geotechnical data report longview regional water treatment

950 Pacific Avenue, Suite 515 Tacoma, WA 98402

(253) 926-2493

June 7, 2010

Prepared for

Kennedy/Jenks Consultants

Geotechnical Data ReportLongview Regional Water Treatment Plant

Longview, Washington

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TABLE OF CONTENTS

Page

1.0 INTRODUCTION 1-1

2.0 GEOLOGIC SETTING 2-1

3.0 FIELD EXPLORATION PROGRAM 3-1 3.1 EXPLORATORY BORINGS 3-1 3.2 CONE PENETROMETER TESTS 3-2

4.0 LABORATORY TESTING 4-1 4.1 NATURAL MOISTURE CONTENT 4-1 4.2 SIEVE ANALYSIS 4-1 4.3 FINES CONTENT 4-1 4.4 ATTERBERG LIMITS 4-2 4.5 CONSOLIDATION TESTS 4-2 4.6 CORROSION TESTING 4-2

5.0 USE OF THIS REPORT 5-1

6.0 REFERENCES 6-1

FIGURES

Figure Title

1 Vicinity Map 2 Site and Exploration Plan 3 Water Treatment Plant Site

APPENDICES

Appendix Title

A Exploration Summary Logs B Geotechnical Laboratory Test Results C Previous Logs by Others

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1.0 INTRODUCTION

This Geotechnical Data Report (GDR) presents the results of our field geotechnical investigation

and laboratory testing program for the Longview Regional Water Treatment Plant and associated

waterline in Longview, Washington. The overall project location is shown on the Vicinity Map, Figure 1.

The Site and Exploration Plan, Figure 2, shows the approximate location of the explorations completed

for this study as well as the locations of historical borings completed by others along the waterline

alignment. Figure 3 presents a Site and Exploration Plan for the Water Treatment Plant Site. Appendix A

presents summary logs of conditions observed in the explorations completed for this study. The results of

the laboratory testing program are included as Appendix B. Logs of previous explorations completed by

others are included in Appendix C.


2.0 GEOLOGIC SETTING

Geologic information for the project area was obtained from Geologic Map of the Mount St.

Helens Quadrangle, Washington and Oregon (Phillips 1987). According to Phillips, subsurface deposits

in the vicinity of the proposed improvements consist of alluvium. Deposits defined as alluvium typically

consist of younger, unconsolidated, stratified units of silt, sand, and gravel. In some areas alluvium may

contain interbeds of peat and organic silt. The alluvium was transported and deposited by the Columbia

and Cowlitz Rivers. This unit is typically very soft/loose to stiff/medium dense, has low to moderate

shear strength, and depending on its composition, can be moderately compressible.

The general geologic stratigraphy within the project area is relatively complex due to depositional

processes. Lateral migration of point bars, channel splays and levees have resulted in interbedded and

interfingered layers of sand and silt that vary both horizontally and vertically. The transitions are mostly

gradational, but can occur relatively abruptly. Organic material (leaves, sticks, limbs, etc.) is commonly

present within the finer-grained sediments. Logs were encountered within the alluvial deposits at the site.

Normal deposition has been punctuated by voluminous input of lahar runout and volcanic alluvium from

Holocene volcanic eruptions. Fill of variable composition and density is located within the roadway

corridors and developed areas.

The methods of field exploration effectively precluded the accurate measurement of the site

groundwater level. Based on previous explorations completed in the Mint Farm (see Appendix C), it is

anticipated that the site groundwater table is located within 5 to 10 ft of the existing ground surface.


3.0 FIELD EXPLORATION PROGRAM

Subsurface conditions at the location of the proposed Longview Regional Water Treatment Plant

(Longview RWTP) and waterline route were explored on May 8, 2009 and between August 12 and 18,

2009. The exploration program consisted of advancing five (5) exploratory borings (B-9, B-10, and

B-101 through B-103) and three (3) cone penetrometer test (CPT) soundings (CPT-101 through CPT-103)

at the approximate locations illustrated on the Site and Exploration Plan (Figures 2 and 3). The

explorations were located in the field with a hand-held GPS unit.

3.1 EXPLORATORY BORINGS

The exploratory borings (B-9, B-10, and B-101 through B-103) were advanced to depths of

between 39 and 79 ft BGS with a truck- or track-mounted drill rig and the mud-rotary drilling technique.

Borings B-9 and B-10 were advanced on May 8, 2009 while borings B-101 through B-103 were advanced

between August 12 and 14, 2009. Holocene Drilling, Inc., of Edgewood, Washington advanced the

borings under subcontract to Landau Associates.

The geotechnical exploratory program was coordinated and monitored by a Landau Associates

geotechnical engineer who also obtained representative soil samples, maintained a detailed record of the

observed subsurface soil and groundwater conditions, and described the soil encountered by visual and

textural examination. Each representative soil type observed in our exploratory borings was described

using the soil classification system shown on Figure A-1, in general accordance with ASTM D2488,

Standard Recommended Practice for Description of Soils (Visual-Manual Procedure). Logs of the

exploratory borings are presented on Figures A-2 through A-6. These logs represent our interpretation of

subsurface conditions identified during the field exploration program. The stratigraphic contacts shown

on the individual logs represent the approximate boundaries between soil types; actual transitions may be

more gradual. The soil and groundwater conditions depicted are only for the specific date and locations

reported, and therefore, are not necessarily representative of other locations and times.

Disturbed samples of the soil encountered from the borings were obtained at frequent intervals

using either a 1.5-inch inside-diameter (ID) Standard Penetration Test (SPT) split-spoon sampler or a

2.375 ID Modified California split-spoon sampler. The samplers were driven up to 18 inches (or a

portion thereof) into the undisturbed soil ahead of the auger bit with a 140-lb automatic hammer falling a

distance of approximately 30 inches. The number of blows required to drive the sampler for the final 12

inches (or portion thereof) of soil penetration, is noted on the boring logs adjacent to the appropriate

sample notation.


Relatively undisturbed samples of fine-grained soil encountered in the borings were obtained by

advancing a 3-inch, outside-diameter (OD), thin-walled Shelby tube into the undisturbed soil ahead of the

drill bit. The tube was advanced approximately 24 inches using a hydraulic piston sampler. After

removal of the tube from the borehole, the ends of the tube were capped and sealed. Samples collected in

this manner were submitted to Soil Technology, Inc. of Bainbridge Island, Washington for completion of

consolidation tests.

Upon completion of drilling and sampling, the boreholes were abandoned in general accordance

with the requirements of Washington Administrative Code (WAC) 173-160.

3.2 CONE PENETROMETER TESTS

The CPT program was completed between August 17 through 18, 2009. The CPT soundings

were advanced to depths ranging from between 73⅓ to 120¼ ft BGS using track-mounted CPT

equipment. In Situ Engineering, Inc. of Snohomish, Washington completed the CPT soundings under

subcontract to Landau Associates.

At each CPT sound location, a four-channel electronic cone was pushed at a rate of about 1 to 2

cm/sec. The cone was used to simultaneously record tip resistance, sleeve friction, pore pressure, and

inclination every 5 cm. Data was transmitted electronically from the cone to a receiver located at the

ground surface. Upon completion of testing, the CPT soundings were abandoned in general accordance

with the requirements of WAC 173-160.

In Situ Engineering, Inc. reduced the collected CPT data and plotted tip resistance and friction

ration (sleeve friction divided by tip resistance) as a function of sounding depth. They then used

published correlations (Robertson and Campanella 1983) to estimate soil behavior types and equivalent

Standard Penetration Test (SPT) values at each interval where data was recorded (i.e., every 5 cm). In

Situ Engineering’s detailed interpretation of soil behavior types and equivalent SPT values are presented

on Figures A-7 through A-9. Text files of the CPT test results are also included on a compact disk (CD)

on included in Appendix A.

It should be noted that the published correlations used by In Situ Engineering, Inc. to develop

their detailed logs are generally regarded as predictions of soil behavior rather than actual soil type.

Factors such as changes in stress history, sensitivity, stiffness, and void ratio will influence the soil

classifications when using the published correlations. Accordingly, actual soil types at some or all of the

CPT locations may vary from the soil types shown on In Situ Engineering’s interpreted logs.

Furthermore, the soil and groundwater conditions depicted are only for the specific dates and locations

reported and, therefore, are not necessarily representative of other locations and times.


