

7/1

4/11

35.00

40.00

45.00

31.50

36.50

41.50

46.50

J

K

L

M

24

40

16

38

9

9

7

8

10

17

7

19

FAT CLAY with SAND Very stiff, damp,orangish tan

CLAYEY SAND with some GRAVEL Mediumdense to dense, damp, orangish tan clayey sadwith some multicolor gravel

No ground water encountered bottom of hole

32.00

46.50

14

23

9

19

CH

SC

SPT

SPT

SPT

SPT

100

100

80

87

W, S, PI

S, PI

W, S, PI

S, PI

4956.8

4951.8

4946.8

4941.8

4936.8

35

40

45

50

55

35

40

45

50

55

NO.

STATION

OFFSET

ENGINEER

EQUIPMENT

OPERATOR

11/17/10

SHEET 2 OF 2



BACKFILLED

11/16/10

ELEV. ft

6 inchIncrements

11/17/10

TYPE

SAMPLE

Automatic

DEPTH ft

DATE

AU-1

DRILLINGMETHOD


PercentRecov'd


EXPLORATION LOG


Yes

USCSGroupLast

1 footDEPTH

(ft)ELEV.

(ft)

DATE

REMARKSBLOW COUNT

LAB TESTS

4991.80 (ft)

START DATE

END DATE

JOB DESCRIPTION

LOCATION

BORING

E.A. #

GROUND ELEV.

HAMMER DROP SYSTEM


NV

_DO

T C

EN

TR

AL

CA

RLI

N.G

PJ

NV

_DO

T.G

DT

7/1

4/11

5.00

8.50

10.00

11.50

13.00

14.50

16.00

17.50

19.00

22.00

25.00

28.00

6.50

10.00

11.50

13.00

14.50

16.00

17.50

19.00

20.50

23.50

26.50

29.50

A

B

C

D

E

F

G

H

I

J

K

L

9

34

24

37

28

30

25

33

32

33

25

24

4

8

7

7

9

6

6

5

12

12

8

8

4

15

10

15

14

15

9

12

13

15

13

10

CLAYEY SAND with some GRAVEL Loose,very moist, orangish gray clayey sand withsome multicolor gravel

FAT CLAY with SAND Very stiff, moist,orangish tan

CLAYEY SAND with some GRAVEL Dense,moist, orangish tan clayey sand with somemulticolor gravel LEAN CLAY Very stiff, moist, orangish tan

FAT CLAY with SAND Very stiff, moist,orangish tan

LEAN CLAY with SAND Very stiff, moist,orangish tan

CLAYEY SAND with some GRAVEL Dense tovery dense, moist, orangish tan clayey sandwith some multicolor gravel

I-80 medianwest of pier

bulk sample 5' -8.5'

7.00

12.5013.00

15.00

18.00

21.00

5

19

14

22

14

15

16

21

19

18

12

14

SC

CH

SC

CL

CH

CL

SPT

CMS

SPT

CMS

SPT

CMS

SPT

CMS

SPT

SPT

SPT

SPT

40

100

100

100

87

93

80

100

100

100

100

100

S, PI


S, PI, H


S, PI, H

W, UW, S,PI, H, G

S, PI, H


S, PI

W, S, PI

S, PI

S, PI

4968.5

4963.5

4958.5

4953.5

4948.5

5

10

15

20

25

5

10

15

20

25

NO.

STATION

OFFSET

ENGINEER

EQUIPMENT

OPERATOR

11/16/10

SHEET 1 OF 2



BACKFILLED

11/16/10

ELEV. ft

6 inchIncrements

11/16/10

TYPE

SAMPLE

Automatic

DEPTH ft

DATE

AU-2

DRILLINGMETHOD


PercentRecov'd


EXPLORATION LOG


Yes

USCSGroupLast

1 footDEPTH

(ft)ELEV.

(ft)

DATE

REMARKSBLOW COUNT

LAB TESTS

4973.50 (ft)

START DATE

END DATE

JOB DESCRIPTION

LOCATION

BORING

E.A. #

GROUND ELEV.

HAMMER DROP SYSTEM

"B" 20+5733.5' LeftCallaghanDiedrich D120 #1082Altamirano

NV

_DO

T C

EN

TR

AL

CA

RLI

N.G

PJ

NV

_DO

T.G

DT

7/1

4/11

31.00

35.00

40.00

45.00

50.00

32.50

36.50

41.50

46.50

51.50

M

N

O

P

Q

42

36

24

43

61

11

9

9

12

26

16

14

11

16

34

POORLY GRADED SAND with CLAY andGRAVEL Very dense, dry, orangish brownpoorly graded sand with clay and multicolorgravel


48.00

51.50

26

22

13

27

27

SC

SPSC

SPT

SPT

SPT

SPT

SPT

93

100

100

100

100

S, PI

W, S, PI

S, PI

W, S, PI

S, PI

4938.5

4933.5

4928.5

4923.5

4918.5

35

40

45

50

55

35

40

45

50

55

NO.

