Text

Data Report E, Revision 0, Soil Laboratory Test Data.
	ML033650386
Person / Time
Site:	Humboldt Bay
Issue date:	05/10/2002
From:	Cluff L, Narayanan K, White R; Geomatrix Consultants, Pacific Gas & Electric Co
To:	; NRC/FSME
References
	+sisprbs20051109, -RFPFR
	Download: ML033650386 (254)
	v • d • e

HUMBOLDT BAY POWER PLANT DATA REPORT E SOIL LABORATORY TEST DATA HUMBOLDT BAY POWER PLANT ISFSI PREPARED BY: DATE: q/2 67z2 KA _ A Printed Name Organization VERIFIED BY: 12,r t LCtl.,- DATE: 2 O G tZ tp Printed Name Organization APPROVED BY: DATE: '1le/e Prin et Printed Name Organization Humboldt Bay ISFSI Page E-1 of 254 Data Report E, Rev. 0

DATA REPORT E SOIL LABORATORY TEST DATA HUMBOLDT BAY POWER PLANT ISFSI SITE TABLE OF CONTENTS Page

1.0 INTRODUCTION

.. 3 2.0 PURPOSE ............. 3 3.0 METHODOLOGY ............. 3 3.1 MOISTURE CONTENT AND UNIT WEIGHT ................ ............................. 4 3.2 ATTERBERG LIMITS ............................................. 4 3.3 CONSOLIDATION ............................................. 4 3.4 GRATN SIZE DISTRIBUTION ............................................. 4 3.5 CONSOLIDATED-UNDRAINED TRIAXIAL COMPRESSION TESTS ............................... 5 3.6 UNCONSOLIDATED-UNDRAINED TRIAXIAL COMPRESSION TESTS .......................... 5 3.7 UNCONFINED COMPRESSION TESTS........................................................................ 5 4.0 RESULTS .......... 5

5.0 REFERENCES

... .. 5 ATTACHMENTS Soil Laboratory Test Results FIGURES Figure E-1 Site and Boring Location Plan I:'Project\5000s\5117.009\Data reports\Report E\Data Report E.doc Humboldt Bay ISFSI Page E-2 of 254 Data Report E, Rev. 0

HUMIBOLDT BAY ISFSI DATA REPORT E SOIL LABORATORY TEST DATA HUMBOLDT BAY ISFSI

1.0 INTRODUCTION

Laboratory testing was performed on selected soil samples collected in borings 99-1, 99-2, 99-3, 99-4, and 99-5 drilled at the ISFSI sites S-2 and S-4. Boring locations are shown in Data Report B and on Figure E-1 of this data report. Borings were drilled by All Terrain Exploratory Drilling of Pleasant Grove, California and logged by Geomatrix Consultants (Geomatrix) of Oakland, California. Samples were transported from the plant site to the laboratory of Geomatrix in San Leandro, California. The samples were inspected and those selected for testing were transported to Cooper Testing Laboratories (Cooper) in Mountain View, California.

2.0 PURPOSE Selected samples of soil collected from the borings drilled for this study were tested to evaluate their physical, mechanical, and index properties. The propertied measured in the laboratory will be used for conducting geotechnical analysis consisting of (but not limited to) slope stability, earthquake-induced slope displacement, bearing capacity, and settlement.

3.0 METHODOLOGY Samples were collected from the borings using the following means:

a small modified California drive sampler (2.0-inch inside diameter [ID], 2.5-inch outside diameter [ODI);

a large modified California drive sampler (2.5-inch ID, 3.0-inch OD);

a 94-millimeter (mm) core barrel with a modified California sampler (2.0-inch ID, 2.5-inch OD);

a Standard Penetration Test (SPT) sampler (1.375-inch ID, 2.0-inch OD);

Humboldt Bay ISFSI Page E-3 of 254 Data Report E, Rev. 0

a 3-inch-diameter thin-walled Shelby tube advanced by pushing or Pitcher drilling.

The modified California samplers were lined with thin, segmented brass tubes. Sampler types are indicated on the boring logs and on the boring log explanation sheet in Data Report B.

Laboratory tests performed consist of Atterberg limits, consolidated-undrained and unconsolidated-undrained triaxial compression, unconfined compression, consolidation, moisture content, unit weight, and grain size distribution. Laboratory testing was performed by Cooper Testing Laboratory (Cooper) in Mountain View, Califomia.

3.1 MOISTURE CONTENT AND UNIT WEIGHT Measurement of moisture content and, where possible, unit weight and dry density were performed on samples recovered from the borings. These tests were conducted in general accordance with ASTM Test Methods D-2216 and D-2166. Results of the moisture content and dry density measurements are presented herein and at the corresponding sample locations on the logs of borings.

3.2 ATTERBERG LIMITS Tests were performed to determine the Atterberg limits (liquid limit and plastic limit) of 42 samples of cohesive soil recovered from the borings. These tests were conducted in general accordance with ASTM Test Method D-4318. Results of the tests are presented herein and at the corresponding sample locations on the logs of borings.

3.3 CONSOLIDATION Three samples were selected for stress-controlled consolidation testing. The tests were performed in general accordance with ASTM D2435. Compression curves from these consolidation tests are presented herein.

3.4 GRAIN SIZE DISTRIBUTION Sieve analyses were performed on 69 samples (45 with hydrometers) in general accordance with ASTM Test Method D-422 to determine their grain size distribution.

The percentages passing the No. 200 sieve are presented at the corresponding sample locations on the logs of borings. The results of the sieve analysis are presented herein.

Humboldt Bay ISFSI Page E-4 of 254 Data Report E, Rev. 0

3.5 CONSOLIDATED-UNDRAINED TRIAXIAL COMPRESSION TESTS Two samples obtained in thin-walled Shelby tubes and three samples obtained in 2 1/2-inch ID Modified California samplers were selected for consolidated-undrained triaxial testing. The tests were performed in general accordance with ASTM Test Method D-4767. The full results of the tests appear herein.

3.6 UNCONSOLIDATED-UNDRAINED TRIXIAL COMPRESSION TESTS Twenty-four samples obtained in thin-walled Shelby tubes or 2 /2-inch ID Modified California samplers were selected for unconsolidated-undrained triaxial testing. The tests were performed in general accordance with ASTM Test Method D-2850. The results of these tests, along with moisture content and dry density, are presented at the corresponding sample locations on the logs of borings. The full results of these appear herein.

3.7 UNCONFINED COMPRESSION TESTS Two samples were selected for unconfined compression testing. The tests were performed in general accordance with ASTM Test Method D-2166. The results of these tests, along with moisture content and dry density, are presented at the corresponding sample locations on the logs of borings. The full results of these appear in this data report.

4.0 RESULTS Laboratory test results are presented in Attachment 1 of this data report. Some of the laboratory test results also appear on the boring logs in data report B.

5.0 REFERENCES

American Society for Testing and Materials (ASTM), 1999, Annual Book of ASTM Standards, Section 4, Volume 04.08.

Data Report B, Boring Logs, Humboldt Bay Power Plant ISFSI Site.

Humboldt Bay ISFSI Page E-5 of 254 Data Report E, Rev. 0

BLANK PAGE Humboldt Bay ISFSI Page E-6 of 254 Data Report E, Rev. 0

BLANK PAGE Humboldt Bay ISFSI Page E-7 of 254 Data Report E, Rev.

ATTACHMENT 1 HUMBOLDT BAY ISFSI DATA REPORT E SOIL LABORATORY TEST RESULTS Humboldt Bay ISFSI Page E-9 of 2;'5 Data Report E, Rev. 0

COOPER TESTING LABS MOISTURE DENSITY - POROSITY DATA SHEET Job # 109-253 Client Geomatrix Project/Location 5117.02 Date 4/20/99 Boring # 99-1, 8 10 11 13 15 Depth (ft) 16.5-18 25-26.5 30-31.5 40 50-50.8 Soil Type brown brown brown brown grayish silty silty silty clayey brown SAND SAND w/ SAND SAND SAND w/

gravel silt Specific Gravity Volume Total cc Volume of Solids Volume of Voids Void Ratio Porosity _ __

Saturation %

Moisture % 20.4k 18.4i 14.1% 16.9i 18.7i Dry Density (pcf)

Remarks Humboldt Bay SFSI Page E-10 of 25--

Data Report E, Rev. 0

COOPER TESTING LABS MOISTURE DENSITY - POROSITY DATA SHEET Job # 109-253A Client Geomatrix Project/Location 5117.02 Date 4/20/99 Boring # 99-1, 20 22 99-2, 27 Depth (ft) 70-70.9 80-80.9 200-201.5 Soil Type gray olive gray brown brown SILT SAND w/ silty gravel SAND Specific Gravity Volume Total cc Volume of Solids Volume of Voids Void Ratio Porosity Saturation %

Moisture 10.2% 18.6i 26.7%

Dry Density (pcf)

Remarks Humboldt Bay ISFSI Page E-II of Z5H Data Report E, Rev. 0

COOPER TESTING LABS MOISTURE DENSITY - POROSITY DATA SHEET Job # 109-253B Client Geomatrix Project/Location 5117.02 Date 4/28/99 Boring # 99-1, 3 99-1, 18 99-2, 5 99-2, 6-3 99-2, 13 Depth (ft) 5.5-7.5 61-63 10-13 13.5-14 40-41.3 Soil Type orange brown yellow gray graybrown brown SAND gray CLAY, mottled clayey silty (silty) orange SAND SAND clayey SAND Specific Gravity 2.80 2.70 2.80 2.80 2.70 ASSUMED ASSUMED ASSUMED ASSUMED ASSUMED Volume Total cc 381.569 810.613 496.563 274.671 464.155 Volume of Solids 237.234 511.857 300.140 151.270 307.117 Volume of Voids 144.335 298.756 196.423 123.401 157.038 Void Ratio 0.608 0.584 0.654 0.816 0.511 Porosity % 37.8% 36.9% 39.6% 44.9% 33.8%

Saturation % 99.9% 98.1% 97.5% 96.8% 91.90 Moisture 21.7% 21.2% 22.8% 28.2% 17.4%

Dry Density (pcf) 108.7 106.4 105.7 96.3 111.5 Remarks Humboldt Bay ISFSI Page E-12 of Z'Sij Data Report E, Rev. 0

COOPER TESTING LABS MOISTURE DENSITY - POROSITY DATA SHEET Job # 109-253C Client Geomatrix Project/Location 5117.02 Date 4/28/99 Boring # 99-2, 18 Depth (ft) 70-73 Soil Type gray brown SAND Specific Gravity 2.70 ASSUMED Volume Total cc 606.329 Volume of Solids 378.442 Volume of Voids 227.887 Void Ratio 0.602 Porosity 37.6%

Saturation i 96.8%

Moisture 21.6%

Dry Density (pcf) 105.2 Remarks Humboldt Bay SFSI Page E-13 of Z54 Data Report E, Rev. 0

COOPER TESTING LABS-MOISTURE DENSITY - POROSITY DATA SHEET Job # 109-276 Client Geomatrix Project/Location 5117.08-Date 1/21/00 Boring # 99-5 16-4 Depth (ft) 61.4-61.9 Soil Type gry silty SAND, trace gravel Specific Gravity 2.75 ASSUMED Volume Total cc 336.385 Volume of Solids 245.206 Volume of Voids 91.179 Void Ratio 0.372 Porosity % 27.1%

Saturation % 98.4%

Moisture % 13.3%

Dry Density (-pcf) 125.1 Remarks Humboldt Bay ISFSI PageE-14of ZH Data Report E, Rev. 0

LIQUID AND PLASTIC LIMITS TEST REPORT E . U Dashed line indicates the approximate

-- I 50 1-upper limit boundary for natural soils _I A/I v-1 ov, ov' a:

L 40 0

z 30

!5 20 10 I

-d A A A A Ii. I. I I , i 7

4

_ 7I ML or OL MH otrOH 10 30 50 70 90 10 LIQUID LIMIT 65 I-z P-z 0

C, W

I-NUMBER OF BLOWS MATERIAL DESCRIPTION LL PL Pi %<#40 %<#200 uscs

gray CLAY w/sand 33 22 11 99.6 79.8 CL

gray brown mottled orange CLAY w/ sand 45 24 21 99.8 77.2 CL A yellow brown mottled gray CLAY w/ sand 39 24 15 99.3 77.3 CL

_ gray SLT 43 27 16 99.7 99.4 NE V gray CLAY, trace sand 31 22 9 99.8 85.6 CL Project No. 109-253 Client: Geomatrix Remarks:

Project: 5117.02 *Method A NMethod A A Method A

Source: 99-1 Sample No.: 7 (top) Elev./Depth: 13.5-16.5' *Method A

Source: 99-2 Sample No.: 3 Bottom Elev.iDepth: 5.5-8.5' VMethod A

Source: 99-2 Sample No.: 3 Top Elev.IDepth: 5.5-8.5'

Source: 99-2 Sample No.: 7 Elev.iDepth: 14.5-17.5'

'Source: 99-2 Sample No.: 94 Elev./Depth: 20-20.5' LIQUID AND PLASTIC LIMITS TEST REPORT COOPER TESTING LABORATORY Plate Humboldt Bay ISFSI Page E-15 of Z51j Data Report E, Rev. 0

LIQUID AND PLASTIC LIMITS TEST REPORT Dashed line indicates the approximate upper limit boundary for natural soils LIQUID LIMIT 40 39 - _

38__

-37 -

zul

~-36 z

0 _ _ _ __ _ _ _ _

035 33

-5 31 30.

10 NUMBER OF BLOWS 202530 MATERIAL DESCRIPTION LL PL Pi %<#40 %<#200 USCS

gray CLAY 35 21 14 99.8 97.6 CL I* gray CLAY 31 21 10 99.5 87.7 CL Project No. 109-253 Client: Geomatrix Remarks:

Project: 5117.02 *Method A N Method A

Source: 99-2 Sample No.: 24 Elev./Depth: 154.5-1575 USource: 99-2 Sample No.: 27 Elev./Depth: 200-201.5' LIQUID AND PLASTIC LIMITS TEST REPORT COOPER TESTING LABORATORY Plate Humboldt Bay SFSI Page E-16 of 25i Data Report E, Rev. 0

LIQUID AND PLASTIC LIMITS TEST REPORT

-1,.

w-J,

__ I Dashed line indicates the approximate 50V upper limit boundary for natural soilsl I _

0ON" -

LU 40 -

z-0 30 O-

,-10, 72 5 20 F-I 0-10 _________________________________ I MH or OH 7 _l K

Or ML or OL 4 0 MLorOL MH or OH 10 IU 7u 90 1 10 LIQUID LIMIT z

LU z

0 0

UJ I-NUMBER OF BLOWS MATERIAL DESCRIPTION I LL PL l PI l %<#40 l %<#200 USCS gray mottled orange sandy SILT 30 23 7 99.6 57.0 ML

orange brown, mottled gray silty SAND 23 25 NP 98.6 39.6 SM gray lean CLAY 32 23 9 99.8 93.6 CL

olive brown mottled orange SILT 29 23 6 99.4 89.6 ML V brown silty SAND 19 21 NP 99.9 35.3 SM Project No. 109-276 Client: Geomatrix Remarks:

Project: 5117.008 S Not possible to complete test. (Non Plastic)

Source: 99-3 Sample No.: 4 Elev./Depth: 5.5-7.2' A

Source: 99-3 Sample No.: 5 Elev.IDepth: 7.2-8.8' A Source: 99-3 Sample No.: 6-4 Elev./Depth: 16-16.5' vNot possible to complete test. (Non

Source: 99-3 Sample No.: 7-4 Elev./Depth: 21-21.5' Plastic) v Source: 99-3 Sample No.: 8 Elev./Depth: 25-26.5' LIQUID AND PLASTIC LIMITS TEST REPORT COOPER TESTING LABORATORY Plate Humboldt Bay ISFSI Page E-17 of Z:g-Data Report E, Rev. 0

LIQUID AND PLASTIC LIMITS TEST REPORT Dashed line indicates the approximate upper limit boundary for natural soils I

.1 NUMBER OF BLOWS MATERIAL DESCRIPTION LL PL Pi %<#40 %<#200 LJSCS

brown silty SAND 18 23 NP 100.0 16.1 SM

_ oraige brown silty SAND 14 15 NP 69.6 15.8 SM A brown silty SAND, trace clayey lumps 18 18 NP 99.6 46.2 SM

gray silty SAND 18 20 NP 93.6 33.7 SM V gray SILT w/sand 29 23 6 99.6 83.6 ML

= _ ' 1~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~

Project No. 109-276 Client: Geomatrix Remarks:

Project: 5117.008 *Not possible to complete test. (Non Plastic)

(Non Plastic) 0 Source: 99-3 Sample No.: 9 Elev./Depth: 30-31.5' A

- Source: 99-3 Sample No.: 10 Elev.IDepth: 35-37.5' *Not possible to complete test. (Non

Source: 99-3 Sample No.: 11 Elev./Depth: 40-41.5 Plastic) v

Source

99-3 Sample No.: 12 Elev.fDepth: 45-46.5 IT Source: 99-3 Sample No.: 13 Elev.IDepth: 50-52' LIQUID AND PLASTIC LIMITS TEST REPORT COOPER TESTING LABORATORY _ _ . Plate Humboldt Bay ISFSI Data Report E, Rev. 0 Page E-18 of 2 oi I

LIQUID AND PLASTIC LIMITS TEST REPORT Dashed line indicates the approximate upper limit boundary for natural soils -

X z

U en X.

12 0 2 _ I I , ' _ _ ,________:

162 z

1 42 I . i . . _ , i _ _ 1 , i z

1 22 _ I I _ _ _ _ _ _ l _ _ _

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W.

wU 82 -~~

62 42 . _ _ _ _ _ _ _ __ _

22F 20 25 30 40 NUMBER OF BLOWS MATERIAL DESCRIPTION LL PL Pi %<#40 %<#200 uscs

gray SILT w/trace sand 31 24 7 99.7 88.1 ML

gray SILT 47 30 17 99.8 99.4 ML A gray sandy SILT w/organics 180 126 54 82.8 67.5 MH

orange brown silty SAND 19 23 NP 99.1 25.1 SM v gray SILT 37 25 12 99.8 99.4 ML Project No. 109-276 Client: Geomatrix Remarks:

Project: 5117.008 A

Source: 99-3 Sample No.: 14 Elev.IDepth: 52-53.5 *Not possible to complete test. (Non

Source: 99-3 Sample No.: 15-3 Elev.[Depth: 55.5-56' Plastic)

Source: 99-3 Sample No.: 15-4 Elev./Depth: 56-56.5' v

_Source: 99-4 Sample No.: 5 Elev./Depth: 7-85 IrSource: 99-4 Sample No.: 6 Elev./Depth: 85-1 1I' LIQUID AND PLASTIC LIMITS EST REPORT I

COOPER TESTING LABORATORY Plate Humboldt Bay ISFSI Page E-19 of Z5t Data Report E, Rev. 0

LIQUID AND PLASTIC LIMITS TEST REPORT 60 Dashed line indicates the approximate -

A upper limit boundary for natural soils _e 50 _

/ / '/~~~~~~~~~~~~~~~~~~~~~~~~~~

LU 40 0

~ 30 4

/ ;

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'~ 20

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10 x 7

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' .5 10 20 25 40 NUMBER OF BLOWS MATERIAL DESCRIPTION LL PL Pi %<#40 %<#200 USCS gray SILT 50 29 21 99.8 99.6 MH

olive brown silty CLAY with sand 28 21 - 7 99.5 75.3 CL-ML I A brown mottled orange sandy SILT l 21 20 1 99.6 58.8 ML I

+ brown poorly graded SAND with silt 16 18 NP 97.6 11.8 SP-SM

_ brown mottled orange sandy SILTY CLAY 22 18 4 99.7 63.7 CL-ML Project No. 109-276 Client: Geomatrix Remarks:

Project: 5117.008 A Not possible to complete test. (Non

Source: 99-4 Sample No.: 7-4 Elev.IDepth: 16-16.5' Plastic)

USource: 99-4 Sample No.: 8-4 Elev./Depth: 21-21.5' * (Non Plastic)

V ASource: 994 Sample No.: 9 Elev./Depth: 25-26.5

Source: 99-4 Sample No.: 10-4 Elev./Depth: 31-31.5' YSource: 99-4 Samole No.: 11 Elev.IDeDth: 35-36.5 LIQUID AND PLASTIC LIMITS TEST REPORT COOPER TESTING LABORATORY Al Plate .

Humboldt Bay ISFSI Page E-20 of Z6,y Data Report E, Rev. P

LIQUID AND PLASTIC LIMITS TEST REPORT QU r-ir.

Dashed line indicates the approximate I upper limit boundary for natural soils 50 -

/ -

40 a

z 30 -So

-A 20 i.> Ax -

-I C,'-

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7 4 ML or OL 10 50 LIQUID LIMIT 87 87~~~~~~ I iF 4_T 79 71 i1 63 I t-.--~~~~~~~~~~~~~~~~~~~~~~~~~~

z 55 , .

z 0

47 I _ ._ , I _ _, _

u 39 i.

I-31 23 15 . , --,5 -

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5 10 20 25 30 40 NUMBER OF BLOWS MATERIAL DESCRIPTION LL PL pi %<#40 %<#200 USCS

brown poorly graded Sand with silt 15 20 NP 99.5 10.7 SP-SM

gray silty SAND 16 17 NP 98.5 24.4 SM A gray SAND w/roots 17 is NP 81.8 16.2 SM gray SILTY CLAY w/sand 25 20 5 99.7 73.0 CL-ML gray SILT 67 45 22 95.6 90.2 MH Project No. 109-276 Client: Geomatrix Remarks:

Project: 5117.008 a (Non Plastic) could not complete test

Source: 99-4 Sample No.: 10-3 Elev/Depth: 30.5-31 ' A

Source: 99-4 Sample No.: 12-3 Elev./Depth: 40.5-41' -

Source: 99-4 Sample No.: 14-3 Elev./Depth: 0.5-5'V

Source: 99-5 Sample No.: 14-3 Elev./Depth: 52.5-53' v Source: 99-5 Sample No.: 15-3 Elev./Depth: 55.5- 56' LIQUID AND PLASTIC LIMITS TEST REPORT I COOPER TESTING LABORATORY Plate Humboldt Bay ISFSI Page E-21 of 4 Data Report E, Rev. 0

LIQUID AND PLASTIC LIMITS TEST REPORT On.

UU Dashed line indicates the approximate w "

-I

'- 1 501

_ upper limit boundary for natural soils -

W 40 G 0 0

z

_ 30 I.-

5 20 10 7

i ML or OL MH or OH 4

10 Lu 7u 90 1 0 LIQUID LMIT NUMBER OF BLOWS MATERIAL DESCRIPTION LL PL Pi %<#40 %<#200 USCS

gray silty SAND 17 18 NP 99.1 24.9 SM

gray silty SAND w/roots 23 25 NP 85.5 34.6 SM A gray silty SAND 16 21 NP 73.5 19.6 SM

+ orange brown mottled gray CLAY wsand 38 19 19 98.3 65.8 CL V gray SILT 37 25 12 99.7 93.6 ML Project No. 109-276 Client: Geomatrix Remarks:

Project: 5117.008 *(Non Plastic)

ENot possible to complete test, (Non Plastic)

Source: 99-4 Sample No.: 12-4 Elev.IDepth: 41-41.5' A(Non Plastic)

Source: 99-4 Sample No.: 13 Elev.IDepth: 45-46.5'

Source: 99-4 Sample No.: 14-4 Elev.IDepth: 51-51.5'

Source: 99-5 Sample No.: 3-4 Elev.lDepth: 5-5.5' vSource: 99-5 Sample No.: 74 Elev./Depth: 16-16.5' LIQUID AND PLASTIC LIMITS TEST REPORT COOPER TESTING LABORATORY Plate l Humboldt Bay ISFSI Page E-22 of 25i Data Report E, Rev. 0

LIQUID AND PLASTIC LIMITS TEST REPORT 6 .

Dashed line indicates the approximate / K upper limit boundary for natural soils 7 501-j"", . ! 0y,

"- i 1 C, r LU 40 - _, :

0 z

30 - .1-"_1 I

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5 20 "111; 1<! GV 01 Q 10 7

4 ML or OL MH or OH 1-1~~~~~ A 10 30 50 70 90 1*0 LIQUID LIMIT zLU z

0 LU H:

NUMBER OF BLOWS MATERIAL DESCRIPTION LL PL Pi %<#40 %<#200 USCS

olive gray mottled orange SILT 38 25 13 98.9 92.2 ML

gray mottled orange SILT wltrace sand 31 26 5 99.2 91.6 ML A gray SILT 30 28 2 99.8 86.8 ML

gray mottled orange sandy SILT 21 20 l 98.9 55.7 ML V gray SILT 52 30 22 99.9 99.6 MH Project No. 109-276 Client: Geomatrix Remarks:

Project: 5117.008 A

Source: 99-5 Sample No.: 8-4 Elev./Depth: 21-21.5' *Not possible to complete test, (Non

Source: 99-5 Sample No.: 10 Elev.IDepth: 30-3 1.5' Plastic)

A Source: 99-5 Sample No.: 11-4 Elev./Depth: 36-36.5' V

Source: 99-5 Sample No.: 12 Elev.IDepth: 40-41.5' v Source: 99-5 Samole No.: 13-4 Elev./Deoth: 46-46.5' LIQUID AND PLASTIC LIMITS TEST REPORT COOPER TESTING LABORATORY l Plate Humboldt Bay ISFSI Data Report E, Rev. 0 Page E-23 of '2;1

Consolidation Test Report C

Y 0

CD I_

14 1 _ _ _ _ ____ itf L I r- l: iu II IO : z 0o9 n

0.67

/S 0.52 I-t. !I I.

I !,! I I/

- ... I.. .. . I . ' I '

0.37 - i-,---f---f---4--- - -f--i--,-- - -4 - - -------4--f---- - ---,----r--4 -"-4-h1--- --4 -f--4---- 4"- - t -i---f-- +-"---i--i--I 0.22 .1 10 2 5 20 50 100 Applied Pressure - ksf Natural Dry Dens. LL Pi Sp. Gr. USCS AASHTO Initial Void Saturation I Moisture (pcf) I II Ratio 98.5 % l 25.4 % 99.3 l 33 l 11 l 2.7 l CL 1 0.697 MATERIAL DESCRIPTION gray CLAY w/sand

_ : .1~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~

Project No. 109-253 Client: Geomatix Remarks:

Project: 5117.02 Source: 99-1 Sample No.: (top)

Elev.lDepth: 13.5-16.5' Consolidation Test Report COOPER TESTING LABORATORY Plate I"

-umboldt Bay ISFSI Page E-24 of 2i1 Data Report E, Rev. 0

Dial Reading vs. Time Project No.: 109-253 Project: 5117.02 Source: 99-1 Sample No.: 7 Elev./Depth: 13.5-16.5' Load No.= 4

.00966 - _. _ - _ . _

Load= 1.10 ksf

.01041 - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ Do= 0.00981 D9 0 = 0.01243

.01116 _

D 1 0 0 = 0.01273

.01191 _- T 9 0 = 5.61 mn.

0)

.01266 - _ _

i5 CV @Tg I (D

.01341 - _ .

0.37 fr.2 /day

.01416 - \ , , ______ __

.01491 _ = _______ ____________

.01566 - ___ __ F___ _ _

.016410 4 8 12 16 20 24 28 32 36 4C I

Square Root of Elapsed Time (min.)

.01520 t 0 _

Load No.= 5

.01595 r--

Load= 2.20 ksf

.01670 - Do = 0.01596 D 90 = 0.01921

.01745 - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _

.,_ .01820 -_

D 10 0 = 0.01958 T9 0 = 5.24 min.

r 0 .01895

Cv @ T 9 0

.01970 _ _ _ ______

0.40 ft.2/day

.02045 - _ _ _ _ ____ i

.02120 _ _ _ _ _

.02195 - _ _ _ _ _ _ _ _ _

02270 - -

45 5u Square Root of Elapsed Time (min.)

Plate COOPER TESTING LABORATORY-Iumboldt Bay IS FSI Page E-25 of 2-9-1

)ata Report E, R ev.

Dial Reading vs. Time Project No.: 109-253 Project: 5117.02 Source: 99-i Sample No.: 7 Elev./Depth: 13.5-16.5

.02272 t90

.02397 _ _ j _

Load No.= 6 Load= 4.40 ksf Do = 0.02398 C

.02647 1 _ _____

D 9 0 = 0.02856 D 1 0 0 = 0.02907

.02772 T9 = 2.56 min.

r

'a .02897 -

M CV @ T 9 l

.F .03022 _ _ _

n 0.80 f. 2 /day

.03147 _ __________

.03272 - _ _

.0 33 9 7 -_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _

.03522o D i5 10 15 20 25 30 35 40 45 5C Square Root of Elapsed Time (min.)

a) 5CU .0329 t t - = =

Load No.= 7 1

.0344 -- -

Load= 8.80 ksf

.0359 Do = 0.03446 D9 0 = 0.04106

.0374 D 10 = 0.04180

.0389 _- _______

T9 = 2.85 min.

cm r .0404 - _ _ _ _ _

Cy @ T 9 0

.0419 - _

0.71 ft. 2 lday

.0434 40 40 DU Square Root of Elapsed Time (min.)

Plate COOPER TESTING LABORATOR' Humboldt Bay I' SFSI Page E-26 of Z51 Data Report E, P,ev. 0

Dial Reading vs. Time Project No.: 109-253 Project: 5117.02 Source: 99-1 Sample No.: 7 Elev./Depth: 13.5-16.5'

.045-tjo -r ____.Load ,___.____ No.= 8

.048 _ - { I l ! 4 Load= 17.60 ksf

.051 - [ i Do= 0.04846

.054 -- 1 r____ 09= 0.06167

-.0574

_ t ____l = 0.06313m D 109 0 =32

.057 i T9 = 3.20 min.

co

4) Cv @ Tgo

.w rff 0.62 fi. 2 /day Square Root of Elapsed Time (min.)

.067 t90

.072~ - . i Load No.= 9 Load= 35.20 ksf

.0771 _ _ _ _ _ _ _ _ _ Do = 0.07296 Dg = 0.09500

.082- _ _ _

D1 0 0 = 0.09745 C

T9 0 = 3.34 min.

0 a)

.092 -_ _ _ _ _ _ I _ _ _ _ _ __ _ _ _ _ _ _ _ _

Cv @ T 9 0 0.57 ft. 2 /day

.102

.107 _ t[ i _ _ l .

.112_ l

.117 , c 1IUW cJ 7 ; q R F e U la 4U au

.w aa U 4a Du Square Root of Elapsed Time (min.)

Plate COOPER TESTING LABORATORY-Humboldt Bay 1:SFSI Data Report E, P,ev. 0 Page E-27 of 2-5-i

Dial Reading vs. Time Project No.: 109-253 Project: 5117.02 .

Source: 99-1 Sample No.: 7 Elev./Depth: 13.5-16.5' Load No.= 10 Load= 70.40 ksf Do= 0.11017 D 9 o = 0.13817 Dloo= 0.14128 Tgo = 3.22 min.

c CV @To ia Cu 0.56 ft.2 /day Square Root of Elapsed Time (min.)

Humboldt Bay ISFSI COOPER TESTING LABORATORY Plate I Data Report E, Rev. 0 Page E-28 of Zi1

CONSOLIDATION TEST DATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-1 Sample No.: 7 Elev. or Depth: 13.5-16.5' Sample Length (in./cm.):

Location:

Description:

gray SILT w/sand Liquid Limit: Plasticity Index:

USCS: AASHTO: Figure No.:

Testing Remarks:

Test Specimen Data TOTAL SAMPLE BEFORE TEST AFTER TEST Wet w+t = 150.40 g. Consolidometer # = 2 Wet w+t = 146.30 g.

Dry w+t = 119.90 g. Dry w+t = 119.90 g.

Tare Wt. = .00 g. Spec. Gravity = 2.7 Tare Wt. = .00 g.

Height = 1.00 in. Height = 1.00 in.

Diameter = 2.42 in. Diameter = 2.42 in.

Weight = 150.40 g. Defl. Table = 2 Moisture 25.4 % Ht. Solids = 0.5892 in. Moisture = 22.0 %

Wet Den. = 124.6 pcf Dry Wt. = 119.90 g.* Dry Wt. = 119.90 g.

Dry Den. = 99.3 pcf Void Ratio = 0.697 Void Ratio = 0.569 Saturation = 98.5 %

Initial dry weight used in calculations End-of-Load Summary Pressure Final Machine Cv Void % Compression (ksf) Dial (in.) Defl. (in.) (ft.2 /day) Ratio /Swell start 0.00000 0. 697 0.15 0.00150 0.00011 0.695 0 .1 Comprs.

0.30 0.00530 0.00017 0.689 0.5 Comprs.

0.55 0. 00820 0. 00023 0. 684 0.8 Comprs.

1.10 0.01480 0 . 00033 0.37 0.673 1.5 Comprs.

2.20 0 . 02200 0 .00053 0.40 0.661 2.2 Comprs.

4.40 0 .03320 0.00088 0.80 0.642 3.2 Comprs.

8.80 0. 04750 0.00130 0.71 0.619 4.6 Comprs.

17 . 60 0.07310 0. 00178 0.62 0.576 7.1 Comprs.

35.20 0.11080 0. 00241 0 . 57 0.513 10.8 Comprs.

70.40 0.15700 0.00341 0.56 0.437 15.4 Comprs.

17.60 0.14990 0.00178 0.446 14.8 Comprs.

4.40 0.13690 0.00088 0.466 13.6 Comprs.

1.10 0.11860 0.00033 0.497 11.8 Comprs.

Humboldt Bay ISFSI Data Report E, Rev, 0 COOPER TESTING LABORATORY Page E-29 of 254

Pressure Final Machine Cv Void % Compression (ksf) Dial (in.) Defl. (in.) (ft.2 /day) Ratio /Swell-0.15 0. 07590 0 .00011 0.569 7.6 Comprs.

Cc = PC =

Pressure: 0.15 ksf TEST READINGS Load No. 1 No. Elapsed Dial No. Elapsed Dial Time Reading Time Reading 1 0.00 0 .00000 11 1.00 0.00240 2 0.02 0 . 00200 12 2.00 0 .00190 3 0.03 0.00210 13 4.00 0.00180 4 0.05 0.00220 14 8.00 0.00160 5 0.07 0. 00220 15 10.00 0.00160 6 0.08 0.00230 16 20.00 0. 00160 7 0.10 0. 00230 17 40.00 0.00160 8 0.20 0. 00240 18 79.77 0.00150 9 0.40 0.00240 10 0.80 0.00240 Void Ratio = 0.695 Compression = 0.1 %

Pressure: 0.30 ksf TEST READINGS Load No. 2 No. Elapsed Dial No. Elapsed Dial No. Elapsed Dial Time Reading Time Reading Time Reading 1 0.00 0.00150 9 0.40 0.00340 17 40.00 0.00430 2 0.02 0.00280 10 0.80 0.00340 18 80.00 0.00440 3 0.03 0.00300 11 1.00 0.00350 19 100.00 0.00450 4 0.05 0.00300 12 2.00 0.00370 20 200.00 0.00460 5 0.07 0.00300 13 4.00 0.00380 21 400.00 0.00470 6 0.08 0.00310 14 8.00 0.00400 22 800.00 0.00510 7 0.10 0.00310 15 10.00 0.00400 23 866.48 0.00530 8 0.20 0.00320 16 20.00 0.00420 Void Ratio = 0.689 Compression = 0.5 %

Pressure: 0.55 ksf TEST READINGS Load No. 3 No. Elapsed Dial No. Elapsed Dial No. Elapsed Dial Time Reading Time Reading Time Reading 1 0.00 0. 00530 9 0.40 0.00620 17 40.00 0.00740 2 0.02 0.00580 10 0.80 0. 00640 18 80.00 0. 00750 3 0.03 0. 00590 11 1.00 0. 00650 19 100.00 0.00760 4 0.05 0. 00590 12 2.00 0.00670 20 200.00 0.00790 5 0.07 0.00600 13 4.00 0.00690 21 400.00 0.00820 6 0.08 0. 00600 14 8.00 0.00700 22 418.28 0.00820 7 0.10 0. 00600 15 10.00 0.00710 8 0.20 0. 00610 16 20.00 0. 00720 Void Ratio = 0.684 Compression = 0.8 %

Humboldt Bay SFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-30 of 25q

Pressure: 1.10 ksf TEST READINGS Load No. 4 No. Elapsed Dial No. Elapsed Dial 00891 9o Time Reading Time Reading .009 66 1 0.00 0.00820 13 4.00 0.01250 010 1 2 0.02 0.01000 14 8.00 0.01290 " I ;' ,

3 0.03 0.01020 15 10.00 0.01300 01266e 4 0.05 0.01030 16 20.00 0.01330 .01341 .X 5 0.07 0.01050 17 40.00 0.01350 .01416 I-6 0.08 0.01060 18 80.00 0.0138 014 91 __! ;

7 0.10 0.01070 19 100.00 0.01390 - 164 -

8 0.20 0.01090 20 200.00 0.01420 3 9 0.40 0.01100 21 400.00 0.01440 10 0.80 0.01140 22 800.00 0.01460 11 1.00 0.01150 23 1044.47 0.01480 12 2.00 0.01200 Void Ratio = 0.673 Compression = 1.5 %

Do = 0.00981 D 9 0 = 0.01243 D 1 0 0 = 0.01273 CV at 5.6 min. = 0.37 ft. 2 /day Pressure: 2.20 ksf TEST READINGS Load No. 5 No. Elapsed Dial No. Elapsed Dial Time Reading Time Reading 1 0.00 0.01480 13 4.00 0.01950 2 0.02 0.01650 14 8.00 0. 02000 3 0.03 0.01670 15 10.00 0.02010 4 0.05 0. 01680 16 20.00 0.02040 5 0.07 0.01680 17 40.00 0.02060 6 0.08 0.01700 18 80.00 0.02090 A-- 7 0.10 0.01700 19 100.00 0.02100 8 0.20 0.01730 20 200.00 0.02130 9 0.40 0.01770 21 400.00 0.02170 10 0.80 0.01810 22 800.00 0.02210 11 1.00 0.01830 23 1200.00 0.02210 12 2.00 0.01890 24 1278.85 0.02200 Void Ratio = 0.661 Compression = 2.2 %

Do = 0.01596 D 9 0 = 0.01921 D 1 0 0 = 0.01958 Cv at 5.2 min. = 0.40 ft. 2 /day Humboldt Bay ISFSI COOPER TESTING LABORATORY Data Report E, Rev. 0 Page E-31 of -

Pressure: 4.40 ksf TEST READINGS Load o. 6 No. Elapsed Dial No. Elapsed Dial 02272ts Time Reading Time Reading .02397? r _

1 0.00 0.02200 14 8.00 0.03050 .02522 - i 2 0. 02 0 .02510 15 10.00 0.03070 .02647 3 0. 03 0.02540 16 20.00 0.03100 02797 4 0.05 0.02550 17 40.00 0.03130 03C223 5 0.07 0.02570 18 80.00 0.03160 .31ii7iiIII 6 0.08 0.02580 19 100.00 0.03170 .03272 7 0.10 0.02590 20 200.00 0.03200 0352 -

8 0.20 0.02650 21 400.00 0.03240 -' "

9 0.40 0.02710 22 800.00 0.03320 10 0.80 0.02800 23 1200.00 0.03320 11 1.00 0.02830 24 1600.00 0.03320 12 2.00 0.02920 25 1740.00 0.03320 13 4.00 0.02990 Void Ratio = 0.642 Compression = 3.2 %

Do = 0.02398 D 9 0 = 0.02856 D 1 0 0 = 0.02907 Cv at 2.6 min. = 0.80 ft.2 /day Pressure: 8.80 ksf TEST READINGS Load No. 7 No. Elapsed Dial No. Elapsed Dial .0329 tan Time Reading Time Reading .0344 i i I I i ,!

1 0.00 0.03320 13 4.00 0.04280 59 --

.03ss I I I 1-

. I I I

.0374 2 0.02 0.03620 14 8.00 0.04360 .0389 3 0.03 0.03640 15 10.00 0.04380 .04 04 TI I I I 1 I L 4 0.05 0.03670 16 20.00 0.04440 .04 19 5 0.07 0. 03690 17 40.00 0 . 04500 .0434 N- I I I -

6 0.08 0.03710 18 80.00 0.04540 .0449 I

.0464 7 0.10 0.03720 19 100.00 0.04560 .0479 11 ! ! 1 1 1 1 1 I 3 I0 20 30 40 8 0.20 0.03790 20 200.00 0. 04 620 9 0.40 0.03880 21 400.00 0.04700 10 0.80 0. 04 000 22 800.00 0.04750 11 1.00 0.04040 23 1200.00 0.04750 12 2.00 0.04180 24 1468.60 0.04750 Void Ratio = 0.619 Compression = 4.6 %

Do = 0.03446 D 9 0 = 0.04106 D 1 0 0 = 0.04180 Cv at 2.8 min. = 0.71 ft.2 /day Humboldt Bay ISFSI COOPER TESTING LABORATORY Data Report E, Rev. 0 Page E-32 of 2Lj

Pressure: 17.60 ksf TEST READINGS Load No. 8 No. Elapsed Dial No. Elapsed Dial 04o5 t Time Reading Time Reading .04t _

1 0.00 0.04750 13 4.00 0.06410 05l _ l i 2 0.02 0.05090 14 8.00 0.06590 *.0 I T-3 0.03 0.05180 15 10.00 0.06630 0 { L 4 0.05 0.05210 16 20.00 0.06750 063 5 0.07 0.05240 17 40.00 0.06850 _066___i___

6 0.08 0.05260 18 80.00 0.06950 02i 7 0.10 0.05300 19 100.00 0.06990 0 8 0.20 0.05420 20 200.00 0.07090 0 IC 21 30 C 5c 9 0.40 0.05590 21 400.00 0.07220 10 0.80 0.05820 22 800.00 0.07300 11 1.00 0.05900 23 1139.67 0.07310 12 2.00 0.06170 Void Ratio = 0.576 Compression = 7.1 %

Do = 0.04846 D9 0 = 0.06167 D 1 0 0 = 0.06313 Cv at 3.2 min. = 0.62 ft.2 /day Pressure: 35.20 ksf TEST READINGS Load No. 9 No. Elapsed Dial No. Elapsed Dial Time Reading Time Reading

.0 2 -{-}- - -- 1

.072 - ji I 1 0.00 0.07310 13 4.00 0.09840

.082 - - i -1 2 0.02 0. 07 680 14 8.00 0.10130 .087 I I+ l I I_

3 0.03 0. 077 90 15 10.00 0.10200 -092 I I I Ir-4 0.05 0.07820 16 20.00 0.10400 .097 v I I I 5 0.07 0. 07890 17 40.00 0.10520 .102 ¢ H1F j_

6 0.08 0.07930 18 80.00 0.10650 107 - .. - -

.112 _ i i - [ --

~ 7 0.10 0.07980 19 100.00 0.10680 .117 0

0 I

10 20 I

30 I

40 I

50 8 0.20 0.08180 20 200.00 0.10800 9 0.40 0.08450 21 400.00 0. 10910 10 0.80 0.08830 22 800.00 0.11030 11 1.00 0.08970 23 1200.00 0.11070 12 2.00 0 . 09420 24 1556.13 0.11080 Void Ratio = 0.513 Compression = 10.8 %

Do = 0.07296 D 9 0 = 0.09500 D 1 0 0 = 0.09745 C. at 3.3 min. = 0.57 ft.2 /day Humboldt Bay ISFSI COOPER TESTING LABORATORY Data Report E, Rev. 0 Page E-33 of 2 5i

Pressure: 70.40 ksf TEST READINGS Load No. 10 No. Elapsed Dial No. Elapsed Dial .0951 9e .

Time Reading Time Reading .10266 _, ; : :

0. 14290 .1101 _ t:

1 0.00 0.11080 13 4.00 : I ' : :

2 0.02 0.11530 14 8.00 0.14620 .117bI __I __ ____

.125 _. '

3 0.03 0.11680 15 10.00 0 . 14690 .12 06 ~ ___ ___ __ ___ ___ _

4 0.05 0. 11730 16 20.00 0.14890 .14 0 1 t !

5 0.07 0.11820 17 40.00 0.15040 .1 47 71 18 80.00 0.15180 ! !1S !1 6 0.08 0.11860 I 0f;0 7 0.10 0.11940 19 100.00 0. 15230 .1701 2\ 3_ 40.

2C 3v TIC 50 8 0.20 0. 12190 20 200.00 0.15390 9 0.40 0.12550 21 400.00 0.15540 10 0.80 0.13030 22 800.00 0. 15640 11 1.00 0.13210 23 1200.00 0.15670 12 2.00 0.13790 24 1403.68 0.15700 Void Ratio = 0.437 Compression = 15.4 %

Do = 0.11017 D 9 0 = 0.13817 Dloo = 0.14128 C. at 3.2 min. = 0.56 ft. 2 /day Humboldt Bay ISFSI COOPER TESTING LABORATORY Data Report E, Rev. 0 Page E-34 of 2'54

Consolidation Test Report -, I- . . .

a, I I, I ,I ,I ,I , , , I I, ,I,I,, , I - I ,I .

IiI 0...0 I I l; i I, I I, . II; i i I I; .I, I i i i .I . I I I II !

I I I I I~7- I II-7

- r I - I-I ,- II I1-- I1-I I r--II - I!. I--T I I I F I I -I- ,i-I rI -- I I.. I A

5.U. . I I I I I I !

I I i ; I I; i i i I I iII 1 i - - I

-k. ;; '; i . i '

I -

7. I .5 I I I ! I I I I I I i i I I I I . I . . i I i I I iI i I I 1i I ;; . I i i . I; I L.:

C a) 10.0 - _ L.... -. 11 ! . LJJJLJ.

a) 15.0 _

U

.33 - - _ _ _ _ _

>0 Ca 1-1

.17 I

- - . . . L ................4....L...... -- - - . - .J................L...... .- -

I - ............................ L.... . - -

.13 .1 2 .5 2 5 10 20 50 100 Applied Pressure - ksf Natural Dry Dens. LL P1i Sp. Gr. SSAST Initial Void Saturation Moisture l (pcf Ratio 99.5 % 29.6% 93.5 43 16 2.7 NL 0.803 MATERIAL DESCRIPTION gray SILT Project No. 109-253 Client: Geomatrix Remarks:

Project: 5117.02 Source: 99-2 Sample No.: 7 Elev.lDepth: 14.5-17.5' Consolidation Test Report COOPER TESTING LABORATORY Plate

-lumboldt Bay ISFSI PageE-35of 2 Lj

)ata Report E, Rev. 0

Dial Reading vs. Time Project No.: 109-253 Project: 5117.02 Source: 99-2 Elev./Depth: 14.5-17.5' tso

.wo U.

Load No.= 4 nnRtpr, 1 I I- .I Load= 1.10 ksf D 0 = 0.00886 D 9 0 = 0.01197

-01035 D1 0 0 = 0.01231

.0111 ., _D T 90 = 9.92 rnin.

0)

.0C

.01185 .,

a) CV @ T 9 0 in .01260 0.21 ift2 /day

.01335

.01410

.01485

.01560 0 3 6 9 12 15 18 21 24 27 3I Square Root of Elapsed Time (min.)

01412 to 4 t0 0 Load No.= 5 Load= 2.20 ksf Do = 0.01520 D50- 0.01752 D1 0 0 = 0.0 1984 C

- T5 0 = 2.17 mmi.

C c l l

.01637-a, cu CV @ T5o

'a M

cr 0.22 ft.2 lday

.02012 -

n^0~7-

.02162

.01 .05 .1 .2 .5 1 2 5 10 20 50 200 500 2000 Elapsed Time (min.)

Plate

)PER TESTING LABORATORY-Humboldt Bay ISFSI Page E-36 of Zg-Data Report E, Rev. 0

Dial Reading vs. Time Project No.: 109-253

Project: 5117.02 Source: 99-2 Eiev./Depth: 14.5-17-5' to 4tn Load No.= 6 Load= 4.40 ksf Do = 0.02233 D5 = 0.02595

.029466 D 10 0 = 0.02958 C T 5 0 = 1.65 MMl.

.02191-CI @ T5 0 0.29 ft. 2 /day

.031 -

C:

CD Elapsed Time (min.)

M

.044 -1 0 lll]

031111111 l~l] 1iil ll3

.047-6-6 Load No.= 7 Load= 8.80 ksf

.03 6 Do = 0.03381 D50 = 0.03947 D100 = 0.04512

-.03316 T5 0 = 1.80 min.

tM

.S

.051 - .J- - .- ... LL....

.01 .05 .1 .2 1 2 5 10 20 50 2C)0 500 2000 Elapsed Time (min.)

Plate

'- %J%, rPER TESTING LABORATORY-lumboldt Bay ISFSI Page E-37 of 25-f

)ata Report E, Rev. 0

Dial Reading vs. Time Project No.: 109-253 Project: 5117.02 Source: 99-2 Elev./Depth: 14.5-17.5' to 4to nA7 . I - r .

Load No.= 8 N

Load= 17.60 ksf I Do = 0.05373 D50 = 0.06618 D100 = 0.07863

.0 5 T 5 0 = 2.59 nun.

c w

aC i5 Q)

Cv @ T5 0

0 0.17 ft. 2 /day

. 7 i 5 . 2 I... 2l 5 10 I I0 I 50 200 M

Elapsed Time (min.)

M Load No.= 9 Load= 35.20 ksf Do = 0.09024 D5 0 = 0.10688 D100= 0.12352 T50 = 2.27 mm.

a) 5 .0943

.1318 I~~~~~~~~~~~~

0.19 ft. 2 /day

.1393-

.146 8 .. .01 .05.5 .111.2 2 5 101 20 50 200 500 2000~~~~~~~~~~~~~~~~

Elapsed Time (min.)

Plate COOPER TESTING LABORATORY.

Humboldt Bay I' IFSI Page E-38 of Z5-1 Data Report E, R',eV. 0

Dial Reading vs. Time Project No.: 109-253 Project: 5117.02 Source: 99-2 Elev./Depth: 14.5-17.5' tn 4tn Load No.= 10 Load= 70.40 ksf D 0 = 0. 13721 D 5 0 = 0.15566 D 1 0 0 = 0.17411 Z-CY T 5 0 = 1.78 min.

C Cu .1488-Ca)

CV @ T5 0

_ .1563-0.23 f. 2 /day

.1938

.01 .05 .1 .2 .5 1 2 5 10 20 50 200 500 2000 Elapsed Time (min.)

I Plate COOPER TESTING LABORATORY.

Humboldt Bay SFSI 5 PageE-39of 2 -i Data Report E, Rev. 0

rt'NSOLIDTArrTON TRrrT nATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-2 Sample No.:

Elev. or Depth: 14.5-17.5' Sample Length (in./cm.):

Location:

Description:

gray CLAY, silty, stiff Liquid Limit: Plasticity Index:

USCS: AASHTO: Figure No.:

Testing Remarks:

Test Specimen Data TOTAL SAMPLE BEFORE TEST AFTER TEST Wet w+t = 146.30 g. Consolidometer # = 2 Wet w+t = 140.70 g.

Dry w+t = 112.90 g. Dry w+t = 112.90 g.

Tare Wt. = .00 g. Spec. Gravity = 2.7 Tare Wt. = .00 g.

Height = 1.00 in. Height = 1.00 in.

Diameter = 2.42 in. Diameter = 2.42 in.

Weight = 146.30 g. Defl. Table = 2 Moisture = 29.6 % Ht. Solids 0.5548 in. Moisture 24.6 %

Wet Den. = 121.2 pcf Dry Wt. = 112.90 g.* Dry Wt. 112.90 g.

Dry Den. = 93.5 pcf Void Ratio = 0.803 Void Ratio = 0.637 Saturation = 99.5 %

Initial dry weight used in calculations End-of-Load Summary Pressure Final Machine Cv Void % Compression 2

(ksf) Dial (in.) Defi. (in.) (f t. /day) Ratio /Swell start 0. 00000 0.803 0.15 0. 00270 0. 00011 0.798 0.3 Comprs.

0.30 0.00510 0.00017 0.794 0.5 Comprs.

0.55 0.00820 0. 00023 0.788 0.8 Comprs.

1.10 0.01400 0.00033 0.21 0.778 1.4 Comprs.

2.20 0.02110 0.00053 0.22 0.765 2.1 Comprs.

4.40 0. 03230 0.00088 0.29 0.746 3.1 Coinprs.

8.80 0.04990 0.00130 0.26 0.715 4.9 Comprs.

17.60 0 . 08550 0.00178 0.17 0. 652 8.4 Comprs.

35.20 0.13360 0.00241 0.19 0.566 13.1 Comprs.

70.40 0.18600 0.00341 0.23 0.473 18.3 Comprs.

17.60 0. 17 600 0.00178 0.489 17.4 Comprs.

4.40 0.15860 0.00088 0.518 15.8 Comprs.

1.10 0. 13590 0.00033 0.558 13.6 Comprs.

0.15 0.09170 0 .00011 0. 637 9.2 Comprs.

Humboldt Bay ISFSI COOPER TESTING LABORATORY Data Report E, Rev. 0 Page E-40 of 25H

cc PC Pressure: 0.15 ksf TEST READINGS Load No. 1 No. Elapsed Dial No. Elapsed Dial Time Reading Time Reading 1 0.00 0.00000 11 1.00 0.00310 2 0.02 0.00240 12 2.00 0.00290 3 0.03 0.00260 13 4.00 0.00290 4 0.05 0.00270 14 8.00 0.00280 5 0.07 0.00280 15 10.00 0.00280 6 0.08 0.00280 16 20.00 0.00270 7 0.10 0.00290 17 40.00 0.00270 8 0.20 0.00290 18 80.00 0.00290 9 0.40 0.00310 19 100.00 0.00270 10 0.80 0.00310 20 109.68 0.00270 Void Ratio = 0.798 Compression = 0.3 %

Pressure: 0.30 ksf TEST READINGS Load No. 2 No. Elapsed Dial No. Elapsed Dial No. Elapsed Dial Time Reading Time Reading Time Reading 1 0.00 0.00270 8 0.20 0.00350 15 10.00 0.00450 2 0.02 0.00310 9 0.40 0.00360 16 20.00 0.00470 3 0.03 0.00320 10 0.80 0.00360 17 40.00 0.00480 4 0.05 0.00320 11 1.00 0.00370 18 80.00 0.00500 5 0.07 0.00330 12 2.00 0.00390 19 100.00 0.00510 6 0.08 0.00330 13 4.00 0.00430 20 200.00 0.00510 7 0.10 0.00330 14 8.00 0.00440 21 249.82 0.00510 Void Ratio = 0.794 Compression = 0.5 %

Pressure: 0.55 ksf TEST READINGS Load No. 3 No. Elapsed Dial No. Elapsed Dial No. Elapsed Dial Time Reading Time Reading Time Reading 1 0.00 0.00510 9 0.40 0.00590 17 40.00 0.00730 2 0.02 0.00540 10 0.80 0.00600 18 80.00 0. 00750 3 0.03 0. 00540 11 1.00 0. 00600 19 100.00 0.00750 4 0.05 0 . 00540 12 2.00 0 . 00620 20 200.00 0.00760 5 0.07 0. 00540 13 4.00 0.00640 21 400.00 0.00770 6 0.08 0.00540 14 8.00 0. 00680 22 800.00 0.00840 7 0.10 0. 00550 15 10.00 0.00690 23 1023.15 0.00820 8 0.20 0 . 00580 16 20.00 0.00700 Void Ratio = 0.788 Compression = 0.8 %

Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E41 of Z51

Pressure: 1.10 ksf TEST READINGS Load No. 4 No. Elapsed Dial No. Elapsed Dial 00810 t90 Time Reading Time Reading .00885 - _ ,

1 0.00 0.00820 12 2.00 0.01090 .00960 2 0.02 0.00940 13 4.00 0.01160 .01035

.01110 3 0.03 0.00940 14 8.00 0.01220 0185 - . _ __ . ! _

4 0.05 0.00940 15 10.00 0.01230 .01260_

5 0.07 0.00940 16 20.00 0.01260 .C'33S3 6 0.08 0.00940 17 40.00 0.01300 . _

7 0.10 0.00940 18 80.00 0.01320 05_0-8 0.20 0.00970 19 100.00 0.01330 9 0.40 0.01000 20 200.00 0.01360 10 0.80 0.01030 21 400.00 0.01390 11 1.00 0.01040 22 508.28 0.01400 Void Ratio = 0.778 Compression = 1.4 %

Do = 0.00886 D 9 0 = 0.01197 D 1 0 0 = 0.01231 Cv at 9.9 min. = 0.21 ft. 2 /day Pressure: 2.20 ksf TEST READINGS Load No. 5 No. Elapsed Dial No. Elapsed Dial '041 o 4to Time Reading Time Reading 1 0.00 0.01400 13 4.00 0.01870 .015 62 111"N ,1111i~IIIII 1111111111 2 0.02 0.01540 14 8.00 0.01950 .067 _ IMMM ; I I . HIIIHIME 3 0.03 0.01550 15 10.00 0 . 01960 4 0.05 0.01560 16 20.00 0. 02010 .0 72 IIII I I.Ila. .I 1 I . 11 I I II 5 0.07 0.01560 17 40.00 0.02040 6 0.08 0.01570 18 80.00 0. 02060 7 0.10 0. 01570 19 1 00.00 0. 02060 8 0.20 0.01600 20 200.00 0. 02080 9 0.40 0.01640 21 400.00 0.02100 10 0.80 0.01680 22 800.00 0.02100 11 1.00 0.01710 23 1039.18 0.02110 12 2.00 0. 01780 Void Ratio = 0.765 Compression = 2.1 %

Do = 0.01520 D 5 0 = 0.01752 D 1 0 0 = 0.01984 Cv at 2.2 min. = 0.22 ft.2 /day Humboldt Bay ISFSI -

Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-42 of 15

Pressure: 4.40 ksf TEST READINGS Load o. 6 No. Elapsed Dial No. Elapsed Dial 02066 Time Reading Time Reading .02191 _l .1!

