geotechnical data report

STATE OF NEVADA

DEPARTMENT OF TRANSPORTATION

MATERIALS DIVISION

GEOTECHNICAL SECTION

GEOTECHNICAL DATA REPORT

I-80/SR439 RADIO TOWER

WASHOE COUNTY, NEVADA

DECEMBER 2020

Prepared by:

Kyle Jermstad, P.E. Principal Geotechnical Engineer

Reviewed by:

Jeff Palmer, P.E. Principal Geotechnical Engineer

Reviewed by:

Mike Griswold, P.E. Chief Geotechnical Engineer

Contents

Introduction ................................................................................................................ 1

1.1 Project Description ............................................................................................................. 1

1.2 Purpose and Scope of Work ............................................................................................... 1

2. Field Exploration and Laboratory Testing .......................................................... 2

2.1 Field Exploration ................................................................................................................. 2

2.2 Geotechnical Laboratory Testing........................................................................................ 2

3. Site and Subsurface Conditions ......................................................................... 3

3.1 Site Conditions.................................................................................................................... 3

3.2 Subsurface Conditions ....................................................................................................... 3

3.2.1 General Geology and Faulting ......................................................................................... 3

3.2.2 Subsurface Materials ....................................................................................................... 3

3.2.3 Groundwater Conditions .................................................................................................. 3

4. References ........................................................................................................ 4

5. Limitations .......................................................................................................... 5

Appendices A Figures

B Logs of Borings

C Laboratory Test Results

D Sample Photographs

I-80/SR439 Radio Tower Geotechnical Data Report 1

Introduction

1.1 Project Description

The Nevada Department of Transportation (NDOT) plans to construct a radio tower and associated fiber

hut near the intersection of Interstate 80 (I-80) and State Route 439 (SR 439), east of the town Patrick.

This geotechnical data report presents the information obtained from our geotechnical exploration for the

proposed tower.

The project Vicinity Map and Exploration Map are shown in Appendix A on Figures A-1 and A-2,

respectively.

1.2 Purpose and Scope of Work

The purpose of this investigation is to provide subsurface data for the project site from a geotechnical

perspective, for the proposed tower foundation. The main objectives of the investigation were to

characterize the subsurface materials, document our findings in this report. The investigation was

conducted in accordance with American Association of State Highway and Traffic Administration

(AASHTO) and Federal Highway Administration (FHWA) guidelines.

The scope of our geotechnical investigation includes the following:

A review of published geologic and geotechnical information pertaining to the site vicinity;

A field exploration consisting of drilling one boring to a maximum depth of approximately 40 feet

below ground surface (bgs) to obtain information about the subsurface conditions for the

proposed tower foundation in the geotechnical data report;

Performing geotechnical laboratory testing on select soil samples collected from the borings; and

Preparation of this report.


2. Field Exploration and Laboratory Testing

2.1 Field Exploration

One boring was drilled on December 2, 2020 at the approximate location shown on the Exploration Map

to a maximum depth of approximately 40 feet bgs. The boring was drilled utilizing a truck-mounted

Diedrich D-120 drill rig equipped with six-inch diameter hollow stem augers. Samples were collected

using Standard Penetration Test (SPT) samplers driven by an automatic hammer with a weight of 140

pounds and a drop of 30 inches.

The number of blows required to drive the sampler were recorded for each 6-inch interval of the 18-inch

drive. The cumulative blow count for the bottom 12 inches of drive is presented in the boring logs. The

blow counts presented in the logs are uncorrected and are shown as they were recorded in the field. Both

the samples and drill cuttings were visually classified in the field based on the Unified Soil Classification

System (USCS) in general accordance with ASTM D2488.

The subsurface conditions encountered are summarized in Section 3.2. Logs of the borings were

prepared based on the field logging and the results of laboratory testing in general accordance with ASTM

D2487. The boring logs are presented in Appendix B. A previous boring by NDOT was drilled on March

14, 2018 at the approximate location shown on the Exploration Map and the logs are included as

supplemental information in Appendix B.

2.2 Geotechnical Laboratory Testing

Laboratory testing was conducted on select soil samples recovered during the field exploration. Tests

conducted include the following:

Method of Test Sieve Analysis of Coarse and Fine Aggregate (Nev. T206);

Method of Test for Determining the Liquid Limit, Plastic Limit, and Plasticity Index of Soil (Nev.