STATION

OFFSET

ENGINEER

EQUIPMENT

OPERATOR

11/16/10

SHEET 2 OF 2



BACKFILLED

11/16/10

ELEV. ft

6 inchIncrements

11/16/10

TYPE

SAMPLE

Automatic

DEPTH ft

DATE

AU-2

DRILLINGMETHOD


PercentRecov'd


EXPLORATION LOG


Yes

USCSGroupLast

1 footDEPTH

(ft)ELEV.

(ft)

DATE

REMARKSBLOW COUNT

LAB TESTS

4973.50 (ft)

START DATE

END DATE

JOB DESCRIPTION

LOCATION

BORING

E.A. #

GROUND ELEV.

HAMMER DROP SYSTEM

"B" 20+5733.5' LeftCallaghanDiedrich D120 #1082Altamirano

NV

_DO

T C

EN

TR

AL

CA

RLI

N.G

PJ

NV

_DO

T.G

DT

7/1

4/11

10.00

13.00

14.50

16.00

17.50

19.00

20.50

23.50

28.50

11.50

14.50

16.00

17.50

19.00

20.50

22.00

25.00

30.00

A

B

C

D

E

F

G

H

I

26

40

40

17

31

35

31

28

28

9

16

10

15

9

9

8

10

8

12

17

14

15

14

20

16

13

12

CLAYEY SAND with some GRAVEL Mediumdense to dense, dry, orangish tan clayey sandwith some multicolor gravel

SANDY FAT CLAY very stiff, moist, orangishtanCLAYEY SAND with GRAVEL dense, moist,orangish tan clayey sand with multicolor gravel

SANDY LEAN CLAY Hard, moist, orangish tan

SANDY FAT CLAY Very stiff, moist, brownishtan

LEAN CLAY with SAND Very stiff, moist,brownish tan

west of northabutment atwingwall

bulk sample 15'- 20'

17.00

18.00

20.00

23.00

28.00

14

23

26

2

17

15

15

15

16

SC

CH

SC

CL

CH

CL

SPT

CMS

SPT

CMS

SPT

CMS

SPT

SPT

SPT

80

100

80

100

87

100

100

93

100

S, PI

W, UW, S,PI

S, PI, H

W, UW, S,PI, H

PI

W, UW, S,PI

S, PI

W, S, PI

S, PI

4994.9

4989.9

4984.9

4979.9

4974.9

5

10

15

20

25

5

10

15

20

25

NO.

STATION

OFFSET

ENGINEER

EQUIPMENT

OPERATOR

11/17/10

SHEET 1 OF 2



BACKFILLED

11/17/10

ELEV. ft

6 inchIncrements

11/17/10

TYPE

SAMPLE

Automatic

DEPTH ft

DATE

AU-3

DRILLINGMETHOD


PercentRecov'd


EXPLORATION LOG


Yes

USCSGroupLast

1 footDEPTH

(ft)ELEV.

(ft)

DATE

REMARKSBLOW COUNT

LAB TESTS

4999.90 (ft)

START DATE

END DATE

JOB DESCRIPTION

LOCATION

BORING

E.A. #

GROUND ELEV.

HAMMER DROP SYSTEM


NV

_DO

T C

EN

TR

AL

CA

RLI

N.G

PJ

NV

_DO

T.G

DT

7/1

4/11

33.50

38.50

43.50

35.00

40.00

45.00

J

K

L

46

40

22

16

10

8

24

17

11

POORLY GRADED SAND with SILT andGRAVEL dense, dry, medium brown poorlygraded sand with silt and multicolor gravel

CLAYEY SAND with some GRAVEL dense,dry, medium brown clayey sand with somemulticolor gravel

POORLY GRADED SAND with CLAY andGRAVEL Medium dense, dry, medium brownpoorly graded sand with clay and multicolorgravel


31.00

36.00

40.00

45.00

22

23

11

SPSM

SC

SPSC

SPT

SPT

SPT

80

100

60

W, S, PI

S, PI

W, S, PI

4964.9

4959.9

4954.9

4949.9

4944.9

35

40

45

50

55

35

40

45

50

55

NO.