4.0 LABORATORY TESTING

Natural moisture content determinations, fines content determinations, Atterberg limit

determinations, and one-dimensional consolidation tests were performed on selected samples to aid in soil

classification and the determination of engineering properties. Laboratory testing was performed in

general accordance with the ASTM standard test procedures, which are described below. The samples

were checked against the field log descriptions, which were updated where appropriate in general

accordance with ASTM D2487, Standard Test Method for Classification of Soils for Engineering

Purposes. Corrosion testing was also completed on selected samples obtained from the borings.

4.1 NATURAL MOISTURE CONTENT

Natural moisture content determinations were performed on selected soil samples recovered from

the borings in general accordance with ASTM D2216. The natural moisture content of a sample is

defined as the ratio of the mass of water lost during drying versus the total mass of the oven-dried (105ºC)

sample, assuming that the sample received by the lab is representative of the in situ moisture condition.

The results of these tests are plotted at the respective sample depth on the exploration logs, as indicated in

the column labeled “Test Data” on the summary boring logs in Appendix A and the summary test pit logs

in Appendix A.

4.2 SIEVE ANALYSIS

A grain size analyses was performed on a single soil sample obtained from borings B-10 in

accordance with ASTM D422 to provide an indication of the grain size distribution. The sample selected

for grain size analysis is designated with a “GS” entry in the column labeled “Test Data” on Figure A-3 in

Appendix A. The result of the grain size analysis is presented on Figure B-1 in the form of grain size

distribution curve.

4.3 FINES CONTENT

The fines content (the percentage of material passing the U.S. Standard No. 200 sieve) of selected

soil samples obtained from our exploratory borings were determined in general accordance with ASTM

D1140 test procedures. The percentages of particles passing the U.S. Standard No. 200 Sieve is shown as

-200=xx (percent of dry weight) at the respective sample depth in the column labeled “Test Data” on the

summary boring logs in Appendix A.


4.4 ATTERBERG LIMITS

Atterberg limit determinations were performed on representative soil samples obtained from the

borings in general accordance with ASTM D4318 to determine the liquid limit (LL), plastic limit (PL),

and plasticity index (PI). The results of the Atterberg limit determinations are presented on Figures B-2

and B-3. Samples in which Atterberg limit determinations were completed are designated by “AL” in the

column labeled “Test Data” in Appendix A and are also shown graphically on the summary boring logs in

Appendix A.

4.5 CONSOLIDATION TESTS

The consolidation characteristics of selected fine-grained soil samples obtained from the

exploratory borings were determined at Soil Technology, Inc. laboratory in general accordance with

ASTM D2435 test procedures. The consolidation test results are included in the Soil Technology reports,

which are included in Appendix B. Samples for which this test was completed are designated by “GT” in

the column labeled “Test Data” on the summary logs.

4.6 CORROSION TESTING

Representative soil samples obtained from the borings were subjected to a suite of tests to

estimate the corrosive potential of the near-surface soils. The corrosion testing was completed by

Analytical Resources, Inc. (ARI) of Tukwila, Washington under subcontract to Landau Associates. The

Redox Potential was determined in accordance with Method SM 2580 test procedure. The pH was

determined in accordance with the SW9045 test procedure. Sulfides were determined in accordance with

the EPA 376.2 test procedure. The Minimum Resistivity was determined in accordance with the ASTM

G 57 test procedure. Preserved total solids were determined in accordance with the EPA 160.3 test

procedure. Samples in which corrosion testing was completed are designated by “COR” in the column

labeled “Test Data” in Appendix A. The results of the testing are summarized in the main portion of this

report. The data package prepared by ARI is included as an attachment to this appendix.


6.0 REFERENCES

Phillips, W.M. 1987. Geologic Map of the Mount St. Helens Quadrangle, Washington and Oregon. Washington Division of Geology and Earth Resources. Open File Report 87-4. Robertson and Campanella. 1983. Interpretation of Cone Penetration Tests, Parts I and II. Canadian Geotechnical Journal. Vol. 20, No. 4, pp 717-745. November 4.

Longview

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Beech

Ray Morse ParkRay Morse Park

Columbia RiverColumbia River

Lake SacajaweaLake Sacajawea

Data Source: ESRI 2008

Longview RegionalWater Treatment PlantLongview, Washington

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Longview RegionalWater Treatment PlantLongview, Washington Site and Exploration Plan

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Legend

&< B-9Approximate Boring Locationand Designation

# CPT-101Approximate CPT SoundingLocation and Designation

&< B-1

Approximate Boring Location andDesignation at Previously ConsideredWater Treatment Plant Site or WaterLine Alignment

#* CPT-1

Approximate CPT Sounding Location andDesignation at Previously ConsideredWater Treatment Plant Site or WaterLine Alignment

! P-3(74A)Approximate Location and Designationof Hart Crowser CPT Sounding (HartCrowser 2003)

ª" TP-213Approximate Location and Designationof Hart Crowser Test Pit (Hart Crowser2003)

Data Source: Cowlitz County; ESRI Image Server; Kenedy/Jenks 2009

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Legend

&< B-101Approximate Boring Locationand Designation

# CPT-101Approximate CPT SoundingLocation and Designation

APPENDIX A

Exploration Summary Logs

A-1Longview Regional

Water Treatment PlantLongview, Washington

1

MH

OL

CL

ML

SC

Field and Lab Test Data

Soil Classification System

SM

SP(Little or no fines)

(Mor

e th

an 5

0% o

f m

ater

ial i

s sm

alle

r th

an N

o. 2

00 s

ieve

siz

e)

Silty gravel; gravel/sand/silt mixture(s)

Silty sand; sand/silt mixture(s)

Clayey sand; sand/clay mixture(s)

Inorganic silt and very fine sand; rock flour; silty or clayey finesand or clayey silt with slight plasticityInorganic clay of low to medium plasticity; gravelly clay; sandyclay; silty clay; lean clay

Organic silt; organic, silty clay of low plasticity

Inorganic silt; micaceous or diatomaceous fine sand

Inorganic clay of high plasticity; fat clay

Organic clay of medium to high plasticity; organic silt

MAJORDIVISIONS

AC or PC

CLEAN SAND

FIN

E-G

RA

INE

D S

OIL

PT

OH

CH

Well-graded gravel; gravel/sand mixture(s); little or no fines

Pocket Penetrometer, tsfTorvane, tsfPhotoionization Detector VOC screening, ppmMoisture Content, %Dry Density, pcfMaterial smaller than No. 200 sieve, %Grain Size - See separate figure for dataAtterberg Limits - See separate figure for dataOther Geotechnical TestingChemical Analysis

PP = 1.0TV = 0.5

PID = 100W = 10D = 120

-200 = 60GSALGTCA

Groundwater

Code

SAMPLER TYPE

Code Description

SW

GC

Sample Depth Interval

Recovery Depth Interval

Sample Identification Number

SAMPLE NUMBER & INTERVAL

TYPICALDESCRIPTIONS (2)(3)

Asphalt concrete pavement or Portland cement pavement

USCSLETTER

SYMBOL(1)

Approximate water level at time of drilling (ATD)Approximate water level at time other than ATD

abcdefghi12345

Clayey gravel; gravel/sand/clay mixture(s)

GRAPHICSYMBOL

Drilling and Sampling Key

Description

Portion of Sample Retainedfor Archive or Analysis

GM

GP

GWPoorly graded gravel; gravel/sand mixture(s); little or no fines

Well-graded sand; gravelly sand; little or no fines

Poorly graded sand; gravelly sand; little or no fines

Peat; humus; swamp soil with high organic content

CLEAN GRAVELGRAVEL ANDGRAVELLY SOIL

(Appreciable amount offines)

GRAVEL WITH FINES

(Little or no fines)

(More than 50% ofcoarse fraction passedthrough No. 4 sieve)

SAND ANDSANDY SOIL

CO

AR

SE

-GR

AIN

ED

SO

IL

(More than 50% ofcoarse fraction retained

on No. 4 sieve)

3.25-inch O.D., 2.42-inch I.D. Split Spoon2.00-inch O.D., 1.50-inch I.D. Split SpoonShelby TubeGrab SampleSingle-Tube Core BarrelDouble-Tube Core Barrel2.50-inch O.D., 2.00-inch I.D. WSDOT3.00-inch O.D., 2.375-inch I.D. Mod. CaliforniaOther - See text if applicable300-lb Hammer, 30-inch Drop140-lb Hammer, 30-inch DropPushedVibrocore (Rotosonic/Geoprobe)Other - See text if applicable

(Mor

e th

an 5

0% o

f mat

eria

l is

larg

er th

an N

o. 2

00 s

ieve

siz

e)

SAND WITH FINES(Appreciable amount of

fines)

HIGHLY ORGANIC SOIL

(Liquid limit greater than 50)

SILT AND CLAY

RK

DB

Rock (See Rock Classification)

(Liquid limit less than 50)

SILT AND CLAY

Wood, lumber, wood chips

GRAPHICSYMBOL

Construction debris, garbage

PAVEMENT

ROCK

WOOD

DEBRIS

OTHER MATERIALS TYPICAL DESCRIPTIONSLETTERSYMBOL

WD

> 30% and <> 15% and <> 5% and <

<

> _ _ _ _

Primary Constituent:Secondary Constituents:

Additional Constituents:

Notes: 1. USCS letter symbols correspond to symbols used by the Unified Soil Classification System and ASTM classification methods. Dual letter symbols(e.g., SP-SM for sand or gravel) indicate soil with an estimated 5-15% fines. Multiple letter symbols (e.g., ML/CL) indicate borderline or multiple soilclassifications.

