74235 us50 and sheckler draft report

| NEVADA DEPARTMENT OF TRANSPORTATION | MATERIALS DIVISION |

| GEOTECHNICAL SECTION | 1263 STEWART ST, CARSON CITY, NEVADA 89712 |

GEOTECHNICAL INVESTIGATION

US-50 & SHECKLER SIGNAL POLE FOUNDATION FALLON, NEVADA

EA 74235

SEPTEMBER 2019

STATE OF NEVADA

DEPARTMENT OF TRANSPORTATION

MATERIALS DIVISION

GEOTECHNICAL SECTION

GEOTECHNICAL INVESTIGATION

US-50 AND SHECKLER SIGNAL POLE

FOUNDATIONS

FALLON, NEVADA

SEPTEMBER 2019

EA 74235

Prepared by:

George Helgerson, E.I. Geotechnical Staff

Reviewed by:

Kyle Jermstad, P.E. Principal Geotechnical Engineer

Reviewed by:

Mike Griswold, P.E. Chief Geotechnical Engineer

Approved by:

Darin Tedford, P.E. Chief Materials Engineer

Contents

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

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

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

1.3 Limitations ........................................................................................................................... 1

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

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

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

3. Site and Subsurface Conditions ......................................................................... 4

3.1 Site Conditions.................................................................................................................... 4

3.2 Subsurface Conditions ....................................................................................................... 4

3.2.1 General Geology and Faulting ......................................................................................... 4

3.2.2 Subsurface Materials ....................................................................................................... 4

3.2.3 Groundwater Conditions .................................................................................................. 4

4. Recommendations ............................................................................................. 5

4.1 Drilled Shaft Foundations ................................................................................................... 5

4.1.1 Drilled Shaft Construction ................................................................................................ 6

4.2 Corrosion ............................................................................................................................ 6

4.3 Seismic Design ................................................................................................................... 6

5. References ........................................................................................................ 8

Table Index Table 1 Soil Parameters ........................................................................................... 5

Table 2 Design Loads .............................................................................................. 5

Table 3 Drilled Shaft Summary ................................................................................. 6

Table 4 Soil Corrosion Results ................................................................................. 6

Table 5 Seismic Design Criteria ............................................................................... 7

Appendices

A Figures

B Logs of Borings

C Laboratory Test Results

D Axial Resistance Analysis

E Lateral Resistance Analysis

1

Introduction

The Nevada Department of Transportation (NDOT) plans to place two signal poles at the intersection of

US-50 and Sheckler Cutoff/Roberson Lane. This report presents the findings and recommendations

developed from our geotechnical engineering investigation for the proposed signal pole drilled shaft

foundations. The investigation was conducted in accordance with American Association of State Highway

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

1.1 Project Description

It is our understanding that this project consists of placing a signal pole in the Northwest corner of US-

50\Roberson Lane intersection and one in the Southeast corner of US-50/Sheckler Cutoff intersection.

These signal poles will have a drilled shaft foundation.

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 was to evaluate the suitability of the project site from a geotechnical

perspective, for the proposed drilled shafts. The main objectives of the investigation were to characterize

the subsurface materials, perform engineering analyses, develop geotechnical recommendations for

design and construction, and document our findings, and recommendations in this report.

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 two borings to a maximum depth of 41½ feet below

ground surface (bgs) to obtain information to evaluate the subsurface conditions;

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

Perform engineering analyses to develop geotechnical design criteria and recommendations for

the proposed project; and

Preparation of this report.

1.3 Limitations

This report has been prepared by Nevada Department of Transportation (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 additional recommendations are

required.

2

2. Field Exploration and Laboratory Testing

2.1 Field Exploration

Two Borings were drilled on June 17 through July 23, 2019 at the approximate locations shown on Figure

A-2. The borings were advanced to a depth of approximately 41½ feet bgs utilizing a truck-mounted

Diedrich D-120 (NDOT 1082) drill rig. Drilling methods used were 6-inch hollow stem auger and 3-inch

tricone mud rotary. Samples were collected using Modified California (3-inch outer diameter) and

Standard Penetration Test samplers driven by an automatic hammer with a weight of 140 pounds and a

drop of 30 inches. 3-inch outer diameter Shelby Tube samples were taken in soft soils.