STATION

OFFSET

ENGINEER

EQUIPMENT

OPERATOR

11/17/10

SHEET 2 OF 2



BACKFILLED

11/17/10

ELEV. ft

6 inchIncrements

11/17/10

TYPE

SAMPLE

Automatic

DEPTH ft

DATE

AU-3

DRILLINGMETHOD


PercentRecov'd


EXPLORATION LOG


Yes

USCSGroupLast

1 footDEPTH

(ft)ELEV.

(ft)

DATE

REMARKSBLOW COUNT

LAB TESTS

4999.90 (ft)

START DATE

END DATE

JOB DESCRIPTION

LOCATION

BORING

E.A. #

GROUND ELEV.

HAMMER DROP SYSTEM


NV

_DO

T C

EN

TR

AL

CA

RLI

N.G

PJ

NV

_DO

T.G

DT

7/1

4/11

KEY TO BORING LOGS

USCS GROUP TYPICAL SOIL DESCRIPTION

GW GP

GC SW SP SM

SC ML

CL OL

MH CH OH PT

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

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 #1082: (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

SAMPLER NOTATION

CMS CALIF. MODIFIED SAMPLER

CPT CONE PENETRATION TEST

CS CONTINUOUS SAMPLER

PB PITCHER BARREL

RC ROCK CORE

SH SHELBY TUBE

SPT STANDARD PENETRATION TEST TP TEST PIT

1- I.D.= 2.421 inch

2- I.D.=3.228 inch with tube; 3.50 inch w/o tube

3- NXB I.D.= 1.875 inch

4- I.D.= 2.875 inch

SOIL COLOR DESIGNATIONS ARE FROM THE MUNSELL SOIL/ROCK COLOR

CHARTS.

EXAMPLE: (7.5 YR 5/3) BROWN

Revised August 2010

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

STANDARD PENETRATION CLASSIFICATION*

GRANULAR SOIL CLAYEY SOIL

BLOWS/FT DENSITY BLOWS/FT CONSISTENCY

0 - 4

5 – 10

11 - 30

31 - 50

OVER 50

VERY LOOSE

LOOSE

MEDIUM DENSE

DENSE

VERY DENSE

0 - 1 VERY SOFT

2 - 4 SOFT

5 - 8 MEDIUM STIFF

9 - 15 STIFF

16 - 30 VERY STIFF

31 - 60 HARD

OVER 60 VERY HARD

*Standard Penetration Test (N) 140 lb hammer

30 inch free fall on 2 inch O.D. x 1.4 inch I.D. sampler.

Appendix C

Laboratory Test Results

Summary of Results Particle Size Distribution Reports Consolidation Test Reports Chemical Analyses

EA/Cont # 73579 Carlin Bridge Widening I-892

Boring No. AU 1 Elevation (ft) 4991.8 Station "B" 19+25, 37' Lt. Date 11/22/2010

SAMP- DRY % SAMPLE LER SOIL W% UW PASS LL PL PI TEST Φ C Φ C COMMENTS

NO. TYPE GROUP pcf #200 % % % TYPE deg. psi deg. psi

BULK 1 Bulk CL 57.3 34 16 18

A SPT SC 46.7 30 17 13

B2 CMS SC 17.0 98.8 39.5 44 20 24

B3 CMS CL 19.9 98.4 55.5 46 23 23

C SPT CL 76.1 42 18 24

D2 CMS SC 13.0 105.1 40.3 28 16 12

D3 CMS SC 17.2 107.9 28.9 27 16 11

E SPT SC 31.1 31 15 16

F2 CMS CL 21.5 95.1 78.8 42 17 25

F3 CMS CL 25.6 91.5 76.8 44 20 24

G SPT CL 79.3 42 19 23

H SPT CL 22.8 63.8 49 20 29

CMS = California Modified Sampler 2.42" ID U = Unconfined Compressive H = Hydrometer CM = CompactionSPT = Standard Penetration 1.38" ID UU = Unconsolidated Undrained S = Sieve E = Swell/Pressure on Expansive SoilsCS = Continuous Sample 3.23" ID CD = Consolidated Drained G = Specific Gravity SL = Shrinkage LimitRC = Rock Core CU = Consolidated Undrained PI = Plasticity Index UW= Unit WeightPB = Pitcher Barrel DS = Direct Shear LL = Liquid Limit W = Moisture ContentCSS = Calif. Split Spoon 2.42" ID Φ = Friction PL = Plastic Limit K = PermeabilityCPT = Cone Penetration Test C = Cohesion NP = Non-Plastic O = Organic ContentTP = Test Pit N = No. of blows per ft., sampler OC = Consolidation D = DispersiveP = Pushed, not driven Ch = Chemical RQD = Rock Quality DesignationR = Refusal N = Field SPT N = (Ncss)(0.62) RV = R - Value X = X-Ray DefractionSh = Shelby Tube 2.87" ID MD = Moisture Density HCpot = Hydro-Collapse Potential

SUMMARY OF RESULTSN.D.O.T. GEOTECHNICAL SECTION

Job Description

SAMPLE N STRENGTH TEST

Peak Residual

DEPTH BLOWS(ft) per ft.

