Basis_of_Design_Report_Attachment_1.pdf

April 29, 2015 Revised May 6, 2015 Project No. 141227

Michael C. Ciarlo EA Engineering, Science, and Technology, Inc.

225 Schilling Circle Hunt Valley, Maryland, 21031

Reference: 6256117 GLAES-LRROC Pre-Design and Design – Phase II

Geotechnical Laboratory Testing

Dear Mr. Ciarlo:

Materials Testing Consultants, Inc. performed geotechnical testing on samples retrieved from the referenced project. The following tests have been performed:

Determination of Water (Moisture) Content of Soil and Rock, ASTM D2216 Liquid Limit, Plastic Limit, and Plasticity Index of Soils, ASTM D4318 Particle-Size Analysis of Soils (Hydrometer), ASTM D422 Specific Gravity of Soil Solids by Water Pycnometer, ASTM D854 Bulk Density of Soil Specimens, ASTM D7263 Consolidation Properties of Soil Using Incremental Loading, ASTM D2435 Unconsolidated Undrained Triaxial Compression Test, ASTM D2850 Consolidated Undrained Triaxial Compression Test, ASTM D4767 Visual Classification, ASTM D2488 Direct Shear Test of Soils under Consolidated Drained Conditions, ASTM D3080 Laboratory Miniature Vane Shear, ASTM D4648

Direct Shear testing was not performed on samples from borings OC14-GT12 from 4 to 10 feet due to insufficient material. The samples submitted contained a high quantity of roots and gravel unsuitable for this testing. Direct Shear testing was also not performed on a combination of OC14-GT10-0406, OC14-GT11-0002, and OC14-GT12-0204 due to test pressures not being provided. Through correspondence, this test was placed on hold until it was decided if testing would be still needed on this composite sample.

Grain Size Analysis testing was not performed on sample OC14-GT11-0002 for due to insufficient sample volume.

EA Engineering, Science, and Technology, Inc.

Project No. 141227 April 29, 2015 Revised May 6, 2015 Page No. 2

Bulk Density testing was not performed on sample OC14-GT15-0810 due to the sample being disturbed / no longer representative of in-place condition.

Index test results are recorded in the following table. The test reports for Particle Size Analysis, Consolidation, Unconsolidated and Consolidated Triaxial Compression, and Direct Shear can be found attached. Visual Identification Logs are also attached.

Several samples were also submitted to subcontracting laboratory Geotesting Express to perform CkoU and DSS testing and to Dr. Dobroslav Znidarčić with the University of Colorado Testing for Seepage-Induced Consolidation Testing. Report for this testing can be found attached.

Index Test Results

Log Number Sample ID USCS Specific

Gravity

Bulk Density (lb/ft3) Moisture

Atterberg Limits

P200 (% Fines)

Vane Shear (lb/ft2)

LL

PL

PI

S150025 OC14GT100406 SP‐SC 19.9% 6.4

S150026 OC14GT100810 CL 21.0% 27 14 13

S150004 OC14GT101113 CL 128.3 24.0% 29 14 13 277

S150027 OC14GT101820 26.3%

S150028 OC14GT102830 25.0%

S150029 OC14GT110002 28.5%

S150005 OC14GT110810 CL 127.7 21.7% 24 13 11 145

S150006 OC14GT111315 116.2 23.2% 290

S150007 OC14GT111820 2.800 129.9 23.0% 313

S150008 OC14GT112325 126.6 25.2% 469

S150009 OC14GT112830 127.4 22.9% 452

S150010 OC14GT113840 123.1 30.7% 242

S150030 OC14GT114850 10.7% 65.4

S150031 OC14GT120204 CH 90.9% 56 24 32

S150032 OC14GT120406 20.3% 31.4

S150033 OC14GT120608 33.5%

S150034 OC14GT120810 24.9% 61.6

S150011 OC14GT121315 123.6 21.0% 452

S150012 OC14GT121618 CL 131.9 21.1% 26 13 13 409

April 29, 2015

Page No. 3

Number Sample ID USCS Specific

Gravity

Bulk Density (lb/ft3) Moisture

Atterberg Limits

P200 (% Fines)

Vane

S150013 OC14GT122527 CL 131.4 23.2% 33 14 19 370

S150014 OC14GT122830 126.3 22.1% 244

S150015 OC14GT123335 CL 128.0 21.3% 32 16 16 336

S150016 OC14GT124345 2.810 122.5 27.3% 226

S150017 OC14GT124850 31.0% 488

S150035 OC14GT125859 10.7% 68.0

S150036 OC14GT130204 52.9% 59.4

S150037 OC14GT130406 CH 52.5% 53 22 31

S150018 OC14GT131719 127.0 25.4% 403

S150019 OC14GT132729 129.2 23.1% 278

S150038 OC14GT140002 CH 158.5% 89 29 60

S150039 OC14GT140204 CL 38.5% 41 22 19

S150040 OC14GT140406 CL 61.6% 48 27 21

S150041 OC14GT140608 23.3%

S150042 OC14GT140810 CL 38.7% 44 18 26

S150020 OC14GT142325 CL 130.7 23.9% 27 14 13 446

S150021 OC14GT143335 CL 128.2 24.7% 28 14 14 422

S150043 OC14GT150002 CL 82.9% 38 23 15

S150044 OC14GT150204

62.4%

73.5

S150045 OC14GT150406

S150046 OC14GT150608 CH 69.8% 52 23 29

S150047 OC14GT150810 CH 2.479* 73.5% 67 26 41 82.8

S150048 OC14GT151012 CH 63.6% 66 28 38

S150049 OC14GT151214 CH 2.431* 63.1% 66 31 35

S150050 OC14GT151416

44.4%

S150051 OC14GT151618 CH 1.856* 92.0 66 33 33 52.5

S150052 OC14GT151820

S150022 OC14GT152224 CL 128.0 23.9% 27 14 13 343

S150053 OC14GT152426 22.8%

S150054 OC14GT152830 24.3%

April 29, 2015

Page No. 4

Number Sample ID USCS Specific

Gravity

Bulk Density (lb/ft3) Moisture

Atterberg Limits

P200 (% Fines)

Vane

S150023 OC14GT153335 CL 2.780 125.8 23.8% 31 16 15 290

S150055 OC14GT153840 29.0%

S150024 OC14GT154345 CL 130.1 23.1% 29 16 13 165

S150056 OC14GT154850 12.5%

S150057 OC14GT160204 CL 24.0% 28 16 12

S150058 OC14GT160406 CL 21.7% 28 14 14

S150059 OC14GT160608 CL 24.5% 29 14 15

S150060 OC14GT160810 CL 25.7% 28 14 14

S150061 OC14GT161517 23.5%

S150062 OC14GT162022 CL 24.4% 32 15 17

S150063 OC14GT162527 27.2%

*High concentration of wood fibers observed

Should you have any questions or require additional assistance, please contact me at your earliest convenience.

Sincerely, MATERIALS TESTING CONSULTANTS, INC.

Timothy J. Lautenbach, P.E.

Laboratory Manager

Att: Particle Size Analysis Reports Consolidation Reports Unconsolidated Undrained Triaxial Compression Reports Consolidated Undrained Triaxial Compression Reports Direct Shear Report Visual Identification Logs Geotesting Express Laboratory Report Seepage-Induced Consolidation Laboratory Report

LL PL D85 D60 D50 D30 D15 D10 Cc Cu

Material Description USCS AASHTO

Project No. Client: Remarks:

Project:

Location: OC14-GT10-0406 Depth: 4 ft - 6 ft Sample Number: S150025

MATERIALS TESTING CONSULTANTS, INC.

Grand Rapids, MI Figure

6.5370 0.2675 0.2392 0.1969 0.1577 0.1081 1.34 2.47

Poorly graded Sand with Clay and Gravel SP-SC

141227 EA Engineering, Science, and Technology, Inc.

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 15.8 1.1 2.8 73.9 3.2 3.2 i n i n i n

½ i n i n

¾ i n

½ i n

/8 i n

Particle Size Distribution Report

Lower Rouge River Old Channel - Phase II

Project No. Client: Remarks:

Project:

Loc.: OC14-GT11-4850 Depth: 48 ft - 50 ft Sample No.: S150030

MATERIALS TESTING CONSULTANTS, INC.

Grand Rapids, MI Figure

0.2550 0.0326 0.0223 0.0077 0.0017

Gray Sandy Silt ML

141227 EA Engineering, Science, and Technology, Inc.

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 2.6 4.7 1.2 26.1 42.8 22.6 i n i n i n

½ i n i n

¾ i n

½ i n

/8 i n

Lower Rouge River Old Channel - Phase II Atterberg not performed

Project No. Client: Remarks:

Project:

Location: OC14-GT12-0406 Depth: 4 ft - 6 ft Sample Number: S150032

Location: OC14-GT12-0810 Depth: 8 ft - 10 ft Sample Number: S150033

MATERIALS TESTING CONSULTANTS, INC.

Grand Rapids, MI Figure

15.5692 4.6288 0.3742

4.3035

Clayey Gravel with Sand GC Gray Lean Clay with Sand CL

141227 EA Engineering, Science, and Technology, Inc.

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 39.9 3.7 4.9 20.1 31.4

0.0 0.0 14.1 5.6 7.1 11.6 61.6 i n i n i n

½ i n i n

¾ i n

½ i n

/8 i n

Project No. Client: Remarks:

Project:

Loc.: OC14-GT12-5859 Depth: 58 ft - 59 ft Sample No.: S150035

MATERIALS TESTING CONSULTANTS, INC.

