Amend 0004 Atch 1 Bear_River_Geotechnical_Data_Report_0004.pdf

Prepared for

U.S. Fish and Wildlife Service P.O. Box 25486

Denver Federal Center Denver, Colorado 80225

Prepared by

W. W. Wheeler & Associates, Inc.

3700 South Inca Street

Englewood, Colorado 80110

March 2020

BEAR RIVER MBR

GEOTECHNICAL DATA REPORT

Trout Lake Dam

Geotechnical Data Report Page i

BEAR RIVER MBA

GEOTECHNICAL REPORT

1.0 INTRODUCTION

1.1 OBJECTIVE

1.2 SCOPE OF WORK

1.3 AUTHORIZATION

2.0 PROJECT DESCRIPTION

3.0 SURFACE CONDITIONS

4.0 EXPLORATION AND LABORATORY TESTING

4.1 EXPLORATION PROGRAM

4.2 LABORATORY TESTING

3.2.1 GENERAL

4.2.2 INDEX PROPERTIES

3.2.3 STANDARD PROCTOR MOISTURE DENSITY TESTING ............ Error!

Bookmark not defined.

4.2.4 WATER SOLUBLE SULFATES

4.2.5 CONSOLIDATION TESTING

5.0 SUBSURFACE CONDITIONS

5.1 WATER CONTROL STRUCTURE 64

5.2 WATER CONTROL STRUCTURE 65

6.0 LIMITATIONS

7.0 REFERENCES ..................................................................Error! Bookmark not defined.

LIST OF FIGURES

Figure 1 Bear River Exploration Plan

Figure 2 Bear River MBR Water Control Structure 64 Locations of Exploratory Borings

Figure 3 Bear River MBR Water Control Structure 65 Locations of Exploratory Borings

Figure 4 Boring Summary Logs

LIST OF APPENDICES

Appendix A Laboratory Test Results

BEAR RIVER

MIGRATORY BIRD REFUGE

GEOTECHNICAL DATA REPORT

1.0 INTRODUCTION

1.1 OBJECTIVE

This geotechnical engineering data report summarizes the results of a program that included geotechnical exploration and laboratory testing. The work was performed to investigate subsurface conditions in the abutments of two water control structures (WCS) at the Bear River

Bird Migratory Refuge. The structures are located approximately 6.9 miles southwest of

Brigham City located in Box Elder County, Utah. A plan showing the vicinity and layout of the two water control structures is presented on Figure 1, and a plan showing the location of the exploratory borings completed at the structures is presented on Figures 2 and 3.

1.2 SCOPE OF WORK

The scope of work summarized in this report includes the following:

• Completion of four exploratory borings, including one at each abutment for the two structures;

• Completion of laboratory testing on selected samples obtained from exploration;

• Assessment of subsurface conditions based on the field exploration and laboratory test results; and

• Preparation of this geotechnical data report.

1.3 AUTHORIZATION

This report was prepared by W. W. Wheeler and Associates, Inc. (Wheeler) for the United States

Department of the Interior Fish and Wildlife Service (FWS) under Task Order No.

140F0619F0182 under Contract No. F15PC00157 dated September 3, 2019.

2.0 PROJECT DESCRIPTION

The U.S. Fish and Wildlife Service (FWS) operates numerous WCS in the Bear River Migratory

Bird Refuge that allow for level control and unit control. Some of the water control structures no longer meet the need of the Refuge due to age and/or deficiencies in the outlet controls for the units. Two water control structures/bridge assets at the Bear River Migratory Bird Refuge, located in Brigham City, Utah identified as Structures 64 and 65 are located on a dike on the south eastern end of the Bear River Migratory Bird Refuge. The goal of this project is to provide a condition assessment of both structures and depending on the condition assessment prepare designs for replacing the existing stop log system with instream overshot gates including an assessment of existing WCS footing supports for Structure 64 and 65. This geotechnical investigation was performed to provide information on subsurface and foundation conditions in case there was a need to rehabilitate or replace foundations as part of work to replace the existing stop log system with instream overshot gates. However, recommendations for foundations are currently not needed for the planned improvements.

3.0 SURFACE CONDITIONS

The concrete water control Structures 64 and 65 are located along the dike from interstate highway I-84 frontage road in the Bear River Migratory Bird Refuge on the North shore of Great

Salt Lake. The dikes are generally constructed of fill material to a height of about four (4) feet above the water level forming the Bonneville Salt Flats, generally sloped at 1.5H:1V on the upstream side and 1.8H:1V on the downstream side, and have a road width of about 13 feet wide at the crest. The existing stop log systems for both water control structures are supported on the dike fill and measure 12 to 14 feet upstream to downstream, and 50 feet to 70 feet across.

Sparse riprap is used to protect the dike fill from erosion on the upstream and downstream ends of the dikes near WCS 64 and 65.

4.0 EXPLORATION AND LABORATORY TESTING

4.1 EXPLORATION PROGRAM

An exploration program consisting of four (4) exploratory borings was performed from January

7 to 8, 2020 using a truck-mounted CME drill rig and hollow-stem auger drilling methods. They were made to investigate subsurface embankment and foundation conditions. A vicinity map is included on Figure 1 and the locations of the exploratory borings are presented on Figures 2 and 3. The exploratory borings are described below:

• Two borings (TH-1 and TH-2) were located on the left and right abutment of WCS 65, respectively, and drilled through the embankment and into the foundation soils to depths ranging from 35 feet to 55 feet. Following exploration, the borings were backfilled using auger cuttings.

• Two exploratory borings (TH-3 and TH-4) were located on the left and right abutment of WCS 64 and drilled to depths ranging from 35 feet to 50 feet.

• The four borings were backfilled to the surface using auger cuttings.

4.2 LABORATORY TESTING

4.2.1 GENERAL

Laboratory tests were performed on selected samples obtained from the borings during exploration completed for this study. Kumar and Assocites, Inc. (Kumar) and Knight Piesold performed the testing under the direction of Wheeler.

4.2.2 INDEX PROPERTIES

Samples were classified in general accordance with the Unified Soil Classification System. This system is based on index properties, including liquid limit and plasticity index (ASTM D 4318) and grain size distribution (ASTM D-422). Moisture contents were determined in accordance with ASTM D 2216. A summary of laboratory test results is presented in Table A-1 in Appendix

A.