10.0 - 15.0 Ch, RV = 23

10.0 - 11.3 38

13.5 - 14.0 32 H

14.0 - 14.5 32 H, G = 2.712

14.5 - 15.9 21 H

17.0 - 17.5 44 H

17.5 - 18.0 44 H, G = 2.689

18.0 - 19.5 34 H

20.0 - 20.5 29 H

20.5 - 21.0 29 H, OC, G = 2.734

21.0 - 22.5 21

24.0 - 25.5 24

* = Average of subsamples





I SPT CL 87.3 46 19 27

J SPT CH 28.2 81.7 57 21 36

K SPT SC 39.1 38 17 21

L SPT SC 18.8 44.8 42 19 23

M SPT SC 26.2 39 18 21


STRENGTH TESTDEPTH BLOWS


Job Description

(ft) per ft.

SAMPLE N

30.0 - 31.5 24

Peak Residual

27.0 - 28.5 21

35.0 - 36.5 40

40.0 - 41.5 16

45.0 - 46.5 38



Boring No. AU 2 Elevation (ft) 4973.5 Station "B" 20+57, 33.5' Lt. Date 11/22/2010



BULK 1 Bulk CL 59.7 42 17 25

A SPT SC 44.3 31 18 13

B2 CMS CH 24.4 97.1 73.1 51 18 33

B3 CMS CH 23.1 97.7 72.1 52 18 34

C SPT CH 77.6 53 21 32

D2 CMS CH 28.2 93.1 85.3 61 23 38

D3 CMS SC 17.2 104.6 43.5 53 21 32

E SPT CL 63.5 48 21 27

F3 CMS CH 24.2 96.9 84.3 59 21 38

G SPT CH 78.5 52 19 33

H2 CMS CL 22.9 94.5 75.7 48 19 29

H3 CMS CL 18.7 95.3 79.2 42 19 23



18.0 - 18.5 33 H, OC, G = 2.722

18.5 - 19.0 33 H, G = 2.761

15.5 - 16.0 30 H, G = 2.712

16.0 - 17.5 25 H

12.5 - 13.0 37 H

13.0 - 14.3 28 H

10.0 - 11.5 24 H

12.0 - 12.5 37 H, OC, G = 2.765

9.0 - 9.5 34 H, OC, G = 2.747

9.5 - 10.0 34 H

Peak Residual

5.0 - 8.5 Ch, RV = 16

5.0 - 6.5 9



Job Description



Boring No. AU 2 Elevation (ft) 4973.5 Station "B" 20+57, 33.5' Lt. Date 11/22/2010