Grand Rapids, MI Figure

0.2431 0.0401 0.0207 0.0055 0.0014

Gray Lean Clay with Sand CL

141227 EA Engineering, Science, and Technology, Inc.

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 3.9 4.6 1.2 22.3 39.6 28.4 i n i n i n

½ i n i n

¾ i n

½ i n

/8 i n

Project No. Client: Remarks:

Project:

Location: OC14-GT13-0204 Depth: 2 ft - 4 ft Sample Number: S150036

MATERIALS TESTING CONSULTANTS, INC.

Grand Rapids, MI Figure

0.2755 0.0773 0.0532 0.0140 0.0040 0.0023 1.09 33.06

Sandy Fat Clay CH

141227 EA Engineering, Science, and Technology, Inc.

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 3.3 3.4 3.0 30.9 43.0 16.4 i n i n i n

½ i n i n

¾ i n

½ i n

/8 i n

Project No. Client: Remarks:

Project:

Loc.: OC14-GT15-0204 & -0406 Sample No.: S150044, S150045

Location: OC14-GT15-0810 Depth: 8 ft - 10 ft Sample Number: S150047

Loc.: OC14-GT15-1618 Depth: 16 ft - 18 ft Sample No.: S150051

MATERIALS TESTING CONSULTANTS, INC.

Grand Rapids, MI Figure

0.1452 0.0263 0.0140 0.0057 0.0017

67 26 0.0952 0.0146 0.0116 0.0052 0.0017

66 33 0.2780 0.1070 0.0664 0.0192 0.0066 0.0045 0.77 23.74

Gray Silt with Sand ML Sandy Fat Clay CH Sandy Fat clay CH

141227 EA Engineering, Science, and Technology, Inc.

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.5 0.5 2.3 23.2 44.7 28.8

0.0 0.0 0.0 0.0 2.0 15.2 53.9 28.9

0.0 0.0 0.0 0.0 6.8 40.7 41.0 11.5 i n i n i n

½ i n i n

¾ i n

½ i n

/8 i n

CONSOLIDATION TEST REPORT

V o id R a ti o

0.32

0.35

0.38

0.41

0.44

0.47

0.50

0.53

0.56

0.59

0.62

Applied Pressure - psf 100 1000 10000

Natural Dry Dens.

LL PI Sp. Gr. USCS AASHTO

Initial Void

Saturation Moisture (pcf) Ratio

106.5 % 23.8 % 103.9 27 13 2.65 CL 0.592

Shelby Tube

141227 EA Engineering, Science, and Technology, Inc.

Lower Rouge River Old Channel - Phase II

MATERIAL DESCRIPTION

Project No. Client: Remarks:

Project:

Location: OC14-GT15-2224 Depth: 22 ft - 24 ft Sample Number: S150022

Grand Rapids, MI Figure

Dial Reading vs. Time Project No.:

Project:

Location: OC14-GT15-2224 Depth: 22 ft - 24 ft Sample Number: S150022

Load No.=

Load=

D0 =

D50 =

D100 =

T50 =

Ca = 0.001

Load No.=

Load=

D0 =

D90 =

D100 =

T90 =

Cv @ T90

0.424 ft.2/day

141227 Lower Rouge River Old Channel - Phase II

125.00 psf

0.8592

0.8588

0.8585

125.00 psf

0.8589

0.8578

0.8577

19.98 min.

D ia l R e a d in g in

0.8571

0.8573

0.8575

0.8577

0.8579

0.8581

0.8583

0.8585

0.8587

0.8589

0.8591

Elapsed Time (min.)

0.1 1 10 100

D ia l R e a d in g in

0.8571

0.8573

0.8575

0.8577

0.8579

0.8581

0.8583

0.8585

0.8587

0.8589

0.8591

Square Root of Elapsed Time (min.)

0 1 2 3 4 5 6 7 8 9 10 t90

Figure

Project:

Location: OC14-GT15-2224 Depth: 22 ft - 24 ft Sample Number: S150022

Load No.=

Load=

D0 =

D50 =

D100 =

T50 =

Ca = 0.004

Load No.=

Load=

D0 =

D90 =

D100 =

T90 =

Cv @ T90

0.262 ft.2/day

141227 Lower Rouge River Old Channel - Phase II

250.00 psf

0.8572

0.8564

0.8557

250.00 psf

0.8567

0.8530

0.8526

32.11 min.

D ia l R e a d in g in

0.849

0.850

0.851

0.852

0.853

0.854

0.855

0.856

0.857

0.858

0.859

Elapsed Time (min.)

0.1 1 10 100

D ia l R e a d in g in

0.849

0.850

0.851

0.852

0.853

0.854

0.855

0.856

0.857

0.858

0.859

Square Root of Elapsed Time (min.)

0 1 2 3 4 5 6 7 8 9 10 t90

Project:

Location: OC14-GT15-2224 Depth: 22 ft - 24 ft Sample Number: S150022

Load No.=

Load=

D0 =

D50 =

D100 =

T50 =

Cv @ T50

0.272 ft.2/day

Ca = 0.004

Load No.=

Load=

D0 =

D90 =

D100 =

T90 =

Cv @ T90

0.299 ft.2/day

141227 Lower Rouge River Old Channel - Phase II

400.00 psf

0.8509

0.8484

0.8459

7.09 min.

400.00 psf

0.8508

0.8466

0.8461

27.72 min.

D ia l R e a d in g in

0.843

0.844

0.845

0.846

0.847

0.848

0.849

0.850

0.851

0.852

0.853

Elapsed Time (min.)

0.1 1 10 100 t 4t

D ia l R e a d in g in

0.843

0.844

0.845

0.846

0.847

0.848

0.849

0.850

0.851

0.852

0.853

Square Root of Elapsed Time (min.)

0 1 2 3 4 5 6 7 8 9 10 t90

Project:

Location: OC14-GT15-2224 Depth: 22 ft - 24 ft Sample Number: S150022

Load No.=

Load=

D0 =

D50 =

D100 =

T50 =

Cv @ T50

0.242 ft.2/day

Ca = 0.002

Load No.=

Load=

D0 =

D90 =

D100 =

T90 =

Cv @ T90

0.216 ft.2/day

141227 Lower Rouge River Old Channel - Phase II

600.00 psf

0.8448

0.8422

0.8395

7.88 min.

600.00 psf

0.8447

0.8400

0.8395

37.87 min.

D ia l R e a d in g in

0.837

0.838

0.839

0.840

0.841

0.842

0.843

0.844

0.845

0.846

0.847

Elapsed Time (min.)

0.1 1 10 100 t 4t

D ia l R e a d in g in

0.837

0.838

0.839

0.840

0.841

0.842

0.843

0.844

0.845

0.846

0.847

Square Root of Elapsed Time (min.)

0 1 2 3 4 5 6 7 8 9 10 t90

Project:

Location: OC14-GT15-2224 Depth: 22 ft - 24 ft Sample Number: S150022

Load No.=

Load=

D0 =

D50 =

D100 =

T50 =

Cv @ T50

0.242 ft.2/day

Ca = 0.003

Load No.=

Load=

D0 =

D90 =

D100 =

T90 =

Cv @ T90

0.376 ft.2/day

141227 Lower Rouge River Old Channel - Phase II

800.00 psf

0.8390

0.8369

0.8348

7.78 min.

800.00 psf

0.8391

0.8358

0.8355

21.60 min.

D ia l R e a d in g in

0.832

0.833

0.834

0.835

0.836

0.837

0.838

0.839

0.840

0.841

0.842

Elapsed Time (min.)

0.1 1 10 100 t 4t

D ia l R e a d in g in

0.832

0.833

0.834

0.835

0.836

0.837

0.838

0.839

0.840

0.841

0.842

Square Root of Elapsed Time (min.)

0 1 2 3 4 5 6 7 8 9 10 t90

Project:

Location: OC14-GT15-2224 Depth: 22 ft - 24 ft Sample Number: S150022

Load No.=

Load=

D0 =

D50 =

D100 =

T50 =

Cv @ T50

0.274 ft.2/day

Ca = 0.003

Load No.=

Load=

D0 =

D90 =

D100 =

T90 =

Cv @ T90

0.243 ft.2/day

141227 Lower Rouge River Old Channel - Phase II

1000.00 psf

0.8344

0.8329

0.8313

6.81 min.

1000.00 psf

0.8345

0.8313

0.8310

33.06 min.

D ia l R e a d in g in

0.8300

0.8305

0.8310

0.8315

0.8320

0.8325

0.8330

0.8335

0.8340

0.8345

0.8350

Elapsed Time (min.)

0.1 1 10 100 t 4t

D ia l R e a d in g in

0.8300

0.8305

0.8310

0.8315

0.8320

0.8325

0.8330

0.8335

0.8340

0.8345

0.8350

Square Root of Elapsed Time (min.)

0 1 2 3 4 5 6 7 8 9 10 t90

Project:

Location: OC14-GT15-2224 Depth: 22 ft - 24 ft Sample Number: S150022

Load No.=

Load=

D0 =

D50 =

D100 =

T50 =

Cv @ T50

0.256 ft.2/day

Ca = 0.003

Load No.=

Load=

D0 =

D90 =

D100 =

T90 =

Cv @ T90

0.219 ft.2/day

141227 Lower Rouge River Old Channel - Phase II

1250 psf

0.8307

0.8286

0.8266

7.22 min.