4.2.4 WATER SOLUBLE SULFATES

The concentration of water soluble sulfates determined for one sample of dike fill was <0.01% which represents a Class 0 severity exposure to sulfate attack on concrete exposed to the clay material. The concentration of water soluble sulfates determined for one sample of foundation clay was 0.25% which represents a Class 2 severity exposure to sulfate attack on concrete exposed to the clay material. The degree of attack is based on a range of Class 0, Class 1, Class 2, and Class 3 severity exposure as presented in ACI 201.

4.2.5 CONSOLIDATION TESTING

One dimensional (time) consolidation tests (ASTM D 2435) were performed on two undisturbed samples of foundation clay to provide information for estimating the total and differential settlement of the foundation clay. Prior to testing, the sample was trimmed from undisturbed shelby tubes which were sealed in the field and water was added prior to the seating pressure.

The test results are presented on Figure 5 and 7 in Appendix A. The results generally indicate that the very soft to soft clay foundation soils underlying the embankment fill are normally consolidated. Significant settlement of these foundation soils can occur under relatively small increase in structural loading or other surcharge loading. This is discussed further in the

“Geotechnical Considerations” section of this report.

5.0 SUBSURFACE CONDITIONS

Subsurface conditions encountered at the left and right abutments of WCS 64 and 65 are presented in Figure 4. A summary of subsurface conditions encountered in the borings completed as part of this investigation and considering conditions from exploration completed by others is presented below.

5.1 WATER CONTROL STRUCTURE 64

Subsurface conditions encountered in borings TH-3 and TH-4, located on the left and right abutments of WCS 64, generally consisted of fill composed of silty sand with gravel (SC), which extended from the ground surface to a depth of 4 feet and was underlain by Bonneville Flats clay which was composed of normally consolidated soft to very soft lean clay (CL). Groundwater was encountered at depths ranging from 4 to 5 feet after drilling was completed.

5.2 WATER CONTROL STRUCTURE 65

Subsurface conditions encountered in Boring TH-1 and TH-2, located on the left and right abutments of water control structure 65, generally consisted of fill composed of lean clay with sand (CL), which extended from the ground surface to a depth of 3 feet and was underlain by

Bonneville Flats clay which was composed of normally consolidated soft to very soft lean clay

(CL). Groundwater was encountered at depths ranging from 4 to 5 feet after drilling.

6.0 GEOTECHNICAL CONSIDERATIONS

Based on the exploration and laboratory test results, very soft to soft foundation clay underlying the structures is very soft to soft and normally consolidated. The soils are susceptible to settlement under relatively small increases in structural or embankment loads. We understand that the current plan to replace the stop-log structures with instream overshot gates will not result in a significant increase in structural loads, and that there are currently no plans to increase the embankment surface load by raising the embankment dike. We should be notified if there are any changes that could result in an increase in structural or embankment loads.

7.0 LIMITATIONS

This geotechnical data report summarizes the results of exploration and laboratory testing that have been conducted in accordance with generally accepted engineering practices in this area for exclusive use by the client for planning and design purposes. The subsurface and geologic conditions described in this report are based upon the data obtained from geologic reconnaissance, subsurface exploration program including exploratory borings, laboratory testing, and information obtained from prior studies performed by others. This report may not reflect subsurface variations that occur across the site. W. W. Wheeler & Associates, Inc. is not responsible for liability associated with interpretation of subsurface data by others.

TH-1 TH-2

TH-3 TH-4

0 750 1,500 2,250 3,000375 Feet

Legend Test Holes

1772.35.00 Figure 1

Bear River MBR Vicinity Map

M ar ch

TH-3

52 51 50 49 63 62

60 66 65 64

37 41.1, 41.2 41.3, 89

Water Control Structures

Boundaries of Bear River Migratory Bird Refuge

Job Number

FOUND BENCHMARK

4211.27

WING WALL

GUARD RAIL

GUARD

RAIL

WING WALL

EXISTING DIRT ROAD EXISTING DIRT ROAD

WATER LINE

WATER LINE

UPSTREAM

FLO

W

UNIT 5C

UNIT 6

EXISTING RIPRAP EXISTING RIPRAP

EXISTING RIPRAP

EXISTING RIPRAP

TH-2 TH-1

Job Number

C :\U se rs

\J es se \A pp D at a\

Lo ca l\T em p\ Ac

Pu bl is h_

\B ea r R iv er G eo te ch F ig s an d

-2

3-

0:

am

J es se X

R

EF

S:

W he el er L og o;

Bear River MBR Water Control Structure 64

Locations of Exploratory Borings

1772.35 Figure 2

M ar ch

0 5 10 20 30 Scale in Feet

BENCHMARK

4210.88

EXISTING DIRT ROAD EXISTING DIRT ROAD

UPSTREAM

FLO

W

EXISTING RIPRAP

EXISTING RIPRAP

EXISTING BENCH MARK

EL. 4211.11

EXISTING

WING WALL

TYP 2.4' X .3 WIDE

GUARD RAIL

TYP 2.4' X .3 WIDE

GUARD RAIL

CONCRETE

SLAB EDGE

EXISTING

WING WALL

EXISTING

WING WALL

TYP 2.4' X .3 WIDE

GUARD RAIL

TYP 2.4' X .3 WIDE

GUARD RAIL

REEDER CANAL

UNIT 6

WATER LINE

WATER LINE

EXISTING RIPRAP

EXISTING RIPRAP

TH-4 TH-3

Job Number

C :\U se rs

\J es se \A pp D at a\

Lo ca l\T em p\ Ac

Pu bl is h_

\B ea r R iv er G eo te ch F ig s an d

-2

3-

0:

am

J es se X

R

EF

S:

W he el er L og o;

Bear River MBR Water Control Structure 65

Locations of Exploratory Borings

1772.35 Figure 3

M ar ch

0 5 10 20 30 Scale in Feet

TH

-1

EL

. 4

TH

-2

EL

. 4

3/

1/

1/

2/

1/

1/

3/

1/

5/

3/

/1

4/

5/

/1

3/

/1

2/

3/

1/

2/

3/

7/

2/

3/

3/

2/

TH

-4

EL

. 4

TH

-3

EL

. 4

2/

4/

3/

3/

1/

4/

0%

R ec ov er y

0%

R ec ov er y

R ec ov er y

0%

R ec ov er y

N o

R ec ov er y

R ec ov er y

0%

R ec ov er y

0%

R ec ov er y

R ec ov er y

+4 =5

-2

=8

LL

=4

PL

=2

C O

N =N

3/

W C

=4 4.