1 0.00 0.02110 13 4.00 0.02830 .02316 I Jill,:

2 0.02 0.02280 14 8.00 0.02940 .02441 _. I_ 1jt_ [

0.03 0 .02 300 15 10.00 0 .02 98 0 .02566 'lii 11i lij 4 0.05 0 .02310 16 20. 00 0 .03030 .02816 _ MtIlo 5 0 07 0 02340 17 40. 00 0 03080 .02941 _ _ i I ;

6 0.08 0.02350 18 80.00 0.03100 .03066 _ I 7 0.10 0.02360 19 100.00 0.03110 03316. _ ji 8 0.20 0.02390 20 200.00 0.03160 5. oc 9 0.40 0.02450 21 400.00 0.03180 10 0.80 0.02530 22 800.00 0.03210 11 1.00 0.02570 23 1200.00 0.03210 12 2.00 0.02680 24 1426.50 0.03230 Void Ratio = 0.746 Compression = 3.1 %

Do = 0.02233 D5 0 = 0.02595 D 1 0 0 = 0.02958 Cv at 1.7 min. = 0.29 ft. 2 /day Pressure: 8.80 ksf TEST READINGS Load No. 7 No. Elapsed Dial No. Elapsed Dial .03 1 to0 4t0 Time Reading Time Reading 1 0.00 0. 03230 13 4.00 0.04280 .03 II'3 I3 11111111111111 2 0.02 0.03440 14 8.00 0.04460 .039 11111 la& I 11 III nillg1I 3 0.03 0.03480 15 10.00 0 . 04520 Aff111111111 I N11I1I11I11111111 11111111 11 4 0.05 0 . 03500 16 20.00 0.04610 .041

.04 3 1 7"a 111 I r01il1 X 17 40.00 .040' 5 0.07 0.03510 0.04690

.047 6 0.08 0.03540 18 80.00 0.04760 .04 9 7 0.10 0. 03550 19 100.00 0.04770

.01.1 .1 .5 2 0' 50 S00 8 0.20 0.03610 20 200.00 0.04830 9 0.40 0.03710 21 400.00 0.04880 10 0.80 0.03820 22 800.00 0.04930 11 1.00 0.03880 23 1147.10 0.04990 12 2.00 0 . 04060 Void Ratio = 0.715 Compression = 4.9 %

Do = 0.03381 D5 0 = 003947 D 1 0 0 = 0.04512 C. at 1.8 min. = 0.26 ft.2 /day DataReport E, Rev COOPER TESTING LABORATORY Page E-43 of Z 5di

Pressure: 17.60 ksf TEST READINGS Load No.

No. Elapsed Dial No. Elapsed Dial 04, t 4o Time Reading Time Reading .5 1 0.00 0.04990 13 4.00 0.07020 oss _

2 0.02 0.05340 14 8.00 0.07480 063 I I T i II 7 iI 3 0.03 0.05400 15 10.00 0.07590 IiN I II I I I 4 0.05 0.05420 16 20.00 0.07830 .. XI I . 1 I I I11ii?2 5 0. 07 0.05470 17 40. 00 0.08020 .075 6 0.08 0.05490 18 80 00 0.08150 0'9 _tt ;

7 0.10 0.05510 19 100.00 0.08200 0'53 _E 8 0.20 0.05640 20 200.00 0.08290 07 .. s soc 9 0.40 0.05820 21 400.00 0.08390 10 0.80 0.06070 22 800.00 0.08500 11 1.00 0.06170 23 1200.00 0.08530 12 2.00 0.06560 24 1430.55 0.08550 Void Ratio = 0.652 Compression = 8.4 %

Do = 0.05373 D 5 0 = 0.06618 D1 0 = 0.07863 Cv at 2.6 min. = 0.17 ft.2 /day Pressure: 35.20 ksf TEST READINGS Load No. 9 No. Elapsed Dial No. Elapsed Dial Time Reading Time Reading .0 793 1i1 I I11g 1 1111111 1II IIIIIiI1I IIIMIIIIl

1093 tKI 11111 I 1 0.00 0.08550 13 4.00 0.11360 2 0.02 0.08930 14 8.00 0.11980 .l l 1111111 1110 1111 111 111111111 IM 1 3 0.03 0 . 08960 15 10.00 0.12130 4 0.05 0.09030 16 20.00 0.12460 .1168l llE U S illIli 1 5 0.07 0. 09070 17 40.00 0.12680 .124 3 1 111 uL 1 6 0.08 0.09120 18 80.00 0.12830 .1393 18 1111 111l

.139 3 1 1111 lll lll:

7 0.10 0. 09150 19 100.00 0.128 60 .* .0 .1 .5 2 5 50 Soo 8 0.20 0. 09330 20 200.00 0.13000 9 0.40 0.09580 21 400.00 0. 13110 10 0.80 0.09960 22 800.00 0.13260 11 1.00 0.10120 23 1200.00 0 . 13330 12 2.00 0.10 690 24 1567.47 0 .13360 Void Ratio = 0.566 Compression = 13.1 %

Do = 0.09024 D 5 0 = 0.10688 D 1 0 0 = 0.12352 Cv at 2.3 min. = 0.19 ft. 2 /day

'iumboldt Bay ISFSI COOPER TESTING LABORATORY Data Report E, Rev. 0 Page E-44 of Z5

Pressure: 70.40 ksf TEST READINGS Load No. 10 No. Elapsed Dial No. Elapsed Dial Time Reading Time Reading 1 0.00 0.13360 13 4.00 0.16620 1 63 t 0ll 40t!1FC 1338X 1 g!4!L 2 0.02 0.13730 14 8.00 0.17250 3 0.03 0.13840 15 10.00 0.17390 1 ! j 4 0.05 0. 13890 16 20.00 0.17720 33 0 I ji111 11111911 IIi HI III,I IM 5 0.07 0.13970 17 40.00 0.17910 1 638 i,,i.il!s 6 0.08 0.13990 18 80.00 0.18060 7 0.10 0 . 14060 19 100.00 0.18110 8 0.20 0.14270 20 200.00 0.18220 9 0.40 0.14570 21 400.00 0. 18380 10 0.80 0. 15020 22 800.00 0.18560 11 1.00 0. 15200 23 1200.00 0.18600 12 2.00 0.15880 24 1464.57 0.18600 Void Ratio = 0.473 Compression = 18.3 %

Do = 0.13721 D 5 0 = 0.15566 D 1 0 0 = 0.17411 Cv at 1.8 min. = 0.23 ft. 2 /day

-urnboldt Bay ISFSI -- - COOPER TESTING LABORATORY

)ata Report E, Rev 0 Page E-45 of 25

-3..0 I I , j ,

Consolidation Test Report

, i I I I I i I .

I i I I I I I I i I I I I i, A i .,

p , i : . 1'

-1._ 5 I IiI I I I i i i I- 1 1 i I I I 0.0 . - ----?---4--.-- - - -- --- - -- - ----------- -

rn 4

- .4- - --4-----

T 44+ 4 .4 -, -- .4 .- -- -

3.,

C

. I ! ~ I I I II I I I ,! ! , I I I ! , I, I ! I !, ' ! ' I ! I I a) 6.0 9.0 - ' ;

10.5 12.0 _ _

.126 .2 .5 1 2 5 10 20 50 101 0

Applied Pressure - ksf Natural Dry Dens. LL Pi Sp. Gr. USCS AASHTO Initial Void Saturation Moisture (pcf) I Ratio 100.0 % j 21.3 % 108.3 35 14 2.75 CL O.585 0

MATERIAL DESCRIPTION gray CLAY

~~~

.~ ~~~

~~~

~~~ ~~~ ~~~ ~~~ ~~~ ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~

Project No. 109-253 Client: Geomatrix Remarks:

Project: 5117.02 Source: 99-2 Sample No.: 24 Elev./Depth: 154.5-1575 Consolidation Test Report COOPER TESTING LABORATORY Plate I' Humboldt Bay ISFSI Page E-46 of 2 5-i Data Report E, Rev. 0

Dial Reading vs. Time Project No.: 109-253 Project: 5117.02 Source: 99-2 Sample No.: 24 Elev./Depth: 154.5-1575 I

.0029 _ 90 Load No.= 5

.0034 _ = _ _ = = _

Load= 2.20 ksf

.0039 i Do = 0.00351 D 9 0 = 0.00554

.0044 -

D 1 0 0 = 0.00576

.0049 - T9 0 = 5.37 min.

C

.w

5 .0054 - _

CD Cr @T 9 0 0

.0059 _~ * \\u 0.39 ft. 2 /day

.0064 _Tx

.0069_ _=

.0074_ _ _ _

.0079 1 0 5 10 15 20 25 30 35 40 45 50 Square Root of Elapsed Time (min.)

Load No.= 6 Load= 4.40 ksf Do = 0.00868 D9 0 = 0.01385 D 1 0 0 = 0.01443 5 .012 T 90 = 9.70 min.

.)

C c .013 -

CV @ T 90 n .014 0.21 ft.2 /day

.015

.016

.017

.018 D Square Root of Elapsed Time (min.)

Plate Humboldt Bay ISFSI COOPER TESTING LABORATORY-Data Report E, Rev. 0 Page E-47 of 2.Sq

Dial Reading vs. Time Project No.: 109-253 Project: 5117.02 Source: 99-2 Sample No.: 24 Elev./Depth: 154.5-1575 t9 o Load No.= 7

.0175.o~Or--_ _ == ._ =._ __

Load= 8.80 ksf

.0190 Do = 0.01756 D90 = 0.02508

.0205 _-

D 1 0 0 = 0.02591 a

.0220 _- Tg = 9.68 min.

C

.0235 _

CV @ T 9 0 C

.0250 -

0.21 ft. 2 /day

.0265 ___

.0280 - _ t ._ __

.031C0o 5 10 15 20 25 30 35 40 45 5C

5 Square Root of Elapsed Time (min.)

0

.0282 - _ _ _ _ _ __ _ _ _ _ - _ __ _ _ _ _ _ _ _ _ _ _ _

Load No.= 8

.0307 - _ _ _ _ _ _ _ _ _ _ _ __ _ _ _ _ _ _

Load= 17.60 ksf Do = 0.03074 Dg = 0.04333

.0357 t _-

D10 0 = 0.04472

._ .0382 _- _ T9 0 = 9.73 min.

.0407 _

I cM CV @ T 9 0

.0432 ____ ____ _ ____

0.20 f. 2 /day

-0457

-U--

.0507 5 10 15 20 25 0 55

.0 5 3 2 - 4U 45 50 5 10 15 20 25 30 35 Square Root of Elapsed Time (min.)

Plate COOPER TESTING LABORATOR' T- J.I Humboldt Bay ISFSI Data Report E, Rev. 0 Page E-48 of '2.q;

Dial Reading vs. Time Project No.: 109-253 Project: 5117.02 Source: 99-2 Sample No.: 24 Elev./Depth: 154.5-1575 t9 o

.046 _ _ = = = _ _

Load No.= 9

.050 _I . Load= 35.20 ksf Do= 0.05066

.058 i _

Dg = 0.06791 D 1 0 C=

0 0.06983

.062 0)

T9 = 6.31 min.

C

.066 - _ _ _

.0

.070 _ _

.074 - _____ =

.078 _t

.082_ - = - _ = _= =

0 5 10 15 20 25 30 35 40 45 5(I G

0) Square Root of Elapsed Time (min.)

ca

.074 - -_

Load No.= 10

.079 Load= 70.40 ksf

.084 - -_ _ _ Do = 0.07926 D 9 0 = 0.10324

.089 D 10 0 = 0.10590 C

.094 -_ _ _

T 90 = 5.78 min.

1:1 C

co .099 - I

._- Cl @ T9 0

.104 - - _ _

0 0.30 ft.2/day

.109 - ___=c I _ _ I

.114 _ I I

., . 1 15 20 2 _. I

0 5~~

I 10 15 20 25 30 35) 40 45 50 Square Root of Elapsed Time (min.)

'-- I Plate Humboldt Bay ISFSI COOPER TESTING LABORATOR' Data Report E, Rev. 0 Page E49 of Z2H

SWELL/CONSOLIDATION TEST DATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-2 Sample No.: 24 Elev. or Depth: 154.5-1575 Sample Length (in./cm.):

Location:

==

Description:==

gray SILT Liquid Limit: Plasticity Index:

USCS: AASHTO: Figure No.:

Testing Remarks:

Test Specimen Data TOTAL SAMPLE BEFORE TEST AFTER TEST Wet wt = 158.60 g. Consolidometer # = 2 Wet wt = 158.30 g.

Dry w+t = 130.80 g. Dry w+t = 130.80 g.

Tare Wt. = .00 g. Spec. Gravity = 2.75 Tare Wt..= .00 g.

Height = 1.00 in. Height = 1.00 in.

Diameter = 2.42 in. Diameter = 2.42 in.

Weight = 158.60 g. Defl. Table 2 Moisture = 21.3 Ht. Solids = 0.6310 in. Moisture 21.0 %

Wet Den. = 131.4 cf Dry Wt. = 130.80 g.* Dry Wt. = 130.80 g.

Dry Den. = 108.3 pcf Void Ratio 0.585 Void Ratio = 0.555 Saturation = 100.0 %

Initial dry weight used in calculations End-of-Load Summary Pressure Final Machine Cv Void % Compression (ksf) Dial (in.) Defl. (in.) (ft. 2 /day) Ratio /Swell start 0.00000 0.585 0.15 -0.00040 0.00011 0.586 0.1 Swell 0.30 -0.00040 0.00017 0.586 0.1 Swell 0.55 -0 . 00010 0.00023 0.585 0.0 Swell 1.10 0. 00310 0.00033 0.580 0.3 Comprs.

2.20 0.00780 0 . 00053 0.39 0.573 0.7 Comprs.

4.40 0 . 01730 0.00088 0.21 0.559 1.6 Comprs.

8.80 0. 03020 0.00130 0.21 0.539 2.9 Comprs.

17. 60 0 . 05070 0.00178 0.20 0 . 507 4.9 Comprs.

35.20 0.07910 0.00241 0.30 0.463 7.7 Comprs.

70.40 0.11840 0 . 00341 0.30 0.402 11.5 Comprs.

17.60 0.10830 0.00178 0.416 10.7 Comprs.

4.40 0.08940 0.00088 0.444 8.9 Comprs.

1.10 0. 06570 0. 00033 0.481 6.5 Comprs.

Humboldt Bay SFSI COOPER TESTING LABORATORY Data Report E, Rev. 0 Page E-50 of Z-f

Pressure Final Machine Cv Void % Compression Dial (in.) 2 (ksf) Defl. (in.) (ft. /day) Ratio /Swell-0.15 0 .01910 0.00011 0. 555 1.9 Comprs-.

Cc = PC =

- Pressure: 0.15 ksf TEST READINGS Load No. 1 No. Elapsed Dial No. Elapsed Dial Time Reading Time Reading 1 0.00 0. 00000 11 1.00 -0 .00010 2 0.02 0.00090 12 1.32 -0.00040 3 0.03 0 .00090 4 0.05 0.00100 5 0.07 0.00100 6 0.08 0.00100 7 0.10 0.00100 8 0.20 0.00100 9 0.40 0.00100 10 0.80 0 . 00020 Void Ratio = 0.586 Swell = 0.1 %

Pressure: 0.30 ksf TEST READINGS Load No. 2 No. Elapsed Dial No. Elapsed Dial Time Reading Time Reading 1 0.00 -0 .00040 11 1.00 -0.00030 2 0.02 -0. 00010 12 1.60 -0.00040 3 0.03 -0 . 00010 4 0.05 -0.00010 5 0.07 -0.00020 6 0.08 -0 . 00020 7 0.10 -0. 00020 8 0.20 -0 . 00020 9 0.40 -0.00020 10 0.80 -0 .00030 Void Ratio = 0.586 Swell = 0.1 %

Humboldt Bay ISFSI COOPER TESTING LABORATORY Data Report E, Rev. 0 Page E-51 of 2S-1

Pressure: 0.55 ksf TEST READINGS Load No. 3 No. Elapsed Dial No. Elapsed Dial Time Reading Time Reading 1 0.00 -0.00040 11 1.00 0.00050 2 0.02 0.00030 12 2.00 0.00040 3 0.03 0.00040 13 4.00 0.00030 4 0.05 0.00040 14 8.00 0.00010 5 0.07 0.00050 15 10.00 0.00000 6 0.08 0.00050 16 12.33 -0.00010 7 0.10 0.00050 8 0.20 0.00050 9 0.40 0.00050 10 0.80 0.00050 Void Ratio = 0.585 Swell = 0.0 %

Pressure: 1.10 ksf TEST READINGS Load No. 4 No. Elapsed Dial No. Elapsed Dial No. Elapsed Dial Time Reading Time Reading Time Reading 1 0.00 -0.00010 9 0.40 0.00140 17 40.00 0.00260 2 0.02 0.00090 10 0.80 0.00160 18 80.00 0.00280 3 0.03 0.00100 11 1.00 0.00160 19 100.00 0.00280 4 0.05 0.00110 12 2.00 0.00190 20 200.00 0.00300 5 0.07 0.00120 13 4.00 0.00210 21 400.00 0.00320 6 0.08 0.00120 14 8.00 0.00230 22 800.00 0.00320 7 0.10 0.00120 15 10.00 0.00230 23 1200.00 0.00310 8 0.20 0.00130 16 20.00 0.00240 24 1230.50 0.00310 Void Ratio = O.580 Compression = 0.3 %

Pressure: 2.20 ksf TEST READINGS Load No. 5 No. Elapsed Dial No. Elapsed Dial Time Reading Time Reading 1 0.00 0.00310 13 4.00 0. 00590 2 0.02 0 . 00400 14 8.00 0.00620 3 0.03 0 .00410 15 10.00 0.00630 4 0.05 0.00420 16 20.00 0.00650 5 0.07 0.00430 17 40.00 0.00680 6 0.08 0.00440 18 80.00 0.00700 7 0.10 0.00440 19 100.00 0.00700 8 0.20 0.00460 20 200.00 0.00720 9 0.40 0.00470 21 400.00 0.00770 10 0.80 0. 00500 22 800.00 0.00780 11 1.00 0.00520 23 1200.00 0.00780 12 2.00 0. 00550 24 1272.68 0.00780 Void Ratio = 0.573 Compression = 0.7 %

Do = 0.00351 D 9 0 = 0.00554 D1 0 0 = 0.00576 Cv at 5.4 min. = 0.39 ft. 2 /day Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E.52 of 259-

Pressure: 4.40 ksf TEST READINGS Load No. 6 No. Elapsed Dial No. Elapsed Dial 009_t90 Time Reading Time Reading -009 1 0.00 0.00780 14 8.00 0.01450 .010 - i _ . _ ' _ '- !

2 0.02 0.00950 15 10.00 0.01480 012 i 3 0.03 0.00960 16 20.00 0.01530 1 4 0.05 0.00990 17 40.00 0.01570 . I __j______________

5 0.07 0.01000 18 80.00 0.01600 .015; 6 0.08 0.01010 19 100.00 0.016100 7 0.10 0.01010 20 200.00 0.01650 1 8 0.20 0.01040 21 400.00 0.01680 9 0.40 0.01100 22 800.00 0.01730 10 0.80 0.01160 23 1200.00 0.01730 11 1.00 0.01180 24 1600.00 0.01730 12 2.00 0.01260 25 1744.92 0.01730 13 4.00 0.01350 Void Ratio = 0.559 Compression = 1.6 %

Do = 0.00868 D 9 0 = 0.01385 D 1 0 0 = 0.01443 Cv at 9.7 min. = 0.21 ft.2 /day Pressure: 8.80 ksf TEST READINGS Load No. 7 No. Elapsed Dial No. Elapsed Dial Time Reading Time Reading 1 0.00 0.01730 13 4.00 0.02470 2 0.02 0. 01890 14 8.00 0.02610 020 _

3 0.03 0.01920 15 10.00 0.02640 .0235 _ _

4 0.05 0.01930 16 20.00 0.02720 .0250,__ _

5 0.07 0.01940 17 40.00 0.02780 .0265 6 - _

'~- 6 0.08 0.01960 18 80.00 0.02830 7 0.10 0.01970 19 100.00 0 . 02850 .0310 I10 20 30 40 S0 8 0.20 0.02010 20 200.00 0.02900 9 0.40 0.02080 21 400.00 0.02970 10 0.80 0.02160 22 800.00 0.03020 11 1.00 0.02210 23 1200.00 0. 03020 12 2.00 0. 02320 24 1469.55 0.03020 Void Ratio = 0. 539 Compression = 2.9 %

Do = 001756 D90 = 0.02508 D 1 0 0 = 0.02591 Cv at 9.7 min. = 0.21l ft.2 /day iumboldt Bay ISFSI

)ata Report E, Rev. 0 COOPER TESTING LABORATORY Page E-53 of Z51

Pressure: 17.60 ksf TEST READINGS Load No. 8 No. Elapsed Dial No. Elapsed Dial .0282 t98 Time Reading Time Reading . 03 7ri 0

1 0.00 0.03020 13 4.00 0.04230 0332 2 0.02 0.03280 14 8.00 0.04460 - I 3 0.03 0.03310 15 10.00 0.04510 0307 4 0.05 0.03330 16 20.00 0.04640 .04_32_'

5 0.07 0.03350 17 40.00 0.04730 0457 6 0.08 0.03360 18 80.00 0.04810 _______i _

7 0.10 0.03380 19 100.00 0.04850 057 _

8 0.20 0.03450 20 200.00 0.04930 0532 10 2C 3 4c c 9 0.40 0.03570 21 400.00 0.05020 10 0.80 0.03720 22 800.00 0.05070 11 1.00 0.03770 23 1136.90 0.05070 12 2.00 0.03990 Void Ratio 0.507 Compression = 4.9 %

Do = 0.03074 D9 0 = 0.04333 D 1 0 0 = 0.04472 Cv at 9.7 min. = 0.20 ft. 2 /day Pressure: 35.20 ksf TEST READINGS Load No. 9 No. Elapsed Dial No. Elapsed Dial Time Reading Time Reading

.0 4 1 1 1 I- I-I- -

1 0.00 0.05070 13 4.00 0.06820

.058 2 0.02 0.05380 14 8.00 0.07120 .062 i I I 3 0.03 0.05440 15 10.00 0.07190 06 6 -_ I I_ 1 4 0.05 0.05490 16 20.00 0. 07360 5 0.07 0. 05500 17 40.00 0.07480 .074 _ -4.

.078 _ _j 6 0.08 0 . 05530 18 80.00 0. 07590 i !

.082 _ I I 7 0.10 0.05540 19 100.00 0. 07610 . 0 I HI I 1 I I I0 I

'o - 0 2c 30 40 50 8 0.20 0.05660 20 200.00 0.07700 9 0.40 0.05820 21 400.00 0. 07790 10 0.80 0.06050 22 800.00 0.07880 11 1.00 0.06140 23 1200.00 0.07910 12 2.00 0.06470 24 1551.83 0.07910 Void Ratio = 0.463 Compression = 7.7 %

Do = 0.05066 D 9 0 = 0.06791 D 1 0 0 = 0.06983 2

C at 6.3 min. = 0.30 ft. /day Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-54 of 254

Pressure: 70.40 ksf TEST READINGS Load No. 10 No. Elapsed Dial No. Elapsed Dial Time Reading Time Reading 1 0.00 0.07910 13 4.00 0.10450 2 0.02 0.08380 14 8.00 0.10810 3 0.03 0.08460 15 10.00 0.10890 4 0.05 0.08490 16 20.00 0. 11100 5 0.07 0.08550 17 40.00 0.11250 6 0.08 0.08570 18 80.00 0.11370 7 0.10 0.08630 19 100.00 0.11420 8 0.20 0. 08790 20 200.00 0.11570 9 0.40 0. 09020 21 400.00 0.11690 10 0.80 0. 09350 22 800.00 0.11780 11 1.00 0. 09490 23 1200.00 0.11820 12 2.00 0.09960 24 1404.20 0.11840 Void Ratio = 0.402 Compression = 11.5 %

Do = 0.07926 D9 0 = 0.10324 D1 0 0 = 0.10590 Cv at 5.8 min. 0.30 ft. 2 /day Humboldt Bay ISFSI COOPER TESTING LABORATORY Data Report E,Rev 0 Page E-55 of 25i4

Specimen Parameters for Specimen No. 2 Specimen Parameter Initial Saturated Final Wt. moist soil and tare: 307.200 307.200 Wt. dry soil and tare: 256.000 256.000 Wt. of tare: 16.800 16.800 Weight, gms: 1279.3 Diameter, in: 2.850 2.850 Area, in2: 6.379 6.379 Height, in: 5.980 5.980 Net decrease in height, in: 0 . 000

% Moisture: 21.4 21.4 21.4 Wet density, pcf: 127.8 127.8 Dry density, pcf: 105. 2 105 .2 Void ratio: 0.6018 0 .6018

% Saturation: 96. 0 96.0 Test Readings Data for Specimen No. 2 Deformation dial constant= 0.001 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover reading for secondary load ring= 0 input units Membrane modulus = .124105 kN/cm2 Membrane thickness = 0.02 cm Cell pressure = 2.10 psi = 0.30 ksf Back pressure = 0.00 psi = 0.00 ksf Effective confining stress = 0.30 ksf Strain rate, %/min = 1.00 DEVIATOR STRESS = 3.47 ksf at reading no. 22 ULTIMATE STRESS = not selected No. Def. Def. Load Load Strain Deviator Principal Stresses P ksf 0 ksf Dial in Dial lbs % Stress Minor Major 1:3 Units Units ksf ksf ksf Ratio 0 0.0 0.000 0.00 0.0 0.0 0.00 0.30 0.30 1.00 0.30 0.00 1 10.0 0.010 6.00 6.0 0.2 0.14 0.30 0.44 1.45 0.37 0.07 2 20.0 0.020 10.00 10.0 0.3 0.22 0.30 0.53 1.74 0.41 0.11 3 40.0 0.040 17.00 17.0 0.7 0.38 0.30 0.68 2.26 0.49 0.19 4 60.0 0.060 26.00 26.0 1.0 0.58 0.30 0.88 2.92 0.59 0.29 5 80.0 0.080 36.00 36.0 1.3 0.80 0.30 1.10 3.65 0.70 0.40 6 100.0 0.100 47.00 47.0 1.7 1.04 0.30 1.35 4.45 0.82 0.52 7 150.0 0.150 73.00 73.0 2.5 1.61 0.30 1.91 6.31 1.11 0.80 8 200.0 0.200 93.00 93.0 3.3 2.03 0.30 2.33 7.71 1.32 1.01 9 250.0 0.250 106.00 106.0 4.2 2.29 0.30 2.60 8.58 1.45 1.15 10 300.0 0.300 116.00 116.0 5.0 2.49 0.30 2.79 9.22 1.55 1.24 11 350.0 0.350 125.00 125.0 5.9 2.66 0.30 2.96 9.78 1.63 1.33 12 400.0 0.400 133.00 133.0 6.7 2.80 0.30 3.10 10.26 1.70 1.40 13 450.0 0.450 139.00 139.0 7.5 2.90 0.30 3.20 10.59 1.75 1.45 14 500.0 0.500 147.00 147.0 8.4 3.04 0.30 3.34 11.06 1.82 1.52 15 550.0 0.550 151.00 151.0 9.2 3.09 0.30 3.40 11.23 1.85 1.55 16 600.0 0.600 157.00 157.0 10.0 3.19 0.30 3.49 11.54 1.90 1.59 17 650.0 0.650 162.00 162.0 10.9 3.26 0.30 3.56 11.78 1.93 1.63 18 700.0 0.700 166.00 166.0 11.7 3.31 0.30 3.61 11.94 1.96 1.65 19 750.0 0.750 170.00 170.0 12.5 3.36 0.30 3.66 12.10 1.98 1.68 20 800.0 0.800 174.00 174.0 13.4 3.40 0.30 3.70 12.25 2.00 1.70 21 850.0 0.850 178.00 178.0 14.2 3.45 0.30 3.75 12.40 2.03 1.72 Project no :109-253c COOPER TESTING LABORATORY Data file: 109-253C Humboldt Bay ISFSI Page E-56 of 234(

Data Report E, Rev. 0

Test Readings Data for Specimen No. 2 No. Def. Def. Load Load Strain Deviator PrincipaL Stresses P ksf Q ksf Dial in Dial Lbs % Stress Minor Major 1:3 Units Units ksf ksf ksf Ratio 22 900.0 0.900 181.00 181.0 15.1 3.47 0.30 3.77 12.48 2.04 1.74 Prolect no. :109-253c COOPER TESTING LABORATORY Data file: 109-253C Humboldt Bay ISESI Page E-57 of 254i Data Report E, Rev. 0

PARTICLE SIZE DISTRIBUTION CURVES s

C e .S.Z e 9 ? E IV, I , I :. I - - - - -- - , , ,--

100 90 I 11 1 1i : i-t - --F1.F1 i 1 1 1i HI f . ! 1 1 1 1 1 ! I VI w 50-z U-z 111 w

a. 40 - -

30-20 10 -

GRAIN SIZE- mm

% GRAVEL % SAND % FINES

% COBBLram _

?-- ~ ~

'i " .7 7 CRS. FINE CRS. MEDIUM FINE SILT I CLAY o 0.0 0.0 0.0 0.0 0.8 40.7 58.5 o 0.0 0.0 0.0 0.0 0.3 61.1 38.6

_n 0.0 0.0 0.0 0.0 0.4 19.8 54.0 25.8 X LL PL D8 5 _ D6 0 D5 0 _ D30 D1 5 D10 cc Cu o 0.202 0.0825 o 0.252 0.169 0.138 L 33 22 0.183 0.0260 0.0065 MATERIAL DESCRIPTION USCS AASHTO 0 orange brown mottled gray sandy CLAY o gray mottled orange silty clayey SAND

~Agray CLAY wlsand CL Project No. 109-253 Client: Geomatrix Remarks:

Project: 5117.02 o ID o Source: 99-1 Sample No.: 3 EleviDepth: 5.5-7.5' o Source: 99-1 Sample No.: 4 Elev./Depth: 7.5-10' l Source: 99-1 Sample No.: 7 (top) Elev.IDepth: 13.5-16.5' PARTICLE SIZE DISTRIBUTION CURVES COOPER TESTING LABORATORY Plate Humboldt Bay ISFSI Page E-58 of Thai Data Report E, Rev. 0

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-1 Sample No.: 3 Elev. or Depth: 5.5-7.5' Sample Length (in./cm.):

Location:

Description:

orange brown mottled gray sandy CLAY Liquid Limit: Plastic Limit:

USCS Classification: AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 273.70 Tare = 84.40 Dry sample weight 189.30 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

4 0.00 100.0

10 0.10 100.0

30 1.10 99.4

40 1.60 99.2

50 5.10 97.3 4 100 50.10 73.5

200 78.60 58.5 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% COBBLES = % GRAVEL =

% SAND = 41.5 (% coarse = 0.0 % medium = 0.8 % fine = 40.7)

% FINES = 58.5 D 8 5= 0.20 D 6 0 = 0.08 Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-59 of 25'4

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-1 Sample No.: 4 Elev. or Depth: 7.5-10' Sample Length (in./cm.):

Location:

Description:

gray mottled orange silty clayey SAND Liquid Limit: Plastic Limit:

USCS Classification: AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 262.20 Tare = 81.30 Dry sample weight = 180.90 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

10 0.00 100.0

30 0.20 99.9

40 0.60 99.7

50 12.10 93.3

100 84.00 53.6

200 111.00 38.6 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% COBBLES = % GRAVEL =

% SAND = 61.4 (% coarse = % medium = 0.3 % fine = 61.1)

% FINES = 38.6 D85= 0.25 D 6 0= 0.17 D5Q= 0.14 Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-60 of 2 5 L4

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.02

-roject Number: 109-253 Sample Data Source: 99-1 Sample No.: 7 (top)

Elev. or Depth: 13.5-16.5' Sample Length (in./cm.):

Location:

Description:

gray CLAY w/sand Liquid Limit: 33 Plastic Limit: 22 USCS Classification: CL AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 52.47 Tare = 0.00 Dry sample weight = 52.47 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

10 0.00 100.0

30 0.10 99.8

40 0.20 99.6

50 1.10 97.9

100 9.00 82.9

- --- # 200 10.60 79.8 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sample= 100.0 Weight of hydrometer sample: 53.36 Hygroscopic moisture correction:

Moist weight & tare = 26.28 Dry weight & tare = 26.04 Tare - 11.54 Hygroscopic moisture= 1.7 %

Calculated biased weight= 52.49 Automatic temperature correction Composite correction at 20 deg C = -4.9 Meniscus correction only=

Specific gravity of solids= 2.7 Specific gravity correction factor= 0.989 Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percent time, min deg C reading reading depth mm finer 0.50 22.0 44.0 39.5 0.0131 44.0 9.1 0.0559 74.4 1.00 22.0 40.8 36.3 0.0131 40.8 9.6 0.0407 68.3 2.00 22.0 37.3 32.8 0.0131 37.3 10.2 0.0296 61.8 Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-61 of 254

Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percent time, min deg C reading reading depth mm finer-5.00 22.5 34.0 29.6 0.0130 34.0 10.7 0.0191 55.8 15.00 22.5 27.0 22.6 0.0130 27.0 11.9 0.0116 42.6 30.00 22.5 23.0 18.6 0.0130 23.0 12.5 0.0084 35.1

60. 00 22.0 19.8 15.3 0.0131 19.8 13.0 0.0061 28.8 120.00 22.5 17.2 12.8 0.0130 17.2 13.5 0.0044 24.2 240.00 23.0 15.3 11.1 0.0130 15.3 13.8 0.0031 20.9 480.00 26.0 12.5 9.2 0 . 0125 12.5 14.2 0.0022 17.4 1639.00 21.0 13.0 8.3 0. 0133 13.0 14.2 0.0012 15.6 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% COBBLES = % GI[RAVEL =

% SAND = 20.2 (% coarse % medium = 0.4 % fine = 19.8)

% SILT = 54.0 % CLAY = 25.8 D85= 0.18 D 6 0 = 0.03 D50= 0.02 D 3 0 = 0.01 Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY -

Page E-62 of Z59-

PARTICLE SIZE DISTRIBUTION CURVES

.S 5 S o e o 100 ~

80 I - - 1 70 Z

Q-1--

zwL LL 0

wL 40 - _

30 20 --

10 200 100 10 I 0.1 0.01 0.001 GRAIN SIZE - mm

% GRAVEL % SAND % FINES

% COBBL P-11~~+

CRS. FINE CRS. MEDIUM FINE SILT I CLAY o 0.0 0.0 5.6 4.7 34.9 40.8 14.0 o 0.0 0.0 7.8 14.0 36.4 30.8 11.0 A 0.0 0.0 4.4 1.6 57.1 32.4 4.5 X LL PL D8 5 D6 0 D5 0 D30 D15 D1 0 cc Cu o 1.30 0.483 0.380 0.231 0.0978 o 2.88 0.849 0.566 0.300 0.159 A 1.33 0.715 0.569 0.373 0.269 0.219 0.89 3.26 MATERIAL DESCRIPTION USCS AASHTO o brown silty SAND o brown SAND w/silt A gray brown SAND SP Project No. 109-253 Client: Geomatrix Remarks:

Project: 5117.02 0 o Source: 99-1 Sample No.: 8 Elev.lDepth: 16.5-18' o Source: 99-1 Sample No.: Composite of ElevJDepth: 25' & 30' a Source: 99-1 Sample No.: 15 ElevJDepth: 50-50.8' PARTICLE SIZE DISTRIBUTION CURVES COOPER TESTING LABORATORY Plate Humboldt Bay ISFSI Page E-63 of Z5d-Data Report E, Rev. 0

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-1 Sample No.: 8 Elev. or Depth: 16.5-18' Sample Length (in./cm.)

Location:

==

Description:==

brown silty SAND Liquid Limit: Plastic Limit:

USCS Classification: AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 462.10 Tare = 85.30 Dry sample weight = 376.80 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer 3/4 inch 0.00 100.0 3/8 inch 10.10 97.3

4 21.10 94.4

10 39.00 89.7

30 121.70 67.7

40 170.40 54.8

50 227.40 39.7

100 304.00 19.3

200 324.10 14.0 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% COBBLES = % GRAVEL = 5.6 (% coarse = % fine = 5.6)

% SAND = 80.4 (% coarse = 4.7 % medium = 34.9 % fine = 40.8)

% FINES = 14.0 D8 5 = 1.30 D 6 0 = 0.48 D 5 0 = 0.38 D3 0 = 0.23 D 1 5 = 0.10 Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-64 of 25q

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-1 Sample No.: Composite of 10 & 11 Elev. or Depth: 25T & 30' Sample Length (in./cm.):

Location:

==

Description:==

brown SAND w/silt Liquid Limit: Plastic Limit:

USCS Classification: AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 583.70 Tare = 84.00 Dry sample weight = 499.70 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer 3/4 inch 0.00 100.0 3/8 inch 16.20 96.8

4 39.10 92.2

10 109.20 78.2

30 242.30 51.5

40 291.00 41.8

50 350.00 30.0

100 428.70 14.2

200 445.00 11.0 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% COBBLES = % GRAVEL = 7.8 (% coarse = % fine = 7.8)

% SAND = 81.2 (% coarse = 14.0 % medium = 36.4 % fine = 30.8)

% FINES = 11.0 D85= 2.88 D 6 0 = 0.85 D5 0 = 057 D30= 0.30 D 1 5 = 0.16 Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-65 of 2-5

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-1 Sample No.: 15 Elev. or Depth: 50-50.8' Sample Length (in./cm.):

Location:

==

Description:==

gray brown SAND Liquid Limit: Plastic Limit:

USCS Classification: SP AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 340.90 Tare = 82.60 Dry sample weight 258.30 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer 3/4 inch 0.00 100.0 3/8 inch 10.80 95.8

4 11.50 95.6

10 15.50 94.0

30 123.20 52.3

40 163.10 36.9

50 208.90 19.1

100 241.70 6.4

200 246.70 4.5 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% COBBLES = % GRAVEL = 4.4 (% coarse = % fine = 4.4)

% SAND = 91.1 (% coarse = 1.6 % medium = 57.1 % fine = 32.4)

% FINES = 4.5 D 8 5 = 1.33 D 6 0 = 0.72 D 5 0 = 0.57 D 3 0= 0.37 D 1 5 = 0.27 D 1 0 = 0.22 Cc= 0.8873 Cu= 3.2637 Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY . _ _

Page E-66 of e

PARTICLE SIZE DISTRIBUTION CURVES 5

5 S 5 Co o o 100 8o I I D!

w z

U-I-

z w

0) w 50 _

200 100 10 0.1 0.01 0.001 GRAIN SIZE - mm

% GRAVEL % SAND % FINES

% COBBLES _______________

_ CRS. FINE CRS. MEDIUM FINE SILT CLAY o 0.0 0.0 3.2 10.6 42.0 41.7 2.5 O 0.0 0.0 15.5 36.1 38.1 7.8 2.5 A 0.0 0.0 3.1 8.7 51.9 33.0 3.3 x LL PL D8 5 D6 0 D5 0 D30 D15 D10 CC cu o 1.85 0.607 0.475 0.338 0.253 0.218 0.86 2.78 O 4.84 2.57 2.07 1.24 0.670 0.413 1.45 6.24 A 1.76 0.854 0.648 0.359 0.243 0.206 0.73 4.14 MATERIAL DESCRIPTION USCS AASHTO o brown poorly graded SAND SP o gray brown SAND w/gravel SW A olive brown SA.ND SP Project No. 109-253 Client: Geomatrix Remarks:

Project: 5117.02 0 0

o Source: 99-1 Sample No.: 18 Elev./Depth: 61-63' l, o Source: 99-1 Sample No.: 20 Elev./Depth: 70-70.9' A Source: 99-1 Sample No.: 22 Elev./Depth: 80-80.9' PARTICLE SIZE DISTRIBUTION CURVES I COOPER TESTING LABORATORY Plate Humboldt Bay ISFSI Page E-67of 25-4 Data Report E, Rev. 0

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-1 Sample No.: 18 Elev. or Depth: 61-63' Sample Length (in./cm.):

Location:

==

Description:==

brown poorly graded SAND Liquid Limit: Plastic Limit:

USCS Classification: SP AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 395.60 Tare = 81.40 Dry sample weight = 314.20 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer 3/4 inch 0.00 100.0 3/8 inch 2.50 99.2

4 10.10 96.8

10 43.30 86.2

30 127.00 59.6

40 175.40 44.2

50 242.30 22.9

100 303.20 3.5

200 306.40 2.5 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% COBBLES = % GRAVEL = 3.2 (% coarse = % fine = 3.2)

% SAND = 94.3 (% coarse = 10.6 % medium = 42.0 % fine = 41.7)

% FINES = 2.5 D 8 5 = 1.85 D 6 0 = 0.61 D 5 0 = 0.48 D 3 0= 0.34 D 1 5 = 0.25 D 1 0 = 0.22 Cc= 0.8633 Cu= 2.7806 Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-68 of 2514

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-1 Sample No.: 20 Elev. or Depth: 70-70.9' Sample Length (in./am.):

Location:

Description:

gray brown SAND w/gravel Liquid Limit: Plastic Limit:

USCS Classification: SW AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 377.20 Tare = 84.50 Dry sample weight = 292.70 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer 3/4 inch 0 . 00 1 00. 0 3/8 inch 17.40 94. 1

4 45.30 84.5

10 151.00 48.4

30 253. 10 13.5

40 262.50 10.3

--- > # 50 273.70 6.5

100 282.80 3.4

200 285.30 2.5 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% COBBLES = % GRAVEL = 15.5 (% coarse = % fine = 15.5)

% SAND = 82.0 (% coarse = 36.1 % medium = 38.1 % fine = 7.8)

% FINES = 2.5 D85= 4.84 D 6 0 = 2.57 D 5 0 = 2.07 D30= 1.24 D 1 5 = 0.67 D 1 0 = 0.41 Cc= 1.4533 Cu= 6.2416 Humboldt Bay ISFSI Data Report E,Rev. 0 COOPER TESTING LABORATORY Page E-69 of 2S5J

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-1 Sample No.: 22 Elev. or Depth: 80-80.9' Sample Length (in./cm.):

Location:

==

Description:==

olive brown SAND Liquid Limit: Plastic Limit:

USCS Classification: SP AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 352.70 Tare = 83.50 Dry sample weight 269.20 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer 3/4 inch 0.00 100.0 3/8 inch 4.10 98.5

4 8.40 96.9

10 31.90 88.2

30 141.70 47.4

40 171.40 36.3

50 207.90 22.8

100 255.90 4.9

200 260.30 3.3 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% COBBLES = % GRAVEL = 3.1 (% coarse = % fine = 3.1)

% SAND = 93.6 (% coarse = 8.7 % medium = 51.9 % fine = 33.0)

% FINES = 3.3 D 8 5= 1.76 D 6 0 = 0.85 D 5 0 = 0.65 D3 0 = 0.36 D 1 5 = 0.24 D 1 0 = 0.21 Cc= 0.7331 Cu= 4 .1367 Humboldt Bay ISFSI COOPER TESTING LABORATORY Data Report E, Rev. 0 Page E-70 of 25i

PARTICLE SIZE DISTRIBUTION CURVES 100 d C d d S £5 70 W

z LL

~ ~

20010 10 0 010.0 0.

z 40 wL w) 0~

0~

200100 10 1- 0.1 0.01 ~~~~~~~~~~~

GRAIN SIZE - mm

% SAND

% COBBL

.L PC ~~% ~ GRAVEL I ~ -

% FINES CRS. FINE CRS. MEDIUM FINE SILT I CLAY o 0.0 0.0 0.0 0.0 0.2 22.6 47.4 29.8 O 0.0 0.0 0.0 0.0 0.7 22.0 44.3 33.0

0.0 0.0 0.0 0.1 0.5 76.6 22.8 X LL PL D8 5 D6 0 DS( D3 0 D15 l D10 Cc Cu o 45 24 0.0994 0.0437 0.0318 0.0052 o 39 24 0.128 0.0352 0.0168 0.0032 A 0.260 0.187 0.161 1 0.1000 MATERIAL DESCRIPTION USCS AASHTO o gray brown mottled orange CLAY wI sand CL o yellow brown mottled gray CLAY w/ sand CL vyellow gray silty SAND Project No. 109-253 Client: Geomatrix Remarks:

Project: 5117.02 l

Source: 99-2 Sample No.: 3 Bottom Elev./Depth: 5.5-8.5' o Source: 99-2 Sample No.: 3 Bottom Elev./Depth: 5.5-8.5' osSource: 99-2 Sample No.: 3 Top ElevJDepth: 5.5-8.5'

Source: 99-2 Sample No.: 5 ElevJDepth: 10-13' PARTICLE SIZE DISTRIBUTION CURVES COOPER TESTING LABORATORY Plate Humboldt Bay ISESI Page E-71 of 25; Data Report E, Rev. 0

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-2 Sample No.: 3 Bottom Elev. or Depth: 5.5-8.5' Sample Length (in./cm.):

Location:

==

Description:==

gray brown mottled orange CLAY w/ sand Liquid Limit: 45 Plastic Limit: 24 USCS Classification: CL AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 57.45 Tare = 0.00 Dry sample weight = 57.45 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

10 0.00 100. 0

30 0.05 99.9

40 0.10 99.8

50 0.20 99.7

100 3.00 94.8

200 13.10 77.2 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sample= 100.0 Weight of hydrometer sample: 58.77 Hygroscopic moisture correction:

Moist weight & tare = 27.94 Dry weight & tare = 27.57 Tare = 11.49 Hygroscopic moisture= 2.3 %

Calculated biased weight= 57.45 Automatic temperature correction Composite correction at 20 deg C = -4.9 Meniscus correction only=

Specific gravity of solids= 2.7 Specific gravity correction factor= 0.989 Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percent time, min deg C reading reading depth mm finer 0.50 22.0 44.5 40.0 0.0131 44.5 9.0 0.0556 68.9 1.00 22.0 38.3 33-.8 0.0131 38.3 10.0 0.0415 58.1 2.00 22.0 33.0 28.5 0.0131 33.0 10.9 0.0306 49.1 Humboldt Bay ISFSI COOPER TESTING LABORATORY Data Report E, Rev. 0 Page E-72 of 251

Elapsed Temp, Actual Corrected K Rm. Eff. Diameter Percent time, min deg C reading reading depth mm finer 5.00 22.5 29.5 25.1 0.0130 29.5 11.5 0.0197 43.3 -

15. 00 22.5 26.0 21.6 0.0130 26.0 12.0 0.0117 37.2

30. 00 22. 5 24.0 19.6 0.0130 24.0 12.4 0.0084 33.8

60. 00 22.0 22.5 18.0 0.0131 22. 5 12.6 0.0060 31.0 120.00 22. 5 21.0 16.6 0.0130 21.0 12.9 0.0043 28.6 240.00 23.0 19.0 14.8 0.0130 19.0 13.2 0.0030 25. 4 480.00 26.0 16.5 13.2 0.0125 16.5 13.6 0. 0021 22.8 1639.00 21.0 16.5 11.8 0.0133 16.5 13. 6 0.0012 20.3 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% COBBLES = % G:RAVEL =

% SAND = 22.8 (% coarse % medium = 0.2 % fine = 22.6)

% SILT = 47.4 % CLAY = 29.8 D85= 0.10 D60= 0.04 D50= 0.03 D 3 0 = 0.01 Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-73 of 25'-

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-2 Sample No.: 3 Top Elev. or Depth: 5.5-8.5' Sample Length (in./cm.):

Location:

==

Description:==

yellow brown mottled gray CLAY w sand Liquid Limit: 39 Plastic Limit: 24 USCS Classification: CL AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 58.95 Tare = 0.00 Dry sample weight = 58.95 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

10 0.00 100.0 i 30 0.20 99.7 i 40 0.40 99.3 50o 1.30 97.8

100 7.50 87.3

200 13.40 77.3 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sample= 100.0 Weight of hydrometer sample: 60.42 Hygroscopic moisture correction:

Moist weight & tare = 27.50 Dry weight & tare = 27.11 Tare = 11.61 Hygroscopic moisture= 2.5 %

Calculated biased weight= 58.94 Automatic temperature correction Composite correction at 20 deg C = -4.9 Meniscus correction only=

Specific gravity of solids= 2.7 Specific gravity correction factor= 0.989 Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percent time, min deg C reading reading depth rm finer 0 . 50 18.0 48.0 42.6 0.0138 48.0 8.4 0. 0566 71.6 1.00 18.0 44.0 38.6 0.0138 44.0 9.1 0.0415 64.8 2.00 18.0 39.0 33.6 0.0138 39.0 9.9 0.0307 56.5 Humboldt Bay ISFSI COOPER TESTING LABORATORY Data Report E, Rev. 0 Page E-74 of 2514

Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percent time, min deg C reading reading depth MM finer 5.00 20.0 36.0 31.1 0.0134 36.0 10.4 0.0194 52.1 15.00 20.0 30.5 25.6 0. 0134 30.5 11.3 0.0117 42.9 30.00 20.0 27.7 22.8 0.0134 27.7 11.8 0.0084 38.2

60. 00 20.0 25.5 20.6 0.0134 25.5 12.1 0.0060 34.5 120.00 20.0 24.0 19.1 0.0134 24.0 12.4 0.0043 32. 0 240.00 20.0 22.7 17.8 0.0134 22.7 12.6 0. 0031 29.8 517.00 21.0 22. 0 17.3 0.0133 22.0 12.7 0.0021 29.0 1317 .00 19.0 20.0 14.9 0.0136 20.0 13.0 0.0014 24.9 Fractional Components Gravel/Sand based on #4 Sand/Fines based on 200

% COBBLES = % :RAVE L =

% SAND = 22.7 (% coarse % medium = 0.7 % fine = 22.0)

% SILT = 44.3 % CLAY = 33.0 D85= 0.13 D6 0 = 0.04 D5 0 = 0.02 D3 0 = 0.00 Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-75 of S i

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-2 Sample No.: 5 Elev. or Depth: 10-13' Sample Length (in./cm.):

Location:

==

Description:==

yellow gray silty SAND Liquid Limit: Plastic Limit:

USCS Classification: AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 338.10 Tare = 83.60 Dry sample weight = 254.50 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

4 0.00 100.0

10 0.30 99.9

30 1.10 99.6

40 1.50 99.4

50 10.30 96.0

100 137.10 46.1

200 196.60 22.8 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% COBBLES = % GRAVEL =

% SAND = 77.2 (% coarse = 0.1 % medium = 0.5 % fine = 76.6)

% FINES = 22.8 D85= 0.26 D60= 0.19 D 5 0 = 0.16 D 3 0 = 0.10 Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-76 of 51

PARTICLE SIZE DISTRIBUTION CURVES d

- e o O O O g °2 100 I It:

wJ z

I-z u-0) w:

w (I 40--

10 200 100 10 1 0.1 0.01 0.001 GRAIN SI ZE - mm

% GRAVEL % SAND % FINES

%COBBLES~

__%_COBBLES CRS. FINE CRS. MEDIUM FINE SILT CLAY o 0.0 0.0 0.0 0.0 0.3 0.3 58.3 41.1 D 0.0 0.0 0.0 0.0 0.2 14.2 56.5 29.1 A 0.0 0.0 0.0 0.0 0.1 68.5 31.4 LL PL D85 D60 Do D3 0 D15 D10 cc C u o 43 27 0.0167 0.0093 0.0029 O 31 22 0.0735 0.0367 0.0253 0.0054 A 0.161 0.108 0.0948 MATERIAL DESCRIPTION USCS AASHTO o gray SILT ML o gray CLAY, trace sand CL A brown mottled orange silty SAND Project No. 109-253 Client: Geomatrix Remarks:

Project: 5117.02 0 0

o Source: 99-2 Sample No.: 7 ElevJDepth: 14.5-17.5'

,o Source: 99-2 Sample No.: 9-4 Elev./Depth: 20-20.5' lA Source: 99-2 Sample No.: 10- Elev./Depth: 26-26.5' PARTICLE SIZE DISTRIBUTION CURVES COOPER TESTING LABORATORY Plate Humboldt Bay ISFSI Page E-77 of 2 5'1 Data Report E, Rev. 0

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-2 Sample No.: 7 Elev. or Depth: 14.5-17.5' Sample Length (in./cm.):

Location:

==

Description:==

gray SILT Liquid Limit: 43 Plastic Limit: 27 USCS Classification: ML AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 53.94 Tare = 0.00 Dry sample weight 53.94 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

10 0.00 100.0

30 0.10 99.8

40 0.15 99.7

50 0.20 99.6

100 0.25 99.5

200 0.30 99.4 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sample= 100.0 Weight of hydrometer sample: 55.34 Hygroscopic moisture correction:

Moist weight tare = 26.20 Dry weight & tare = 25.84 Tare = 11.79 Hygroscopic moisture= 2.6 %

Calculated biased weight= 53.96 Automatic temperature correction Composite correction at 20 deg C = -4.9 Meniscus correction only=

Specific gravity of solids= 2.7 Specific gravity correction factor= 0.989 Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percent time, min deg C reading reading depth MM finer 0.50 18.0 59. 0 53.6 0. 0138 59.0 6.6 0.0502 98.3 1.00 18.0 57.7 52.3 0.0138 57.7 6.8 0.0360 95.9 2.00 18.0 56.0 50.6 0. 0138 56.0 7.1 0.0260 92.8 Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-78 of 2.S5i

Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percent time, min deg C reading reading depth mm finer 5.00 20.0 51.5 46.6 0. 0134 51.5 7.8 0.0168 85.3 15.00 20.0 41.0 36.1 0.0134 41.0 9.6 0.0107 66.1 30.00 20.0 34.7 29.8 0.0134 34.7 10.6 0.0080 54.5 60.00 20.0 29.5 24.6 0.0134 29.5 11.5 0.0059 45.0 120.00 20.0 25.5 20.6 0.0134 25.5 12.1 0.0043 37.7 240.00 20.0 22.0 17.1 0.0134 22.0 12.7 0.0031 31.3 517.00 21.0 19.0 14.3 0.0133 19.0 13.2 0 . 0021 26.2 1317.00 19.0 17.0 11.9 0.0136 17.0 13.5 0.0014 21.7 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% COBBLES = % GIRAVE L =

% SAND = 0.6 (% coarse % medium = 0.3 % fine = 0.3)

% SILT = 58.3 % CLAY = 41.1 D85= 0.02 D 6 0= 0.01 D50= 0.01 D 3 0= 0.00 Humboldt lay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-79 of ZG-i

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-2 Sample No.: 9-4 Elev. or Depth: 20-20.5' Sample Length (in./cm.):

Location:

==

Description:==

gray CLAY, trace sand Liquid Limit: 31 Plastic Limit: 22 USCS Classification: CL AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 54.25 Tare = 0.00 Dry sample weight = 54.25 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

10 0.00 100.0

30 0.05 99.9

40 0.10 99.8

50 0.15 99.7

100 1.10 98.0

200 7.80 85.6 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sample= 100.0 Weight of hydrometer sample: 55.71 Hygroscopic moisture correction:

Moist weight & tare = 28.09 Dry weight & tare = 27.66 Tare = 11.49 Hygroscopic moisture= 2.7 %

Calculated biased weight= 54.27 Automatic temperature correction Composite correction at 20 deg C = -4.9 Meniscus correction only=

Specific gravity of solids= 2.7 Specific gravity correction factor= 0.989 Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percent time, min deg C reading reading depth mm finer 0.50 21.0 46.0 41.3 0.0133 46.0 8.8 0 . 0555 75.2 1.00 21.0 40.0 35.3 0.0133 40.0 9.7 0.0414 64.3 2.00 21.0 34.5 29.8 0.0133 34.5 10.6 0.0306 54.3 Humboldt Bay ISFS1 COOPER TESTING LABORATORY Data Report E, Rev. 0 Page E-80 of 25-f

Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percent time, min deg C reading reading depth MM finer 5.00 21.0 30.0 25.3 0.0133 30.0 11.4 0.0200 46.1 15.00 21.0 25.7 21.0 0. 0133 25.7 12.1 0.0119 38.2 30.00 21.0 24.0 19.3 0. 0133 24.0 12.4 0.0085 35.1 60 . 00 21.0 22.0 17.3 0.0133 22.0 12.7 0.0061 31.5 120.00 21.0 19.8 15.1 0.0133 19.8 13.0 0.0044 27.5 240.00 21.0 18.0 13.3 0.0133 18.0 13.3 0.0031 24.2 480.00 23.0 16.0 11.8 0.0130 16.0 13.7 0 . 0022 21.4 1360.00 23.0 14.7 10.5 0.0130 14.7 13.9 0.0013 19.1 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% COBBLES = % GRAVEL =

% SAND = 14.4 (% coarse = % medium = 0.2 % fine = 14.2)

% SILT = 56.5 % CLAY = 29.1 D 8 5 = 0.07 D60= 0.04 D50= 0.03 D 3 0 = 0.01 Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-8 1 of 25'i

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-2 Sample No.: 10-4 Elev. or Depth: 26-26.5' Sample Length (in./cm.):

Location:

==

Description:==

brown mottled orange silty SAND Liquid Limit: Plastic Limit:

USCS Classification: AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 284.20 Tare = 83.60 Dry sample weight 200.60 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

10 0.00 100.0

30 0.10 100.0

40 0.20 99.9

50 0.30 99.9

100 37.70 81.2

200 137.60 31.4 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% COBBLES = % GRAVEL =

% SAND = 68.6 (% coarse = % medium = 0.1 % fine = 68.5)

% FINES = 31.4 D 8 5 = 0.16 D 6 0 = 0.11 D50= 0.09 Humboldt Bay SFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-82 of 2.H

PARTICLE SIZE DISTRIBUTION CURVES L1 c

10 0 sc 5 - - - - - - - - - - - -

8~~~~~~~~

Sc -iX-' I---llli 70 L W

z I-z w

0 w

0W 40--

30-20 --

10 1 200 100 1 1 0.1 0.01 0.001 GRAIN SIZE- mm

% GRAVEL % SAND % FINES

% COBBLI P:Q ..

CRS. FINE CRS. MEDIUM FINE SILT I CLAY o 0.0 0.0 0.0 0.0 1.3 89.9 8.8 o 0.0 0.0 0.0 0.8 4.2 47.3 47.7 A 0.0 0.0 0.3 2.0 5.9 59.7 32.1 x LL PL D85 l 60 D50 D30 D1 5 D10 CC Cu o 0.344 0.260 0.236 0.193 0.157 0.104 1.39 2.50 o 0.318 0.193 0.143 In, l 0.299 0.203 0.176 MATERIAL DESCRIPTION USCS AASHTO o brown poorly graded SAND with silt o gray brown mottled orange clayey SAND

,n dark brown clayey SAND Project No. 109-253 Client: Geomatrix Remarks:

Project: 5117.02 1 Source:19912°Sample No.: 11 Elev./Depth: 30-31.5' o Source: 99-2 Sample No.: 11 Elev.lDepth: 30-31.5' o Source: 99-2 Sample No.: 13 ElevJDepth: 4041.3' l Source: 99-2 Sample No.: 15-4 ElevJDepth: 51-51.5' PARTICLE SIZE DISTRIBUTION CURVES COOPER TESTING LABORATORY Plate Humboldt Bay 1SFS}

Page E-83 of 2541 Data Report E, Rev. 0

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-2 Sample No.: 11 Elev. or Depth: 30-31.5' Sample Length (in./cm.):

Location:

==

Description:==

brown poorly graded SAND with silt Liquid Limit: Plastic Limit:

USCS Classification: SP-SM AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 276.10 Tare = 79.70 Dry sample weight = 196.40 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

10 0.00 100. 0

30 0.30 99.9

40 2.50 98.7

50 50.90 74.1

100 170.20 13.3

200 179.20 8.8 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% COBBLES = % GRAVEL =

% SAND = 91.2 (% coarse = % medium = 1.3 % fine = 89.9)

% FINES = 8.8 D85= 0.34 D6 0 = 0.26 D= 0.24 D30= 0.19 D1 5 = 0.16 D1O= 0.10 Cc= 1.3916 Cu= 2.5039 Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-84 of 2.5q

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-2 Sample No.: 13 Elev. or Depth: 40-41.3' Sample Length (in./cm.):

Location:

Description:

gray brown mottled orange clayey SAND Liquid Limit: Plastic Limit:

USCS Classification: AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 339.70 Tare = 80.20 Dry sample weight = 259.50 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

4 0.00 100.0

10 2.10 99.2

30 7.90 97.0

40 13.10 95.0

50 45.50 82.5

100 127.40 50.9

"-< # 200 135.70 47.7 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% COBBLES = % GRAVEL =

% SAND = 52.3 (% coarse = 0.8 % medium = 4.2 % fine = 47.3)

% FINES = 47.7 D 8 5= 0.32 D 6 0 = 0.19 D= 0.14 Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY PageE-85of 251

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-2 Sample No.: 15-4 Elev. or Depth: 51-51.5' Sample Length (in./cm.):

Location:

==

Description:==

dark brown clayey SAND Liquid Limit: Plastic Limit:

USCS Classification: AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 233.70 Tare = 82.40 Dry sample weight 151.30 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer 3/8 inch 0.00 100.0 i4 0.50 99.7

10 3.50 97.7

30 9.30 93.9

40 12.40 91.8

50 22.50 85.1

100 88.70 41.4

200 102.80 32.1 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% COBBLES = % GRAVEL = 0.3 (% coarse = % fine = 0.3)

% SAND = 67.6 (% coarse = 2.0 % medium = 5.9 % fine = 59.7)

% FINES = 32.1 D 8 5 = 0.30 D 6 0 = 0.20 D5 0 = 0-18 Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-86 of 254

PARTICLE SIZE DISTRIBUTION CURVES e7 - z C! e o o o II .

100 - . Ii .

- -T, 70 -_

W z

U-z wu 0

wL LL 30-10 .0 1 01 -

0 200 100 10 1 0.1 0.01 0.001 GRAIN SIZE- mm

% GRAVEL % SAND % FINES

% COBBLES CRS. FINE CRS. MEDIUM FINE SILT I CLAY o 0.0 0.0 0.0 0.0 0.6 88.0 11.4 o 0.0 0.0 0.5 2.0 59.8 35.4 2.3 A 0.0 0.0 0.0 0.0 0.9 90.7 8.4 LL PL D8 5 Dr6 0 D3 0 D1 5 D10 cc C o 0.284 0.233 0.215 0.178 0.143 O 0.992 0.576 0.497 0.389 0.321 0.292 0.90 1.97 A 0.308 0.240 0.221 0.185 0.153 0.108 1.33 2.23 MATERIAL DESCRIPTION USCS AASHTO o brown poorly graded SAND with silt SP-SM o gray brown poorly graded SAND SP A brown poorlv graded SAND with silt SP-SM Project No. 109-253 Client: Geomatrix Remarks:

Project: 5117.02 o o

o Source: 99-2 Sample No.: 16 Elev.lDepth: 60.5-62' o Source: 99-2 Sample No.: 18 Elev.lDepth: 70-73' A Source: 99-2 Sample No.: 19-4 Elev./Depth: 80.5-81' PARTICLE SIZE DISTRIBUTION CURVES

- - I COOPER TESTING LABORATORY Plate Jumboldt Bay ISFSI

)ata Report E, Rev. 0 Page E-87 of 25

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-2 Sample No.: 16 Elev. or Depth: 60.5-62' Sample Length (in./cm.):

Location:

==

Description:==

brown poorly graded SAND with silt Liquid Limit: Plastic Limit:

USCS Classification: SP-SM AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 322.20 Tare = 83.60 Dry sample weight = 238.60 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

10 0.00 100.0

30 0.30 99.9

40 1.40 99.4

50 19.20 92.0

100 197.50 17.2

200 211.30 11.4 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% COBBLES = % GRAVEL =

% SAND = 88.6 (% coarse = % medium = 0.6 % fine = 88.0)

% FINES = 11.4 D 8 5= 0.28 D60= 0.23 D50= 0.22 D 3 0= 0.18 D 1 5= 0.14 Humboldt Bay ISFSI COOPER TESTING LABORATORY Data Report E, Rev. 0 Page E-88 of 25A

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-2 Sample No.: 18 Elev. or Depth: 70-73' Sample Length (in./cm.):

Location:

==

Description:==

gray brown poorly graded SAND Liquid Limit: Plastic Limit:

USCS Classification: SP AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 464.70 Tare = 83.60 Dry sample weight = 381.10 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer 3/8 inch 0.00 100.0

4 1.90 99.5

10 9.70 97.5

30 142.80 62.5

40 237.30 37.7

50 338.60 11.2

100 370.30 2.8

200 372.20 2.3 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% COBBLES = % GRAVEL = 0.5 (% coarse = % fine = 0.5)

% SAND = 97.2 (% coarse = 2.0 % medium = 59.8 % fine = 35.4)

% FINES = 2.3 D8 5 = 0.99 D 6 0 = 0.58 D 5 0 = 0-50 D3 0 = 0.39 D 1 5 = 0.32 D 1 0 = 0.29 Cc= 0.8984 Cu= 1.974 Humboldt Bay SFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-89 of 2 5

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-2 Sample No.: 19-4 Elev. or Depth: 80.5-81' Sample Length (in./cm.):

Location:

==

Description:==

brown poorly graded SAND with silt Liquid Limit: Plastic Limit:

USCS Classification: SP-SM AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 292.50 Tare = 83.70 Dry sample weight = 208.80 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

4 0.00 100.0 i 10 0.10 100.0

30 0.30 99.9

40 1.90 99.1

50 35.50 83.0

100 179.50 14.0 i 200 191.20 8.4 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% COBBLES = % GRAVEL =

% SAND = 91.6 (% coarse = 0.0 % medium = 0.9 % fine = 90.7)

% FINES = 8.4 D 8 5= 0.31 D 6 0 = 0.24 D50= 0.22 D3 0 = 0.19 D 1 5 = 0.15 D 1 0 = 0.11 Cc= 1.3261 Cu= 2.2255 Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-90 of 25q

PARTICLE SIZE DISTRIBUTION CURVES 5

100 z 30--

I-z U,

C) 40--

20-io1 10 GRAIN SIZE - mm

% GRAVEL % SAND % FINES

% COBBL ..s AIZ I

CRS. FINE CRS. MEDIUM FINE SILT I CLAY o 0.0 0.0 18.5 24.2 31.9 22.8 2.6 O 0.0 0.0 0.0 0.0 0.2 2.2 57.2 40.4 6 0.0 0.0 0.0 0.0 0.5 11.8 58.5 29.2 X LL PL D8 5 D60 D5 0 D3 0 D1 5 D1 0 Cc Cu o 5.46 2.21 1.49 0.526 0.302 0.246 0.51 8.99 o 35 21 0.0412 0.0168 0.0022 A 31 21 0.0620 0.0293 0.0174 0.0053 MATERIAL DESCRIPTION USCS AASHTO o gray poorly graded SAND with gravel SP o gray CLAY CL

grav CLAY CL Project No. 109-253 Client: Geomatrix Remarks:

Project: 5117.02 C o Source: 99-2 Sample No.: 42 & 22.4 Composite 6 o Source: 99-2 Sample No.: 24 Elev.lDepth: 154.5-1575 A Source: 99-2 Sample No.: 27 Elev.lDepth: 200-201.5' PARTICLE SIZE DISTRIBUTION CURVES I

COOPER TESTING LABORATORY Plate Humboldt Bay ISFSI Data Report E, Rev. 0 Page E-91 of 5-i

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-2 Sample No.: 42 & 22.4 Composite Elev. or Depth: Sample Length (in./cm.):

Location:

==

Description:==

gray poorly graded SAND with gravel Liquid Limit: Plastic Limit:

USCS Classification: SP AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 460.40 Tare = 81.10 Dry sample weight 379.30 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer 3/4 inch 0.00 100.0 3/8 inch 17.20 95.5

4 70.10 81.5

10 162.10 57.3

30 256.70 32.3

40 282.90 25.4

50 323.20 14.8

100 364.70 3.9

200 369.40 2.6 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% COBBLES = % GRAVEL = 18.5 (% coarse = % fine = 18.5)

% SAND = 78.9 (% coarse = 24.2 % medium = 31.9 % fine = 22.8)

% FINES = 2.6 D8 5 = 5.46 D 6 0 = 2.21 D 0 = 1.49 D3 0 = 0.53 D 1 5 = 0.30 D 1 0 = 0.25 Cc= 0.5079 Cu= 8.9926 Humboldt Bay SFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-92 of,26L4

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-2 Sample No.: 24 Elev. or Depth: 154.5-1575 Sample Length (in./cm.):

Location:

Description:

gray CLAY Liquid Limit: 35 Plastic Limit: 21 USCS Classification: CL AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 54.50 Tare = 0.00 Dry sample weight = 54.50 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

10 0.00 100.0

30 0.05 99.9

40 0.10 99.8

50 0.15 99.7 100 0.20 99.6

200 1.30 97.6 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sample= 100.0 Weight of hydrometer sample: 55.43 Hygroscopic moisture correction:

Moist weight & tare = 29.52 Dry weight & tare = 29.22 Tare = 11.80 Hygroscopic moisture= 1.7 %

Calculated biased weight= 54.49 Automatic temperature correction Composite correction at 20 deg C = -4.9 Meniscus correction only=

Specific gravity of solids= 2.7 Specific gravity correction factor= 0.989 Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percent time, min deg C reading reading depth mn finer 0.50 21.0 56.0 51.3 0.0133 56.0 7.1 0. 0501 93.1

1. 00 21.0 49.5 44.8 0.0133 49.5 8.2 0.0380 81.3 2.00 21.0 44.0 39.3 0 .0133 44.0 9.1 0.0283 71.3 Humboldt Bay ISFSI - COOPER TESTING LABORATORY Data Report E, Rev. 0 Page E-93 of 25v1

Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percent time, min deg C reading reading depth mm finer 5.00 21.0 39.0 34.3 0.0133 39.0 9.9 0.0187 62.2 -

15.00 21.0 33.5 28.8 0.0133 33.5 10.8 0.0113 52.2 30.00 21.0 30.7 26.0 0.0133 30.7 11.3 0.0081 47.2

60. 00 21.0 28.0 23.3 0.0133 28.0 11.7 0.0059 42.3 120.00 21.0 26.0 21 .3 0.0133 26.0 12.0 0.0042 38.6 240.00 21.0 23.8 19.1 0.0133 23.8 12.4 0.0030 34.6 480. 00 23.0 20.5 16.3 0.0130 20.5 12.9 0.0021 29.5 1360.00 23.0 18.0 13.8 0.0130 18.0 13.3 0.0013 25.0 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% COBBLES = % GIRAVEL =

% SAND = 2.4 (% coarse % medium = 0.2 % fine = 2.2)

% SILT = 57.2 % CLAY = 40.4 D85= 0.04 D60= 0.02 D50= 0.01 D 3 0= 0.00 lumboldt Bay ISFSI COOPER TESTING LABORATORY

)ata Report E, Rev. 0 Page E-94 of 9-5Z

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-2 Sample No.: 27 Elev. or Depth: 200-201.5' Sample Length (in./cm.):

Location:

Description:

gray CLAY Liquid Limit: 31 Plastic Limit: 21 USCS Classification: CL AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 61.01 Tare = 0.00 Dry sample weight = 61.01 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

10 0.00 100.0

30 0.20 99.7

40 0.30 99.5

50 0.50 99.2

100 4.70 92.3

200 7.50 87.7 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sample= 100.0 Weight of hydrometer sample: 61.01 Hygroscopic moisture correction:

Moist weight & tare = 30.34 Dry weight & tare = 30.01 Tare = 11.72 Hygroscopic moisture= 1.8 %

Calculated biased weight= 59.93 Automatic temperature correction Composite correction at 20 deg C = -4.9 Meniscus correction only=

Specific gravity of solids= 2.7 Specific gravity correction factor= 0.989 Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percent time, min deg C reading reading depth mm finer 0.50 18.0 54.5 49.1 0.0138 54.5 7.4 0. 0529 81.1 1.00 18.0 48.0 42.6 0.0138 48.0 8.4 0.0400 70.4 2.00 18.0 42.0 36.6 0.0138 42.0 9.4 0.0299 60.5 Humboldt Bay 1SFS1 Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-95 of 2S55

Elapsed Temp, Actual Corrected K RM Eff. Diameter Percent time, min deg C reading reading depth mm finer 5.00 18.0 37 . 0 31.6 0.0138 37.0 10.2 0.0197 52.2 -

15.00 18.0 31.0 25.6 0.0138 31.0 11.2 0.0119 42.3 30.00 18.0 27.0 21.6 0.0138 27.0 11.9 0.0087 35.7 60 .00 18.5 24.5 19.2 0 . 0137 24.5 12.3 0.0062 31.8 ,

120.00 19.0 22.0 16.9 0.0136 22.0 12.7 0.0044 27.8 240.00 19.0 20.0 14. 9 0.0136 20.0 13.0 0.0032 24.5 480.00 17.0 18.5 12 .9 0.0140 18.5 13.3 0.0023 21.3 1392. 00 15.0 17.0 11.0 0.0143 17.0 13.5 0.0014 18.1 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% COBBLES = % GI[RAVEL =

% SAND = 12.3 (% coarse % medium = 0.5 % fine = 11.8)

% SILT = 58.5 % CLAY = 29.2 D85= 0.06 D60= 0.03 D 5 0= 0.02 D3 0 = 0.01 Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-96 of trial

PARTICLE SIZE DISTRIBUTION CURVES e

100_

of zI 60 0 [ 0 l - A S t 1 N t_ 4 I t l -

z x

Z 0

a.

30 0 1 1 0.01 0 200 100 10 -1 0.1 0.01 0.0011 GRAIN SIZE - mm I

_ l % GRAVEL % SAND % FINES

% COBBL FS I

.L - I CRS. FINE CRS. MEDIUM FINE SILT I CLAY o . {.0 0.0 0.1 0.8 92.0 7.1 o 00 0.0 0.0 0.8 4.9 50.9 43.4 0.0 - 0.0 3.8 1.3 9.3 78.1 7.5 X LL PL D85 D60 D50 D30 D1 D10 CC Cu o 0.286 0.249 0.234 0.204 0.174 0.119 1.41 2.09 Ol } 1 0.246 0.186 0.145 0.419 0.293 0.262 0.209 0.167 0.146 1.02 2.01 MATERIAL DESCRIPTION USCS AASHTO o gray poorly graded SAND with silt o gray clayey SAND wlpockets of silty sand

gray poorly graded SAND with silt Project No. 109-253 Client: Geomatrix Remarks:

Project: 5117.02 0 I Source: 99I2 Sample No.: 29-4 Elev./Depth: 221.5-222' o Source: 99-2 Sample No.: 29-4 Elev./Depth: 221.5-222' o Source: 99-2 Sample No.: 30-4 Elev.lDepth: 241.5-242' a Source: 99-2 Sample No.: 31-4 Elev./Depth: 28 1-281.5' PARTICLE SIZE DISTRIBUTION CURVES COOPER TESTING LABORATORY Plate Humboldt Bay ISFSI Page E-97 of 25q Data Report E, Rev. 0

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-2 Sample No.: 29-4 Elev. or Depth: 221.5-222' Sample Length (in./cr.):

Location:

==

Description:==

gray poorly graded SAND with silt Liquid Limit: Plastic Limit:

USCS Classification: SP-SM AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 257.10 Tare = 80.00 Dry sample weight = 177.10 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

4 0.00 100.0

10 0.10 99.9

30 0.30 99.8

40 1.60 99.1

50 10.70 94.0

100 156.70 11.5

200 164.50 7.1 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% COBBLES = % GRAVEL =

% SAND = 92.9 (% coarse = 0.1 % medium = 0.8 % fine = 92.0)

% FINES = 7.1 D85= 0.29 D60= 0.25 D50= 0.23 D 3 0 = 0.20 D 1 5 = 0.17 D 1 0= 0.12 Cc= 1.4127 Cu= 2 . 0947 Humboldt Bay SFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-98 of Z S A

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-2 Sample No.: 30-4 Elev. or Depth: 241.5-242' Sample Length (in./cm.)

Location:

==

Description:==

gray clayey SAND w/pockets of silty sand Liquid Limit: Plastic Limit:

USCS Classification: AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 225.20 Tare 84.50 Dry sample weight = 140.70 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

4 0.00 100.0

10 1.20 99.2

30 7.00 95.0

40 8.00 94.3

50 9.10 93.5

100 69.60 50.5

200 79.70 43.4 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% COBBLES = % GRAVEL =

% SAND = 56.6 (% coarse = 0.8 % medium = 4.9 % fine = 50.9)

% FINES = 43.4 D8 5= 0.25 D60= 0.19 D50= 0.14 Humboldt Bay SFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY PageE-99of 254

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-2 Sample No.: 31-4 Elev. or Depth: 281-281.5' Sample Length (in./cm.):

Location:

==

Description:==

gray poorly graded SAND with silt Liquid Limit: Plastic Limit:

USCS Classification: SP-SM AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 316.10 Tare = 80.40 Dry sample weight 235.70 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer 3/4 inch 0.00 100.0 3/8 inch 6.20 97.4

4 8.90 96.2

10 12.10 94.9

30 22.80 90.3

40 34.00 85.6

50 89.30 62.1

100 210.40 10.7

200 218.00 7.5 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% COBBLES = % GRAVEL = 3.8 (% coarse = % fine = 3.8)

% SAND = 88.7 (% coarse = 1.3 % medium = 9.3 % fine = 78.1)

% FINES = 7.5 D 8 5 = 0.42 D 6 0 = 0.29 D 5 0 = 0.26 D 3 0= 0.21 D 1 5 = 0.17 D 1 0 = 0.15 Cc= 1.0241 C= 2.0103 Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-100 of 25q

PARTICLE SIZE DISTRIBUTION CURVES Cs 100 10 r Tf z

z Lu f VIE 0

Lu 0w 70 -~~~~~~ -GAI Tmm G SIZE -

% GRAVEL % SAND % FINES

% COBBLI =,Z.~~~~~

CRS. FINE CRS. MEDIUM FINE SILT I CLAY o 0.0 0.0 4.1 0.3 0.5 84.5 10.6 0.0 0.0 0.0 0.0 3.8 89.6 6.6 A 0.0 0.0 0.0 0.0 8.0 84.9 7.1 LL PL D8 5 D60 D5 0 D30 D1 5 D1 cc Cu O 0.246 0.203 0.190 0.163 0.105 o 0.352 0.263 0.240 0.199 0.166 0.150 1.00 1.75 A 0.365 0.266 0.241 0.197 0.161 0.140 1.04 1.91 MATERIAL DESCRIPTION USCS AASHTO o gray poorly graded SAND with silt o gray poorly graded SAND with silt A gray poorly graded SAND with silt Project No. 109-253 Client: Geomatrix Remarks:

Project: 5117.02 o 0

o Source: 99-2 Sample No.: 344 Elev./Depth: 331.5-332' a o Source: 99-2 Sample No.: 36-4 Elev./Depth: 361.5-362' a Source: 99-2 Sample No.: 37-4 ElevJDepth: 371.5-372' PARTICLE SIZE DISTRIBUTION CURVES I

COOPER TESTING LABORATORY-, Plate Humboldt Bay ISFSI Data Report E, Rev. 0 Page E-1O1 of Z4-t

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-2 Sample No.: 34-4 Elev. or Depth: 331.5-332' Sample Length (in./cm.):

Location:

==

Description:==

gray poorly graded SAND with silt Liquid Limit: Plastic Limit:

USCS Classification: SP-SM AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 316.40 Tare = 81.30 Dry sample weight = 235.10 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer 3/4 inch 0.00 100.0 3/8 inch 5.90 97.5

4 9.60 95.9

10 10.40 95.6

30 11.20 95.2

40 11.60 95.1

50 13.40 94.3 f 100 181.30 22.9

200 210.10 10.6 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% COBBLES = % GRAVEL = 4.1 (% coarse = % fine = 4.1)

% SAND = 85.3 (% coarse = 0.3 % medium = 0.5 % fine = 84.5)

% FINES = 10.6 D8 5 = 0.25 D 6 0 = 0.20 D 5 0 = 0.19 D 3 0 = 0.16 D 1 5 = 0.11 Humboldt Bay ISFSI

Data Report E, Rev. 0 COOPER TESTING LABORATORY PageE-1 02of 2;

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-2 Sample No.: 36-4 Elev. or Depth: 361.5-362' Sample Length (in./cm.):

Location:

==

Description:==

gray poorly graded SAND with silt Liquid Limit: Plastic Limit:

USCS Classification: SP-SM AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 321.80 Tare = 83.60 Dry sample weight = 238.20 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

4 0.00 100.0

10 0.10 100. 0

30 2.40 99.0

40 9.00 96.2

50 64.90 72.8

100 214.70 9.9

200 222.50 6.6 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% COBBLES = % GRAVEL =

% SAND = 93.4 % coarse = 0.0 % medium = 3.8 % fine = 89.6)

% FINES = 6.6 D85= 0.35 D60= 0.26 D50 = 0.24 D 3 0 = 0.20 D 1 5 = 0.17 D1 0 = 0.15 Cc= 0.9968 Cu= 1.7493 Humboldt Bay ISFSI

=Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-103 of 2 G1

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-2 Sample No.: 37-4 Elev. or Depth: 371.5-372' Sample Length (in./cm.):

Location:

==

Description:==

gray poorly graded SAND with silt Liquid Limit: Plastic Limit:

USCS Classification: SP-SM AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 309.50 Tare = 79.80 Dry sample weight 229.70 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

4 0.00 100.0

10 0.10 100.0

30 4.50 98.0

40 18.50 92.0

50 66.70 71.0

100 202.30 11.9

200 213.40 7.1 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% COBBLES = % GRAVEL =

% SAND = 92.9 (% coarse = 0.0 % medium = 8.0 % fine = 84.9)

% FINES = 7.1 D85= 0.36 D 6 0= 0.27 D 5 0= 0.24 D3 0 = 0.20 D 1 5 = 0.16 D 1 0 = 0.14 Cc= 1.0422 C= 1.9095 Humboldt Bay ISFSI

-Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-104 of 5;

PARTICLE SIZE DISTRIBUTION CURVES e gi

_ _ _ C - 12 0 .n 0 r8 e S, e C! SP LI 100 8o - -- -

70---

w W

z U-z 50-C)

L 40-30 20---

10 200 100 10 010.010.0 GRAIN SIZE - mm I

% GRAVEL % SAND % FINES

% COBBLES CRS. FINE CRS. MEDIUM FINE SILT I CLAY o 0.0 0.0 0.0 0.0 0.3 90.6 9.1 LL PL D85 _ 60 D50 D30 D1 5 10 Cc Cu o 0.317 0.253 0.231 0.189 0149 0.105 1.35 2.40 MATERIAL DESCRIPTION USCS AASHTO o gray poorly graded SAND with silt SP-SM Project No. 109-253 Client: Geomatrix Remarks:

Project: 5117.02 o o Source: 99-2 Sample No.: 39-4 ElevJDepth: 391.5-392' PARTICLE SIZE DISTRIBUTION CURVES COOPER TESTING LABORATORY Plate Humboldt Bay ISFSI Data Report E, Rev. 0 Page E-105 of 2-5j

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.02 Project Number: 109-253 Sample Data Source: 99-2 Sample No.: 39-4 Elev. or Depth: 391.5-392' Sample Length (in./cm.):

Location:

Description:

gray poorly graded SAND with silt Liquid Limit: Plastic Limit:

USCS Classification: SP-SM AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 310.30 Tare = 84.00 Dry sample weight = 226.30 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

10 0. 00 100.0

30 0.10 100.0

40 0.70 99.7

50 47.10 79.2

100 191.90 15.2

200 205.80 9.1 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% COBBLES = % GRAVEL =

% SAND = 90.9 (% coarse = % medium = 0.3 % fine = 90.6)

% FINES = 9.1 D 8 5= 0.32 D 6 0= 0.25 D50= 0.23 D 3 0= 0.19 D 1 5= 0.15 D= 0.11 Cc= 1.3463 Cu= 2.4017

{umboldt Bay SFSI

)ata Report E, Rev. 0 COOPER TESTING LABORATORY PageE-106of 25H

PARTICLE SIZE DISTRIBUTION TEST REPORT

. s5 s s S <.,

A _

. . r 100

! I 1,

0 -I _ _ i, 70 . '.

z

¢r DU F'

U- ! I - .

. ; t ,

z 5Lj r . . . I LUJ I . , j I I I I A' N LU) .

I . I

!, . I I .

EL 30 20 flillil. j i l liilll , i, !1;l jI i

~~

10~'P ~~I .}ii. I , I I'. , il , :

Hill ii~~.; j: ' 1i;I.6