1250 psf

0.8306

0.8268

0.8264

36.33 min.

D ia l R e a d in g in

0.824

0.825

0.826

0.827

0.828

0.829

0.830

0.831

0.832

0.833

0.834

Elapsed Time (min.)

0.1 1 10 100

D ia l R e a d in g in

0.824

0.825

0.826

0.827

0.828

0.829

0.830

0.831

0.832

0.833

0.834

Square Root of Elapsed Time (min.)

0 1 2 3 4 5 6 7 8 9 10 t90

Project:

Location: OC14-GT15-2224 Depth: 22 ft - 24 ft Sample Number: S150022

Load No.=

Load=

D0 =

D50 =

D100 =

T50 =

Cv @ T50

0.213 ft.2/day

Ca = 0.003

Load No.=

Load=

D0 =

D90 =

D100 =

T90 =

Cv @ T90

0.189 ft.2/day

141227 Lower Rouge River Old Channel - Phase II

1500 psf

0.8262

0.8243

0.8225

8.62 min.

1500 psf

0.8262

0.8227

0.8223

41.82 min.

D ia l R e a d in g in

0.8217

0.8222

0.8227

0.8232

0.8237

0.8242

0.8247

0.8252

0.8257

0.8262

0.8267

Elapsed Time (min.)

0.1 1 10 100 t 4t

D ia l R e a d in g in

0.8217

0.8222

0.8227

0.8232

0.8237

0.8242

0.8247

0.8252

0.8257

0.8262

0.8267

Square Root of Elapsed Time (min.)

0 1 2 3 4 5 6 7 8 9 10 t90

Project:

Location: OC14-GT15-2224 Depth: 22 ft - 24 ft Sample Number: S150022

Load No.=

Load=

D0 =

D50 =

D100 =

T50 =

Cv @ T50

4.479 ft.2/day

Ca = 0.004

Load No.=

Load=

D0 =

D90 =

D100 =

T90 =

Cv @ T90

0.168 ft.2/day

141227 Lower Rouge River Old Channel - Phase II

1750 psf

0.8222

0.8218

0.8214

0.41 min.

1750 psf

0.8222

0.8189

0.8185

46.71 min.

D ia l R e a d in g in

0.8180

0.8185

0.8190

0.8195

0.8200

0.8205

0.8210

0.8215

0.8220

0.8225

0.8230

Elapsed Time (min.)

0.1 1 10 100 t 4t

D ia l R e a d in g in

0.8180

0.8185

0.8190

0.8195

0.8200

0.8205

0.8210

0.8215

0.8220

0.8225

0.8230

Square Root of Elapsed Time (min.)

0 1 2 3 4 5 6 7 8 9 10 t90

Project:

Location: OC14-GT15-2224 Depth: 22 ft - 24 ft Sample Number: S150022

Load No.=

Load=

D0 =

D50 =

D100 =

T50 =

Cv @ T50

0.581 ft.2/day

Ca = 0.004

Load No.=

Load=

D0 =

D50 =

D100 =

T50 =

Cv @ T50

0.354 ft.2/day

Ca = 0.005

141227 Lower Rouge River Old Channel - Phase II

2000 psf

0.8185

0.8176

0.8166

3.11 min.

3000 psf

0.8144

0.8093

0.8041

5.02 min.

D ia l R e a d in g in

0.8143

0.8148

0.8153

0.8158

0.8163

0.8168

0.8173

0.8178

0.8183

0.8188

0.8193

Elapsed Time (min.)

0.1 1 10 100

D ia l R e a d in g in

0.8010

0.8025

0.8040

0.8055

0.8070

0.8085

0.8100

0.8115

0.8130

0.8145

0.8160

Elapsed Time (min.)

0.1 1 10 100 t 4t

Project:

Location: OC14-GT15-2224 Depth: 22 ft - 24 ft Sample Number: S150022

Load No.=

Load=

D0 =

D90 =

D100 =

T90 =

Cv @ T90

0.396 ft.2/day

Load No.=

Load=

D0 =

D50 =

D100 =

T50 =

Cv @ T50

0.717 ft.2/day

Ca = 0.007

141227 Lower Rouge River Old Channel - Phase II

3000 psf

0.8144

0.8056

0.8046

19.36 min.

4000 psf

0.8029

0.8006

0.7982

2.43 min.

D ia l R e a d in g in

0.8010

0.8025

0.8040

0.8055

0.8070

0.8085

0.8100

0.8115

0.8130

0.8145

0.8160

Square Root of Elapsed Time (min.)

0 1 2 3 4 5 6 7 8 9 10 t90

D ia l R e a d in g in

0.794

0.795

0.796

0.797

0.798

0.799

0.800

0.801

0.802

0.803

0.804

Elapsed Time (min.)

0.1 1 10 100 t 4t

Project:

Location: OC14-GT15-2224 Depth: 22 ft - 24 ft Sample Number: S150022

Load No.=

Load=

D0 =

D90 =

D100 =

T90 =

Cv @ T90

0.316 ft.2/day

Load No.=

Load=

D0 =

D50 =

D100 =

T50 =

Cv @ T50

0.743 ft.2/day

Ca = 0.008

141227 Lower Rouge River Old Channel - Phase II

4000 psf

0.8030

0.7964

0.7957

23.75 min.

8000 psf

0.7947

0.7832

0.7718

2.26 min.

D ia l R e a d in g in

0.794

0.795

0.796

0.797

0.798

0.799

0.800

0.801

0.802

0.803

0.804

Square Root of Elapsed Time (min.)

0 1 2 3 4 5 6 7 8 9 10 t90

D ia l R e a d in g in

0.7675

0.7700

0.7725

0.7750

0.7775

0.7800

0.7825

0.7850

0.7875

0.7900

0.7925

Elapsed Time (min.)

0.1 1 10 100

Project:

Location: OC14-GT15-2224 Depth: 22 ft - 24 ft Sample Number: S150022

Load No.=

Load=

D0 =

D90 =

D100 =

T90 =

Cv @ T90

0.565 ft.2/day

Load No.=

Load=

D0 =

D50 =

D100 =

T50 =

Cv @ T50

0.729 ft.2/day

Ca = 0.005

141227 Lower Rouge River Old Channel - Phase II

8000 psf

0.7924

0.7740

0.7719

12.79 min.

16000 psf

0.7671

0.7542

0.7412

2.17 min.

D ia l R e a d in g in

0.7675

0.7700

0.7725

0.7750

0.7775

0.7800

0.7825

0.7850

0.7875

0.7900

0.7925

Square Root of Elapsed Time (min.)

0 1 2 3 4 5 6 7 8 9 10 t90

D ia l R e a d in g in

0.736

0.739

0.742

0.745

0.748

0.751

0.754

0.757

0.760

0.763

0.766

Elapsed Time (min.)

0.1 1 10 100 t 4t

Project:

Location: OC14-GT15-2224 Depth: 22 ft - 24 ft Sample Number: S150022

Load No.=

Load=

D0 =

D90 =

D100 =

T90 =

Cv @ T90

0.647 ft.2/day

Load No.=

Load=

D0 =

D90 =

D100 =

T90 =

Cv @ T90

0.761 ft.2/day

141227 Lower Rouge River Old Channel - Phase II

16000 psf

0.7660

0.7445

0.7421

10.49 min.

32000 psf

0.7343

0.7117

0.7092

8.29 min.

D ia l R e a d in g in

0.736

0.739

0.742

0.745

0.748

0.751

0.754

0.757

0.760

0.763

0.766

Square Root of Elapsed Time (min.)

0 1 2 3 4 5 6 7 8 9 10 t90

D ia l R e a d in g in

0.703

0.706

0.709

0.712

0.715

0.718

0.721

0.724

0.727

0.730

0.733

Square Root of Elapsed Time (min.)

0 1 2 3 4 5 6 7 8 9 10 t90

Project:

Location: OC14-GT15-2224 Depth: 22 ft - 24 ft Sample Number: S150022

Load No.=

Load=

D0 =

D50 =

D100 =

T50 =

Ca = 0.000

Load No.=

Load=

D0 =

D90 =

D100 =

T90 =

Cv @ T90

2.045 ft.2/day

141227 Lower Rouge River Old Channel - Phase II

8000 psf

0.7061

0.7132

0.7204

8000 psf

0.7134

0.7189

0.7195

3.05 min.

D ia l R e a d in g in

0.723

0.722

0.721

0.720

0.719

0.718

0.717

0.716

0.715

0.714

0.713

Elapsed Time (min.)

0.1 1 10 100

D ia l R e a d in g in

0.723

0.722

0.721

0.720

0.719

0.718

0.717

0.716

0.715

0.714

0.713

Square Root of Elapsed Time (min.)

0 1.5 3 4.5 6 7.5 9 10.5 12 13.5 15 t90

Project:

Location: OC14-GT15-2224 Depth: 22 ft - 24 ft Sample Number: S150022

Load No.=

Load=

D0 =

D50 =

D100 =

T50 =

Cv @ T50

0.641 ft.2/day

Load No.=

Load=

D0 =

D90 =

D100 =

T90 =

Cv @ T90

0.562 ft.2/day

141227 Lower Rouge River Old Channel - Phase II

2000 psf

0.7204

0.7291

0.7377

2.33 min.