2. Soil descriptions are based on the general approach presented in the Standard Practice for Description and Identification of Soils (Visual-ManualProcedure), outlined in ASTM D 2488. Where laboratory index testing has been conducted, soil classifications are based on the Standard TestMethod for Classification of Soils for Engineering Purposes, as outlined in ASTM D 2487.

3. Soil description terminology is based on visual estimates (in the absence of laboratory test data) of the percentages of each soil type and is definedas follows:

4. Soil density or consistency descriptions are based on judgement using a combination of sampler penetration blow counts, drilling or excavatingconditions, field tests, and laboratory tests, as appropriate.

50% - "GRAVEL," "SAND," "SILT," "CLAY," etc. 50% - "very gravelly," "very sandy," "very silty," etc. 30% - "gravelly," "sandy," "silty," etc. 15% - "with gravel," "with sand," "with silt," etc. 5% - "with trace gravel," "with trace sand," "with trace silt," etc., or not noted.

Soil Classification System and KeyFigure

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11

12

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1

4

12

16

26

28.5

36

b2

b2

b2

b2

b2

b2

b2

b2

b2

WD

MH/OH

SM

SP-SM

SP

ML

ML

Wood Chips(FILL)

Gray, clayey SILT with trace organics (verysoft, wet)

(ALLUVIUM)

Gray, silty, fine to medium SAND (veryloose, wet)

Gray and white, fine to coarse SAND withsilt (medium dense, wet)

Gray, fine to coarse SAND with gravel(loose, wet)

Gray, very sandy SILT (very soft, wet)

Gray SILT with sand (very soft, wet)

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

SPT N-Value

10 20 30 40

Moisture Content (%)

20 40 60 80

Fines Content (%)

20 40 60 800

5

10

15

20

25

30

35

40

45Notes:

Sam

pler

Typ

e

Blo

ws/

Foo

t

Tes

t D

ata

Gro

undw

ater

LiquidLimit

05/08/09

Sam

ple

Num

ber

& I

nter

val

LAI Project No: 133009.010

Non-Standard N-Value

Gra

phic

Sym

bol

Dep

th (

ft)

US

CS

Sym

bol

Logged By:

Drilled By:

SOIL PROFILE

Ground Elevation (ft):

Drilling Method:

Holocene Drilling Inc.

SAMPLE DATA

Date:

Mud Rotary

PlasticLimit

1. Stratigraphic contacts are based on field interpretations and are approximate.2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions.3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols.

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J S

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BO

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G L

OG

WIT

H G

RA

PH

B-9

BAB

Not Measured

Log of Boring B-9 A-2(1 of 2)

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Gro

undw

ater

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Mea

sure

d

3

8

10

46

51

59

b2

b2

b2

ML

ML

SM

Gray, sandy SILT (soft, wet)

Gray, silty, fine to medium SAND (loose,wet)

S-10

S-11

S-12

Boring Completed 05/08/09. Total Depth of Boring = 59.0 ft.

SPT N-Value

10 20 30 40


20 40 60 80

Fines Content (%)

20 40 60 8045

50

55

60

65

70

75

80

85

90Notes:

Sam

pler

Typ

e

Blo

ws/

Foo

t

Tes

t D

ata

Gro

undw

ater

LiquidLimit

05/08/09

Sam

ple

Num

ber

& I

nter

val



Gra

phic

Sym

bol

Dep

th (

ft)

US

CS

Sym

bol

Logged By:

Drilled By:

SOIL PROFILE


Drilling Method:


SAMPLE DATA

Date:

Mud Rotary

PlasticLimit


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2/21

/09

Y:\1

33\0

09.0

00\T

\133

009.

010

.GP

J S

OIL

BO

RIN

G L

OG

WIT

H G

RA

PH

B-9

BAB

Not Measured


Figure

1330

09.0

1 1

2/21

/09

Y:\1

33\0

09.0

00\T

\133

009.

010

.GP

J S

OIL

BO

RIN

G L

OG

WIT

H G

RA

PH


Gro

undw

ater

not

Mea

sure

d

11

9

1

1

15

9

7

8

W = 61

W = 67AL

W = 48-200 = 88

-200=6W = 25

GS

6

17

21

31

39

b2

b2

b2

b2

b2

b2

b2

b2

SM

MH/OH

ML

SP-SM

SM

Brown, very silty, fine to coarse SAND withgravel (medium dense, wet)

(FILL)

- pound on rock, blow count notrepresentative

Gray, clayey SILT with organics (stiff, wet)(ALLUVIUM)

- grades very soft

Gray, SILT with sand (very soft, wet)

Gray, fine to medium SAND with silt(medium dense, wet)

Gray, silty, fine to medium SAND (loose,wet)

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8


SPT N-Value

10 20 30 40


20 40 60 80

Fines Content (%)

20 40 60 800

5

10

15

20

25

30

35

40

45Notes:

Sam

pler

Typ

e

Blo

ws/

Foo

t

Tes

t D

ata

Gro

undw

ater

LiquidLimit

05/08/09

Sam

ple

Num

ber

& I

nter

val



Gra

phic

Sym

bol

Dep

th (

ft)

US

CS

Sym

bol

Logged By:

Drilled By:

SOIL PROFILE


Drilling Method:


SAMPLE DATA

Date:

Mud Rotary

PlasticLimit


1330

09.0

1 1

2/21

/09

Y:\1

33\0

09.0

00\T

\133

009.

010

.GP

J S

OIL

BO

RIN

G L

OG

WIT

H G

RA

PH

B-10

BAB

Not Measured

Log of Boring B-10 A-3Figure

1330

09.0

1 1

2/21

/09

Y:\1

33\0

09.0

00\T

\133

009.

010

.GP

J S

OIL

BO

RIN

G L

OG

WIT

H G

RA

PH


Gro

undw

ater

not

Mea

sure

d

23

0

3

2

3

2

3

2

8

CORW = 31

W = 49AL

W = 45

GTW = 37

AL

W = 46

W = 60AL

W = 68

GTW = 51

AL

W = 39-200 = 72

W = 48-200 = 81

W = 47-200 = 77

6

11

21

32.5

37

h2

b2

b2

c3

b2

b2

b2

c3

b2

b2

b2

MH

ML

ML

MH

ML

ML

Light to dark brown, clayey SILT with tracefine sand with fine roots and organics (stiff,damp to moist)

(ALLUVIUM)

Gray SILT with organics (very soft, wet)

- interbedded (3" thickness) light brownclayey SILT

Gray SILT with trace sand, organics, andwood (very soft to soft, wet)

Gray, clayey SILT with scattered fineorganics (very soft to soft, wet)

Gray, sandy SILT (very soft to soft, wet)

- with occasional fine roots

Gray, sandy SILT with wood (soft to mediumstiff, wet)

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

S-11

SPT N-Value

10 20 30 40


20 40 60 80

Fines Content (%)

20 40 60 800

5

10

15

20

25

30

35

40

45Notes:

Sam

pler

Typ

e

Blo

ws/

Foo

t

Tes

t D

ata

Gro

undw

ater

LiquidLimit

08/12/09

Sam

ple

Num

ber

& I

nter

val



Gra

phic

Sym

bol

Dep

th (

ft)

US

CS

Sym

bol

Logged By:

Drilled By:

SOIL PROFILE


Drilling Method:


SAMPLE DATA

Date:

Mud Rotary

PlasticLimit


1330

09.0

1 1

2/21

/09

Y:\1

33\0

09.0

00\T

\133

009.