~~~~~~~ ,

0 i . .I.

200 100 10 I GRAIN SIZE mm

%GRAVEL % SAND % FINES I +3 CRS. FINE CRS. MEDIUM FINE SILT CLAY 0 0.0 0.0 0.0 0.0 0.4 42.6 38.1 18.9 0.0 0.0 0.0 0.4 1.0 59.0 25.9 13.7 A 0.0 0.0 0.0 0.0 0.2 6.2 69.5 24.1 o 0.0 0.0 0.0 0.0 0.6 9.8 63.0 26.6 v 0.0 0.0 0.0 0.0 0.] 64.6 25.1 10.2 X LL I PL D8 5 D60 D5 0 D30 D15 D1 0 cc Cu L

30 23 0.155 0.0814 0.0598 0.0165 0.0020

_ 23 25 0.244 0.152 0.116 0.0429 0.0064 0.0020 6.15 77.00 A 32 23 0.0522 0.0289 0.0206 0.0086 o 29 23 0.0624 0.0307 0.0210 0.0070

- F__ 9 2 J 0.224 0.136 0.110 0.0590 0.0107 0.0048 5.37 28.42 MATERIAL DESCRIPTION USCS AASHTO D gray mottled orange sandy SILT ML 2 orange brown, mottled gray silty SAND SM a gray lean CLAY CL o olive brown mottled orange SILT ML 7 brown silty SAND SM Project No. 109-276 Client: Geomatrix Remarks:

Project: 5117.008 o Source: 99-3 Sample No.: 4 Elev./Depth: 5.5-7.2' Source: 99-3 Sample No.: 5 Elev.lDepth: 7.2-8.8' Source: 99-3 Sample No.: 6-4 Elev./Depth: 16-16.5'

Source: 99-3 Sample No.: 7-4 Elev./Depth: 21-21.5' v Source: 99-3 Sample No.: 8 Elev.lDepth: 25-26.5' PARTICLE SIZE DISTRIBUTION TEST REPORT COOPER TESTING LABORATORY Plate Humboldt Bay ISFSI PageE-107of 25;4 Data Report E, Rev. 0

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-3 Sample No.: 4 Elev. or Depth: 5.5-7.2' Sample Length (in./cm.):

Location:

==

Description:==

gray mottled orange sandy SILT Liquid Limit: 30 Plastic Limit: 23 USCS Classification: ML AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 54.38 Tare = 0.00 Dry sample weight = 54.38 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer r 10 0.00 100. 0 v 30 0.20 99.6

, 40 0.20 99.6 4 50 0.40 99.3 i 100 8.70 84.0

200 23.40 57.0 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sample= 100.0 Weight of hydrometer sample: 55.41 Hygroscopic moisture correction:

Moist weight & tare = 25.93 Dry weight & tre = 25.66 Tare = 11.49 Hygroscopic moisture= 1.9 %

Calculated biased weight= 54.37 Table of composite correction values:

Temp, deg C: 14.0 16.0 18.0 20.0 22.0 Comp. corr: -5.0 -5.6 -5.2 -4.9 -4.5 Meniscus correction only=

Specific gravity of solids= 2.7 Specific gravity correction factor= 0.989 Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-108 of 255-

Elapsed Temp, Actual Corrected Rm Eff. Diameter Percent time, min deg C reading reading depth mm finer 1.00 19.0 29.0 24.0 0.0136 29.0 11.5 0.0462 43.6-2.00 19.0 25.5 20.5 0.0136 25.5 12.1 0.0335 37 .2 5.00 19.0 23.0 18.0 0.0136 23.0 12.5 0.0215 32.7 15.00 19.0 20.0 14.9 0.0136 20.0 13.0 0.0127 27.2 30.00 19.0 18.5 13.4 0. 0136 18;5 13.3 0.0091 24.5 60.00 19.0 17.2 12.2 0.0136 17.2 13.5 0.0065 22.1 120.00 19.0 15.0 9. 9 0.0136 15.0 13.8 0.0046 18.1 360.00 19.0 14.0 8.9 0.0136 14.0 14.0 0.0027 16.3 480.00 19.0 13.8 8.8 0.0136 13.8 14.0 0.0023 15.9 1266.00 15.0 12.5 7.2 0.0143 12.5 14.2 0.0015 13.1 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

+ 3 = % GRAVEL

% SAND = 43.0 (% coarse = % medium = 0.4 % fine = 42.6)

% SILT = 38.1 % CLAY = 18.9 D85= 0.15 D 6 0 = 0.08 D 5 0= 0.06 D30= 0.02 D 1 5= 0.00 Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-109 of Z-5H

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-3 Sample No.: 5 Elev. or Depth: 7.2-8.8' Sample Length (in./cm.):

Location:

==

Description:==

orange brown, mottled gray silty SAND Liquid Limit: 23 Plastic Limit: 25 USCS Classification: SM AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 170.70 Tare = 0.00 Dry sample weight = 170.70 Sample split on number 10 sieve Split sample data:

Sample and tare = 67.60 Tare = .00 Sample weight 67.60 Cumulative weight retained tare= .00 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer 4 0.00 100.0

. 10 0.70 99.6 30 0.50 98.9

. 40 0.70 98.6 50 1.60 97.2 7 100 27.20 59.5

200 40.70 39.6 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sample= 99.6 Weight of hydrometer sample: 69.06 Hygroscopic moisture correction:

Moist weight & tare = 36.20 Dry weight & tare = 35.64 Tare = 9.12 Hygroscopic moisture= 2.1 %

Calculated biased weight= 67.90 Table of composite correction values:

Temp, deg C: 14.0 16.0 18.0 20.0 22.0 Comp. orr: -5.0 -5.6 -5.2 -4.9 -4.5 Meniscus correction only=

Specific gravity of solids= 2.7 Specific gravity correction factor= 0.989 Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Humboldt Bay SFSI COOPER TESTING LABORATORY Data Report E, Rev. 0 Page E-Il0of 2-S

5-3 PR 7,2-Elapsed Temp, Actual Corrected K RM Eff. Diameter Percent time, min deg C reading reading depth mm finer-1.00 19.0 26.8 21.7 0. 0136 26.8 11.9 0.0470 31.6 2.00 19.0 23.3 18.2 0.0136 23.3 12.5 0.0340 26.5 5.00 19.5 22. 0 17.0 0.0135 22.0 12.7 0.0215 24.8

_ 15.00 19.5 20.0 15.0 0.0135 20.0 13.0 0.0126 21.9 30.00 20.0 16.8 11.9 0.0134 16.8 13.5 0.0090 17.3

60. 00 20.0 15.2 10.3 0.0134 15.2 13.8 0.0064 15.0 120.00 20.0 14.0 9.1 0.0134 14.0 14.0 0.0046 13.3 240.00 20.0 13.2 8.3 0.0134 13.2 14.1 0.0033 12.1 480.00 19.0 12.5 7.4 0.0136 12.5 14.2 0. 0023 10.9 I332.00 15.0 11. 0 5.7 0.0143 11.0 14.5 0.0015 8.3 Fractional Components Gravel/Sand based on #4 Sand/Fines based on 200

% + 3 = % GRAVEL =

% SAND = 60.4 (% coarse = 0.4 % medium = 1.0 % fine = 59.0)

% SILT = 25.9 % CLAY = 13.7 D85= 0.24 D60= 0.15 D5 0 = 0.12 D30= 004 D 1 5= 0.01 D 1 0 = 0.00 Cc= 6.1547 Cu= 77.0048 Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-11I of 25-A

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-3 Sample No.: 6-4 Elev. or Depth: 16-16.5' Sample Length (in./cm.):

Location:

==

Description:==

gray lean CLAY Liquid Limit: 32 Plastic Limit: 23 USCS Classification: CL AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 54.39 Tare = 0.00 Dry sample weight = 54.39 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

10 0.00 100.0

30 0.05 99.9

40 0.10 99.8

50 0.15 99.7

100 0.50 99.1

200 3.50 93.6 Hydrometer Analysis Data Separation sieve is 10 Percent -#10 based upon complete sample= 100.0 Weight of hydrometer sample: 55.48 Hygroscopic moisture correction:

Moist weight & tare = 25.43 Dry weight & tare = 25.16 Tare = 11.81 Hygroscopic moisture= 2.0 %

Calculated biased weight= 54.38 Table of composite correction values:

Temp, deg C: 14.0 16.0 18.0 20.0 22.0 Comp. corr: -5.0 -5.6 -5.2 -4.9 -4.5 Meniscus correction only=

Specific gravity of solids= 2.7 Specific gravity correction factor= 0.989 Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-1 12 of

L- - e ILP Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percent time, min deg C reading reading depth mm finer 1.00 17.0 47.0 41.6 0.0140 47.0 8.6 0.0409 75.7-2.00 17.0 39.8 34.3 0.0140 39.8 9.8 0.0309 62.5 5.00 18.0 32.5 27.3 0.0138 32 . 5 11.0 0.0204 49.7 15.00 18.0 25.0 19.8 0.0138 25.0 12.2 0.0124 36.0

30. 00 18.0 22.0 16.8 0.0138 22.0 12.7 0.0090 30.6

60. 00 18.0 19.5 14.3 0.0138 19.5 13.1 0.0064 26.0 120.00 19.0 18.0 12.9 0.0136 '18.0 13.3 0.0045 23.6 240.00 19.0 16.8 11.7 0.0136 16.8 13.5 0.0032 21.4 480.00 19.0 15.0 9.9 0.0136 15.0 13.8 0.0023 18.1 1619.00 16.0 14.5 8.9 0.0141 14.5 13.9 0.0013 16.2 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% + 311 = % GRAVEL =

% SAND = 6.4 (% coarse = % medium = 0.2 % fine = 6.2)

% SILT = 69.5 % CLAY = 24.1 D 8 5= 0.05 D 6 0 = 0.03 D50= 0.02 D 3 0 = 0.01 Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-113 of 25H

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-3 Sample No.: 7-4 Elev. or Depth: 21-21.5' Sample Length (in./cm.):

Location:

==

Description:==

olive brown mottled orange SILT Liquid Limit: 29 Plastic Limit: 23 USCS Classification: ML AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 53.61 Tare = 0.00 Dry sample weight = 53.61 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer 4 10 0.00 100.0 u 30 0.20 99.6 r 40 0.30 99.4 v 50 0.40 99.3

100- 0.70 98.7

200 5.60 89.6 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sample= 100.0 Weight of hydrometer sample: 55.22 Hygroscopic moisture correction:

Moist weight & tare = 26.77 Dry weight & tare = 26.33 Tare = 11.55 Hygroscopic moisture= 3.0 %

Calculated biased weight= 53.62 Table of composite correction values:

Temp, deg C: 14.0 16.0 18.0 20.0 22.0 Comp. corr: -5.0 -5.6 -5.2 -4.9 -4.5 Meniscus correction only=

Specific gravity of solids= 2.7 Specific gravity correction factor= 0.989 Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Humboldt Bay ISFSI

Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-1 14 of Zhat

~ - A)`

77 Elapsed Temp, Actual Corrected RM Eff. Diameter Percent time, min deg C reading reading depth mm finer 1.00 17.0 44.3 38.8 0.0140 44.3 9.0 0.0420 71.7-2.00 17.0 38.3 32.8 0.0140 38.3 10.0 0.0313 .60.6 5.00 18.0 32 . 0 26.8 0.0138 32.0 11.0 0.0205 49.4 15.00 18.0 26.0 20.8 0.0138 26.0 12.0 0.0123 38.4 30.00 18.0 23.0 17. 8 0.0138 23.0 12.5 0.0089 32.8

60. 00 18.0 21.0 15.8 0.0138 21.0 12.9 0.0064 29.1 120.00 19.0 19.0 13.9 0.0136 19.0 13.2 0.0045 25.7 240.00 19. 0 17.7 12. 7 0.0136 17.7 13.4 0.0032 23.3 480.00 19.0 16.0 10. 9 0.0136 16.0 13.7 0.0023 20.2 1619.00 15.0 9.4 0. 0141 15.0 13.8 0.0013 17.3 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

-% + 3 = % GRAVEL =

% SAND = 10.4 (% coarse = % medium = 0.6 % fine = 9.8)

% SILT = 63.0 % CLAY = 26.6 D85= 0.06 D 6 0 = 0.03 D50= 0.02 D30= 0.01 Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-1 15 of 25-;

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-3 Sample No.: 8 Elev. or Depth: 25-26.5' Sample Length (in./cm.):

Location:

==

Description:==

brown silty SAND Liquid Limit: 19 Plastic Limit: 21 USCS Classification: SM AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 66.29 Tare = 0.00 Dry sample weight = 66.29 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

10 0.00 100.0

30 0.05 99.9

40 0.10 99.9

50 0.40 99.4

100 23.20 65.0

200 42.90 35.3 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sample= 100.0 Weight of hydrometer sample: 67.22 Hygroscopic moisture correction:

Moist weight & tare = 31.65 Dry weight & tre = 31.31 Tare = 7.22 Hygroscopic moisture= 1.4 %

Calculated biased weight= 66.28 Table of composite correction values:

Temp, deg C: 14.0 16.0 18.0 20.0 22.0 Comp. corr: -5.0 -5.6 -5.2 -4.9 -4.5 Meniscus correction only=

Specific gravity of solids= 2.7 Specific gravity correction factor= 0.989 Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Humboldt Bay SFSI COOPER TESTING LABORATORY Data Report E, Rev. 0 Page E-1 16 of 25H

7 .) ` ,'--

Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percent time, min deg C reading reading depth mm finer 1.00 19.0 23.0 18.0 0.0136 23.0 12.5 0.0482 26.8 2.00 19.0 20.0 14.9 0.0136 20.0 13.0 0.0347 22.3 5.00 19.5 18.3 13.3 0.0135 18.3 13.3 0.0221 19.9 15.00 19.5 16.0 11. 0 0.0135 16.0 13.7 0.0129 16.5 30.00 20.0 14.2 9.3 0. 0134 14.2 14.0 0.0092 13.9 60.00 20.0 13.0 8.1 0.0134 13.0 14.2 0.0065 12.1 120.00 20.0 11.5 6.6 0.0134 11.5 14.4 0.0047 9.9 240.00 20.0 11.2 6.3 0.0134 11.2 14.5 0.0033 9.4 480.00 19.0 10. 0 4.9 0.0136 10. 0 14.7 0.0024 7.4 1332.00 15.0 9. 0 3.7 0.0143 9. 14.8 0.0015 5.5 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% 3 = % GRAVEL =

% SAND = 64.7 (% coarse = % medium = 0.1 % fine = 64.6)

% SILT = 25.1 % CLAY = 10.2 D 8 5 = 0.22 D 6 0 = 0.14 D5Q= 0.11 D30= 0.06 D1 5= 0.01 IDlO= 0.00 Cc= 5.368 Cu= 28.4152

-flumboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-117 of 2H

PARTICLE SIZE DISTRIBUTION TEST REPORT d ~~~d dC e 0 . . . 8 I 9 9 2 A 9 ; -

- I-MMM-- '7~~~~~~~~~-

100 I -, , - ~~~

i ,i ;

zso LU '

- 0 100 1010. .1 0

'1-MI 3"%G4VE0

% AI IE 200C 0 101 1 0.10.010.0I o0 0.0 0.0 0.0 0.0 83.9 0.4 7.7 An AA 1 1) q 27 53I n A R B 0.0 0.0 0.0 0.0 0.4 53.4 34.0 12.2

_ 0.0 0.0 0.5 2.6 3.3 59.9 23.5 10.2 V 0.0 0.0 0.0 0.0 0.4 16.0 61.3 22.3 L8 23 D85 D60 - D50 D3 0 D1 5 D1 0 cc Cu

___ 23 0.256 0.191 .0.168 0.121 0.0392 0.0090 8.41 21.18

_ 14 15 0.826 0.318 0.259 0.181 0.0522 0.0134 7.65 23.73

_ 18 18 0.239 0.155 0.105 0.0356 0.0079 0.0026 3.17 59.84 o 18 20 0.268 0.181 0.153 0.0571 0.0124 0.0046 3.89 38.95 V 29 23 0.0806 0.0341 0.0245 0.009 0.0021 I MATERIAL DESCRIPTION USCS AASHTO 2 brown silty SAND SM 2 orange brown silty SAND SM

\ brown silty SAND, trace clayey lumps SM o gray silty SAND SM v grav SILT w/sand ML I Project No. 109-276 Client: Geomatrix Remarks:

Project: 5117.008 o Source: 99-3 Sample No.: 9 Elev./Depth: 30-31.5' -

l Source: 99-3 Sample No.: 10 Elev.lDepth: 35-37.5' l Source: 99-3 Sample No.: I I Elev./Depth: 40-41.5 K.

o Source: 99-3 Sample No.: 12 Elev.lDepth: 45-46.5 v Source: 99-3 Sample No.: 13 Elev.lDepth: 50-52' PARTICLE SIZE DISTRIBUTION TEST REPORT COOPER TESTING LABORATORY_ Plate Humboldt Bay ISFSI Page E- 8 of 25i Data Report E, Rev. 0

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-3 Sample No.: 9 Elev. or Depth: 30-31.5' Sample Length (in./cm.):

Location:

==

Description:==

brown silty SAND Liquid Limit: 18 Plastic Limit: 23 USCS Classification: SM AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 63.39 Tare = 0.00 Dry sample weight = 63.39 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer 7 40 0.00 100.0

50 0.40 99.4 7 100 36.60 42.3 7 200 53.20 16.1 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sample= 100.0 Weight of hydrometer sample: 69.1 Hygroscopic moisture correction:

Moist weight & tare = 31.71 Dry weight & tare = 31.49 Tare = 6.11 Hygroscopic moisture= 0.9 %

Calculated biased weight= 68.51 Table of composite correction values:

Temp, deg C: 14.0 16.0 18.0 20.0 22.0 Comp. orr: -5.0 -5.6 -5.2 -4.9 -4.5 Meniscus correction only=

Specific gravity of solids= 2.8 Specific gravity correction factor= 0.969 Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percent time, min deg C reading reading depth mm finer 1.00 19.0 16.0 10.9 0.0132 16.0 13.7 0. 0489 15.5 2.00 19.0 15.5 10.4 0.0132 15.5 13.8 0.0347 14.8 5.00 19.5 15.0 10.0 0.0131 15.0 13.8 0.0219 14.2

15. 00 19.5 13.0 8.0 0.0131 13.0 14.2 0.0128 11.4

= Humboldt Bay ISFSI COOPER TESTING LABORATORY Data Report E, Rev. 0 Page E- 19 of 25ii

Elapsed Temp, Actual Corrected Im Eff. Diameter Percent time, min deg C reading reading depth mm finer 30.00 20.0 12.0 7.1 0. 0131 12.0 14.3 0. 0090 10.0 -

60.00 20.0 11.0 6.1 0.0131 11.0 14.5 0 . 0064 8.6

' 120.00 20.0 10.2 5.3 0.0131 10.2 14.6 0.0046 7.5 240.00 20.0 10.0 5.1 0.0131 10.0 14.7 0.0032 7.2 480.00 19.0 9.0 3.9 0. 0132 9.0 14.8 0 . 0023 5.6 1332.00 15.0 8.0 2.7 0.0139 8.0 15.0 0 .0015 3.8 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% + 3 = % GRAVEL =

% SAND = 83.9 (% coarse = % medium = % fine = 83.9)

% SILT = 8.4 % CLAY = 7.7 D 8 5= 0.26 D 6 0 = 0.19 D 5 0= 0.17 D 3 0= 0.12 D 1 5 = 0.04 D 1 0= 0.01 Cc= 8.4137 Cu= 21.181 Humboldt Bay ISFSI I COOPER TESTING LABORATORY Data Report E, Rev. 0 Page E-120 of 264

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-3 Sample No.: 10 Elev. or Depth: 35-37.5' Sample Length (in./cm.):

Location:

Description:

orange brown silty SAND Liquid Limit: 14 Plastic Limit: 15 USCS Classification: SM AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 176.70 Tare - 0.00 Dry sample weight 176.70 Sample split on nmber 10 sieve Split sample data:

Sample and tare = 7.36 Tare .00 Sample weight = 74.36 Cumulative weight retained tare= .00 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer 3/4 inch 0.00 100.0 3/8 inch 2.00 98.9

4 2.00 98.9

10 6.00 96.6

30 14.10 78.3

40 20.80 69.6

50 30.10 57.5

100 57.40 22.0

200 62.20 15.8 Hydrometer Analysis Data Separation sieve is 10 Percent -#10 based upon complete sample= 96.6 Weight of hydrometer sample: 75.1 Hygroscopic moisture correction:

Moist weight & tare = 28.53 Dry weight & tare = 28.37 Tare = 11.54 Hygroscopic moisture= 1.0 Calculated biased weight= 77.01 rable of composite correction values:

Temp, deg C: 14.0 16.0 18.0 20.0 22.0 Comp. orr: -5.0 -5.6 -5.2 -4.9 -4.5 deniscus correction only=

._Specific gravity of solids= 2.7 specific gravity correction factor= 0,989 Humboldt Bay SFSI -- - COOPER TESTING LABORATORY __:

Data Report E, Rev. 0 Page E-121 of 26-

Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Elapsed Temp, Actual Corrected K Eff. Diameter Percent time, min deg C reading reading depth m finer 1.00 17.0 17.0 11.6 0.0140 17.0 13.5 0.0513 14.9 2.00 17.0 15.0 9.6 0. 0140 15.0 13.8 0.0367 12. 3 5.00 18.0 14.8 9.6 0. 0138 14.8 13.9 0.0230 12.3 15.00 18.0 13.0 7.8 0. 0138 '13. 0 14.2 0.0134 10.0 30.00 18.0 12.7 7.5 0. 0138 12.7 14.2 0.0095 9.6 60.00 18.5 11.2 6.1 0. 0137 11.2 14.5 0.0067 7.8 120.00 18.5 10.3 5.2 0.0137 10.3 14.6 0.0048 6.7 240. 00 18.0 10.0 4 .8 0. 0138 10.0 14.7 0.0034 6.2 480. 00 18.0 9.0 3.8 0. 0138 9.0 14.8 0.0024 4.9 1388.00 17.0 8.7 3.3 0. 0140 8. 7 14.9 0.0014 4.2 Fractional Components Gravel/Sand based on #4 Sand/Fines based on 200

% + 3" = % GRAVEL = 1.1 (% coarse = % fine = 1. 1)

% SAND = 83. 1 (% coarse = 2.3 % medium = 27.0 % fine = 53.8)

% SILT = 9.0 % CLAY = 6. 8 D 8 5= 0.83 D 6 0 = 0.32 D50= 0.26 D30= 0.18 D 1 5 = 0 .05 D 1 0= 0. 01 Cc= 7.6539 Cu= 23.7322 Humboldt Bay ISESI ^ .

Data Report E, Rev. 0 COOPER TESTING BORATORY Pso> F',t- nf 7;;91

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-3 Sample No.: 12 Elev. or Depth: 45-46.5 Sample Length (in./cm.j:

Location:

Description:

gray silty SAND Liquid Limit: 18 Plastic Limit: 20 USCS Classification: SM AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 166.40 Tare = 0.00 Dry sample weight = 166.40 Sample split on number 10 sieve Split sample data:

Sample and tare = 70.97 Tare .00 Sample weight = 70.97 Cumulative weight retained tare= .00

.Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer 3/8 inch 0.00 100.0

4 0.80 99.5 f, 10 5.20 96.9

30 1.70 94.6 Or 40 2.40 93.6

50 5.30 89.7

100 35.10 49.0

2D0 46.30 33.7 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sample= 96.9 Weight of hydrometer sample: 71.68 Hygroscopic moisture correction:

Moist weight & tare = 36.39 Dry weight & tare = 36.14 Tare = 633 Hygroscopic moisture= 0.8 %

Calculated biased weight= 73.36 Table of composite correction values:

Temp, deg C: 14.0 16.0 18.0 20.0 22.0 Comp. corr: -5.0 -5.6 -5.2 -4.9 -4.5 Meniscus correction only=

Specific gravity of solids= 2.7 Specific gravity correction factor= . 989

'Hydrometer type: 152H

- Humboldt Bay ISFSI COOPER TESTING LABORATORY =7 Data Report E, Rev. 0 pnre F.-123 of .7-4;4

aEfective depth L= 16.294964 - 0.164 x 2 5 Elapsed Temp, Actual Corrected 0 Rm Eff. Diameter Percent time, min deg C reading reading depth mm finer 1.00 19.0 25.3 20.2 0.0136 25.3 12.2 0. 04 75 27.2 2.00 19.0 22.0 17.0 0.0136 22.0 12.7 0. 034 3 22 .9'-

S.00 19.5 19.7 14.7 0.0135 19.7 13.1 0.0219 19.9 15.00 19. 5 16.3 11.3 0.0135 16.3 13.6 0. 0129 15.3 30.00 20.0 14.5 9.6 0.0134 14.5 13.9 0. 0092 12.9 60.00 20.0 13.3 8.4 0.0134 13.3 14.1 0. 0065 11.3 120.00 20.0 12.3 7.4 0. 0134 12.3 14.3 0.0046 10.0 240.00 20.0 12.0 7.1 0. 0134 12.0 14.3 0.0033 9.6 480.00 19.0 11.0 5.9 0.0136 11.0 14.5 0. 0024 8.0 1332.00 15. 0 9.8 4 .4 0. 0143 9.8 14.7 0.0015 6.0 Fractional Components Gravel/Sand based on #4 Sand/Fines based on *200 J + 3 = % GRAVEL = 0.5 (M coarse = % fine = 0. 5)

SAND = 65.8 (% coarse = 2.6 S medium = 3. 3 % fine = 59.9)

% SILT 23.5 3%CLAY = 10.2 D85 0.27 D60 0.18 D= 0.15 D30= 0.06 D15= 0.01 D1O= 0.00 Cc:= 3.8884 Cu= 38.9484

_J Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LJWRATORY Page E-124 of 2.54

GRhIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-3 Sample No.: 11 Elev. or Depth: 40-41.5 Sample Length (in./cm.):

Location:

==

Description:==

brown silty SAND, trace clayey lumps Liquid Limit: 18 Plastic Limit: 18 USCS Classification: SM AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 174.20 Tare - 0.00 Dry sample weight = 174.20 Sample split on number 10 sieve Split sample data:

Sample and tare = 69.68 Tare = .00 Sample weight = 69.68 Cumulative weight retained tare_ .00 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Peroent retained finer

10 0.00 100.0

30 0.10 99.9

40 0.30 99.6

50 3.20 95.4

100 28.80 58.7

200 37.50 46.2 Hydrometer Analysis Data separation sieve is *10 Percent -10 based upon complete sample- 100.0 Weight of hydrometer sample: 70.66 ygroscopic moisture correction:

Hoist weight & tare = 35.87 Dry weight & tare = 35.50 Tare = 9.29 Hygroscopic moisture= 1.4 Calculated biased weight= 69.68 Table of composite correction values:

Temp, deg C: 14.0 16.0 18.0 20.0 22.0 Comp. corr: -5.0 -5.6 -5.2 -4.9 -4.5

.42niscus correction only=

3pecifiigravity of solids= 2.7 specific gravity correction factor= 0.989 Hydrometer type: 152H Effective depth L 16.294964 - 0.164 x m COOPER TESTING LABORATORY Page-125 of 2X6

Elapsed Temp, Actual Corrected K PMa Eff. Diameter Percent time, min dag C reading reading depth mm finer 1.00 19.0 30.0 25.0 0.0136 30.0 11.4 0. 0459 35.4 2.00 19.0 25.5 20.5 0.0136 25.5 12.1 0.0335 29.0 5.00 19.5 22.0 17.0 0. 0135 22.0 12.7 0. 0215 24.2 15.00 19.5 18.0 13.0 0.0135 18. 0 13.3 0. 0128 18.5 30.00 20.0 16.0 11.1 0.0134 16.so 13.7 0. 0091 15.8 60.00 20.0 14.7 9.8 0. 0134 14.7 13.9 0.0065 13.9 120.00 20.0 13.2 8.3 0.0134 '13.2 14.1 0.0046 11.8 240.00 20.0 12.8 7.9 0.0134 12.8 14.2 0. 0033 11.2 480.00 19.0 11.7 6.6 0.0136 11.7 14. 4 0. 0 024 9.4 1332.00 15.0 10.0 4.7 0. 0143 10.0 14.7 0. 0015 6.7 Fractional Components aravrel/Sand based on #4 Sand/Fines based on 200

+ 3 = -%GRAVEL =

W SAND = 53.8 (% coarse = % medium = 0.4 % fine = 53.4) 6 SILT = 34.0 % CLAY = 12.2 385= 024 D60Z 0.15 D 5 0 = 0.11

)30= 0.04 D 1 5= 0.01 D10= 0.00 Zc= 3.1705 Cu= 59.8385 Humboldt Bay ISFSI Data Report E,Rev. 0 COOPER TESTING LABORATORY PasrerF.-126 of 1561

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-3 Sample No.: 13 Elev. or Depth: 50-52' Sample Length (n./cm.):

Location:

==

Description:==

gray SILT w/sand Liquid Limit: 29 Plastic Limit: 23 USCS Classification: ML AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 54.14 Tare = 0.00 Dry sample weight = 54.14 Tare for cumulative weight retained= .00 Sieve Cumul. t. Percent retained finer i 10 0.00 100.0 i 30 0.10 99.8 4 40 0.20 99.6

50 0.70 98.7

100 4.80 91.1

200 8.90 83.6 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sample= 100.0 Weight of hydrometer sample: 55.22 Hygroscopic moisture correction:

Moist weight & tare = 26.60 Dry weight & tire = 26.31 Tare = 11.45 Hygroscopic moisture= 2.0 %

Calculated biased weight= 54.16 Table of composite correction values:

Temp, deg C: 14.0 16.0 18.0 20.0 22.0 Comp. corr: -5.0 -5.6 -5.2 -4.9 -4.5 Meniscus correction only=

Specific gravity of solids= 2.7+

Specific gravity correction factor= 0.989 Hydrometer type: 152H Effective depth L- 16.294964 - 0.164 x Rm Humbolit Bay ISFSI Data Report E, Rev. 0 - COOPER TESTING LABORATORY PaeE27of 26

Elapsed Temp, Actual Corrected K RM Eff. Diameter Percent time, min deg C reading reading depth mm finer 1.00 17.0 42.0 36.6 0.0140 42.0 9 4 0.0428 66.8 2.00 17. 0 37.0 31.6 0 .0140 37.0 10.2 0.0316 57.7 5.00 18.0 30.0 24.8 0.0138 30.0 11.4 0.0208 45.3 15.00 18. 0 24 .0 18.8 0.0138 24.0 12. 4 0.0125 34..

30.00 18. 0 21.5 16.3 0.0138 21.5 12.8 0. 0090 2 9.

