SERVICE CATALOGUE - Solum Consultants Ltdsolumconsultantsltd.com/pdf/Service Catalogue.pdf · · 2013-01-16sample particles pass. ATTERBERG LIMITS – ASTM D4318 LABORATORY PROCEDURE

SERVICE CATALOGUE

www.solumconsultantsltd.com

SOLUM CONSULTANTS LABORATORY SERVICES

Solum Consultants Ltd is specialized in geotechnical engineering and soils and aggregates testing.

The company was originally established in 2003 operating under the name of Solum Testing performing

soils and aggregates testing using ASTM and AASHTO procedures.

In 2006 the company was transferred to Saad A.M. Farag Ph.D., P.Eng. Mr. Farag is a geotechnical and structural engineer with over 20 years of experience in geotechnical engineering and material testing. Significant developments and improvements have been steadily achieved in all aspects of procedures leading to distinguish quality production. Solum Consultants Ltd. possesses the capacity to simultaneously run twenty-eight consolidation tests (ASTM D2435), thirty Tri-axial shear tests with pore water pressure measurements (ASTM D4767), five fully computerized Direct Shear test (ASTM D3080), and thirty-seven Hydraulic Conductivity Tests (permeability) (ASTM D5084). These developments enable Solum Consultants to effectively and efficiently handle large projects where turnaround time is of great concern. Recently, pneumatic conductivity or air permeability tests have been developed using either rigid-wall or flexible-wall methods, ASTM D6539, as well as thermal conductivity/resistively test, ASTM D5334.

Why Choose Solum for Your Geotechnical Laboratory Testing Needs?

1. Solum uses industry accepted ASTM (American Society of Testing and Materials) as well as

Corps of Engineers procedures for laboratory testing.

2. Solum offers quick turn around times on testing. Ninety-percent of our testing projects are

completed in less than 6 business days; it is not uncommon to transmit preliminary results to

our clients located at the construction site immediately after testing is completed.

3. Competitive prices.

4. Our testing results are well organized and clearly presented. Please refer to Appendix II for a

sample laboratory testing report.

5. Our testing results are transmitted electronically via email. We can also deliver results by

conventional means (ie. mail, fax) if desired.

6. Solum will pay for local sample shipping for testing order more than $100.00. For out of town

sample shipping, Solum will reimburse shipping cost up to 10% of the testing order, if

requested.

The following package will assist in determining what testing services Solum provides or what services

can be arranged. If you do not see a listing of the test you require, please contact us. All samples and

data are handled in the strictest confidentiality.

CONTACT INFORMATION

Solum Consultants Ltd. Saad A.M. Farag Principal

9, 3620-29 Street, N.E. Kathy Tcao Laboratory Manager

Calgary, Alberta, Canada Email: [email protected]

T1Y 5Z8 Tel: (403) 250-3035 Cell: (403) 619-7250

Fax: (403) 250-3021

Web: www.solumconsultantsltd.com

WATER (MOISTURE) CONTENT– ASTM D2216

LABORATORY PROCEDURE USED: ASTM D2216 - Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass RESULTS GIVEN: Water (Moisture) Content in Percent (%) by Mass REQUIRED SAMPLE SIZE FOR TESTING:

Maximum Particle Size Minimum Test Sample Size, g 4.75 mm (No.4) or smaller 150 9.5 mm (3/8 in.) 750 19.0 mm (3/4 in.) 1500 MAXIMUM PARTICLE SIZE: The smallest sieve through which 100 percent of the soil-aggregate

sample particles pass.

ATTERBERG LIMITS – ASTM D4318

LABORATORY PROCEDURE USED: ASTM D4318 - Standard Test Methods for Liquid Limit, Plastic

Limit, and Plasticity Index of Soils. Method A – Multipoint Liquid Limit

RESULTS GIVEN:

1.) Liquid Limit (LL), Plastic Limit (PL), Plasticity Index (PI) and Flow Curve.