The number of blows required to drive the sampler 6-inches were recorded for the 18-inch drive, and the

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

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

Normalizing the blow counts for use in analysis was performed utilizing corrections for sampler type, rod

length, auger diameter, hammer efficiency, and overburden stress. 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.

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 and key are presented 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);

Standard Test Method for Laboratory Determination of Water (Moisture) Content of Soil

(AASHTO T265);

Standard Method of Test for Direct Shear Test of Soils under Consolidated Drained Conditions

(AASHTO T236)

Standard Method of Test for Consolidated, Undrained Triaxial Compression Test on Cohesive

Soils (AASHTO T297)

Standard Method of Test for Unconsolidated, Undrained Compressive Strength of Cohesive Soils

in Triaxial Compression (AASHTO T296)

Method of Test For Determination of The Resistance R-Value of Treated and Untreated Bases,

Subbases and Basement Soils by The Stabilometer (Nev. T115);

Standard Test Methods for Laboratory Determination of Density (ASTM D7263);

Method of Test For Determining The Liquid Limit, Plastic Limit, and Plasticity Index of Soil (Nev.

T210, T211, and T212);

Standard Method of Test for Determining Minimum Laboratory Soil Resistivity (AASHTO T288);

Standard Method of Test for Determining pH of Soil (AASHTO T289);

3

Standard Method of Test for Determining Water-Soluble Sulfate Ion Content in Soil (AASHTO

T290);

Standard Method of Test for Determining Water-Soluble Chloride Ion Content in Soil (AASHTO

T291);

Geotechnical laboratory test results are presented in Appendix C.

4

3. Site and Subsurface Conditions

3.1 Site Conditions

The intersection of US-50 and Sheckler Cutoff/Roberson Lane is located on the West side of Fallon,

Nevada. The site consists of an unsignalized intersection of a five-lane highway (US-50 running East/West)

and two-lane local county roads (Sheckler Cutoff to the South, Roberson Lane to the North). The site

topography is generally flat. At the time of our exploration, three of intersection’s corner lots were developed

commercial land. The fourth corner lot (Northwest) ground surface consisted of sand and gravel with sparse

weeds and brush. Overhead utilities were observed and multiple underground utilities were located at the

site during our subsurface investigation.

3.2 Subsurface Conditions

3.2.1 General Geology and Faulting

The site is located in western portion of the Basin and Range geomorphic province. The site area in the

western part of Churchill County is mapped as being comprised of primarily Quaternary alluvium which

includes Lake Lahontan deposits, playa deposits, and young fan gravels. The young alluvium generally is

composed of fine-grained sediments, silts, and clays. The nearest active fault with historic movement (last

150 years) is the Rainbow Mountain fault zone located approximately 13 miles to the east. Other active

faults nearby include the Dixie fault zone, 1954 section, located approximately 35 miles to the east from

the site. The nearest Quaternary fault is the Sagouse fault zone, located approximately 2 miles to the

north.

3.2.2 Subsurface Materials

The results of our field exploration and laboratory analyses indicate approximately 15 feet of native loose

to medium dense sand (SP) was encountered beneath the roadbed section. Soil beneath the sand

consists of medium stiff to stiff clay (CH) to a depth of approximately 25 feet bgs. Below the clay to the

bottom of the borings was medium dense to very dense sand (SP).

3.2.3 Groundwater Conditions

Groundwater was encountered in the borings during our exploration at 20 feet below ground surface. The

depth of groundwater is expected to vary over time due to seasonal fluctuations, regional pumping, and

other contributing factors. Groundwater is anticipated to be encountered during construction excavations

at approximately 20 feet below ground surface.

5

4. Recommendations

It is our understanding that the proposed signal poles are to be supported by 48-inch diameter drilled

shaft foundations. Based on the results of this exploration, the site is suitable for the proposed

improvements. Provided herein are the recommendations for use in design and construction of the drilled

shaft foundations.

4.1 Drilled Shaft Foundations

Soil parameters used in the analysis of axial and lateral resistance of the drilled shaft foundations were

developed considering the materials encountered in Borings B-1 and B-2 and are presented below in

Table 1.