010

.GP

J S

OIL

BO

RIN

G L

OG

WIT

H G

RA

PH

B-101

MBB

Not Measured


Figure

1330

09.0

1 1

2/21

/09

Y:\1

33\0

09.0

00\T

\133

009.

010

.GP

J S

OIL

BO

RIN

G L

OG

WIT

H G

RA

PH


Gro

undw

ater

Not

Mea

sure

d

4

9

4

5

54

23

27

W = 44-200 = 67

W = 41-200 = 71

AL=NPW = 66

W = 70

54

46

51

66

79

b2

b2

b2

b2

b2

b2

b2

ML

ML

ML

ML

Gray, very sandy SILT with scattered fineorganics (soft to medium stiff, wet)

Gray, sandy SILT (medium stiff to stiff, wet)

- with trace scattered shell fragments andfine roots

Light gray SILT interbedded (1/16 to 1"thickness) with fine to medium SAND withsilt and organics (very stiff to hard, wet)

(VOLCANIC ASH)

S-12

S-13

S-14

S-15

S-16

S-17

S-18


SPT N-Value

10 20 30 40


20 40 60 80

Fines Content (%)

20 40 60 8045

50

55

60

65

70

75

80

85

90Notes:

Sam

pler

Typ

e

Blo

ws/

Foo

t

Tes

t D

ata

Gro

undw

ater

LiquidLimit

08/12/09

Sam

ple

Num

ber

& I

nter

val



Gra

phic

Sym

bol

Dep

th (

ft)

US

CS

Sym

bol

Logged By:

Drilled By:

SOIL PROFILE


Drilling Method:


SAMPLE DATA

Date:

Mud Rotary

PlasticLimit


1330

09.0

1 1

2/21

/09

Y:\1

33\0

09.0

00\T

\133

009.

010

.GP

J S

OIL

BO

RIN

G L

OG

WIT

H G

RA

PH

B-101

MBB

Not Measured


Figure

1330

09.0

1 1

2/21

/09

Y:\1

33\0

09.0

00\T

\133

009.

010

.GP

J S

OIL

BO

RIN

G L

OG

WIT

H G

RA

PH


Gro

undw

ater

Not

Mea

sure

d

10

2

0

3

2

2

4

3

6

CORW = 39

W = 50AL

W = 39-200 = 86

W = 50AL

W = 57

W = 58

GTW = 55

AL

W = 50

W = 47-200 = 60

6

11

17.25

21

26.5

37.25

h2

b2

b2

c3

b2

b2

b2

b2

c3

b2

b2

MH

ML

ML

ML

ML

MH

ML

Dark brown to light brown, SILT with tracefine sand with abundant organics and roots(medium stiff, wet)

(ALLUVIUM)

Brown to gray, very sandy SILT with roots(very soft to soft, wet)

Gray SILT with organics and roots (very softto soft, wet)

Gray SILT with sand, organics, and roots(soft, wet)

Gray, clayey SILT with organics and roots(very soft to soft, wet)

Gray, clayey SILT with organics and roots(very soft to soft, wet)

Gray, very sandy SILT with scatteredorganics and wood (medium stiff, wet)

S-1

S-2AS-2B

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

S-11

SPT N-Value

10 20 30 40


20 40 60 80

Fines Content (%)

20 40 60 800

5

10

15

20

25

30

35

40

45Notes:

Sam

pler

Typ

e

Blo

ws/

Foo

t

Tes

t D

ata

Gro

undw

ater

LiquidLimit

08/13/09

Sam

ple

Num

ber

& I

nter

val



Gra

phic

Sym

bol

Dep

th (

ft)

US

CS

Sym

bol

Logged By:

Drilled By:

SOIL PROFILE


Drilling Method:


SAMPLE DATA

Date:

Mud Rotary

PlasticLimit


1330

09.0

1 1

2/21

/09

Y:\1

33\0

09.0

00\T

\133

009.

010

.GP

J S

OIL

BO

RIN

G L

OG

WIT

H G

RA

PH

B-102

MBB

Not Measured


Figure

1330

09.0

1 1

2/21

/09

Y:\1

33\0

09.0

00\T

\133

009.

010

.GP

J S

OIL

BO

RIN

G L

OG

WIT

H G

RA

PH


Gro

undw

ater

Not

Mea

sure

d

12

10

13

12

75

11

4

W = 36-200 = 28

W = 48-200 = 54

W = 46

W = 46AL

W = 55

GTW = 52

AL

W = 40

75

48

51

55.5

66

69.5

76

79

b2

b2

b2

b2

b2

b2

c3

b2

ML

SM

ML

ML

ML

MH

ML

Gray, very sandy SILT with scatteredorganics and wood (medium stiff, wet)

Gray, silty, fine SAND with organics andwood debris (medium dense, wet)

Gray, very sandy SILT interbedded (1/16"thickness) with organics (stiff, wet)

Gray, clayey SILT with fine organics andtrace wood (stiff, wet)

- decreasing wood

Light gray, SILT interbedded (1/4" thickness)of scattered organics and wood (hard, wet)

(VOLCANIC ASH)

Gray, clayey SILT with scattered fineorganics (stiff, wet)

(ALLUVIUM)

Gray SILT with sand and wood (soft tomedium stiff, wet)

S-12AS-12B

S-13

S-14

S-15

S-16

S-17

S-18

S-19


SPT N-Value

10 20 30 40


20 40 60 80

Fines Content (%)

20 40 60 8045

50

55

60

65

70

75

80

85

90Notes:

Sam

pler

Typ

e

Blo

ws/

Foo

t

Tes

t D

ata

Gro

undw

ater

LiquidLimit

08/13/09

Sam

ple

Num

ber

& I

nter

val



Gra

phic

Sym

bol

Dep

th (

ft)

US

CS

Sym

bol

Logged By:

Drilled By:

SOIL PROFILE


Drilling Method:


SAMPLE DATA

Date:

Mud Rotary

PlasticLimit


1330

09.0

1 1

2/21

/09

Y:\1

33\0

09.0

00\T

\133

009.

010

.GP

J S

OIL

BO

RIN

G L

OG

WIT

H G

RA

PH

B-102

MBB

Not Measured


Figure

1330

09.0

1 1

2/21

/09

Y:\1

33\0

09.0

00\T

\133

009.

010

.GP

J S

OIL

BO

RIN

G L

OG

WIT

H G

RA

PH


Gro

undw

ater

Not

Mea

sure

d

20

3

0

0

2

8

2

3

8

CORW = 26

W = 74

GTW = 63

AL

W = 63

W = 75AL

W = 54W = 31

-200 = 17

W = 81

GTW = 107

AL

W = 77

W = 50

5.5

11

17

28.5

31

34.5

37.5

h2

b2

b2

c3

b2

b2

b2

b2

c3

b2

b2

SM

ML

MH/OH

MH

SP/ML

MH

CH/OH

MH

Brown, silty, fine to medium SAND withroots and trace gravel (medium dense, wet)

(FILL)

Gray-brown SILT with abundant organics,roots, and wood and interbedded (1/4" to1/2" thickness) with silty fine SAND (soft,wet)

(ALLUVIUM)

Gray, clayey SILT with fine organics andwood (very soft, wet)

Gray, clayey SILT with organics and wood(very soft to soft, wet)

Gray, fine to medium SAND interbedded(1/4" thickness) with SILT (loose, wet)

Gray, clayey SILT with organics and roots(soft, wet)

Gray, silty CLAY with organics and roots(soft, wet)

Gray, clayey SILT with organics and roots(soft to medium stiff, wet)

- vertical direction organics

LL = 131

S-1

S-2

S-3

S-4

S-5

S-6

S-7AS-7B

S-8

S-9

S-10

S-11

107

SPT N-Value

10 20 30 40


20 40 60 80

Fines Content (%)

20 40 60 800

5

10

15

20

25

30

35

40

45Notes:

Sam

pler

Typ

e

Blo

ws/

Foo

t

Tes

t D

ata

Gro

undw

ater

LiquidLimit

08/14/09

Sam

ple

Num

ber

& I

nter

val



Gra

phic

Sym

bol

Dep

th (

ft)

US

CS

Sym

bol

Logged By:

Drilled By:

SOIL PROFILE


Drilling Method:


SAMPLE DATA

Date:

Mud Rotary

PlasticLimit


1330

09.0

1 1

2/31

/09

Y:\1

33\0

09.0

00\T

\133

009.