2.) Soil classification group symbol per plasticity chart (ASTM D2487). Please refer to page 4 for

soil classification group symbol descriptions. If the soil is “nonplastic” (ie. sands or silts) the

liquid limit, plastic limit, plasticity index, flow curve and group symbol of the fine fraction cannot

be determined.

* Refer to Appendix II for a sample laboratory testing report.

REQUIRED SAMPLE SIZE FOR TESTING: 450g

BACKGROUND INFO:

When water is added to a dry soil, each particle is covered with a film of water. If the addition of water

is continued, the thickness of the water film on a particle increases. The thicker the water films around

the particle the easier for the particles to move past each other. Depending on the amount of water in

the soil, a fine-grained soil can exist in any of several states:

Liquid Limit (LL): The boundary between the semi-liquid and plastic states; measured in percent water

(moisture) content.

Plastic Limit (PL): The boundary between the plastic and semi-solid states; measured in percent water

(moisture) content.

Shrinkage Limit (SL): The boundary between the semi-solid and solid states; measured in percent water

(moisture) content.

0

10

20

30

40

50

60

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

Liquid Limit (LL)

Pla

stic

ity

Ind

ex(P

I)

“A” LINE“U” LINE

Equation of U-Line. Vertical at LL=16 to PI=7, then PI=0.9(LL-8)

Equation of A-Line. Horizontal at PI=4 to LL=25.5, then PI=0.73(LL-20)

CL or OL

CH or OH

MH or OH

ML or OL

CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES (UNIFIED SOIL

CLASSIFICATION SYSTEM) – ASTM D2487

LABORATORY PROCEDURE USED: ASTM D2487 - Standard Practice for Classification of Soils for

Engineering Purposes (Unified Soil Classification System)

RESULTS GIVEN:

1.) Group Symbol (please refer to page 4 for descriptions of group symbols);

2.) Group Name, upon request since some organizations don’t recognize the group name

descriptions (ie. fat or lean clay) as per ASTM D2487.

NOTE: Solum determines the group symbol and group name (upon request) free of charge if the

required testing, as stated below, is completed.

REQUIRED TESTING:

Atterberg Limits – ASTM D4318 and one of the following:

1.) Particle-Size Analysis of Soils (Full Gradation) – ASTM D422; or,

2.) Greater Than No. 200 (0.075 mm) Sieve Analysis – ASTM C136

BACKGROUND INFO:

PLASTICITY CHART

FOR CLASSIFICATION OF FINE-GRAINED SOILS AND FINE-GRAINED FRACTION OF COARSE-

GRAINED SOILS

Inorganic Silts and Very Fine Sands, Rock Flour, Silty Sands of Slight Plasticity

HIGHLY ORGANIC SOILS

GRAVELS

More than 50% of coarse

fraction retained on No. 4 (4.75

mm) sieveCOARSE-GRAINED

SOILS

More than 50% retained on

No. 200 (0.075 mm) sieve

SANDS

More than 50% of coarse

fraction passing No. 4 (4.75 mm)

sieve

CLEAN GRAVELSLess than 5%

fines

GRAVELS WITH FINES

Greater than 12% fines

CLEAN SANDS

Less than 5% fines

SANDS WITH FINES

Greater than 12% fines

INORGANIC

ORGANIC

INORGANIC

ORGANIC

MH

OL

CL

ML

SC

SM

SP

SW

GC

GM

GP

GW

PT

OH

CH

FINE-GRAINED

SOILS

50% or more passes the

No. 200 (0.075 mm) sieve

SILTS AND

CLAYS

Liquid Limit less than 50

SILTS AND

CLAYS

Liquid Limit greater than 50

Organic Silts and Organic Silty Clays of Low Plasticity

Silty Sands, Sand-Silt Mixtures, > 12% Fines *

Poorly-graded Sands, Gravelly Sands, < 5% Fines *

Well-graded Sands, Gravelly Sands, < 5% Fines *

Clayey Gravels, Gravel-Sand-Clay Mixtures, > 12% Fines *

Silty Gravels, Gravel-Sand-Silt Mixtures, > 12% Fines *

Well-graded Gravels, Gravel-Sand Mixtures, < 5% Fines *

Peat, Humus and Other Highly Organic Soils

Inorganic Silts, Micaceous or Diatomaceous Fine Sand or Silty Soils

Organic Clays of High Plasticity

Inorganic Clays of High Plasticity, Fat Clays

Inorganic Clays of Low to Medium Plasticity, Gravelly Clays, Sandy Clays, Silty Clays, Lean Clays