T210, T211, and T212);

Geotechnical laboratory test results are presented in Appendix C.


3. Site and Subsurface Conditions

3.1 Site Conditions

The site is located approximately 1 mile west of the intersection of I-80 and SR 439 in Washoe County,

Nevada. At the time of our exploration, the surrounding topography consisted of Truckee River floodplain

and industrial properties. Within the project limits the ground surface consisted of the highway

embankment fill slope with an approximate 2H:1V inclination. The boring location was located beyond the

toe of the fill slope in native soils vegetated with sagebrush. To the south of NDOT right of way fence, a

stockpile approximately 140-feet long by 30-feet wide was present at the time of our exploration. The

height of the stockpile varied from approximately 10-feet tall at the west end to 4-feet tall at the east end.

Underground utilities were located within the project site for the purposes of this exploration.

3.2 Subsurface Conditions

3.2.1 General Geology and Faulting

The site is located within the Basin and Range geomorphic province, in the Truckee River canyon north of

the Virginia Range and south of Pah Rah Range. The site area is mapped as being comprised of

Quaternary alluvium. The nearest active fault with historic movement (last 150 years) is the Olinghouse

fault zone, located approximately 1½ miles to the north. Other active faults nearby include the Rainbow

Mountain fault zone located approximately 45 miles to the east.

3.2.2 Subsurface Materials

The results of our field exploration and laboratory analyses indicate approximately 7 feet of very loose to

very dense light brown silty SAND (SM) with gravel and boulders. Beneath the silty SAND, light brown

SAND (SP-SM) was encountered to a depth of approximately 16½ feet bgs. Brown sandy lean CLAY (CL)

was encountered beneath the SAND to a depth of approximately 26 feet bgs. Beneath the CLAY, brown

clayey SAND (SC) was encountered to a depth of approximately 31 feet bgs, underlain by red-brown

SAND (SC-SW) the maximum depth explored, approximately 40 feet bgs.

3.2.3 Groundwater Conditions

Groundwater was encountered at 31 feet bgs at the time of our exploration.


4. References

American Association of State Highway and Transportation Officials (AASHTO), 2017, “LRFD Bridge

Design Specifications, 8th Edition”

Kakata, K. John, et al, 1982, “Quaternary Fault Map of the Basin and Range and Rio Grande Rift

Provinces, Western United States, Department of the Interior United States Geological Survey”

Loehr, Erik, et al, 2016, “FHWA NHI-16-072 Geotechnical Site Characterization”

Mayne, W. Paul, et al, 2002, “FHWA-NHI-01-031 Subsurface Investigation Manual”

Nevada Department of Transportation (NDOT), 2008, “Structures Manual”

Sabatini, P.J., et al, 2002, “FHWA-IF-02-034 Evaluation of Soil and Rock Properties”

Stewart, John H., and Carlson, John E., 1978, “Geologic map of Nevada, Nevada Bureau of Mines and

Geology, scale 1:500,00.”

U.S. Geologic Survey, October 8, 2019, U.S. Seismic Design Maps,

https://earthquake.usgs.gov/ws/designmaps/


5. Limitations

This report has been prepared by NDOT Geotechnical Section under the supervision of those whose

signatures appear herein. The interpretation of data, findings, and recommendations presented in this

report were developed from our geotechnical investigation.

If the proposed project is modified or relocated, or if the subsurface conditions found during construction

differ from those described in this report, NDOT Geotechnical Section should be contacted immediately to

assess the new information or changed conditions and determine if our recommendations need revision.