60.00 18. 5 18.5 13.4 0.0137 18.5 13.3 0.0064 24.4 120.00 18.5 17.0 11.9 0. 0137 17.0 13. 5 0.0046 21.7 240.00 18.0 15.3 10.1 0.0138 15.3 13.8 0.0033 18.4 480.00 18.0 13.8 8.6 0.0138 13.8 14.0 0.0024 15.7 138 8.00 17.0 12.0 6.6 0.0140 12.0 14.3 0.0014 12.1 Fractional Components Gravel/Sand based on #4 Sand/Fines based on 200

% + 3 = % GRAVEL =

% SAND = 16. 4 (% coarse = % medium = 0.4 % fine = 16.0)

% SILT = 61.3 % CLAY = 22.3 D85= 0.08 D60= 003 D 5 0 = 0.02 D30= 0.01 D 1 5= 0.00 Humboldt Bay ISFS Data Report E, Rev. 0 COOPER TESTING LABORATORY PaNe E-128 of 2Z*44

PARTICLE SIZE DISTRIBUTION TEST REPORT 5

2 ~ R 0 0 0 a , 3 /

100 l 70 i UJ z

Lii Z0 UJ 40, IL 30 1 1 20 ~ ~ ~ ~

2W 1UO -U U.] U-U1 U.UU1 GRAIN SIZE - mm

% GRAVEL % SAND % FINES 3" CRS. FINE CRS. MEDIUM FINE SILT CLAY 0 0.0 0.0 0.0 0.0 0.3 11.6 67.7 20.4 ci 0.0 0.0 0.0 0.0 0.2 0.4 60.5 38.9 tA 0.0 0.0 0.0 0.0 17.2 15.3 34.4 33.1 0.0 5.5 20.1 27.9 23.8 12.3 6.2 4.2 0.0 0.0 83.6 8.6 3.1 3A 1.3 X LL PL D86 D60 D5 0 D30 D1 5 D10 Cc Cu I 31 24 0 0668 0.0333 0.0247 0.0106 0.0024

-I 47 30 0.0204 - I0.0100 0.0076 0.0032 _ .

L 180 126 0.565 O.P550 0.0189 0.0040 o - - 7.84 3.03 2.24 0.889 0.188 - 0.0669 3.90 45.30

_- _ _ 8.61 7.19 6.66 5.58 4.26 2.66 1.63 2.71 MATERIAL DESCRIPTION USCS AASHTO l gray SILT w/tracc sand ML

. gray SILT ML gray sandy SILT worganics MH

c. gray SAND w/silt & gravel SP-SM gray GRAVEL wsand (pea __===__

Project No. 109-276 Client: Geomatrix Remarks:

Project: 5117.008 Source: 99-3 Sample No.: 14 Eev.1Depth: 52-53.5 .

Source: 99-3 Sample No.: 15-3 Elev.lDepth: 55.5-56' s Source: 99-3 Sample No.: 15-4 ElevJDepth: 56-56.5' .

o Source: 99-3 Sample No.: 16 ElevJDepth: 60-61.4' v v Source: 99-3 Samrple No.: 21 ElevJDepth: 75.8 - 77.3' PARTICLE SIZE DISTRIBUTION TEST REPORT COOPER TESTING LABORATORY Plate Humboldt Bay ISFST Page E-129 of a.i Data Report E, Rev. 0

GRaUN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-3 Sample No.: 14 -

Elev. or Depth: 52-53.5 Sample Length (in./cm.):

Location:

Description:

gray SILT wtrace sand Liquid Limit: 31 Plastic Limit: 24 tJSCS Classification: ML AASTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare 72.10 Tare = 0.00 Dry sample weight - 72.10 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

10 0.00 100.0

30 0.20 99.7

40 0.25 99.7

50 0.30 99.6

100 1.10 98.5

200 8.60 88.1 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sapple= 100.0 Weight of hydrometer sample: 73.69 Hygroscopic moisture correction.

Hoist weight & tare = 31.75 Dry weight & tare = 31.27 Tare = 9.29 Hygroscopic moisture 2.2 %

Calculated biased weight= 72.12 Table of composite correction values:

Temp, dog C: 14.0 16.0 18.0 20.0 22.0 Comp. corr: -5.0 -5.6 -5 .2 -4.9 -4.5 Meniscus correction nly=

Specific gravity of solids= 2.7 Specific gravity correction factor 0.989 Hydrometer type: 152H Effective depth LF 16.294964 - 0.164 x Rm Humboldt Bay ISFSI COOPER TESTING LABORATORY DataReport B,Rev. 0 Pag B-130 of ZS4

Elapsed Temp1 Actual Corrected R Rm Eff. Diameter Percent time, min deg C reading reading depth finer 1.00 18.0 52.8 47.5 0.0138 .52.8 7.6 0.0381 65.2 2.00 18.0 45.4 40.2 0. 0138 45.4 8.8 0.0290 55.1 5.00 19.0 37.0 32.0 0.0136 37.0 10.2 0.0195 43.8 15.00 19.0 29.0 24.0 0.0136 29.0 11.5 0. 0119 32.8 30.00 19.0 24.0 19.0 0. 0136 24.0 12.4 0.0087 26.0 60.00 19.0 22.0 17.0 0.0136 22.0 12.7 0. 0063 23.2 120.00 19.0 19.0 13.9 0.0136 '19. 13.2 0. 0045 19.1 240.00 19.0 17.2 12.2 0.0136 17.2: 13.5 0. 0032 16.7 480.00 19.0 15.8 10.8 0. 0136 15.8 13.7 0. 0023 14.7 1600.00 15.0 14.1 8.8 0. 0143 14.1 14.0 0.0013 12.1 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% 3 = 9S G;RGVEL =

% SAND = 11.9 (% coarse = % medium = 0.3 % fine = 11.6)

% SILT = 67.7 9 CLAY = 20.4 D85= 0. 07 D60= 0.03 D50= 0. 02 D30= 0 . 01 D15= 0.00 Humboldt Bay ISFSI COOPER TESTING LABORATORY Data Report E,Rev. 0 PageB-131 of 254

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-3 Sample No.: 15-3 Elev. or Depth: 55.5-56' Sample Length (n./cm.):

Location:

Description:

gray SILT Liquid Limit: 47 Plastic Limit: 30 USCS Classification: AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial

.Dry sample and tare= 51. 86 Tare - 0.00 Dry sample weight = 51.86 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

10 0.00 100.0

30 0.05 99.9

40 0.10 99.8

50 0.15 99.7

100 0.20 99.6

200 0.30 99.4 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sample= 100.0 Weight of hydrometer sample: 53.47 Hygroscopic moisture correction:

Moist weight & tare = 25.66 Dry weight & tre = 25.25 Tare = 11.81 Hygroscopic moisture= 3.1 %

Calculated biased weight= 51.89 Table of composite correction values:

Tamp, deg C: 14.0 16.0 18.0 20.0 22.0 Comp. corr: -5.0 -5.6 -5.2 -4.9 -4.5 Meniscus correction only=

Specific gravity of solids= 2.7 Specific gravity correction factor= 0.989 Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x n Humboldt Bay ISESI Data Rpot , Rev. 0 COOPER ESTl:G LORATORY Page E132 of 264

Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percent time, min deg C reading reading depth mm finer 1.00 17.0 55.8 50.3 0.0140 55. 8 7.2 0.0373 96.0 -

2.00 17.0 53.0 47.6 0.0140 53.0 7.6 0 . 0272 90.7 5.00 18.0 48.0 42.8 0.0138 48.0 8.4 0.0179 81.6 15.00 18.0 39.0 33.8 0. 0138 39.0 9. 9 0.0112 64 . 4 30.00 18.0 33.0 27.8 0.0138 33.0 10. 9 0.0083 53.0 60.00 18.0 28.0 22. 8 0.0138 28.0 11.7 0.0061 43.5 120.00 19.0 24.0 19.0 0.0136 24 .0 12.4 0.0044 36.1 240.00 19.0 20.5 15.4 0.0136 20.5 12. 9 0. 0032 29.5 480.00 19.0 18.0 12.9 0.0136 18.0 13.3 0.0023 24.7 1619. 00 16.0 16.0 10.4 0.0141 16.0 13.7 0.0013 19.8 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% + 3 = % GRAVEL =

% SAND = 0.6 (% coarse = % medium = 0.2 % fine = 0.4)

% SILT = 60.5 % CLAY = 38.9 D85= 0.02 D 6 0= 0.01 D 0.01 D30= 0.00 Humboldt Bay ISFSI Data Report E,Rev. 0 COOPER TESTING LABORATORY Page E-133 of 25

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-3 Sample No.: 15-4 Elev. or Depth: 56-56.5' Sample Length (in./cm.):

Location:

==

Description:==

gray sandy SILT w/organics Liquid Limit: 180 Plastic Limit: 126 USCS Classification: MH AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 51.09 Tare _ 0.00 Dry sample weight = 51.09 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer XT 10 0.00 100.0 41 30 7.40 85.5 v 40 8.80 82.8 w 50 10.50 79.5

100 14.10 72.4 r 200 16.60 67.5 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sample= 100.0 Weight of hydrometer sample: 51.09 Calculated biased weight= 51.09 Table of composite correction values:

Temp, deg C: 14.0 16.0 18.0 20.0 22.0 Comp. orr: -5.0 -5.6 -5.2 -4.9 -4.5 Meniscus correction only=

Specific gravity of solids= 2.6 Specific gravity correction factor= 1.012 Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percent time, min deg C reading reading depth Mn finer 1.00 17.0 34 .0 28.6 0.0144 34.0 10.7 0.0471 56.7 2.00 17.0 32. 5 27.1 32.5 11.0 0.0337 53.7 5.00 18. 0 31.0 25.8 0.0142 31.0 11.2 0.0213 51.1 15.00 18.0 28.0 22.8 0.0142 28.0 11.7 0.0126 45.2

30. 00 18.0 25.7 20.5 0.0142 25.7 12.1 0 . 0090 40.6

60. 00 18. 0 22. 8 17.6 0. 0142 22.8 12.6 0. 0065 34.9 120.00 19. 21.3 16.3 0.0140 21.3 12.8 0. 0046 32.2 Humboldt Bay ISFSI COOPER TESTING LABORATORY Data Report E, Rev. 0 Page E-134 of Z5-f

': ~- 5 p Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percent time, min deg C reading reading depth mm finer 240.00 19.0 18.0 12.9 0.0140 18.0 13.3 0.0033 25.7 -

480.00 19.0 15.5 10.4 0.0140 15.5 13.8 0. 0024 20. 7 1619.00 16.0 14.5 8.9 0.0146 14.5 13.9 0.0014 17.6 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% + 3 = % GRAVEL =

% SAND = 32.5 (% coarse = % medium = 17.2 % fine = 15.3)

% SILT = 34.4 % CLAY = 33.1 D 8 5 = 0.56 D 6 0 = 0.05 D5 0 = 0.02 D 3 0 = 0.00 Humboldt Bay ISFSI

-Data Report E,Rev. 0 -- COOPER TESTING LABORATORY Page E-135 of 25;

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-3 Sample No.: 16 Elev. or Depth: 60-61.4' Sample Length (in./cm.):

Location:

==

Description:==

gray SAND w/silt & gravel Liquid Limit: Plastic Limit:

USCS Classification: SP-SM AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 398.90 Tare = 0.00 Dry sample weight = 398.90 Sample split on number 10 sieve Split sample data:

Sample and tare = 76.12 Tare = .00 Sample weight = 76.12 Cumulative weight retained tare= .00 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer 1 inch 0.00 100.0 3/4 inch 22.10 94.5 3/8 inch 50.00 87.5

4 102.10 74.4

10 213.30 46.5

30 34.00 25.7

40 39.00 22.7

50 44.80 19.1

100 54.10 13.5

200 59.10 10.4 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sample= 46.5 Weight of hydrometer sample: 76.81 Hygroscopic moisture correction:

Moist weight & tare = 36.83 Dry weight & tare = 36.57 Tare = 7.22 Hygroscopic moisture= 0.9 %

Calculated biased weight= 163.73 Table of composite correction values:

Temp, deg C: 14.0 16.0 18.0 20.0 22.0 Comp. corr: -5.0 -5.6 -5.2 -4.9 -4.5 Meniscus correction only=

Specific gravity of solids= 2.7 DataRepot E, Rev0 COOPER TESTING LABORATORY Page E-136 of 25M

41ci- 4e (00 Specific gravity correction factor= 0.989 Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Elapsed Temp, Actual Corrected K Eff. Diameter Percent time, min deg C reading reading depth mm finer 1.00 18.0 20.0 14.8 0.0138 20.0 13.0 0.0497 8.9 2.00 18.0 18.0 12. 8 0.0138 18.0 13.3 0.0356 7.7 5.00 19.0 17.6 12. 6 0.0136 '17.6 13.4 0.0223 7.6 15.00 19.0 15.2 10. 1 0.0136 15.2 13.8 0.0131 6.1 30.00 19.0 14.3 9.3 0.0136 14.3 13.9 0.0093 5.6 60.00 19.0 13.2 8.1 0.0136 13.2 14.1 0.0066 4.9 120. 00 19.0 11.8 6.8 0.0136 11.8 14.4 0.0047 4.1 240.00 19.0 10.5 5.4 0.0136 10.5 14.6 0.0034 3.3 480.00 18.0 10.1 4.9 0.0138 1 0. 1 14.6 0.0024 3.0 1363. 00 18.0 9.7 4.5 0.0138 9.7 14.7 0.0014 2.7 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% + 3" = % GRAVEL = 25.6 (% coarse = 5.5 % fine = 20.1)

% SAND = 64.0 (% coarse = 27.9 % medium = 23.8 % fine = 12.3)

% SILT = 6.2 % CLAY = 4.2 D 8 5 = 7.84 D 6 0 = 3.03 D 5 0= 2.24 D30= 0.89 D 1 5= 0.19 D= 0.07 Cc= 3.8999 Cu= 45.299 Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-137of -

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-3 Sample No.: 21 Elev. or Depth: 75.8 - 77.3' Sample Length (in./cm.):

Location:

==

Description:==

gray GRAVEL w/sand (pea gravel)

Liquid Limit: Plastic Limit:

USCS Classification: AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial After wash Dry sample and tare= 384.20 380.60 Tare = 80.10 0.00 Dry sample weight 304.10 380.60 Minus #200 from wash= -25.2 %

Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer 3/4 inch 0.00 100.0 3/8 inch 1.30 99.6

4 254.30 16.4

10 280.30 7.8

30 288.40 5.2

40 289.70 4.7

50 292.30 3.9

100 297.90 2.0

200 300.10 1.3 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% + 3 = % GRAVEL = 83.6 (% coarse = % fine = 83.6)

% SAND = 15.1 (% coarse = 8.6 % medium = 3.1 % fine = 3.4)

% FINES = 1.3 D 8 5 = 8.61 D60= 7.19 D 5 0 = 6.66 D 3 0 = 5.58 D 1 5 = 4.26 D 1 0 = 2.66 Cc= 1.6286 Cu= 2.7088 Humboldt Bay SFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-138 of Z-' i

PARTICLE SIZE DISTRIBUTION TEST REPORT g *0

_ 2 Q ;-

s I

e z V z~

9 S

7 -

51 100 ,§.' I I w

z z SC I~~~~~~~~~~~lk

,L uJ 10 CL 50°r .' 77-iIT 50 200 lo1 ' 1'0 '

200 10 10 1 .1 0.01 0.001 GRAIN SIZE0-mm

% GRAVEL % SAND % FINES

% + 3" CRS. FINE CRS. MEDIUM FINE SILT CLAY

_ 0.0 0.0 0.0 0.0 0.9 74.0 15.7 9.4 0 0.0 0.0 0.0 0.0 0.2 0.4 76.0 23.4 A 0.0 0.0 0.0 0.0 0.2 0.2 61.0 38.6 o 0.0 0.0 0.0 0.0 0.5 24.2 52.4 22.9 v 0.0 0.0 0.0 0.0 0.4 40.8 42.1 _ 6.7 LL PL D8 5 D6 0 D50 D30 D15 D1 0 Cc __cu 19 23 0.260 0.183 0.159 0.0995 0.0171 0.005S 9.38 31.71 0 37 25 0.0398 0.0203 0.0163 0.0085 A 50 29 0.0191 0.0102 0.0077 0.0029 o 28 21 0.111 0.0445 0.0306 0.0092 0.0015 7 21 226 0.155 0.0781 0.0499 0.0156 0.0036 MATERIAL DESCRIPTION USCS AASHTO D orange brown silty SAND SM o gray SILT ML

. gray SILT MH o olive brown silty CLAY with sand CL-ML 7 brown mottled orange sandy SILT ML Project No. 109-276 Client: Geomatrix Remarks:

Project: 5117.008 o Source: 99-4 Sample No.: 5 Elev./Depth: 7-8.5 o Source: 99-4 Sample No.: 6 Elev.lDepth: 8.5-1 1' l Source: 99-4 Sample No.: 7-4 Elev.JDepth: 16-16.5' o Source: 99-4 Sample No.: 8-4 Elev.lDepth: 21-21.5' l Source: 99-4 Sample No.: 9 Elev./Depth: 25-26.5 PARTICLE SIZE DISTRIBUTION TEST REPORT COOPER TESTING LABORATORY Plate Humboldt Bay ISFSI Page E-139 of Z5'i Data Report E, Rev. 0

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-4 Sample No.: 5 Elev. or Depth: 7-8.5 Sample Length (n./cm.):

Location:

==

Description:==

orange brown silty SAND Liquid Limit: 19 Plastic Limit: 23 USCS Classification: SM AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 74.40 Tare - 0.00 Dry sample weight 74.40 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

10 0.00 100.0

30 0.30 99.6 440 0.70 99.1

50 5.80 92.2

100 39.80 46.5

200 55 .70 25.1 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete samnple= 100.0 Weight of hydrometer sample: 75.29 Hygroscopic moisture correction:

Moist weight & tare = 39.28 Dry weight & tre = 38.91 Tare = 8.95 Hygroscopic moisture= 1.2 %

Calculated biased weight= 74.37 Table of composite correction values:

Temp, deg C: 14.0 16.0 18.0 20.0 22.0 Comp. orr: -5.0 -5.6 -5.2 -4.9 -4.5 Meniscus correction only=

Specific gravity of solids= 2.7 Specific gravity correction factor= 0.989 Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Humboldt Bay SFS1 Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E- 140 of 25-i

--r - f e- /

Elapsed Temp, Actual Corrected Rm Eff. Diameter Percent time, min deg C reading reading depth mm finer 1.00 18.0 21.0 15.8 0.0138 21.0 12.9 0.0494 21.0-2.00 18.0 18.6 13.4 0.0138 18.6 13.2 0.0355 17.8 5.00 19.0 18.0 12.9 0.0136 18.0 13.3 0.0222 17.2 15.00 19.0 15.0 9. 9 0.0136 15.0 13.8 0.0131 13.2 30.00 19.0 14.0 8.9 0.0136 14.0 14.0 0.0093 11.9 60.00 19.0 13.0 7.9 0.0136 13.0 14.2 0.0066 10.6 120.00 19.0 12.0 6.9 0.0136 12.0 14.3 0.0047 9.2 240.00 19.0 11.2 6.1 0.0136 11.2 14.5 0.0033 8.2 480.00 19.0 10. 0 4.9 0.0136 10.0 14.7 0.0024 6.6 1600.00 15.0 9.3 4.0 0.0143 9.3 14.8 0.0014 5.3 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% + 3 = % GRAVEL =

% SAND = 74.9 (% coarse = % medium = 0.9 % fine = 74.0)

% SILT = 15.7 % CLAY = 9.4 D8 5 = 0.26 D 6 0 = 0.18 D 5 0 = 0.16 D 3 0= 0.10 D15= 0.02 D1O= 0.01 Cc= 9.3813 Cu= 31.7071 Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-141 of 26H

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-4 Sample No.: 6 Elev. or Depth: 8.5-11' Sample Length (in./cm.):

Location:

==

Description:==

gray SILT Liquid Limit: 37 Plastic Limit: 25 USCS Classification: ML AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 51.43 Tare = 0.00 Dry sample weight = 51.43 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

10 0.00 100.0

30 0.00 100.0

40 0.10 99.8

50 0.10 99.8

100 0.10 99.8

200 0.30 99.4 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sample= 100.0 Weight of hydrometer sample: 52.51 Hygroscopic moisture correction:

Moist weight & tare = 24.76 Dry weight & tre = 24.49 Tare = 11.61 Hygroscopic moisture= 2.1 %

Calculated biased weight= 51.43 Table of composite correction values:

Temp, deg C: 14.0 16.0 18.0 20.0 22.0 Comp. corr: -5.0 -5.6 -5.2 -4.9 -4.5 Meniscus correction only=

Specific gravity of solids= 2.7 Specific gravity correction factor= 0.989 Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-142 of 25;

Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percent time, min deg C reading reading depth mm finer 1.00 19.0 49.0 44.0 0.0136 49.0 8.3 0.0391 84.5-2.00 19.0 43.6 38.5 0.0136 43.6 9.1 0.0291 74.1 5.00 19.0 35.5 30.5 0.0136 35.5 10.5 0.0197 58.6 15.00 19.0 25.0 20.0 0.0136 25.0 12.2 0.0123 38.4

30. 00 19.0 21.0 15.9 0.0136 21.0 12.9 0.0089 30.7

60. 00 19.0 18.8 13.7 0.0136 18.8 13.2 0.0064 26.4 120.00 19.0 16.8 11.7 0.0136 16.8 13.5 0.0046 22.5 360.00 19.0 15.0 9. 9 0. 0136 15.0 13.8 0.0027 19.1 480.00 19.0 14.1 9.1 0.0136 14.1 14.0 0.0023 17.4 1265. 00 15.0 13.5 8.2 0. 0143 13.5 14.1 0.0015 15.8 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200 1% + 3 = - % GRAVEL =

% SAND = 0.6 (% coarse = % medium = 0.2 % fine 0.4)

% SILT = 76.0 % CLAY = 23.4 D 8 5= 0.04 D6O= 0.02 D5 0 = 0.02 D 3 0= 0.01 iumboldt Bay ISFSI

)ata Report E, Rev. 0 - COOPER TESTING LABORATORY Page E-143 of 25q

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-4 Sample No.: 7-4 Elev. or Depth: 16-16.5' Sample Length (in./cm.):

Location:

==

Description:==

gray SILT Liquid Limit: 50 Plastic Limit: 29 USCS Classification: MH AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 52.22 Tare = 0.00 Dry sample weight = 52.22 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

10 0.00 100.0

30 0.10 99.8

40 0.10 99.8

50 0.10 99.8

100 0.15 99.7

200 0.20 99.6 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sample= 100.0 Weight of hydrometer sample: 53.84 Hygroscopic moisture correction:

Moist weight & tare = 25.80 Dry weight & tare = 25.37 Tare = 11.44 Hygroscopic moisture= 3.1 %

Calculated biased weight= 52.23 Table of composite correction values:

Temp1 deg C: 14.0 16.0 18.0 20.0 22.0 Comp. orr: -5.0 -5.6 -5.2 -4.9 -4.5 Meniscus correction only=

Specific gravity of solids= 2.7 Specific gravity correction factor= 0.989 Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Humboldt Bay ISFSI Data Report E, Rev. 0 - COOPER TESTING LABORATORY Page E-144 of 25q

Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percent time, min deg C reading reading depth mm finer 1.00 17.0 56.3 50.8 0.0140 56.3 7.1 0.0371 96.3 -

2.00 17.0 53.5 48.1 0. 0140 53.5 7.5 0.0271 91.1 5.00 18.0 49.0 43.8 0.0138 49.0 8.3 0.0177 82.9 15.00 18.0 39.0 33.8 0.0138 39.0 9.9 0.0112 64.0 30.00 18.0 33.0 27.8 0. 0138 33.0 10.9 0.0083 52.6 60.00 18.0 28.0 22.8 0.0138 28.0 11.7 0.0061 43.2 120.00 19. 0 24.0 19.0 0.0136 24.0 12.4 0.0044 35.9 240.00 19. 0 21.3 16.3 0. 0136 21.3 12.8 0.0031 30.8 480.00 19. 0 20.0 14.9 0.0136 20.0 13.0 0.0022 28.3 1619.00 16.0 17.5 11. 9 0.0141 17.5 13.4 0.0013 22.5 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% + 3 = % GRAVEL =

% SAND = 0.4 (% coarse = % medium = 0.2 % fine = 0.2)

% SILT = 61.0 % CLAY = 38.6 D 8 5 = 0.02 D6 0 = 0.01 D 5 0 = 0.01 D30= 0.00 Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-145 of 254

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-4 Sample No.: 8-4 Elev. or Depth: 21-21.5' Sample Length (in./cm.):

Location:

==

Description:==

olive brown silty CLAY with sand Liquid Limit: 28 Plastic Limit: 21 USCS Classification: CL-ML AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 54.97 Tare = 0.00 Dry sample weight = 54.97 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

10 0.00 100.0

30 0.20 99.6

40 0.30 99.5

50 0.40 99.3

100 5.00 90.9

200 13.60 75.3 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sample= 100.0 Weight of hydrometer sample: 56.29 Hygroscopic moisture correction:

Moist weight & tare = 27.91 Dry weight & tare = 27.53 Tare = 11.81 Hygroscopic moisture= 2.4 %

Calculated biased weight= 54.96 Table of composite correction values:

Temp, deg C: 14.0 16.0 18.0 20.0 22.0 Comp. corr: -5.0 -5.6 -5.2 -4.9 -4.5 Meniscus correction only=

Specific gravity of solids= 2.7 Specific gravity correction factor= 0.989 Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-146 of Lo6t

-r- - I 'q- :Ij Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percent time, min deg C reading reading depth mm finer 1.00 17.0 38.6 33.2 0.0140 38.6 10.0 0.0441 59.7 -

2.00 17.0 33.8 28.4 0.0140 33.8 10.7 0. 0324 51.2 5.00 17.0 29.7 24.3 0.0140 29.7 11.4 0.0211 43.7 15.00 17.0 24.5 19.1 0.0140 24.5 12.3 0.0126 34. 4 30.00 17.0 22.0 16.6 0. 0140 22.0 12.7 0. 0091 29.9 60.00 17.5 19.8 14.5 0.0139 19.8 13.1 0.0065 26.0 120.00 18.0 17.5 12.3 0.0138 17.5 13.4 0.0046 22. 1 240.00 19.0 16.3 11.2 0.0136 16.3 13.6 0.0032 20.2 480.00 19.0 16.0 10.9 0.0136 16.0 13.7 0.0023 19.7 1325.00 20.0 12.5 7.6 0.0134 12.5 14.2 0.0014 13.7 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% + 3 = % GRAVEL =

% SAND = 24.7 (% coarse = % medium = 0.5 % fine = 24.2)

% SILT = 52.4 % CLAY = 22.9 D85= 0.11 D 6 0 = 0.04 D 5 0 = 0.03 D30= 0.01 D15= 0.00 Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-147 of 2 5q

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-4 Sample No.: 9 Elev. or Depth: 25-26.5 Sample Length (in./cm.):

Location:

==

Description:==

brown mottled orange sandy SILT Liquid Limit: 21 Plastic Limit: 20 USCS Classification: ML AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 73.49 Tare = 0.00 Dry sample weight = 73.49 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

10 0.00 100.0

30 0.20 99.7

40 0.30 99.6

50 0.40 99.5

100 11.80 83.9

200 30.30 58.8 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sample= 100.0 Weight of hydrometer sample: 74.96 Hygroscopic moisture correction:

Moist weight & tare = 32.62 Dry weight & tare = 32.17 Tare = 9.39 Hygroscopic moisture= 2.0 Calculated biased weight= 73.51 Table of composite correction values:

Temp, deg C: 14.0 16.0 18.0 20.0 22.0 Comp. corr: -5.0 -5.6 -5.2 -4.9 -4.5 Meniscus correction only=

Specific gravity of solids= 2.7 Specific gravity correction factor= 0.989 Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Humboldt Bay ISFSI Data Report E, Rev. 0 - COOPER TESTING LABORATORY Page E-148 of 254

'~-4i~ '25 Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percent time, min deg C reading reading depth mm finer 1.00 18.0 40.0 34.8 0. 0138 40.0 9.7 0.0430 46.8-2.00 18.0 34.3 29.0 0.0138 34.3 10.7 0.0319 39.1 5.00 19.0 29.5 24.5 0. 0136 29.5 11.5 0.0206 32.9 15.00 1 . 0 25.0 20.0 0.0136 25.0 12.2 0.0123 26.8 30.00 19.0 21.0 15.9 0.0136 21;0 12. 9 0.0089 21.5 60.00 19.0 18.8 13.7 0. 0136 18.8 13.2 0.0064 18.5 120.00 19.0 17.0 11.9 0.0136 17.0 13. 5 0.0046 16.1 240.00 19.0 15.8 10.8 0.0136 15.8 13.7 0 .0033 14.5 480.00 19.0 14.0 8.9 0. 0136 14.0 14.0 0.0023 12.0 1600.00 15.0 13.0 7.7 0.0143 13.0 14.2 0.0013 10.4 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

.% + 3 = -% GRAVEL =

% SAND = 41.2 (% coarse = % medium = 0.4 % fine = 40.8)

% SILT = 42.1 % CLAY = 16.7 D 8 5 = 0.16 D60= 0.08 D 5 0= 0.05 D30= 0.02 D 1 5= 0.00 Humboldt Bay ISFSI Data Report E, Rev. 0 _ COOPER TESTING LABORATORY Page E-149 of 25f

PARTICLE SIZE DISTRIBUTION TEST REPORT

.t5 £. e s S - . .. ? . E=

10

-1 I! 0.: ! I .1:1 II5 0 1111 'I I \

20 I:

0 _

GRAIN SIZE - mm

%/ 3" % GRAVEL % SAND % FINES II CRS. I FINE l CRS. MEDIUM FINE SILT CLY____

o 0.0 0.0 0.0 0.0 2.4 85.8 5.5 6.3

_ 0.0 0.0 0.0 0.0 0.3 36.0 47.1 16.6 6 0.0 0.0 0.0 0.0 0.9 74.2 14.3 10.6 0 0.0 0.0 2.9 4.1 7.5 50.9 24.9 9.7 v 0.0 0.0 0.9 1.6 24.0 53.9 _1.0 8.6 X LL PIL D8 5 D6 0 D50 D30 D1 5 D10 C Cu D 16 18 0.282 0.226 0.206 0.165 0.1000 0.0232 5.20 9.74 22 18 0.170 0.0662 0.0476 0.0177 0.0036 _ _ __

A_ 7i 0.261 0.185 0.161 0.103 0.0134 0.0043 13.44 43.13 o 23 25 0.410 0.168 0.126 0.0585 0.0113 0.0054 3.74 30.93

-v 16 23 0.688 0.314 0.256 0.1 60 0.0218 0.0073 11.16 42.92 MATERIAL DESCRIPTION USCS AASHTO D brown poorly graded SAND with silt SP-SM ODbrown mottled orange sandy SILTY CLAY CL-ML o gray silty SAND SM o gray silty SAND w/roots SM 7 gray silty SAND SM Project No. 109-276 Client: Geomatrix Remarks:

Project: 5117.008 o Source: 99-4 Sample No.: 10-4 Elev.lDepth: 31-31.5' l Source: 99-4 Sample No.: II Elev./Depth: 35-36.5 l Source: 99-4 Sample No.: 12-4 Elev.lDepth: 41-41.5' loSource: 99-4 Sample No.: 13 Elev./Depth: 45-46.5' I Source: 99-4 Sample No.: 14-4 Elev.lDepth: 51-51.5' PARTICLE SIZE DISTRIBUTION TEST REPORT COOPER TESTING LABORATORY Plate Humboldt Bay ISFSI Page E-150 of 2-54 Data Report E, Rev. 0

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-4 Sample No.: 10-4 Elev. or Depth: 31-31.5' Sample Length (in./cm.):

Location:

==

Description:==

brown poorly graded SAND with silt Liquid Limit: 16 Plastic Limit: 18 USCS Classification: SP-SM AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 75.17 Tare = 0.00 Dry sample weight = 75.17 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

10 0.00 100.0

30 0.90 98.8

40 1.80 97.6

-50 6.00 92.0

100 57.60 23.4

2.00 66.30 11.8 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sample= 100.0 Weight of hydrometer sample: 75.77 Hygroscopic moisture correction:

Moist weight & tare = 28.85 Dry weight & tare = 28.72 Tare = 11.61 Hygroscopic moisture= 0.8 %

Calculated biased weight= 75.20 Table of composite correction values:

Temp, deg C: 14.0 16.0 18.0 20.0 22.0 Comp. orr: -5.0 -5.6 -5.2 -4.9 -4.5 Meniscus correction only=

Specific gravity of solids= 2.7 Specific gravity correction factor= 0.989 Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-151 of 7- 5H

Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percent time, min deg C reading reading depth mm finer 1.00 17.0 13.8 8.4 0.0140 13. 8 14.0 0.0523 11.0-2.00 17.0 12.8 7.4 0.0140 12.8 14.2 0. 0372 9.7

5. 00 18.0 12.8 7.6 0.0138 12.8 14.2 0.0232 10.0 15.00 18.0 12.2 7.0 0. 0138 12 . 2 14.3 0.0135 9.2 30.00 18.0 11.0 5.8 0.0138 1 1. 0 14.5 0. 0096 7. 6 60.00 18. 5 10.2 5.1 0.0137 10.2 14.6 0.0068 6.7 120.00 18.5 9.8 4.7 0.0137 9.8 14.7 0.0048 6.2 240.00 18.0 8.7 3.5 0. 0138 8.7 14.9 0.0034 4.6 480.00 18.0 8.7 3.5 0.0138 8.7 14.9 0.0024 4.6 1388.00 17.0 8.0 2.6 0.0140 8.0 15.0 0.0015 3.4 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

+ 3 = % GRAVEL =

% SAND 88.2 (% coarse = % medium = 2.4 % fine = 85.8)

% SILT 5.5 % CLAY = 6.3 D 8 5 = 0.28 D60= 0.23 D 5 0= 0.21 D30= 0.17 D15= 0.10 Dj0= 0.02 Cc= 5.2025 Cu= 9.742:

Humboldt Bay ISFSI Data Report E, Rev. 0 - COOPER TESTING LABORATORY Page E-152 of 2CAL

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-4 Sample No.: 11 Elev. or Depth: 35-36.5 Sample Length (in./cm.):

Location:

==

Description:==

brown mottled orange sandy SILTY CLAY Liquid Limit: 22 Plastic Limit: 18 USCS Classification: CL-ML AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 73.79 Tare = 0.00 Dry sample weight = 73.79 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

10 0.00 100.0

30 0.10 99.9

40 0.20 99.7

50 0.80 98.9

100 13.40 81.8

200 26.80 63.7 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sample= 100.0 Weight of hydrometer sample: 75.27 Hygroscopic moisture correction:

Moist weight tare = 34.48 Dry weight & tare = 33.99 Tare = 9.14 Hygroscopic moisture= 2.0 %

Calculated biased weight= 73.81 Table of composite correction values:

Tempt deg C: 14.0 16.0 18.0 20.0 22.0 Comp. corr: -5.0 -5.6 -5.2 -4.9 -4.5 Meniscus correction only=

Specific gravity of solids= 2.7 Specific gravity correction factor= 0.989 Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY PageE-153of 251

Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percient time, min deg C reading reading depth mm finer 1.00 18.0 40.3 35.0 0. 0138 40.3 9.7 0.0429 47.0-2.00 18.0 34.5 29.3 0.0138 34.5 10.6 0.0318 39.3 5.00 19.0 29.0 24.0 0.0136 29.0 11.5 0.0207 32.1

15. 00 19.0 24.0 19. 0 0.0136 24.0 12. 4 0. 0124 25.4 -

30.00 19.0 21.0 15.9 0.0136 21.0 12. 9 0.0089 21.4 60.00 19.0 19.0 13.9 0.0136 1 9. 0 13.2 0.0064 18.7 120.00 19.0 17.0 11. 9 0.0136 17. 0 13.5 0. 0046 16.0 240.00 19.0 16.0 10. 9 0.0136 16.0 13.7 0.0032 14.7 480.00 19.0 15.0 9. 9 0. 0136 15.0 13.8 0.0023 13.3 1332. 00 15.0 13.8 8.5 0. 0143 13.8 14.0 0.0015 11.4 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% + 3 = % GRAVEL =

% SAND = 36.3 ( coarse = % medium = 0.3 % fife = 36.0)

% SILT = 47.1 % CLAY = 16.6 D85= 0.17 D60= 0.07 D 5 0= 0.05 D30= 0.02 D 1 5= 0.00 Humboldt Bay ISFSI Data Report E, Rev. 0 - COOPER TESTING LABORATORY .

PageE-154of z5i

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-4 Sample No.: 12-4 Elev. or Depth: 41-41.5' Sample Length (in./cm.):

Location:

==

Description:==

gray silty SAND Liquid Limit: 17 Plastic Limit: 18 USCS Classification: SM AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 73.72 Tare = 0.00 Dry sample weight = 73.72 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

4 0.00 100.0

10 0.00 100. 0

30 0.20 99.7

40 0.70 99.1

50 5.80 92.1

100 40.30 45.3

200 55.40 24.9 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sample= 100.0 Weight of hydrometer sample: 73.72 Hygroscopic moisture correction:

Moist weight &tare = 28.56 Dry weight & tare = 28.38 Tare = 11.81 Hygroscopic moisture= 1.1 %

Calculated biased weight= 72.93 Table of composite correction values:

Temp, deg C: 14.0 16.0 18.0 20.0 22.0 Comp. corr: -5.0 -5.6 -5.2 -4.9 -4.5 Meniscus correction only=

Specific gravity of solids= 2.7 Specific gravity correction factor= 0.989 Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-155 of 25i

95 -4 41' Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percent time, min deg C reading reading depth mm finer 1.00 17.0 21.8 16.4 0.0140 21.8 12.7 0.0498 22.2-2.00 17.0 19.8 14.4 0.0140 19.8 13.1 0.0357 19.5 5.00 18.0 18.8 13.6 0.0138 18.8 13.2 0.0224 18.4 15.00 18.0 16.2 11.0 0.0138 16.2 13.6 0.0131 14.9 30.00 18.0 15.3 10. 1 0. 0138 15.3 13.8 0.0093 13.7 60.00 18.5 13.7 8.6 0.0137 13.7 14.0 0.0066 11.6 120.00 18.5 12.8 7.7 0.0137 12.8 14.2 0.0047 10.4 240.00 18.0 11.7 6.5 0.0138 11.7 14.4 0.0034 8.8 480.00 18.0 10.7 5.5 0.0138 10.7 14.5 0.0024 7.5 1388.00 17.0 9.5 4.1 0. 014 0 9.5 14.7 0.0014 5.6 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

+ 3 = % GRAVEL =

8

% SAND = 75.1 ( coarse = 0.0 % medium = 0.9 % fine = 74.2)

% SILT = 14.3 % CLAY = 10.6 D 8 5= 0.26 D60= 0.19 D5 0 = 0.16 D 3 0= 0.10 D15= 0.01 D10= 0.00 Cc= 13.4412 C= 43.1277 Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-156 of Z1

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-4 Sample No.: 13 Elev. or Depth: 45-46.5' Sample Length (in./cm.):

Location:

==

Description:==

gray silty SAND w/roots Liquid Limit: 23 Plastic Limit: 25 USCS Classification: SM AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 174.20 Tare = 0.00 Dry sample weight = 174.20 Sample split on number 10 sieve Split sample data:

Sample and tare = 67.19 Tare = .00 Sample weight = 67.19 Cumulative weight retained tare= .00 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer 3/8 inch 0.00 100.0

4 5.10 97.1

10 12.20 93.0

30 3.90 87.6

40 5.40 85.5

50 10.60 78.3

100 26.70 56.0

200 42.20 34.6 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sample= 93.0 Weight of hydrometer sample: 68.6 Hygroscopic moisture correction:

Moist weight & tare = 37.61 Dry weight & tare = 37.06 Tare = 11.02 Hygroscopic moisture= 2.1 %

Calculated biased weight= 72.24 Table of composite correction values:

Temp, deg C: 14.0 16.0 18.0 20.0 22.0 Comp. corr: -5.0 -5.6 -5.2 -4.9 -4.5 Meniscus correction only=

Specific gravity of solids= 2.7 Specific gravity correction factor= 0.989 Hydrometer type: 152H Humboldt Bay ISFSI _______

DataRepot E, Rev.0 COOPER TESTING LABORATORY Page E-157 of 5

c: -q-4 Lie' Effective depth L= 16.294964 - 0.164 x Rm Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percent time, min deg C reading reading depth mm finer 1.00 18.0 25.0 19.8 0. 0138 25.0 12.2 0.0481 27.1 2.00 18.0 21.8 16.5 0. 0138 21. 8 12.7 0.0348 22.7 .

5.00 19.0 19.5 14.4 0.0136 19.5 13.1 0.0220 19.8

15. 00 19.0 17.0 1. 9 0.0136 17.0 13.5 0.0129 16.4 30.00 19.0 14.5 9.4 0.0136 14.5 13.9 0.0093 12.9 60.00 19.0 13.0 7.9 0.0136 13.0 14.2 0.0066 10.9 120.00 19.0 12.0 6.9 0.0136 12.0 14.3 0.0047 9.5 240.00 19.0 11.5 6.4 0.0136 11.5 14.4 0. 0033 8.8 480.00 19.0 10.2 5.1 0.0136 10.2 14.6 0.0024 7.1 1600 .00 15.0 9.9 4.6 0. 0143 9 .9 14.7 0.0014 6.3 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% + 3" = % GRAVEL = 2.9 (% coarse = % fine = 2.9)

% SAND = 62.5 (% coarse = 4.1 % medium = 7.5 % fine = 50.9)

% SILT = 24.9 % CLAY = 9.7 D 8 5= 0.41 D6 0 = 0.17 D 5 0= 0.13 D 3 0= 0.06 D15= 0.01 D 1 0 = 0.01 Cc= 3.7395 Cu= 30.9323 Humboldt Bay ISFSI Data Report E,Rev. 0 COOPER TESTING LABORATORY . _ .

Page E-158 of 254

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-4 Sample No.: 14-4 Elev. or Depth: 51-51.5' Sample Length (in./cm.):

Location:

Description:

gray silty SAND Liquid Limit: 16 Plastic Limit: 21 USCS Classification: SM AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 157.30 Tare = 0.00 Dry sample weight = 157.30 Sample split on number 10 sieve Split sample data:

Sample and tare = 73.63 Tare = .00 Sample weight = 73.63 Cumulative weight retained tare= .00 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer 3/4 inch 0.00 100.0 3/8 inch 0.00 100.0

4 1.40 99.1

10 3.90 97.5

30 11.40 82.4

40 18.10 73.5

50 30.00 57.8

100 52.40 28.1

200 58.80 19.6 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sample= 97.5 Weight of hydrometer sample: 74.51 Hygroscopic moisture correction:

Moist weight & tare = 28.41 Dry weight & tare = 28.21 Tare = 11.81 Hygroscopic moisture= 1.2 %

Calculated biased weight= 75.50 Table of composite correction values:

Temp, deg C: 14.0 16.0 18.0 20.0 22.0 Comp. corr: -5.0 -5.6 -5.2 -4.9 -4.5 Meniscus correction only=

Specific gravity of solids= 2.7 Specific gravity correction factor= 0.989 HumboldtBay ISFSI COOPER TESTING LABORATORY Data Report E,Rev. PageE-159of 2Ai

Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percent time, min deg C reading reading depth mm finer 1.00 17.0 19.0 13.6 0.0140 19.0 13.2 0.0507 17.8v 2.00 17.0 17.5 12.1 0. 0140 17.5 13.4 0.0362 15.9 5.00 18.0 16.7 11.5 0. 0138 16.7 13.6 0.0227 15.1 15.00 18.0 14.8 9.6 0. 0138 14.8 13.9 0.0133 12.6 30 . 00 18.0 13.5 8.3 0.0138 13.5 14.1 0.0094 10.9 60.00 18.5 12.5 7.4 0. 0137 12.5 14.2 0.0067 9.7 120. 00 18.5 11.5 6.4 0 . 0137 11.5 14.4 0.0047 8.4 240.00 18.0 10.7 5.5 0. 0138 10.7 14.5 0.0034 7.2 480.00 18.0 10.1 4.9 0.0138 10.1 14.6 0.0024 6.4 1363.00 17.0 9.0 3.6 0.0140 9.0 14.8 0.0015 4.7 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

+ 3" = % GRAVEL = 0.9 (% coarse = % fine = 0.9)

% SAND = 79.5 (% coarse = 1.6 % medium = 24.0 % fine = 53.9)

% SILT = 11.0 % CLAY = 8.6 D85= 0.69 D60= 0.31 D50= 0.26 D30= 0.16 D 1 5= 0.02 D 1 0 = 0.01 Cc= 11.1568 Cu= 42.9154 Humboldt Bay ISFSI Data Report E, Rev. 0 - COOPER TESTING LABORATORY PageE-160of -it

PARTICLE SIZE DISTRIBUTION TEST REPORT S~Y 0 0 S

.e I .1~ ~~ ~~~~~~~~~~~~~~

z 1 -

80 ' ' iI7 1 70 , 1! ! ;, 4 1,, I 1 , $ 11 \ \ j tF z iit I1 l I ll lI '1 Z 50i _ _ _ _ __ _

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1 0~~~~~~~~~F 200 100 I10 1 0.1 0.01 0.001 GRAIN SIZE - mm

% 3" %GRAVEL % SAND %SILT %CLAY % FINES USCS AASHTO PL LL D________________________________ __________ 17 17 0 1s 17 SIEVE PERCENT FINER PERCENT FINER SOIL DESCRIPTION nches SIZE 0 gray silty SAND 3/8 100.0 #4 99.5

30 10990 90. gray SAND w/roots

40 98.5 81.8

50 92.2 59.2

100 42.1 25.4

200 24.4 16.2 0.0489 MM. 13.1 0.0475 MM. 19.8 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _

0.0349 mm. 11.1 GRAIN SIZE 0.0340 mm. 17.4 REMARKS:

T ~~~~~~~0.0221 mm. 10.5 D60 0.0216 mm. 16.0 0.0128 mm. 9.4 D30 0.0126 mm. 13.0 0.0093 mm. 6.8 -

D10 0.0091 mm. 11.6 0.0067 mm. 6.1 COEFFICIENTS 0.0066 mm. 9.8 cc 0.0047 mm. 7.4 4.5 0.0033 mm. 7.3 3.2 Cu 0.0024 mm. 3.2 0

o Source: 99-4 .rnf'o.: 12-4 3 2.1 *ev./Depth: 40.5-41' o Source: 99-4 Sample No.: 14-3. Elev./Depth: 50.5-5 1 Project: 5117.008 Feature:

COOPER TESTING LABORATORY I

J Proiect No.:

, , w. .

109-276 Humboldt Bay ISFSI Page E-l 61 of Z5 Data Report E, Rev. 0

USCS LL SP-SM 15 CL-ML 25 MH 67 SIEVE PERCENT FINER PERCENT FINER SOIL DESCRIPTION inches SIZE O brown poorly graded Sand with silt size _______IL_

0

10 100.0 100.0 100.0

30 99.9 99.8 96.6 N40 99.5 99.7 95.6 5s0 96.1 99.t 94.4 ;i gray SILTY CLAY v/sand

100 21.0 87.9 920

200 107 77.0 90.2 0.0542mm. 8.2 0.04532mm. 54 0 0.0391mm 84.5 n gray SILT 0.0362 mm. 149 0.0319mm 44.5 0.0252 mm 80.6 0.0230 mm 6.9 0.0209 mm. 3S.7 0.1O3mm 75.2 0.0133 mm 69 GRAIN SIZE 0.0124mm 234 REMARKS:

0O0lllmm 623 0.0094 mm 6.6 C)

D60 0.226 0.0511 0.0102 0.0009M. 253 80082mm 53 5 00066mm 50 D30 0.170 0.0140 0.0036 0.0064mm 173 0.0059 mm. 42.6 D10 0.0696 0.0017 0.0047mm 4SI 0.0043 mm

> < COEFFICIENTS 0.0033 mm 0.0032mm 0.0031mm.

3.9 13.7 343 27.2 cc 1.83 2.27 l 0.0024 mm 2 0.002 mm 10 209 0.00144mm 26 8.5 47 Cu 3.24 30.28 o Source: 99-4 SampleNo.: 10-3 Elev.Depth: 30.5-3 '

o Source: 99-5 Sample No.: 14-3 Elev./Depth: 52.5-53' L Source: 99-5 Sample No.: 15-3 Elev.lDepth: 55.5- 56' Humboldt Bay ISFSI Page E- 162 of Z5-Data Report E, Rev. 0

PARTICLE SIZE DISTRIBUTION TEST REPORT

. S 5T g . .

o -. ; -

Z- .

100 11i I J'i 1 ! i q .

(. 1i i I, ' ' 11 - ;

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I J. i : ; I ! :

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LL z 50 _

.LI 40 2-200 100 10 1 0.1 0.01 0.001 I

-_______________ GRAIN SIZE -mm _ _ _ _ _ _ _ _ _ _ _ _ _

% GRAVEL % SAND % FINES CRS. FINE CRS. MEDIUM FINE SILT CLAY D 0.0 0.0 18.7 29.6 29.5 13.8 4.6 3.8 3 0.0 0.0 0.0 0.0 1.7 32.5 31.6 34.2 A 0.0 0.0 0.0 0.0 0.3 6.1 68.2 25.4 O 0.0 0.0 0.0 0.0 1.1 6.7 58.1 34.1 V 0.0 0.0 0.0 0.3 0.5 7.6 69.9 21.7 x ILL PL D85 D60 D 50 _ D 30 D 15 D 10 C Cu o _ _ 5.43 2.55 1.90 0.803 0.243 0.120 2.12 21.33 i 38 19 0.225 0.0434 0.0162 0.0030 A 37 25 0.0421 0.0195 0.0150 0.0070 0.0015 0 38 25 0.0424 0.0154 0.0108 0.0035 V 31 26 0.0568 0.0254 0.0189 0.0095 0.0021 _ _

MATERIAL DESCRIPTION USCS AASHTO D brown silty SAND w/gravel SW-SM

' orange brown mottled gray sandy CLAY CL

^ gray SILT ML o olive gray mottled orange SILT ML

,gray mottled orange SILT wltrace sand ML Project No. 109-276 Client: Geomatrix Remarks:

Project: 5117.008 o Source: 99-4 Sample No.: 18 Elev./Depth: 61.5-63' oSource: 99-5 Sample No.: 3-4 Elev.lDepth: 5-5.5' A Source: 99-5 Sample No.: 7-4 Elev.lDepth: 16-16.5' o Source: 99-5 Sample No.: 8-4 Elev.lDepth: 21-21.5' vSource: 99-5 Sample No.: 10 Elev.lDepth: 30-31.5' PARTICLE SIZE DISTRIBUTION TEST REPORT COOPER TESTING LABORATORY Plate Humboldt Bay ISFSI Page E- 163 of 21 Data Report E, Rev. 0

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-4 Sample No.: 18 Elev. or Depth: 61.5-63' Sample Length (in./cm.):

Location:

==

Description:==

brown silty SAND w/gravel Liquid Limit: Plastic Limit:

USCS Classification: SW-SM AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 408.70 Tare = 0.00 Dry sample weight = 408.70 Sample split on number 10 sieve Split sample data:

Sample and tare = 75.66 Tare = .00 Sample weight = 75.66 Cumulative weight retained tare= .00 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer 3/4 inch 0.00 100.0 3/8 inch 17.90 95.6

4 76.50 81.3

10 197.50 51.7

30 37.60 26.0

40 43.20 22.2

50 50.20 17.4

100 59.20 11.3 r 200 63.40 8.4 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sample= 51.7 Weight of hydrometer sample: 76.34 Hygroscopic moisture correction:

Moist weight & tare = 43.31 Dry weight & tare = 43.01 Tare = 9.29 Hygroscopic moisture= 0.9 %

Calculated biased weight= 146.36 Table of composite correction values:

Temp, deg C: 14.0 16.0 18.0 20.0 22.0 Comp. corr: -5.0 -5.6 -5.2 -4.9 -4.5 Meniscus correction only--

Specific gravity of solids= 2.7 Specific gravity correction factor= 0.989 Humboldt Bay ISFSI COOPER TESTING LABORATORY Data Report E,Rev. 0 Page E-164 of 25q

- ) - - l- LO I, Hydrometer type: 152H Effective depth L 16.294964 - 0.164 x Rm Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percent time, min deg C reading reading depth mm finer 1.00 18.0 17.0 11.8 0. 0138 17.0 13.5 0.0507 8.0

2. 00 18.0 15.3 10.1 0. 0138 15.3 13.8 0.0362 6.8 5.00 19.0 15.3 10.3 0.03136 15.3 13.8 0.0226 6.9 15.00 19.0 13.0 7.9 0.0136 13.0 14.2 0.0132 5.4 30.00 19.0 12.0 6.9 0.0136 12.0 14.3 0.0094 4.7 60.00 19.0 11.3 6.3 0.0136 11.3 14.4 0.0067 4.2 120.00 19.0 10.5 5.4 0.0136 10.5 14.6 0.0047 3.7 240.00 19.0 9.8 4.7 0.0136 9.8 14.7 0. 0034 3.2 480.00 18.0 9.7 4.5 0.0138 9.7 14.7 0.0024 3.0 1363.00 18.0 8.8 3.6 0. 0138 8.8 14.9 0.0014 2.4 Fractional Components Gravel/Sand based on #4 I Sand/Fines based on #200

% + 3" = % GRAVEL = 18.7 (% coarse = % fine = 18.7)

% SAND = 72.9 (% coarse = 29.6 % medium = 29.5 % fine = 13.8)

% SILT = 4.6 % CLAY = 3.8 D85= 5.43 D 6 0 = 2.55 D 5 0 = 1-90 D 3 0= 0.80 D 1 5 = 0.24 D 1 0 = 0.12 Cc= 2.1162 Cu= 21.3284 Humboldt Bay ISFSI COOPER TESTING LABORATORY _ _

Data Report E, Rev. 0 Page E-165 of 2-5i

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-5 Sample No.: 3-4 Elev. or Depth: 5-5.5' Sample Length (in./cm.):

Location:

==

Description:==

orange brown mottled gray CLAY w/sand Liquid Limit: 38 Plastic Limit: 19 USCS Classification: AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 53.78 Tare = 0.00 Dry sample weight 53.78 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

10 0.00 100.0

30 0.40 99.3

40 0.90 98.3

50 3.00 94.4 X 100 15.80 70.6

200 18.40 65.8 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sample= 100.0 Weight of hydrometer sample: 55.23 Hygroscopic moisture correction:

Moist weight & tare = 24.14 Dry weight & tare = 23.82 Tare = 11.81 Hygroscopic moisture= 2.7 %

Calculated biased weight= 53.80 Table of composite correction values:

Temp, deg C: 14.0 16.0 18.0 20.0 22.0 Comp. corr: -5.0 -5.6 -5.2 -4.9 -4.5 Meniscus correction only=

Specific gravity of solids= 2.7 Specific gravity correction factor= 0.989 Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x m Humboldt Bay ISFSI r COOPER TESTING LABORATORY Data Report E, Rev. 0 PageE-166of 254

Elapsed Temp, Actual Corrected K RM Eff. Diameter Percent time, min deg C reading reading depth mm finer 1.00 18.0 37.9 32.7 0.0138 37. 9 10.1 0.0438 60.1 2.00 18.0 35.8 30. 5 0. 0138 35.8 10.4 0.0315 56.2 5.00 18.0 34.0 28.8 0.0138 34.0 10.7 0.0202 52.9 15.00 18.0 30.0 24.8 0.0138 30. 0 11.4 0.0120 45.6 30.00 18.0 28.0 22.8 0.0138 28 .0 11.7 0.0086 41.9

60. 00 19.0 25.0 20.0 0. 0136 25.0 12.2 0.0061 36.7 120.00 19.0 23.0 18.0 0.0136 23.0 12.5 0.0044 33.0 240.00 19.0 21.5 16.5 0.0136 21.5 12.8 0.0031 30.2 480.00 20.0 20.5 15.6 0.0134 20.5 12.9 0.0022 28.7 I408.00 17.5 19.8 14.5 0.0139 19.8 13.1 0.0013 26.6 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200 9 + 3 = % GRAVEL =

% SAND = 34.2 (% coarse = % medium = 1.7 % fine = 32.5)

% SILT = 31.6 % CLAY = 34.2 D85= 0.23 D 6 0= 0.04 D 5 0 = 0.02 D30= 0.00 Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-167 of 2L51

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-5 Sample No.: 7-4 Elev. or Depth: 16-16.5' Sample Length (in./cm.):

Location:

==

Description:==

gray SILT Liquid Limit: Plastic Limit:

USCS Classification: ML AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 51.28 Tare = 0.00 Dry sample weight = 51.28 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

10 0.00 100.0

30 0.10 99.8

40 0.15 99.7

50 0.20 99.6

100 2.50 95.1

200 3.30 93.6 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sample= 100.0 Weight of hydrometer sample: 52.31 Hygroscopic moisture correction:

Moist weight & tare = 26.51 Dry weight & tare = 26.22 Tare = 11.55 Hygroscopic moisture= 2.0 %

Calculated biased weight= 51.30 Table of composite correction values:

Temp, deg C: 14.0 16.0 18.0 20.0 22.0 Comp. orr: -5.0 -5.6 -5.2 -4.9 -4.5 Meniscus correction only=

Specific gravity of solids= 2.7 Specific gravity correction factor= 0.989 Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Humboldt Bay ISFSI Data Report E, Rev 0 COOPER TESTING LABORATORY Page E-168 of 2.5

- - w. LLD Elapsed Temp, Actual Corrected K Rm Eff. Diameter Perdent time, min deg C reading reading depth mm finer 1.00 17.0 48.8 43.4 0.0140 48.8 8.3 0.0402 83.8-2.00 17.0 44.0 38 . 6 0.0140 44.0 9.1 0.0298 74.4 5.00 17.0 37. 0 31.6 0. 0140 37.0 10.2 0. 0200 60.9 15.00 17.0 28.0 22.6 0.0140 28.0 11.7 0.0123 43.6 30.00 17. 0 24.0 18.6 0.0140 24.0 12.4 0 .0090 35.9 60.00 17. 5 20.0 14.7 0.0139 20.0 13.0 0.0065 28.3 120.00 18.0 18.0 12.8 0.0138 18.0 13.3 0 . 0046 24.7 240.00 19.0 16.0 10.9 0.0136 16.0 13.7 0 . 0032 21.1 480.00 19.0 15.0 9.9 0.0136 15.0 13.8 0. 0023 19.2 1325.00 20.0 12.0 7.1 0.0134 12.0 14.3 0 .0014 13.7 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% + 3 = % GRAVEL =

% SAND = 6.4 (% coarse = % medium = 0.3 % fine = 6.1)

% SILT = 68.2 % CLAY = 25.4 D85= 0.04 D 6 0 = 0-.02 D 5 0= 0.01 D30= 0.01 D15= 0.00 Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E- 169 of 2 Sl

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-5 Sample No.: 8-4 Elev. or Depth: 21-21.5' Sample Length (in./cm.):

Location:

==

Description:==

olive gray mottled orange SILT Liquid Limit: 38 Plastic Limit: 25 USCS Classification: ML AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 54.10 Tare = 0.00 Dry sample weight = 54.10 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

10 0.00 100.0

30 0.40 99.3

40 0.60 98.9

50 0.90 98.3

100 1.80 96.7

200 4.20 92.2 Hydrometer Analysis Data Separation sieve is 10 Percent -#10 based upon complete sample= 100.0 Weight of hydrometer sample: 56.36 Hygroscopic moisture correction:

Moist weight & tare = 28.58 Dry weight & taire = 27.91 Tare = 11.81 Hygroscopic moisture= 4.2 %

Calculated biased weight= 54.11 Table of composite correction values:

Temp, deg C: 14.0 16.0 18.0 20.0 22.0 Comp. corr: -5.0 -5.6 -5.2 -4.9 -4.5 Meniscus correction only=

Specific gravity of solids= 2.7 Specific gravity correction factor= 0.989 Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-170 of 2Z-J

Elapsed Temp, Actual Corrected K RM Eff. Diameter Percent time, min deg C reading reading depth mm finer 1.00 17.0 51.0 45.6 0 . 0140 51. 0 7.9 0.0393 83.4-2.00 17.0 46.8 41.3 0.0140 46.8 8.6 0.0290 75.6 5.00 17.0 41.5 36.1 0.0140 41.5 9.5 0.0192 66.0 15.00 17.0 34.0 28.6 0.0140 34.0 10.7 0.0118 52.3 30.00 17.0 29.7 24.3 0.0140 29.7 11.4 0.0086 44.4 60.00 17.5 26.0 20.7 0.0139 26.0 12.0 0.0062 37.8 120.00 18.0 23.0 17.8 0.0138 '23.0 12.5 0.0045 32.5 240.00 19.0 21.0 15. 9 0.0136 21.0 12.9 0.0031 29.2 480.00 19.0 19.5 14. 4 0.0136 19.5 13.1 0.0022 26.4 1325. 00 20.0 16.0 11. 1 0.0134 16.0 13.7 0.0014 20.3 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

-% + 3 = % GRAVEL =

% SAND = 7.8 (% coarse = % medium = 1.1 % fine = 6.7)

% SILT = 58.1 % CLAY = 34.1 D85= 0.04 D 6 0 = 0.02 D5 0 = 0-01 D30= 000 Humboldt Bay ISFSI COOPER TESTING LABORATORY Data Report E,Rev. 0 Page E-171 of Z

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-5 Sample No.: 10 Elev. or Depth: 30-31.5' Sample Length (in./cm.):

Location:

Description:

gray mottled orange SILT w/trace sand Liquid Limit: 31 Plastic Limit: 26 USCS Classification: ML AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 142.80 Tare = 0.00 Dry sample weight = 142.80 Sample split on number 10 sieve Split sample data:

Sample and tare = 61.67 Tare = .00 Sample weight 61.67 Cumulative weight retained tare= .00 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

4 0.00 100.0

10 0.40 99.7

30 0.20 99.4

40 0.30 99.2

50 0.40 99.1

100 1.50 97.3

200 5.00 91.6 Hydrometer Analysis Data Separation sieve-is #10 Percent -#10 based upon complete sample= 99.7 Weight of hydrometer sample: 63.33 Hygroscopic moisture correction:

Moist weight & tare = 27.40 Dry weight & tare = 26.84 Tare = 6.33 Hygroscopic moisture= 2.7 %

Calculated biased weight= 61.83 Table of composite correction values:

Temp, deg C: 14.0 16.0 18.0 20.0 22.0 Comp. corr: -5.0 -5.6 -5.2 -4.9 -4.5 Meniscus correction only=

Specific gravity of solids= 2.7 Specific gravity correction factor= 0.989 Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm iumboldt Bay ISFSI COOPER TESTING LABORATORY

)ata Report E, Rev. 0 Page E-172 of 251

Elapsed Temp, Actual Corrected Rm Eff. Diameter Percent time, min deg C reading reading depth mm finer -

1.00 18.0 51.0 45.8 0.0138 51.0 7.9 0.0388 73.3 2 .00 18.0 45.3 40.1 0. 0138 45.3 8.9 0.0290 64.2 5.00 19.0 37.0 32.0 0. 0136 37.0 10.2 0.0195 51.1 15.00 19.0 27.0 22. 0 0. 0136 27.0 11.9 0.0121 35.1 30.00 19.0 23.0 18.0 0.0136 23.0 12.5 0.0088 28.7 60.00 19.0 20.0 14.9 0.0136 20.0 13.0 0.0063 23.9 120.00 19.0 18.0 12. 9 0.0136 18.0 13.3 0.0045 20.7 240.00 19.0 15.5 10.4 0.0136 15.5 13.8 0.0033 16.7 480.00 18.0 14.8 9.6 0.0138 14.8 13.9 0.0023 15.4 1363.00 18.0 13.5 8.3 0.0138 13.5 14.1 0.0014 13.3 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

% + 3 = % GRAVEL =

% SAND = 8.4 (% coarse = 0.3 % medium = 0.5 % fine = 7.6)

% SILT = 69.9 % CLAY = 21.7 D 8 5= 0.06 D60= 0.03 D50= 0.02 D 3 0 = 0.01 D 1 5 = 0.00 Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-173 of 25

PARTICLE SIZE DISTRIBUTION TEST REPORT S

e g e 0 0 0 0 0 a a . S 100 .... , -

.~~~~I I 1.:1 1 -1 1 7%"- , I 17,

. 1 I1 I !:i!1 1; i1 1; 1:1I ;1I I !!! !: 1 !. , -"*' - - ', ;, 1 I' 1 11

-4 80 70 . . ..