Clayey Sands, Sand-Clay Mixtures, > 12% Fines *

Poorly-graded Gravels, Gravel-Sand Mixtures, < 5% Fines *

UNIFIED SOIL CLASSIFICATION SYSTEM

UNIFIED SOIL CLASSIFICATION SYSTEM (Continued)

UNIFIED SOIL CLASSIFICATION SYSTEM (USCS)

MILLIMETERS INCHES SIEVE SIZES

BOULDERS > 300 > 12 ---

COBBLES 300 - 75 12 - 3 ---

COARSE 75 - 19 3.0 - 0.75 3.0" - 3/4" GRAVEL

FINE 19 - 4.75 0.75 - 0.19 3/4" - NO. 4

COARSE 4.75 - 2.00 0.19 - 0.08 NO. 4 - NO. 10

MEDIUM 2.00 - 0.425 0.08 - 0.017 NO. 10 - NO.40 SAND

FINE 0.425 - 0.075 0.017 - 0.003 NO. 40 - NO. 200

SILTS 0.075 - 0.005 0.003 – 0.0002

FINES

CLAYS < 0.005 < 0.0002

HYDROMETER TEST (INCLUDED IN ASTM D422 –

FULL GRADATION)

PARTICLE-SIZE ANALYSIS (FULL GRADATION) – ASTM D422

LABORATORY PROCEDURE USED: ASTM D422 - Standard Test Method for Particle-Size Analysis of

Soils (Includes Hydrometer Test)

RESULTS GIVEN:

1.) Percent of clay, silt, sand, gravel and cobble size;

2.) Particle-size distribution curve;

3.) Detailed table of the particle-size distribution curve plot data including sieve sizes, particle-

sizes in millimetres and a percent finer column


REQUIRED SAMPLE SIZE FOR TESTING:

Nominal Maximum Size Minimum Test Sample Size, kg (lbs) 4.75 mm (No. 4) or smaller 0.5(1) 9.5 mm (3/8 in.) 1(2) 12.5 mm (1/2 in.) 2(4) 19.0 mm (3/4 in.) 5(11) 25.0 mm (1 in.) 10(22) 37.5 mm (1.5 in.) 15(33) NOMINAL MAXIMUM SIZE: The largest sieve that retains some of the soil-aggregate particles but generally not more than 10 percent by weight.

GREATER THAN NO. 200 (0.075 mm) SIEVE ANALYSIS – ASTM C136 LABORATORY PROCEDURE USED: ASTM C136 - Standard Test Method for Sieve Analysis of Fine

and Coarse Aggregates

RESULTS GIVEN:

1.) Percent of fines (less than No. 200 sieve), sand, gravel and cobble size;

2.) Particle-size distribution curve;

3.) Detailed table of the particle-size distribution curve plot data including sieve sizes, particle-sizes

in millimetres and a percent finer column.


Nominal Maximum Size Minimum Test Sample Size, kg (lbs) 4.75 mm (No. 4) or smaller 0.5(1) 9.5 mm (3/8 in.) 1(2) 12.5 mm (1/2 in.) 2(4) 19.0 mm (3/4 in.) 5(11) 25.0 mm (1 in.) 10(22) 37.5 mm (1.5 in.) 15(33) NOMINAL MAXIMUM SIZE: The largest sieve that retains some of the soil-aggregate particles but generally not more than 10 percent by weight.