D

D =7

3.

+4 =5

-2

=8

LL

=4

PL

=2

3/

W C

=6 4.

D

D =6

0.

+4 =1

-2

=7 5.

2/

W C

=4 7.

-2

=8

4.

LL

=3

PL

=2

4/

W C

=5 2.

D

D =6

6.

-2

=9

LL

=4

PL

=2

+4 =3

-2

=2

1.

LL

=1

PL

=1

C O

N =N

6/

W C

=2 8.

D

D =9

1.

-2

=5 8.

LL

=N V

PL

=N

P

DRIVE SAMPLE, 2-INCH I.D. CALIFORNIA LINER SAMPLE.

DRIVE SAMPLE, 1 3/8-INCH I.D. SPLIT SPOON STANDARD PENETRATION TEST.

DRIVE SAMPLE BLOW COUNT. INDICATES THAT X BLOWS OF A 140-POUND HAMMER

FALLING 30 INCHES WERE REQUIRED TO DRIVE THE SAMPLER 12 INCHES.X/12

DISTURBED BULK SAMPLE.

UNDISTURBED SHELBY TUBE

1. THE EXPLORATORY BORINGS WERE DRILLED ON JANUARY 7 - 9, 2020 USING A 6-INCH O.D.

HOLLOW STEM AUGER THROUGH THE GRANULAR FILL AND SUBSURFACE SOILS.

2. THE LOCATIONS OF THE EXPLORATORY BORINGS WERE MEASURED IN THE FIELD USING A

CLOTH TAPE AND ARE SHOWN ON THE EXPLORATORY PLAN PROVIDED.

3. THE ELEVATIONS OF THE EXPLORATORY BORINGS ARE ESTIMATED USING TOPOGRAPGIC DATA

PROVIDED BY .

4. THE LINES BETWEEN MATERIALS SHOWN ON THE EXPLORATORY BORING LOGS REPRESENT

THE APPROXIMATE BOUNDARIES BETWEEN MATERIAL TYPES AND THE TRANSITIONS MAY BE

GRADUAL.

5. GROUND WATER LEVELS SHOWN ON THE LOGS WERE MEASURED AT THE TIME AND UNDER

CONDITIONS INDICATED.

6. LABORATORY TEST RESULTS:

WC = WATER CONTENT (%) (ASTM D 2216);

DD = DRY DENSITY (pcf) (ASTM D 2216);

+4 = PERCENTAGE RETAINED ON NO. 4 SIEVE (ASTM D 422);

-200 = PERCENTAGE PASSING NO. 200 SIEVE (ASTM D 1140);

LL = LIQUID LIMIT (ASTM D 4318);

PL = PLASTIC LIMIT (ASTM D 4318);

CON = CONSOLIDATION TEST (N-NORMALLY CONSOLIDATED O-OVER CONSOLIDATED)

(ASTM D 2435);

FILL: LEAN CLAY WITH SAND (CL) TO SILTY SAND WITH GRAVEL (SC), MEDIUM

DENSE, DRY TO MOIST, REDDISH BROWN TO DARK BROWN AND TAN TO MOTTLED

TAN

LEAN CLAY (CL) TO SANDY SILT (ML), VERY SOFT TO MEDIUM STIFF, MOIST TO WET,

GRAY TO TAN TO GREEN AND BLACK

DEPTH TO WATER LEVEL. ALL MEASUREMENTS WERE TAKEN THE

SAME DAY AS DRILLING.

LEGEND

Job Number

R :\1

0\

\1

2.

_B ea rR iv er \9

_D ra w in gs \B ea r R iv er

- S um m ar y Lo gs

-2 3-

1:

am J es se

X R

EF

S:

w h-w ee l1 a;

W he el er

L og o;

Bear River Migratory Bird Refuge Boring Logs Summary

1772.35.00 Figure 4

M ar ch

APPENDIX A

LABORATORY TEST RESULTS

Sampler:

Boring / Pit

Number / Location

Depth Interval

(ft)

Sample Type*

Date Tested

Natural Moisture

Content (%)

Natural Dry

Density (pcf)

% Gravel % Sand % Passing No. 200

Liquid Limit

Plasticity Index

*Water Soluble

Sulfates (%)

**Compress ion Index

(Cc)

**Recompr ession

Index (Cr)

TH-1 0-5 B 2/4/2020 - - 5 11 84.0 42 22 0.25 - - Lean Clay with Sand (CL)

TH-1 5-5.6 CAL 2/4/2020 44.3 73.1 - - 93.3 47 24 - - - Lean Clay (CL)

TH-2 5-6.5 CAL 2/4/2020 64.1 60.2 1 23 75.4 - - - - - Clay/Silt with Sand (CL-ML)

TH-2 10-11.5 CAL 2/4/2020 47.8 - - - 84.6 38 18 - - - Lean Clay (CL)

TH-2 12-15 ST 2/4/2020 37 81.8 - - - - - - 0.22 0.02 Lean Clay (CL)

TH-2 15-16.5 CAL 2/4/2020 52.6 66.8 - - 95.0 44 19 - - - Lean Clay (CL)

TH-4 0-5 B 2/4/2020 - - 39 40 21.2 19 3 <0.01 - - Silty Sand with Gravel (SC)

TH-4 7-10 ST 2/4/2020 40.6 78.2 - - - - - - 0.3 0.02 Sandy Silt (ML)

TH-4 10-11.5 CAL 2/4/2020 28.7 91.7 - - 58.5 NV NP - - - Sandy Silt (ML)

Key Notes B Bulk Tests performed in accordance with ASTM standard methods unless stated otherwise.

SS Split Spoon * Testing was completed by Kumar & Associates under direction of W. W. Wheeler ST Shelby Tube ** Testing was completed by Knight Piesold under direction of W. W. Wheeler

CAL California Lined Sampler NV No Value NP Non Plastic

Engineer:

Table A-1 W.W. Wheeler & Associates, Inc.