LIJ~~~~~~~~~~~~~

60LL..... l ,j ! .; ! ! t., ! ! t , jI , ,. I . l\ , fl\ - \~~~~~~~~~~~~~

20 L' ' !_ _ _ _ _ _ _ _ _ _ _ _ _

30l ~l} ' ' _ _' k , l', f__ g ' j i¢l i ~i i

,,Z I J -I I 21 ' , I 7 2 16 2 00 100 10 1 10 1 .

______ ______ GRAIN SIZE mm ° °°°°° t 1/ % GR AVEL %/SAND) % FINES _ _ _ _ _

_ " . CRS. FINE CRS. MEDIUM FINE SILT CLAY I

_ 0.0 0.0 0.0 0.0 0.2 13*0 70.2 16.6 I

_ 0.0 0.0 0.0 0.1 1.0 43.2 41.7 14.0 0.0 0.0 0.0 0.0 0.1 0.3 47.3 52.3 X LL I PL D85_ D60 D~. D30 D Dj l D10 Cc Cu 30 28 0.0688 0.0323 0.0239 0.0121 ] 0.0041 _ -_ _ _ _ _

_ 21 20 0.191 0.0866 0.0620 0.0279 I 0.0056 0.0019 4.85 46.81 52 30 0.0142 0.0067 0.0045 0.0016 MATERIAL DESCRIPTION USCS AASHTO D gray SILT ML 2 gray mottled orange sandy SILT ML gray SILT MH Project No. 109-276 Client: Geomatrix Remarks:

Project: 5117.008

_ Source: 99-5 Sample No.: 11-4 Elev./Depth: 36-36.5' Source: 99-5 Sample No.: 12 Elev./Depth: 40-41.5'

[ Source: 99-5 Sample No.: 13-4 Elev.lDepth: 46-46.5' PARTICLE SIZE DISTRIBUTION TEST REPORT COOPER TESTING LABORATORY Plate Humboldt Bay ISFSI Data Report E, Rev. 0 Page E- 174 of 35 1

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-5 Sample No.: 11-4 Elev. or Depth: 36-36.5' Sample Length (in./cm.):

Location:

==

Description:==

gray SILT Liquid Limit: 30 Plastic Limit: 28 USCS Classification: ML AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 53.62 Tare = 0.00 Dry sample weight = 53.62 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

10 0.00 100.0

30 0.05 99.9

40 0.10 99.8

50 0.20 99.6

100 1.90 96.5

200 7.10 86.8 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sample= 100.0 Weight of hydrometer sample: 54.64 Hygroscopic moisture correction:

Moist weight & tare = 20.43 Dry weight & tare = 20.22 Tare = 9.38 Hygroscopic moisture= 1.9 %

Calculated biased weight= 53.60 Table of composite correction values:

Temp, deg C: 14.0 16.0 18.0 20.0 22.0 Comp. corr: -5.0 -5.6 -5.2 -4.9 -4.5 Meniscus correction only=

Specific gravity of solids= 2.7 Specific gravity correction factor= 0.989 Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Humboldt Bay ISFSI COOPER TESTING LABORATORY Data Report E, Rev. 0 Page E- 175 of 2.%f

I I v I %- -

Elapsed Temp, Actual Corrected K Pm Eff. Diameter Percent time, min deg C reading reading depth mm finer

1. 00 20. 0 42.8 37.8 0 .0134 42.8 9.3 0. 0410 69.8-

2. 00 20. 0 36.3 31.4 0.0134 36.3 10.3 0 0306 57.9 5.00 20.0 29.5 24.6 0.0134 29.5 11.5 0.0203 45.4 15.00 20. 0 21.5 16.6 0.0134 21.5 12.8 0. 0124 30.6 30.00 20.0 17.5 12.6 0.0134 17_5 13.4 0 .0090 23.3 -

60.00 20.0 14.5 9.6 0.0134 14.5 13.9 0. 0065 17.7 120.00 20.0 13.7 8.8 0.0134 13.7 14.0 0. 0046 16.2 240.00 20.0 11.8 6.8 0.0134 11.8 14.4 0. 0033 12.6 480.00 20.5 11.5 6.7 0.0134 11.5 14.4 0 .0023 12.2 1428.00 15.0 10.8 5.4 0.0143 10.8 14.5 0.0014 10.1 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200 9 + 3" i = % GRAVEL =

% SAND = 13.2 (% coarse = % medium = 0.2 % fine = 13.0)

% SILT = 70.2 % CLAY = 16.6 D 8 5 = 0.07 D= 0.03 D 0 = 0.02 D 3 0= .01 D15= 0.00 Humboldt Bay ISFSI COOPER TESTING LABORATORY Data Report E, Rev. 0 COPE E L76 ORfT2RY Page E-76of 25'

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-5 Sample No.: 12 Elev. or Depth: 40-41.5' Sample Length (in./am.):

Location:

Description:

gray mottled orange sandy SILT Liquid Limit: 21 Plastic Limit: 20 USCS Classification: ML AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 170.70 Tare 0.00 Dry sample weight 170.70 Sample split on number 10 sieve Split sample data:

Sample and tare = 67.08 Tare = .00 Sample weight = 67.08 Cumulative weight retained tare= .00 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

4 0.00 100.0

10 0.10 99.9

30 0.30 99.5

40 0.70 98.9

50 2.40 96.3

100 15.40 77.0

200 29.70 55.7 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sample= 99.9 Weight of hydrometer sample: 68.02 Hygroscopic moisture correction:

Moist weight & tare = 33.54 Dry weight & tare = 33.21 Tare = 9.12 Hygroscopic moisture= 1.4 Calculated biased weight= 67.17 Table of composite correction values:

Temp, deg C: 14.0 16.0 18.0 20.0 22.0 Comp. corr: -5.0 -5.6 -5.2 -4.9 -4.5 Meniscus correction only=

Specific gravity of solids= 2.7 Specific gravity correction factor= 0.989 Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Humboldt Bay SSv COOPER TESTING LABORATORY Data Report E, Rev. 0 Page E-177 of 25i

Elapsed Temp, Actual Corrected K Em Eff. Diameter Percent time, min deg C reading reading depth mm finer-1.00 18.0 33.0 27.8 0.0138 33.0 10.9 0.0455 4 0. 9 2.00 18.0 27.6 22.4 0. 0138 27.6 11.8 0.0334 33.0 5.00 19.0 23.3 18.3 0. 0136 23.3 12.5 0.0215 26.9 15.00 19.0 19.0 13.9 0.0136 19.0 13.2 0.0128 20.5*-

30.00 19.0 17.5 12.4 0.0136 17.5 13.4 0.0091 18.3

60. 00 19.0 16.0 10.9 0.0136 16.0 13.7 0.0065 16.1 120.00 19.0 14.2 9.1 0.0136 14.2 14.0 0.0046 13.5 240 .00 19.0 13.0 7.9 0.0136 13.0 14.2 0.0033 11.7 480.00 18.0 12.7 7.5 0. 0138 12.7 14.2 0.0024 11.0 1363.00 18.0 11.0 5.8 0 .013 8 11.0 14.5 0.0014 8.5 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

+ 3 = % GRAM rEL =

% SAND = 44.3 ( coarse = 0.1 % medium = 1.0 % fine = 43.2)

% SILT = 41.7 % CLAY = 14.0 D85= 0.19 D60= 0.09 D 5 0= 0.06 D 3 0 = 003 D 1 5 = 0.01 D 1 0 = 0.00 C:= 4.8453 Cu= 46.8074 Humboldt Bay ISFSI COOPER TESTING LABORATORY Data Report E, Rev, 0 Page E-178 of 25j

GRAIN SIZE DISTRIBUTION TEST DATA Client: Geomatrix Project: 5117.008 Project Number: 109-276 Sample Data Source: 99-5 Sample No.: 13-4 Elev. or Depth: 46-46.5' Sample Length (in./cm.):

Location:

==

Description:==

gray SILT Liquid Limit: 52 Plastic Limit: 30 USCS Classification: MH AASHTO Classification:

Testing Remarks:

Mechanical Analysis Data Initial Dry sample and tare= 49.94 Tare = 0.00 Dry sample weight = 49.94 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer

10 0.00 100.0

30 0.05 99.9

40 0.05 99.9

50 0.10 99.8

100 0.15 99.7

200 0.20 99.6 Hydrometer Analysis Data Separation sieve is #10 Percent -#10 based upon complete sample= 100.0 Weight of hydrometer sample: 52.14 Hygroscopic moisture correction:

Moist weight & tare = 23.43 Dry weight & tare = 22.83 Tare = 9.12 Hygroscopic moisture= 4.4 %

Calculated biased weight= 49.95 Table of composite correction values:

Temp, deg C: 14.0 16.0 18.0 20.0 22.0 Comp. corr: -5.0 -5.6 -5.2 -4.9 -4.5 Meniscus correction only=

Specific gravity of solids= 2.7 Specific gravity correction factor= 0.989 Hydrometer type: 152H Effective depth L= 16.294964 - 0.164 x Rm Humboldt Bay ISFSI Data Report E, Rev. 0 COOPER TESTING LABORATORY Page E-179 of 25J

I / - o 1

Elapsed Temp, Actual Corrected K Rm Eff. Diameter Percent time, min deg C reading reading depth mm finer 1.00 20.0 53.5 48.6 0.0134 53.5 7.5 0.0369 96.2-2.00 20.0 52 . 0 47.1 0.0134 52.0 7.8 0.0265 93. 3 5.00 20.0 50. 0 45.1 0.0134 50.0 8.1 0.0171 89.3 15.00 20.0 43.0 38.1 0.0134 43.0 9.2 0.0106 75.4 30.00 20.0 37.5 32.6 0.0134 37-.5 10.1 0.0078 64 . 6 60.00 20.0 33.0 28.1 0.0134 33.0 10.9 0. 0057 55.6 120.00 20.0 29.0 24.1 0.0134 29.0 11.5 0. 0042 47.7 240.00 20.0 24.5 19.6 0.0134 24.5 12.3 0. 0030 38.8 480.00 20.5 22.0 17.2 0.0134 22.0 12.7 0.0022 33.9 1428.00 15.0 19.0 13.7 0.0143 19.0 13.2 0.0014 27 .1 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200

+ 3 = % GRAVEL =

% SAND = 0.4 (% coarse = % medium = 0.1 % fine = 0.3)

% SILT = 47.3 % CLAY = 52.3 D 8 5 = 0.01 D 6 0 = 0.01 D50= 0.00 D3 0= 0.00

-lumboldt Bay ISFSI

)ata Report E, Rev. 0 COOPER TESTING LABORATORY Page E-80 of Z54

6 TOTA L EFFECTIVE .......... ........... ............

C, ks f 0 .5 4 0 .5 3 .............. .... .... ...................

deg 22 28 TA N 0 .40 0 . 3 ..................

4 U) ...........

L.

............. . ........a ..........

0 2 .......... ...............

'A ..............

... ........X 7 7 , I i. - - : 7 0

0 2 4 6 8 I10 12 Total Normal Stress, ksf Effective Normal Stress, ksf 9.0 .... .........

SAMPLE NO. : 1 2 WATER CONTENT, 26.8 7.5 -' DRY DENSITY, pcf 98.0 H SATURATION, % 98.2 H VOID RATIO 0.752 2 z DIAMETER, in 2.87 6.0

.... ... ........... H-EIGH-T, in 5.99 (n WATER CONTENT,% 27.0 25.9 ai) 4. 5 (A DRY DENSITY, pcf 98.6 100.2 ui SATURATION, 100.0 100.0

............... F-VOID RATIO 0.741 0.713 1 1- DIAMETER, in 2.87 2.90 0 3.0 HIEIGHT, in 5.95 5.73 a Strain rate, %/min 0.03 0 .03 EFF CELL PRESSURE, ksf 1 58 3. 56 0 1 .5 3.49 5.85 Deviator Stress. ksf EXCESS PORE PR. , ksf 0 . 63 1 .27 F. .... ...... STRAIN, % 4.9 5. 1 0 ULT. STRESS, ksf 0 5 10 15 20 EXCESS PORE PR. , ksf Axial Strain, STRAIN, %

aiFAILURE. ksf 4.44 8.14 TYPE OF TEST:

a3FAILURE, ksf 0.95 2.29 CU with Pore Pressures SAMPLE TYPE: undisturbed CLIENT: eomatrix DESCRIPTION: yel low brown sandy CLAY PROJECT: 5117.02 ASSUMED SPECIFIC RAVITY= 2.75 SAMPLE LOCATION: 99-2 @ 5.5-8.5' REMARKS:

PROJ. NO.: 109-253 DATE: 4/12/99 TRIAXIAL SHEAR TEST REPORT Fig. No.: _ _ _

COOPER TESTING LABORATORY Humboldt Bay ISFSI Page E-181 of 2.5 4 Data Report E, Rev. 0

7.5 7.5 6.0 =,. ........ ....

............... .......... 6.0 Q) ...

4.5 4.5 U) l)

) L.

) 0 3.0 3.0 00a 1.5 1.5 U

x 0.0 0.0 C )% ~ ~~% ~ ~~~~~~~~

1 6% 0 8% 16%

7.5 7.5 6.0 6.0 0)

(0) 4.5 4.5 aJ) 0.

£0 3.0

. ........' ................... 3.0 0)0 00 1.5 1.5 x . . . . .. ,..n bJ 0.0 0.0 CD% _ 8% 16% 0 8% 16%

Peak Strength

...-.............. ..........I- .. - -..... 1:........ .... I...

Total Effective q -

a=0.50 ksf 0.48 ksf

.-.- I...I- .1...I........- ...... -- ...... O... .....: - --

. : ; I 4 cx=20.5 deg 25.1 deg , -

ton ox=0.37 0.47 ... I 1. ...I. ;- ... I.- 11... .. .1 . . . . . . . 1-1-1--.1 .....

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n, 0 2 4 6 8 10 12 p, ksf Stress Paths: Total - Effective --- Peak 0 Client: Geomatrix Project: 5117.02 Location: 99-2 § 5.5-8.5' File: 109-253 Project No.: 109-253 Fig. No.: _

Humboldt Bay ISFSI Page E-182 of 25'-

Data Report E, Rev. 0

TRIAXIAL COMPRESSION TEST 4-15-1999-CU with Pore Pressures 8:24 am Project and Sample Data

'9- Date: 4/12/99 Client: Geomatrix Project: 5117.02 Sample location: 99-2 @ 5.5-8.5' Sample description: yellow brown sandy CLAY Remarks:

Fig no.: 2nd page Fig no. (if applicable):

Type of sample: undisturbed Assumed specific gravity= 2.75 LL= PL= PI=

Test method: ASTM - Method B w/saturation est. (staged method triaxial test)

Specimen Parameters for Specimen No. 1 Specimen Parameter Init ial Saturated Consolidated Final Wt. moist soil and tare: 1264. 500 1255.400 Wt. dry soil and tare: 997. 000 997.000 Wt. of tare: 0.000 0 .000 Weight, gms: 126 4.5 Diameter, in: 2. 870 2.871 Area, in2 : 6.469 6.475 Height, in: 5. 990 5.950 Net decrease in height, in: 0.000 0.040 Net decrease in water volume, cc: 9.200

% Moisture: 2 6.8 27.0 25. 9 Wet density, pcf: 124.3 125.2

. Dry density, pcf: 9 8.0 98.6 Void ratio: 0.7515 0.7414 i Saturation (est.): 9 8.2 100. 0 Test Readings Data for Specimen No. 1 Deformation dial constant= 1 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover reading for secondary load ring= 0 input units Consolidation cell pressure = 37.40 psi = 5.39 ksf Consolidation back pressure = 26.40 psi = 3.80 ksf Consolidation effective confining stress = 1.58 ksf Strain rate, /min = 0.03 Deviator Stress = 3.47 ksf at reading no. 23 ULT. STRESS = not selected Project no.:109-253 COOPER TESTING LABORATORY Data file: 109-253 Humboldt Bay ISFSI Page E-183 of 21 Data Report E, Rev. 0

Test Readings Data for Specimen No. 1 No. Def. Def. Load Load strain Deviator Effective Stresses Pore P ksf C ksf Dial in DiaL Lbs %. Stress Minor Major 1:3 Pres.

Units Units ksf ksf ksf Ratio psi 0 0.0010 0.000 4.00 0.0 0.0 0.00 1.58 1.58 1.00 26.40 1.58 0.00 1 0.0020 0.001 26.00 22.0 0.0 0.49 1.34 1.83 1.37 28.10 1.58 0.24 2 0.0070 0.006 35.00 31.0 0.1 0.69 1.21 1.90 1.57 29.00 1.55 0.34 3 0 0160 0.015 47.00 43.0 0.3 0.95 1.05 2.01 1.91 30.10 1.53 0.48 4 0.0270 0.026 55.00 51.0 0.4 1.13 0.95 2.08 2.19 30.80 1.52 0.56 5 0.0410 0.040 65.00 61.0 0.7 1.35 0.86 2.21 2.56 31.40 1.54 0.67 6 0.0520 0.051 69.00 65.0 0.9 1.43 0.84 2.27 2.72 31.60 1.55 0.72 7 0.0670 0.066 77.00 73.0 1.1 1.61 0.78 2.38 3.06 32.00 1.58 0.80 8 0.0820 0.081 84.00 80.0 1.4 1.75 0.75 2.50 3.34 32.20 1.63 0.88 9 0.0960 0.095 91.00 87.0 1.6 1.90 0.72 2.62 3.64 32.40 1.67 0.95 10 0.1110 0.110 99.00 95.0 1.8 2.07 0.69 2.76 4.00 32.60 1.73 1.04 11 0.1250 0.124 106.00 102.0 2.1 2.22 0.69 2.91 4.21 32.60 1.80 1.11 12 0.1360 0.135 112.00 108.0 2.3 2.35 0.69 3.04 4.40 32.60 1.86 1.17 13 0.1500 0.149 120.00 116.0 2.5 2.52 0.69 3.21 4.64 32.60 1.95 1.26 14 0.1660 0.165 128.00 124.0 2.8 2.68 0.69 3.37 4.88 32.60 2.03 1.34 15 0.1810 0.180 134.00 130.0 3.0 2.80 0.71 3.51 4.97 32.50 2.11 1.40 16 0.1960 0.195 141.00 137.0 3.3 2.95 0.72 3.67 5.09 32.40 2.19 1.47 17 0.2110 0.210 147.00 143.0 3.5 3.07 0.75 3.82 5.10 32.20 2.28 1.53 18 0.2250 0.224 152.00 148.0 3.8 3.17 0.78 3.95 5.07 32.00 2.36 1.58 19 0.2360 0.235 155.00 151.0 3.9 3.23 0.81 4.03 5.00 31.80 2.42 1.61 20 0.2500 0.249 159.00 155.0 4.2 3.30 0.84 4.14 4.95 31.60 2.49 1.65 21 0.2610 0.260 161.00 157.0 4.4 3.34 0.86 4.20 4.86 31.40 2.53 1.67 22 0.2750 0.274 166.00 162.0 4.6 3.44 0.89 4.33 4.85 31.20 2.61 1.72 23 0.2900 0.289 168.00 164.0 4.9 3.47 0.94 4.41 4.71 30.90 2.67 1.74 24 0.2950 0.294 169.00 165.0 4.9 3.49 0.95 4.44 4.67 30.80 2.69 1.74 Prolect no.:109-253 COOPER TESTING LABORATORY Data file: 109-253 Humboldt Bay ISFSI Page E- i84 of < 5A Data Report E, Rev. 0

Specimen Parameters for Specimen No. 2 Specimen Parameter Init ial Cum. for Test Consolidated Final Wt. moist soil and tare: 1264. 500 1255.400 Wt. dry soil and tare: 997. 000 997.000 Wt. of tare: 0.000 0 .000 Weight, gms: 126 4.5 Diameter, in: 2. 870 2 . 901 Area, in 2 : 6..469 6.608 Height, in: 5.990 5.734 Net decrease in height, in: 0.334 -0.078 Net decrease in water volume, cc: 10.400

% Moisture: 2 6.8 25.9 25.9 Wet density, pcf: 124.3 126.2 Dry density, pcf: 9 8.0 100.2 Void ratio: 0.7515 0.7127

Saturation (est.): 9 8.2 100. 0 Test Readings Data for Specimen No. 2 Deformation dial constant= 1 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover reading for secondaryI load ring= 0 input units Consolidation cell pressure = 51.30 psi = 7.39 ksf Consolidation back pressure = 26.60 psi = 3.83 ksf Consolidation effective confining stress = 3.56 ksf Strain rate, /min = 0.03 Deviator Stress = 5.85 ksf at reading no. 24 ULT. STRESS = not selected No. Def. Def. Load Load Strain Deviator Effective Stresses Pore P ksf a ksf Dial in Dial lbs % Stress Minor Major 1:3 Pres.

Units Units ksf ksf ksf Ratio psi 0 0.2210 0.000 8.00 0.0 0.0 0.00 3.56 3.56 1.00 26.60 3.56 0.00 1 0.2240 0.003 28.00 20.0 0.1 0.44 3.44 3.88 1.13 27.40 3.66 0.22 2 0.2290 0.008 58.00 50.0 0.1 1.09 3.15 4.24 1.35 29.40 3.70 0.54 3 0.2330 0.012 78.00 70.0 0.2 1.52 2.91 4.43 1.52 31.10 3.67 0.76 4 0.2430 0.022 106.00 98.0 0.4 2.13 2.59 4.72 1.82 33.30 3.66 1.06 5 0.2520 0.031 129.00 121.0 0.5 2.62 2.38 5.00 2.10 34.80 3.69 1.31 6 0.2620 0.041 149.00 141.0 0.7 3.05 2.22 5.27 2.38 35.90 3.74 1.53 7 0.2720 0.051 166.00 158.0 0.9 3.41 2.10 5.51 2.62 36.70 3.81 1.71 8 0.2860 0.065 188.00 180.0 1.1 3.88 1.99 5.87 2.95 37.50 3.93 1.94 9 0.3000 0.079 208.00 200.0 1.4 4.30 1.92 6.21 3.24 38.00 4.06 2.15 10 0.3150 0.094 223.00 215.0 1.6 4.61 1.87 6.48 3.46 38.30 4.18 2.30 11 0.3290 0.108 236.00 228.0 1.9 4.87 1.86 6.73 3.62 38.40 4.29 2.44 12 0.3440 0.123 245.00 237.0 2.1 5.05 1.89 6.94 3.68 38.20 4.41 2.53 13 0.3580 0.137 252.00 244.0 2.4 5.19 1.92 7.11 3.71 38.00 4.51 2.59 14 0.3690 0.148 256.00 248.0 2.6 5.26 1.94 7.21 3.71 37.80 4.58 2.63 15 0.3830 0.162 262.00 254.0 2.8 5.38 1.97 7.35 3.73 37.60 4.66 2.69 16 0.3940 0.173 265.00 257.0 3.0 5.43 2.00 7.43 3.71 37.40 4.72 2.72 17 0.4090 0.188 269.00 261.0 3.3 5.50 2.03 7.53 3.71 37.20 4.78 2.75 18 0.4240 0.203 273.00 265.0 3.5 5.57 2.07 7.64 3.69 36.90 4.86 2.79 19 0.4380 0.217 277.00 269.0 3.8 5.64 2.12 7.76 3.66 36.60 4.94 2.82 20 0.4530 0.232 280.00 272.0 4.0 5.69 2.15 7.83 3.65 36.40 4.99 2.84 21 0.4670 0.246 284.00 276.0 4.3 5.76 2.19 7.94 3.63 36.10 5.07 2.88 22 0.4830 0.262 286.00 278.0 4.6 5.78 2.23 8.01 3.59 35.80 5.12 2.89 Project no.:109-253 COOPER TESTING LABORATORY Data file: 109-253 Humboldt Bay ISFSI Page E-185 of 'Z5d I Data Report E, Rev. 0

Test Readings Data for Specimen No. 2 No. Def. Def. Load Load Strain Deviator Effec cti ive Stresses Pore P ksf Q ksf DiaL in DiaL Lbs % Stress Minor Major 1:3 Pres.

Units Units ksf ksf ksf Ratio psi 23 0.4970 0.276 289.00 281.0 4.8 5.83 2.26 8.09 3.58 35.60 5.18 2.91 24 0.5120 0.291 291.00 283.0 5.1 5.85 2.29 8.14 3.56 35.40 5.22 2.93

. __ A_

25 0.5260 0.305 293.00 285Th0 5.3 5.88 2.32 8.20 3.54 35.20 5.26 2.94 26 0.5370 0.316 295.00 287.0 5.5 5.91 2.35 8.26 3.52 35.00 5.30 2.95 27 0.5510 0.330 296.00 288.0 5.8 5.91 2.39 8.30 3.47 34.70 5.35 2.96 28 0.5670 0.346 299.00 291.0 6.0 5.96 2.40 8.36 3.48 34.60 5.38 2.98 29 0.5810 0.360 301.00 293.0 6.3 5.98 2.45 8.43 3.44 34.30 5.44 2.99 30 0.5960 0.375 303.00 295.0 6.5 6.01 2.48 8.48 3.43 34.10 5.48 3.00 31 0.6100 0.389 304.00 296.0 6.8 6.01 2.51 8.52 3.40 33.90 5.51 3.01 32 0.6210 0.400 306.00 298.0 7.0 6.04 2.52 8.56 3.40 33.80 5.54 3.02 33 0.6340 0.413 307.00 299.0 7.2 6.05 2.55 8.59 3.37 33.60 5.57 3.02 34 0.6450 0.424 308.00 300.0 7.4 6.05 2.58 8.63 3.35 33.40 5.60 3.03 35 0.6590 0.438 310.00 302.0 7.6 6.08 2.59 8.67 3.34 33.30 5.63 3.04 36 0.6750 0.454 311.00 303.0 7.9 6.08 2.62 8.70 3.32 33.10 5.66 3.04 37 0.6880 0.467 313.00 305.0 8.1 6.10 2.65 8.75 3.30 32.90 5.70 3.05 38 0.7030 0.482 315.00 307.0 8.4 6.13 2.66 8.79 3.30 32.80 5.73 3.06 39 0.7140 0.493 316.00 308.0 8.6 6.13 2.69 8.83 3.28 32.60 5.76 3.07 40 0.7280 0.507 317.00 309.0 8.8 6.14 2.71 8.85 3.27 32.50 5.78 3.07 41 0.7430 0.522 319.00 311.0 9.1 6.16 2.72 8.88 3.26 32.40 5.80 3.08 42 0.7580 0.537 320.00 312.0 9.4 6.16 2.75 8.91 3.24 32.20 5.83 3.08 43 0.7730 0.552 322.00 314.0 9.6 6.18 2.76 8.95 3.24 32.10 5.86 3.09 44 0.7880 0.567 323.00 315.0 9.9 6.19 2.78 8.96 3.23 32.00 5.87 3.09 45 0.8030 0.582 325.00 317.0 10.1 6.21 2.81 9.01 3.21 31.80 5.91 3.10 46 0.8180 0.597 327.00 319.0 10.4 6.23 2.82 9.05 3.21 31.70 5.94 3.11 47 0.8320 0.611 327.00 319.0 10.7 6.21 2.84 9.05 3.19 31.60 5.94 3.11 48 0.8480 0.627 329.00 321.0 10.9 6.23 2.85 9.08 3.19 31.50 5.97 3.11 49 0.8620 0.641 331.00 323.0 11.2 6.25 2.87 9.12 3.18 31.40 5.99 3.13 50 0.8770 0.656 331.00 323.0 11.4 6.23 2.89 9.13 3.15 31.20 6.01 3.12 51 0.8820 0.661 332.00 324.0 11.5 6.25 2.89 9.14 3.16 31.20 6.02 3.12 Humboldt Bay ISFSI Data Report E, Rev. 0 Project no. :109-253 COOPER TESTING LABORATORY Data file: 109-253 Page E-186 of Z >1

9 w . 1 -- 1 i i -11 ......... .......

(I) .......... ................. ..

6 i i I . : I ,'

a, .... . . ..... ....... ...

i': - 1: ' i, U.) ............ ....... .......

V 3

U-)

.... ........ -W ..... .... ........

0 0 3 6 9 12 15 18 Total Normal Stress, ksf Effective Normal Stress, ksf 15.0

......... .. ..... ,,......... ....... .... SAMPLE NO.: 1 2 3

~~~~~~.

......... ....t i, .I WATER CONTENT, % 21.8 26.5 26.1 12.5 <J DRY DENSITY, pcf 107.1 98.6 99.1 H SATURATION, % 99.4 98.3 98.0 H VOID RATIO 0.603 0.740 0.732 10.0 j,pm

,-.~~~~~~.

........ Z DIAMETER, in 2.85 2.85 2.85 I

U) ~~~~~~~~~~~~.. i.... .....

..... HEIGHT, in 5.98 5.99 5.99 g................... ....

WATER CONTENT, % 21.8 26.5 26.1 7.5 DRY DENSITY, pcf 107.3 99.4 100.0 E ,......... ;...., Ld SATURATION, %

U.)

e~~~~~~~~~~~~~~~~~~~~~~~~............

100.0 100.0 100.0 H VOID RATIO 0.600 0.728 0.717

< DIAMETER, in 2.86 2.85 2.85 0 5.0 10---

-~~~~~~~~~~.

....... ............ HEIGHT, in 5.93 5.95 5.96 0 ,. . . ..... ....... ...... 3.. Strain rate, %/min 0.02 0.02 0.02 I) .........

I..i--.. ..; - . .... EFF CELL PRESSURE, ksf 5.0 3.0 2.1 2.5 Deviator Stress. ksf 8.5 4.4 3.5 EXCESS PORE PR., ksf 2.2 1.3 0.8

.............. STRAIN, % 4.2 3.1 2.5 0 ULT. STRESS, ksf 0 5 10 15 20 EXCESS PORE PR., ksf Axial Strain, % STRAIN, TYPE OF TEST: ca FAILURE, ksf 11.2 6.0 4.8 c73 FAILURE, ksf 2.7 1.6 1.3 CU with Pore Pressures SAMPLE TYPE: undisturbed CLIENT: Geomatrix DESCRIPTION: gray CLAY, (silty)

PROJECT: 5117.02 ASSUMED SPECIFIC GRAVITY= 2.75 SAMPLE LOCATION: 99-2 0 14.5-17.5' REMARKS: Strengths taken at the peak stress ratios. PROJ. NO.: 109-253a DATE: 4/17/99 TRIAXIAL SHEAR TEST REPORT Fig. No.: _ COOPER TESTING LABORATORY Humboldt Bay ISFS Data Report E, Rev. 0 Page E-187 of 25t

12.5 12.5 10.0 10.0 ................... ..!..

/ ... ... . ,,.:..... ........

(0)

L(A~

7.5 7.5 o0 0

5.0 5.0 W a /

2.5 2.5 0.0 0.0 0 10% 20% C1 1 0% 20%

12.5 12.5

~~~~~~~~~......

3~ .......

0)0 0 10. 0 10.0 x

bU 7.5 7.5 5.0 -....... - ... ... ..... ....... .

5.0 2.5 2.5 rn E 0.0 0,15 10% 20% C1% 10% 20%

20%

10 Ii I

Peak Strength

... ... I.--.

......... ....... - a......

Total Effective I 1

. -....- I.... 11. I...

a=0.00 ksf 0.00 ksf 4 cx=24.8 deg 31.1 deg F - _, ,, I tan cx=0.46 0.60 I .. '.. '

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11

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I...

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.... ... -1.I- .. . - -

2

/

0 0 2 4 6 8 10 12 p, ksf Stress Paths: Total - Effective - -- Peak 0 Client: Geomatrix Project: 5117.02 Location: 99-2 0 14.5-17.5' File: 109-253A Humboldt Bay ISFSI Project No.: 109-253a Fig. No.:

I Data Report E, Rev. O Page E-188 of 2GH

TRIAXIAL COMPRESSION TEST 4-20-1999 -

CU with Pore Pressures 9:06 am Project and Sample Data

'- Date: 4/17/99 Client: Geomatrix Project: 5117.02 Sample location: 99-2 @ 14.5-17.5' Sample description: gray CLAY, (silty)

Remarks: Strengths taken at the peak stress ratios.

Fig no.: 2nd page Fig no. (if applicable):

Type of sample: undisturbed Assumed specific gravity= 2.75 LL= PL= PI=

Test method: ASTM - Method B w/saturation est.

Specimen Parameters for Specimen No. 1 Specimen Parameter Init ial Saturated Consolidated Final Wt. moist soil and tare: 1306. 200 1306.200 Wt. dry soil and tare: 1072. 400 1072.400 Wt. of tare: 0. 000 0 .000 Weight, gms: 130 6.2 Diameter, in: 2. 850 2.858 Area, in2: 6. 379 6.415 Height, in: 5. 980 5.934 Net decrease in height, in: 0 .000 0.046 Net decrease in water volume, cc: 17.820

% Moisture: 2 1.8 21.8 21.8 Wet density, pcf: 13 0.4 130.7

.,-Dry density, pcf: 10 7.1 107 .3 Void ratio: 0.6 031 0.5995

% Saturation (est.): 9 9.4 100. 0 Test Readings Data for Specimen No. 1 Deformation dial constant= 1 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover reading for secondary load ring= 0 input units Consolidation cell pressure = 71.70 psi = 10.32 ksf Consolidation back pressure = 37.30 psi = 5.37 ksf Consolidation effective confining stress 4.95 ksf Strain rate, /min = 0.02 Deviator Stress = 8.48 ksf at reading no. 18 ULT. STRESS = not selected Humboldt Bay ISFSI Data Report E, Rev. 0 Project no.:109-253a COOPER TESTING LABORATORY Data file: 109-253A Page E- 189 of Z7-5

Test Readings Data for Specimen No. 1 No. Def. Def. Load Load Strain Deviator Effective Stresses Pore P ksf Q ksf Dial in Dial lbs % Stress Minor Major 1:3 Pres.

Units Uni ts ksf ksf ksf Ratio psi a o.oooo 0.000 '11.0 0.0 0.0 0.00 4.97 4.97 1.00 37.20 4.97 0.00 1 0.0070 0.007 71.00 60.0 0.1 1.35 4.36 5.71 1.31 41.40 5.04 0.67 2 0.0170 0.017 123.00 112.0 0.3 2.51 3.59 6.09 1.70 46.80 4.84 1.25 3 0.0270 0.027 158.00 147.0 0.5 3.28 3.15 6.44 2.04 49.80 4.80 1.64 4 0.0410 0.041 196.00 185.0 0.7 4.12 2.78 6.90 2.48 52.40 4.84 2.06 5 0.0570 0.057 228.00 217.0 1.0 4.82 2.59 7.42 2.86 53.70 5.00 2.41 6 0.0710 0.071 255.00 244.0 1.2 5.41 2.49 7.90 3.17 54.40 5.20 2.71 7 0.0860 0.086 276.00 265.0 1.4 5.86 2.43 8.30 3.41 54.80 5.36 2.93 8 0.1010 0.101 295.00 284.0 1.7 6.27 2.43 8.70 3.58 54.80 5.57 3.13 9 0.1150 0.115 311.00 300.0 1.9 6.60 2.43 9.04 3.71 54.80 5.74 3.30 10 0.1310 0.131 325.00 314.0 2.2 6.89 2.45 9.34 3.82 54.70 5.89 3.45 11 0.1450 0.145 338.00 327.0 2.4 7.16 2.48 9.64 3.89 54.50 6.06 3.58 12 0.1600 0.160 349.00 338.0 2.7 7.38 2.51 9.89 3.95 54.30 6.20 3.69 13 0.1740 0.174 360.00 349.0 2.9 7.60 2.53 10.14 4.00 54.10 6.34 3.80 14 0.1890 0.189 369.00 358.0 3.2 7.78 2.58 10.36 4.02 53.80 6.47 3.89 15 0.2030 0.203 378.00 367.0 3.4 7.96 2.61 10.56 4.05 53.60 6.58 3.98 16 0.2180 0.218 387.00 376.0 3.7 8.13 2.66 10.79 4.05 53.20 6.73 4.07 17 0.2320 0.232 396.00 385.0 3.9 8.30 2.69 11.00 4.08 53.00 6.85 4.15 18 0.2470 0.247 405.00 394.0 4.2 8.48 2.74 11.21 4.10 52.70 6.97 4.24 19 0.2620 0.262 413.00 402.0 4.4 8.63 2.78 11.41 4.10 52.40 7.09 4.31 20 0.2770 0.277 420.00 409.0 4.7 8.75 2.84 11.59 4.09 52.00 7.21 4.38 21 0.2 .-0,.292... 428 _417.0 4.9 8.90 2.88 11.78 4.09 51.70 7.33 4.45 22 0.3060 0.306 436.00 425.0 5.2 9.05 2.92 11.97 4.10 51.40 7.45 4.52 23 0.3220 0.322 444.00 433.0 5.4 9.19 2.97 12.16 4.10 51.10 7.56 4.60 24 0.3360 0.336 451.00 440.0 5.7 9.32 3.01 12.33 4.10 50.80 7.67 4.66 25 0.3510 0.351 457.00 446.0 5.9 9.42 3.07 12.49 4.07 50.40 7.78 4.71 26 0.3650 0.365 465.00 454.0 6.2 9.56 3.11 12.68 4.08 50.10 7.89 4.78 27 0.3800 0.380 471.00 460.0 6.4 9.67 3.15 12.82 4.06 49.80 7.99 4.83 28 0.3940 0.394 478.00 467.0 6.6 9.79 3.21 13.00 4.05 49.40 8.10 4.89 29 0.4050 0.405 482.00 471.0 6.8 9.85 3.24 13.09 4.04 49.20 8.17 4.93 30 0.4190 0.419 489.00 478.0 7.1 9.97 3.30 13.27 4.02 48.80 8.28 4.99 31 0.4300 0.430 493.00 482.0 7.2 10.04 3.33 13.36 4.02 48.60 8.34 5.02 32 0.4450 0.445 500.00 489.0 7.5 10.15 3.38 13.54 4.00 48.20 8.46 5.08 33 0.4590 0.459 506.00 495.0 7.7 10.25 3.43 13.68 3.99 47.90 8.55 5.13 34 0.4740 0.474 513.00 502.0 8.0 10.37 3.47 13.84 3.99 47.60 8.65 5.18 35 0.4890 0.489 519.00 508.0 8.2 10.46 3.53 13.99 3.97 47.20 8.76 5.23 36 0.5000 0.500 524.00 513.0 8.4 10.55 3.56 14.10 3.96 47.00 8.83 5.27 37 0.5140 0.514 530.00 519.0 8.7 10.64 3.61 14.26 3.94 46.60 8.94 5.32 38 0.5290 0.529 535.00 524.0 8.9 10.71 3.67 14.39 3.92 46.20 9.03 5.36 39 0.5430 0.543 541.00 530.0 9.2 10.81 3.72 14.52 3.91 45.90 9.12 5.40 40 0.5570 0.557 546.00 535.0 9.4 10.88 3.76 14.64 3.90 45.60 9.20 5.44 41 0.5720 0.572 551.00 540.0 9.6 10.95 3.82 14.77 3.87 45.20 9.29 5.48 42 0.5870 0.587 556.00 545.0 9.9 11.02 3.87 14.90 3.85 44.80 9.39 5.51 43 0.6020 0.602 560.00 549.0 10.1 11.07 3.93 15.01 3.82 44.40 9.47 5.54 44 0.6170 0.617 565.00 554.0 10.4 11.14 3.97 15.12 3.80 44.10 9.55 5.57 45 0.6330 0.633 570.00 559.0 10.7 11.21 4.02 15.23 3.79 43.80 9.62 5.61 46 0.6480 0.648 574.00 563.0 10.9 11.26 4.08 15.33 3.76 43.40 9.70 5.63 47 0.6630 0.663 578.00 567.0 11.2 11.31 4.12 15.42 3.75 43.10 9.77 5.65 48 0.6770 0.677 583.00 572.0 11.4 11.38 4.16 15.54 3.73 42.80 9.85 5.69 49 0.6920 0.692 586.00 575.0 11.7 11.40 4.19 15.59 3.72 42.60 9.89 5.70 50 0.7070 0.707 590.00 579.0 11.9 11.45 4.25 15.70 3.70 42.20 9.97 5.72 51 0.7220 0.722 593.00 582.0 12.2 11.48 4.28 15.75 3.68 42.00 10.01 5.74 52 0.7370 0.737 598.00 587.0 12.4 11.54 4.32 15.86 3.67 41.70 10.09 5.77 53 0.7520 0.752 602.00 591.0 12.7 11.59 4.36 15.95 3.66 41.40 10.16 5.79 Project no.:109-253a COOPER TESTING LABORATORY Data file: 109-253A Humboldt Bay ISFSI Page E-190 of 5-l Data Report E, Rev. 0

Test Readings Data for Specimen No. 1 No. Def. Def. Load Load Strain Deviator Effective Stresses Pore P ksf 0 ksf DiaL in Dial Lbs % Stress Minor Major 1:3 Pres.

Units Units ksf ksf ksf Ratio psi 54 0.7630 0.763 605.00 594.0 12.9 11.62 4.38 16.00 3.65 41.30 10.19 5.81

~ 55 0.7770 0.777 609.00 598.0 13.1 11.67 4.42 16.09 3.64 41.00 10.25 5.83 56 0.7880 0.788 613.00 602.0 13.3 11.72 4.45 16.17 3.63 40.80 10.31 5.86 57 0.8020 0.802 617.00 606.0 13.5 11.77 4.48 16.24 3.63 40.60 10.36 5.88 58 0.8180 0.818 622.00 611.0 13.8 11.83 4.51 16.33 3.62 40.40 10.42 5.91 59 0.8320 0.832 627.00 616.0 14.0 11.89 4.55 16.44 3.61 40.10 10.50 5.94 60 0.8480 0.848 631.00 620.0 14.3 11.93 4.59 16.52 3.60 39.80 10.56 5.96 61 0.8630 0.863 635.00 624.0 14.5 11.97 4.62 16.59 3.59 39.60 10.61 5.99 62 0.8780 0.878 640.00 629.0 14.8 12.03 4.65 16.68 3.59 39.40 10.67 6.02 63 0.8930 0.893 643.00 632.0 15.0 12.05 4.69 16.75 3.57 39.10 10.72 6.03 64 0.8980 0.898 644.00 633.0 15.1 12.06 4.71 16.77 3.56 39.00 10.74 6.03 Humboldt Bay ISFSI Data Report E, Rev. 0 Project no.:109-253a COOPER TESTING LABORATORY Data file: 109-253A Page E-191 of 2H1

Specimen Parameters for Specimen No. 2 Specimen Parameter Init ial Saturated Consolidated Final Wt. moist soil and tare: 1251. 200 1251.200 Wt. dry soil and tare: 989. 400 989.400 -

Wt. of tare: 0.000 0. 000 Weight, gms: 125 1.2 Diameter, in: 2. 850 2.849 Area, in2: 6. 379 6.377 Height, in: 5.990 5.948 Net decrease in height, in: 0 .000 0.042 Net decrease in water volume, cc: 14.500

% Moisture: 2 6.5 26.5 26.5 Wet density, pcf: 124.7 125.7 Dry density, pcf: 9 8.6 99.4 Void ratio: 0.7405 0.7277 a Saturation 9 8.3 9est.): 100. 0 Test Readings Data for Specimen No. 2 Deformation dial constant= 1 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover reading for secondary load ring= 0 input units Consolidation cell pressure = 57.80 psi = 8.32 ksf Consolidation back pressure = 37.20 psi = 5.36 ksf Consolidation effective confining stress = 2.97 ksf Strain rate, /min = 0.02 Deviator Stress = 4.40 ksf at reading no. 16 ULT. STRESS = not selected No. Def. Def. Load Load Strain Deviator Effect ive Stresses Pore P ksf Q ksf Dial in Dial lbs X Stress Minor Major 1:3 Pres.

Uni ts Uni ts ksf ksf ksf Ratio psi 7o aut-r, r A O 0.0000 0.000 7.00 I0.0 0.0 0.00 2.97 2.97 1.00 37.20 2.97 0.00 1 0.0040 0.004 39.00 3: 2.0 0.1 0.72 2.61 3.33 1.28 39.70 2.97 0.36 2 0.0080 0.008 58.00 51.0 0.1 1.15 2.38 3.53 1.48 41.30 2.95 0.58 3 0.0120 0.012 73.00 66.0 0.2 1.49 2.19 3.68 1.68 42.60 2.93 0.74 4 0.0220 0.022 93.00 8i 6.0 0.4 1.93 1.93 3.86 2.00 44.40 2.90 0.97 5 0.0320 0.032 109.00 10: 2.0 0.5 2.29 1.77 4.06 2.29 45.50 2.92 1.15 6 0.0410 0.041 123.00 11l 6.0 0.7 2.60 1.67 4.27 2.56 46.20 2.97 1.30 7 0.0520 0.052 136.00 12' 9.0 0.9 2.89 1.61 4.50 2.79 46.60 3.06 1.44 8 0.0660 0.066 154.00 147.0 1.1 3.28 1.58 4.87 3.07 46.80 3.23 1.64 9 0.0810 0.081 167.00 16,0.0 1.4 3.56 1.57 5.13 3.27 46.90 3.35 1.78 10 0.0950 0.095 177.00 170.0 1.6 3.78 1.57 5.35 3.41 46.90 3.46 1.89 11 0.1100 0.110 186.00 17 9.0 1.8 3.97 1.58 5.55 3.50 46.80 3.57 1.98 12 0.1250 0.125 192.00 185.0 2.1 4.09 1.58 5.67 3.58 46.80 3.63 2.04 13 0.1400 0.140 198.00 191.0 2.4 4.21 1.60 5.81 3.63 46.70 3.70 2.11 14 0.1550 0.155 201.00 194.0 2.6 4.27 1.61 5.88 3.65 46.60 3.75 2.13 15 0.1690 0.169 205.00 198.0 2.8 4.34 1.64 5.99 3.65 46.40 3.81 2.17 16 0.1840 0.184 208.00 201 .0 3.1 4.40 1.64 6.04 3.68 46.40 3.84 2.20 17 0.1980 0.198 211.00 204.0 3.3 4.45 1.67 6.12 3.67 46.20 3.90 2.23 18 0.2090 0.209 212.00 20 5.0 3.5 4.47 1.67 6.14 3.67 46.20 3.90 2.23 19 0.2230 0.223 215.00 20 8.0 3.7 4.52 1.68 6.21 3.68 46.10 3.95 2.26 20 0.2380 0.238 217.00 210.0 4.0 4.55 1.70 6.25 3.68 46.00 3.98 2.28 21 0.2530 0.253 219.00 212.0 4.3 4.58 1.71 6.30 3.67 45.90 4.01 2.29 22 0.2680 0.268 221.00 214.0 4.5 4.61 1.73 6.34 3.67 45.80 4.04 2.31 Prolect no.:109-253a COOPER TESTING LABORATORY Data file: 109-253A Humboldt Bay ISFSI Page E-192 of 25A Data Report E, Rev. 0

Test Readings Data for Specimen No. 2 No. Def. Def. Load Load Strain Deviator Effective Stresses Pore P ksf Q ksf Dial in Dial Lbs % Stress Minor Major 1:3 Pres.

Units Units ksf ksf ksf Ratio psi 23 0.2830 0.283 223.00 216.0 4.8 4.65 1.74 6.39 3.67 45.70 4.07 2.32 24 0.2980 0.298 225.00 218.0 5.0 4.68 1.76 6.43-3.66 45.60 - 2.34 25 0.3120 0.312 227.00 220.0 5.2 4.71 1.76 6.46 3.68 45.60 4.11 2.35 26 0.3270 0.327 228.00 221.0 5.5 4.72 1.77 6.49 3.66 45.50 4.13 2.36 27 0.3400 0.340 230.00 223.0 5.7 4.75 1.79 6.53 3.66 45.40 4.16 2.37 28 0.3510 0.351 231 .00 224.0 5.9 4.76 1.79 6.55 3.67 45.40 4.17 2.38 29 0.3650 0.365 233.00 226.0 6.1 4.79 1.80 6.59 3.66 45.30 4.20 2.40 30 0.3760 0.376 234.00 227.0 6.3 4.80 1.81 6.62 3.65 45.20 4.22 2.40 31 0.3900 0.390 235.00 228.0 6.6 4.81 1.83 6.64 3.63 45.10 4.23 2.41 32 0.4060 0.406 237.00 230.0 6.8 4.84 1.84 6.68 3.63 45.00 4.26 2.42 33 0.4210 0.421 238.00 231.0 7.1 4.85 1.84 6.69 3.63 45.00 4.27 2.42 34 0.4360 0.436 240.00 233.0 7.3 4.88 1.87 6.75 3.60 44.80 4.31 2.44 35 0.4510 0.451 241.00 234.0 7.6 4.88 1.87 6.76 3.61 44.80 4.31 2.44 36 0.4650 0.465 242.00 235.0 7.8 4.89 1.89 6.78 3.59 44.70 4.33 2.45 37 0.4760 0.476 243.00 236.0 8.0 4.90 1.90 6.80 3.58 44.60 4.35 2.45 38 0.4900 0.490 245.00 238.0 8.2 4.93 1.90 6.83 3.59 44.60 4.37 2.47 39 0.5050 0.505 247.00 240.0 8.5 4.96 1.92 6.87 3.59 44.50 4.39 2.48 40 0.5200 0.520 248.00 241.0 8.7 4.97 1.93 6.90 3.57 44.40 4.41 2.48 41 0.5340 0.534 249.00 242.0 9.0 4.97 1.93 6.90 3.58 44.40 4.42 2.49 42 0.5490 0.549 250.00 243.0 9.2 4.98 1.94 6.92 3.56 44.30 4.43 2.49 43 0.5600 0.560 252.00 245.0 9.4 5.01 1.94 6.96 3.58 44.30 4.45 2.51 44 0.5740 0.574 253.00 246.0 9.7 5.02 1.96 6.98 3.56 44.20 4.47 2.51 45 0.5850 0.585 254.00 247.0 9.8 5.03 1.96 6.99 3.57 44.20 4.47 2.51 46 0.6000 0.600 255.00 248.0 10.1 5.04 1.97 7.01 3.55 44.10 4.49 2.52 47 0.6150 0.615 256.00 249.0 10.3 5.04 1.99 7.03 3.54 44.00 4.51 2.52 48 0.6290 0.629 256.00 249.0 10.6 5.03 1.99 7.02 3.53 44.00 4.50 2.51 49 0.6400 0.640 257.00 250.0 10.8 5.04 1.99 7.02 3.54 44.00 4.51 2.52 50 0.6510 0.651 258.00 251.0 10.9 5.05 2.00 7.05 3.52 43.90 4.53 2.52 51 0.6660 0.666 260.00 253.0 11.2 5.07 2.02 7.09 3.52 43.80 4.55 2.54 52 0.6800 0.680 262.00 255.0 11.4 5.10 2.02 7.12 3.53 43.80 4.57 2.55 53 0.6910 0.691 262.00 255.0 11.6 5.09 2.02 7.11 3.52 43.80 4.56 2.54 54 0.7060 0.706 263.00 256.0 11.9 5.09 2.03 7.12 3.51 43.70 4.58 2.55 55 0.7210 0.721 265.00 258.0 12.1 5.12 2.04 7.16 3.50 43.60 4.60 2.56 56 0.7360 0.736 267.00 260.0 12.4 5.14 2.04 7.19 3.52 43.60 4.62 2.57 57 0.7510 0.751 268.00 261.0 12.6 5.15 2.06 7.21 3.50 43.50 4.63 2.57 58 0.7660 0.766 269.00 262.0 12.9 5.15 2.06 7.21 3.50 43.50 4.64 2.58 59 0.7820 0.782 270.00 263.0 13.1 5.16 2.07 7 23 3.49 43.40- 4.65 2.58 60 0.7970 0.797 272.00 265.0 13.4 5.18 2.07 7.26 3.50 43.40 4.66 2.59 61 0.8120 0.812 273.00 266.0 13.7 5.19 2.09 7.27 3.48 43.30 4.68 2.59 62 0.8270 0.827 274.00 267.0 13.9 5.19 2.10 7.29 3.47 43.20 4.70 2.60 63 0.8420 0.842 275.00 268.0 14.2 5.19 2.10 7.30 3.47 43.20 4.70 2.60 64 0.8530 0.853 276.00 269.0 14.3 5.20 2.10 7.31 3.47 43.20 4.70 2.60 65 0.8680 0.868 277.00 270.0 14.6 5.21 2.10 7.31 3.48 43.20 4.71 2.60 66 0.8830 0.883 278.00 271.0 14.8 5.21 2.12 7.33 3.46 43.10 4.72 2.61 67 0.8880 0.888 279.00 272.0 14.9 5.22 2.12 7.34 3.47 43.10 4.73 2.61 68 0.8930 0.893 279.00 272.0 15.0 5.22 2.12 7.34 3.47 43.10 4.73 2.61 69 0.8980 0.898 279.00 272.0 15.1 5.21 2.13 7.35 3.45 43.00 4.74 2.61 Project no.:109-253a COOPER TESTING LABORATORY Data file: 109-253A Humboldt Bay ISFSI Page E-193 of 2S:

Data Reoort E. Rev. 0

Specimen Parameters for Specimen No. 3 Specimen Parameter Init ial Saturated Consolidated Final Wt. moist soil and tare: 1253. 500 1253.500 Wt. dry soil and tare: 994. 200 994.200 Wt. of tare: 0.000 0 . 000 Weight, gms: 125 3.5 Diameter, in: 2. 850 2.846 Area, in2: 6. 379 6.361 Height, in: 5. 990 5.956 Net decrease in height, in: 0 . 00 0 0.034 Net decrease in water volume, cc: 8.910 a Moisture: 2 6.1 26.1 26.1 Wet density, pcf: 12 5 . 0 126.0 Dry density, pcf: 9 9.1 100. 0 Void ratio: 0.7321 0.7172

% Saturation (est.): 9 8.0 10 0 . 0 Test Readings Data for Specimen No. 3 Deformation dial constant= 1 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover reading for secondary load ring= 0 input units Consolidation cell pressure = 50.90 psi = 7.33 ksf Consolidation back pressure = 36.40 psi = 5.24 ksf Consolidation effective confining stress 2.09 ksf Strain rate, %/min = 0.02 Deviator Stress = 3.49 ksf at reading no. 13 ULT. STRESS = not selected No. Def. Def. Load Load Strain Deviator Effective Stresses Pore P ksf 0 ksf Dial in DiaL lbs % Stress Minor Major 1:3 Pres.