I SPT CL 59.8 48 20 28

J SPT SC 14.2 45.5 40 17 23

K SPT SC 37.6 38 19 19

L SPT SC 18.2 49.7 37 15 22

M SPT SC 24.4 28 16 12

N SPT SC 14.5 40.1 31 16 15

O SPT SC 47.8 35 18 17

P SPT SC 18.0 34.4 45 23 22

Q SPT SP-SC 11.7 31 19 12



Job Description


Peak Residual


19.0 - 20.5 32

22.0 - 23.5 33

25.0 - 26.5 25

28.0 - 29.5 24

31.0 - 32.4 32

35.0 - 36.5 36

40.0 - 41.5 24

45.0 - 46.5 43

50.0 - 51.5 61






BULK 1 Bulk SC 47.3 41 15 26

A SPT SC 18.6 24 16 8

B2 CMS SC 8.3 106.9 29.4 33 18 15

B3 CMS SC 6.2 98.5 21.5 32 17 15

C SPT SC 31.1 41 16 25

D2 CMS SC 14.7 104.8 46.7 47 19 28

D3 CMS CH 16.9 103.0 59.6 53 20 33

E SPT 35 16 19

F2 CMS SC 15.4 97.5 14.7 26 15 11

F3 CMS CL 20.3 98.3 79.5 43 21 22

G SPT CL 62.6 41 18 23

H SPT CH 21.5 57.7 54 24 30



Job Description


Peak Residual


15.0 - 20.0 Ch, RV = 9

10.0 - 11.2 36

13.5 - 14.0 40

14.0 - 14.5 40

14.5 - 15.7 40 H

16.5 - 17.0 35 H

17.0 - 17.5 35

17.5 - 19.0 31

19.5 - 20.0 35

20.0 - 20.5 35

20.5 - 22.0 31

23.5 - 24.9 28






I SPT CL 74.6 43 20 23

J SPT SP-SM 3.7 7.4 19 NP NP

K SPT SC 37.3 38 19 19

L SPT SP-SC 5.0 11.6 24 16 8


STRENGTH TESTDEPTH BLOWS


Job Description

(ft) per ft.

SAMPLE N

33.5 - 34.7 46

Peak Residual

28.5 - 30.0 28

38.5 - 40.0 40

43.5 - 44.4 22


NEVADA DEPARTMENT OF

TRANSPORTATION

sandy lean clay

clayey sand

clayey sand with gravel

inches numbersize size

0.0 3.2 39.5 57.3 CL A-6(7) 16 34

0.0 5.6 47.7 46.7 SC A-6(3) 17 30

0.0 17.2 43.3 26.8 12.7 SC A-7-6(5) 20 44

1"3/4"1/2"3/8"

100.099.2

100.097.997.4

100.0100.0

95.294.1

#4#10#16#40#50

#100#200

96.891.287.982.078.768.957.3

94.489.586.680.476.160.546.7

82.869.3

55.2

45.339.5

0.0879 0.1466 0.7609

0.0233

Source of Sample: AU 1 Depth: 10.0 - 15.0' Sample Number: BULK

Source of Sample: AU 1 Depth: 10.0 - 11.3' Sample Number: A

Source of Sample: AU 1 Depth: 13.5 - 14.0' Sample Number: B2

C. Callaghan

Carlin Bridge Widening I-892

EA 73579, FL-18-10

+3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL

SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description

GRAIN SIZE REMARKS:D60D30D10

COEFFICIENTS

CcCu

Client:

Project:

Project No.: Figure

PER

CEN

T FI

NER

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½ in

.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200

Particle Size Distribution Report


TRANSPORTATION

sandy lean clay

lean clay with sand

clayey sand


0.0 3.2 41.3 39.5 16.0 CL A-7-6(11) 21 46

0.0 1.3 22.6 49.4 26.7 CL A-7-6(17) 18 42

0.0 2.9 56.8 29.5 10.8 SC A-6(1) 16 28

1/2"3/8" 100.0 100.0

100.098.2

#4#10#40

#100#200

96.889.677.862.555.5

98.796.089.183.176.1

97.192.675.052.140.3

0.1194 0.0240 0.2163

0.0082 0.0028 0.0402

0.0016

4.63

133.68


Source of Sample: AU 1 Depth: 14.5 - 15.9' Sample Number: C

Source of Sample: AU 1 Depth: 17.0 - 17.5' Sample Number: D2

C. Callaghan


EA 73579, FL-18-10




COEFFICIENTS

CcCu

Client:

Project:

Project No.: Figure

PER

CEN

T FI

NER

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½ in

.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200



TRANSPORTATION

clayey sand

clayey sand

lean clay with sand


0.0 6.4 64.7 20.4 8.5 SC A-2-6(0) 16 27

0.0 9.6 59.3 18.7 12.4 SC A-2-6(1) 15 31

0.0 0.5 20.7 52.7 26.1 CL A-7-6(19) 17 42

3/4"1/2"3/8"

100.0100.0

98.3100.0

97.0 100.0

#4#10#40

#100#200

93.682.359.539.428.9

90.475.156.940.331.1

99.594.991.086.278.8

0.4362 0.5464 0.0231

0.0807 0.0669 0.0028

0.0033 0.0015

4.54 5.58

132.71 372.91


Source of Sample: AU 1 Depth: 18.0 - 19.5' Sample Number: E

Source of Sample: AU 1 Depth: 20.0 - 20.5' Sample Number: F2

C. Callaghan


EA 73579, FL-18-10




COEFFICIENTS

CcCu

Client:

Project:

Project No.: Figure

PER

CEN

T FI

NER

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½ in

.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200



TRANSPORTATION

lean clay with sand

lean clay with sand

sandy lean clay


0.0 0.9 22.3 52.7 24.1 CL A-7-6(18) 20 44

0.0 0.3 20.4 79.3 CL A-7-6(18) 19 42

0.0 7.4 28.8 63.8 CL A-7-6(16) 20 49

3/4"1/2"3/8" 100.0 100.0

100.097.095.2

#4#10#16#40#50

#100#200

99.197.9

94.5

87.476.8

99.798.898.296.394.789.379.3

92.687.083.878.776.470.663.8

0.0291

0.0033


Source of Sample: AU 1 Depth: 21.0 - 22.5' Sample Number: G

Source of Sample: AU 1 Depth: 24.0 - 25.5' Sample Number: H

C. Callaghan


EA 73579, FL-18-10




COEFFICIENTS

CcCu

Client:

Project:

Project No.: Figure

PER

CEN

T FI

NER

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½ in

.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200



TRANSPORTATION

lean clay

fat clay with sand

clayey sand


0.0 0.2 12.5 87.3 CL A-7-6(24) 19 46

0.0 0.0 18.3 81.7 CH A-7-6(31) 21 57

0.0 13.5 47.4 39.1 SC A-6(3) 17 38

3/4"1/2"3/8" 100.0

100.099.194.9

#4#10#16#40#50

#100#200

99.899.499.298.096.993.287.3

100.099.699.397.695.890.881.7

86.573.667.255.650.543.539.1

0.6010

Source of Sample: AU 1 Depth: 27.0 - 28.5' Sample Number: I

Source of Sample: AU 1 Depth: 30.0 - 31.5' Sample Number: J

Source of Sample: AU 1 Depth: 35.0 - 36.5' Sample Number: K

C. Callaghan


EA 73579, FL-18-10




COEFFICIENTS

CcCu

Client:

Project:

Project No.: Figure

PER

CEN

T FI

NER

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½ in

.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200



TRANSPORTATION

clayey sand



0.0 9.0 46.2 44.8 SC A-7-6(6) 19 42

0.0 22.1 51.7 26.2 SC A-2-6(1) 18 39

3/4"1/2"3/8"

100.098.997.9

100.092.990.9

#4#10#16#40#50

#100#200

91.084.780.469.564.654.544.8

77.963.656.443.237.930.526.2

0.2194 1.5472

0.1406

Source of Sample: AU 1 Depth: 40.0 - 41.5' Sample Number: L

Source of Sample: AU 1 Depth: 45.0 - 46.5' Sample Number: M

C. Callaghan


EA 73579, FL-18-10




COEFFICIENTS

CcCu

Client:

Project:

Project No.: Figure

PER

CEN

T FI

NER

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½ in

.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200



TRANSPORTATION

sandy lean clay

clayey sand

fat clay with sand


0.0 6.5 33.8 59.7 CL A-7-6(12) 17 42

0.0 13.7 42.0 44.3 SC A-6(2) 18 31

0.0 2.5 24.4 42.8 30.3 CH A-7-6(23) 18 51

3/4"1/2"3/8"

100.099.498.1

100.094.592.0

100.098.9

#4#10#16#40#50

#100#200

93.585.281.574.971.965.859.7

86.376.671.761.957.850.444.3

97.593.9

88.4

81.173.1

0.0776 0.3603 0.0297

0.0019




C. Callaghan


EA 73579, FL-18-10




COEFFICIENTS

CcCu

Client:

Project:

Project No.: Figure

PER

CEN

T FI

NER

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½ in

.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200



TRANSPORTATION

fat clay with sand

fat clay with sand

fat clay


0.0 1.1 26.8 43.0 29.1 CH A-7-6(23) 18 52

0.0 0.0 22.4 43.6 34.0 CH A-7-6(25) 21 53

0.0 0.2 14.5 54.0 31.3 CH A-7-6(35) 23 61

3/8" 100.0 100.0 #4#10#40

#100#200

98.992.386.180.272.1

100.099.095.287.977.6

99.898.494.891.185.3

0.0371 0.0247 0.0173

0.0022 0.0013 0.0018




C. Callaghan


EA 73579, FL-18-10




COEFFICIENTS

CcCu

Client:

Project:

Project No.: Figure

PER

CEN

T FI

NER

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½ in

.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200



TRANSPORTATION

clayey sand

sandy lean clay

fat clay with sand


0.0 14.3 42.2 26.4 17.1 SC A-7-6(9) 21 53

0.0 3.3 33.2 39.3 24.2 CL A-7-6(15) 21 48

0.0 0.0 15.7 45.8 38.5 CH A-7-6(34) 21 59

1/2"3/8"