MATERIALS FINER THAN NO. 200 (0.075 mm) SIEVE – ASTM C117

LABORATORY PROCEDURE USED: ASTM C117 - Standard Test Method for Materials Finer than 75-

µm (No. 200) Sieve in Mineral Aggregates by Washing

RESULTS GIVEN: Percentage of material finer than the 0.075mm (No. 200) sieve.


Nominal Maximum Size Minimum Dry Mass, g 4.75 mm (No. 4) or smaller 300 9.5 mm (3/8 in.) 1000 19.0 mm (3/4 in.) 2500 37.5 mm (1.5 in.) 5000 NOMINAL MAXIMUM SIZE: The largest sieve that retains some of the soil-aggregate particles but generally not more than 10 percent by weight. BACKGROUND INFO: Anything finer than the 0.075 mm (No. 200) sieve are considered to be fines

(Fines: silt, clay, rockflour); therefore, the percentage that you are given is percentage of fines in the

sample. Please see the Unified Soil Classification System on page 5 for more details.

STANDARD PROCTOR (COMPACTION CHARACTERISTICS OF SOIL) –

ASTM D698

LABORATORY PROCEDURE USED: ASTM D698 - Standard Test Methods for Laboratory Compaction

Characteristics of Soil Using Standard Effort (600kN-m/m3)

RESULTS GIVEN:

1.) Maximum Dry Density, kg/m3;

2.) Optimum Water Content, %;

3.) Dry Density vs. Water Content Plot Curve;

4.) Oversize Particles Correction for both the Maximum Dry Density and Optimum Water Content

per ASTM D4718. Please note, the oversize correction will only be given if the sample yields

5% or more of oversize particles.


REQUIRED SAMPLE SIZE FOR TESTING: 20 kg (One-5 gallon pail)

NOTE: If client does not specify the procedure (A, B, or C), the choice will be based on the material

gradation. Procedure A will be used if 20% or less by weight of the material is retained on the No. 4

(4.75 mm) sieve. Procedure B will be used if more than 20% by weight of the material is retained on the

No. 4 (4.75 mm) sieve and 20% or less by weight of the material is retained on the 3/8 in. (9.5 mm)

sieve. Procedure C will be used if more than 20% by weight of the material is retained on the 3/8 in.

(9.5 mm) sieve and less than 30% by weight of the material is retained on the 3/4 in. (19.0 mm) sieve.

MODIFIED PROCTOR (COMPACTION CHARACTERISTICS OF SOIL) –

ASTM D1557

LABORATORY PROCEDURE USED: ASTM D1557 – Standard Test Methods for Laboratory

Compaction Characteristics of Soil Using Modified Effort (2,700kN-m/m3)

RESULTS GIVEN:

1.) Maximum Dry Density, kg/m3;

2.) Optimum Water Content, %;

3.) Dry Density vs. Water Content Plot Curve;

4.) Oversize Particles Correction for both the Maximum Dry Density and Optimum Water Content

per ASTM D4718. Please note, the oversize correction will only be given if the sample yields

5% or more of oversize particles.

REQUIRED SAMPLE SIZE FOR TESTING: 20-30 kg (One full 5 gallon pail)

NOTE: If client does not specify the procedure (A, B, or C), the choice will be based on the material

gradation. Procedure A will be used if 20% or less by weight of the material is retained on the No. 4

(4.75 mm) sieve. Procedure B will be used if more than 20% by weight of the material is retained on the

No. 4 (4.75 mm) sieve and 20% or less by weight of the material is retained on the 3/8 in. (9.5 mm)

sieve. Procedure C will be used if more than 20% by weight of the material is retained on the 3/8 in.

(9.5 mm) sieve and less than 30% by weight of the material is retained on the 3/4 in. (19.0 mm) sieve.

HYDRAULIC CONDUCTIVITY (PERMEABILITY) OF FINE GRAINED SOILS

(CONSTANT HEAD) – ASTM D5084

LABORATORY PROCEDURE USED: ASTM D5084 - Standard Test Method for Measurement of

Hydraulic Conductivity of Saturated Porous Materials Using a Flexible Wall Permeameter

RESULTS GIVEN:

1.) Hydraulic Conductivity (Permeability) at 20 degrees Celsius, k20, in cm/sec;

2.) Dry Density, kg/m3;

3.) Hydraulic Gradient;

4.) Water (Moisture) Content.