2000 psf

0.7228

0.7342

0.7354

11.42 min.

D ia l R e a d in g in

0.742

0.740

0.738

0.736

0.734

0.732

0.730

0.728

0.726

0.724

0.722

Elapsed Time (min.)

0.1 1 10 100

D ia l R e a d in g in

0.742

0.740

0.738

0.736

0.734

0.732

0.730

0.728

0.726

0.724

0.722

Square Root of Elapsed Time (min.)

0 1.5 3 4.5 6 7.5 9 10.5 12 13.5 15 t90

Project:

Location: OC14-GT15-2224 Depth: 22 ft - 24 ft Sample Number: S150022

Load No.=

Load=

D0 =

D50 =

D100 =

T50 =

Load No.=

Load=

D0 =

D90 =

D100 =

T90 =

Cv @ T90

0.137 ft.2/day

141227 Lower Rouge River Old Channel - Phase II

500.00 psf

0.7381

0.7371

0.7360

500.00 psf

0.7394

0.7535

0.7551

48.81 min.

D ia l R e a d in g in

0.760

0.758

0.756

0.754

0.752

0.750

0.748

0.746

0.744

0.742

0.740

Elapsed Time (min.)

0.1 1 10 100

D ia l R e a d in g in

0.760

0.758

0.756

0.754

0.752

0.750

0.748

0.746

0.744

0.742

0.740

Square Root of Elapsed Time (min.)

0 2 4 6 8 10 12 14 16 18 20 t90

Project:

Location: OC14-GT15-2224 Depth: 22 ft - 24 ft Sample Number: S150022

Load No.=

Load=

D0 =

D50 =

D100 =

T50 =

Cv @ T50

4.747 ft.2/day

Load No.=

Load=

D0 =

D90 =

D100 =

T90 =

Cv @ T90

0.048 ft.2/day

141227 Lower Rouge River Old Channel - Phase II

250.00 psf

0.7572

0.7577

0.7583

0.34 min.

250.00 psf

0.7573

0.7645

0.7653

142.65 min.

D ia l R e a d in g in

0.7695

0.7680

0.7665

0.7650

0.7635

0.7620

0.7605

0.7590

0.7575

0.7560

0.7545

Elapsed Time (min.)

0.1 1 10 100 1000

D ia l R e a d in g in

0.7695

0.7680

0.7665

0.7650

0.7635

0.7620

0.7605

0.7590

0.7575

0.7560

0.7545

Square Root of Elapsed Time (min.)

0 2.5 5 7.5 10 12.5 15 17.5 20 22.5 25 t90

TRIAXIAL SHEAR TEST REPORT

Grand Rapids, MI

Client: EA Engineering, Science, and Technology, Inc.

Project: Lower Rouge River Old Channel - Phase II

Location: OC14-GT10-1113

Sample Number: S150004 Depth: 11 ft - 13 ft

Proj. No.: 141227 Date Sampled:

Type of Test:

Unconsolidated Undrained

Sample Type: Shelby Tube Sample

Description: Gray Lean Clay

LL= 29 PI= 13PL= 16

Assumed Specific Gravity= 2.80

Remarks: Failure Stress Reported at 15% Strain

Figure

Sample No.

Water Content, %

Dry Density, pcf

Saturation, %

Void Ratio

Diameter, in.

Height, in.

Water Content, %

Dry Density, pcf

Saturation, %

Void Ratio

Diameter, in.

Height, in.

Strain rate, %/min.

Back Pressure, psi

Cell Pressure, psi

Fail. Stress, psi

Ult. Stress, psi s1 Failure, psi s3 Failure, psi

In it ia l A t T e s t

24.0 103.5

97.5 0.6893

2.86 6.25

24.6 103.5 100.0

0.6893 2.86 6.25

1.71

0.0

17.5

8.5

17.5

26.0

D e v ia to r

S tr e s s p s i

2.5

7.5

12.5

Axial Strain, %

0 10 20 30 40

S h e a r S tr e s s p s i

Normal Stress, psi

0 5 10 15 20 25 30

C, psi f, deg

Tan(f)

Results

Grand Rapids, MI

Client: EA Engineering, Science, and Technology, Inc.

Project: Lower Rouge River Old Channel - Phase II

Location: OC14-GT11-0810

Sample Number: S150005

Proj. No.: 141227 Date Sampled:

Type of Test:

Unconsolidated Undrained

Sample Type: Shelby Tube Sample

Description: Gray Lean Clay

LL= 24 PI= 11PL= 13

Assumed Specific Gravity= 2.80

Remarks: Failure Stress Reported at 15% Strain

Figure

Sample No.

Water Content, %

Dry Density, pcf

Saturation, %

Void Ratio

Diameter, in.

Height, in.

Water Content, %

Dry Density, pcf

Saturation, %

Void Ratio

Diameter, in.

Height, in.

Strain rate, %/min.

Back Pressure, psi

Cell Pressure, psi

Fail. Stress, psi

Ult. Stress, psi s1 Failure, psi s3 Failure, psi

In it ia l A t T e s t

21.7 105.0

91.3 0.6652

2.83 6.16

23.8 105.0 100.0

0.6652 2.83 6.16

1.30

0.00

3.10

4.72

3.10

7.82

D e v ia to r

S tr e s s p s i

Axial Strain, %

0 10 20 30 40

S h e a r S tr e s s p s i

1.4

2.8

4.2

Normal Stress, psi

0 1.4 2.8 4.2 5.6 7 8.4

C, psi f, deg

Grand Rapids, MI

Client: EA Engineering, Science, and Technology, Inc.

Project: Lower Rouge River Old Channel - Phase II

Location: OC14-GT12-1618

Sample Number: S150012 Depth: 16 ft - 18 ft

Proj. No.: 141227 Date Sampled:

Type of Test:

Unconsolidated Undrained

Sample Type: Shelby Tube Sample

Description: Gray Lean Clay

LL= 26 PI= 13PL= 13

Assumed Specific Gravity= 2.80

Remarks: Failure Stress Reported at 15% Strain

Figure

Sample No.

Water Content, %

Dry Density, pcf

Saturation, %

Void Ratio

Diameter, in.

Height, in.

Water Content, %

Dry Density, pcf

Saturation, %

Void Ratio

Diameter, in.

Height, in.

Strain rate, %/min.

Back Pressure, psi

Cell Pressure, psi

Fail. Stress, psi

Ult. Stress, psi s1 Failure, psi s3 Failure, psi

In it ia l A t T e s t

21.1 108.9

97.6 0.6051

2.84 6.05

20.8 108.9

96.2 0.6051

2.84 6.05

1.18

0.0

6.1

4.5

6.1

10.6

D e v ia to r

S tr e s s p s i

Axial Strain, %

0 10 20 30 40

S h e a r S tr e s s p s i

1.8

3.6

5.4

Normal Stress, psi

0 1.8 3.6 5.4 7.2 9 10.8

C, psi f, deg

Grand Rapids, MI

Client: EA Engineering, Science, and Technology, Inc.

Project: Lower Rouge River Old Channel - Phase II

Location: OC14-GT14-2325

Sample Number: S150020 Depth: 23 ft - 25 ft

Proj. No.: 141227 Date Sampled:

Type of Test:

Unconsolidated Undrained

Sample Type: Shelby Tube Sample

Description: Gray Lean Clay

LL= 27 PI= 13PL= 14

Assumed Specific Gravity= 2.80

Remarks: Failure Stress Reported at 15% Strain

Figure

Sample No.

Water Content, %

Dry Density, pcf

Saturation, %

Void Ratio

Diameter, in.

Height, in.

Water Content, %

Dry Density, pcf

Saturation, %

Void Ratio

Diameter, in.

Height, in.

Strain rate, %/min.

Back Pressure, psi

Cell Pressure, psi

Fail. Stress, psi

Ult. Stress, psi s1 Failure, psi s3 Failure, psi

In it ia l A t T e s t

23.9 105.5 101.8

0.6573 2.79 6.08

23.0 105.5

97.8 0.6573

2.79 6.08

0.98

0.0

15.0

4.5

15.0

19.5

D e v ia to r

S tr e s s p s i

Axial Strain, %

0 10 20 30 40

S h e a r S tr e s s p s i

Normal Stress, psi

0 4 8 12 16 20 24

C, psi f, deg

Grand Rapids, MI

Client: EA Engineering, Science, and Technology, Inc.

Project: Lower Rouge River Old Channel - Phase II

Location: OC14-GT15-2224

Sample Number: S150022 Depth: 22 ft - 24 ft

Proj. No.: 141227 Date Sampled:

Type of Test:

Unconsolidated Undrained

Sample Type: Shelby Tube Sample

Description: Gray Lean Clay

LL= 27 PI= 13PL= 14

Assumed Specific Gravity= 2.78

Remarks: Failure Stress Reported at 15% Strain

Figure

Sample No.

Water Content, %

Dry Density, pcf

Saturation, %

Void Ratio

Diameter, in.

Height, in.

Water Content, %

Dry Density, pcf

Saturation, %

Void Ratio

Diameter, in.

Height, in.

Strain rate, %/min.