100.096.5

100.0100.0 100.0

#4#10#40

#100#200

85.771.359.750.343.5

96.788.378.671.463.5

100.097.894.690.284.3

0.4465 0.0588 0.0144

0.0153 0.0036


Source of Sample: AU 2 Depth: 13.0 - 14.3' Sample Number: E


C. Callaghan


EA 73579, FL-18-10




COEFFICIENTS

CcCu

Client:

Project:

Project No.: Figure

PER

CEN

T FI

NER

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½ in

.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200



TRANSPORTATION

fat clay with sand

lean clay with sand

lean clay with sand


0.0 0.1 21.4 49.2 29.3 CH A-7-6(26) 19 52

0.0 1.2 23.1 48.4 27.3 CL A-7-6(22) 20 49

0.0 0.0 20.8 55.4 23.8 CL A-7-6(18) 19 42

3/8" 100.0 100.0 100.0 #4#10#40

#100#200

99.997.391.886.378.5

98.896.492.185.875.7

100.098.296.691.479.2

0.0249 0.0326 0.0307

0.0022 0.0027 0.0042


Source of Sample: AU 2 Depth: 18.0 - 18.5' Sample Number: H2

Source of Sample: AU 2 Depth: 18.5 - 19.0' Sample Number: H3

C. Callaghan


EA 73579, FL-18-10




COEFFICIENTS

CcCu

Client:

Project:

Project No.: Figure

PER

CEN

T FI

NER

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½ in

.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200



TRANSPORTATION

sandy lean clay

clayey sand



0.0 3.1 37.1 59.8 CL A-7-6(14) 20 48

0.0 8.9 45.6 45.5 SC A-6(6) 17 40

0.0 18.1 44.3 37.6 SC A-6(3) 19 38

1.5"1"

3/4"1/2"3/8"

100.098.8

100.098.496.8

100.093.593.590.187.5

#4#10#16#40#50

#100#200

96.993.991.383.179.169.959.8

91.181.475.866.362.554.045.5

81.975.070.560.555.946.337.6

0.0762 0.2425 0.4089




C. Callaghan


EA 73579, FL-18-10




COEFFICIENTS

CcCu

Client:

Project:

Project No.: Figure

PER

CEN

T FI

NER

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½ in

.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200



TRANSPORTATION

clayey sand


clayey sand


0.0 8.8 41.5 49.7 SC A-6(7) 15 37

0.0 24.0 51.6 24.4 SC A-2-6(0) 16 28

0.0 9.3 50.6 40.1 SC A-6(2) 16 31

1"3/4"1/2"3/8"

100.096.595.4

100.096.191.189.3

100.095.894.5

#4#10#16#40#50

#100#200

91.285.181.373.970.561.349.7

76.063.957.244.439.530.424.4

90.784.981.971.565.352.040.1

0.1383 1.4626 0.2278

0.1443


Source of Sample: AU 2 Depth: 31.0 - 32.4' Sample Number: M

Source of Sample: AU 2 Depth: 35.0 - 36.5' Sample Number: N

C. Callaghan


EA 73579, FL-18-10




COEFFICIENTS

CcCu

Client:

Project:

Project No.: Figure

PER

CEN

T FI

NER

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½ in

.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200



TRANSPORTATION

clayey sand


poorly graded sand with clay and gravel


0.0 7.2 45.0 47.8 SC A-6(5) 18 35

0.0 21.1 44.5 34.4 SC A-2-7(2) 23 45

0.0 37.6 50.7 11.7 SP-SC A-2-6(0) 19 31

1"3/4"1/2"3/8"

100.096.896.0

100.093.990.3

100.092.679.674.4

#4#10#16#40#50

#100#200

92.887.884.777.373.261.247.8

78.967.762.451.746.939.534.4

62.446.538.123.919.714.711.7

0.1412 0.9173 4.1710

0.6735

Source of Sample: AU 2 Depth: 40.0 - 41.5' Sample Number: O

Source of Sample: AU 2 Depth: 45.0 - 46.5' Sample Number: P

Source of Sample: AU 2 Depth: 50.0 - 51.5' Sample Number: Q

C. Callaghan


EA 73579, FL-18-10




COEFFICIENTS

CcCu

Client:

Project:

Project No.: Figure

PER

CEN

T FI

NER

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½ in

.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200



TRANSPORTATION

clayey sand

clayey sand

clayey sand


0.0 10.2 42.5 47.3 SC A-7-6(8) 15 41

0.0 11.9 69.5 18.6 SC A-2-4(0) 16 24

0.0 12.9 57.7 29.4 SC A-2-6(1) 18 33

3/4"1/2"3/8"