Appendix A

Figures

Figure A-1 Vicinity Map

Location: Washoe County, NV

Project Name: I-80 Radio Tower

EA Number: N/A

1263 South Stewart Street

Carson City, Nevada 89712

Phone: (775) 888-7440

Fax: (775) 888-7201

Figure A-2 Exploration Map



EA Number: N/A



Phone: (775) 888-7440

Fax: (775) 888-7201

Appendix B

Logs of Borings

KEY TO BORING LOGS

USCS GROUP TYPICAL SOIL DESCRIPTION

GW GP GC SW SP SM SC ML

CL OL

MH CH OH CS PT

Well graded gravels, gravel-sand mixtures, little o r no fines Poorly graded gravels, gravel-sand mixtures, little or no fines Clayey gravels, poorly graded gravel-sand-clay mixt ures Well graded sands, gravelly sands, little or no fin es Poorly graded sands, gravelly sands, little or no f ines Silty sands, poorly graded sand-silt mixtures Clayey sands, poorly graded sand-clay mixtures Inorganic silts and very fine sands, rock flour, si lty or clayey fine sands with slight plasticity Inorganic clays of low to medium plasticity, gravel ly clays, sandy clays, silty clays, lean clays Organic silts and organic silt-clays of low plastic ity Inorganic silts, micaceous or diatomaceous fine san dy 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 CRI TERIA

Description Criteria Description Criteria Dry Absence of moisture, dusty, Weak Crumbles o r breaks with handling or little dry to touch. finger pressure. Moist Damp, no visible free water. Moderate Crum bles or breaks with considerable finger pressure Wet Visible free water, usually below

groundwater tab le. Strong Won ’t break or crumble w/finger pressure

Groundwater Elevation Symbols

Blow counts on Calif. Modified

Sampler (N CMS) can be converted

to NSPT by: (NCMS)(0.62) = NSPT

Blow counts from Automatic Hammer can be converted to Standard SPT N60

by: Rig # 1627: (N SPT)(1.2) =N60 Rig # 1082: (N SPT)(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 1

CPT CONE PENETRATION TEST CS CONTINUOUS SAMPLER2

CSS CALIFORNIA SPLIT SPOON P PUSHED (NOT DRIVEN) PB PITCHER BARREL RC ROCK CORE3

SH SHELBY TUBE 4

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 C OLOR CHART.

EXAMPLE: (7.5 YR 5/3) BROWN

Revised June 2018

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. sa mpler.

Top 2 ft very loose

Light brown silty SAND (SM) with gravel, fine-tocoarse-grained sand, fine to coarse subrounded gravel,dry, very dense

Light brown SAND (SP-SM), fine-to medium-grainedsand, trace silt and fine angular gravel, dry, mediumdense

Brown sandy CLAY (CL), medium plasticity, fine-tomedium-grained sand, moist, very stiff

64

53

98

99

100

100 31

Rig chatter 3' -5'Likely smallboulder

Rig chatter 6.5' -7'Likely smallboulder

13

22

20

28

19

2-1

2-2

2-3

2-4

2-5

2-6

1022

Refusal

824

Refusal

71111

81010

91315

5712

23

13

8

7

9

85

DATE

LOCATION

B-2 (US80)

I-80 Radio Tower

12/2/20

12/2/20BORING LOG

E.A. #

BORING 6" HSA

OPERATOR T. Sawin

N/A

N/A

PROJECT

METHOD

39.56686°N

ENGINEER K. Jermstad

119.49949°W

DRILL RIG

LONGITUDE

Diedrich D-120 (1082)

BACKFILLED

Materials Division

Geotechnical Section

1263 S. Stewart St

Carson City, NV 89712

START DATE

END DATE

12/2/2020Yes

Washoe County, NV

SHEET 1 OF 2

HAMMER Automatic

TOTAL DEPTH ft 40GROUND ELEV. ft

START DATE LATITUDE

StandardPenetrationTest

USCS SiltySand

USCSPoorly-gradedSand with Silt

USCS LowPlasticityClay

USCS ClayeySand

USCSWell-gradedSand withClay

SM

AR

T S

OIL

LO

G U

S50

TO

WE

RS

.GP

J N

DO

T S

MA

RT

LO

G 2

018

.10

.10.

GD

T 1

2/10

/20

12/02 ATD

DATE TIME DEPTHft

ELEV.ft

GROUNDWATER LEVEL

31

DE

PT

H(f

t)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

ELE

V.

(ft)

GR

AP

HIC

LOG

% P

AS

SIN

GN

O.4

LIQ

UID

LIM

IT

REMARKSMATERIALDESCRIPTION

PLA

ST

ICIT

YIN

DE

X

BLO

WS

/ 6"

SA

MP

LE N

O.