Table 1 Soil Parameters

Layer Parameters (Boring B-1 / Boring B-2)

Classification Depth Unit Weight (pcf) Internal Friction

Angle Φ (⁰) Cohesion

(psf)

Loose Sand (SP-SM) 0’ – 15’ 108 / 113 35 / 34 -

Medium Dense Clay (CH)

15’ – 25’ 105 / 103 - 2500 / 1500

Dense Sand (SP-SM) 25’ – 41.5’ 129 / 128 38 / 45 -

Design loads were provided by the structural engineer for use in analysis. The loads applied at the head

of the drilled shafts are summarized below in Table 2.

Table 2 Design Loads

Axial (lbs) Moment (ft-lbs) Shear (lbs)

8,733 272,261 4,862

The axial resistance of the drilled shaft foundation soils was analyzed in accordance with the 2017

AASHTO LRFD Bridge Design Specifications (AASHTO 2017), using the computer program SHAFT

(Ensoft, 2017). The results of the axial resistance analysis are presented in Appendix D.

Lateral resistance of the drilled shaft foundation soils was analyzed in accordance with AASHTO 2017,

using the computer program LPILE (Ensoft, 2018). The minimum depth to satisfy lateral demands was

determined considering methods presented FHWA-HIF-18-031, and NDOT Structures Manual Revision

2019-2. Resistance to posting of short drilled shafts was analyzed utilizing Broms Method as detailed in

FHWA-NHI-18-024. The results of the lateral resistance analysis are presented in Appendix E.

Based on the results of our analysis, it is recommended that a 48-inch diameter drilled shaft with a

minimum depth of 32 feet be incorporated into the design of the signal pole foundations. Presented below

in Table 3 are the recommendations for the drilled shaft foundations.

6

Table 3 Drilled Shaft Summary

Shaft Diameter (in.)

Minimum Shaft Length to Satisfy Lateral Demands (ft.)

Minimum Shaft Length to Satisfy Axial Demands (ft)

Design Shaft Length (ft.)

48 32 7 32

4.1.1 Drilled Shaft Construction

Construction of the drilled shafts should follow the NDOT Standard Specifications for Road and Bridge

Construction (Silver Book) section 509. Based on the depth of groundwater encountered in our

subsurface investigation, it is recommended that wet construction methods be used. The slurry elevation

should be kept within 5 feet from the ground surface to maintain an approximate minimum 15-foot head

differential at all times during drilling and placement of concrete.

4.2 Corrosion

Soils corrosivity analysis is important for estimating and mitigating the deterioration of buried ferrous

metals and concrete. We performed corrosion testing on a sample from Boring B-1 with a depth range of

1 to 5 feet bgs as an indicator of the corrosive properties of the soil. Test results are summarized below in

Table 3 and presented in Appendix C.

Table 4 Soil Corrosion Results

Boring No. Depth

(ft.) pH

Minimum Resistivity (ohm-cm)

Water Soluble

Sulfates (ppm)

Water Soluble

Chlorides (ppm)

B-1 1-5 8.4 3,335 19 40

According to ACI 318, water soluble sulfates less than 1,000 parts per million is considered “not

applicable”. A water-soluble chloride content of less than 500 ppm is generally non-corrosive to reinforced

concrete.

The provided corrosion test results are only an indicator of potential soil corrosivity for the sample tested

at the selected depth interval. It is possible that corrosion potential can vary by sample location and

depth.

4.3 Seismic Design

The seismic design criteria for the site (39.4871°N, 118.8757°W) were developed utilizing the USGS

seismic hazards tool in accordance with AASHTO 2017, considering the site location, and the subsurface

information obtained from our geotechnical investigation. Minimum seismic criteria for use in design are

listed by county in the NDOT Structures Manual and supersede the USGS mapped values presented

below.