Back Pressure, psi

Cell Pressure, psi

Fail. Stress, psi

Ult. Stress, psi s1 Failure, psi s3 Failure, psi

In it ia l A t T e s t

23.9 103.4

97.8 0.6792

2.81 5.88

24.4 103.4 100.0

0.6792 2.81 5.88

0.93

0.0

17.5

7.5

17.5

25.0

D e v ia to r

S tr e s s p s i

1.5

4.5

7.5

Axial Strain, %

0 10 20 30 40

S h e a r S tr e s s p s i

Normal Stress, psi

0 5 10 15 20 25 30

C, psi f, deg

Grand Rapids, MI

Client: EA Engineering, Science, and Technology, Inc.

Project: Lower Rouge River Old Channel - Phase II

Location: OC14-GT15-4345

Sample Number: S150024 Depth: 43 ft - 45 ft

Proj. No.: 141227 Date Sampled:

Type of Test:

Unconsolidated Undrained

Sample Type: Shelby Tube Sample

Description: Gray Lean Clay

LL= 29 PI= 13PL= 16

Assumed Specific Gravity= 2.78

Remarks: Failure Stress Reported at 15% Strain

Figure

Sample No.

Water Content, %

Dry Density, pcf

Saturation, %

Void Ratio

Diameter, in.

Height, in.

Water Content, %

Dry Density, pcf

Saturation, %

Void Ratio

Diameter, in.

Height, in.

Strain rate, %/min.

Back Pressure, psi

Cell Pressure, psi

Fail. Stress, psi

Ult. Stress, psi s1 Failure, psi s3 Failure, psi

In it ia l A t T e s t

23.1 105.7 100.0

0.6413 2.78 6.15

23.1 105.7 100.0

0.6413 2.78 6.15

1.72

0.0

27.5

3.6

27.5

31.1

D e v ia to r

S tr e s s p s i

Axial Strain, %

0 10 20 30 40

S h e a r S tr e s s p s i

Normal Stress, psi

0 6 12 18 24 30 36

C, psi f, deg

Grand Rapids, MI

Client: EA Engineering, Science, and Technology, Inc.

Project: Lower Rouge River Old Channel - Phase II

Location: OC14-GT11-2830

Sample Number: S150009 Depth: 28 ft - 30 ft

Proj. No.: 141227 Date Sampled:

Type of Test:

CU with Pore Pressures

Sample Type: Shelby Tube Sample

Description: Gray Lean Clay

Assumed Specific Gravity= 2.80

Remarks: Failure Stress Reported at 15% Strain

Figure

Sample No.

Water Content, %

Dry Density, pcf

Saturation, %

Void Ratio

Diameter, in.

Height, in.

Water Content, %

Dry Density, pcf

Saturation, %

Void Ratio

Diameter, in.

Height, in.

Total Pore Pr., psi

Total Pore Pr., psi

Strain rate, %/min.

Back Pressure, psi

Cell Pressure, psi

Fail. Stress, psi

Ult. Stress, psi s1 Failure, psi s3 Failure, psi

In it ia l A t T e s t

22.9 103.6

93.4 0.6873

2.76 5.82

24.1 104.3 100.0

0.6751 2.75 5.80

1.01

50.0

61.0

8.2

54.8

6.2

14.4

22.9 104.1

94.5 0.6796

2.76 5.81

23.8 104.8 100.0

0.6675 2.76 5.80

0.54

50.0

70.0

14.9

55.9

14.1

29.0

22.8 103.0

91.8 0.6963

2.80 5.85

24.3 103.9 100.0

0.6816 2.79 5.84

0.83

50.0

80.0

15.6

59.9

20.1

35.7

D e v ia to r

S tr e s s p s i

Axial Strain, %

0 5 10 15 20

S h e a r S tr e s s p s i

Total Normal Stress, psi

Effective Normal Stress, psi

0 8 16 24 32 40 48

C, psi f, deg

Tan(f)

Total Effective

2.03

9.6

0.17

2.12

12.7

0.23

Grand Rapids, MI

Client: EA Engineering, Science, and Technology, Inc.

Project: Lower Rouge River Old Channel - Phase II

Location: OC14-GT12-2527

Sample Number: S150013 Depth: 25 ft - 27 ft

Proj. No.: 141227 Date Sampled:

Type of Test:

CU with Pore Pressures

Sample Type: Shelby Tube Sample

Description: Gray Lean Clay

LL= 33 PI= 19PL= 14

Assumed Specific Gravity= 2.80

Remarks: Failure Stress Reported at 15% Strain

Figure

Sample No.

Water Content, %

Dry Density, pcf

Saturation, %

Void Ratio

Diameter, in.

Height, in.

Water Content, %

Dry Density, pcf

Saturation, %

Void Ratio

Diameter, in.

Height, in.

Total Pore Pr., psi

Total Pore Pr., psi

Strain rate, %/min.

Back Pressure, psi

Cell Pressure, psi

Fail. Stress, psi

Ult. Stress, psi s1 Failure, psi s3 Failure, psi

In it ia l A t T e s t

23.2 106.7 101.6

0.6388 2.80 5.96

20.8 110.5 100.0

0.5815 2.76 5.89

0.84

50.0

60.0

11.8

53.4

6.6

18.4

23.6 106.7 103.6

0.6384 2.89 6.14

22.2 107.8 100.0

0.6216 2.88 6.12

0.61

50.0

70.0

28.5

52.2

17.8

46.3

23.6 106.5 103.0

0.6417 2.66 6.59

21.1 110.0 100.0

0.5898 2.63 6.52

0.61

50.0

80.0

41.6

52.9

27.1

68.7

D e v ia to r

S tr e s s p s i

Axial Strain, %

0 10 20 30 40

S h e a r S tr e s s p s i

Total Normal Stress, psi

Effective Normal Stress, psi

0 12 24 36 48 60 72

C, psi f, deg

Tan(f)

Total Effective

-0.83

25.3

0.47

0.72

24.9

0.46

Grand Rapids, MI

Client: EA Engineering, Science, and Technology, Inc.

Project: Lower Rouge River Old Channel - Phase II

Location: OC14-GT14-3335

Sample Number: S150021 Depth: 33 ft - 35 ft

Proj. No.: 141227 Date Sampled:

Type of Test:

CU with Pore Pressures

Sample Type: Shelby Tube Sample

Description: Gray Lean Clay

LL= 28 PI= 14PL= 14

Assumed Specific Gravity= 2.80

Remarks: Failure Stress Reported at 15% Strain

Figure

Sample No.

Water Content, %

Dry Density, pcf

Saturation, %

Void Ratio

Diameter, in.

Height, in.

Water Content, %

Dry Density, pcf

Saturation, %

Void Ratio

Diameter, in.

Height, in.

Total Pore Pr., psi

Total Pore Pr., psi

Strain rate, %/min.

Back Pressure, psi

Cell Pressure, psi

Fail. Stress, psi

Ult. Stress, psi s1 Failure, psi s3 Failure, psi

In it ia l A t T e s t

24.7 102.8

98.9 0.6999

2.81 5.89

24.9 103.0 100.0

0.6964 2.81 5.89

0.79

50.0

57.5

11.7

52.2

5.3

17.0

24.4 103.9 100.2

0.6829 2.80 5.79

24.1 104.4 100.0

0.6742 2.80 5.78

0.48

50.0

72.5

26.8

56.5

16.0

42.8

D e v ia to r

S tr e s s p s i

Axial Strain, %

0 10 20 30 40

S h e a r S tr e s s p s i

Total Normal Stress, psi

Effective Normal Stress, psi

0 9 18 27 36 45 54

C, psi f, deg

Tan(f)

Total Effective

1.45

19.6

0.36

1.34

24.5

0.46

DIRECT SHEAR TEST REPORT

Grand Rapids, MI

Client: EA Engineering, Science, and Technology, Inc.

Project: Lower Rouge River Old Channel - Phase II

Location: OC14-GT15-0204 & -0406

Sample Number: S150044, S150045 Depth: 2 ft - 6 ft

Proj. No.: 141227 Date Sampled:

Sample Type: SPT Sample

Description: Gray Silt with Sand

Assumed Specific Gravity= 2.7

Remarks:

Figure

Sample No.

Water Content, %

Dry Density, pcf

Saturation, %

Void Ratio

Diameter, in.

Height, in.

Water Content, %

Dry Density, pcf

Saturation, %

Void Ratio

Diameter, in.

Height, in.

Normal Stress, psi

Fail. Stress, psi

Strain, %

Ult. Stress, psi

Strain, %

Strain rate, %/min.

In it ia l A t T e s t

S h e a r S tr e s s p s i

1.5

4.5

7.5

Strain, %

0 5 10 15 20

V e rt ic a l D e fo rm a ti o n in

0.03

0.02

0.01

-0.01

-0.02

-0.03

Strain, %

0 4 8 12 16

Dilation

Consol.