Unc

orre

cted

N V

alue

Rec

over

y(%

)

TY

PE

% P

AS

SIN

GN

O.2

00

SM

SP-SM

CL

Brown clayey SAND (SC), fine-to medium-grained sand,medium plasticity, moist

Red brown SAND (SW-SC), fine-to coarse-grained sand,wet

Boring terminated at 40 ft BGS, groundwaterencountered at 31 ft BGS

100

100

96

98No samplestaken beneathgroundwatertable

18

43

2-7

2-7shoe

2-8

2-8shoe

3513

51825

79

44

38

9

DATE

LOCATION

B-2 (US80)

I-80 Radio Tower

12/2/20

12/2/20BORING LOG

E.A. #

BORING 6" HSA

OPERATOR T. Sawin

N/A

N/A

PROJECT

METHOD

39.56686°N

ENGINEER K. Jermstad

119.49949°W

DRILL RIG

LONGITUDE

Diedrich D-120 (1082)

BACKFILLED

Materials Division

Geotechnical Section

1263 S. Stewart St

Carson City, NV 89712

START DATE

END DATE

12/2/2020Yes

Washoe County, NV

SHEET 2 OF 2

HAMMER Automatic

TOTAL DEPTH ft 40GROUND ELEV. ft

START DATE LATITUDE

StandardPenetrationTest

USCS SiltySand

USCSPoorly-gradedSand with Silt

USCS LowPlasticityClay

USCS ClayeySand

USCSWell-gradedSand withClay

SM

AR

T S

OIL

LO

G U

S50

TO

WE

RS

.GP

J N

DO

T S

MA

RT

LO

G 2

018

.10

.10.

GD

T 1

2/10

/20

12/02 ATD

DATE TIME DEPTHft

ELEV.ft

GROUNDWATER LEVEL

31

DE

PT

H(f

t)

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

ELE

V.

(ft)

GR

AP

HIC

LOG

% P

AS

SIN

GN

O.4

LIQ

UID

LIM

IT

REMARKSMATERIALDESCRIPTION

PLA

ST

ICIT

YIN

DE

X

BLO

WS

/ 6"

SA

MP

LE N

O.

Unc

orre

cted

N V

alue

Rec

over

y(%

)

TY

PE

% P

AS

SIN

GN

O.2

00

CL

SC

SW-SC

0.50

5.50

7.50

11.00

16.00

22.50

Dietrich 120#1082

sampler coredcobbles andgravels

sampler coredand brokecobbles andgravels

sampler coredand brokecobbles andgravels, keeperpushed 1-footinto samplerrounded cobblesand coarsegravel cuttings

SM

GPGM

SM

GM

SPSM

GP

Gravelled surface treatment

SILTY SAND WITH GRAVEL Dense, dry,tannish brown, red sandstone and blackvesicular gravel

POORLY GRADED GRAVEL WITH SILTAND SAND Very dense, dry, grayish brown,cobbles

SILTY SAND Medium dense, moist, brown

SILTY GRAVEL WITH SAND Very dense,moist, black, cobbles

POORLY GRADED SAND WITH SILT Dense,moist, brown, and mixed colors with minor mica

POORLY GRADED GRAVEL WITH SANDVery dense, moist, grayish black, cobbles

A

B

C

D

E

F

G

H

SPT

SPT

SPT

SPT

SPT

SPT

SPT

SPT

51018

113328

6718

144338

264532

71214

91314

28refusal/4"

20

66

14

86

90

24

26

refusal/4"

80

80

87

73

60

80

87

0

M, S, LL,PL, PI

M, S, LL,PL, PI, Ch

M, S, LL,PL, PI

M, S, LL,PL, PI

M, S

M, S, LL,PL, PI

M, S, LL,PL, PI

1.5

3.0

4.5

6.0

7.5

9.0

10.5

12.0

13.5

15.0

16.5

18.0

19.5

21.0

24.0

24.8

Hollow Stem Auger

Yes

USCSGroupLast

1 footDEPTH

(ft)ELEV.

(ft)

DATE

REMARKSBLOW COUNT

LAB TESTS6 inchIncrements

4258.0

4253.0

4248.0

4243.0

GROUNDWATER LEVEL

EXPLORATION LOG

4263.00 (ft)

LOCATION

BORING

E.A. #

4234.0

GROUND ELEV.