7

Table 5 Seismic Design Criteria

Parameter USGS Mapped

Value

NDOT Structures

Manual Value

Site Class D D

Peak ground acceleration (PGA) 0.232 g 0.35g

Mapped horizontal response spectral response at short period (SS) 0.566 g 0.80g

Mapped horizontal response spectral response at 1sec period (S1) 0.208 g 0.30g

Peak ground acceleration coefficient (FPGA) 1.335 1.15

Site coefficient (Fa) 1.347 1.18

Site coefficient (FV) 1.984 1.8

Mapped MCE peak ground acceleration (AS) 0.310 g 0.403g

Design Spectral Acceleration for short period (SDS) 0.763 g 0.944g

Design Spectral Acceleration for 1 sec period (SD1) 0.413 g 0.54g

8

5. References

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

Design Specifications, 8th Edition”

Brown, Dan, et al, 2018, “FHWA-NHI-18-024 Drilled Shafts”

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”

Nevada Department of Transportation (NDOT), 2019, “Structures Manual Revision”

Nevada Department of Transportation (NDOT), 2014, “Standard Specifications for Road and Bridge

Construction”

Parkes, James, et al, 2018, “FHWA-HIF-18-031 Design, Analysis, and Testing of Laterally Loaded Deep

Foundations that Support Transportation Facilities”

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, March 19, 2018, U.S. Seismic Design Maps,

http://earthquake.usgs.gov/designmaps/us/application.php

Appendix A

Figures

Figure A-1 Vicinity Map

Location: Fallon, NV

Project Name: US50 & Sheckler Cutoff

EA Number: 74235

1263 South Stewart Street

Carson City, Nevada 89712

Phone: (775) 888-7440

Fax: (775) 888-7201

Figure A-2 Exploration Map

Location: Fallon, NV

Project Name: US50 & Sheckler Cutoff

EA Number: 74235

1263 South Stewart Street

Carson City, Nevada 89712

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 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 Claystone/Siltstone Peat and other highly organic soils

MOISTURE CONDITION CRITERIA SOIL CEMENTATION CRITERIA

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

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

Groundwater Elevation Symbols

Blow counts on Calif. Modified

Sampler (NCMS) can be converted

to NSPT by:

(NCMS)(0.62) = NSPT

Automatic Hammer Engergy: Rig # 1627: 82.5% Rig # 1082: 84%

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 SAMPLER1

CPT CONE PENETRATION TEST CS CONTINUOUS SAMPLER2

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

SH SHELBY TUBE4

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 COLOR CHART.

EXAMPLE: (7.5 YR 5/3) BROWN

Revised June 2018

PARTICLE SIZE LIMITSCLAY 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.

3.5" Asphalt

6.5" Aggregate Base

Brown SAND (SP-SM), trace silt, moist,medium dense

Brown sandy CLAY (CL-ML), moist, stiff

Brown clean SAND (SP), moist, mediumdense

Trace cemented sands up to fine-gravel size

Grayish brown CLAY (CH), high plasticity, stiff,moist, trace fine-grained sand

Becomes soft, wet

100

100

100

100

100

23

55

Bulk Sample(BK-1) collectedfrom augercuttingsgenerated from1'-5'RV=72

Pocket Pen: 3.5tsfTorvane: 6.25tsf

6

33

13

11

17

14

12

4

1-1

1-2

1-3

1-4

1-5

1-6

567

456

5710

368

357

222

83

67

95

78

67

100

2

525

6

6

4851

53

98.690.9

71.769.7

5

82

3

3

95

DATE

LOCATION

B-1

Fallon US-50 and Sheckler Drive Sign Boring

6/18/19

6/17/19BORING LOG

E.A. #

BORING 6" HSA/Mud Rotary

OPERATOR OJ Altamirano

74235

4005.0

PROJECT

METHOD

39.4869°N

ENGINEER G. Helgerson

118.8755°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

6/18/19Yes

US-50 and Sheckler Drive

SHEET 1 OF 2

HAMMER Automatic

TOTAL DEPTH ft 41.5GROUND ELEV. ft

START DATE LATITUDE

StandardPenetrationTest

ModifiedCaliforniaSampler

ShelbyTube Ashpalt Aggregate

Base

USCSPoorly-gradedSand with Silt

USCS LowPlasticity SiltyClay

USCSPoorly-gradedSand

USCS HighPlasticityClay

USCS SiltySand

SM

AR

T S

OIL

LO

G 7

4235

FA

LLO

N U

S-5

0 A

ND

SC

HE

CK

LER

B 1

022

TO

NO

PA

H R

CB

.GP

J N

DO

T S

MA

RT

LO

G 2

018

.10

.10.