SUMMARY OF LABORATORY TEST RESULTS

Project Number:

Project Name: Date of Setup:

Sheet 1 of 4

1772.35.00

Bear River MBR

John Treacy Jesse Reigle

Date Sampled:

Date Assigned: Date Completed:

2/3/2020

2/3/2020

2/4/2020

2/12/2020

Classification

W:\Lab\Projects\1772.35.00\Results Summary.xlsm

Bucket / Clay with Sand

Bear River MBR

Gradation

(ASTM D6913)

Project Engineer

Sample Type and Soil Description

Site Name

Figure 1

AJ JMR

Operator Checked

Depth Interval (ft)

Borehole/Pit No./Location

Wheeler Lab No.

Project Number

Sheet 2 of 4

USCS ASTM Classification/ Notes

LL 42

PL 21

PI 21

#50 #100 #200

Gravel 5

84.0

#8

3/4"

3/8" #4

Sand

#16 #30

Cc NA

Clay/Silt

NACu

Particle Size mm

76.2 % Dry Mass

Sieving Dry Mass of Sample (g) 8090.0 % PassingSieve No.

Sample Proportions

Sampled By JMRJT 2/4/2020

0-5'

TH-1

1772.35.00

Date Started

38.1

19.1

9.5 4.76

1-1/2"

2.38 1.19 0.59

0.297 0.149 0.074

84.0

3"

1m m

SILT

SAND

Fine Medium Coarse

GRAVEL

Pe rc en ta ge P as si ng

Particle Size mm

CLAY

4"3"1-1/2"3/4"3/8"#16 #8 #4#10#30#40#50#100#2001 min4 min19 min60 min 7hr

15 min 24 hr

45 min

10076.238.119.19.521.19 2.38 4.762.0.590.420.297.149.074.037.019.009.005.002.001

Lean Clay with Sand (CL)

2.38 1.19 0.59

0.297 0.149 0.074

75.4

3"

38.1

19.1

9.5 4.76

1-1/2"

Sampled By JMRJT 2/4/2020

5-6.5'

TH-2

1772.35.00

Date Started

Particle Size mm

76.2 % Dry Mass

Sieving Dry Mass of Sample (g) 176.4 % PassingSieve No.

Sample Proportions

#16 #30

Cc NA

Clay/Silt

NACu

#50 #100 #200

Gravel 1

75.4

#8

3/4"

3/8" #4

Sand

LL NA

PL NA

PI NA

4" Cal Sampler / Clayey Sand

Bear River MBR

Gradation

(ASTM D6913)

Project Engineer

Sample Type and Soil Description

Site Name

Figure 2

AJ JMR

Operator Checked

Depth Interval (ft)

Borehole/Pit No./Location

Wheeler Lab No.

Project Number

Clay/Silt with Sand (CL-ML) Insufficient material for Atterberg tests

Sheet 3 of 4

USCS ASTM Classification/ Notes

SILT

SAND

Fine Medium Coarse

GRAVEL

Pe rc en ta ge P as si ng

Particle Size mm

CLAY

4"3"1-1/2"3/4"3/8"#16 #8 #4#10#30#40#50#100#2001 min4 min19 min60 min 7hr

15 min 24 hr

45 min

Bucket - Sand

Bear River MBR

Gradation

(ASTM D6913)

Project Engineer

Sample Type and Soil Description

Site Name

Figure 3

AJ JMR

Operator Checked

Depth Interval (ft)

Borehole/Pit No./Location

Wheeler Lab No.

Project Number

Silty Sand with Gravel (SC)

Sheet 4 of 4

USCS ASTM Classification/ Notes

LL 19

PL 16

PI 3

#50 #100 #200

Gravel 39

21.2

#8

3/4"

3/8" #4

Sand

#16 #30

Cc NA

Clay/Silt

NACu

Particle Size mm

76.2 % Dry Mass

Sieving Dry Mass of Sample (g) 17885.6

% PassingSieve No.

Sample Proportions

Sampled By JMRJT 2/4/2020

0-5'

TP-4

1772.35.00

Date started

38.1

19.1

9.5 4.76

1-1/2"

2.38 1.19 0.59

0.297 0.149 0.074

21.2

3"

SILT

SAND

Fine Medium Coarse

GRAVEL

Pe rc en ta ge P as si ng

Particle Size mm

CLAY

4"3"1-1/2"3/4"3/8"#16 #8 #4#10#30#40#50#100#2001 min4 min19 min60 min 7hr

15 min 24 hr

45 min

C u rs o ry i n te rp re ta ti o n s r e q u ir e r e v ie w b y a p ro fe s s io n a l e n g in e e r.

K n ig h t

P ie s o ld a c c e p ts n o r e s p o n s ib ili ty i n s u b s e q u e n t a n a ly s e s

Tested By: JStaley Checked By: JBruce

ONE DIMENSIONAL CONSOLIDATION ASTM D2435

V o id

R a ti o

0.72

0.76

0.80

0.84

0.88

0.92

0.96

1.00

1.04

1.08

1.12

Applied Pressure - ksf

0.1 1 10

Water Added

Natural Dry Dens.

LL PI Sp. Gr.

Overburden Pc Cc Cr Initial Void

Saturation Moisture (pcf) (ksf) (ksf) Ratio

95.4 % 37.0 % 81.8 2.7 0.9 0.22 0.02 1.047

108-127/04 W.W. Wheeler & Associates

W.W. Wheeler Specimen was inundated. Gs is assumed.

MATERIAL DESCRIPTION USCS AASHTO

Project No. Client: Remarks:

Project:

Location: TH-2 Depth: 12-15'

Figure

Dial Reading vs. Time Project No.:

Project:

Location: TH-2 Depth: 12-15'

Load No.=

Load=

D0 =

D90 =

D100 =

T90 =

Cv @ T90

0.733 ft.2/day

Load No.=

Load=

D0 =

D90 =

D100 =

T90 =

Cv @ T90

0.686 ft.2/day

108-127/04 W.W. Wheeler

1.60 ksf

0.1512

0.1578

0.1585

2.63 min.

3.20 ksf

0.1735

0.1820

0.1830

2.68 min.

D ia l R e a d in g in

0.169

0.167

0.165

0.163

0.161

0.159

0.157

0.155

0.153

0.151

0.149

Square Root of Elapsed Time (min.)

0 5 10 15 20 25 30 35 40 45 50 t90

D ia l R e a d in g in

0.194

0.192

0.190

0.188

0.186

0.184

0.182

0.180

0.178

0.176

0.174

Square Root of Elapsed Time (min.)