010

.GP

J S

OIL

BO

RIN

G L

OG

WIT

H G

RA

PH

B-103

MBB

Not Measured


Figure

1330

09.0

1 1

2/31

/09

Y:\1

33\0

09.0

00\T

\133

009.

010

.GP

J S

OIL

BO

RIN

G L

OG

WIT

H G

RA

PH


Gro

undw

ater

Not

Mea

sure

d

7

8

5

13

23

28

19

24

11

W = 63AL

W = 54

W = 43AL

W = 55

W = 74

W = 78

AL=NPW = 73

W = 38

56

67

77

79

b2

b2

b2

c3

b2

b2

b2

b2

b2

b2

MH

ML

ML

ML

Gray, clayey SILT with organics and roots(soft to medium stiff, wet)

Gray SILT with organics (medium stiff tostiff, wet)

- increasing sand with depth

Light gray SILT with organics (very stiff, wet)(VOLCANIC ASH)

- grades trace organics

- grades with occasional interbedded (1/8" to1/4" thickness) SAND and organics

Gray, SILT with sand and occasionalscattered fine organics (stiff, wet)

(ALLUVIUM)

S-12

S-13

S-14

S-15

S-16

S-17

S-18

S-19

S-20

S-21


SPT N-Value

10 20 30 40


20 40 60 80

Fines Content (%)

20 40 60 8045

50

55

60

65

70

75

80

85

90Notes:

Sam

pler

Typ

e

Blo

ws/

Foo

t

Tes

t D

ata

Gro

undw

ater

LiquidLimit

08/14/09

Sam

ple

Num

ber

& I

nter

val



Gra

phic

Sym

bol

Dep

th (

ft)

US

CS

Sym

bol

Logged By:

Drilled By:

SOIL PROFILE


Drilling Method:


SAMPLE DATA

Date:

Mud Rotary

PlasticLimit


1330

09.0

1 1

2/31

/09

Y:\1

33\0

09.0

00\T

\133

009.

010

.GP

J S

OIL

BO

RIN

G L

OG

WIT

H G

RA

PH

B-103

MBB

Not Measured


Figure

1330

09.0

1 1

2/31

/09

Y:\1

33\0

09.0

00\T

\133

009.

010

.GP

J S

OIL

BO

RIN

G L

OG

WIT

H G

RA

PH


Gro

undw

ater

Not

Mea

sure

d


Log of CPT Sounding CPT-101Figure

Longview Regional Water Treatment Plant | V:\133\009\010\011\Longview Regional Water Treatment Plant\D\Figure A-7.dwg (A) "Figure A-7" 3/11/2010

Note

1. Black and white reproduction of this colororiginal may reduce its effectiveness andlead to incorrect interpretation.




Note


APPENDIX B

Geotechnical Laboratory Test Results

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

6 1001.5 6012 163

Fine

U.S. Sieve Numbers

3/8 140 200

Depth(ft)

NaturalMoisture (%)Symbol

U.S. Sieve Opening in Inches

14

Silt or ClayGravel

Unified SoilClassification

Grain Size in Millimeters

Per

cent

Fin

er b

y W

eigh

t4 10 303/4 3 20

Sand

Hydrometer

MediumCoarseCobbles

4

ExplorationNumber

408

SampleNumber

Coarse

1/2 50

Fine

6

Soil Description

SP-SMS-5 Fine to medium SAND with silt2522.5B-10

Grain Size Distribution B-1Figure

133009.01 12/21/09 Y:\133\009.000\T\133009.010.GPJ GRAIN SIZE FIGURE


0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100 110

CL

ExplorationNumber Depth

(ft)

PlasticityIndex(%)

CL-ML MH or OH

CH

ML or OL

ASTM D 4318 Test Method

NaturalMoisture

(%)

Unified SoilClassificationSymbol

ATTERBERG LIMIT TEST RESULTS

Soil Description

Liquid Limit (LL)

Pla

stic

ity I

ndex

(P

I)

SampleNumber

PlasticLimit(%)

LiquidLimit(%)

B-10

B-101

B-101

B-101

B-101

B-102

B-102

B-102

B-102

B-102

67

49

37

60

51

50

50

55

46

52

36

10

5

21

20

4

16

19

7

12

OH

ML

ML

MH

MH

ML

ML

MH

ML

MH

73

42

35

56

50

35

44

54

39

53

37

32

30

35

30

31

28

35

32

41

15.0

7.5

15.0

22.5

30.0

12.5

22.5

35.0

62.5

72.5

Clayey SILT with organics

SILT with organics

SILT with trace sand, organics, and wood

Clayey SILT with scattered fine organics


SILT with organics and roots

Clayey SILT with organics and roots


Clayey SILT with fine organics


S-3

S-2

S-4

S-6

S-8

S-3

S-6

S-9

S-15

S-18

Figure

1330

09.0

1 1

2/21

/09

Y:\1

33\0

09.0

00\T

\133

009.

010

.GP

J A

TT

ER

BE

RG

LIM

ITS

FIG

UR

E


Plasticity Chart B-2

>>^^

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100 110

CL

ExplorationNumber Depth

(ft)

PlasticityIndex(%)

CL-ML MH or OH

CH

ML or OL

ASTM D 4318 Test Method

NaturalMoisture

(%)

Unified SoilClassificationSymbol

ATTERBERG LIMIT TEST RESULTS

Soil Description

Liquid Limit (LL)

Pla

stic

ity I

ndex

(P

I)

SampleNumber

PlasticLimit(%)

LiquidLimit(%)

B-103

B-103

B-103

B-103

B-103

63

75

107

63

43

24

14

84

22

10

MH/OH

MH

CH/OH

MH

ML

67

52

131

58

41

43

38

47

36

31

15.0

22.5

35.0

47.5

57.5

Clayey SILT with fine organics and wood

Clayey SILT with organics and wood

Silty CLAY with organics and roots


SILT with organics

S-4

S-6

S-9

S-12

S-14

Figure

1330

09.0

1 1

2/21

/09

Y:\1

33\0

09.0

00\T

\133

009.

010

.GP

J A

TT

ER

BE

RG

LIM

ITS

FIG

UR

E


Plasticity Chart B-3

SOIL TECHNOLOGY

Bainbridge Island, WA

Client:

Project:

Project No.: Figure

Landau Associates

Longview Water Treatment PlantProject No. 133009.010.011

J -09-2326 1

SYMBOL SOURCE

NATURAL

USCSSAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY

NO. CONTENT LIMIT LIMIT INDEX

(%) (%) (%) (%)

SOIL DATA

PL

AS

TIC

ITY

IN

DE

X

0

10

20

30

40

50

60

LIQUID LIMIT0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL

or O

L

CH

or O

H

ML or OL MH or OH

Dashed line indicates the approximateupper limit boundary for natural soils

4

7

Atterberg Limits Test Report ASTM D-4318

B-101 S-4 16.1-16.2 ft. 37 30 35 5 ML

B-101 S-8 31.5-31.6 ft. 51 30 50 20 MH

B-102 S-9 36.2-36.3 ft. 55 35 54 19 MH

B-102 S-18 72.7-72.8 ft. 52 41 52 11 MH

SOIL TECHNOLOGY


Client:

Project:

Project No.: Figure

Landau Associates


J -09-2326 2

SYMBOL SOURCE

NATURAL

USCSSAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY

NO. CONTENT LIMIT LIMIT INDEX

(%) (%) (%) (%)

SOIL DATA

PL

AS

TIC

ITY

IN

DE

X

0

20

40

60

80

100

120

LIQUID LIMIT0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 200

CL-ML

CL

or O

L

CH o

r OH

ML or OL MH or OH

Dashed line indicates the approximateupper limit boundary for natural soils

47

Atterberg Limits Test Report ASTM D-4318

B-103 S-4 16.5-16.6 ft. 63 43 67 24 OH

B-103 S-9 36.1-36.2 ft. 107 47 131 84 OH

%Gr.Moist.Sat.eo

Swell Press.CcPcOverburdenSp.PILLDry Dens.Natural

Project:

Remarks:Client:Project No.

AASHTOUSCSMATERIAL DESCRIPTION

CONSOLIDATION TEST REPORT

.01 .02 .05 .1 .2 .5 1 2 510

9

8

7

6

5

4

3

2

1

0

Per

cent

Str

ain

Applied Pressure - tsf

(tsf)(tsf)(tsf)(pcf)SwellCr

1

Sample contained fine rootsSpecific gravity estimated


Landau AssociatesJ -09-2326

---MLM-stiff, moist, grey SILT

0.9820.010.181.752.6053582.037.4 %99.1 %

Figure

SOIL TECHNOLOGY


Source: B-101 Sample No.: S-4 Elev./Depth: 16.1-16.2 ft.