Units Units ksf ksf ksf Ratio psi j- . , _ ...

0 0.0000 0.000 8.00' 0.0 0.0 0.00 2.09 2.09 1.00 36.40 2.09 0.00 1 0.0050 0.005 33.00 25.0 0.1 0.57 1.84 2.41 1.31 38.10 2.13 0.28 2 0.0110 0.011 47.00 39.0 0.2 0.88 1.67 2.55 1.53 39.30 2.11 0.44 3 0.0210 0.021 64.00 56.0 0.4 1.26 1.45 2.72 1.87 40.80 2.09 0.63 4 0.0300 0.030 77.00 69.0 0.5 1.55 1.32 2.88 2.17 41.70 2.10 0.78 5 0.0410 0.041 89.00 81.0 0.7 1.82 1.25 3.07 2.45 42.20 2.16 0.91 6 0.0550 0.055 106.00 98.0 0.9 2.20 1.20 3.39 2.84 42.60 2.29 1.10 7 0.0700 0.070 121.00 113.0 1.2 2.53 1.18 3.71 3.14 42.70 2.44 1.26 8 0.0830 0.083 134.00 126.0 1.4 2.81 1.20 4.01 3.35 42.60 2.60 1.41 9 0.0950 0.095 141.00 133.0 1.6 2.96 1.20 4.16 3.48 42.60 2.68 1.48 10 0.1080 0.108 150.00 142.0 1.8 3.16 1.22 4.38 3.58 42.40 2.80 1.58 11 0.1190 0.119 155.00 147.0 2.0 3.26 1.25 4.51 3.60 42.20 2.88 1.63 12 0.1330 0.133 161.00 153.0 2.2 3.39 1.28 4.67 3.64 42.00 2.97 1.69 13 0.1480 0.148 166.00 158.0 2.5 3.49 1.31 4.80 3.66 41.80 3.05 1.74 14 0.1620 0.162 170.00 162.0 2.7 3.57 1.35 4.92 3.64 41.50 3.14 1.78 15 0.1780 0.178 173.00 165.0 3.0 3.62 1.38 5.01 3.62 41.30 3.19 1.81 16 0.1920 0.192 177.00 169.0 3.2 3.70 1.43 5.13 3.60 41.00 3.28 1.85 17 0.2030 0.203 179.00 171.0 3.4 3.74 1.43 5.16 3.62 41.00 3.30 1.87 18 0.2180 0.218 182.00 174.0 3.7 3.79 1.45 5.25 3.61 40.80 3.35 1.90 19 0.2320 0.232 184.00 176.0 3.9 3.83 1.48 5.31 3.58 40.60 3.40 1.91 20 0.2430 0.243 186.00 178.0 4.1 3.87 1.51 5.38 3.56 40.40 3.44 1.93 21 0.2570 0.257 188.00 180.0 4.3 3.90 1.53 5.43 3.55 40.30 3.48 1.95 22 0.2680 0.268 190.00 182.0 4.5 3.93 1.54 5.48 3.55 40.20 3.51 1.97 Project no. :109-253a COOPER TESTING LABORATORY Data file: 109-253A Humboldt Bay SFSI Page E-194 of ZS-i Data Report E, Rev. 0

Test Readings Data for Specimen No. 3 No. Def. Def. Load Load Strain Deviator Effective Stresses Pore P ksf 0 ksf Dial in Dial lbs % Stress Minor Major 1:3 Pres.

Units Units ksf ksf ksf Ratio psi 23 0.2820 0.282 192.00 184.0 4.7 3.97 1.57 5.54 3.53 40.00 3.55 1.98

.24 0.2970 0.297 193.00 185.0 -

5.0 -

3.98 1.60 5.58 3.49 39.80 ___

3.59 1.99 25 0.3110 0.311 195.00 187.0 5.2 4.01 1.61 5.63 3.49 39.70 3.62 2.01 26 0.3260 0.326 197.00 189.0 5.5 4.04 1.63 5.67 3.49 39.60 3.65 2.02 27 0.3400 0.340 199.00 191.0 5.7 4.08 1.66 5.73 3.46 39.40 3.69 2.04 28 0.3510 0.351 200.00 192.0 5.9 4.09 1.66 5.75 3.47 39.40 3.70 2.05 29 0.3650 0.365 201.00 193.0 6.1 4.10 1.68 5.79 3.43 39.20 3.74 2.05 30 0.3760 0.376 203.00 195.0 6.3 4.14 1.68 5.82 3.45 39.20 3.75 2.07 31 0.3910 0.391 204.00 196.0 6.6 4.15 1.71 5.86 3.42 39.00 3.79 2.07 32 0.4060 0.406 206.00 198.0 6.8 4.18 1.71 5.89 3.44 39.00 3.80 2.09 33 0.4210 0.421 208.00 200.0 7.1 4.21 1.74 5.95 3.41 38.80 3.85 2.10 34 0.4320 0.432 209.00 201.0 7.3 4.22 1.74 5.96 3.42 38.80 3.85 2.11 35 0.4470 0.447 211.00 203.0 7.5 4.25 1.76 6.01 3.42 38.70 3.88 2.13 36 0.4600 0.460 212.00 204.0 7.7 4.26 1.77 6.03 3.41 38.60 3.90 2.13 37 0.4710 0.471 212.00 204.0 7.9 4.25 1.79 6.04 3.38 38.50 3.91 2.13 38 0.4850 0.485 213.00 205.0 8.1 4.26 1.80 6.06 3.37 38.40 3.93 2.13 39 0.5000 0.500 214.00 206.0 8.4 4.27 1.80 6.07 3.37 38.40 3.94 2.14 40 0.5140 0.514 217.00 209.0 8.6 4.32 1.81 6.14 3.38 38.30 3.98 2.16 41 0.5290 0.529 217.00 209.0 8.9 4.31 1.83 6.14 3.36 38.20 3.98 2.16 42 0.5440 0.544 219.00 211.0 9.1 4.34 1.83 6.17 3.37 38.20 4.00 2.17 43 0.5590 0.559 220.00 212.0 9.4 4.35 1.84 6.19 3.36 38.10 4.02 2.17 44 0.5740 0.574 222.00 214.0 9.6 4.38 1.86 6.24 3.36 38.00 4.05 2.19 45 0.5850 0.585 222.00 214.0 9.8 4.37 1.86 6.23 3.35 38.00 4.04 2.18 46 0.5990 0.599 223.00 215.0 10.1 4.38 1.87 6.25 3.34 37.90 4.06 2.19 47 0.6150 0.615 225.00 217.0 10.3 4.41 1.89 6.29 3.34 37.80 4.09 2.20 48 0.6290 0.629 226.00 218.0 10.6 4.41 1.89 6.30 3.34 37.80 4.09 2.21 49 0.6450 0.645 228.00 220.0 10.8 4.44 1.89 6.33 3.35 37.80 4.11 2.22 50 0.6600 0.660 228.00 220.0 11.1 4.43 1.90 6.33 3.33 37.70 4.12 2.21 51 0.6750 0.675 230.00 222.0 11.3 4.46 1.92 6.37 3.33 37.60 4.14 2.23 52 0.6890 0.689 231.00 223.0 11.6 4.46 1.92 6.38 3.33 37.60 4.15 2.23 53 0.7040 0.704 233.00 225.0 11.8 4.49 1.93 6.42 3.33 37.50 4.18 2.25 54 0.7150 0.715 234.00 226.0 12.0 4.50 1.94 6.45 3.32 37.40 4.20 2.25 55 0.7290 0.729 236.00 228.0 12.2 4.53 1.94 6.47 3.33 37.40 4.21 2.26 56 0.7400 0.740 236.00 228.0 12.4 4.52 1.96 6.48 3.31 37.30 4.22 2.26 57 0.7540 0.754 238.00 230.0 12.7 4.55 1.97 6.52 3.31 37.20 4.25 2.27 58 0.7700 0.770 239.00 231.0 12.9 4.55 1.97 6.53 3.31 37.20 4.25 2.28 59 0.7850 0.785 241.00 233.0 13.2 4.58 1.99 6.57 3.30 37.10 4.28 2.29 60 0.8000 0.800 241.00 233.0 13.4 4.57 1.99 6.55 3.30 37.10 4.27 2.28 61 0.8110 0.811 242.00 234.0 13.6 4.58 2.00 6.58 3.29 37.00 4.29 2.29 62 0.8260 0.826 243.00 235.0 13.9 4.58 2.00 6.58 3.29 37.00 4.29 2.29 63 0.8420 0.842 245.00 237.0 14.1 4.61 2.00 6.61 3.30 37.00 4.31 2.30 64 0.8560 0.856 246.00 238.0 14.4 4.61 2.02 6.63 3.29 36.90 4.32 2.31 65 0.8720 0.872 247.00 239.0 14.6 4.62 2.03 6.65 3.27 36.80 4.34 2.31 66 0.8860 0.886 248.00 240.0 14.9 4.63 2.03 6.66 3.28 36.80 4.34 2.31 67 0.8910 0.891 249.00 241.0 15.0 4.64 2.03 6.67 3.29 36.80 4.35 2.32 68 0.8960 0.896 249.00 241.0 15.0 4.64 2.03 6.67 3.28 36.80 4.35 2.32 Project no.:109-253a COOPER TESTING LABORATORY Data file: 109-253A Humboldt Bay ISFSI Page E-95 of 294 Data Report E, Rev. 0

30 TOTAL EFFECTIVE ..... ./........ .

..... , / ~~~~~~~~.

d eg O 3/.w! .:.......

20

~~~~~~~~~~~~~~~~~~~.... ... ... . ........

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0 0 10 20 30 40 50 60 Total Normal Stress, ksf Effective Normal Stress. ksf 60 SAMPLE NO.: 1 2 WATER CONTENT, 9.5 50 -' DRY DENSITY, pcf 105.1 H SATURATION, % 42.3 H VOID RATIO 0.604 U) Z DIAMETER, in 2.42 40 HEIGHT, in 5.00 0 WATER CONTENT, Z 21.8 21.5 H DRY DENSITY, pcf 106.2 106.7 30 U SATURATION, % 100.0 100.0 a H VOID RATIO 0.588 0.580

< DIAMETER, in 2.41 2.45 20 Ax a . .; .

, Str.n .%\.

HEIGHT, in 4.98 4.81 a

Strain rate, %/min 0.04 0.03 EFF CELL PRESSURE, ksf 5.0 10.1

0) 10 n Deviator Stress, ksf 20 9 46. 1 EXCESS PORE PR., ksf 0.3 -3. 3 STRAIN, % 1.5 1.9 0 ULT. STRESS, ksf EXCESS PORE PR., ksf STRAIN, %

O FAILURE, ksf 25.5 59.5 TYPE OF TEST:

O3 FAILURE, ksf 4.6 13.4 CU with Pore Pressures SAMPLE TYPE: undisturbed CLIENT: Geomatrix DESCRIPTION: brown silty SAND PROJECT: PG & E ASSUMED SPECIFIC GRAVITY= 2.7 SAMPLE LOCATION: 99-4, 10-3 30.5-31' REMARKS: Strengths taken at 2.5% strain. PROJ. NO.: 109-279 DATE: 3/30/00

A visable shear plane TRIAXIAL SHEAR TEST REPORT developed during test.

Fig. No.: _

COOPER TESTING LABORATORY Humboldt Bay ISFSI Page E-196 of 25-Data Report E, Rev. 0

72.0 72.0 54.0 54.0

- , =.... .....- .......

36.0 36.0 U) 18.0 18.0 0.0 0.0

-18.0 -18.0 U) 0 8% 16% 0 16%

72.0 72 .0

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-=1 : 1 :

11--- 11 -T 11 :-- 11 36.0 36.0

- t I -- -- I -

I I

I I -

I

--1 18.0 18.0 I; 1 l I I 0.0 _________ ________ ________ ________I ______

0.0

- - 1 ; 1-- - ' 1 I I I I : I

-18.0 -18.0 I I ''I I .- I 0 )% 8% 16% 0% 8% 16%

Peak Strength : . . /

Total Effective a=0.00 ksf 0.00 ksf l . /

20 cx =34.7 deg 32.7 deg tan cx =0. 69 0.64 A / '

V vY I-. - - -,.-

-: S I - -: .................... 1 . I ..-. 1 rT A

I X, A :/ IIIII

- / - I/ -

0 0 0 20 30 40 50 60 p, ksf Stress Paths: Total Effective --- End + Peak Client: Geomatrix Project: PG & E Location: 99-4, 10-3 @ 30.5-31' File: 109-279 Project No.: 109-279 Fig. No. :

Humboldt Bay ISFSI Page E-197 of Z.Li Data Report E, Rev. 0

TRIAXIAL COMPRESSION TEST 4-03-2000 -

CU with Pore Pressures 10:09 am Project and Smple Data Date: 3/30/00 Client: Geomatrix Project: PG & E Sample location: 99-4, 10-3 30.5-31' Sample description: brown silty SAND Remarks: Strengths taken at the peak stress ratio.

Fig no.: 2nd page Fig no. (if applicable):

Type of sample: undisturbed Assumed specific gravity= 2.70 LL= PL= PI=

Test method: ASTM - Method B w/saturation est. (staged method triaxial test).

Specimen Parameters for Specimen No. 1 Specimen Parameter Init ial Saturated Consolidated Final Wt. moist soil and tare: 694. 300 770.500 Wt. dry soil and tare: 634. 200 634.200 Wt. of tare: 0. 000 0 .000 Weight, gms: 694.3 Diameter, in: 2. 420 2.412 Area, in 2 : 4. 600 4.569 Height, in: 5. 000 4.980 Net decrease in height, in: 0 .000 0.020 Net decrease in water volume, cc: 3.800

% Moisture: 9.5 21.8 21.5 Wet density, pcf: 115 . 0 129.3 Dry density, pcf: 105.1 106 . 2 Void ratio: 0.6045 0.5875 i Saturation (est.): 42.3 10 0 . 0 Test Readings Data for Specimen No. 1 Deformation dial constant= 1 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= lbs per input unit Crossover reading for secondary load ring= 0 input units Consolidation cell pressure = 61.70 psi = 8.88 ksf Consolidation back pressure = 27.20 psi = 3.92 ksf Consolidation effective confining stress 4.97 ksf Strain rate, %/min = 0.04 Deviator Stress = 20.89 ksf at reading no. 22 ULT. STRESS = not selected Project no.:109-279 COOPER TESTING LABORATORY Data file: 109-279 Humboldt Bay ISFSI Page E- 198 of 25i Data Report E, Rev. 0

Test Readings Data for Specimen No. 1 No. Def. Def. Load Load Strain Deviator Effective Stresses Pore P ksf 0 ksf Cumulative Dial in Dial lbs % Stress Minor Major 1:3 Pres. Strain Units Units ksf ksf ksf Ratio psi (X) 0 0.0000 0.000 7.00 0.0 0.0 0.00 4.97 4.97 1.00 27.20 4.97 0.00 1 0.0030 0.003 35.00 28.0 0.1 0.88 4.82 5.71 1.18 28.20 5.26 0.44 2 0.0050 0.005 68.00 61.0 0.1 1.92 4.54 6.46 1.42 30.20 5.50 0.96 3 0.0080 0.008 101.00 94.0 0.2 2.96 4.23 7.19 1.70 32.30 5.71 1.48 4 0.0110 0.011 130.00 123.0 0.2 3.87 3.95 7.81 1.98 34.30 5.88 1.93 S 0.0140 0.014 158.00 151.0 0.3 4.75 3.69 8.43 2.29 36.10 6.06 2.37 6 0.0180 0.018 195.00 188.0 0.4 5.90 3.41 9.32 2.73 38.00 6.36 2.95 7 0.0230 0.023 230.00 223.0 0.5 7.00 3.24 10.24 3.16 39.20 6.74 3.50 8 0.0270 0.027 263.00 256.0 0.5 8.02 3.15 11.18 3.54 39.80 7.17 4.01 9 0.0320 0.032 297.00 290.0 0.6 9.08 3.14 12.22 3.89 39.90 7.68 4.54 10 0.0370 0.037 330.00 323.0 0.7 10.10 3.17 13.27 4.19 39.70 8.22 5.05 11 0.0410 0.041 367.00 360.0 0.8 11.25 3.24 14.49 4.47 39.20 8.87 5.63 12 0.0460 0.046 404.00 397.0 0.9 12.40 3.34 15.74 4.71 38.50 9.54 6.20 13 0.0490 0.049 430.00 423.0 1.0 13.20 3.41 16.61 4.87 38.00 10.01 6.60 14 0.0520 0.052 456.00 449.0 1.0 14.00 3.50 17.50 5.00 37.40 10.50 7.00 15 0.0550 0.055 483.00 476.0 1.1 14.84 3.60 18.44 5.12 36.70 11.02 7.42 16 0.0570 0.057 510.00 503.0 1.1 15.67 3.72 19.39 5.22 35.90 11.55 7.84 17 0.0600 0.060 538.00 531.0 1.2 16.53 3.84 20.38 5.30 35.00 12.11 8.27 18 0.0630 0.063 566.00 559.0 1.3 17.39 3.97 21.37 5.38 34.10 12.67 8.70 19 0.0660 0.066 594.00 587.0 1.3 18.25 4.12 22.37 5.43 33.10 13.25 9.13 20 0.0680 0.068 622.00 615.0 1.4 19.12 4.28 23.39 5.4.7 32.00 13.84 9.56 21 0.0710 0.071 651.00 644.0 1.4 20.01 4.45 24.46 5.50 30.80 14.45 10.00 22 0.0740 0.074 680.00 673.0 1.5 20.89 4.62 25.52 5.52 29.60 15.07 10.45 23 0.0770 0.077 708.00 701.0 1.5 21.75 4.81 26.56 5.52 28.30 15.68 10.88 24 0.0800 0.080 735.00 728.0 1.6 22.57 5.00 27.57 5.52 27.00 16.28 11 .29 25 0.0830 0.083 763.00 756.0 1.7 23.43 5.18 28.61 5.52 25.70 16.90 11.71

'6 0.0870 0.087 791.00 784.0 1.7 24.28 5.39 29.66 5.51 24.30 17.52 12.14 27 0.0920 0.092 830.00 823.0 1.8 25.46 5.69 31.15 .5.48 22.20 18.42 12.73 28 0.0950 0.095 857.00 850.0 1.9 26.28 5.89 32.17 5.46 20.80 19.03 13.14 29 0.1000 0.100 894.00 887.0 2.0 27.39 6.21 33.60 5.41 18.60 19.90 13.70 30 0.1050 0.105 931.00 924.0 2.1 28.51 6.51 35.01 5.38 16.50 20.76 14.25 31 0.1100 0.110 965.00 958.0 2.2 29.52 6.80 36.32 5.34 14.50 21.56 14.76 32 0.1140 0.114 998.00 991.0 2.3 30.52 7.08 37.60 5.31 12.50 22.34 15.26 33 0.1190 0.119 1028.00 1021.0 2.4 31.41 7.37 38.78 5.26 10.50 23.08 15.70 34 0.1240 0.124 1058.00 1051.0 2.5 32.30 7.63 39.93 5.23 8.70 23.78 16.15 35 0.1280 0.128 1086.00 1079.0 2.6 33.13 7.88 41.01 5.21 7.00 24.44 16.57 36 0.1330 0.133 1112.00 1105.0 2.7 33.89 8.12 42.02 5.17 5.30 25.07 16.95 37 0.1400 0.140 1142.00 1135.0 2.8 34.76 8.41 43.17 5.13 3.30 25.79 17.38 38 0.1460 0.146 1170.00 1163.0 2.9 35.58 8.67 44.25 5.10 1.50 26.46 17.79 39 0.1540 0.154 1198.00 1191.0 3.1 36.37 8.94 45.32 5.07 -0.40 27.13 18.19 40 0.1640 0.164 1228.00 1221.0 3.3 37.21 9.22 46.43 5.04 -2.30 27.82 18.61 41 0.1760 0.176 1255.00 1248.0 3.5 37.94 9.48 47.42 5.00 -4.10 28.45 18.97 42 0.1940 0.194 1283.00 1276.0 3.9 38.65 9.73 48.38 4.97 -5.90 29.06 19.32 43 0.2150 0.215 1296.00 1289.0 4.3 38.87 9.88 48.75 4.93 -6.90 29.31 19.43 44 0.2220 0.222 1298.00 1291.0 4.5 38.87 9.89 48.76 4.93 -7.00 29.33 19.44 45 0.2430 0.243 1294.00 1287.0 4.9 38.58 9.91 48.49 4.89 -7.10 29.20 19.29 Project no.:109-279 COOPER TESTING LABORATORY Data file: 109-279 Humboldt Bay ISFSI Page E-199 of 2'5cl Data Report E, Rev. 0

Specimen Parameters for Specimen No. 2 Specimen Parameter Init ial Cum. for Test Consolidated Final Wt. moist soil and tare: 694. 300 770.500 Wt. dry soil and tare: 634. 200 634.200 Wt. of tare: 0. 000 0 .000 Weight, gms: 69 4.3 Diameter, in: 2.420 2.449 Area, in2: 4 600 4.711 Height, in: 5. 000 4.808 Net decrease in height, in: 0 .263 -0.071 Net decrease in water volume, cc: 1.700

% Moisture: 9.5 21.5 21.5 Wet density, pcf: 11 5.0 129.6 Dry density, pcf: 105.1 106.7 Void ratio: 0.6045 0.5803

% Saturation (est.): 4 2.3 100. 0 Test Readings Data for Specimen No. 2 Deformation dial constant= 1 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover reading for secondary load ring= 0 input units Consolidation cell pressure = 96.40 psi = 13.88 ksf Consolidation back pressure = 26.40 psi = 3.80 ksf Consolidation effective confining stress = 10.08 ksf Strain rate, /min = 0.03 Deviator Stress = 46.12 ksf at reading no. 11 ULT. STRESS = not selected No. Def. Def. Load Load Strain Deviator Effective Stresses Pore P ksf 0 ksf Cumulative Dial in DiaI lbs % Stress Minor Major 1:3 Pres. Strain Units Units ksf ksf ksf Ratio psi 0 0.1800 0.000 13.00 0.0 0.0 0.00 10.08 10.08 1.00 26.40 10.08 0.00 1 0.1880 0.008 152.00 139.0 0.2 4.24 9.39 13.63 1.45 31.20 11.51 2.12 2 0.1960 0.016 315.00 302.0 0.3 9.20 8.87 18.07 2.04 34.80 13.47 4.60 3 0.2040 0.024 472.00 459.0 0.5 13.96 8.77 22.73 2.59 35.50 15.75 6.98 4 0.2120 0.032 629.00 616.0 0.7 18.70 9.14 27.85 3.05 32.90 18.50 9.35 5 0.2200 0.040 787.00 774.0 0.8 23.46 9.68 33.14 3.42 29.20 21.41 11.73 6 0.2290 0.049 948.00 935.0 1.0 28.29 10.38 38.67 3.72 24.30 24.53 14.14 7 0.2370 0.057 1108.00 1095.0 1.2 33.07 11.07 44.15 3.99 19.50 27.61 16.54 8 0.2450 0.065 1255.00 1242.0 1.4 37.45 11.72 49.17 4.19 15.00 30.45 18.72 9 0.2530 0.073 1382.00 1369.0 1.5 41.21 12.34 53.55 4.34 10.70 32.95 20.60 10 0.2620 0.082 1480.00 1467.0 1.7 44.08 12.89 56.96 4.42 6.90 34.93 22.04 11 0.2710 0.091 1551.00 1538.0 1.9 46.12 13.38 59.50 4.45 3.50 36.44 23.06 12 0.2820 0.102 1599.00 1586.0 2.1 47.45 13.74 61.19 4.45 1.00 37.46 23.72 13 0.3020 0.122 1641.00 1628.0 2.5 48.50 14.30 62.80 4.39 -2.90 38.55 24.25 14 0.3220 0.142 1601.00 1588.0 3.0 47.10 14.63 61.74 4.22 -5.20 38.18 23.55 15 0.3330 0.153 1552.00 1539.0 3.2 45.54 14.70 60.25 4.10 -5.70 37.47 22.77 16 0.3430 0.163 1503.00 1490.0 3.4 44.00 14.73 58.73 3.99 -5.90 36.73 22.00 17 0.3540 0.174 1463.00 1450.0 3.6 42.72 14.72 57.43 3.90 -5.80 36.07 21.36 18 0.3640 0.184 1427.00 1414.0 3.8 41.57 14.70 56.27 3.83 -5.70 35.49 20.78 19 0.3850 0.205 1372.00 1359.0 4.3 39.77 14.66 54.43 3.71 -5.40 34.54 19.88 20 0.4050 0.225 1326.00 1313.0 4.7 38.25 14.60 52.86 3.62 -5.00 33.73 19.13 21 0.4350 0.255 1284.00 1271.0 5.3 36.79 14.50 51.29 3.54 -4.30 32.90 18.39 22 0.4640 0.284 1265.00 1252.0 5.9 36.01 14.41 50.42 3.50 -3.70 32.42 18.00 Project no.:109-279 COOPER TESTING LABORATORY Data file: 109-279 Humboldt Bay ISFSI Page E-200 of 25zi Data Report E, Rev. 0

Test Readings Data for Specimen No. 2 No. Def. Def. Load Load Strain Deviator Effective Stresses Pore P ksf 0 ksf CumuLative Dial in Dial lbs I. Stress Minor Major 1:3 Pres. Strain Units Units ksf ksf ksf Ratio psi (a 23 0.4850 0.305 1276.00 1263.0 6.3 36.16 14.34 50.50 3.52 -3.20 32.42 18.08 24 0.5150 0.335 1291.00 1278.0 7.0 36.34 14.26 50.60 3.55 -2.60 32.43 18.17 25 0.5450 0.365 1306.00 1293.0 7.6 36.52 14.18 50.71 3.57 -2.10 32.44 18.26 26 0.5750 0.395 1328.00 1315.0 8.2 36.89 14.11 51.00 3.61 -1.60 32.56 18.45 27 0.6050 0.425 1356.00 1343.0 8.8 37.42 14.05 51.48 3.66 -1.20 32.76 18.71 28 0.6340 0.454 1371.00 1358.0 9.4 37.59 13.98 51.57 3.69 -0.70 32.78 18.79 29 0.6630 0.483 1390.00 1377.0 10.0 37.86 13.94 51.80 3.72 -0.40 32.87 18.93 30 0.6940 0.514 1416.00 1403.0 10.7 38.30 13.88 52.18 3.76 0.00 33.03 19.15 31 0.7230 0.543 1427.00 1414.0 11.3 38.34 13.84 52.18 3.77 0.30 33.01 19.17 32 0.7530 0.573 1446.00 1433.0 11.9 38.58 13.78 52.36 3.80 0.70 33.07 19.29 33 0.7830 0.603 1460.00 1447.0 12.5 38.68 13.74 52.42 3.82 1.00 33.08 19.34 34 0.8130 0.633 1474.00 1461.0 13.2 38.78 13.68 52.46 3.83 1.40 33.07 19.39 35 0.8420 0.662 1486.00 1473.0 13.8 38.82 13.64 52.46 3.85 1.70 33.05 19.41 mboldt Bay ISFSI a Report E, Rev. 0 Project no. :109-279 COOPER TESTING LABORATORY Data file: 109-279 Page E-201 of 2'H

30 TOTAL EFFECTIVE C, ksf 0 0.......

j, deg 39.3 38.9 .. . .. ..........

(I) 20 (n

f... . I

.~~~~~~~~~~~~~~~~... . ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~~ ~~ ~~~~~. ....... . .... ..

0 10

4) ..~~~~~~~~~~~~~~~~~~~~~.... ..

mc 0

0 10 20 30 40 50 60 Total Normal Stress, ksf Effective Normal Stress. ksf 60 ............... SAMPLE NO. : 1 2 WATER CONTENT, 19.8 50 -JDRY DENSITY, pcf 109.0 HSATURATION, 97.9 H VOID RATIO 0.547 z DIAMETER, in 1.93 40 ..... ...

.... HEIGHT, in 4.00 WATER CONTENT, 7% 18.0 18.0 V) HDRY DENSITY, pcf 113.4 113.4 30 L Ld SATURATION, % 100.0 100.0

. ........ ... HVOID RATIO 0.486 0.486

... ....... DIAMETER, in 1.90 1.95 0 20 .......... HEIGHT, in 3.97 3.77 a . ........... O0.04 0 .04 Strain rate, %/min

.. EFF CELL PRESSURE, ksf 6.0 10.1

4) 10 0 Deviator Stress, ksf 20. 3 35. 1 EXCESS PORE PR. , ksf 0.3 -0 . 5 STRAIN, % 4.8 4.8 0 ULT. STRESS, ksf 0 5 10 15 20 EXCESS PORE PR. , ksf Axial Strain, % STRAIN. 5%

alFAIL.URE. ksf 25. 9 45. 7 TYPE OF TEST:

53 FAILURE, ksf 5.7 10. 6 CU with Pore Pressures SAMPLE TYPE: undisturbed CLIENT: Geomatrix DESCRIPTION: gray silty SAND w/roo ts PROJECT: 5117.008 ASSUMED SPECIFIC GRAVITY= 2.7 ~SAMPLE LOCATION: 99-4, 12-3 @ 40.5-41' REMARKS: *Staged Test**'

Strengths were taken at the PROJ. NO.: 109-279c DATE: 4/5/00 peak stress ratio. TRIAXIAL SHEAR TEST REPORT Fig. No.: COOPER TESTING LABORATORY Humboldt Bay ISFSI Page E-202 of 2S5-

-1 Data Report E, Rev. 0

40 40

r ~~~~~~~~~~~~~~~~~~.....

30 30 L() 20 ~~~~~~~~~~~~......./ ....... 20 L) 0I 10 10 00 0 0

~~~~~~~~~~~~~ ... ......... ...:.. .... .....

-10 -1 0I 0% 8% 16% 0% 8% 16%

)0 40 40 r a)

C) V 30 30 x

b-i 20 20 3~~~

10 10 0 0

-10 -10 L.

0)% 8% 16% 0% 8% 16%

Peak Strength Total Effective a=0.00 ksf 0.00 ksf 20 cx=32.4 deg 32.1 deg _ .

tan cx=0.63 0.63 . . . . . ..

. ............... a...........,y 4-U1

./-' .;.........E...

10

... ~~~~~~~~~~~~~~~~~~~~~~~~~~~~... ....... / ..... :....

0 0 10 20 30 40 50 60 p, ksf Stress Paths: Total - Effective --- End + Peak Client: Geomatrix Project: 5117.008 Location: 99-4, 12-3 @ 40.5-41' File: 109-279C Project No.: 109-279c Fig. No.: _

Humboldt Bay ISFSI Page E-203 of Z5L Data Report E, Rev. 0

TRIAXIAL COMPRESSION TEST 4-05-2000 CU with Pore Pressures 9:43 am Project and Sample Data Date: 4/5/00 Client: Geomatrix Project: 5117.008 Sample location: 99-4, 12-3 @ 40.5-411 Sample description: gray silty SAND w/roots Remarks: **Staged Test**

Fig no.: 2nd page Fig no. (if applicable):

Type of sample: undisturbed Assumed specific gravity= 2.70 LL= PL= PI=

Test method: ASTM - Method B w/saturation est. (staged method triaxial test)

Specimen Parameters for Specimen No. 1 Specimen Parameter Init ial Saturated Consolidated Final Wt. moist soil and tare: 401. 100 395.000 Wt. dry soil and tare: 334. 700 334.700 Wt. of tare: 0. 000 0 .000 Weight, gms: 40 1. 1 Diameter, in: 1. 930 1.900 2

Area, in : 2. 926 2.836 Height, in: 4. 000 3 .965 Net decrease in height, in: . 00 0 0.035 Net decrease in water volume, cc: 3.400

% Moisture: 1 9.8 18.0 18 . 0 Wet density, pcf: 13 0.6 133.8 Dry density, pcf: 10 9. 0 113.4 Void ratio: 0.5 4 6 9 0.4864

% Saturation (est.): 97 . 9 100 .0 Test Readings Data for Specimen No. 1 Deformation dial constant= 1 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover reading for secondary load ring= 0 input units Consolidation cell pressure = 68.70 psi = 9.89 ksf Consolidation back pressure = 27.30 psi = 3.93 ksf Consolidation effective confining stress = 5.96 ksf Strain rate, /min = 0.04 Deviator Stress = 20.26 ksf at reading no. 28 ULT. STRESS = not selected Humboldt Bay ISFSI Data Report E, Rev. 0 Project no.:109-279c COOPER TESTING LABORATORY Data file: 109-279C Page E-204 of Z'G4

Test Readings Data for Specimen No.

No. Def. Def. Load Load Strain Deviator Effective Stresses Pore P ksf 0 ksf Cumulative Dial in Dial Lbs % Stress Minor Major 1:3 Pres. Strain Units Units ksf ksf ksf Ratio psi (%)

0 0.0000 0.000 8.00 0.0 0.0 0.00 6.11 6.11 1.00 26.30 6.11 0.00 1 0.0040 0.004 30.00 22.0 0.1 1.12 5.95 7.06 1.19 27.40 6.51 0.56 2 0.0080 0.008 56.00 48.0 0.2 2.43 5.57 8.01 1.44 30.00 6.79 1.22 3 0.0110 0.011 77.00 69.0 0.3 3.49 5.17 8.66 1.68 32.80 6.92 1.75 4 0.0150 0.015 96.00 88.0 0.4 4.45 4.80 9.25 1.93 35.40 7.02 2.23 5 0.0190 0.019 111.00 103.0 0.5 5.21 4.46 9.67 2.17 37.70 7.07 2.60 6 0.0230 0.023 123.00 115.0 0.6 5.81 4.19 10.00 2.39 39.60 7.09 2.90 7 0.0270 0.027 135.00 127.0 0.7 6.40 3.99 10.39 2.61 41.00 7.19 3.20 8 0.0340 0.034 153.00 145.0 0.9 7.30 3.69 10.99 2.98 43.10 7.34 3.65 9 0.0420 0.042 169.00 161.0 1.1 8.09 3.53 11.62 3.29 44.20 7.57 4.04 10 0.0500 0.050 183.00 175.0 1.3 8.77 3.46 12.23 3.54 44.70 7.84 4.39 11 0.0580 0.058 197.00 189.0 1.5 9.46 3.44 12.90 3.75 44.80 8.17 4.73 12 0.0650 0.065 212.00 204.0 1.6 10.19 3.48 13.67 3.92 44.50 8.58 5.09 13 0.0730 0.073 226.00 218.0 1.8 10.87 3.54 14.41 4.07 44.10 8.98 5.43 14 0.0810 0.081 239.00 231.0 2.0 11.49 3.64 15.13 4.15 43.40 9.39 5.74 15 0.0890 0.089 253.00 245.0 2.2 12.16 3.74 15.91 4.25 42.70 9.82 6.08 16 0.0970 0.097 267.00 259.0 2.4 12.83 3.86 16.69 4.32 41.90 10.27 6.41 17 0.1040 0.104 281.00 273.0 2.6 13.50 3.99 17.49 4.38 41.00 10.74 6.75 18 0.1120 0.112 295.00 287.0 2.8 14.16 4.12 18.28 4.44 40.10 11.20 7.08 19 0.1200 0.120 308.00 300.0 3.0 14.77 4.26 19.03 4.47 39.10 11.65 7.39 20 0.1280 0.128 322.00 314.0 3.2 15.43 4.41 19.84 4.50 38.10 12.12 7.71 21 0.1360 0.136 335.00 327.0 3.4 16.03 4.56 20.60 4.51 37.00 12.58 8.02 22 0.1430 0.143 349.00 341.0 3.6 16.69 4.72 21.41 4.53 35.90 13.07 8.35 23 0.1510 0.151 362.00 354.0 3.8 17.29 4.87 22.16 4.55 34.90 13.51 8.65 24 0.1590 0.159 376.00 368.0 4.0 17.94 5.04 22.98 4.56 33.70 14.01 8.97 25 0.1670 0.167 388.00 380.0 4.2 18.48 5.20 23.68 4.56 32.60 14.44 9.24 26 0.1740 0.174 401.00 393.0 4.4 19.08 5.36 24.44 4.56 31.50 14.90 9.54

,'27 0.1820 0.182 413.00 405.0 4.6 19.62 5.52 25.14 4.56 30.40 15.33 9.81 28 0.1890 0.189 427.00 419.0 4.8 20.26 5.67 25.94 4.57 29.30 15.80 10.13 29 0.1970 0.197 438.00 430.0 5.0 20.75 5.83 26.58 4.56 28.20 16.21 10.37 30 0.2050 0.205 450.00 442.0 5.2 21.28 5.99 27.27 4.55 27.10 16.63 10.64 31 0.2130 0.213 462.00 454.0 5.4 21.81 6.15 27.96 4.55 26.00 17.06 10.91 32 0.2260 0.226 478.00 470.0 5.7 22.51 6.36 28.87 4.54 24.50 17.62 11.25 33 0.2340 0.234 489.00 481.0 5.9 22.98 6.52 29.51 4.52 23.40 18.01 11.49 34 0.2450 0.245 505.00 497.0 6.2 23.68 6.74 30.42 4.51 21.90 18.58 11.84 35 0.2500 0.250 511.00 503.0 6.3 23.93 6.83 30.76 4.51 21.30 18.79 11.97

'-umboldt Bay ISFSI I-)ata Report E, Rev. 0 Project no. :109-279c COOPER TESTING LABORATORY Data file: 109-279C Page E-205 of 25L

Specimen Parameters for Specimen No. 2 Specimen Parameter Init ial Cum. for Test Consolidated Final Wt. moist soil and tare: 401. 100 395.000 Wt. dry soil and tare: 334. 700 334.700 Wt. of tare: 0.000 0 .000 Weight, gms: 40 1.1 Diameter, in: 1.930 1.949 Area, in2: 2. 926 2.983 Height, in: 4. 000 3 .770 Net decrease in height, in: 0.285 -0.055 Net decrease in water volume, cc: 2.600

% Moisture: 1 9.8 18.0 18.0 Wet density, pcf: 13 0.6 133.8 Dry density, pcf: 10 9 . 0 113.4 Void ratio: 0.5 469 - 0.4864

% Saturation (est.): 9 7.9 1 0 0 .0 Test Readings Data for Specimen No. 2 Deformation dial constant= 1 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover reading for secondary load ring= 0 input units Consolidation cell pressure = 96.40 psi = 13.88 ksf Consolidation back pressure = 26.40 psi 3.80 ksf Consolidation effective confining stress = 10.08 ksf Strain rate, %/min = 0.04 Deviator Stress = 35.12 ksf at reading no. 26 ULT. STRESS = not selected No. Def. Def. Load Load Strain Deviator Effective Stresses Pore P ksf 0 ksf CumuLative Dial in Dial Lbs X Stress Minor Major 1:3 Pres. Strain Units Units ksf ksf ksf Ratio psi 0 0.1950 0.000 14.00 0.0 0.0 0.00 10.08 10.08 1.00 26.40 10.08 0.00 1 0.1990 0.004 43.00 29.0 0.1 1.40 10.02 11.42 1.14 26.80 10.72 0.70 2 0.2020 0.007 86.00 72.0 0.2 3.47 9.94 13.41 1.35 27.40 11.67 1.73 3 0.2050 0.010 130.00 116.0 0.3 5.59 9.85 15.44 1.57 28.00 12.64 2.79 4 0.2080 0.013 173.00 159.0 0.3 7.65 9.75 17.40 1.78 28.70 13.57 3.83 5 0.2120 0.017 214.00 200.0 0.5 9.61 9.66 19.27 1.99 29.30 14.47 4.81 6 0.2160 0.02 1 254.00 240.0 0.6 11.52 9.60 21.13 2.20 29.70 15.37 5.76 7 0.2190 0.024 293.00 279.0 0.6 13.38 9.56 22.95 2.40 30.00 16.25 6.69 8 0.2230 0.028 330.00 316.0 0.7 15.14 9.52 24.66 2.59 30.30 17.09 7.57 9 0.2270 0.032 367.00 353.0 0.8 16.90 9.49 26.39 2.78 30.50 17.94 8.45 10 0.2300 0.035 401.00 387.0 0.9 18.51 9.49 28.00 2.95 30.50 18.75 9.26 11 0.2340 0.039 437.00 423.0 1.0 20.21 9.49 29.70 3.13 30.50 19.60 10.11 12 0.2370 0.042 469.00 455.0 1.1 21.72 9.50 31.23 3.29 30.40 20.37 10.86 13 0.2410 0.046 499.00 485.0 1.2 23.13 9.52 32.65 3.43 30.30 21.08 11.57 14 0.2450 0.050 528.00 514.0 1.3 24.49 9.53 34.02 3.57 30.20 21.78 12.24 15 0.2480 0.053 554.00 540.0 1.4 25.70 9.56 35.27 3.69 30.00 22.41 12.85 16 0.2520 0.057 578.00 564.0 1.5 26.82 9.59 36.41 3.80 29.80 23.00 13.41 17 0.2560 0.061 600.00 586.0 1.6 27.83 9.62 37.45 3.89 29.60 23.54 13.92 18 0.2590 0.064 619.00 605.0 1.7 28.71 9.65 38.36 3.98 29.40 24.00 14.36 19 0.2670 0.072 648.00 634.0 1.9 30.03 9.72 39.75 4.09 28.90 24.73 15.01 20 0.2750 0.080 671.00 657.0 2.1 31.05 9.79 40.84 4.17 28.40 25.32 15.52 21 0.2830 0.088 688.00 674.0 2.3 31.78 9.85 41.63 4.23 28.00 25.74 15.89 22 0.2950 0.100 708.00 694.0 2.7 32.62 9.96 42.58 4.27 27.20 26.27 16.31 Project no. :109-279c COOPER TESTING LARORATORY Data file: 109-279C Humboldt Bay ISFSI Page E-206 of 25'4 Data Report E, Rev. 0

Test Readings Data for Specimen No. 2 No. Def. Def. Load Load Strain Deviator Effective Stresses Pore P ksf O ksf Cumulative Dial in Dial lbs % Stress Minor Major 1:3 Pres. Strain Units Units ksf ksf ksf Ratio psi (%)

23 0.3100 0.115 727.00 713.0 3.1 33.37 10.09 43.47 4.31 26.30 26.78 16.69 24 0.3300 0.135 745.00 731.0 3.6 34.03 10.25 44.28 4.32 25.20 27.27 17.01 25 0.3530 0.158 762.00 748.0 4.2 34.60 10.41 45.01 4.32 24.10 27.71 17.30 26 0.3760 0.181 778.00 764.0 4.8 35.12 10.56 45.67 4.33 23.10 28.11 17.56 27 0.4000 0.205 791.00 777.0 5.4 35.47 10.70 46.17 4.32 22.10 28.44 17.74 28 0.4210 0.226 800.00 786.0 6.0 35.67 10.79 46.46 4.31 21.50 28.62 17.84 29 0.4450 0.250 808.00 794.0 6.6 35.79 10.90 46.69 4.28 20.70 28.80 17.90 30 0.4610 0.266 813.00 799.0 7.1 35.85 10.97 46.83 4.27 20.20 28.90 17.93 31 0.4650 0.270 813.00 799.0 7.2 35.81 10.99 46.80 4.26 20.10 28.89 17.91 32 0.4690 0.274 813.00 799.0 7.3 35.77 11.00 46.77 4.25 20.00 28.89 17.89 33 0.4730 0.278 813.00 799.0 7.4 35.73 11.03 46.76 4.24 19.80 28.90 17.87 34 0.4940 0.299 801.00 787.0 7.9 34.98 11.09 46.07 4.16 19.40 28.58 17.49 35 0.5060 0.311 783.00 769.0 8.2 34.06 11.12 45.18 4.06 19.20 28.15 17.03 36 0.5140 0.319 766.00 752.0 8.5 33.23 11.13 44.37 3.99 19.10 27.75 16.62 37 0.5260 0.331 748.00 734.0 8.8 32.33 11.12 43.44 3.91 19.20 27.28 16.16 38 0.5500 0.355 724.00 710.0 9.4 31.05 11.09 42.14 3.80 19.40 26.61 15.53 39 0.5650 0.370 705.00 691.0 9.8 30.09 11.02 41.10 3.73 19.90 26.06 15.04 40 0.5880 0.393 706.00 692.0 10.4 29.93 10.92 40.84 3.74 20.60 25.88 14.96 41 0.6090 0.414 719.00 705.0 11.0 30.30 10.83 41.13 3.80 21.20 25.98 15.15 42 0.6300 0.435 735.00 721.0 11.5 30.79 10.76 41.55 3.B6 21.70 26.15 15.40 iumboldt Bay ISFSI

- ata Report E, Rev. 0 Project no. :109-279c COOPER TESTING LABORATORY Data file: 109-279C Page E-207 of 2$~-j

18 TOTAL EFFECTIVE C, ks f O . . # . .: ; : :

~,deg 34 0 40.4 +,de g34

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0 0 6 12 18 24 30 36 Total Normal Stress, ksf Effective Normal Stress, ksf 60 SAMPLE NO.: 1 2 WATER CONTENT, % 21.0 50 <- DRY DENSITY, pcf 105.5

.... .. ....... H SATURATION, % 95.0

....... ... H VOID RATIO 0.598 Ii) 2 z DIAMETER, in 2.42 40

_ HEIGHT, in 5.00 01 WATER CONTENT. 7. 19.7 19.2 Cl) H DRY DENSITY, pf 110.0 111.0

'1) 30 (n L. w SATURATION, 100.0 100.0 ILo H VOID RATIO 0.533 0.518 DIAMETER, in 2.38 2.39 0 20 < HEIGHT, in 4.95 4.86 1

a Strain rate, %/min 0.04 0 . 04 EFF CELL PRESSURE, ksf 7.0 10.0

'V cC 10 Deviator Stress. ksf 16.5 25 .9 EXCESS PORE PR., ksf 2.5 2.9 STRAIN, % 3.8 3.5 0 ULT. STRESS, ksf 0 5 10 15 20 EXCESS PORE PR., ksf Axial Strain, % STRAIN, %

c FAILURE. ksf 21.0 33.0 TYPE OF TEST:

53 FAILURE. ksf 4.5 7.0 CU with Pore Pressures SAMPLE TYPE: undisturbed CLIENT: Geomatrix DESCRIPTION: gray SAND w/roots PROJECT: 517.008 ASSUMED SPECIFIC GRAVITY= 2.7 SAMPLE LOCATION: 99-4 50.5-51' REMARKS: *Stoged Test---

PROJ. NO.: 109-279b DATE: 4/7/00 TRIAXIAL SHEAR TEST REPORT Fig. No.: COOPER TESTING LABORATORY Humboldt Bay ISFSI I

Page E-208 of ZS;4 Data Report E, Rev. 0

48.0 48.0 36.0 36.0 a)

-W 24.0 24.0

)0 nL -

12.0 12.0 0 0 0 a M0 0.0 (na 0.0 0)

U x

-12.0 -12.0 8% 16% C1% 8% 16%

48.0 48.0 3 X:

36.0 36.0 4e (1)

J3 O 24.0 24.0 En0)

.. 12.0 12.0 a0 0 )

(0 0.0 0.0 C)

L) x U

-12.0 -12.0 0 87% 16%

8% 16%

Peck Strength 12 Totol Effective a=0.00 ksf 0.00 ksf

. o I--

cx =29.2 deg 32.9 deg tan cx=0.56 0.65 v

U1 1.7 I - .

//

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//v 6

n I 0 6 12 18 24 30 36 p, ksf Stress Paths: Total - Effective - - - End + Peak 0 Client: Geomatrix Project: 5117.008 Location: 99-4 50.5-51' File: 109-279B Project No.: 109-279b Fig. No. __

I Humboldt Bay ISFSI Page E-209 of 2-5'q Data Report E, Rev. 0

TRIAXIAL COMPRESSION TEST 4-07-2000 -

CU with Pore Pressures 9:22 am Project and Sample Data Date: 4/7/00 Client: Geomatrix Project: 5117.008 Sample location: 99-4 @ 50.5-51' Sample description: gray SAND w/roots Remarks: **Staged Test**

Fig no.: 2nd page Fig no. (if applicable):

Type of sample: undisturbed Assumed specific gravity= 2.70 LL= PL= PI=

Test method: ASTM - Method B w/saturation est. (staged method triaxial test)

Specimen Parameters for Specimen No. 1 Specimen Parameter Init ial Saturated Consolidated Final Wt. moist soil and tare: 770. 900 759.200 Wt. dry soil and tare: 636. 900 636.900 Wt. of tare: 0.000 0 .000 Weight, gms: 770.9 Diameter, in: 2.420 2.381 Area, in2 : 4. 600 4.454 Height, in: 5.000 4.954 Net decrease in height, in: 0.000 0.046 Net decrease in water volume, cc: 6.600

% Moisture: 2 1. 0 19.7 19.2 Wet density, pcf: 127.7 131.7 Dry density, pcf: 105.5 110.0 Void ratio: 0.5977 0.5329

% Saturation (est.): 95.0 100. 0 Test Readings Data for Specimen No. 1 Deformation dial constant= 1 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover reading for secondary load ring= 0 input units Consolidation cell pressure = 75.60 psi = 10.89 ksf Consolidation back pressure = 27.30 psi = 3.93 ksf Consolidation effective confining stress = 6.96 ksf Strain rate, %/min = 0.04 Deviator Stress = 16.48 ksf at reading no. 29 ULT. STRESS = not selected Humboldt Bay ISFSI Data Report E, Rev. 0 Project no.:109-279b COOPER TESTING LABORATORY Data file: 109-279B PageE-210of Z1 H

Test Readings Data for Specimen No. 1 No. Def. Def. Load Load Strain Deviator Effective Stresses Pore P ksf 0 ksf CumuLative Dial in DiaL lbs % Stress Minor Major 1:3 Pres. Strain Units Units ksf ksf ksf Ratio psi (X)

__0 0.0000 0.000 11.00 0.0 0.0 0.00 6.96 6.96 1.00 27.30 6.96 0.00 0.0030 0.003 48.00 37.0 0.1 1.20 6.60 7.79 1.18 29.80 7.19 0.60 2 0.0060 0.006 75.00 64.0 0.1 2.07 6.21 8.27 1.33 32.50 7.24 1.03 3 0.0090 0.009 103.00 92.0 0.2 2.97 5.76 8.73 1.52 35.60 7.24 1.48 4 0.0130 0.013 128.00 117.0 0.3 3.77 5.31 9.09 1.71 38.70 7.20 1.89 5 0.0160 0.016 150.00 139.0 0.3 4.48 4.88 9.36 1.92 41.70 7.12 2.24 6 0.0200 0.020 169.00 158.0 0.4 5.09 4.52 9.61 2.13 44.20 7.07 2.54 7 0.0230 0.023 185.00 174.0 0.5 5.60 4.22 9.82 2.33 46.30 7.02 2.80 8 0.0270 0.027 199.00 188.0 0.5 6.04 3.96 10.00 2.53 48.10 6.98 3.02 9 0.0310 0.031 211.00 200.0 0.6 6.43 3.77 10.20 2.70 49.40 6.99 3.21 10 0.0380 0.038 232.00 221.0 0.8 7.09 3.50 10.59 3.03 51.30 7.04 3.55 11 0.0460 0.046 250.00 239.0 0.9 7.66 3.33 10.98 3.30 52.50 7.15 3.83 12 0.0540 0.054 268.00 257.0 1.1 8.22 3.24 11.46 3.54 53.10 7.35 4.11 13 0.0630 0.063 284.00 273.0 1.3 8.71 3.20 11.91 3.73 53.40 7.55 4.36 14 0.0710 0.071 300.00 289.0 1.4 9.21 3.20 12.41 3.88 53.40 7.80 4.60 15 0.0780 0.078 317.00 306.0 1.6 9.74 3.21 12.95 4.03 53.30 8.08 4.87 16 0.0860 0.086 333.00 322.0 1.7 10.23 3.25 13.48 4.14 53.00 8.37 5.11 17 0.0940 0.094 348.00 337.0 1.9 10.69 3.31 14.00 4.23 52.60 8.66 5.34 18 0.1020 0.102 364.00 353.0 2.1 11.18 3.38 14.56 4.30 52.10 8.97 5.59 19 0.1100 0.110 380.00 369.0 2.2 11.66 3.46 15.12 4.38 51.60 9.29 5.83 20 0.1180 0.118 396.00 385.0 2.4 12.15 3.54 15.69 4.43 51.00 9.62 6.08 21 0.1250 0.125 412.00 401.0 2.5 12.64 3.63 16.27 4.48 50.40 9.95 6.32 22 0.1330 0.133 428.00 417.0 2.7 13.12 3.73 16.85 4.52 49.70 10.29 6.56 23 0.1410 0.141 444.00 433.0 2.8 13.60 3.83 17.43 4.55 49.00 10.63 6.80 24 0.1490 0.149 460.00 449.0 3.0 14.08 3.93 18.01 4.58 48.30 10.97 7.04 25 0.1570 0.157 477.00 466.0 3.2 14.59 4.05 18.63 4.61 47.50 11.34 7.29

'6 0.1650 0.165 492.00 481.0 3.3 15.03 4.15 19.18 4.62 46.80 11.66 7.52

-27 0.1720 0.172 508.00 497.0 3.5 15.51 4.26 19.77 4.64 46.00 12.02 7.76 28 0.1800 0.180 524.00 513.0 3.6 15.98 4.38 20.36 4.65 45.20 12.37 7.99 29 0.1880 0.188 541.00 530.0 3.8 16.48 4.49 20.98 4.67 44.40 12.74 8.24 30 0.1960 0.196 556.00 545.0 4.0 16.92 4.62 21.55 4.66 43.50 13.08 8.46 31 0.2010 0.201 567.00 556.0 4.1 17.25 4.71 21.95 4.66 42.90 13.33 8.62 Humboldt Bay ISFSI Data Report E, Rev. 0 Project no. :109-279b COOPER TESTING LABORATORY Data file: 109-279B Page E-211 of 2*i+

Specimen Parameters for Specimen No. 2 Specimen Parameter Initial Cum. for Test Consolidated Final Wt. moist soil and tare: 770.900 759.200 Wt. dry soil and tare: 636.900 636.900 Wt. of tare: 0 .000 0 .000 Weight, gms: 770. 9 Diameter, in: 2.420 2.393 Area, in 2 : 4.600 4.498 Height, in: 5.000 4.859 Net decrease in height, in: 0.247 -0.106 Net decrease in water volume, cc: 3.400

Moisture: 21.0 19.2 19.2 Wet density, pcf: 127 . 7 132.3 Dry density, pcf: 105 . 5 111. 0 Void ratio: 0.5977 0.5185 k Saturation (est.): 95. 0 1 00 . 0 Test Readings Data for Specimen No. 2 Deformation dial constant= 1 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover reading for secondary load ring= 0 input units Consolidation cell pressure = 96.40 psi = 13.88 ksf Consolidation back pressure = 27.30 psi = 3.93 ksf Consolidation effective confining stress = 9.95 ksf Strain rate, %/min = 0.04 Deviator Stress = 25.94 ksf at reading no. 22 ULT. STRESS = not selected No. Def. Def. Load Load Strain Deviator Effective Stresses Pore P ksf 0 ksf Cumulative Dial in Dial Lbs % Stress Minor Major 1:3 Pres. Strain Units Units ksf ksf ksf Ratio psi (%)

0 0.0950 0.000 0.00 0.0 0.0 0.00 9.95 9.95 1.00 27.30 9.95 0.00 1 0.0970 0.002 44.00 44.0 0.0 1.41 9.59 11.00 1.15 29.80 10.29 0.70 2 0.1220 0.027 38.00 38.0 0.6 1.21 9.69 10.90 1.12 29.10 10.30 0.60 3 0.1370 0.042 69.00 69.0 0.9 2.19 9.42 11.61 1.23 31.00 10.51 1.09 4 0.1400 0.045 108.00 108.0 0.9 3.43 9.01 12.44 1.38 33.80 10.73 1.71 5 0.1430 0.048 148.00 148.0 1.0 4.69 8.55 13.24. 1.55 37.00 10.90 2.35 6 0.1470 0.052 189.00 189.0 1.1 5.99 8.09 14.08 1.74 40.20 11.09 2.99 7 0.1500 0.055 229.00 229.0 1.1 7.25 7.69 14.94 1.94 43.00 11.31 3.62 8 0.1540 0.059 265.00 265.0 1.2 8.38 7.33 15.71 2.14 45.50 11.52 4.19 9 0.1570 0.062 299.00 299.0 1.3 9.45 7.06 16.51 2.34 47.40 11.78 4.72 10 0.1610 0.066 332.00 332.0 1.4 10.48 6.83 17.31 2.54 49.00 12.07 5.24 11 0.1680 0.073 391.00 391.0 1.5 12.33 6.52 18.85 2.89 51.10 12.69 6.16 12 0.1750 0.080 446.00 446.0 1.6 14.04 6.35 20.39 3.21 52.30 13.37 7.02 13 0.1820 0.087 499.00 499.0 1.8 15.69 6.26 21.95 3.50 52.90 14.11 7.84 14 0.1890 0.094 549.00 549.0 1.9 17.23 6.25 23.48 3.76 53.00 14.87 8.62 15 0.1970 0.102 595.00 595.0 2.1 18.65 6.24 24.88 3.99 53.10 15.56 9.32 16 0.2040 0.109 636.00 636.0 2.2 19.90 6.22 26.12 4.20 53.20 16.17 9.95 17 0.2110 0.116 671.00 671.0 2.4 20.97 6.25 27.22 4.35 53.00 16.73 10.48 18 0.2190 0.124 702.00 702.0 2.6 21.90 6.29 28.19 4.48 52.70 17.24 10.95 19 0.2310 0.136 742.00 742.0 2.8 23.09 6.42 29.51 4.59 51.80 17.97 11.54 20 0.2430 0.148 777.00 777.0 3.0 24.11 6.61 30.72 4.65 50.50 18.67 12.06 21 0.2550 0.160 808.00 808.0 3.3 25.01 6.84 31.85 4.66 48.90 19.35 12.51 22 0.2660 0.171 840.00 840.0 3.5 25.94 7.04 32.98 4.68 47.50 20.01 12.97 Project no.:109-279b COOPER TESTING LABORATORY Data file: 109-279B Humboldt Bay ISFSI Page E-212 of 54 Data Report E, Rev. 0

Test Readings Data for Specimen No. 2 No. Def. Def. Load Load Strain Deviator Effective Stresses Pore P ksf C ksf Cumulative Dial in Dial Lbs % Stress Minor Major 1:3 Pres. Strain Units Units ksf ksf ksf Ratio psi (X) 23 0.2820 0.187 876.00 876.0 3.8 26.96 7.36 34.32 4.66 45.30 20.84 13.48 24 0.2980 0.203 911.00 911.0 4.2 27.94 7.63 35.58 4.66 43.40 21.60 13.97 25 0.3130 0.218 945.00 945.0 4.5 28.89 7.95 36.84 4.63 41.20 22.40 14.45 26 0.3290 0.234 978.00 978.0 4.8 29.80 8.24 38.04 4.62 39.20 23.14 14.90 27 0.3450 0.250 1011.00 1011.0 5.1 30.70 8.52 39.22 4.60 37.20 23.87 15.35 28 0.3640 0.269 1049.00 1049.0 5.5 31.72 8.88 40.61 4.57 34.70 24.75 15.86 29 0.3830 0.288 1086.00 1086.0 5.9 32.70 9.24 41.95 4.54 32.20 25.60 16.35 30 0.4020 0.307 1120.00 1120.0 6.3 33.59 9.59 43.18 4.50 29.80 26.38 16.79 31 0.4220 0.327 1154.00 1154.0 6.7 34.45 9.92 44.38 4.47 27.50 27.15 17.23 32 0.4430 0.348 1188.00 1188.0 7.2 35.31 10.25 45.56 4.44 25.20 27.91 17.65 33 0.4630 0.368 1220.00 1220.0 7.6 36.10 10.57 46.67 4.42 23.00 28.62 18.05 34 0.4860 0.391 1255.00 1255.0 8.0 36.94 10.93 47.87 4.38 20.50 29.40 18.47 35 0.5100 0.415 1289.00 1289.0 8.5 37.74 11.29 49.03 4.34 18.00 30.16 18.87 36 0.5340 0.439 1321.00 1321.0 9.0 38.47 11.62 50.09 4.31 15.70 30.85 19.23 37 0.5570 0.462 1350.00 1350.0 9.5 39.11 11.92 51.03 4.28 13.60 31.48 19.55 38 0.5810 0.486 1377.00 1377.0 10.0 39.67 12.23 51.90 4.24 11.50 32.06 19.84 39 0.6040 0.509 1402.00 1402.0 10.5 40.18 12.48 52.66 4.22 9.70 32.57 20.09 40 0.6290 0.534 1423.00 1423.0 11.0 40.55 12.73 53.28 4.19 8.00 33.00 20.27 41 0.6520 0.557 1446.00 1446.0 11.5 40.98 12.96 53.94 4.16 6.40 33.45 20.49 42 0.6760 0.581 1466.00 1466.0 12.0 41.32 13.18 54.49 4.14 4.90 33.83 20.66 43 0.7000 0.605 1482.00 1482.0 12.5 41 .53 13.35 54.88 4.11 3.70 34.12 20.77 44 0.7240 0.629 1496.00 1496.0 12.9 41.69 13.51 55.20 4.09 2.60 34.35 20.84 45 0.7470 0.652 1506.00 1506.0 13.4 41.74 13.65 55.39 4.06 1.60 34.52 20.87 46 0.7670 0.672 1512.00 1512.0 13.8 41.71 13.74 55.44 4.04 1.00 34.59 20.85 47 0.7690 0.674 1512.00 1512.0 13.9 41.69 13.74 55.42 4.03 1.00 34.58 20.84 Humboldt Bay ISFSI data Report E, Rev. 0 Project no.:109-279b COOPER TESTING LABORATORY Data file: 109-279B Page E-213 of 25;{

6 ............ ............. ..... ................... .