0 4 8 12 16 20 24 28 32 36 40 t90

Knight Piesold Geotechnical Lab.

Project:

Location: TH-2 Depth: 12-15'

Load No.=

Load=

D0 =

D90 =

D100 =

T90 =

Cv @ T90

0.699 ft.2/day

Load No.=

Load=

D0 =

D90 =

D100 =

T90 =

Cv @ T90

0.673 ft.2/day

108-127/04 W.W. Wheeler

6.40 ksf

0.1994

0.2121

0.2136

2.47 min.

6.40 ksf

0.2212

0.2225

0.2227

2.48 min.

D ia l R e a d in g in

0.227

0.224

0.221

0.218

0.215

0.212

0.209

0.206

0.203

0.200

0.197

Square Root of Elapsed Time (min.)

0 4 8 12 16 20 24 28 32 36 40 t90

D ia l R e a d in g in

0.229

0.228

0.227

0.226

0.225

0.224

0.223

0.222

0.221

0.220

0.219

Square Root of Elapsed Time (min.)

0 4 8 12 16 20 24 28 32 36 40 t90

Project:

Location: TH-2 Depth: 12-15'

Load No.=

Load=

D0 =

D90 =

D100 =

T90 =

Cv @ T90

0.619 ft.2/day

108-127/04 W.W. Wheeler

12.80 ksf

0.2312

0.2430

0.2443

2.59 min.

D ia l R e a d in g in

0.259

0.256

0.253

0.250

0.247

0.244

0.241

0.238

0.235

0.232

0.229

Square Root of Elapsed Time (min.)

0 4 8 12 16 20 24 28 32 36 40 t90

SWELL/CONSOLIDATION TEST DATA 3/9/2020

Client: W.W. Wheeler & Associates

Project: W.W. Wheeler

Project Number: 108-127/04

Location: TH-2

Depth: 12-15'

Testing Remarks: Specimen was inundated. Gs is assumed.

Tested by: JStaley Checked by: JBruce

Test Specimen Data

NATURAL MOISTURE VOID RATIO AFTER TEST

Wet w+t = 508.00 g.

Dry w+t = 421.10 g.

Tare Wt. = 186.20 g.

Moisture = 37.0 %

UNIT WEIGHT

Height = 1.000 in.

Diameter = 2.420 in.

Weight = 135.24 g.

Dry Dens. = 81.8 pcf

Wet w+t = 249.52 g.

Dry w+t = 220.27 g.

Tare Wt. = 120.85 g.

Moisture = 29.4 %

Dry Wt. = 99.42* g.

Spec. Gr. = 2.7

Est. Ht. Solids = 0.489 in.

Init. V.R. = 1.047

Init. Sat. = 95.4 %

TEST START

Height = 1.000 in.

Diameter = 2.420 in.

End-Of-Load Summary

Pressure (ksf)

Final Dial (in.)

Machine Defl. (in.)

Deformation (in.)

Cv (ft.2/day) C αααα

Void Ratio % Strain start 0.11000 0.00000 1.047

0.10 0.11240 0.00000 0.00240 1.042 0.2 Comprs.

water 0.11330 0.00000 0.00330 1.040 0.3 Comprs.

0.20 0.11950 0.00000 0.00950 1.028 0.9 Comprs.

0.40 0.13210 0.00040 0.02170 1.003 2.2 Comprs.

0.80 0.14810 0.00200 0.03610 0.973 3.6 Comprs.

1.60 0.17040 0.00410 0.05630 0.733 0.932 5.6 Comprs.

3.20 0.19860 0.00660 0.08200 0.686 0.879 8.2 Comprs.

6.40 0.23365 0.00980 0.11385 0.699 0.814 11.4 Comprs.

0.80 0.22320 0.00700 0.10620 0.830 10.6 Comprs.

3.20 0.22960 0.00900 0.11060 0.821 11.1 Comprs.

6.40 0.23700 0.01100 0.11600 0.673 0.810 11.6 Comprs.

12.80 0.26680 0.01300 0.14380 0.619 0.753 14.4 Comprs.

Compression index (Cc), ksf = 0.22 Preconsolidation pressure (Pp), ksf = 0.9 Void ratio at Pp (em) = 0.970

Swell index (Cs) = 0.02

Clpse. (εεεεs), % = -0.1

Pressure: 0.10 ksf TEST READINGS Load No. 1

No.

Elapsed

Time Dial

Reading

1 0 0.11000

2 (final) 0.11240

Void Ratio = 1.042 Compression = 0.2%

Pressure: 0.10 ksf TEST READINGS Load No. 2

No.

Elapsed

Time Dial

Reading

1 0 0.11240

2 (final) 0.11330

Void Ratio = 1.040 Compression = 0.3%

Pressure: 0.20 ksf TEST READINGS Load No. 3

No.

Elapsed

Time Dial

Reading No.

Elapsed

Time Dial

Reading

1 0 0.11330 11 60 0.11775

2 0.1 0.11490 12 120 0.11820

3 0.25 0.11510 13 240 0.11880

4 0.5 0.11530 14 480 0.11945

5 1 0.11560 15 1461 0.11950

6 2 0.11600

7 5 0.11630

8 10 0.11665

9 20 0.11700

10 30 0.11720

Void Ratio = 1.028 Compression = 0.9%

Pressure: 0.40 ksf TEST READINGS Load No. 4

No.

Elapsed

Time Dial

Reading No.

Elapsed

Time Dial

Reading

1 0 0.11950 11 60 0.12860

2 0.1 0.12305 12 120 0.12930

3 0.25 0.12370 13 240 0.13010

4 0.5 0.12425 14 468 0.13080

5 1 0.12500 15 4336 0.13210

6 2 0.12560

7 5 0.12640

8 10 0.12700

9 20 0.12750

10 30 0.12800

Void Ratio = 1.003 Compression = 2.2%

Pressure: 0.80 ksf TEST READINGS Load No. 5

No.

Elapsed

Time Dial

Reading No.