Project:Project No.:

Dial Reading vs. Time



J -09-2326

Square Root of Elapsed Time (min.)

Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.00274

.00278

.00282

.00286

.00290

.00294

.00298

.00302

.00306

.00310

.00314

t90

Load #10.03 tsf

Cv @ 0.73 min.=2.87 ft.2/day

Figure

SOIL TECHNOLOGY

Bainbridge Island, WA 2



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.00396

.00400

.00404

.00408

.00412

.00416

.00420

.00424

.00428

.00432

.00436

t90

Load #20.06 tsf

Cv @ 0.38 min.=5.58 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.005912

.005987

.006062

.006137

.006212

.006287

.006362

.006437

.006512

.006587

.006662

t90

Load #30.13 tsf

Cv @ 0.43 min.=4.91 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.008552

.008627

.008702

.008777

.008852

.008927

.009002

.009077

.009152

.009227

.009302

t90

Load #40.25 tsf

Cv @ 0.37 min.=5.63 ft.2/day





J -09-2326


Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.0119

.0120

.0121

.0122

.0123

.0124

.0125

.0126

.0127

.0128

.0129

t90

Load #50.50 tsf

Cv @ 1.50 min.=1.38 ft.2/day

Figure

SOIL TECHNOLOGY




Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50.01172

.01174

.01176

.01178

.01180

.01182

.01184

.01186

.01188

.01190

.01192t90

Load #60.25 tsf

Cv @ 0.70 min.=2.98 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50.01068

.01071

.01074

.01077

.01080

.01083

.01086

.01089

.01092

.01095

.01098t90

Load #70.13 tsf

Cv @ 0.39 min.=5.28 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50.00952

.00956

.00960

.00964

.00968

.00972

.00976

.00980

.00984

.00988

.00992t90

Load #80.06 tsf

Cv @ 0.38 min.=5.52 ft.2/day





J -09-2326


Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.01012

.01013

.01014

.01015

.01016

.01017

.01018

.01019

.01020

.01021

.01022

t90

Load #90.13 tsf

Cv @ 1.76 min.=1.18 ft.2/day

Figure

SOIL TECHNOLOGY




Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.01113

.01116

.01119

.01122

.01125

.01128

.01131

.01134

.01137

.01140

.01143

t90

Load #100.25 tsf

Cv @ 0.52 min.=4.01 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.01319

.01323

.01327

.01331

.01335

.01339

.01343

.01347

.01351

.01355

.01359

t90

Load #110.50 tsf

Cv @ 0.90 min.=2.30 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.0173

.0175

.0177

.0179

.0181

.0183

.0185

.0187

.0189

.0191

.0193

t90

Load #121.00 tsf

Cv @ 1.58 min.=1.29 ft.2/day





J -09-2326


Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.02708

.02783

.02858

.02933

.03008

.03083

.03158

.03233

.03308

.03383

.03458

t90

Load #132.00 tsf

Cv @ 0.58 min.=3.42 ft.2/day

Figure

SOIL TECHNOLOGY




Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.048

.049

.050

.051

.052

.053

.054

.055

.056

.057

.058

t90

Load #144.00 tsf

Cv @ 0.52 min.=3.70 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.0713

.0728

.0743

.0758

.0773

.0788

.0803

.0818

.0833

.0848

.0863

t90

Load #158.00 tsf

Cv @ 0.41 min.=4.43 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50.07744

.07749

.07754

.07759

.07764

.07769

.07774

.07779

.07784

.07789

.07794t90

Load #162.00 tsf

Cv @ 1.84 min.=0.98 ft.2/day





J -09-2326


Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50.0703

.0705

.0707

.0709

.0711

.0713

.0715

.0717

.0719

.0721

.0723t90

Load #170.50 tsf

Cv @ 0.60 min.=3.06 ft.2/day

Figure

SOIL TECHNOLOGY




Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50.0654

.0657

.0660

.0663

.0666

.0669

.0672

.0675

.0678

.0681

.0684t90

Load #180.13 tsf

Cv @ 0.52 min.=3.54 ft.2/day

%Gr.Moist.Sat.eo


Project:




.01 .02 .05 .1 .2 .5 1 2 520

18

16

14

12

10

8

6

4

2

0

Per

cent

Str

ain



2

Specific gravity estimatedLongview Water Treatment PlantProject No. 133009.010.011


---MHM-stiff, moist, grey SILT

1.3400.020.461.372.65205070.750.5 %99.9 %

Figure

SOIL TECHNOLOGY







J -09-2326


Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.002965

.003040

.003115

.003190

.003265

.003340

.003415

.003490

.003565

.003640

.003715

t90

Load #10.03 tsf

Cv @ 0.76 min.=2.77 ft.2/day

Figure

SOIL TECHNOLOGY




Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.004201

.004276

.004351

.004426

.004501

.004576

.004651

.004726

.004801

.004876

.004951

t90

Load #20.06 tsf

Cv @ 0.85 min.=2.48 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.0062

.0063

.0064

.0065

.0066

.0067

.0068

.0069

.0070

.0071

.0072

t90

Load #30.13 tsf

Cv @ 1.95 min.=1.07 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.0087

.0089

.0091

.0093

.0095

.0097

.0099

.0101

.0103

.0105

.0107

t90

Load #40.25 tsf

Cv @ 0.64 min.=3.26 ft.2/day





J -09-2326


Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.0128

.0131

.0134

.0137

.0140

.0143

.0146

.0149

.0152

.0155

.0158

t90

Load #50.50 tsf

Cv @ 0.86 min.=2.40 ft.2/day

Figure

SOIL TECHNOLOGY




Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.01876

.01951

.02026

.02101

.02176

.02251

.02326

.02401

.02476

.02551

.02626

t90

Load #61.00 tsf

Cv @ 0.92 min.=2.20 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50.0214

.0216

.0218

.0220

.0222

.0224

.0226

.0228

.0230

.0232

.0234t90

Load #70.25 tsf

Cv @ 0.82 min.=2.48 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50.0170

.0174

.0178

.0182

.0186

.0190

.0194

.0198

.0202

.0206

.0210t90

Load #80.06 tsf

Cv @ 1.03 min.=1.98 ft.2/day





J -09-2326


Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.01845

.01860

.01875

.01890

.01905

.01920

.01935

.01950

.01965

.01980

.01995

t90

Load #90.25 tsf

Cv @ 0.55 min.=3.70 ft.2/day

Figure

SOIL TECHNOLOGY




Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.0206

.0208

.0210

.0212

.0214

.0216

.0218

.0220

.0222

.0224

.0226

t90

Load #100.50 tsf

Cv @ 0.52 min.=3.89 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.0244

.0247

.0250

.0253

.0256

.0259

.0262

.0265

.0268

.0271

.0274

t90

Load #111.00 tsf

Cv @ 0.87 min.=2.32 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.027

.031

.035

.039

.043

.047

.051

.055

.059

.063

.067

t90

Load #122.00 tsf

Cv @ 3.27 min.=0.59 ft.2/day





J -09-2326


Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.0530

.0605

.0680

.0755

.0830

.0905

.0980

.1055

.1130

.1205

.1280

t90

Load #134.00 tsf

Cv @ 3.42 min.=0.51 ft.2/day

Figure

SOIL TECHNOLOGY




Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.1145

.1220

.1295

.1370

.1445

.1520

.1595

.1670

.1745

.1820

.1895

t90

Load #148.00 tsf

Cv @ 3.03 min.=0.51 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50.1709

.1713

.1717

.1721

.1725

.1729

.1733

.1737

.1741

.1745

.1749t90

Load #152.00 tsf

Cv @ 1.01 min.=1.43 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50.160

.161

.162

.163

.164

.165

.166

.167

.168

.169

.170t90

Load #160.50 tsf

Cv @ 2.68 min.=0.55 ft.2/day





J -09-2326


Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50.1460

.1475

.1490

.1505

.1520

.1535

.1550

.1565

.1580

.1595

.1610t90

Load #170.13 tsf

Cv @ 11.45 min.=0.13 ft.2/day

Figure

SOIL TECHNOLOGY


%Gr.Moist.Sat.eo


Project:




.01 .02 .05 .1 .2 .5 1 2 520

18

16

14

12

10

8

6

4

2

0

Per

cent

Str

ain



3



---- MHM-stiff, moist, grey SILT

1.4870.030.541.722.7 195467.955.0 %99.8 %

Figure

SOIL TECHNOLOGY







J -09-2326


Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.00148

.00152

.00156

.00160

.00164

.00168

.00172

.00176

.00180

.00184

.00188

t90

Load #10.03 tsf

Cv @ 0.68 min.=3.09 ft.2/day

Figure

SOIL TECHNOLOGY




Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.00245

.00250

.00255

.00260

.00265

.00270

.00275

.00280

.00285

.00290

.00295

t90

Load #20.06 tsf

Cv @ 0.70 min.=3.03 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.00400

.00415

.00430

.00445

.00460

.00475

.00490

.00505

.00520

.00535

.00550

t90

Load #30.13 tsf

Cv @ 0.45 min.=4.67 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.0068

.0070

.0072

.0074

.0076

.0078

.0080

.0082

.0084

.0086

.0088

t90

Load #40.25 tsf

Cv @ 0.50 min.=4.14 ft.2/day





J -09-2326


Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.0110

.0113

.0116

.0119

.0122

.0125

.0128

.0131

.0134

.0137

.0140

t90

Load #50.50 tsf

Cv @ 0.44 min.=4.65 ft.2/day

Figure

SOIL TECHNOLOGY




Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.01616

.01691

.01766

.01841

.01916

.01991

.02066

.02141

.02216

.02291

.02366

t90

Load #61.00 tsf

Cv @ 0.42 min.=4.90 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50.0165

.0168

.0171

.0174

.0177

.0180

.0183

.0186

.0189

.0192

.0195t90

Load #70.25 tsf

Cv @ 0.44 min.=4.60 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50.0110

.0115

.0120

.0125

.0130

.0135

.0140

.0145

.0150

.0155

.0160t90

Load #80.06 tsf

Cv @ 0.54 min.=3.80 ft.2/day





J -09-2326


Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.0129

.0131

.0133

.0135

.0137

.0139

.0141

.0143

.0145

.0147

.0149

t90

Load #90.25 tsf

Cv @ 0.43 min.=4.83 ft.2/day

Figure

SOIL TECHNOLOGY




Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.01567

.01592

.01617

.01642

.01667

.01692

.01717

.01742

.01767

.01792

.01817

t90

Load #100.50 tsf

Cv @ 0.39 min.=5.30 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.0205

.0209

.0213

.0217

.0221

.0225

.0229

.0233

.0237

.0241

.0245

t90

Load #111.00 tsf

Cv @ 0.45 min.=4.50 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.026

.029

.032

.035

.038

.041

.044

.047

.050

.053

.056

t90

Load #122.00 tsf

Cv @ 1.07 min.=1.84 ft.2/day





J -09-2326


Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.0492

.0567

.0642

.0717

.0792

.0867

.0942

.1017

.1092

.1167

.1242

t90

Load #134.00 tsf

Cv @ 1.02 min.=1.76 ft.2/day

Figure

SOIL TECHNOLOGY




Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.1165

.1240

.1315

.1390

.1465

.1540

.1615

.1690

.1765

.1840

.1915

t90

Load #148.00 tsf

Cv @ 0.94 min.=1.64 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50.1724

.1728

.1732

.1736

.1740

.1744

.1748

.1752

.1756

.1760

.1764t90

Load #152.00 tsf

Cv @ 0.72 min.=2.00 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50.15835

.15960

.16085

.16210

.16335

.16460

.16585

.16710

.16835

.16960

.17085t90

Load #160.50 tsf

Cv @ 1.05 min.=1.41 ft.2/day





J -09-2326


Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50.141

.143

.145

.147

.149

.151

.153

.155

.157

.159

.161t90

Load #170.13 tsf

Cv @ 3.26 min.=0.47 ft.2/day

Figure

SOIL TECHNOLOGY


%Gr.Moist.Sat.eo


Project:




.01 .02 .05 .1 .2 .5 1 2 5 10 2025.0

22.5

20.0

17.5

15.0

12.5

10.0

7.5

5.0

2.5

0.0

Per

cent

Str

ain



4

Specific gravity assumedLongview Water Treatment PlantProject No. 133009.010.011


---- MHM-Stiff, moist, grey SILT w/ organics

1.3130.050.381.632.5125367.651.7 %98.5 %

Figure

SOIL TECHNOLOGY







J -09-2326


Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.0019

.0021

.0023

.0025

.0027

.0029

.0031

.0033

.0035

.0037

.0039

t90

Load #10.03 tsf

Cv @ 0.98 min.=2.15 ft.2/day

Figure

SOIL TECHNOLOGY




Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.00491

.00516

.00541

.00566

.00591

.00616

.00641

.00666

.00691

.00716

.00741

t90

Load #20.06 tsf

Cv @ 3.62 min.=0.58 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.00878

.00953

.01028

.01103

.01178

.01253

.01328

.01403

.01478

.01553

.01628

t90

Load #30.13 tsf

Cv @ 2.80 min.=0.74 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.01821

.01946

.02071

.02196

.02321

.02446

.02571

.02696

.02821

.02946

.03071

t90

Load #40.25 tsf

Cv @ 3.23 min.=0.63 ft.2/day





J -09-2326


Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.032

.034

.036

.038

.040

.042

.044

.046

.048

.050

.052

t90

Load #50.50 tsf

Cv @ 3.13 min.=0.62 ft.2/day

Figure

SOIL TECHNOLOGY




Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.0520

.0545

.0570

.0595

.0620

.0645

.0670

.0695

.0720

.0745

.0770

t90

Load #61.00 tsf

Cv @ 2.65 min.=0.70 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.077

.081

.085

.089

.093

.097

.101

.105

.109

.113

.117

t90

Load #72.00 tsf

Cv @ 2.60 min.=0.67 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50.10331

.10346

.10361

.10376

.10391

.10406

.10421

.10436

.10451

.10466

.10481t90

Load #81.00 tsf

Cv @ 0.78 min.=2.18 ft.2/day





J -09-2326


Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50.091

.092

.093

.094

.095

.096

.097

.098

.099

.100

.101t90

Load #90.25 tsf

Cv @ 2.19 min.=0.79 ft.2/day

Figure

SOIL TECHNOLOGY




Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.0962

.0967

.0972

.0977

.0982

.0987

.0992

.0997

.1002

.1007

.1012

t90

Load #101.00 tsf

Cv @ 1.15 min.=1.49 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.103

.104

.105

.106

.107

.108

.109

.110

.111

.112

.113

t90

Load #112.00 tsf

Cv @ 1.32 min.=1.28 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.118

.121

.124

.127

.130

.133

.136

.139

.142

.145

.148

t90

Load #124.00 tsf

Cv @ 2.37 min.=0.68 ft.2/day





J -09-2326


Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.149

.154

.159

.164

.169

.174

.179

.184

.189

.194

.199

t90

Load #138.00 tsf

Cv @ 2.34 min.=0.62 ft.2/day

Figure

SOIL TECHNOLOGY




Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.1833

.1908

.1983

.2058

.2133

.2208

.2283

.2358

.2433

.2508

.2583

t90

Load #1416.00 tsf

Cv @ 2.12 min.=0.61 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50.2312

.2317

.2322

.2327

.2332

.2337

.2342

.2347

.2352

.2357

.2362t90

Load #154.00 tsf

Cv @ 0.79 min.=1.57 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50.2137

.2152

.2167

.2182

.2197

.2212

.2227

.2242

.2257

.2272

.2287t90

Load #161.00 tsf

Cv @ 2.89 min.=0.45 ft.2/day





J -09-2326


Dia

l Re

ad

ing

(in

.)

0.00 1.25 2.50 3.75 5.00 6.25 7.50 8.75 10.00 11.25 12.50.186

.189

.192

.195

.198

.201

.204

.207

.210

.213

.216t90

Load #170.25 tsf

Cv @ 14.13 min.=0.10 ft.2/day

Figure

SOIL TECHNOLOGY




Dia

l Re

ad

ing

(in

.)