100.099.0

100.098.3

100.098.796.6

#4#10#16#40#50

#100#200

89.877.472.763.960.153.247.3

88.168.457.038.432.223.518.6

87.172.063.248.643.735.729.4

0.2979 1.3666 0.9572

0.2601 0.0802




C. Callaghan


EA 73579, FL-18-10




COEFFICIENTS

CcCu

Client:

Project:

Project No.: Figure

PER

CEN

T FI

NER

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½ in

.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200



TRANSPORTATION



clayey sand


0.0 25.6 52.9 21.5 SC A-2-6(0) 17 32

0.0 22.9 46.0 18.2 12.9 SC A-2-7(2) 16 41

0.0 11.1 42.2 46.7 SC A-7-6(9) 19 47

3/4"1/2"3/8"

100.095.992.1

100.094.787.4

100.098.296.8

#4#10#16#40#50

#100#200

74.453.945.333.429.724.821.5

77.161.8

47.1

35.731.1

88.979.574.163.859.652.846.7

2.6867 1.7716 0.3095

0.3099 0.0626

0.0013

1.64

1315.18




C. Callaghan


EA 73579, FL-18-10




COEFFICIENTS

CcCu

Client:

Project:

Project No.: Figure

PER

CEN

T FI

NER

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½ in

.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200



TRANSPORTATION

sandy fat clay


lean clay with sand


0.0 7.0 33.4 59.6 CH A-7-6(17) 20 53

0.0 27.3 58.0 14.7 SC A-2-6(0) 15 26

0.0 1.5 19.0 79.5 CL A-7-6(17) 21 43

3/4"1/2"3/8"

100.099.399.3

100.094.4 100.0

#4#10#16#40#50

#100#200

93.084.179.972.669.664.959.6

72.749.038.525.422.317.514.7

98.596.694.989.888.185.379.5

0.0787 3.1120

0.6567




C. Callaghan


EA 73579, FL-18-10




COEFFICIENTS

CcCu

Client:

Project:

Project No.: Figure

PER

CEN

T FI

NER

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½ in

.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200



TRANSPORTATION

sandy lean clay

sandy fat clay

lean clay with sand


0.0 4.7 32.7 62.6 CL A-7-6(12) 18 41

0.0 5.2 37.1 57.7 CH A-7-6(15) 24 54

0.0 0.6 24.8 74.6 CL A-7-6(16) 20 43

3/4"1/2"3/8"

100.098.7

100.099.097.9 100.0

#4#10#16#40#50

#100#200

95.390.387.078.674.667.962.6

94.887.282.171.968.262.757.7

99.498.196.991.788.982.974.6

0.1036


Source of Sample: AU 3 Depth: 23.5 - 24.9' Sample Number: H


C. Callaghan


EA 73579, FL-18-10




COEFFICIENTS

CcCu

Client:

Project:

Project No.: Figure

PER

CEN

T FI

NER

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½ in

.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200



TRANSPORTATION

poorly graded sand with silt and gravel

clayey sand

poorly graded sand with clay and gravel


0.0 34.5 58.1 7.4 SP-SM A-1-a NP 19

0.0 13.6 49.1 37.3 SC A-6(2) 19 38

0.0 36.7 51.7 11.6 SP-SC A-2-4(0) 16 24

1"3/4"1/2"3/8"

100.096.288.382.7

100.096.294.6

100.095.187.680.7

#4#10#16#40#50

#100#200

65.546.538.423.617.510.0

7.4

86.476.370.158.553.844.537.3

63.347.839.626.522.315.411.6

3.8028 0.4812 4.0698

0.6389 0.5676

0.1499

0.72

25.37




C. Callaghan


EA 73579, FL-18-10




COEFFICIENTS

CcCu

Client:

Project:

Project No.: Figure

PER

CEN

T FI

NER

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½ in

.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200


E.A. No. 73579

PROJECT Carlin Bridge Widening I-892

BORING # AU 1, AU 2, AU 3

Sample No. Chlorides Sulfates pH Resistivity

ppm ppm ohm - cm

AASHTO T 291 A AASHTO T 290 B AASHTO T 289 AASHTO T 288

AU 1, BULK 1 240 200 7.7 700

AU 2, BULK 1 390 685 7.7 323

AU 3, BULK 1 190 399 8.2 504

NEVADA DEPARTMENT OF TRANSPORTATION

GEOTECHNICAL SECTION

CHEMICAL ANALYSIS

SR-766/I-80 CENTRAL CARLIN I-892 INTERCHANGE WIDENING …

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Transcript of SR-766/I-80 CENTRAL CARLIN I-892 INTERCHANGE WIDENING …