RESULTS ...... .... . . ............... ... ............. ......... .... .. ... ........... .....

C , ks f ..........

d eg ............. ... ........... ..... .....

....... .......... ............ .. ......... ... a ....... ..... . ...... .......... .... .......

TAN ........ .... . .. ........ ...........

(A 4 ..... .... . ......................

........... - F ......... ...... ............. ... ......... . ..... ....

(A ... . ........

L. .... ........ .......... . ........ ................ . ...... ........

0

4) 2 ......... .... .......... .. ...... ......

Z .... .......

0 0 2 4 6 8 10 12 Normal Stress, ksf 6

.............. SAMPLE NO.: 1 2 1

............ ....... ....... WATER CONTENT, % 24.5 21 .4 5 <1 DRY DENSITY, pf 99.4 105.2 HSATURATION, % 95.2 96.0 HVOID RATIO 0.696 0.602 a) 4 ~zDIAMETER, in 2.85 2.85

.... ...... HEIGHT, in 5.56 5.96 (A

............ ..- 2 rWATER CONTENT, % 24.5 21.4 (A HDRY DENSITY, pcf 99.4 105.2

4) 3 .... .... ...... L, SATURATION, %95.2 96.0 V) .......... VOID RATIO 0.696 0.602 DIAMETER, in 2.85 25 0 2 .......... HEIGHT, in 5.58 5,98 a I 4 Strain rate, %/min I .00 1 .00

4) BACK PRESSURE, ksf 0.00 0.00 0

1 CELL PRESSURE. ksf 1 .0 0. 30 DEVIATOR STRESS, ksf 5.74 3 .47 0 STRAIN. 1 2.5 15.1 0 5 10 15 20 ULTIMATE STRESS, ksf Axial Strain, % STRAIN, %

(37FAILURE, ksf 7.54 3. 77 TYPE OF TEST:

(33 FAILURE. ksf 1 .0 0.30 Unconsal idated Undrained SAMPLE TYPE: undisturbed CLIENT: Geomatrix DESCRIPTION: )gray CLAY 2)orange brown clayey SAND PROJECT; 5117.02 ASSUMED SPECIFIC GRAVITY= 2.7 SAMPLE LOCATION: 1)99-1 13.5-16.5' top REMARKS: 2)99-2 1-4' bottom PROJ. NO.: 109-253c DATE: 4/26/99 TRIAXIAL SHEAR TEST REPORT Fig. No.: ___

COOPER TESTING LABORATORY I' Humboldt Bay ISFSI Page E-214 of Z5'Gq Data Report E, Rev. 0

TRIAXIAL COMPRESSION TEST 4-26-1999 -

Unconsolidated Undrained 1:27 pm Project and Sample Data Date: 4/26/99 Client: Geomatrix Project: 5117.02 Sample location: 1)99-1 @ 13.5-16.5' top 2)99-2 @ 1-4' bottom Sample description: 1)gray CLAY 2)orange brown clayey SAND Remarks:

Fig no.: 2nd page Fig no. (if applicable):

Type of sample: undisturbed Assumed specific gravity= 2.70 LL= PL= PI=

Test method: ASTM - Method A Specimen Parameters for Specimen No. 1 Specimen Parameter Initial Saturated Final Wt. moist soil and tare: 325.100 325.100 Wt. dry soil and tare: 264.300 264.300 Wt. of tare: 16.400 16.400 Weight, gms: 1156.7 Diameter, in: 2.850 2.850 Area, in2: 6.379 6.379 Height, in: 5.580 5.580 Net decrease in height, in: 0 .000 a Moisture: 24 . 5 24.5 24. 5 Wet density, pcf: 123 . 8 123 . 8 try density, pcf: 99.4 99.4

"--Void ratio: 0.6956 0. 6956

% Saturation: 95.2 95 .2 Test Readings Data for Specimen No. 1 Deformation dial constant= 0.001 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover reading for secondary load ring= 0 input units Membrane modulus = .124105 kN/cm2 Membrane thickness = 0.02 cm Cell pressure = 12.50 psi = 1.80 ksf Back pressure = 0.00 psi = 0.00 ksf Effective confining stress = 1.80 ksf Strain rate, /min = 1.00 DEVIATOR STRESS = 5.74 ksf at reading no. 18 ULTIMATE STRESS = not selected lumboldt Bay SFSI

,__,9ata Report E, Rev. 0 Project no.:109-253c COOPER TESTING LABORATORY Data file: 109-253C Page E-215 of ~254

Test Readings Data for Specimen No. 1 No. Def. Def. Load Load Strain Deviator Principal Stresses P ksf O ksf Dial in Dial Lbs % Stress Minor Major 1:3 Units Units ksf ksf ksf Ratio 0 0.0 0.000 0.00 0.0 0.0 0.00 1.80 1.80 1.00 1.80 0.00 1 10.0 0.010 7.00 7.0 0.2 0.16 1.80 1.96 1.09 1.88 0.08 2 20.0 0.020 13.00 13.0 0.4 0.29 1.80 2.09 1.16 1.95 0.15 3 40.0 0.040 26.00 26.0 0.7 0.58 1.80 2.38 1.32 2.09 0.29 4 60.0 0.060 40.00 40.0 1.1 0.89 1.80 2.69 1.50 2.25 0.45 5 80.0 0.080 55.00 55.0 1.4 1.22 1.80 3.02 1.68 2.41 0.61 6 100.0 0.100 68.00 68.0 1.8 1.51 1.80 3.31 1.84 2.55 0.75 7 150.0 0.150 105.00 105.0 2.7 2.31 1.80 4.11 2.28 2.95 1.15 8 200.0 0.200 142.00 142.0 3.6 3.09 1.80 4.89 2.72 3.35 1.55 9 250.0 0.250 173.00 173.0 4.5 3.73 1.80 5.53 3.07 3.67 1.87 10 300.0 0.300 199.00 199.0 5.4 4.25 1.80 6.05 3.36 3.93 2.13 11 350.0 0.350 224.00 224.0 6.3 4.74 1.80 6.54 3.63 4.17 2.37 12 400.0 0.400 244.00 244.0 7.2 5.11 1.80 6.91 3.84 4.36 2.56 13 450.0 0.450 258.00 258.0 8.1 5.35 1.80 7.15 3.97 4.48 2.68 14 500.0 0.500 265.00 265.0 9.0 5.45 1.80 7.25 4.03 4.52 2.72 15 550.0 0.550 272.00 272.0 9.9 5.53 1.80 7.33 4.07 4.57 2.77 16 600.0 0.600 280.00 280.0 10.8 5.64 1.80 7.44 4.13 4.62 2.82 17 650.0 0.650 288.00 288.0 11.6 5.74 1.80 7.54 4.19 4.67 2.87 18 700.0 0.700 291.00 291.0 12.5 5.74 1.80 7.54 4.19 4.67 2.87 19 750.0 0.750 293.00 293.0 13.4 5.72 1.80 7.52 4.18 4.66 2.86 20 800.0 0.800 294.00 294.0 14.3 5.68 1.80 7.48 4.16 4.64 2.84 21 850.0 0.850 293.00 293.0 15.2 5.61 1.80 7.41 4.11 4.60 2.80 Humboldt Bay ISFSI Data Report E, Rev. 0 Project no.:109-253c COOPER TESTING LABORATORY Data file: 109-253C Page E-216 of 251

6 . . ........ .... .. ...... ..... ... .. .......... 7- -6...

RESULTS --- - - ---- ----- --- -; --- -fi - - - -

C, ksf, ~~~~~~~~~~~~~~~~~~~~~.. ,.......

+,~~~~~~~~~~~~~~~~~~~~~~.

TAC , ,s ...................... .

e ........................... ..... ... ......... ....... ..

4 ~~~~~~~~~~~~~~~~~~~........ ... . ..,.............. ............... : ...... ...... . .................. ......... ............. .... . ............... ........

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C,)

//-. ........ . .. ....._..... ........ ..... .... ......_

a 2 ...: :--

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. .... ... : : - ::: ' I::-: .. . -...... .... ........... .... ..... . ........ ............. ........... . .... . .... ...... .... .

(11

.... .. ':,i....... :. .................. .............. . ... .......... ........ ....... ...

0 0 2 4 6 8 10 12 Normal Stress, ksf 6 .......... ....

SAMPLE NO.: 1 2

.......... ............... WATER CONTENT, 29.5 28.4 5 <6 DRY DENSITY, pcf 94.6 96.2

.... ......... H SATURATION, 99.5 99.5 H VOID RATIO 0.815 0.784 to Hz DIAMETER, in 2.85 2.85 4 .... ......... HEIGHT, in 5.98 5.99 WATER CONTENT, % 29.5 28.4 H DRY DENSITY, pcf 94.6 96.2 3

L. Ld SATURATION, 99.5 99.5

.......... ... H VOID RATIO 0.815 0.784 UV) qJ .......... ..........

DIAMETER, in 2.85 2.85 0 2 ..... ......... HEIGHT, in 5.98 5.99 0 ............ ..... -4 L.1-.; .... .........

Strain rate, %/min 1 .00 1 .00 a) BACK PRESSURE, ksf O .00 O .00

0) 1 CELL PRESSURE, ksf 0.91 2.00

.......... DEVIATOR STRESS, ksf 3.95 4.05 0 STRAIN, % 14.2 15.0 0 5 10 15 20 ULTIMATE STRESS, ksf Axial Strain, % STRAIN, %

Qi FAILURE. ksf 4.86 6.05 TYPE OF TEST:

Q3 FAILURE, ksf 0.91 2.00 Unconsolidated Undrained SAMPLE TYPE: undisturbed CLIENT: Geomatrix DESCRIPTION: 1)gray brown sandy CLAY 2)gray CLAY PROJECT: 5117.02 ASSUMED SPECIFIC GRAVITY= 2.75 SAMPLE LOCATION: 1)99-2 5.5-8.5' REMARKS: 2)99-2 @ 14.5-17.5' PROJ. NO.: 109-253d DATE: 4/26/99 TRIAXIAL SHEAR TEST REPORT Fig. No.: COOPER TESTING LABORATORY Humboldt Bay ISFSI Page E-217 of 5;1 Data Report E, Rev. 0

TRIAXIAL COMPRESSION TEST 4-26-1999 -

Unconsolidated Undrained 1:45 pm Project and Sample Data Date: 4/26/99 Client: Geomatrix Project: 5117.02 Sample location: 1)99-2 5.5-8.5' 2)99-2 @ 14.5-17.5' Sample description: 1)gray brown sandy CLAY 2)gray CLAY Remarks:

Fig no.: 2nd page Fig no. (if applicable):

Type of sample: undisturbed Assumed specific gravity= 2.75 LL= PL= PI=

Test method: ASTM - Method A Specimen Parameters for Specimen No. 1 Specimen Parameter Initial Saturated Final Wt. moist soil and tare: 303 .300 303.300 Wt. dry soil and tare: 238.100 238.100 Wt. of tare: 17 . 000 17.000 Weight, gms: 1226.3 Diameter, in: 2 .850 2.850 Area, in 2 : 6.379 6.379 Height, in: 5.980 5.980 Net decrease in height, in: 0 . 00 0 a Moisture: 29.5 29.5 29.5 Wet density, pcf: 122. 5 122.5 Dry density, pcf: 94. 6 94 .6 Void ratio: 0. 8153 0 . 8153 a Saturation: 99.5 99 .5 Test Readings Data for Specimen No. 1 Deformation dial constant= 0.001 in per input unit Primary load ring constant= 1 lbs per input .unit Secondary load ring constant= 0 lbs per input unit Crossover reading for secondary load ring= 0 input units Cell pressure = 6.30 psi = 0.91 ksf Back pressure = 0.00 psi = 0.00 ksf Effective confining stress 0.91 ksf Strain rate, -/min = 1.00 DEVIATOR STRESS = 3.95 ksf at reading no. 21 ULTIMATE STRESS = not selected Humboldt Bay ISFSI Data Report E, Rev. 0 Project no.:109-253d COOPER TESTING LABORATORY Data file: 109-253D Page E-218 of 21

Test Readings Data for Specimen No. 1 No. Def. Def. Load Load Strain Deviator Principal Stresses P ksf O ksf Dial in Dial Lbs % Stress Minor Major 1:3 Units Uni ts ksf ksf ksf Ratio 0 0.0 0.000 0.00 0.0 0.0 0.00 0.91 0.91 1.00 0.91 0.00 1 10.0 0.010 17.00 17.0 0.2 0.38 0.91 1.29 1.42 1.10 0.19 2 20.0 0.020 25.00 25.0 0.3 0.56 0.91 1.47 1.62 1.19 0.28 3 40.0 0.040 38.00 38.0 0.7 0.85 0.91 1.76 1.94 1.33 0.43 4 60.0 0.060 47.00 47.0 1.0 1.05 0.91 1.96 2.16 1.43 0.53 5 80.0 0.080 58.00 58.0 1.3 1.29 0.91 2.20 2.42 1.55 0.65 6 100.0 0.100 69.00 69.0 1.7 1.53 0.91 2.44 2.69 1.67 0.77 7 150.0 0.150 94.00 94.0 2.5 2.07 0.91 2.98 3.28 1.94 1.03 8 200.0 0.200 118.00 118.0 3.3 2.57 0.91 3.48 3.84 2.19 1.29 9 250.0 0.250 135.00 135.0 4.2 2.92 0.91 3.83 4.22 2.37 1.46 10 300.0 0.300 151.00 151.0 5.0 3.24 0.91 4.14 4.57 2.53 1.62 11 350.0 0.350 163.00 163.0 5.9 3.46 0.91 4.37 4.82 2.64 1.73 12 400.0 0.400 170.00 170.0 6.7 3.58 0.91 4.49 4.95 2.70 1.79 13 450.0 0.450 178.00 178.0 7.5 3.72 0.91 4.62 5.10 2.76 1.86 14 500.0 0.500 182.00 182.0 8.4 3.76 0.91 4.67 5.15 2.79 1.88 15 550.0 0.550 188.00 188.0 9.2 3.85 0.91 4.76 5.25 2.83 1.93 16 600.0 0.600 192.00 192.0 10.0 3.90 0.91 4.81 5.30 2.86 1.95 17 650.0 0.650 195.00 195.0 10.9 3.92 0.91 4.83 5.32 2.87 1.96 18 700.0 0.700 198.00 198.0 11.7 3.95 0.91 4.85 5.35 2.88 1.97 19 750.0 0.750 200.00 200.0 12.5 3.95 0.91 4.86 5.35 2.88 1.97 20 800.0 0.800 202.00 202.0 13.4 3.95 0.91 4.86 5.35 2.88 1.97 21 850.0 0.850 204.00 204.0 14.2 3.95 0.91 4.86 5.35 2.88 1.98 22 900.0 0.900 206.00 206.0 15.1 3.95 0.91 4.86 5.35 2.88 1.98 Humboldt Bay SFSI

>.-< Data Report E, Rev. 0 Project no.:109-253d COOPER TESTING LABORATORY Data file: 109-253D Page E-219 of 25LJ

Specimen Parameters for Specimen No. 2 Specimen Parameter Initial Saturated Final Wt. moist soil and tare: 298.900 298.900 Wt. dry soil and tare: 236.300 236.300 Wt. of tare: 15.700 15.700 Weight, gms: 1239 .0 Diameter, in: 2.850 2.850 Area, in 2 : 6.379 6.379 Height, in: 5.990 5.990 Net decrease in height, in: 0 .000

% Moisture: 28.4 28.4 28.4 Wet density, pcf: 123 .5 123.5 Dry density, pcf: 96.2 96.2 Void ratio: 0 . 7843 0.7843

% Saturation: 99.5 99.5 Test Readings Data for Specimen No. 2 Deformation dial constant= 0.001 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover reading for secondary load ring= 0 input units Cell pressure = 13.90 psi = 2.00 ksf Back pressure = 0.00 psi = 0.00 ksf Effective confining stress = 2.00 ksf Strain rate, %/min = 1.00 DEVIATOR STRESS = 4.05 ksf at reading no. 22 ULTIMATE STRESS = not selected No. Def. Oef. Load Load Strain Deviator Principal Stresses P ksf 0 ksf Diat in Dial lbs % Stress Minor Major 1:3 Uni ts Units ksf ksf ksf Ratio 0 0.0 0.000 0.00 0.0 0.0 0.00 2.00 2.00 1.00 2.00 0.00 1 10.0 0.010 14.00 14.0 0.2 0.32 2.00 2.32 1.16 2.16 0.16 2 20.0 0.020 24.00 24.0 0.3 0.54 2.00 2.54 1.27 2.27 0.27 3 40.0 0.040 44.00 44.0 0.7 0.99 2.00 2.99 1.49 2.49 0.49 4 60.0 0.060 68.00 68.0 1.0 1.52 2.00 3.52 1.76 2.76 0.76 5 80.0 0.080 94.00 94.0 1.3 2.09 2.00 4.10 2.05 3.05 1.05 6 100.0 0.100 116.00 116.0 1.7 2.57 2.00 4.58 2.29 3.29 1.29 7 150.0 0.150 146.00 146.0 2.5 3.21 2.00 5.21 2.61 3.61 1.61 8 200.0 0.200 161.00 161.0 3.3 3.51 2.00 5.51 2.76 3.76 1.76 9 250.0 0.250 167.00 167.0 4.2 3.61 2.00 5.61 2.80 3.81 1.81 10 300.0 0.300 172.00 172.0 5.0 3.69 2.00 5.69 2.84 3.85 1.84 11 350.0 0.350 179.00 179.0 5.8 3.80 2.00 5.81 2.90 3.90 1.90 12 400.0 0.400 181.00 181.0 6.7 3.81 2.00 5.81 2.90 3.91 1.91 13 4-50.0 0.450 184.00 184.0 7.5 3.84 2.00 5.84 2.92 3.92 1.92 14 500.0 0.500 189.00 189.0 8.3 3.91 2.00 5.91 2.95 3.96 1.96 15 550.0 0.550 193.00 193.0 9.2 3.96 2.00 5.96 2.98 3.98 1.98 16 600.0 0.600 196.00 196.0 10.0 3.98 2.00 5.98 2.99 3.99 1.99 17 650.0 0.650 198.00 198.0 10.9 3.98 2.00 5.99 2.99 3.99 1.99 18 700.0 0.700 200.00 200.0 11.7 3.99 2.00 5.99 2.99 4.00 1.99 19 750.0 0.750 202.00 202.0 12.5 3.99 2.00 5.99 2.99 4.00 1.99 20 800.0 0.800 204.00 204.0 13.4 3.99 2.00 5.99 2.99 4.00 1.99 21 850.0 0.850 208.00 208.0 14.2 4.03 2.00 6.03 3.01 4.02 2.01 22 900.0 0.900 211.00 211.0 15.0 4.05 2.00 6.05 3.02 4.03 2.02 Humboldt Bay ISFSI Data Report E, Rev. 0 Project no.:109-253d COOPER TESTING LABORATORY Data file: 109-253D Page E-220 of 2 5q

12 RESULTS. _ . . . - -

C, ksf

4. deg _ .. ......

TAN .. . . ..... . ..___I_._.

Un 8

(n en ~~~~~~~~~~~~~~~~~~~.. ../.... .... . . . .. . . . . . . . :

LI) a 4

0 0 4 8 12 16 20 24 Normal Stress, ksf 15.0 SAMPLE NO.: 1 2 3 4 4 WATER CONTENT, % 23.4 22.6 23.0 15.0 12.5 -J DRY DENSITY, pcf 101.6 105.5 104.5 110.2 H SATURATION, 7 95.8 99.3 98.4 76.3 H VOID RATIO 0.658 0.627 0.642 0.529 Z

H DIAMETER, in 2.86 2.36 2.42 2.85 10.0 HEIGHT, in 5.99 4.98 5.03 6.00 M 3 WATER CONTENT. % 23.4 22.6 23.0 15.0 en 7.5 DRY DENSITY, pcf 101.6 105.5 104.5 110.2 LU SATURATION, % 95.8 99.3 98.4 76.3 U) H- VOID RATIO 0.658 0.627 0.642 0.529 l- DIAMETER, in 2.86 2.36 2.42 2.85 a 5.0 HEIGHT, in 5.99 4.98 5.03 6.00

.a Strain rate, %min 1 . 00 1 . 00 1 .00 1.00 Ge BACK PRESSURE, ksf 0.0 0. 0 0.0 0.

2.5 CELL PRESSURE. ksf 1 .0 2.0 2.5 4.5 Deviator Stress, ksf 4.1 4.4 9.0 13.7 0 STRAIN, % 11.7 15.1 14.9 6.7 C 5 10 15 20 ULT. STRESS. ksf Axial Strain, % STRAIN, %

l71FAILURE, ksf 5.1 6.4 11.5 18.2 TYPE OF TEST:

o3FAILURE, ksf 1.0 2.0 2.5 4.5 Unconsolidated Undrained SAMPLE TYPE: undisturbed CLIENT: Geomatrix DESCRIPTION: see sieve & PI PROJECT: 5117.008 lASSUMED SPECIFIC GRAVITY= 2.7 SAMPLE LOCATION: see remarks REMARKS: 1)99-3 @ 5.5-7.2' 2)99-3 @ 16-16.5' PROJ. NO.: 109-276c DATE: 3/1/2000 3)99-3 @ 21-21.5' TRIAXIAL SHEAR TEST REPORT 4)99-3 @ 35-37.5' Fig. No.: I COOPER TESTING LABORATORY Humboldt Bay ISFSI Page E-22] of 2 Data Report E, Rev. 0

TRIAXIAL COMPRESSION TEST 3-01-2000 -

Unconsolidated Undrained 9:06 am Project and Sample Data Date: 3/1/2000 Client: Geomatrix Project: 5117.008 Sample location: see remarks Sample description: see sieve & PI Remarks: 1)99-3 @ 5.5-7.2' 2)99-3 @ 16-16.5' 3)99-3 @ 21-21.5' 4)99-3 @ 35-37.5' Fig no.: 2nd page Fig no. (if applicable):

Type of sample: undisturbed Assumed specific gravity= 2.70 LL= PL= PI=

Test method: ASTM - Method A Specimen Parameters for Specimen No. 1 Specimen Parameter Initial Saturated Final Wt. moist soil and tare: 295.400 295.400 Wt. dry soil and tare: 242.400 242.400 Wt. of tare: 15.500 15.500 Weight, gms: 1266.5 Diameter, in: 2.860 2.860 Area, in : 2 6.424 6 .424 Height, in: 5.990 5.990 Net decrease in height, in: 0 .000 a Moisture: 23 .4 23.4 23.4 Wet density, pcf: 125 .4 125.4 Dry density, pcf: 101.6 101.6 Void ratio: 0.6584 0 .6584

% Saturation: 95. 8 95 .8 Test Readings Data for Specimen No. 1 Deformation dial constant= 0.001 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover readingfor secondary load ring= 0 input units Cell pressure = 6.90. psi = 0.99 ksf Back pressure = 0.00 psi = 0.00 ksf Effective confining stress = 0.99 ksf Strain rate, /min = 1.00 Deviator Stress = 4.08 ksf at reading no. 18 ULT. STRESS = not selected Humboldt Bay ISFSI Data Report E, Rev. 0 Project no.:109-276c COOPER TESTING LABORATORY Data file: 109-276C Page E-222 of 25 -

Test Readings Data for Specimen No. 1 No. Def. Def. Load Load Strain Deviator Principal Stresses P ksf O ksf Dial in Dial lbs % Stress Minor Major 1:3 Units Units ksf ksf ksf Ratio 0 0.0 0.000 0.00 0.0 0.0 0.00 0.99 0.99 1.00 0.99 0.00 1 10.0 0.010 13.00 13.0 0.2 0.29 0.99 1.28 1.29 1.14 -0.15 2 20.0 0.020 17.00 17.0 0.3 0.38 0.99 1.37 1.38 1.18 0.19 3 40.0 0.040 26.00 26.0 0.7 0.58 0.99 1.57 1.58 1.28 0.29 4 60.0 0.060 34.00 34.0 1.0 0.75 0.99 1.75 1.76 1.37 0.38 5 80.1 0.080 44.00 44.0 1.3 0.97 0.99 1.97 1.98 1.48 0.49 6 100.0 0.100 54.00 54.0 1.7 1.19 0.99 2.18 2.20 1.59 0.60 7 150.0 0.150 84.00 84.0 2.5 1.84 0.99 2.83 2.85 1.91 0.92 8 200.0 0.200 112.00 112.0 3.3 2.43 0.99 3.42 3.44 2.21 1.21 9 250.0 0.250 134.00 134.0 4.2 2.88 0.99 3.87 3.90 2.43 1.44 10 300.0 0.300 152.00 152.0 5.0 3.24 0.99 4.23 4.26 2.61 1.62 11 350.0 0.350 166.00 166.0 5.8 3.50 0.99 4.50 4.53 2.75 1.75 12 400.0 0.400 177.00 177.0 6.7 3.70 0.99 4.70 4.73 2.84 1.85 13 450.0 0.450 185.00 185.0 7.5 3.84 0.99 4.83 4.86 2.91 1.92 14 500.0 0.500 192.00 192.0 8.3 3.94 0.99 4.94 4.97 2.97 1.97 15 550.0 0.550 197.00 197.0 9.2 4.01 0.99 5.00 5.04 3.00 2.01 16 600.0 0.600 201.00 201.0 10.0 4.05 0.99 5.05 5.08 3.02 2.03 17 650.0 0.650 204.00 204.0 10.9 4.08 0.99 5.07 5.10 3.03 2.04 18 700.0 0.700 206.00 206.0 11.7 4.08 0.99 5.07 5.10 3.03 2.04 19 750.0 0.750 207.00 207.0 12.5 4.06 0.99 5.05 5.09 3.02 2.03 20 800.0 0.800 208.00 208.0 13.4 4.04 0.99 5.03 5.07 3.01 2.02 21 850.0 0.850 209.00 209.0 14.2 4.02 0.99 5.01 5.05 3.00 2.01 22 900.0 0.900 210.00 210.0 15.0 4.00 0.99 4.99 5.03 2.99 2.00 Humboldt Bay ISFSI Data Report E, Rev. 0 Project no. 109-276c COOPER TESTING LABORATORY Data file: 109-276C Page E-223 of 254

Specimen Parameters for Specimen No. 2 Specimen Parameter Initial Saturated Final Wt. moist soil and tare: 181. 600 181.600 Wt. dry soil and tare: 151. 100 151.100 Wt. of tare: 16.400 166.400 Weight, gms: 740 .0 Diameter, in: 2.360 2.360 Area, in2: 4 .374 4.374 Height, in: 4 .980 4.980 Net decrease in height, in: 0 .000 i Moisture: 22 . 6 22 .6 22.6 Wet density, pcf: 1229.4 129.4 Dry density, pcf: 105.5 105.5 Void ratio: 0.6270 0.6270 0 Saturation: 99.3 99.3 Test Readings Data for Specimen No. 2 Deformation dial constant= 0.001 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover reading for secondary load ring= 0 input units Cell pressure = 13.90 psi = 2.00 ksf Back pressure = 0.00 psi = 0.00 ksf Effective confining stress = 2.00 ksf Strain rate, /min = 1.00 Deviator Stress = 4.42 ksf at reading no. 19 ULT. STRESS = not selected No. Def. Def. Load Load Strain Deviator Principal Stresses P ksf a ksf Dial in Diat Lbs . Stress Minor Major 1:3 Units Units ksf ksf ksf Ratio 0 0.0 0.000 0.00 0.0 0.0 0.00 2.00 2.00 1.00 2.00 0.00 1 10.0 0.010 6.00 6.0 0.2 0.20 2.00 2.20 1.10 2.10 0.10 2 20.0 0.020 9.00 9.0 0.4 0.30 2.00 2.30 1.15 2.15 0.15 3 40.0 0.040 14.00 14.0 0.8 0.46 2.00 2.46 1.23 2.23 0.23 4 60.0 0.060 20.00 20.0 1.2 0.65 2.00 2.65 1.32 2.33 0.33 5 80.0 0.080 27.00 27.0 1.6 0.87 2.00 2.88 1.44 2.44 0.44 6 100.0 0.100 33.00 33.0 2.0 1.06 2.00 3.07 1.53 2.53 0.53 7 150.0 0.150 47.00 47.0 3.0 1.50 2.00 3.50 1.75 2.75 0.75 8 200.0 0.200 61.00 61.0 4.0 1.93 2.00 3.93 1.96 2.97 0.96 9 250.0 0.250 74.00 74.0 5.0 2.31 2.00 4.32 2.16 3.16 1.16 10 300.0 0.300 88.00 88.0 6.0 2.72 2.00 4.72 2.36 3.36 1.36 11 350.0 0.350 101.00 101.0 7.0 3.09 2.00 5.09 2.54 3.55 1.55 12 400.0 0.400 113.00 113.0 8.0 3.42 2.00 5.42 2.71 3.71 1.71 13 450.0 0.450 122.00 122.0 9.0 3.65 2.00 5.65 2.83 3.83 1.83 14 500.0 0.500 129.00 129.0 10.0 3.82 2.00 5.82 2.91 3.91 1.91 15 550.0 0.550 135.00 135.0 11.0 3.95 2.00 5.95 2.98 3.98 1.98 16 600.0 0.600 140.00 140.0 12.0 4.05 2.00 6.06 3.03 4.03 2.03 17 650.0 0.650 147.00 147.0 13.1 4.21 2.00 6.21 3.10 4.11 2.10 18 700.0 0.700 153.00 153.0 14.1 4.33 2.00 6.33 3.16 4.17 2.16 19 750.0 0.750 158.00 158.0 15.1 4.42 2.00 6.42 3.21 4.21 2.21 Humboldt Bay ISFSI Data Report E, Rev. 0 Project no.:109-276c COOPER TESTING LABORATORY Data file: 109-276C Page E-224 of ZSH

Specimen Parameters for Specimen No. 3 Specimen Parameter Initial Saturated Final St. moist soil and tare: 239.700 239.700

,,,wt. dry soil and tare: 198.000 198.000 Wt. of tare: 16.500 16.500 Weight, gms: 780.7 Diameter, in: 2.420 2.420 2

Area, in : 4.600 4.600 Height, in: 5.030 5.030 Net decrease in height, in: 0 .000 a Moisture: 23.0 23 . 0 23 . 0 Wet density, pcf: 128.6 128.6 Dry density, pcf: 104 . 5 104. 5 Void ratio: 0.6423 0.6423

% Saturation: 98.4 98.4 Test Readings Data for Specimen No. 3 Deformation dial constant= 0.001 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover reading for secondary load ring= 0 input units Cell pressure = 17.40 psi = 2.51 ksf Back pressure = 0.00 psi = 0.00 ksf Effective confining stress = 2.51 ksf Strain rate, %/min = 1.00 Deviator Stress = 8.98 ksf at reading no. 19 ULT. STRESS = not selected

. Def. Def. Load Load Strain Deviator Principal Stresses P ksf 0 ksf N.- Dial in Dial lbs % Stress Minor Major 1:3 Units Units ksf ksf ksf Ratio 0 0.0 o.000 0.00 0.0 0.0 0.00 2.51 2.51 1.00 2.51 0.00 1 10.0 0.010 17.00 17.0 0.2 0.53 2.51 3.04 1.21 2.77 0.27 2 20.0 0.020 25.00 25.0 0.4 0.78 2.51 3.29 1.31 2.90 0.39 3 40.0 0.040 41.00 41.0 0.8 1.27 2.51 3.78 1.51 3.14 0.64 4 60.0 0.060 58.00 58.0 1.2 1.79 2.51 4.30 1.72 3.40 0.90 5 80.0 0.080 76.00 .76.0 1.6 2.34 2.51 4.85 1.93 3.68 1.17 6 100.0 0.100 92.00 92.0 2.0 2.82 2.51 5.33 2.13 3.92 1.41 7 150.0 0.150 129.00 129.0 3.0 3.92 2.51 6.42 2.56 4.46 1.96 8 200.0 0.200 163.00 163.0 4.0 4.90 2.51 7.41 2.96 4.96 2.45 9 250.0 0.250 193.00 193.0 5.0 5.74 2.51 8.25 3.29 5.38 2.87 10 300.0 0.300 221.00 221.0 6.0 6.51 2.51 9.01 3.60 5.76 3.25 11 350.0 0.350 243.00 243.0 7.0 7.08 2.51 9.58 3.82 6.04 3.54 12 400.0 0.400 262.00 262.0 8.0 7.55 2.51 10.06 4.01 6.28 3.78 13 450.0 0.450 280.00 280.0 8.9 7.98 2.51 10.49 4.19 6.50 3.99 14 500.0 0.500 295.00 295.0 9.9 8.32 2.51 10.82 4.32 6.66 4.16 15 550.0 0.550 308.00 308.0 10.9 8.59 2.51 11.09 4.43 6.80 4.29 16 600.0 0.600 318.00 318.0 11.9 8.77 2.51 11.27 4.50 6.89 4.38 17 650.0 0.650 325.00 325.0 12.9 8.86 2.51 11.37 4.54 6.94 4.43 18 700.0 0.700 332.00 332.0 13.9 8.95 2.51 11.45 4.57 6.98 4.47 19 750.0 0.750 337.00 337.0 14.9 8.98 2.51 11.48 4.58 6.99 4.49 Humboldt Bay ISFSI Data Report E, Rev. 0 Project no.:109-276c COOPER TESTING LABORATORY Data file: 109-276C Page E-225 of Z54

Specimen Parameters for Specimen No. 4 Specimen Parameter Initial Saturated Final Wt. moist soil and tare: 219.800 219.800 Wt. dry soil and tare: 193 .300 193.300 Wt. of tare: 16.200 16.200 Weight, gms: 1273 .0 Diameter, in: 2.850 2.850 Area, in 2 : 6.379 6.379 Height, in: 6.000 6.000 Net decrease in height, in: 0 .000

% Moisture: 15. 0 15.0 15. 0 Wet density, pcf: 126 .7 126.7 Dry density, pcf: 110.2 110.2 Void ratio: 0 . 5294 0.5294

i Saturation: 76.3 76.3 Test Readings Data for Specimen No. 4 Deformation dial constant= 0.001 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover reading for secondary load ring= 0 input units Cell pressure = 31.30 psi = 4.51 ksf Back pressure = 0.00 psi = 0.00 ksf Effective confining stress = 4.51 ksf Strain rate, /min = 1.00 Deviator Stress = 13.69 ksf at reading no. 12 ULT. STRESS = not selected No. Def. Def. Load Load Strain Deviator Principal Stresses P ksf C ksf Dial in DiaL Lbs % Stress Minor Major 1:3 Units Units ksf ksf ksf Ratio 0 0.0 0.000 0.00 0.0 0.0 0.00 4.51 4.51 1.00 4.51 0.00 1 10.0 0.010 47.00 47.0 0.2 1.06 4.51 5.57 1.23 5.04 0.53 2 20.0 0.020 80.00 80.0 0.3 1.80 4.51 6.31 1.40 5.41 0.90 3 40.0 0.040 130.00 130.0 0.7 2.91 4.51 7.42 1.65 5.96 1.46 4 60.0 0.060 180.00 180.0 1.0 4.02 4.51 8.53 1.89 6.52 2.01 5 80.0 0.080 230.00 230.0 1.3 5.12 4.51 9.63 2.14 7.07 2.56 6 100.0 0.100 289.00 289.0 1.7 6.41 4.51 10.92 2.42 7.71 3.21 7 150.0 0.150 424.00 424.0 2.5 9.33 4.51 13.84 3.07 9.17 4.67 8 200.0 0.200 534.00 534.0 3.3 11.65 4.51 16.16 3.59 10.33 5.83 9 250.0 0.250 596.00 596.0 4.2 12.89 4.51 17.40 3.86 10.95 6.45 10 300.0 0.300 627.00 627.0 5.0 13.45 4.51 17.95 3.98 11.23 6.72 11 350.0 0.350 640.00 640.0 5.8 13.60 4.51 18.11 4.02 11.31 6.80 12 400.0 0.400 650.00 650.0 6.7 13.69 4.51 18.20 4.04 11.35 6.85 13 450.0 0.450 649.00 649.0 7.5 13.55 4.51 18.06 4.01 11.28 6.78 14 500.0 0.500 645.00 645.0 8.3 13.35 4.51 17.85 3.96 11.18 6.67 Humboldt Bay ISESI Data Report E, Rev. 0 Project no.:109-276c COOPER TESTING LABORATORY Data file: 109-276C Page E-226 of 75i2j

9 ......... .... ........... ............ -.7.............. ...

RESULTS .......... ..... ............. .......... ........ .. ....... .....

C' .........

deg ................ .... ..... .... .......... .. ........

TA N ........... ........ ... ... ...........

0, 6 ............... .. ........ ......... ..... ................... ........ ..........

04) 0

.3 ............ . . . ...... .... .... .. .........

C/C ......... ... .......... ............

w V.-

0 0 3 6 9 12 15 18 Normal Stress, ksf 12

........... SAMPLE NO.: 1 2 3 4

............ .... ................. .......... WATER CONTENT, % 21.1 32.7 113.4 28.0 10 -'DRY DENSITY, pcf 106.6 89.8 38.6 95.9

........... H SATURATION % 97.9 98.7 90.9 99.8 O. b H VOID RATIO 0.581 0.911 3.371 0.757 8 H DAETER, in 2.85 2.42 2.41 2.85 HEIGHT, in 6.00 4.98 4.96 5.99

'C .... .........

WATER CONTENT % 21.1 32.7 113.4 28.0g 6 DRY DENSITY, pcf 106.6 89.8 38 .6 95.

L.

wd SATURATION, 97.9 98.7 90.9 99.8 til VOID RATIO 0.581 0.911 3.371 0.757 DIAMETER, in 2.85 2.42 2.41 2.85 0 4 HEIGHT, in 6.00 4.98 4.96 5.99 0 Strain rate, %min 1.00 1.00 1.00 1.00 BACK PRESSURE, ksf 0.0 0.0 0.0 0.0 2

................ ......... ......... CELL PRESSURE. ksf 5.5 5.5 5.5 1.5

......... . Deviator Stroess, ksf 8.6 5.7 9.1 4.7 7 a - .

0 STRAIN, % 15.0 13.1 4.0 15.0 0 5 10 15 20 ULT. STRESS. ksf Axial Strain, 5i STRAIN. %

01 FAILURE, ksf 14.1 11.2 14.6 6.2 TYPE OF TEST:

0~3 FAILURE. ksf 5.5 5.5 5.5 1.5 Unconsal idated Undrained SAMPLE TYPE: undisturbed CLIENT: Geomatrix DESCRIPTION: see sieve & PI PROJECT: 5117.008 ASSUMED SPECIFIC RAVITY= 2.7 SAMPLE LOCATION: see remarks REMARKS: 1)99-3 @ 50-52' 2)99-3 @ 55.5-56' PROJ. NO.: 109-276d DATE: 3/1/2000 3)99-3 @ 56-56.5' TRIAXIAL SHEAR TEST REPORT 4)99-4 @ 8.5-11~

Fig. No.: _ _ _

COOPER TESTING LABORATORY

.1:

Humboldt Bay 1SF SI Page E-227 of 2L4 Data Report E, Rev. 0

TRIAXIAL COMPRESSION TEST 3-01-2000 -

Unconsolidated Undrained 9:15 am Project and Sample Data Date: 3/1/2000 Client: Geomatrix Project: 5117.008 Sample location: see remarks Sample description: see sieve & PI Remarks: 1)99-3 @ 50-52' 2)99-3 @ 55.5-561 3)99-3 @ 56-56.5' 4)99-4 @ 8.5-11' Fig no.: 2nd page Fig no. (if applicable):

Type of sample: undisturbed Assumed specific gravity= 2.70 LL= PL= PI=

Test method: ASTM - Method A Specimen Parameters for Specimen No. 1 Specimen Parameter Initial Saturated Final Wt. moist soil and tare: 315.300 315.300 Wt. dry soil and tare: 263.400 263 .400 Wt. of tare: 17.000 17.000 Weight, gms: 1297.0 Diameter, in: 2. 850 2.850 Area, in2 : 6.379 6.379 Height, in: 6.000 6.000 Net decrease in height, in: 0 .000 k Moisture: 21.1 21.1 21.1 Wet density, pcf: 129.1 129.1 Dry density, pcf: 106.6 106.6 Void ratio: 0.5808 0.5808 a Saturation: 97. 9 97.9 Test Readings Data for Specimen No. 1 Deformation dial constant= 0.001 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover reading, for secondary load ring= 0 input units Cell pressure = 38.20 psi = 5.50 ksf Back pressure = 0.00 psi = 0.00 ksf Effective confining stress 5.50 ksf Strain rate, %/min = 1.00 Deviator Stress = 8.56 ksf at reading no. 22 ULT. STRESS = not selected Humboldt Bay ISFSI Data Report E, Rev. 0 Project no.:109-276d COOPER TESTING LABORATORY Data file: 109-276D Page E-228 of 2.S

Test Readings Data for Specimen No. 1 No. Def. Def. Load Load Strain Deviator Principal Stresses P ksf Q ksf Dial in Dial lbs % Stress Minor Major 1:3 Units Units ksf ksf ksf Ratio 0 0.0 0.000 0.00 0.0 0.0 0.00 5.50 5.50 1.00 5.50 -0.00 1 10.0 0.010 15.00 15.0 0.2 0.34 5.50 5.84 1.06 5.67 0.17 2 20.0 0.020 19.00 19.0 0.3 0.43 5.50 5.93 1.08 5.71 0.21 3 40.0 0.040 23.00 23.0 0.7 0.52 5.50 6.02 1.09 5.76 0.26 4 60.0 0.060 27.00 27.0 1.0 0.60 5.50 6.10 1.11 5.80 0.30 5 80.0 0.080 31.00 31.0 1.3 0.69 5.50 6.19 1.13 5.85 0.35 6 100.0 0.100 37.00 37.0 1.7 0.82 5.50 6.32 1.15 5.91 0.41 7 150.0 0.150 58.00 58.0 2.5 1.28 5.50 6.78 1.23 6.14 0.64 8 200.0 0.200 86.00 86.0 3.3 1.88 5.50 7.38 1.34 6.44 0.94 9 250.0 0.250 120.00 120.0 4.2 2.60 5.50 8.10 1.47 6.80 1.30 10 300.0 0.300 161.00 161.0 5.0 3.45 5.50 8.95 1.63 7.23 1.73 11 350.0 0.350 203.00 203.0 5.8 4.31 5.50 9.82 1.78 7.66 2.16 12 400.0 0.400 243.00 243.0 6.7 5.12 5.50 10.62 1.93 8.06 2.56 13 450.0 0.450 278.00 278.0 7.5 5.80 5.50 11.31 2.06 8.40 2.90 14 500.0 0.500 311.00 311.0 8.3 6.44 5.50 11.94 2.17 8.72 3.22 15 550.0 0.550 338.00 338.0 9.2 6.93 5.50 12.43 2.26 8.97 3.47 16 600.0 0.600 361.00 361.0 10.0 7.33 5.50 12.83 2.33 9.17 3.67 17 650.0 0.650 380.00 380.0 10.8 7.65 5.50 13.15 2.39 9.32 3.82 18 700.0 0.700 396.00 396.0 11.7 7.90 5.50 13.40 2.44 9.45 3.95 19 750.0 0.750 411.00 411.0 12.5 8.12 5.50 13.62 2.48 9.56 4.06 20 800.0 0.800 424.00 424.0 13.3 8.29 5.50 13.80 2.51 9.65 4.15 21 850.0 0.850 435.00 435.0 14.2 8.43 5.50 13.93 2.53 9.71 4.21 22 900.0 0.900 446.00 446.0 15.0 8.56 5.50 14.06 2.56 9.78 4.28 Humboldt Bay ISFSI

)ata Report E, Rev. 0 Project no.:109-276d COOPER TESTING LABORATORY Data file: 109-276D Page E-229 of Zigj

Specimen Parameters for Specimen No. 2 Specimen Parameter Initial Saturated Final Wt. moist soil and tare: 156.900 156.900 Wt. dry soil and tare: 122.300 122.300 Wt. of tare: 16.500 16 .500 Weight, gms: 716 .7 Diameter, in: 2.420 2.420 Area, in2: 4.600 4.600 Height, in: 4.980 4.980 Net decrease in height, in: 0 .000 a Moisture: 32.7 32.7 32.7 Wet density, pcf: 119 .2 119.2 Dry density, pcf: 89.8 89.8 Void ratio: 0.9113 0.9113

% Saturation:

98.7 98.7 Test Readings Data for Specimen No. 2 Deformation dial constant= 0.001 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover reading for secondary load ring= 0 input units Cell pressure = 38.20 psi = 5.50 ksf Back pressure = 0.00 psi = 0.00 ksf Effective confining stress = 5.50 ksf Strain rate,. /min = 1.00 Deviator Stress = 5.69 ksf at reading no. 17 ULT. STRESS = not selected No. Def. Def. Load Load Strain Deviator Principal Stresses P ksf a ksf Dial in Dial Lbs % Stress Minor Major 1:3 Units Units ksf ksf ksf Ratio 0 0.0 0.000 0.00 0.0 0.0 0.00 5.50 5.50 1.00 5.50 0.00 1 10.0 0.010 19.00 19.0 0.2 0.59 5.50 6.09 1.11 5.80 0.30 2 20.0 0.020 24.00 24.0 0.4 0.75 5.50 6.25 1.14 5.87 0.37 3 40.0 0.040 34.00 34.0 0.8 1.06 5.50 6.56 1.19 6.03 0.53 4 60.0 0.060 43.00 43.0 1.2 1.33 5.50 6.83 1.24 6.17 0.66 5 80.0 0.080 53.00 .53.0 1.6 1.63 5.50 7.13 1.30 6.3Z 0.82 6 ¶00.0 0.100 63.00 63.0 2.0 1.93 5.50 7.43 1.35 6.47 0.97 7 150.0 0.150 86.00 86.0 3.0 2.61 5.50 8.11 1.47 6.81 1.31 8 200.0 0.200 107.00 107.0 4.0 3.22 5.50 8.72 1.58 7.11 1.61 9 250.0 0.250 127.00 127.0 5.0 3.78 5.50 9.28 1.69 7.39 1.89 10 300.0 0.300 146.00 146.0 6.0 4.30 5.50 9.80 1.78 7.65 2.15 11 350.0 0.350 163.00 163.0 7.0 4.74 5.50 10.25 1.86 7.87 2.37 12 400.0 0.400 178.00 178.0 8.0 5.13 5.50 10.63 1.93 8.06 2.56 13 450.0 0.450 188.00 18a.0 9.0 5.35 5.50 10.85 1.97 8.18 2.68 14 500.0 0.500 197.00 197.0 10.0 5.55 5.50 11.05 2.01 8.27 2.77 15 550.0 0.550 203.00 203.0 11.0 5.65 5.50 11.15 2.03 8.33 2.83 16 600.0 0.600 206.00 206.0 12.0 5.67 5.50 11.17 2.03 8.34 2.84 17 650.0 0.650 209.00 209.0 13.1 5.69 5.50 11.19 2.03 8.35 2.84 18 700.0 0.700 211.00 211.0 14.1 5.68 5.50 11.18 2.03 8.34 2.84 19 750.0 0.750 213.00 213.0 15.1 5.66 5.50 11.16 2.03 8.33 2.83 Humboldt Bay SFSI Data Report E, Rev. 0 Project no.:109-276d COOPER TESTING LABORATORY Data file: 109-276D Page E-230 of 25L

Specimen Parameters for Specimen No. 3 Specimen Parameter Initial Saturated Final

't. moist soil and tare: 115.000 115 .000 It. dry soil and tare: 62.700 62 .700 Wt. of tare: 16.600 16.600 Weight, gms: 488.9 Diameter, in: 2.410 2.410 Area, in 2 : 4.562 4.562 Height, in: 4.960 4.960 Net decrease in height, in: 0 .000

% Moisture: 113 . 4 113.4 113 . 4 Wet density, pcf: 82 .3 82.3 Dry density, pcf: 38.6 38.6 Void ratio: 3.3706 3.3706

% Saturation: 90.9 90.9 Test Readings Data for Specimen No. 3 Deformation dial constant= 0.001 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover reading for secondary load ring= 0 input units Cell pressure = 38.20 psi = 5.50 ksf Back pressure = 0.00 psi = 0.00 ksf Effective confining stress 5.50 ksf Strain rate, /min = 1.00 Deviator Stress = 9.06 ksf at reading no. 8 ULT. STRESS = not selected I Def. Def. Load Load Strain Deviator Principal Stresses P ksf C ksf Dial in Dial Lbs % Stress Minor Major 1:3 Units Units ksf ksf ksf Ratio 0 0.0 0.000 0.00 0.0 0.0 0.00 5.50 5.50 1.00 5.50 0.00 1 10.0 0.010 47.00 47.0 0.2 1.48 5.50 6.98 1.27 6.24 0.74 2 20.0 0.020 77.00 77.0 0.4 2.42 5.50 7.92 1.44 6.71 1.21 3 40.0 0.040 130.00 130.0 0.8 4.07 5.50 9.57 1.74 7.54 2.04 4 60.0 0.060 170.00 170.0 1.2 5.30 5.50 10.80 1.96 8.15 2.65 5 80.0 0.080 203.00 203.0 1.6 6.30 5.50 11.81 2.15 8.65 3.15 6 100.0 0.100 231.00 231.0 2.0 7.15 5.50 12.65 2.30 9.07 3.57 7 150.0 0.150 278.00 278.0 3.0 8.51 5.50 14.01 2.55 9.76 4.26 8 200.0 0.200 299.00 299.0 4.0 9.06 5.50 14.56 2.65 10.03 4.53 9 250.0 0.250 290.00 290.0 5.0 8.69 5.50 14.19 2.58 9.85 4.35 10 275.0 0.275 276.00 276.0 5.5 8.23 5.50 13.73 2.50 9.62 4.11 Humboldt Bay ISFSI Data Report E, Rev. 0 Project no.:109-276d COOPER TESTING LABORATORY Data file: 109-276D Page E-23'1 of 2.rA

Specimen Parameters for Specimen No. 4 Specimen Parameter Initial Saturated Final Wt. moist soil and tare: 326.200 326.200 Wt. dry soil and tare: 258. 700 258.700 Wt. of tare: 17.500 17.500 Weight, gms: 1231.5 Diameter, in: 2.850 2.850 Area, in2: 6.379 6.379 Height, in: 5 .990 5.990 Net decrease in height, in: 0 .000