F a il S tr e s s p s i

Normal Stress, psi

0 5 10 15

C, psi f, deg

Tan(f)

Results

0.99

25.1

0.47

60.4

65.5

103.7

1.5723

2.48

1.25

51.8

69.2

97.3

1.4375

2.48

1.18

1.00

1.40

6.5

0.10

60.4

66.1

105.4

1.5481

2.48

1.27

47.5

74.6

101.8

1.2603

2.48

1.12

7.00

4.41

6.9

0.10

60.4

63.9

99.5

1.6390

2.48

1.21

49.4

73.8

104.0

1.2840

2.48

1.05

12.50

6.78

11.7

0.10

Project: Lower Rouge River Old Channel Client: EA Engineering, Science, and Technology

MATERIAL DESCRIPTION/CLASSIFICATION:

1. Soft Gray Lean Clay; mostly clayey fines, trace medium to fine sand, moist (Qp=0.5 tsf)

2. UU Triaxial to be performed from 12.8 ft to 12.1 ft

3. Vane Shear to be performed from 12.1 ft to 11.7 ft

4. Index Testing to be performed on remaining sample

5. Top 0.1 ft sluff

NOTES:

SHELBY TUBE VISUAL IDENTIFICATION LOG

141227 4/15/2015

TOP DEPTH: 11.0 ftLENGTH: 1.9 ft

OC14‐GT10‐1113

MTC PROJECT NO.:

DATE:

SAMPLE ID:

BOTTOM DEPTH: 13.0 ft

MATERIAL DESCRIPTION/CLASSIFICATION:

1. Soft Gray Lean Clay; mostly clayey fines, trace medium to fine sand, moist (Qp=0.25 tsf)

2. UU Triaxial to be performed from 9.8 ft to 9.1 ft

3. Vane Shear to be performed from 9.1 ft to 8.7 ft

4. Index Testing to be performed on remaining sample

5. Top 0.1 ft sluff

NOTES:

SHELBY TUBE VISUAL IDENTIFICATION LOG

141227 4/15/2015

TOP DEPTH: 8.0 ftLENGTH: 1.9 ft

OC14‐GT11‐0810

MTC PROJECT NO.:

DATE:

SAMPLE ID:

BOTTOM DEPTH: 10.0 ft

MATERIAL DESCRIPTION/CLASSIFICATION:

1. Soft Gray Lean Clay; mostly clayey fines, trace medium to fine sand, moist (Qp=0.25 tsf)

2. Vane Shear to be performed from 24.4 ft to 24.8 ft

3. Index Testing to be performed on remaining sample

4. Top 0.3 ft sluff

NOTES:

SHELBY TUBE VISUAL IDENTIFICATION LOG

141227 4/15/2015

TOP DEPTH: 23.0 ftLENGTH: 1.6 ft

OC14‐GT11‐2325

MTC PROJECT NO.:

DATE:

SAMPLE ID:

BOTTOM DEPTH: 25.0 ft

MATERIAL DESCRIPTION/CLASSIFICATION:

1. Soft Gray Lean Clay; mostly clayey fines, trace medium to fine sand, moist (Qp=0.5 tsf)

2. Consolidated Undrained Triaxial to be performed from 29.9 ft to 28.3 ft

3. Vane Shear to be performed from 28.3 ft to 28.1 ft

4. Index Testing to be performed on post Triaxial Test sample

5. Top 0.1 ft sluff

NOTES:

SHELBY TUBE VISUAL IDENTIFICATION LOG

141227 4/15/2015

TOP DEPTH: 28.0 ftLENGTH: 1.9 ft

OC14‐GT11‐2830

MTC PROJECT NO.:

DATE:

SAMPLE ID:

BOTTOM DEPTH: 30.0 ft

2 3

MATERIAL DESCRIPTION/CLASSIFICATION:

1. Soft Gray Lean Clay; mostly clayey fines, trace medium to fine sand, moist (Qp=0.5 tsf)

2. Vane Shear to be performed from 0.2 ft to 0.4 ft from bottom of sample

3. Index Testing to be performed on remaining sample

4. 1.5 inch stone at 0.5 ft from bottom of tube appears to prevented full sampling

5.

NOTES:

SHELBY TUBE VISUAL IDENTIFICATION LOG

141227 3/18/2015

TOP DEPTH: 13.0 ftLENGTH: 1.2 ft

OC14‐GT12‐1315

MTC PROJECT NO.:

DATE:

SAMPLE ID:

BOTTOM DEPTH: 15.0 ft

MATERIAL DESCRIPTION/CLASSIFICATION:

1. Soft Gray Lean Clay; mostly clayey fines, trace medium to fine sand, moist (Qp=0.25 tsf)

2. UU Triaxial to be performed from 17.5 ft to 16.8 ft

3. Vane Shear to be performed from 16.8 ft to 16.5 ft

4. Index Testing to be performed on remaining sample

5. Top 0.1 ft sluff

NOTES:

SHELBY TUBE VISUAL IDENTIFICATION LOG

141227 4/15/2015

TOP DEPTH: 16.0 ftLENGTH: 1.5 ft

OC14‐GT12‐1618

MTC PROJECT NO.:

DATE:

SAMPLE ID:

BOTTOM DEPTH: 18.0 ft

MATERIAL DESCRIPTION/CLASSIFICATION:

1. Soft Gray Lean Clay; mostly clayey fines, trace medium to fine sand, moist (Qp=0.5 tsf)

2. Consolidated Undrained Triaxial to be performed from 27.0 ft to 25.5 ft

3. Vane Shear to be performed from 25.5 ft to 25.3 ft

4. Index Testing to be performed on remaining sample

5. Top 0.1 ft sluff

NOTES:

SHELBY TUBE VISUAL IDENTIFICATION LOG

141227 4/15/2015

TOP DEPTH: 25.0 ftLENGTH: 1.8 ft

OC14‐GT12‐2527

MTC PROJECT NO.:

DATE:

SAMPLE ID:

BOTTOM DEPTH: 27.0 ft

MATERIAL DESCRIPTION/CLASSIFICATION:

1. Soft Gray Lean Clay; mostly clayey fines, trace medium to fine sand, moist (Qp=0.25 tsf)

2. Vane Shear to be performed from 0.2 ft to 0.4 ft from bottom of tube

3. Index Testing to be performed on remaining sample

4. Top 0.2 ft sluff

5.

NOTES:

SHELBY TUBE VISUAL IDENTIFICATION LOG

141227 4/15/2015

TOP DEPTH: 48.0 ftLENGTH: 0.7 ft

OC14‐GT12‐4850

MTC PROJECT NO.:

DATE:

SAMPLE ID:

BOTTOM DEPTH: 50.0 ft

MATERIAL DESCRIPTION/CLASSIFICATION:

1. Soft Gray Lean Clay; mostly clayey fines, trace medium to fine sand, moist (Qp=0.5 tsf)

2. UU Triaxial to be performed from 24.8 ft to 24.1 ft

3. Vane Shear to be performed from 24.1 to 23.7 ft

4. Index Testing to be performed on remaining sample

5. Top 0.1 ft sluff

NOTES:

SHELBY TUBE VISUAL IDENTIFICATION LOG

141227 4/15/2015

TOP DEPTH: 23.0 ftLENGTH: 2.0 ft

OC14‐GT14‐2325

MTC PROJECT NO.:

DATE:

SAMPLE ID:

BOTTOM DEPTH: 25.0 ft

MATERIAL DESCRIPTION/CLASSIFICATION:

1. Soft Gray Lean Clay; mostly clayey fines, trace medium to fine sand, moist (Qp=0.25 tsf)

2. CU Triaxial to be performed at 0.3 ft to 0.8 ft and 0.8 ft to 1.3 ft from bottom of sample

3. Vane Shear performed at 1.3 ft to 1.5 ft from bottom of sample

4. Index Testing to be performed on the post‐test Triaxial samples

5. Top 0.2 ft sluff

6. Bottom section of sample mottled with wax inclusions

NOTES:

SHELBY TUBE VISUAL IDENTIFICATION LOG

141227 3/18/2015

TOP DEPTH: 33.0 ftLENGTH: 1.7 ft

OC14‐GT14‐3335

MTC PROJECT NO.:

DATE:

SAMPLE ID:

BOTTOM DEPTH: 35.0 ft

2 3

MATERIAL DESCRIPTION/CLASSIFICATION:

1. Soft Gray Lean Clay; mostly clayey fines, trace medium to fine sand, moist (Qp=0.25 tsf)

2. UU Triaxial to be performed from 23.8 ft to 23.1 ft

3. Consolidation to be performed from 23.1 ft to 22.9 ft

4. Vane Shear to be performed from 22.9 ft to 22.6 ft

5. Index Testing to be performed on remaining sample

6. Top 0.2 ft sluff

NOTES:

SHELBY TUBE VISUAL IDENTIFICATION LOG

141227 4/15/2015

TOP DEPTH: 22.0 ftLENGTH: 2.0 ft

OC14‐GT15‐2224

MTC PROJECT NO.:

DATE:

SAMPLE ID:

BOTTOM DEPTH: 24.0 ft

2 3 4

MATERIAL DESCRIPTION/CLASSIFICATION:

1. Soft Gray Lean Clay; mostly clayey fines, trace medium to fine sand, moist (Qp=0.5 tsf)

2. UU Triaxial to be performed from 44.8 ft to 44.1 ft

3. Vane Shear to be performed from 44.1 ft to 43.7 ft

4. Index Testing to be performed on remaining sample

5. Top 0.1 ft sluff

NOTES:

SHELBY TUBE VISUAL IDENTIFICATION LOG

141227 4/15/2015

TOP DEPTH: 43.0 ftLENGTH: 2.0 ft

OC14‐GT15‐4345

MTC PROJECT NO.:

DATE:

SAMPLE ID:

BOTTOM DEPTH: 45.0 ft

Client: Materials Testing Consultants

Project Name: LRROC Phase II

Project Location: LRROC

GTX #: 302927 Tested By: md

Test Date: 03/30 - 04/02/15 Checked By: jdt

1 2 3 Average

OC-14 GT-11 13-15 Top 117.2 22.9 95.3 0.21 0.18 0.23 0.21

Middle 115.1 23.4 93.2 0.15 0.11 0.13 0.13

Bottom --- --- --- --- --- --- ---

OC-14 GT-11 18-20 Top 129.7 22.8 105.6 0.16 0.34 0.24 0.25

Middle 130.0 21.8 106.8 0.30 0.36 0.32 0.33

Bottom 129.9 24.5 104.3 0.30 0.35 0.28 0.31

OC-14 GT-11 38-40 Top 127.5 26.0 101.1 0.25 0.22 0.22 0.23

Middle 119.3 29.1 92.4 0.30 0.30 0.30 0.30

Bottom 122.5 37.1 89.4 0.42 0.34 0.37 0.38

OC-14 GT-12 28-30 Top 123.9 20.5 102.8 0.18 0.14 0.16 0.16

Middle 130.4 23.8 105.4 0.21 0.17 0.20 0.19

Bottom 124.7 21.9 102.3 0.39 0.60 0.40 0.46

Moist, brown clay

Moist, brown clay

Moist, brown clay

Moist, brown clay with gravel

Moist, brown clay with gravel

Moist, brown clay with gravel

Dry

Density, lb/ft

Tube Handling with

Moisture Content (ASTM D2216), Density of Soil (ASTM D7263), Hand-Held Torvane, and Visual Description

Hand Held Torvane Readings, tsf

Boring

ID

Sample

ID

Depth, ft Section

Bulk

Density, lb/ft

Moisture

Content, Moist, brown clay with gravel

Moist, brown clay with gravel

Visual Description

Moist, brown clay with gravel

Moist, brown clay with gravel

Moist, brown clay with gravel

Project Name: LRROC Phase II

Project Location: LRROC

GTX #: 302927 Tested By: md

Test Date: 03/30 - 04/02/15 Checked By: jdt

1 2 3 Average

Dry

Density, lb/ft

Tube Handling with

Moisture Content (ASTM D2216), Density of Soil (ASTM D7263), Hand-Held Torvane, and Visual Description

Hand Held Torvane Readings, tsf

Boring

ID

Sample

ID

Depth, ft Section

Bulk

Density, lb/ft

Moisture

Content, %Visual Description

OC-14 GT-12 33-35 Top 127.4 24.6 102.3 0.16 0.15 0.13 0.15

Middle 128.4 23.0 104.3 0.45 0.34 0.45 0.41

Bottom 128.2 16.4 110.2 0.47 0.49 0.64 0.53

OC-14 GT-12 43-45 Top 122.5 26.4 96.9 0.20 0.16 0.18 0.18

Middle 121.7 27.4 95.6 0.19 0.20 0.20 0.20

Bottom 123.3 28.2 96.2 0.35 0.44 0.36 0.38

OC-14 GT-13 17-19 Top 124.5 26.4 98.5 0.18 0.19 0.18 0.18

Middle 131.0 28.8 101.7 0.21 0.20 0.19 0.20

Bottom 125.5 20.9 103.8 0.20 0.23 0.22 0.22

OC-14 GT-13 27-29 Top 129.9 23.1 105.5 0.27 0.27 0.25 0.26

Middle 126.0 22.3 103.0 0.27 0.29 0.31 0.29

Bottom 131.7 23.9 106.3 0.33 0.31 0.39 0.34

Moist, brown clay with gravel

Moist, brown clay with gravel

Moist, brown clay with gravel

Moist, brown clay

Moist, brown clay

Moist, brown clay

Moist, brown clay with gravel

Moist, brown clay with gravel

Moist, brown clay with gravel

Moist, brown clay with gravel

Project Name: LRROC Phase II

Project Location: LRROC

GTX #: 302927 Tested By: md

Test Date: 03/30 - 04/02/15 Checked By: jdt

1 2 3 Average

Dry

Density, lb/ft

Tube Handling with

Moisture Content (ASTM D2216), Density of Soil (ASTM D7263), Hand-Held Torvane, and Visual Description

Hand Held Torvane Readings, tsf

Boring

ID

Sample

ID

Depth, ft Section

Bulk

Density, lb/ft

Moisture

Content, %Visual Description

OC-14 GT-15 33-35 Top 124.0 26.7 97.9 0.14 0.15 0.17 0.15

Middle 124.9 21.8 102.6 0.36 0.36 0.37 0.36

Bottom 128.4 23.0 104.4 0.34 0.35 0.35 0.35

Notes: Density determined on undisturbed tube samples provided to GeoTesting Express in Shelby tubes

Moisture content determined by ASTM D2216 at 110 o C

Moist, brown clay

Moist, brown clay

Project Name: LRROC Phase II

Project Location: LRROC

GTX #: 302927

Boring ID: OC14

Sample ID: GT11

Depth, ft: 13-15

Top of Tube insert picture here

Vertical = 2.5" ht, 1.88" width

Horiz = 2.25" ht, 3" width

Bottom of Tube insert picture here

Vertical = 2.5" ht, 1.88" width

Horiz = 2.25" ht, 3" width

Project Name: LRROC Phase II

Project Location: LRROC

GTX #: 302927

Boring ID: OC14

Sample ID: GT11

Depth, ft: 18-20

Top of Tube insert picture here

Vertical = 2.5" ht, 1.88" width

Horiz = 2.25" ht, 3" width

Middle of Tube insert picture here

Vertical = 2.5" ht, 1.88" width

Bottom of Tube

Project Name: LRROC Phase II

Project Location: LRROC

GTX #: 302927

Boring ID: OC14

Sample ID: GT11

Depth, ft: 38-40

Top of Tube insert picture here

Vertical = 2.5" ht, 1.88" width

Horiz = 2.25" ht, 3" width

Middle of Tube insert picture here

Vertical = 2.5" ht, 1.88" width

Project Name: LRROC Phase II

Project Location: LRROC

GTX #: 302927

Boring ID: OC14

Sample ID: GT12

Depth, ft: 28-30

Top of Tube insert picture here

Vertical = 2.5" ht, 1.88" width

Horiz = 2.25" ht, 3" width

Middle of Tube insert picture here

Vertical = 2.5" ht, 1.88" width

Project Name: LRROC Phase II

Project Location: LRROC

GTX #: 302927

Boring ID: OC14

Sample ID: GT12

Depth, ft: 33-35

Top of Tube insert picture here

Vertical = 2.5" ht, 1.88" width

Horiz = 2.25" ht, 3" width

Middle of Tube insert picture here

Vertical = 2.5" ht, 1.88" width

Project Name: LRROC Phase II

Project Location: LRROC

GTX #: 302927

Boring ID: OC14

Sample ID: GT12

Depth, ft: 43-45

Top of Tube insert picture here

Vertical = 2.5" ht, 1.88" width

Horiz = 2.25" ht, 3" width

Middle of Tube insert picture here

Vertical = 2.5" ht, 1.88" width

Project Name: LRROC Phase II

Project Location: LRROC

GTX #: 302927

Boring ID: OC14

Sample ID: GT13

Depth, ft: 17-19

Top of Tube insert picture here

Vertical = 2.5" ht, 1.88" width

Horiz = 2.25" ht, 3" width

Middle of Tube insert picture here

Vertical = 2.5" ht, 1.88" width

Project Name: LRROC Phase II

Project Location: LRROC

GTX #: 302927

Boring ID: OC14

Sample ID: GT13

Depth, ft: 27-29

Top of Tube insert picture here

Vertical = 2.5" ht, 1.88" width

Horiz = 2.25" ht, 3" width

Middle of Tube insert picture here

Vertical = 2.5" ht, 1.88" width

Project Name: LRROC Phase II

Project Location: LRROC

GTX #: 302927

Boring ID: OC14

Sample ID: GT15

Depth, ft: 33-35

Top of Tube insert picture here

Vertical = 2.5" ht, 1.88" width

Horiz = 2.25" ht, 3" width

Middle of Tube insert picture here

Vertical = 2.5" ht, 1.88" width

Project Name: LRROC Phase II

Project Location: LRROC

GTX #: 302927

Date: 03/30 - 04/02/15

Tested by: md

Checked by: jdt

Boring ID Sample ID Depth, ft

Vane Shear

Strength, kN/m

Vane Shear

Strength, tsf

OC-14 GT-11 13-15 11.2 0.12

13.0 0.14

17.5 0.18

13.9 0.15

OC-14 GT-11 18-20 18.8 0.20

17.5 0.18

8.8 0.09

15.0 0.16

OC-14 GT-11 38-40 10.4 0.11

14.4 0.15

10.0 0.10

11.6 0.12

OC-14 GT-12 28-30 18.4 0.19

7.5 0.08

9.2 0.10

11.7 0.12

OC-14 GT-12 33-35 22.4 0.23

16.2 0.17

9.6 0.10

16.1 0.17

Moist, brown clay with gravel

Average

Average

Average

Average

Moist, brown clay with gravel

Moist, brown clay with gravel

Moist, brown clay

Laboratory Vane Shear by ASTM D 4648

Visual Description

Average

Project Name: LRROC Phase II

Project Location: LRROC

GTX #: 302927

Date: 03/30 - 04/02/15

Tested by: md

Checked by: jdt

Boring ID Sample ID Depth, ft

Vane Shear

Strength, kN/m

Vane Shear

Strength, tsf

Laboratory Vane Shear by ASTM D 4648

Visual Description

OC-14 GT-12 43-45 10.8 0.11

7.1 0.07

14.4 0.15

10.8 0.11

OC-14 GT-13 17-19 19.3 0.20

18.4 0.19

20.2 0.21

19.3 0.20

OC-14 GT-13 27-29 13.0 0.14

7.9 0.08

18.8 0.20

13.3 0.14

OC-14 GT-15 33-35 11.7 0.12

16.2 0.17

13.9 0.15

13.9 0.15

Comments:

Moist, brown clay with gravel

Average

Average

Moist, brown clay with gravel

Average

Moist, brown clay

Average

Consolidated Undrained Direct Simple Shear Testing of Cohesive Soils by ASTM D6528

Client: Materials Testing Consultants GTX#: 302927 Project Name: LRROC Phase II Test Date: 04/01/15 Project Location: LRROC

Boring ID: OC14 Sample ID: GT11 Depth, ft: 18-20

Visual Description: Moist, brown clay with gravel

Test Equipment: Top and bottom box (circular) = 2.50 in diameter. Load cells and LVDT’s connected to data acquisition system for shear force, normal load, horizontal and vertical displacement; surface area = 4.91 in2, soil height = 1 inch.