Elapsed

Time Dial

Reading

1 0 0.13210 11 60 0.14440

2 0.1 0.13700 12 120 0.14525

3 0.25 0.13780 13 240 0.14630

4 0.5 0.13870 14 480 0.14750

5 1 0.13970 15 1408 0.14810

6 2 0.14080

7 5 0.14140

8 10 0.14220

9 20 0.14300

10 30 0.14340

Void Ratio = 0.973 Compression = 3.6%

Pressure: 1.60 ksf TEST READINGS Load No. 6

No.

Elapsed

Time Dial

Reading No.

Elapsed

Time Dial

Reading

1 0 0.14810 11 60 0.16620

2 0.1 0.15610 12 120 0.16720

3 0.25 0.15790 13 240 0.16830

4 0.5 0.15910 14 419 0.16950

5 1 0.16030 15 1507 0.17040

6 2 0.16150

7 5 0.16290

8 10 0.16380

9 22 0.16485

10 34 0.16540

0.169

0.167

0.165

0.163

0.161

0.159

0.157

0.155

0.153

0.151

0.149

0 5 10 15 20 25 30 35 40 45 50 t90

Void Ratio = 0.932 Compression = 5.6%

D0 = 0.1512 D90 = 0.1578 D100 = 0.1585 Cv at 2.63 min. = 0.733 ft.2/day

Pressure: 3.20 ksf TEST READINGS Load No. 7

No.

Elapsed

Time Dial

Reading No.

Elapsed

Time Dial

Reading

1 0 0.17040 11 62 0.19370

2 0.1 0.18130 12 120 0.19480

3 0.25 0.18320 13 240 0.19605

4 0.5 0.18490 14 454 0.19720

5 1 0.18660 15 1415 0.19860

6 2 0.18805

7 5 0.18970

8 10 0.19090

9 20 0.19200

10 30 0.19260

0.194

0.192

0.190

0.188

0.186

0.184

0.182

0.180

0.178

0.176

0.174

0 4 8 12 16 20 24 28 32 36 40 t90

Void Ratio = 0.879 Compression = 8.2%

D0 = 0.1735 D90 = 0.1820 D100 = 0.1830 Cv at 2.68 min. = 0.686 ft.2/day

Pressure: 6.40 ksf TEST READINGS Load No. 8

No.

Elapsed

Time Dial

Reading No.

Elapsed

Time Dial

Reading

1 0 0.19860 11 62 0.22800

2 0.1 0.21080 12 124 0.22930

3 0.25 0.21420 13 240 0.23080

4 0.5 0.21710 14 486 0.23245

5 1 0.21930 15 1380 0.23365

6 2 0.22140

7 5 0.22350

8 10 0.22470

9 20 0.22600

10 30 0.22680

0.227

0.224

0.221

0.218

0.215

0.212

0.209

0.206

0.203

0.200

0.197

0 4 8 12 16 20 24 28 32 36 40 t90

Void Ratio = 0.814 Compression = 11.4%

D0 = 0.1994 D90 = 0.2121 D100 = 0.2136 Cv at 2.47 min. = 0.699 ft.2/day

Pressure: 0.80 ksf TEST READINGS Load No. 9

No.

Elapsed

Time Dial

Reading

1 0 0.23365

2 (final) 0.22320

Void Ratio = 0.830 Compression = 10.6%

Pressure: 3.20 ksf TEST READINGS Load No. 10

No.

Elapsed

Time Dial

Reading No.

Elapsed

Time Dial

Reading

1 0 0.22320 11 247 0.22940

2 0.25 0.22760 12 411 0.22960

3 .5 0.22795 13 1337 0.22960

4 1 0.22815

5 2 0.22830

6 5 0.22840

7 10 0.22850

8 20 0.22870

9 30 0.22880

10 139 0.22920

Void Ratio = 0.821 Compression = 11.1%

Pressure: 6.40 ksf TEST READINGS Load No. 11

No.

Elapsed

Time Dial

Reading No.

Elapsed

Time Dial

Reading

1 0 0.22960 11 60 0.23465

2 0.1 0.23235 12 120 0.23510

3 0.25 0.23280 13 240 0.23570

4 0.5 0.23305 14 520 0.23650

5 1 0.23325 15 1428 0.23700

6 2 0.23345

7 5 0.23375

8 10 0.23390

9 20 0.23415

10 30 0.23430

0.229

0.228

0.227

0.226

0.225

0.224

0.223

0.222

0.221

0.220

0.219

0 4 8 12 16 20 24 28 32 36 40 t90

Void Ratio = 0.810 Compression = 11.6%

D0 = 0.2212 D90 = 0.2225 D100 = 0.2227 Cv at 2.48 min. = 0.673 ft.2/day

Pressure: 12.80 ksf TEST READINGS Load No. 12

No.

Elapsed

Time Dial

Reading No.

Elapsed

Time Dial

Reading

1 0 0.23700 11 60 0.26190

2 0.1 0.24590 12 123 0.26305

3 0.25 0.24860 13 251 0.26430

4 0.5 0.25110 14 480 0.26550

5 1 0.25340 15 1440 0.26680

6 2 0.25530

7 5 0.25740

8 10 0.25870

9 21 0.26000

10 30 0.26060

0.259

0.256

0.253

0.250

0.247

0.244

0.241

0.238

0.235

0.232

0.229

0 4 8 12 16 20 24 28 32 36 40 t90

Void Ratio = 0.753 Compression = 14.4%

D0 = 0.2312 D90 = 0.2430 D100 = 0.2443 Cv at 2.59 min. = 0.619 ft.2/day

C u rs o ry i n te rp re ta ti o n s r e q u ir e r e v ie w b y a p ro fe s s io n a l e n g in e e r.

K n ig h t

P ie s o ld a c c e p ts n o r e s p o n s ib ili ty i n s u b s e q u e n t a n a ly s e s

Tested By: JStaley Checked By: JBruce

ONE DIMENSIONAL CONSOLIDATION ASTM D2435

V o id

R a ti o

0.75

0.80

0.85

0.90

0.95

1.00

1.05

1.10

1.15

1.20

1.25

Applied Pressure - ksf

0.1 1 10

Water Added

Natural Dry Dens.

LL PI Sp. Gr.

Overburden Pc Cc Cr Initial Void

Saturation Moisture (pcf) (ksf) (ksf) Ratio

93.6 % 40.6 % 78.2 2.7 1.4 0.30 0.02 1.172

108-127/04 W.W. Wheeler & Associates

W.W. Wheeler Specimen was inundated. Gs is assumed.