GD

T 9

/19/

19

39856/17/19 ATD

DATE TIME DEPTHft

ELEV.ft

GROUNDWATER LEVEL

20

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)

4004.0

4003.0

4002.0

4001.0

4000.0

3999.0

3998.0

3997.0

3996.0

3995.0

3994.0

3993.0

3992.0

3991.0

3990.0

3989.0

3988.0

3987.0

3986.0

3985.0

3984.0

3983.0

3982.0

3981.0

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

MO

IST

UR

EC

ON

TE

NT

(%

)

DR

YD

EN

SIT

Y (

pcf)

% P

AS

SIN

GN

O.2

00

ACAB

SP-SM

CL-ML

SP

CH

Brown SAND (SP-SM), fine- tomedium-grained sand, medium dense, wet,trace silt

Brown silty Sand (SM), fine- tomedium-grained sand, dense, wet

Brown SAND (SP), fine- to medium-grainedsand, very dense, wet

100

100

99

Shelby PushPressure: 300psi

23

27

51

1-7/8

1-9

1-10

1-11

81013

131017

222526

67

50

100

100

1519

21

20

109 11

20

4

DATE

LOCATION

B-1


6/18/19

6/17/19BORING LOG

E.A. #

BORING 6" HSA/Mud Rotary


74235

4005.0

PROJECT

METHOD

39.4869°N


118.8755°W

DRILL RIG

LONGITUDE


BACKFILLED

Materials Division


1263 S. Stewart St


START DATE

END DATE

6/18/19Yes


SHEET 2 OF 2

HAMMER Automatic


START DATE LATITUDE




Base


USCS LowPlasticity SiltyClay

USCSPoorly-gradedSand


USCS SiltySand

SM

AR

T S

OIL

LO

G 7

4235

FA

LLO

N U

S-5

0 A

ND

SC

HE

CK

LER

B 1

022

TO

NO

PA

H R

CB

.GP

J N

DO

T S

MA

RT

LO

G 2

018

.10

.10.

GD

T 9

/19/

19

39856/17/19 ATD

DATE TIME DEPTHft

ELEV.ft

GROUNDWATER LEVEL

20

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)

3979.0

3978.0

3977.0

3976.0

3975.0

3974.0

3973.0

3972.0

3971.0

3970.0

3969.0

3968.0

3967.0

3966.0

3965.0

3964.0

3963.0

3962.0

3961.0

3960.0

3959.0

3958.0

3957.0

3956.0

GR

AP

HIC

LOG

% P

AS

SIN

GN

O.4

LIQ

UID

LIM

IT


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

MO

IST

UR

EC

ON

TE

NT

(%

)

DR

YD

EN

SIT

Y (

pcf)

% P

AS

SIN

GN

O.2

00

SP-SM

SM

SP

7" Asphalt

7" Aggregate Base

Brown SAND with silt (SP-SM), moist, loose

Grayish brown CLAY (CH), high plasticity, stiff,moist, trace fine-grained sand

Becomes medium stiff

100

100

100

18

67

60

Pocket Pen: 3.0tsfTorvane: 5.0 tsf

Pocket Pen:1.75 tsfTorvane: 5.5 tsf

Shelby PushPressure:Weight of rods,no additionalpressure

18

45

40

4

5

14

6

2-1

2-2

2-3

2-4

2-ST

222

323

668

333

67

56

67

67

100

17

16

4150

5067

71

60

12

90

96

DATE

LOCATION

B-2


7/23/19

7/23/19BORING LOG

E.A. #

BORING 6" Mud Rotary


74235

4004.0

PROJECT

METHOD

39.4867°N


118.8761°W

DRILL RIG

LONGITUDE


BACKFILLED

Materials Division


1263 S. Stewart St


START DATE

END DATE

7/23/19Yes


SHEET 1 OF 2

HAMMER Automatic


START DATE LATITUDE




Base



USCS SiltySand

SM

AR

T S

OIL

LO

G 7

4235

FA

LLO

N U

S-5

0 A

ND

SC

HE

CK

LER

B 1

022

TO

NO

PA

H R

CB

.GP

J N

DO

T S

MA

RT

LO

G 2

018

.10

.10.