Stacked rings used. Set up included porous stones with pins.

Test Condition: Inundated prior to consolidation

Sample Type and Preparation: Extruded from tube, cut, trimmed and placed into apparatus at as-received density and moisture content

Parameter Point 1 Point 2 Point 3 Point 4 Point 5

Test No. DSS-1

Initial Moisture Content, % 23.7

Initial Dry Density, pcf 98.2

Nominal Rate of Shear Strain, %/hr 5.0

Vertical Consolidation Stress, psi 7.40

Final Moisture Content, % 21.4

Measured Peak Shear Stress, psi 5.81

Shear Strain at Peak Shear Stress, % 19.9

Membrane Correction, psi 0.33

Corrected Peak Shear Stress, psi 5.48

Su / ’vc 0.74

Comments:

Tested By: md Checked By: jdt

Notes: These results apply only to the sample tested for the specific test conditions. The test procedures employed follow accepted industry practice and the indicated test method. GeoTesting Express has no specific knowledge as to conditioning, origin, sampling procedure or intended use of the material.

nhubbard Typewritten Text

Typewritten Text

EFFECTIVE

nhubbard Typewritten Text

Project Name: LRROC Phase II Test Date: 04/01/15 Project Location: LRROC

Boring ID: OC14 Sample ID: GT12 Depth, ft: 33-35

Visual Description: Moist, brown clay with gravel

Test Equipment: Top and bottom box (circular) = 2.50 in diameter. Load cells and LVDT’s connected to data acquisition system for shear force, normal load, horizontal and vertical displacement; surface area = 4.91 in2, soil height = 1 inch.

Stacked rings used. Set up included porous stones with pins.

Test Condition: Inundated prior to consolidation

Sample Type

Test No. DSS-2

Initial Moisture Content, % 23.8

Initial Dry Density, pcf 99.0

Nominal Rate of Shear Strain, %/hr 5.0

Vertical Consolidation Stress, psi 13.5

Final Moisture Content, % 22.1

Measured Peak Shear Stress, psi 7.60

Shear Strain at Peak Shear Stress, % 19.4

Membrane Correction, psi 0.33

Corrected Peak Shear Stress, psi 7.27

Su / ’vc 0.54

Notes: These results apply only to the sample tested for the specific test conditions. The test procedures employed follow accepted industry practice and the indicated test method. GeoTesting Express has no specific knowledge as to

Typewritten Text

EFFECTIVE

nhubbard Typewritten Text nhubbard Typewritten Text nhubbard Typewritten Text nhubbard Typewritten Text

Project Name: LRROC Phase II Test Date: 04/02/15 Project Location: LRROC

Boring ID: OC14 Sample ID: GT13 Depth, ft: 27-29

Visual Description: Moist, brown clay with gravel

Test Equipment: Top and bottom box (circular) = 2.50 in diameter. Load cells and LVDT’s connected to data acquisition system for shear force, normal load, horizontal and vertical displacement; surface area = 4.91 in2, soil height = 1 inch.

Stacked rings used. Set up included porous stones with pins.

Test Condition: Inundated prior to consolidation

Sample Type

Test No. DSS-3

Initial Moisture Content, % 23.9

Initial Dry Density, pcf 100

Nominal Rate of Shear Strain, %/hr 5.0

Vertical Consolidation Stress, psi 11.3

Final Moisture Content, % 21.4

Measured Peak Shear Stress, psi 4.30

Shear Strain at Peak Shear Stress, % 19.4

Membrane Correction, psi 0.33

Corrected Peak Shear Stress, psi 3.97

Su / ’vc 0.35

Notes: These results apply only to the sample tested for the specific test conditions. The test procedures employed follow accepted industry practice and the indicated test method. GeoTesting Express has no specific knowledge as to

EFFECTIVE

nhubbard Typewritten Text

One-Dimensional Consolidation by ASTM D2435 - Method B

Project: LRROC Phase II Location: LRROC Project No.: GTX-302927 Boring No.: OC14 Tested By: md Checked By: jdt Sample No.: GT11 Test Date: 04/01/15 Depth: 18-20 ft Test No.: IP-3 Sample Type: intact Elevation: ---

Soil Description: Moist, brown clay with gravel Remarks: System V, Swell Pressure = 129 psf

Estimated Specific Gravity: 2.80 Liquid Limit: --- Specimen Diameter: 2.50 in Initial Void Ratio: 0.698 Plastic Limit: --- Initial Height: 1.00 in Final Void Ratio: 0.392 Plasticity Index: --- Final Height: 0.82 in

Before Consolidation After Consolidation Trimmings Specimen+Ring Specimen+Ring Trimmings

Container ID 13327 RING 16779

Wt. Container + Wet Soil, gm 151.12 273.97 260.09 163.35 Wt. Container + Dry Soil, gm 124.02 241.51 241.51 144.30 Wt. Container, gm 8.2600 108.87 108.87 8.3100 Wt. Dry Soil, gm 115.76 132.64 132.64 135.99 Water Content, % 23.41 24.47 14.01 14.01 Void Ratio --- 0.698 0.392 --- Degree of Saturation, % --- 98.19 100.00 --- Dry Unit Weight, pcf --- 102.94 125.54 ---

Note: Specific Gravity and Void Ratios are calculated assuming the degree of saturation equals 100% at the end of the test. Therefore, values may not represent actual values for the specimen.

Project: LRROC Phase II Location: LRROC Project No.: GTX-302927 Boring No.: OC14 Tested By: md Checked By: jdt Sample No.: GT11 Test Date: 04/01/15 Depth: 18-20 ft Test No.: IP-3 Sample Type: intact Elevation: ---

Soil Description: Moist, brown clay with gravel Remarks: System V, Swell Pressure = 129 psf

Displacement at End of Increment

Applied Final Void Strain Sq.Rt Stress Displacement Ratio at End T90 Cv Mv k psf in % min ft²/sec 1/psf ft/day

1 129. 0.004173 0.691 0.417 181.067 1.35e-007 3.23e-005 2.35e-005 2 250. 0.008591 0.683 0.859 84.678 2.86e-007 3.66e-005 5.65e-005 3 400. 0.01382 0.674 1.38 51.778 4.63e-007 3.49e-005 8.71e-005 4 600. 0.01994 0.664 1.99 71.820 3.30e-007 3.06e-005 5.45e-005 5 800. 0.02346 0.658 2.35 121.482 1.93e-007 1.76e-005 1.84e-005 6 1.00e+003 0.02726 0.651 2.73 149.973 1.55e-007 1.90e-005 1.59e-005 7 1.25e+003 0.03235 0.643 3.24 119.088 1.94e-007 2.04e-005 2.13e-005 8 1.50e+003 0.03666 0.636 3.67 68.983 3.32e-007 1.72e-005 3.08e-005 9 1.75e+003 0.04097 0.628 4.10 61.613 3.68e-007 1.72e-005 3.42e-005 10 2.00e+003 0.04416 0.623 4.42 93.962 2.39e-007 1.28e-005 1.65e-005 11 3.00e+003 0.05872 0.598 5.87 21.424 1.03e-006 1.46e-005 8.09e-005 12 4.00e+003 0.06891 0.581 6.89 26.129 8.23e-007 1.02e-005 4.52e-005 13 8.00e+003 0.09635 0.534 9.64 9.849 2.10e-006 6.86e-006 7.76e-005 14 1.60e+004 0.1239 0.487 12.4 7.103 2.74e-006 3.45e-006 5.09e-005 15 3.20e+004 0.1500 0.443 15.0 6.397 2.86e-006 1.63e-006 2.51e-005

Applied Final Void Strain Log Stress Displacement Ratio at End T50 Cv Mv k Ca psf in % min ft²/sec 1/psf ft/day %

1 129. 0.004173 0.691 0.417 0.000 0.00e+000 3.23e-005 0.00e+000 0.00e+000 2 250. 0.008591 0.683 0.859 0.000 0.00e+000 3.66e-005 0.00e+000 0.00e+000 3 400. 0.01382 0.674 1.38 0.000 0.00e+000 3.49e-005 0.00e+000 0.00e+000 4 600. 0.01994 0.664 1.99 0.000 0.00e+000 3.06e-005 0.00e+000 0.00e+000 5 800.