HAMMER DROP SYSTEM

LE 776 + 536 RCallaghanDeitrich 120 #1082Altamirano

5

10

15

20

START DATE

END DATE

JOB DESCRIPTION

5

10

15

20

BACKFILLED

3/14/18

ELEV. ft

3/14/18

TYPE

SAMPLE

Auto

DEPTH ft

DATE

TC-1

DRILLINGMETHOD

Tracy-Clark at I-80

PercentRecov'd

MATERIAL DESCRIPTION

Box Extension

3/14/18 29.00

NO.

STATION

OFFSET

ENGINEER

EQUIPMENT

OPERATOR

3/14/18

SHEET 1 OF 2

NV

_DO

T T

RA

CY

_CLA

RK

SW

WIN

GW

ALL

.GP

J N

EV

AD

A D

OT

FR

OM

PR

OJE

CT

.GD

T

11/1

7/20

26.00

29.20

32.00

34.50

GP

CLML

SM

SP

POORLY GRADED GRAVEL WITH SANDVery dense, moist, grayish black, cobbles

SILTY CLAY WITH SAND Very stiff, wet,brown

SILTY SAND Very dense, saturated, brown

POORLY GRADED SAND WITH GRAVELDense, saturated, dark brown, and mixed colorswith mica

B.O.H.

IA

IB

J

SPT

SPT

SPT

7

2333

1425

46

8

100

100

87

M, S, LL,PL, PIM, S, LL,PL, PI

M, S, LL,PL, PI

28.5

29.0

30.0

33.0

34.5

Hollow Stem Auger

Yes

USCSGroupLast

1 footDEPTH

(ft)ELEV.

(ft)

DATE

REMARKSBLOW COUNT

LAB TESTS6 inchIncrements

4233.0

4228.0

4223.0

4218.0

GROUNDWATER LEVEL

EXPLORATION LOG

4263.00 (ft)

LOCATION

BORING

E.A. #

4234.0

GROUND ELEV.

HAMMER DROP SYSTEM

LE 776 + 536 RCallaghanDeitrich 120 #1082Altamirano

30

35

40

45

START DATE

END DATE

JOB DESCRIPTION

30

35

40

45

BACKFILLED

3/14/18

ELEV. ft

3/14/18

TYPE

SAMPLE

Auto

DEPTH ft

DATE

TC-1

DRILLINGMETHOD

Tracy-Clark at I-80

PercentRecov'd

MATERIAL DESCRIPTION

Box Extension

3/14/18 29.00

NO.

STATION

OFFSET

ENGINEER

EQUIPMENT

OPERATOR

3/14/18

SHEET 2 OF 2

NV

_DO

T T

RA

CY

_CLA

RK

SW

WIN

GW

ALL

.GP

J N

EV

AD

A D

OT

FR

OM

PR

OJE

CT

.GD

T

11/1

7/20

Appendix C

Laboratory Test Results

Appendix D

Sample Photographs

Figure D-1 Sample 2-1 (2.5'-4')



EA Number: N/A



Phone: (775) 888-7440

Fax: (775) 888-7201

Figure D-2 Sample 2-2 (5'-7.5')



EA Number: N/A



Phone: (775) 888-7440

Fax: (775) 888-7201

Figure D-3 Sample 2-3 (7.5'-9')



EA Number: N/A



Phone: (775) 888-7440

Fax: (775) 888-7201

Figure D-4 Sample 2-4 (10'-11.5')



EA Number: N/A



Phone: (775) 888-7440

Fax: (775) 888-7201

Figure D-5 Sample 2-5 (15'-16.5')



EA Number: N/A



Phone: (775) 888-7440

Fax: (775) 888-7201

Figure D-6 Sample 2-6 (20'-21.5')



EA Number: N/A



Phone: (775) 888-7440

Fax: (775) 888-7201

Figure D-7 Sample 2-7 (25'-26.5')



EA Number: N/A



Phone: (775) 888-7440

Fax: (775) 888-7201

Figure D-8 Sample 2-8 (30'-31.5')



EA Number: N/A



Phone: (775) 888-7440

Fax: (775) 888-7201

NEVADA DEPARTMENT OF TRANSPORTATION

Materials Division Geotechnical Section

1263 Stewart St, Carson City, NV 89712

geotechnical data report

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