MATERIAL DESCRIPTION USCS AASHTO

Project No. Client: Remarks:

Project:

Location: TH-4 Depth: 7-10'

Project:

Location: TH-4 Depth: 7-10'

Load No.=

Load=

D0 =

D90 =

D100 =

T90 =

Cv @ T90

0.300 ft.2/day

Load No.=

Load=

D0 =

D90 =

D100 =

T90 =

Cv @ T90

0.269 ft.2/day

108-127/04 W.W. Wheeler

1.60 ksf

0.1681

0.1791

0.1803

6.46 min.

3.20 ksf

0.1930

0.2094

0.2112

6.75 min.

D ia l R e a d in g in

0.195

0.192

0.189

0.186

0.183

0.180

0.177

0.174

0.171

0.168

0.165

Square Root of Elapsed Time (min.)

0 5 10 15 20 25 30 35 40 45 50 t90

D ia l R e a d in g in

0.230

0.226

0.222

0.218

0.214

0.210

0.206

0.202

0.198

0.194

0.190

Square Root of Elapsed Time (min.)

0 4 8 12 16 20 24 28 32 36 40 t90

Project:

Location: TH-4 Depth: 7-10'

Load No.=

Load=

D0 =

D90 =

D100 =

T90 =

Cv @ T90

0.254 ft.2/day

Load No.=

Load=

D0 =

D90 =

D100 =

T90 =

Cv @ T90

0.285 ft.2/day

108-127/04 W.W. Wheeler

6.40 ksf

0.2249

0.2486

0.2512

6.62 min.

6.40 ksf

0.2598

0.2631

0.2634

5.62 min.

D ia l R e a d in g in

0.272

0.267

0.262

0.257

0.252

0.247

0.242

0.237

0.232

0.227

0.222

Square Root of Elapsed Time (min.)

0 4 8 12 16 20 24 28 32 36 40 t90

D ia l R e a d in g in

0.2715

0.2700

0.2685

0.2670

0.2655

0.2640

0.2625

0.2610

0.2595

0.2580

0.2565

Square Root of Elapsed Time (min.)

0 4 8 12 16 20 24 28 32 36 40 t90

Project:

Location: TH-4 Depth: 7-10'

Load No.=

Load=

D0 =

D90 =

D100 =

T90 =

Cv @ T90

0.218 ft.2/day

108-127/04 W.W. Wheeler

12.80 ksf

0.2697

0.2890

0.2911

6.97 min.

D ia l R e a d in g in

0.308

0.304

0.300

0.296

0.292

0.288

0.284

0.280

0.276

0.272

0.268

Square Root of Elapsed Time (min.)

0 4 8 12 16 20 24 28 32 36 40 t90

SWELL/CONSOLIDATION TEST DATA 3/9/2020

Client: W.W. Wheeler & Associates

Project: W.W. Wheeler

Project Number: 108-127/04

Location: TH-4

Depth: 7-10'

Testing Remarks: Specimen was inundated. Gs is assumed.

Tested by: JStaley Checked by: JBruce

Test Specimen Data

NATURAL MOISTURE VOID RATIO AFTER TEST

Wet w+t = 581.10 g.

Dry w+t = 466.90 g.

Tare Wt. = 185.70 g.

Moisture = 40.6 %

UNIT WEIGHT

Height = 1.000 in.

Diameter = 2.420 in.

Weight = 132.75 g.

Dry Dens. = 78.2 pcf

Wet w+t = 245.83 g.

Dry w+t = 214.45 g.

Tare Wt. = 120.75 g.

Moisture = 33.5 %

Dry Wt. = 93.70* g.

Spec. Gr. = 2.7

Est. Ht. Solids = 0.460 in.

Init. V.R. = 1.172

Init. Sat. = 93.6 %

TEST START

Height = 1.000 in.

Diameter = 2.420 in.

End-Of-Load Summary

Pressure (ksf)

Final Dial (in.)

Machine Defl. (in.)

Deformation (in.)

Cv (ft.2/day) C αααα

Void Ratio % Strain start 0.13230 0.00000 1.172

0.10 0.13510 0.00000 0.00280 1.166 0.3 Comprs.

water 0.13520 0.00000 0.00290 1.166 0.3 Comprs.

0.20 0.13960 0.00000 0.00730 1.156 0.7 Comprs.

0.40 0.14920 0.00040 0.01650 1.136 1.6 Comprs.

0.80 0.16590 0.00200 0.03160 1.103 3.2 Comprs.

1.60 0.19360 0.00410 0.05720 0.300 1.048 5.7 Comprs.

3.20 0.22890 0.00660 0.09000 0.269 0.976 9.0 Comprs.

6.40 0.27250 0.00980 0.13040 0.254 0.889 13.0 Comprs.

0.80 0.26090 0.00700 0.12160 0.908 12.2 Comprs.

3.20 0.26850 0.00900 0.12720 0.896 12.7 Comprs.

6.40 0.27930 0.01100 0.13600 0.285 0.877 13.6 Comprs.

12.80 0.31585 0.01300 0.17055 0.218 0.802 17.1 Comprs.

Compression index (Cc), ksf = 0.30 Preconsolidation pressure (Pp), ksf = 1.4 Void ratio at Pp (em) = 1.062

Swell index (Cs) = 0.02

Clpse. (εεεεs), % = 0.0

Pressure: 0.10 ksf TEST READINGS Load No. 1

No.

Elapsed

Time Dial

Reading

1 0 0.13230

2 (final) 0.13510

Void Ratio = 1.166 Compression = 0.3%

Pressure: 0.10 ksf TEST READINGS Load No. 2

No.

Elapsed

Time Dial

Reading

1 0 0.13510

2 (final) 0.13520

Void Ratio = 1.166 Compression = 0.3%

Pressure: 0.20 ksf TEST READINGS Load No. 3

No.

Elapsed

Time Dial

Reading No.

Elapsed

Time Dial

Reading

1 0 0.13520 11 60 0.13840

2 0.1 0.13720 12 120 0.13865

3 0.25 0.13730 13 240 0.13905

4 0.5 0.13735 14 480 0.13955

5 1 0.13745 15 1460 0.13960

6 2 0.13760

7 5 0.13770

8 10 0.13780

9 20 0.13800

10 30 0.13810

Void Ratio = 1.156 Compression = 0.7%

Pressure: 0.40 ksf TEST READINGS Load No. 4

No.