BACKGROUND INFO: Hydraulic Conductivity is also known as "Coefficient of Permeability". ASTM

D5084 is the standard test method to determine the hydraulic conductivity (permeability) of fine-grained

soils where precise measurements are required.


If the permeablility of an undisturbed sample is required, use a 3 inch o.d. Shelby tube to collect the

sample. Shelby tubes can be purchased from Solum or any drilling rig service provider. Solum also

offers Shelby tube extractors for surface samples free of charge; shipping is extra.

Solum will remould disturbed soil samples to a density and moisture content as specified by the client. If

the client has the remoulding specs (ie. standard proctor results of the soil) then 2000g of soil is

sufficient. If soil has particles greater than 4.75 mm (No. 4) then 3000g is required. If there is no proctor

data for the disturbed sample then the standard proctor test must be performed. See standard proctor –

ASTM D698 for required sample size.

HYDRAULIC CONDUCTIVITY (PERMEABILITY) OF FINE GRAINED SOILS –

FALLING HEAD METHOD

LABORATORY PROCEDURE USED: CORPS OF ENG. EM1110-2-1906, APPENDIX VII -

Measurement of Hydraulic Conductivity (Permeability) of Fine Grained Soils – Falling Head

RESULTS GIVEN:


2.) Dry density (kg/m3) or percent (%) of maximum dry density.


If the permeablility of an undisturbed sample is required, use a 3 inch o.d. Shelby tube to collect the

sample. Shelby tubes can be purchased from Solum or any drilling rig service provider. Solum also

offers Shelby tube extractors for surface samples free of charge; shipping is extra.

Solum will remould disturbed soil samples to a density and moisture content as specified by the client. If

the client has the remoulding specs (ie. standard proctor results of the soil) then 2000g of soil is


data for the disturbed sample then the standard proctor test must be performed. See standard proctor –

ASTM D698 for required sample size.

BACKGROUND INFO: Hydraulic Conductivity is also known as "Coefficient of Permeability". The

falling head permeability test is good indicator of the permeability of the soil but please note, this test is

not ASTM approved. If precise measurements are required the use of standard test method ASTM

D5084 (Constant Head) is recommended.

HYDRAULIC CONDUCTIVITY (PERMEABILITY) OF GRANULAR SOILS –

ASTM D2434

LABORATORY PROCEDURE USED: ASTM D2434 – Standard Test Method for Permeability of

Granular Soils (Constant Head)

RESULTS GIVEN:


2.) Dry Unit Weight, kg/m3;

NOTE: In order to limit consolidation influences during testing, this method is limited to disturbed

granular soils containing not more than 10% soil passing the No. 200 (0.075 mm) sieve.

REQUIRED SAMPLE SIZE FOR TESTING: 20 kg (Three-quarter full 5 gallon pail)

BACKGROUND INFO: This constant head method is used to measure the hydraulic conductivity

(permeability) of granular soils that may be used as embankments or when used as base courses under

roads.

THERMAL CONDUCTIVITY /RESISTIVITY OF SOILS – ASTM D5334

LABORATORY PROCEDURES USED: ASTM D5334 - Standard Test Method for Determine the

Thermal Conductivity / Resistivity of Soils ( ASTM D5334 )

RESULTS GIVEN: Thermal Resistivity, in K-cm/watt.

FACT: ASTM D5334 is the standard test method to determine the thermal conductivity/resistivity for

disturbed or undisturbed soils.


If the resistivity of an undisturbed sample is required, use a 3 inch O/D Shelby tube to collect the

sample.

Solum will remould disturbed soil samples to a density and moisture contents as specified by the client.

If the client has the remoulding specs (ie. standard proctor results of the soil) then 2000g/point of soil is


data for the disturbed sample then the standard proctor test needs to be performed.