GD

T 9

/19/

19

39847/23/19 ATD

DATE TIME DEPTHft

ELEV.ft

GROUNDWATER LEVEL

20

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)

4003.0

4002.0

4001.0

4000.0

3999.0

3998.0

3997.0

3996.0

3995.0

3994.0

3993.0

3992.0

3991.0

3990.0

3989.0

3988.0

3987.0

3986.0

3985.0

3984.0

3983.0

3982.0

3981.0

3980.0

GR

AP

HIC

LOG

% P

AS

SIN

GN

O.4

LIQ

UID

LIM

IT


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

MO

IST

UR

EC

ON

TE

NT

(%

)

DR

YD

EN

SIT

Y (

pcf)

% P

AS

SIN

GN

O.2

00

AC

AB

SP-SM

CH

Brown silty SAND(SM), dense, slight mottling,wet

Brown Sand (SP-SM), very dense to dense,wet

Silt content decreases

100

97

99

18 18

20

63

37

51

2-5

2-6

2-7

2-8

6911

213132

131819

182526

67

67

83

78

21

1916

22

20

107

18

11

5

DATE

LOCATION

B-2


7/23/19

7/23/19BORING LOG

E.A. #

BORING 6" Mud Rotary


74235

4004.0

PROJECT

METHOD

39.4867°N


118.8761°W

DRILL RIG

LONGITUDE


BACKFILLED

Materials Division


1263 S. Stewart St


START DATE

END DATE

7/23/19Yes


SHEET 2 OF 2

HAMMER Automatic


START DATE LATITUDE




Base



USCS SiltySand

SM

AR

T S

OIL

LO

G 7

4235

FA

LLO

N U

S-5

0 A

ND

SC

HE

CK

LER

B 1

022

TO

NO

PA

H R

CB

.GP

J N

DO

T S

MA

RT

LO

G 2

018

.10

.10.

GD

T 9

/19/

19

39847/23/19 ATD

DATE TIME DEPTHft

ELEV.ft

GROUNDWATER LEVEL

20

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)

3978.0

3977.0

3976.0

3975.0

3974.0

3973.0

3972.0

3971.0

3970.0

3969.0

3968.0

3967.0

3966.0

3965.0

3964.0

3963.0

3962.0

3961.0

3960.0

3959.0

3958.0

3957.0

3956.0

3955.0

GR

AP

HIC

LOG

% P

AS

SIN

GN

O.4

LIQ

UID

LIM

IT


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

MO

IST

UR

EC

ON

TE

NT

(%

)

DR

YD

EN

SIT

Y (

pcf)

% P

AS

SIN

GN

O.2

00

SM

SP-SM

Appendix C

Laboratory Test Results

0

2

4

6

8

10

12

14

16

18

20

0 2 4 6 8 10 12 14 16 18 20

Sh

ear

Str

ess

(psi

)

Axial Strain (%)

Triaxial Compression Lab Test Results

Boring 1 Sample 5B

Boring 1 Sample 5C

Boring 2 Sample 3C

Boring 2 Sample 4C

Appendix D

Axial Resistance Analysis

Ultimate Axial Capacity (tons)D

epth

(ft

)

0 50 100 150 200 250 300 350 400 450 5000

24

68

1012

1416

1820

2224

2628

3032

3436

38

Skin Friction

Tip Resistance

Total Capacity

Ultimate Axial Capacity (tons)D

epth

(ft

)

0 50 100 150 200 250 300 350 400 450 500

24

68

1012

1416

1820

2224

2628

3032

3436

38

Skin Friction

Tip Resistance

Total Capacity

Appendix E

Lateral Resistance Analysis

Lateral Pile Deflection (inches)D

epth

(ft

)

-0.01 -0.005 0 0.005 0.01 0.015 0.02 0.025 0.03 0.035 0.04 0.0450

24

68

1012

1416

1820

2224

2628

3032

3436

38

Load Case 1

Sand

Stf. Cl. NW

Stf. Cl. W

Lateral Pile Deflection (inches)D

epth

(ft

)

-0.01 -0.005 0 0.005 0.01 0.015 0.02 0.025 0.03 0.035 0.04 0.0450

24

68

1012

1416

1820

2224

2628

3032

3436

38

Load Case 1

Sand

Stf. Cl. NW

Stf. Cl. W

NEVADA DEPARTMENT OF TRANSPORTATION

Materials Division Geotechnical Section

1263 Stewart St, Carson City, NV 89712

74235 us50 and sheckler draft report

Documents