Elapsed

Time Dial

Reading No.

Elapsed

Time Dial

Reading

1 0 0.13960 11 60 0.14615

2 0.1 0.14180 12 120 0.14670

3 0.25 0.14230 13 240 0.14740

4 0.5 0.14270 14 466 0.14800

5 1 0.14320 15 4335 0.14920

6 2 0.14360

7 5 0.14430

8 10 0.14470

9 20 0.14520

10 30 0.14550

Void Ratio = 1.136 Compression = 1.6%

Pressure: 0.80 ksf TEST READINGS Load No. 5

No.

Elapsed

Time Dial

Reading No.

Elapsed

Time Dial

Reading

1 0 0.14920 11 60 0.16080

2 0.1 0.15280 12 120 0.16200

3 0.25 0.15370 13 240 0.16330

4 0.5 0.15440 14 480 0.16465

5 1 0.15525 15 1404 0.16590

6 2 0.15620

7 5 0.15730

8 10 0.15815

9 22 0.15910

10 31 0.15970

Void Ratio = 1.103 Compression = 3.2%

Pressure: 1.60 ksf TEST READINGS Load No. 6

No.

Elapsed

Time Dial

Reading No.

Elapsed

Time Dial

Reading

1 0 0.16590 11 60 0.18800

2 0.1 0.17270 12 120 0.18935

3 0.25 0.17440 13 240 0.19100

4 0.5 0.17620 14 416 0.19235

5 1 0.17800 15 1506 0.19360

6 2 0.17990

7 5 0.18250

8 10 0.18420

9 20 0.18580

10 32 0.18680

0.195

0.192

0.189

0.186

0.183

0.180

0.177

0.174

0.171

0.168

0.165

0 5 10 15 20 25 30 35 40 45 50 t90

Void Ratio = 1.048 Compression = 5.7%

D0 = 0.1681 D90 = 0.1791 D100 = 0.1803 Cv at 6.46 min. = 0.300 ft.2/day

Pressure: 3.20 ksf TEST READINGS Load No. 7

No.

Elapsed

Time Dial

Reading No.

Elapsed

Time Dial

Reading

1 0 0.19360 11 60 0.22245

2 0.1 0.20070 12 120 0.22400

3 0.25 0.20290 13 241 0.22560

4 0.5 0.20510 14 451 0.22710

5 1 0.20780 15 1413 0.22890

6 2 0.21090

7 5 0.21480

8 10 0.21745

9 20 0.21960

10 30 0.22070

0.230

0.226

0.222

0.218

0.214

0.210

0.206

0.202

0.198

0.194

0.190

0 4 8 12 16 20 24 28 32 36 40 t90

Void Ratio = 0.976 Compression = 9.0%

D0 = 0.1930 D90 = 0.2094 D100 = 0.2112 Cv at 6.75 min. = 0.269 ft.2/day

Pressure: 6.40 ksf TEST READINGS Load No. 8

No.

Elapsed

Time Dial

Reading No.

Elapsed

Time Dial

Reading

1 0 0.22890 11 60 0.26580

2 0.1 0.23690 12 121 0.26760

3 0.25 0.23950 13 240 0.26925

4 0.5 0.24250 14 483 0.27110

5 1 0.24720 15 1378 0.27250

6 2 0.25020

7 5 0.25740

8 10 0.26080

9 20 0.26255

10 30 0.26395

0.272

0.267

0.262

0.257

0.252

0.247

0.242

0.237

0.232

0.227

0.222

0 4 8 12 16 20 24 28 32 36 40 t90

Void Ratio = 0.889 Compression = 13.0%

D0 = 0.2249 D90 = 0.2486 D100 = 0.2512 Cv at 6.62 min. = 0.254 ft.2/day

Pressure: 0.80 ksf TEST READINGS Load No. 9

No.

Elapsed

Time Dial

Reading

1 0 0.27250

2 (final) 0.26090

Void Ratio = 0.908 Compression = 12.2%

Pressure: 3.20 ksf TEST READINGS Load No. 10

No.

Elapsed

Time Dial

Reading No.

Elapsed

Time Dial

Reading

1 0 0.26090 11 133 0.26810

2 0.1 0.26420 12 240 0.26835

3 0.25 0.26500 13 409 0.26840

4 0.5 0.26560 14 1334 0.26850

5 1 0.26630

6 2 0.26680

7 5 0.26720

8 10 0.26740

9 20 0.26755

10 30 0.26760

Void Ratio = 0.896 Compression = 12.7%

Pressure: 6.40 ksf TEST READINGS Load No. 11

No.

Elapsed

Time Dial

Reading No.

Elapsed

Time Dial

Reading

1 0 0.26850 11 60 0.27580

2 0.1 0.27080 12 120 0.27650

3 0.25 0.27160 13 240 0.27740

4 0.5 0.27215 14 519 0.27850

5 1 0.27270 15 1427 0.27930

6 2 0.27335

7 5 0.27400

8 10 0.27440

9 20 0.27485

10 30 0.27520

0.2715

0.2700

0.2685

0.2670

0.2655

0.2640

0.2625

0.2610

0.2595

0.2580

0.2565

0 4 8 12 16 20 24 28 32 36 40 t90

Void Ratio = 0.877 Compression = 13.6%

D0 = 0.2598 D90 = 0.2631 D100 = 0.2634 Cv at 5.62 min. = 0.285 ft.2/day

Pressure: 12.80 ksf TEST READINGS Load No. 12

No.

Elapsed

Time Dial

Reading No.

Elapsed

Time Dial

Reading

1 0 0.27930 11 60 0.30940

2 0.1 0.28440 12 120 0.31110

3 0.25 0.28670 13 248 0.31280

4 0.5 0.28885 14 480 0.31435

5 1 0.29190 15 1440 0.31585

6 2 0.29560

7 5 0.30060

8 10 0.30380

9 20 0.30630

10 30 0.30755

0.308

0.304

0.300

0.296

0.292

0.288

0.284

0.280

0.276

0.272

0.268

0 4 8 12 16 20 24 28 32 36 40 t90

Void Ratio = 0.802 Compression = 17.1%

D0 = 0.2697 D90 = 0.2890 D100 = 0.2911 Cv at 6.97 min. = 0.218 ft.2/day