0.00 1.25 2.50 3.75 5.00 6.25 7.50 8.75 10.00 11.25 12.50.162

.165

.168

.171

.174

.177

.180

.183

.186

.189

.192t90

Load #180.06 tsf

Cv @ 54.16 min.=0.03 ft.2/day

%Gr.Moist.Sat.eo


Project:




.01 .02 .05 .1 .2 .5 1 2 520

18

16

14

12

10

8

6

4

2

0

Per

cent

Str

ain



5



---- OHM-stiff, moist, grey, organic SILT

1.6800.030.511.732.65 246761.863.4 %100.0 %

Figure

SOIL TECHNOLOGY







J -09-2326


Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.0015

.0017

.0019

.0021

.0023

.0025

.0027

.0029

.0031

.0033

.0035

t90

Load #10.03 tsf

Cv @ 0.73 min.=2.90 ft.2/day

Figure

SOIL TECHNOLOGY




Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.00401

.00416

.00431

.00446

.00461

.00476

.00491

.00506

.00521

.00536

.00551

t90

Load #20.06 tsf

Cv @ 1.12 min.=1.88 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.0069

.0072

.0075

.0078

.0081

.0084

.0087

.0090

.0093

.0096

.0099

t90

Load #30.13 tsf

Cv @ 1.09 min.=1.91 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.01009

.01084

.01159

.01234

.01309

.01384

.01459

.01534

.01609

.01684

.01759

t90

Load #40.25 tsf

Cv @ 0.75 min.=2.76 ft.2/day





J -09-2326


Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.017

.018

.019

.020

.021

.022

.023

.024

.025

.026

.027

t90

Load #50.50 tsf

Cv @ 1.05 min.=1.93 ft.2/day

Figure

SOIL TECHNOLOGY




Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50.0233

.0234

.0235

.0236

.0237

.0238

.0239

.0240

.0241

.0242

.0243t90

Load #60.25 tsf

Cv @ 0.74 min.=2.74 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50.0204

.0207

.0210

.0213

.0216

.0219

.0222

.0225

.0228

.0231

.0234t90

Load #70.13 tsf

Cv @ 0.63 min.=3.20 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50.0175

.0178

.0181

.0184

.0187

.0190

.0193

.0196

.0199

.0202

.0205t90

Load #80.06 tsf

Cv @ 2.06 min.=0.99 ft.2/day





J -09-2326


Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.0179

.0180

.0181

.0182

.0183

.0184

.0185

.0186

.0187

.0188

.0189

t90

Load #90.13 tsf

Cv @ 0.45 min.=4.51 ft.2/day

Figure

SOIL TECHNOLOGY




Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.01946

.01971

.01996

.02021

.02046

.02071

.02096

.02121

.02146

.02171

.02196

t90

Load #100.25 tsf

Cv @ 0.63 min.=3.25 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.0226

.0231

.0236

.0241

.0246

.0251

.0256

.0261

.0266

.0271

.0276

t90

Load #110.50 tsf

Cv @ 0.61 min.=3.32 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.027

.029

.031

.033

.035

.037

.039

.041

.043

.045

.047

t90

Load #121.00 tsf

Cv @ 1.15 min.=1.73 ft.2/day





J -09-2326


Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.041

.045

.049

.053

.057

.061

.065

.069

.073

.077

.081

t90

Load #132.00 tsf

Cv @ 1.41 min.=1.34 ft.2/day

Figure

SOIL TECHNOLOGY




Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.0714

.0789

.0864

.0939

.1014

.1089

.1164

.1239

.1314

.1389

.1464

t90

Load #144.00 tsf

Cv @ 1.34 min.=1.29 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.1222

.1297

.1372

.1447

.1522

.1597

.1672

.1747

.1822

.1897

.1972

t90

Load #158.00 tsf

Cv @ 1.15 min.=1.32 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50.17280

.17355

.17430

.17505

.17580

.17655

.17730

.17805

.17880

.17955

.18030t90

Load #162.00 tsf

Cv @ 0.43 min.=3.37 ft.2/day





J -09-2326


Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50.1587

.1602

.1617

.1632

.1647

.1662

.1677

.1692

.1707

.1722

.1737t90

Load #170.50 tsf

Cv @ 1.26 min.=1.17 ft.2/day

Figure

SOIL TECHNOLOGY




Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50.1385

.1410

.1435

.1460

.1485

.1510

.1535

.1560

.1585

.1610

.1635t90

Load #180.13 tsf

Cv @ 6.99 min.=0.22 ft.2/day

%Gr.Moist.Sat.eo


Project:




.01 .02 .05 .1 .2 .5 1 2 540

36

32

28

24

20

16

12

8

4

0

Per

cent

Str

ain



6

Oven dried LL=68Specific gravity estimated



--- OHM-stiff, moist, grey-green organic CLAY

2.7340.121.251.342.55 8413142.6106.8 %99.7 %

Figure

SOIL TECHNOLOGY







J -09-2326


Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.00154

.00169

.00184

.00199

.00214

.00229

.00244

.00259

.00274

.00289

.00304

t90

Load #10.03 tsf

Cv @ 0.86 min.=2.47 ft.2/day

Figure

SOIL TECHNOLOGY




Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.00396

.00411

.00426

.00441

.00456

.00471

.00486

.00501

.00516

.00531

.00546

t90

Load #20.06 tsf

Cv @ 3.37 min.=0.62 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.0072

.0075

.0078

.0081

.0084

.0087

.0090

.0093

.0096

.0099

.0102

t90

Load #30.13 tsf

Cv @ 0.98 min.=2.13 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.01097

.01172

.01247

.01322

.01397

.01472

.01547

.01622

.01697

.01772

.01847

t90

Load #40.25 tsf

Cv @ 1.25 min.=1.65 ft.2/day





J -09-2326


Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.020

.021

.022

.023

.024

.025

.026

.027

.028

.029

.030

t90

Load #50.50 tsf

Cv @ 2.63 min.=0.77 ft.2/day

Figure

SOIL TECHNOLOGY




Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.0313

.0338

.0363

.0388

.0413

.0438

.0463

.0488

.0513

.0538

.0563

t90

Load #61.00 tsf

Cv @ 4.02 min.=0.48 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50.03764

.03889

.04014

.04139

.04264

.04389

.04514

.04639

.04764

.04889

.05014t90

Load #70.25 tsf

Cv @ 1.80 min.=1.08 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50.018

.020

.022

.024

.026

.028

.030

.032

.034

.036

.038t90

Load #80.06 tsf

Cv @ 4.29 min.=0.47 ft.2/day





J -09-2326


Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.0247

.0251

.0255

.0259

.0263

.0267

.0271

.0275

.0279

.0283

.0287

t90

Load #90.25 tsf

Cv @ 2.37 min.=0.85 ft.2/day

Figure

SOIL TECHNOLOGY




Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.03008

.03083

.03158

.03233

.03308

.03383

.03458

.03533

.03608

.03683

.03758

t90

Load #100.50 tsf

Cv @ 3.53 min.=0.56 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.036

.038

.040

.042

.044

.046

.048

.050

.052

.054

.056

t90

Load #111.00 tsf

Cv @ 3.30 min.=0.58 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.0525

.0600

.0675

.0750

.0825

.0900

.0975

.1050

.1125

.1200

.1275

t90

Load #122.00 tsf

Cv @ 10.69 min.=0.17 ft.2/day





J -09-2326


Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50

.1051

.1176

.1301

.1426

.1551

.1676

.1801

.1926

.2051

.2176

.2301

t90

Load #134.00 tsf

Cv @ 17.91 min.=0.08 ft.2/day

Figure

SOIL TECHNOLOGY




Dia

l Re

ad

ing

(in

.)

0.00 1.25 2.50 3.75 5.00 6.25 7.50 8.75 10.00 11.25 12.50

.2087

.2212

.2337

.2462

.2587

.2712

.2837

.2962

.3087

.3212

.3337

t90

Load #148.00 tsf

Cv @ 24.11 min.=0.05 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 0.75 1.50 2.25 3.00 3.75 4.50 5.25 6.00 6.75 7.50.310

.311

.312

.313

.314

.315

.316

.317

.318

.319

.320t90

Load #152.00 tsf

Cv @ 1.17 min.=0.85 ft.2/day



Dia

l Re

ad

ing

(in

.)

0.00 1.25 2.50 3.75 5.00 6.25 7.50 8.75 10.00 11.25 12.50.2512

.2587

.2662

.2737

.2812

.2887

.2962

.3037

.3112

.3187

.3262t90

Load #160.50 tsf

Cv @ 53.80 min.=0.02 ft.2/day





J -09-2326


Dia

l Re

ad

ing

(in

.)

0 2 4 6 8 10 12 14 16 18 20.233

.237

.241

.245

.249

.253

.257

.261

.265

.269

.273t90

Load #170.13 tsf

Cv @ 158.27 min.=0.01 ft.2/day

Figure

SOIL TECHNOLOGY


APPENDIX C

Previous Logs by Others

geotechnical data report longview regional water treatment

Documents