% Moisture: 28.0 28.0 28.0 Wet density, pcf: 122.8 122 .8 Dry density, pcf: 95. 9 95.9 Void ratio: 0. 7571 0.7571 V Saturation: 99.8 99.8 Test Readings Data for Specimen No. 4 Deformation dial constant= 0.001 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover reading for secondary load ring= 0 input units Cell pressure = 10.40 psi = 1.50 ksf Back pressure = 0.00 psi = 0.00 ksf Effective confining stress = 1.50 ksf Strain rate, /min = 1.00 Deviator Stress = 4.66 ksf at reading no. 22 ULT. STRESS = not selected No. Def. Def. Load Load Strain Deviator Principal Stresses P ksf Q ksf Dial in DiaL lbs % Stress Minor Major 1:3 Units Units ksf ksf ksf Ratio 0 0.0 0.000 0.00 0.0 0.0 0.00 1.50 1.50 1.00 1.50 0.00 1 10.0 0.010 10.00 10.0 0.2 0.23 1.50 1.72 1.15 1.61 0.11 2 20.0 0.020 13.00 13.0 0.3 0.29 1.50 1.79 1.20 1.64 0.15 3 40.0 0.040 17.00 17.0 0.7 0.38 1.50 1.88 1.25 1.69 0.19 4 60.0 0.060 22.00 22.0 1.0 0.49 1.50 1.99 1.33 1.74 0.25 5 80.0 0.080 27.00 27.0 1.3 0.60 1.50 2.10 1.40 1.80 0.30 6 100.0 0.100 34.00 34.0 1.7 0.75 1.50 2.25 1.50 1.87 0.38 7 150.0 0.150 58.00 58.0 2.5 1.28 1.50 2.77 1.85 2.14 0.64 8 200.0 0.200 91.00 91.0 3.3 1.99 1.50 3.48 2.33 2.49 0.99 9 250.0 0.250 123.00 123.0 4.2 2.66 1.50 4.16 2.78 2.83 1.33 10 300.0 0.300 147.00 147.0 5.0 3.15 1.50 4.65 3.10 3.07 1.58 11 350.0 0.350 166.00 166.0 5.8 3.53 1.50 5.03 3.36 3.26 1.76 12 400.0 0.400 180.00 180.0 6.7 3.79 1.50 5.29 3.53 3.39 1.90 13 450.0 0.450 190.00 190.0 7.5 3.97 1.50 5.46 3.65 3.48 1.98 14 500.0 0.500 195.00 195.0 8.3 4.03 1.50 5.53 3.69 3.51 2.02 15 550.0 0.550 202.00 202.0 9.2 4.14 1.50 5.64 3.77 3.57 2.07 16 600.0 0.600 210.00 210.0 10.0 4.27 1.50 5.76 3.85 3.63 2.13 17 650.0 0.650 217.00 217.0 10.9 4.37 1.50 5.86 3.92 3.68 2.18 18 700.0 0.700 223.00 223.0 11.7 4.45 1.50 5.94 3.97 3.72 2.22 19 750.0 0.750 228.00 228.0 12.5 4.50 1.50 6.00 4.01 3.75 2.25 20 800.0 0.800 233.00 233.0 13.4 4.56 1.50 6.05 4.04 3.78 2.28 21 850.0 0.850 238.00 238.0 14.2 4.61 1.50 6.11 4.08 3.80 2.30 22 900.0 0.900 243.00 243.0 15.0 4.66 1.50 6.16 4.11 3.83 2.33 Project no.:109-276d COOPER TESTING LABORATORY Data file: 109-276D Humboldt Bay ISFSI Page E-232 of 2.' -

Data Report E, Rev. 0

12 RESULTS. . . -l ,--

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0 4 8 12 16 20 24 Normal Stress, ksf 30 SAMPLE NO.: 1 2 3 4

.......... ... ...... ........ ........ .......... .... WATER CONTENT, % 33.7 18.7 8.1 19.4 25 -J DRY DENSITY, pcf 89.6 112.2 104.8 110.7 H SATURATION. % 99.3 97.2 35.9 96.7 H VOID RATIO 0.951 0.530 0.609 0.551 (41 DIAMETER, in 20 H 2.37 2.42 2.42 2.41 3 HEIGHT, in 5.03 5.02 5.03 5.00 4 F, 4 WATER CONTENT, 33.7 18.7 8.1 19.4 (41 DDRY DENSITY, pcf 89.6 112.2 104.8 110.7 15 (A ........... UJ SATURATION, % 99.3 97.2 35.9 96.7 H VOID RATIO 0.951 0.530 0.609 0.551 0 < DIAMETER, in 2.37 2.42 2.42 2.41 10 2 0 ........... HEIGHT, in 5.03 5.02 5.03 5.00 Strain rate, /min 1 .00 1 .00 1 .00 1 .00 BACK PRESSURE, ksf 0.0 0.0 0.0 0.0 5

CELL PRESSURE. ksf 2.0 2. 5 4.0 5.0 1 Deviator Stress, ksf 2.0 10.1 19.8 16.9 0 STRAIN, % 14.9 13.9 2.8 15.0 0 5 10 15 20 ULT. STRESS, ksf Axial Strain, % STRAIN, %

01FAILURE, ksf 4.0 12.6 23.8 21 .9 TYPE OF TEST:

03 FAILURE, ksf 2.0 2. 5 4.0 5.0 Unconsolidated Undrained SAMPLE TYPE: undisturbed CLIENT: Geomatrix DESCRIPTION: see sieve & PI PROJECT: 5117.008 ASSUMED SPECIFIC GRAVITY= 2.8 SAMPLE LOCATION: see remarks REMARKS: 1)99-4 @ 16-16.5' 2)99-4 4@ 21-21.5' PROJ. NO.: 109-276e DATE: 3/1/2000 3)99-44@ 31-31.5' TRIAXIAL SHEAR TEST REPORT 4)99-4 @ 41-41.5' Fig. No.: COOPER TESTING LABORATORY Humboldt Bay ISFSI Page E-233 of Z'i Data Report E, Rev. 0

TRIAXIAL COMPRESSION TEST 3-01-2000 -

Unconsolidated Undrained 9:31 am Project and Sample Data Date: 3/1/2000 Client: Geomatrix Project: 5117.008 Sample location: see remarks Sample description: see sieve & PI Remarks: 1)99-4 @ 16-16.5' 2)99-4 @ 21-21.5' 3)99-4 @ 31-31.5' 4)99-4 @ 41-41.5' Fig no.: 2nd page Fig no. (if applicable):

Type of sample: undisturbed Assumed specific gravity= 2.80 LL= PL= PI=

Test method: ASTM - Method A Specimen Parameters for Specimen No. 1 Specimen Parameter Initial Saturated Final Wt. moist soil and tare: 206.400 206.400 Wt. dry soil and tare: 158 .600 158.600 Wt. of tare: 16.800 16.800 Weight, gms: 695.0 Diameter, in: 2.365 2.365 Area, in2 : 4.393 4.393 Height, in: 5.030 5.030 Net decrease in height, in: 0 .000

% Moisture: 33.7 33.7 33.7 Wet density, pcf: 119. 8 119.8 Dry density, pcf: 89.6 89.6 Void ratio: 0 . 9505 0.9505

? Saturation: 99.3 99.3 Test Readings Data for Specimen No. 1 Deformation dial constant= 0.001 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover reading for secondary load ring= 0 input units Cell pressure = 13.90 psi = 2.00 ksf Back pressure = 0.00 psi = 0.00 ksf Effective confining stress = 2.00 ksf Strain rate, t/min = 1.00 Deviator Stress = 1.98 ksf at reading no. 19 ULT. STRESS = not selected Humboldt Bay ISFSI Data Report E, Rev. 0 Project no.:109-276e COOPER TESTING LARnpkTORY Data file: 109-276E Page E-234 of Z5

Test Readings Data for Specimen No. 1 No. Def. Def. Load Load Strain Deviator Principal Stresses P ksf 0 ksf Dial in Dial lbs X Stress Minor Major 1:3 Units Units ksf ksf ksf Ratio 0.0 0.000 0.00 0.0 0.0 0.00 2.00 2.00 1.00 2.00 0.00 10.0 0.010 7.00 7.0 0.2 0.23 2.00 2.23 1.11 2.12 *0.11 2 20.0 0.020 9.00 9.0 0.4 0.29 2.00 2.30 1.15 2.15 0.15 3 40.0 0.040 12.00 12.0 0.8 0.39 2.00 2.39 1.19 2.20 0.20 4 60.0 0.060 15.00 15.0 1.2 0.49 2.00 2.49 1.24 2.24 0.24 5 80.0 0.080 17.00 17.0 1.6 0.55 2.00 2.55 1.27 2.28 0.27 6 100.0 0.100 19.00 19.0 2.0 0.61 2.00 2.61 1.30 2.31 0.31 7 150.0 0.150 26.00 26.0 3.0 0.83 2.00 2.83 1.41 2.42 0.41 8 200.0 0.200 31.00 31.0 4.0 0.98 2.00 2.98 1.49 2.49 0.49 9 250.0 0.250 36.00 36.0 5.0 1.12 2.00 3.12 1.56 2.56 0.56 10 300.0 0.300 40.00 40.0 6.0 1.23 2.00 3.23 1.62 2.62 0.62 11 350.0 0.350 44.00 44.0 7.0 1.34 2.00 3.34 1.67 2.67 0.67 12 400.0 0.400 49.00 49.0 8.0 1.48 2.00 3.48 1.74 2.74 0.74 13 450.0 0.450 54.00 54.0 8.9 1.61 2.00 3.61 1.81 2.81 0.81 14 500.0 0.500 58.00 58.0 9.9 1.71 2.00 3.71 1.86 2.86 0.86 15 550.0 0.550 61.00 61.0 10.9 1.78 2.00 3.78 1.89 2.89 0.89 16 600.0 0.600 64.00 64.0 11.9 1.85 2.00 3.85 1.92 2.93 0.92 17 650.0 0.650 67.00 67.0 12.9 1.91 2.00 3.91 1.96 2.96 0.96 700.0 0.700 69.00 69.0 13.9 1.95 2.00 3.95 1.97 2.98 0.97 19 750.0 0.750 71.00 71.0 14.9 1.98 2.00 3.98 1.99 2.99 0.99 Humboldt Bay ISFSI Data Report E, Rev. 0 Project no.:109-276e COOPER TESTING LABORATORY Data file: 109-276E Page E-235 of 215

Specimen Parameters for Specimen No. 2 Specimen Parameter Initial Saturated Final Wt. moist soil and tare: 222.400 222.400 Wt. dry soil and tare: 189.900 189.900 Wt. of tare: 16.400 16.400 Weight, gms: 807.4 Diameter, in: 2.420 2.420 Area, in 2 : 4.600 4.600 Height, in: 5. 020 5.020 Net decrease in height, in: 0 .000

% Moisture: 18.7 18.7 18.7 Wet density, pcf: 133 . 2 133.2 Dry density, pcf: 112.2 112.2 Void ratio: 0.5302 0.5302

% Saturation: 97.2 97.2 Test Readings Data for Specimen No. 2 Deformation dial constant= 0.001 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover reading for secondary load ring= 0 input units Cell pressure = 17.40 psi = 2.51 ksf Back pressure = 0.00 psi = 0.00 ksf Effective confining stress = 2.51 ksf Strain rate, %/min = 1.00 Deviator Stress = 10.10 ksf at reading no. 18 ULT. STRESS = not selected No. Def. Def. Load Load Strain Deviator Principal Stresses P ksf O ksf Dial in Dial lbs % Stress Minor Major 1:3 Units Units ksf ksf ksf Ratio 0 0.0 0.000 0.00 0.0 0.0 0.00 2.51 2.51 1.00 2.51 0.00 1 10.0 0.010 19.00 19.0 0.2 0.59 2.51 3.10 1.24 2.80 0.30 2 20.0 0.020 31.00 31.0 0.4 0.97 2.51 3.47 1.39 2.99 0.48 3 40.0 0.040 50.00 50.0 0.8 1.55 2.51 4.06 1.62 3.28 0.78 4 60.0 0.060 71.00 71.0 1.2 2.20 2.51 4.70 1.88 3.60 1.10 5 80.0 0.080 91.00 91.0 1.6 2.80 2.51 5.31 2.12 3.91 1.40 6 100.0 0.100 111.00 111.0 2.0 3.41 2.51 5.91 2.36 4.21 1.70 7 150.0 0.150 155.00 155.0 3.0 4.71 2.51 7.21 2.88 4.86 2.35 8 200.0 0.200 190.00 190.0 4.0 5.71 2.51 8.22 3.28 5.36 2.86 9 250.0 0.250 222.00 222.0 5.0 6.60 2.51 9.11 3.64 5.81 3.30 10 300.0 0.300 250.00 250.0 6.0 7.36 2.51 9.86 3.94 6.19 3.68 11 350.0 0.350 275 .00 275.0 7.0 8.01 2.51 10.51 4.20 6.51 4.00 12 400.0 0.400 297.00 297.0 8.0 8.56 2.51 11.06 4.42 6.78 4.28 13 450.0 0.450 316.00 316.0 9.0 9.01 2.51 11.51 4.59 7.01 4.50 14 500.0 0.500 333.00 333.0 10.0 9.39 2.51 11.89 4.75 7.20 4.69 15 550.0 0.550 347.00 347.0 11.0 9.67 2.51 12.18 4.86 7.34 4.84 16 600.0 0.600 359.00 359.0 12.0 9.90 2.51 12.40 4.95 7.45 4.95 17 650.0 0.650 369.00 369.0 12.9 10.06 2.51 12.56 5.01 7.53 5.03 18 700.0 0.700 375.00 375.0 13.9 10.10 2.51 12.61 5.03 7.56 5.05 19 750.0 0.750 379.00 379.0 14.9 10.09 2.51 12.60 5.03 7.55 5.05 Humboldt Bay ISFSI Data Report E, Rev. 0 Project no.:109-276e COOPER TESTING LABORATORY Data file: 109-276E Page E-236 of 254

Specimen Parameters for Specimen No. 3 Specimen Parameter Initial Saturated Final Tit. moist soil and tare: 153 . 000 153.000 it. dry soil and tare: 142 .700 142.700 Wt. of tare: 15.600 15.600 Weight, gms: 687.8 Diameter, in: 2.420 2.420 Area, in2 : 4.600 4.600 Height, in: 5.030 5.030 Net decrease in height, in: 0 .000

% Moisture: 8.1 8.1 8.1 Wet density, pcf: 113 .3 113.3 Dry density, pcf: 104 .8 104 . 8 Void ratio: 0.6089 0.6089

% Saturation: 35.9 35.9 Test Readings Data for Specimen No. 3 Deformation dial constant= 0.001 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover reading for secondary load ring= 0 input units Cell pressure = 27.80 psi = 4.00 ksf Back pressure = 0.00 psi = 0.00 ksf Effective confining stress = 4.00 ksf Strain rate, %/min = 1.00 Deviator Stress = 19.81 ksf at reading no. 8 ULT. STRESS = not selected

. Def. Def. Load Load Strain Deviator PrincipaL Stresses P ksf O ksf N-- Diat in Dial lbs % Stress Minor Major 1:3 Units Units ksf ksf ksf Ratio 0 0.0 0.000 0.00 0.0 0.0 0.00 4.00 4.00 1.00 4.00 0.00 1 10.0 0.010 85.00 85.0 0.2 2.66 4.00 6.66 1.66 5.33 1.33 2 20.0 0.020 168.00 168.0 0.4 5.24 4.00 9.24 2.31 6.62 2.62 3 40.0 0.040 319.00 319.0 0.8 9.91 4.00 13.91 3.47 8.96 4.95 4 60.0 0.060 450.00 450.0 1.2 13.92 4.00 17.92 4.48 10.96 6.96 5 80.0 0.080 570.00 570.0 1.6 17.56 4.00 21.56 5.39 12.78 8.78 6 100.0 0.100 630.00 630.0 2.0 19.33 4.00 23.33 5.83 13.67 9.67 7 125.0 0.125 648.00 648.0 2.5 19.78 4.00 23.79 5.94 13.89 9.89 8 140.0 0.140 651.00 651.0 2.8 19.81 4.00 23.82 5.95 13.91 9.91 9 150.0 0.150 648.00 648.0 3.0 19.68 4.00 23.69 5.92 13.84 9.84 10 175.0 0.175 643.00 643.0 3.5 19.43 4.00 23.43 5.85 13.72 9.72 11 200.0 0.200 639.00 639.0 4.0 19.21 4.00 23.21 5.80 13.61 9.60 3umboldt Bay ISFSI iata Report E, Rev. 0 Project no.:109-276e COOPER TESTING LABORATORY Data file: 109-276E PageE-237of 25i4

Specimen Parameters for Specimen No. 4 Specimen Parameter Initial Saturated Final Wt. moist soil and tare: 211.400 211. 400 Wt. dry soil and tare: 179 .800 179 .800 Wt. of tare: 16.800 16.800 Weight, gms: 791. 0 Diameter, in: 2.410 2.410 Area, in2: 4.562 4.562 Height, in: 5.000 5.000 Net decrease in height, in: 0 .000

% Moisture: 19.4 19.4 19.4 Wet density, pcf: 132. 1 132.1 Dry density, pcf: 110 . 7 110.7 Void ratio: 0. 5513 0.5513

% Saturation: 96 . 7 96.7 Test Readings Data for Specimen No. 4 Deformation dial constant= 0.001 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover reading for secondary load ring= 0 input units Cell pressure = 34.70 psi = 5.00 ksf Back pressure = 0.00 psi = 0.00 ksf Effective confining stress = 5.00 ksf Strain rate, /min = 1.00 Deviator Stress = 16.93 ksf at reading no. 19 ULT. STRESS = not selected No. Def. Def. Load Load Strain Deviator Principal Stresses P ksf O ksf Dial in DiaL lbs % Stress Minor Major 1:3 Units Units ksf ksf ksf Ratio 0 0.0 0.000 0.00 0.0 0.0 0.00 5.00 5.00 1.00 5.00 0.00 1 10.0 0.010 8.00 8.0 0.2 0.25 5.00 5.25 1.05 5.12 0.13 2 20.0 0.020 13.00 13.0 0.4 0.41 5.00 5.41 1.08 5.20 0.20 3 40.0 0.040 23.00 23.0 0.8 0.72 5.00 5.72 1.14 5.36 0.36 4 60.0 0.060 35.00 35.0 1.2 1.09 5.00 6.09 1.22 5.54 0.55 5 80.0 0.080 50.00 .50.0 1.6 1.55 5.00 6.55 1.31 5.77 0.78 6 100.0 0.100 66.00 66.0 2.0 2.04 5.00 7.04 1.41 6.02 1.02 7 150.0 0.150 110.00 110.0 3.0 3.37 5.00 8.37 1.67 6.68 1.68 8 200.0 0.200 164.00 164.0 4.0 4.97 5.00 9.97 1.99 7.48 2.48 9 250.0 0.250 223.00 223.0 5.0 6.69 5.00 11.68 2.34 8.34 3.34 10 300.0 0.300 291.00 291.0 6.0 8.63 5.00 13.63 2.73 9.31 4.32 11 350.0 0.350 354.00 354.0 7.0 10.39 5.00 15.39 3.08 10.19 5.20 12 400.0 0.400 408.00 408.0 8.0 11.85 5.00 16.85 3.37 10.92 5.92 13 450.0 0.450 456.00 456.0 9.0 13.10 5.00 18.10 3.62 11.55 6.55 14 500.0 0.500 500.00 500.0 10.0 14.21 5.00 19.20 3.84 12.10 7.10 15 550.0 0.550 538.00 538.0 11.0 15.12 5.00 20.11 4.02 12.55 7.56 16 600.0 0.600 572.00 572.0 12.0 15.89 5.00 20.89 4.18 12.94 7.94 17 650.0 0.650 594.00 594.0 13.0 16.31 5.00 21.31 4.26 13.15 8.16 18 700.0 0.700 615.00 615.0 14.0 16.70 5.00 21.69 4.34 13.34 8.35 19 750.0 0.750 631.00 631.0 15.0 16.93 5.00 21.93 4.39 13.46 8.47 Humboldt Bay ISFSI Data Report E, Rev. 0 Project no.:109-276e COOPER TESTING LABORATORY Data file: 109-276E Page E-238 of Z59-

9 RESULTS . ........ . - .. .

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0 0 3 6 9 12 15 18 Normal Stress, ksf 12 SAMPLE NO.: 1 2 3 4 I <

WATER CONTENT, %

DRY DENSITY, pcf 20.3 106.1 26.9 97.0 22.7 104.0 25.8 100.0 10 H SATURATION. % 93.2 98.6 98.6 98.8 3 H VOID RATIO 0.589 0.738 0.621 0.717 (n Z DIAMETER, in 2.42 2.42 2.43 2.42 6

HEIGHT, in 4.99 5.02 5.00 4.98 (n WATER CONTENT, % 20.3 26.9 22.7 25.8 (A 4 6 W DRY DENSITY, pcf 106.1 97.0 104.0 100.0

........... 2 H

U SATURATION, %

VOID RATIO 93.2 0.589 98.6 0.738 98.6 0.621 98.8 0.717

< DIAMETER, in 2.42 2.42 2.43 2.42 0 4 HEIGHT, in 4.99 5.02 5.00 4.98 G Strain rte, %/min 1 .00 1 .00 1 .00 1 . 00 ii) BACK PRESSURE, ksf 0.0 0.0 0.0 0.0 2

CELL PRESSURE, ksf 5.5 2.0 2.5 4.5 Deviator Stress, ksf 10.9 4.7 8.9 6.3 0 STRAIN, % 15.0 14.9 15.0 15.1 0 5 10 1. 5 20 ULT. STRESS, ksf Axial Strain, STRAIN, %

01FAILURE. ksf 16.4 6.7 11.4 10.8 TYPE OF TEST:

O3 FAILURE. ksf 5.5 2.0 2.5 4.5 Unconsolidated Undrained SAMPLE TYPE: undisturbed CLIENT: Geomatrix DESCRIPTION: see sieve & PI PROJECT: 5117.008 ASSUMED SPECIFIC GRAVITY= 2.7 SAMPLE LOCATION: see remarks REMARKS: 1)99-4 @ 51-51.5' 2)99-5 @ 16-16.5' PROJ. NO.: 109-276f DATE: 3/1/2000 3)99-5 @ 21-21.5' TRIAXIAL SHEAR TEST REPORT 4)99-5 @ 36-36.5' Fig. No.: COOPER TESTING LABORATORY l

Humboldt Bay ISFSI Page E-239 of Z-5 Data Report E, Rev. 0

TRIAXIAL COMPRESSION TEST 3-01-2000 -

Unconsolidated Undrained 9:38 am Project and Sample Data Date: 3/1/2000 Client: Geomatrix Project: 5117.008 Sample location: see remarks Sample description: see sieve & PI Remarks: 1)99-4 51-51.5' 2)99-5 @ 16-16.5' 3)99-5 @ 21-21.5' 4)99-5 @ 36-36.5' Fig no.: 2nd page Fig no. (if applicable):

Type of sample: undisturbed Assumed specific gravity= 2.70 LL= PL= PI=

Test method: ASTM - Method A Specimen Parameters for Specimen No. 1 Specimen Parameter Initial Saturated Final Wt. moist soil and tare: 151.300 151 .300 Wt. dry soil and tare: 128.700 128 .700 Wt. of tare: 17.500 17.500 Weight, gms: 769 .0 Diameter, in: 2.420 2.420 Area, in : 2 4.600 4.600 Height, in: 4.990 4.990 Net decrease in height, in: 0. 000

% Moisture: 20 .3 20.3 20.3 Wet density, pcf: 127.6 127.6 Dry density, pcf: 106 .1 106.1 Void ratio: 0.5890 0.5890

% Saturation: 93 .2 93.2 Test Readings Data for Specimen No. 1 Deformation dial constant= 0.001 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover reading, for secondary load ring= 0 input units Cell pressure = 38.20 psi = 5.50 ksf Back pressure = 0.00 psi = 0.00 ksf Effective confining stress 5.50 ksf Strain rate, /min = 1.00 Deviator Stress = 10.93 ksf at reading no. 19 ULT. STRESS = not selected Humboldt Bay ISFSI Data Report E, Rev. 0 Project no.:109-276f COOPER TESTING LABORATORY Data file: 109-276F Page E-240 of 25'-

Test Readings Data for Specimen No. 1 No. Def. Def. Load Load Strain Deviator Principal Stresses P ksf Q ksf DiaL in Dial lbs % Stress Minor Major 1:3 Units Units ksf ksf ksf Ratio 0 0.0 0.000 0.00 0.0 0.0 0.00 5.50 5.50 1.00 5.50 0.00 1 10.0 0.010 10.00 10.0 0.2 0.31 5.50 5.81 1.06 5.66 0.16 2 20.0 0.020 14.00 14.0 0.4 0.44 5.50 5.94 1.08 5.72 0.22 3 40.0 0.040 21.00 21.0 0.8 0.65 5.50 6.15 1.12 5.83 0.33 4 60.0 0.060 30.00 30.0 1.2 0.93 5.50 6.43 1.17 5.96 0.46 5 80.0 0.080 40.00 40.0 1.6 1.23 5.50 6.73 1.22 6.12 0.62 6 100.0 0.100 53.00 53.0 2.0 1.63 5.50 7.13 1.30 6.31 0.81 7 150.0 0.150 85.00 85.0 3.0 2.58 5.50 8.08 1.47 6.79 1.29 8 200.0 0.200 121.00 121.0 4.0 3.64 5.50 9.14 1.66 7.32 1.82 9 250.0 0.250 156.00 156.0 5.0 4.64 5.50 10.14 1.84 7.82 2.32 10 300.0 0.300 195.00 195.0 6.0 5.74 5.50 11.24 2.04 8.37 2.87 11 350.0 0.350 233.00 233.0 7.0 6.78 5.50 12.28 2.23 8.89 3.39 12 400.0 0.400 271.00 271.0 8.0 7.80 5.50 13.30 2.42 9.40 3.90 13 450.0 0.450 301.00 301.0 9.0 8.57 5.50 14.07 2.56 9.79 4.29 14 500.0 0.500 331.00 331.0 10.0 9.32 5.50 14.83 2.70 10.16 4.66 15 550.0 0.550 356.00 356.0 11.0 9.92 5.50 15.42 2.80 10.46 4.96 16 600.0 0.600 381.00 381.0 12.0 10.49 5.50 15.99 2.91 10.75 5.25 17 650.0 0.650 398.00 398.0 13.0 10.84 5.50 16.34 2.97 10.92 5.42 18 700.0 0.700 404.00 404.0 14.0 10.87 5.50 16.37 2.98 10.94 5.44 19 750.0 0.750 411.00 411.0 15.0 10.93 5.50 16.43 2.99 10.97 5.47 Humboldt Bay ISFSI

)ata Report E, Rev. 0 Project no.:109-276f COOPER TESTING LABORATORY Data file: 109-276F Page E-241 of 25'

Specimen Parameters for Specimen No. 2 Specimen Parameter Initial Saturated Final Wt. moist soil and tare: 225 . 600 225.600 Wt. dry soil and tare: 181.300 181.300 Wt. of tare: 16 . 800 16.800 Weight, gms: 746.3 Diameter, in: 2.420 2.420 Area, in 2 : 4.600 4.600 Height, in: S. 020 5.020 Net decrease in height, in: 0 .000

% Moisture: 26 . 9 26.9 26.9 Wet density, pcf: 123 . 1 123.1 Dry density, pcf: 97.0 97. 0 Void ratio: 0.7376 0.7376

% Saturation: 98.6 98.6 Test Readings Data for Specimen No. 2 Deformation dial constant= 0.001 in per input unit Primary load ring constant= lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover reading for secondary load ring= 0 input units Cell pressure = 13.90 psi = 2.00 ksf Back pressure = 0.00 psi = 0.00 ksf Effective confining stress 2.00 ksf Strain rate, i/min = 1.00 Deviator Stress = 4.69 ksf at reading no. 19 ULT. STRESS = not selected No. Def. Def. Load Load Strain Deviator Principak Stresses P ksf C ksf DiaL in DiaL Lbs 7 Stress Minor Major 1:3 Units Units ksf ksf ksf Ratio 0 0.0 0.000 0.00 0.0 0.0 0.00 2.00 2.00 1.00 2.00 0.00 1 10.0 0.010 12.00 12.0 0.2 0.37 2.00 2.38 1.19 2.19 0.19 2 20.0 0.020 17.00 17.0 0.4 0.53 2.00 2.53 1.26 2.27 0.27 3 40.0 0.040 27.00 27.0 0.8 0.84 2.00 2.84 1.42 2.42 0.42 4 60.0 0.060 36.00 36.0 1.2 1.11 2.00 3.12 1.56 2.56 0.56 5 80.0 0.080 44.00 44.0 1.6 1.36 2.00 3.36 1.68 2.68 0.68 6 100.0 0.100 53.00 53.0 2.0 1.63 2.00 3.63 1.81 2.81 0.81 7 150.0 0.150 72.00 72.0 3.0 2.19 2.00 4.19 2.09 3.09 1.09 8 200.0 0.200 89.00 89.0 4.0 2.68 2.00 4.68 2.34 3.34 1.34 9 250.0 0.250 103.00 103.0 5.0 3.06 2.00 5.07 2.53 3.53 1.53 10 300.0 0.300 116.00 116.0 6.0 3.41 2.00 5.42 2.71 3.71 1.71 11 350.0 0.350 126.00 126.0 7.0 3.67 2.00 5.67 2.83 3.84 1.83 12 400.0 0.400 135.00 135.0 8.0 3.89 2.00 5.89 2.94 3.95 1.94 13 450.0 0.450 143.00 143.0 9.0 4.08 2.00 6.08 3.04 4.04 2.04 14 500.0 0.500 150.00 150.0 10.0 4.23 2.00 6.23 3.11 4.12 2.11 15 550.0 0.550 156.00 156.0 11.0 4.35 2.00 6.35 3.17 4.18 2.17 16 600.0 0.600 163.00 163.0 12.0 4.49 2.00 6.49 3.24 4.25 2.25 17 650.0 0.650 168.00 168.0 12.9 4.58 2.00 6.58 3.29 4.29 2.29 18 700.0 0.700 173.00 173.0 13.9 4.66 2.00 6.66 3.33 4.33 2.33 19 750.0 0.750 176.00 176.0 14.9 4.69 2.00 6.69 3.34 4.35 2.34 Humboldt Bay ISFSI Data Report E, Rev. 0 Project no.:109-276f COOPER TESTING LABORATORY Data file: 109-276F Page E-242 of 2!5q

Specimen Parameters for Specimen No. 3 Specimen Parameter Initial Saturated Final Wt. moist soil and tare: 190.600 190.600 Wt. dry soil and tare: 158 . 500 158.500 Wt. of tare: 17.000 17.000 Weight, gms: 773 .3 Diameter, in 2.425 2.425 Area, in2: 4 . 619 4.619 Height, in: 5.000 5.000 Net decrease in height, in: 0 .000

% Moisture: 22.7 22.7 22.7 Wet density, pcf: 127 . 6 127.6 Dry density, pcf: 104 .0 104 . 0 Void ratio: 0.6210 0.6210

% Saturation: 98.6 98.6 Test Readings Data for Specimen No. 3 Deformation dial constant= 0.001 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover reading for secondary load ring= 0 input units Cell pressure = 17.40 psi = 2.51 ksf Back pressure = 0.00 psi = 0.00 ksf Effective confining stress = 2.51 ksf Strain rate, /min = 1.00 Deviator Stress = 8.93 ksf at reading no. 19 ULT. STRESS = not selected Def. Def. Load Load Strain Dev'iator Principal Stresses P ksf O ksf Dial in Dial Lbs % Stress Minor Major 1:3 Units Units ksf ksf ksf Ratio 0 0.0 0.000 0.00 0.0 0.0 0.00 2.51 2.51 1.00 2.51 0.00 1 10.0 0.010 14.00 14.0 0.2 0.44 2.51 2.94 1.17 2.72 0.22 2 20.0 0.020 27.00 27.0 0.4 0.84 2.51 3.34 1.33 2.92 0.42 3 40.0 0.040 45.00 45.0 0.8 1.39 2.51 3.90 1.56 3.20 0.70 4 60.0 0.060 64.00 64.0 1.2 1.97 2.51 4.48 1.79 3.49 0.99 5 80.0 0.080 81.00 .81.0 1.6 2.49 2.51 4.99 1.99 3.75 1.24 6 100.0 0.100 97.00 97.0 2.0 2.96 2.51 5.47 2.18 3.99 1.48 7 150.0 0.150 129.00 129.0 3.0 3.90 2.51 6.41 2.56 4.46 1.95 8 200.0 0.200 161.00 161.0 4.0 4.82 2.51 7.32 2.92 4.92 2.41 9 250.0 0.250 188.00 188.0 5.0 5.57 2.51 8.07 3.22 5.29 2.78 10 300.0 0.300 213.00 213.0 6.0 6.24 2.51 8.75 3.49 5.63 3.12 11 350.0 0.350 235.00 235.0 7.0 6.81 2.51 9.32 3.72 5.91 3.41 12 400.0 0.400 254.00 254.0 8.0 7.29 2.51 9.79 3.91 6.15 3.64 13 450.0 0.450 270.00 270.0 9.0 7.66 2.51 10.17 4.06 6.34 3.83 14 500.0 0.500 286.00 286.0 10.0 8.03 2.51 10.53 4.20 6.52 4.01 15 550.0 0.550 300.00 300.0 11.0 8.32 2.51 10.83 4.32 6.67 4.16 16 600.0 0.600 312.00 312.0 12.0 8.56 2.51 11.07 4.42 6.79 4.28 17 650.0 0.650 322.00 322.0 13.0 8.73 2.51 11.24 4.49 6.87 4.37 18 700.0 0.700 330.00 330.0 14.0 8.85 2.51 11.35 4.53 6.93 4.42 19 750.0 0.750 337.00 337.0 15.0 8.93 2.51 11.44 4.56 6.97 4.47 T-umboldt Bay ISFSI

)ata Report E, Rev. 0 Project no.:109-276f COOPER TESTING LABORATORY Data file: 109-276F Page E-243 of Z(q

Specimen Parameters for Specimen No. 4 Specimen Parameter Initial Saturated Final Wt. moist soil and tare: 220.600 220 .600 Wt. dry soil and tare: 178.600 178.600 Wt. of tare: 15.600 15.600 Weight, gms: 755. 9 Diameter, in: 2.420 2.420 Area, in 2 : 4.600 4.600 Height, in: 4.980 4.980 Net decrease in height, in: 0 .000 t Moisture: 25.8 25.8 25.8 Wet density, pcf: 125.7 125.7 Dry density, pcf: 10 0 . 0 100. 0 Void ratio: 0. 7175 0.7175 i Saturation: 98.8 98.8 Test Readings Data for Specimen No. 4 Deformation dial constant= 0.001 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover reading for secondary load ring= 0 input units Cell pressure = 31.30 psi = 4.51 ksf Back pressure = 0.00 psi = 0.00 ksf Effective confining stress = 4.51 ksf Strain rate, /min = 1.00 Deviator Stress = 6.33 ksf at reading no. 19 ULT. STRESS = not selected No. Def. Def. Load Load Strain Deviator PrincipaL Stresses P ksf Oksf Dial in Dial Lbs x Stress Minor Major 1:3 Units Units ksf ksf ksf Ratio 0 0.0 0.000 0.00 0.0 0.0 0.00 4.51 4.51 1.00 4.51 0.00 1 10.0 0.010 7.00 7.0 0.2 0.22 4.51 4.73 1.05 4.62 0.11 2 20.0 0.020 10.00 10.0 0.4 0.31 4.51 4.82 1.07 4.66 0.16 3 40.0 0.040 15.00 15.0 0.8 0.47 4.51 4.97 1.10 4.74 0.23 4 60.0 0.060 20.00 20.0 1.2 0.62 4.51 5.13 1.14 4.82 0.31 5 80.0 0.080 26.00 .26.0 1.6 0.80 4.51 5.31 1.18 4.91 0.40 6 100.0 0.100 33.00 33.0 2.0 1.01 4.51 5.52 1.22 5.01 0.51 7 150.0 0.150 49.00 49.0 3.0 1.49 4.51 6.00 1.33 5.25 0.74 8 200.0 0.200 66.00 66.0 4.0 1.98 4.51 6.49 1.44 5.50 0.99 9 250.0 0.250 84.00 84.0 5.0 2.50 4.51 7.00 1.55 5.76 1.25 10 300.0 0.300 104.00 104.0 6.0 3.06 4.51 7.57 1.68 6.04 1.53 11 350.0 0.350 123.00 123.0 7.0 3.58 4.51 8.09 1.79 6.30 1.79 12 400.0 0.400 144.00 144.0 8.0 4.15 4.51 8.65 1.92 6.58 2.07 13 450.0 0.450 161.00 161.0 9.0 4.58 4.51 9.09 2.02 6.80 2.29 14 500.0 0.500 178.00 178.0 10.0 5.01 4.51 9.52 2.11 7.01 2.51 15 550.0 0.550 193.00 193.0 11.0 5.37 4.51 9.88 2.19 7.19 2.69 16 600.0 0.600 209.00 209.0 12.0 5.75 4.51 10.26 2.28 7.38 2.88 17 650.0 0.650 223.00 223.0 13.1 6.07 4.51 10.58 2.35 7.54 3.04 18 700.0 0.700 232.00 232.0 14.1 6.24 4.51 10.75 2.38 7.63 3.12 19 750.0 0.750 238.00 238.0 15.1 6.33 4.51 10.84 2.40 7.67 3.16 Humboldt Bay ISFSI Data Report E, Rev. 0 Project no.:109-276f COOPER TESTING LABORATORY Data file: 109-276F Page E-244 of -2.-1

6 ........ .. .... .... ............ ... .... . ........ ... ............ .... .. . ...... ..

RESULTS .................. ... ............................. . .................... ...

C, ksf ............ .............. ... ..............

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0

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11 0.1 0

0 2 4 6 8 10 12 Normal Stress, ksf 6

..........- SAMPLE NO.: 1 2 WATER CONTENT, % 34.2 23.1 5 2 -J DRY DENSITY, pcf 58.0 102.6 H SATURATION, % 99.0 97.2 H VOID RATIO 0.950 0.643 (A) 7 DIAMETER, in 2.42 2.03 4 H I HEIGHT. in 5.01 4.01 (1n WATER CONTENT, 34.2 23.1 (n

4)

L.

U) 3 HDRY Li SATURATION, HVOID RATIO DENSITY, pcf 88.0 102.6 99.0 0.950 0.643 97.2 0

a 2

DIAMETER, in

<HEIGHT, in Strain rate, %1min 2.42 5.01 1 . 00 2.03 4.01 1 .00 4)

BACK PRESSURE, sf 0 .00 0 .00 0 1 .... ........ .. ..... . .. .. .... ........ CELL. PRESSURE. ksf 5.00 0 .99

................ Deviator Stress, ksf 3 .88 4.96 0 STRAIN, % 13.0 15.0 0 5 10 15 20 ULT. STRESS. ksf Axial Strain, % STRAIN, 5%

Ci FAILURE, ksf 8.88 5.95 TYPE OF TEST:

3,FAILURE, ks f 5.00 0.99 Unconsolidated Undrained SAMPLE TYPE: undisturbed CLIENT: Geomatrix DESCRIPTION: see sieve & PI PROJECT; 5117.008 ASSUMED SPECIFIC RAVITY= 2.75 SAMPLE LOCATION: 1)99-5 0 46-46.5' REMARKS: 2)99-5 0 5-5.5' PROJ. NO.: 109-276g DATE: 3/1/2000 TRIAXIAL SHEAR TEST REPORT Fig. No.: _ _ _

COOPER TESTING LABORATORY Humboldt Bay ISFSI Page E-245 of 2-Data Report E, Rev. 0

TRIAXIAL COMPRESSION TEST 3-01-2000 Unconsolidated Undrained 9:42 am Project and Sample Data Date: 3/1/2000 -

Client: Geomatrix Project: 5117.008 Sample location: 99-5 @.46-46.5' Sample description: see sieve & PI Remarks:

Fig no.: 2nd page Fig no. (if applicable):

Type of sample: undisturbed Assumed specific gravity= 2.75 LL= PL= PI=

Test method: ASTM - Method A Specimen Parameters for Specimen No. 1 Specimen Parameter Initial Saturated Final Wt. moist soil and tare: 202.800 202.800 Wt. dry soil and tare: 155.500 155.500 Wt. of tare: 17.200 17.200 Weight, gms: 711.8 Diameter, in: 2.415 2.415 2 4.581 4.581 Area, in :

Height, in: 5. 010 5.010 Net decrease in height, in: 0. 000

% Moisture: 34 .2 34.2 34.2 Wet density, pcf: 118 .2 118.2 Dry density, pcf: 88.0 88.0 Void ratio: 0.9498 0.9498

% Saturation: 99. 0 9 9. 0 Test Readings Data for Specimen No. 1 Deformation dial constant= 0.001 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover reading for secondary load ring= 0 input units Cell pressure = 34.70 psi = 5.00 ksf Back pressure = 0.00 psi = 0.00 ksf Effective confining stress = 5.00 ksf Strain rate, /min = 1.00 Deviator Stress = 3.88 ksf at reading no. 17 ULT. STRESS = not selected Humboldt Bay ISFSI Data Report E, Rev. 0 Project no.:109-276g COOPER TESTING LABORATORY Data file: 109-276G Page E-246 of 254i

Test Readings Data for Specimen No. 1 No. Def. Def. Load Load Strain Deviator Principal Stresses P ksf Q ksf Dial in Dial lbs % Stress Minor Major 1:3 Units Units ksf ksf ksf Ratio 0 0.0 0.000 0.00 0.0 0.0 0.00 5.00 5.00 1.00 5.00 -0.00 1 10.0 0.010 17.00 17.0 0.2 0.53 5.00 5.53 1.11 5.26 0.27 2 20.0 0.020 24.00 24.0 0.4 0.75 5.00 5.75 1.15 5.37 0.38 3 40.0 0.040 36.00 36.0 0.8 1.12 5.00 6.12 1.22 5.56 0.56 4 60.0 0.060 46.00 46.0 1.2 1.43 5.00 6.43 1.29 5.71 0.71 5 80.0 0.080 56.00 56.0 1.6 1.73 5.00 6.73 1.35 5.86 0.87 6 100.0 0.100 63.00 63.0 2.0 1.94 5.00 6.94 1.39 5.97 0.97 7 150.0 0.150 79.00 79.0 3.0 2.41 5.00 7.41 1.48 6.20 1.20 8 200.0 0.200 92.00 92.0 4.0 2.78 5.00 7.77 1.56 6.39 1.39 9 250.0 0.250 101.00 101.0 5.0 3.02 5.00 8.01 1.60 6.51 1.51 10 300.0 0.300 110.00 110.0 6.0 3.25 5.00 8.25 1.65 6.62 1.63 11 350.0 0.350 119.00 119.0 7.0 3.48 5.00 8.48 1.70 6.74 1.74 12 400.0 0.400 125.00 125.0 8.0 3.62 5.00 8.61 1.72 6.80 1.81 13 450.0 0.450 128.00 128.0 9.0 3.66 5.00 8.66 1.73 6.83 1.83 14 500.0 0.500 131.00 131.0 10.0 3.71 5.00 8.70 1.74 6.85 1.85 15 550.0 0.550 135.00 135.0 11.0 3.78 5.00 8.77 1.76 6.89 1.89 16 600.0 0.600 139.00 139.0 12.0 3.85 5.00 8.84 1.77 6.92 1.92 17 650.0 0.650 142.00 142.0 13.0 3.88 5.00 8.88 1.78 6.94 1.94 18 700.0 0.700 143.00 143.0 14.0 3.87 5.00 8.86 1.77 6.93 1.93 19 750.0 0.750 144.00 144.0 15.0 3.85 5.00 8.85 1.77 6.92 1.92 Humboldt Bay ISFSI

)ata Report E, Rev. 0 Project no.:109-276g COOPER TESTING LABORATORY Data file: 109-276G Page E-247 of 25

TRIAXIAL COMPRESSION TEST 3-06-2000 -

Unconsolidated Undrained 2:20 pm Project and Sample Data Date: 3/1/2000 Client: Geomatrix Project: 5117.008 Sample location: 1)99-5 @ 46-46.5' 2)99-5 @ 5-5.5' Sample description: see sieve & PI Remarks:

Fig no.: 2nd page Fig no. (if applicable):

Type of sample: undisturbed Assumed specific gravity= 2.75 LL= PL= PI=

Test method: ASTM - Method A Specimen Parameters for Specimen No. 2 Specimen Parameter Initial Saturated Final Wt. moist soil and tare: 124.000 124.000 Wt. dry soil and tare: 103.800 103.800 Wt. of tare: 16.500 16.500 Weight, gms: 430.5 Diameter, in: 2.030 2.030 Area, in 2 : 3 .237 3.237 Height, in: 4.010 4 .010 Net decrease in height, in: 0 .000 a Moisture: 23.1 23.1 23.1 Wet density, pcf: 126.4 126.4 Dry density, pcf: 102.6 102 . 6 Void ratio: 0.6425 0. 6425 i Saturation: 97.2 97.2 Test Readings Data for Specimen No. 2 Deformation dial constant= 0.001 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover reading. for secondary load ring= 0 input units Cell pressure = 6.90 psi = 0.99 ksf Back pressure = 0.00 psi = 0.00 ksf Effective confining stress = 0.99 ksf Strain rate, /min = 1.00 Deviator Stress = 4.96 ksf at reading no. 16 ULT. STRESS = not selected Humboldt Bay ISFSI Data Report E, Rev. 0 Project no.:109-276g COOPER TESTING LABORATORY Data file: 109-276G Page E-248 of 254

Test Readings Data for Specimen No. 2 No. Def. Def. Load Load Strain Deviator Principal Stresses P ksf Q ksf Dial in DiaL Lbs % Stress Minor Major 1:3 Units Units ksf ksf ksf Ratio 0 0.0 0.000 0.00 0.0 0.0 0.00 0.99 0.99 1.00 0.99 -0.00 1 10.0 0.010 11.00 11.0 0.2 0.49 0.99 1.48 1.49 1.24 -0.24 2 20.0 0.020 18.00 18.0 0.5 0.80 0.99 1.79 1.80 1.39 0.40 3 40.0 0.040 30.00 30.0 1.0 1.32 0.99 2.32 2.33 1.65 0.66 4 60.0 0.060 39.00 39.0 1.5 1.71 0.99 2.70 2.72 1.85 0.85 5 80.0 0.080 48.00 48.0 2.0 2.09 0.99 3.09 3.11 2.04 1.05 6 100.0 0.100 60.00 60.0 2.5 2.60 0.99 3.60 3.62 2.30 1,30 7 150.0 0.150 82.00 82.0 3.7 3.51 0.99 4.51 4.53 2.75 1.76 8 200.0 0.700 98.00 98.0 5.0 4.14 0.99 5.14 5.17 3.06 2.07 9 250.0 0.250 109.00 109.0 6.2 4.55 0.99 5.54 5.58 3.27 2.27 10 300.0 0.300 116.00 116.0 7.5 4.77 0.99 5.77 5.81 3.38 2.39 11 350.0 0.350 119.00 119.0 8.7 4.83 0.99 5.83 5.86 3.41 2.42 12 400.0 0.400 122.00 122.0 10.0 4.89 0.99 5.88 5.92 3.44 2.44 13 450.0 0.450 125.00 125.0 11.2 4.94 0.99 5.93 5.97 3.46 2.47 14 500.0 0.500 127.00 127.0 12.5 4.95 0.99 5.94 5.98 3.47 2.47 15 550.0 0.550 129.00 129.0 13.7 4.95 0.99 5.95 5.98 3.47 2.48 16 600.0 0.600 131.00 131.0 15.0 4.96 0.99 5.95 5.99 3.47 2.48 Humboldt Bay SFSI Data Report E, Rev. 0 Project no.:109-276g COOPER TESTING LABORATORY Data file: 109-276G Page E-249 of Z7LIj

9 .... .............. ..... ..... .......... ....... ..... .......

RESULTS ........ .... ............. ........... ......

C , ks f ........ ....

deg .... .... ... L T AN . ................... .........

6 . .... ...... ... .... .........

(f) . ................ .. ..............

..... ...... ................ O. ..... ..... ... .... .......

(n ... .............. .... ........

.3 ...... ... ...

o f... ........... ....... ...

0 0 3 6 9 12 15 I15 Normal Stress, ksf 9.0 .......... SAMPLE NO.: 1 2

....... ..... ... ... ........ WATER CONTENT, % 22.1 48.4

7. 5 -J DRY DENSITY, paf 106.0 71.6 H SATURATION % 98.2 96.6 HVOID RATIO 0.620 1.353 2

(A~

6. 0 H DAETER, in 2.40 2.42 HEIGHT, in 5.02 5.02 WATER CONTENT., 22.1 48.4 Ctn 4 5 DRY DENSITY, pf 106.0 71.6 U]SATURATION. 98.2 96.6 (n VOID RATIO 0.620 1.353I 0 3.0 DIAMETER, in 2.40 2.42

.............. <HEIGHT, in 5.02 5.02 0 Strain rate, %/min 1 . 00 1 .00 BACK PRESSURE, ksf 0.0 0.0 a) .5 CELL PRESSURE, ksf 7.0 8.0 Deviator Stress, ksf 4.9 6.5 0 STRAIN, % 14.9 8.0 0 5 10 15 20 ULT. STRESS. ksf Axial Strain, % STRAIN. %

<71FATLURE. ksf 11 .9 14.5 TYPE OF TEST:

73 FAILURE, ks f 7.0 8.0 Unconsol idated Undrained SAMPLE TYPE: CLIENT: Geomatrix DESCRIPTION: see remarks PROJECT: 5117.008 - PG&E ASSUMED SPECIFIC GRAVITY= 275 SAMPLE LOCATION: 1) 99-5, 14-3 © 52.5 REMARKS: 1) gray sandy SILT 2) 99-5, 15-3 @ 55.5-56' with sand PROJ. NO.: 109-279o DATE: 3/31/00

2) gray ilty CLAY changing TRIAXIAL SHEAR TEST REPORT to drk gry organic CLAY Fig. No.: _ _ _

COOPER TESTING LABORATORY Humboldt Bay SFS1 Data Report E, Rev. 0 Page E-250 of Z5H

TRIAXIAL COMPRESSION TEST 3 2000 -

Unconsolidated Undrained 12:10 pm Project and Sample Data

~ Date: 3/31/00 Client: Geomatrix Project: 5117.008 - PG&E Sample location: 1) 99-5, 14-3 @ 52.5-53' 2) 99-5, 15-3 @ 55.5-56' Sample description: see remarks Remarks: 1) gray sandy SILT with sand

2) gray silty CLAY changing to drk gry organic CLAY Fig no.: 2nd page Fig no. (if applicable):

Type of sample:

Assumed specific gravity= 2.75 LL= PL= PI=

Test method: ASTM - Method A Specimen Parameters for Specimen No. 1 Specimen Parameter Initial Saturated Final Wt. moist soil and tare: 216.900 216.900 Wt. dry soil and tare: 180.400 180.400 Wt. of tare: 15.500 15.500 Weight, gms: 771. 7 Diameter, in: 2.400 2.400 Area, in2 : 4 . 524 4 . 524 Height, in: 5 .020 5.020 Net decrease in height, in: 0 . 00 0

% Moisture: 22.1 22.1 22.1 Wet density, pcf: 129.5 129.5 Dry density, pcf: 106 .0 106.0

-Void ratio: 0.6197 0.6197

% Saturation: 98.2 98.2 Test Readings Data for Specimen No. 1 Deformation dial constant= 0.001 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover reading for secondary load ring= 0 input units Cell pressure = 48.60 psi = 7.00 ksf Back pressure = 0.00 psi = 0.00 ksf Effective confining stress = 7.00 ksf Strain rate, /min = 1.00 Deviator Stress = 4.87 ksf at reading no. 18 ULTT. STRESS = not selected Humboldt Bay ISFSI

)ata Report E, Rev. 0 Project no.:109-279a COOPER TESTING LABORATORY Data file: 109-279A Page E-251 of 25q-

Test Readings Data for Specimen No. 1 No. Def. Def. Load Load Strain Deviator Principal Stresses P ksf 0 ksf Dial in Dial Lbs % Stress Minor Major 1:3 Units Units ksf ksf ksf Ratio 0 0.0 0.000 0.00 0.0 0.0 0 00 7.00 7.00 1.00 7.00 0.00 1 10.0 0.010 5.00 5.0 0.2 0.16 7.00 7.16 1.02 7.08 0.08 2 20.0 0.020 6.00 6.0 0.4 0.19 7.00 7.19 1.03 7.09 0.10 3 40.0 0.040 10.00 10.0 0.8 0.32 7.00 7.31 1.05 7.16 0.16 4 60.0 0.060 13.00 13.0 1.2 0.41 7.00 7.41 1.06 7.20 0.20 5 80.0 0.080 16.00 16.0 1.6 0.50 7.00 7.50 1.07 7.25 0.25 6 100.0 0.100 20.00 20.0 2.0 0.62 7.00 7.62 1.09 7.31 0.31 7 125.0 0.125 25.00 25.0 2.5 0.78 7.00 7.77 1.11 7.39 0.39 8 150.0 0.150 31.00 31.0 3.0 0.96 7.00 7.96 1.14 7.48 0.48 9 175.0 0.175 36.00 36.0 3.5 1.11 7.00 8.10 1.16 7.55 0.55 10 200.0 0.200 42.00 42.0 4.0 1.28 7.00 8.28 1.18 7.64 0.64 11 250.0 0.250 58.00 58.0 '5.0 1.75 7.00 8.75 1.25 7.88 0.88 12 300.0 0.300 74.00 74.0 6.0 2.21 7.00 9.21 1.32 8.11 1.11 13 350.0 0.350 90.00 90.0 7.0 2.67 7.00 9.66 1.38 8.33 1.33 14 400.0 0.400 107.00 107.0 8.0 3.13 7.00 10.13 1.45 8.57 1.57 15 500.0 0.500 139.00 139.0 10.0 3.98 7.00 10.98 1.57 8.99 1.99 16 600.0 0.600 157.00 157.0 12.0 4.40 7.00 11.40 1.63 9.20 2.20 17 700.0 0.700 173.00 173.0 13.9 4.74 7.00 11.74 1.68 9.37 2.37 18 750.0 0.750 180.00 180.0 14.9 4.87 7.00 11.87 1.70 9.44 2.44 Humboldt Bay ISFSI Data Report E, Rev. 0 Project no. :109-279a COOPER TESTING LABORATORY Data file: 109-279A Page E-252 of Z5T-

Specimen Parameters for Specimen No. 2 Specimen Parameter Initial Saturated Final Wt. moist soil and tare: 177. 900 177.900 Wt. dry soil and tare: 125.000 125.000 Wt. of tare: 15.700 15.700 Weight, gms: 644 . 3 Diameter, in: 2.420 2.420 Area, in2: 4.600 4.600 Height, in: 5.020 5.020 Net decrease in height, in: 0.000

% Moisture: 48.4 48.4 48.4 Wet density, pcf: 106 . 3 106 .3 Dry density, pcf: 71 . 6 71.6 Void ratio: 1.3531 1.3531

% Saturation: 96. 6 96.6 Test Readings Data for Specimen No. 2 Deformation dial constant= 0.001 in per input unit Primary load ring constant= 1 lbs per input unit Secondary load ring constant= 0 lbs per input unit Crossover reading for secondary load ring= 0 input units Cell pressure = 55.60 psi = 8.01 ksf Back pressure = 0.00 psi = 0.00 ksf Effective confining stress = 8.01 ksf Strain rate, /min = 1.00 Deviator Stress = 6.51 ksf at reading no. 13 ULT. STRESS = not selected

o. Def. Def. Load Load Strain Deviator PrincipaL Stresses P ksf O ksf DiaL in Diat Lbs % Stress Minor Major 1:3 Units Uni ts ksf ksf ksf Ratio 0 0.0 0.000 0.00 0.0 0.0 0.00 8.01 8.01 1.00 8.01 0.00 1 10.0 0.010 21.00 21.0 0.2 0.66 8.01 8.66 1.08 8.33 0.33 2 20.0 0.020 32.00 32.0 0.4 1.00 8.01 9.00 1.12 8.51 0.50 3 40.0 0.040 48.00 48.0 0.8 1.49 8.01 9.50 1.19 8.75 0.75 4 60.0 0.060 62.00 62.0 1.2 1.92 8.01 9.92 1.24 8.97 0.96 5 80.0 0.080 75.00 75.0 1.6 2.31 8.01 10.32 1.29 9.16 1.16 6 100.0 0.100 90.00 90.0 2.0 2.76 8.01 10.77 1.34 9.39- 1.38 7 125.0 0.125 107.00 107.0 2.5 3.27 8.01 11.27 1.41 9.64 1.63 8 150.0 0.150 123.00 123.0 3.0 3.74 8.01 11.74 1.47 9.87 1.87 9 175.0 0.175 139.00 139.0 3.5 4.20 8.01 12.21 1.52 10.11 2.10 10 200.0 0.200 153.00 153.0 4.0 4.60 8.01 12.61 1.57 10.31 2.30 11 250.0 0.250 179.00 179.0 5.0 5.32 8.01 13.33 1.67 10.67 2.66 12 300.0 0.300 202.00 202.0 6.0 5.95 8.01 13.95 1.74 10.98 2.97 13 400.0 0.400 226.00 226.0 8.0 6.51 8.01 14.52 1.81 11.26 3.26 14 450.0 0.450 228.00 228.0 9.0 6.50 8.01 14.50 1.81 11.26 3.25 15 500.0 0.500 229.00 229.0 10.0 6.46 8.01 14.46 1.81 11.23 3.23 16 600.0 0.600 232.00 232.0 12.0 6.40 8.01 14.40 1 .80 11.20 3.20 17 700.0 0.700 236.00 236.0 13.9 6.36 8.01 14.36 1.79 11.19 3.18 18 750.0 0.750 238.00 238.0 14.9 6.34 8.01 14.34 1.79 11.18 3.17

' 4 umboldt Bay ISFSI ita Report E, Rev. 0 Project no.:109-279a COOPER TESTING LABORATORY Data file: 109-279A Page E-253 of Z-i

UNCONFINED COMPRESSION TEST

16. 00 2

cn 12. 00 In a) .......... ..

a) 8.00 (n

Q) . .. .......

4.00 U ..... . .... - . ......... ..... .... ........ .......... ..

0.00 C 4 8 12 16 Axial Strain, %

f-SAMPLE NO.: 1 2 Unconfined strength. ksf 3.01 13.99 .

Undrained shear strength, ksf 1.51 6.99 Foilure strain, 13.8 8.7 Strain rate, %/min 1.00 1.00 Woter content, % 24.0 19.0 Wet density, pcf 126.5 133.2 Dry density, pcf 102.1 111.9 .

Saturation, % 99.3 98.0 Void ratio 0.6511 0.5340 Specimen diameter, in 1.93 1.92 Specimen height. in 4.00 4.03 Height/diameter ratio 2.07 2.10 _ __

Description:

1)olive gray CLAY 2)olive sandy CLAY ASS. GS= 2.7 Type: undisturbed Project No.: 109-253b Client: Geomatrix Date: 4/23/99 Remarks: Project: 5117.02 Location: 1)99-2, 8-4 @ 18.5-19 2)99-2, 9-4 20-20.5' UNCONFINED COMPRESSION TEST Fig. No.: COOPER TESTING LABORATORY F I

Humboldt Bay ISFS1 Page E-254 of 5 Data Report E, Rev. 0

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