TOTAL POROSITY, AIR-FILLED POROSITY - CORPS OF ENG. EM1110-2-1906,

APPENDIX II

LABORATORY PROCEDURE USED: CORPS OF ENG. EM1110-2-1906, APPENDIX II, Total Porosity

and Air-Filled Porosity

RESULTS GIVEN:

1.) Total Porosity, %;

2.) Air-Filled Porosity, %;

3.) Water (Moisture) Content, %.


Undisturbed samples are collected using thin walled Shelby tubes. Samples should be undisturbed but

Solum can remould disturbed samples to densities and moisture contents as specified by client.

NOTE: This test method is not suitable for soils that contain significant amounts of particles coarser

than the 4.75mm (No. 4) sieve, organic soils or soils of low plasticity which will not be readily retained in

the cylinder.

BULK DENSITY (INSITU DENSITY) – ASTM D2937

LABORATORY PROCEDURE USED: ASTM D2937 - Standard Test Method for Density of Soil in Place

by the Drive-Cylinder Method

RESULTS GIVEN:

1.) Dry Bulk Density, kg/m3;

2.) Water (Moisture) Content, %.


Undisturbed samples are collected using thin walled Shelby tubes.

REMARKS: This test method is not suitable for soils that contain significant amounts of particles

coarser than the 4.75mm (No. 4) sieve. This test method is also not suitable for organic soils or soils of

low plasticity which will not be readily retained in the cylinder.

SPECIFIC GRAVITY OF SOILS – ASTM D854

LABORATORY PROCEDURE USED: ASTM D854 - Standard Test Methods for Specific Gravity of Soil

Solids by Water Pycnometer

RESULTS GIVEN: Specific Gravity

REQUIRED SAMPLE SIZE FOR TESTING: 750g of Soil

REMARKS: This test method is used to determine the specific gravity of soils that pass the 4.75 mm

(No. 4) sieve.

ONE-DIMENSIONAL CONSOLIDATION PROPERTIES OF SOIL –

ASTM D2435

LABORATORY PROCEDURE USED: ASTM D2435 - Standard Test Methods for One-Dimensional

Consolidation Properties of Soils Using Incremental Loading

RESULTS GIVEN:

1.) Coefficient of Consolidation;

2.) Time-Deformation Curve


Undisturbed samples (Shelby tubes) or disturbed samples may be remoulded to a density and moisture

condition stipulated by the agency requesting the test. Sample size: 600-1000g

FALL CONE SHEAR TEST FOR DISTURBED FINE-GRAINED CLAYEY SOIL –

ROCTEST® PROCEDURE

LABORATORY PROCEDURE USED: Fall Cone Manufacturer (ROCTEST ®) Procedure

RESULTS GIVEN:

1.) Shear Strength (t/m2) versus Water (Moisture) Content Plot.


REQUIRED SAMPLE SIZE FOR TESTING: 1000-1500g of disturbed fine-grained clayey soils.

BACKGROUND INFO: The fall cone test is a fast and inexpensive way to determine the shear strength

of a soil when the water content is in the range of the plastic limit and the liquid limit.

LABORATORY MINIATURE VANE SHEAR TEST FOR SATURATED FINE-

GRAINED CLAYEY SOIL – ASTM D4648

LABORATORY PROCEDURE USED: ASTM D4648 - Standard Test Method for Laboratory Miniature

Vane Shear Test for Saturated Fine-Grained Clayey Soil

RESULTS GIVEN:

1.) Plot of undisturbed shear strength (kPa) and maximum torque (N-m).

2.) Plot of remoulded shear strength (kPa) and maximum torque (N-m).

3.) Rate of shear and time to failure


REQUIRED SAMPLE SIZE FOR TESTING: (Fine-grained clayey soils only.)

1.) Undisturbed vane strength: Shelby tube sample;

2.) Machine remoulded vane strength: using above (1) failed undisturbed sample;

3.) Hand remoulded (compacted) vane strength: 2000-2500g of disturbed soil.

BACKGROUND INFO: Machine remoulded vane strength is obtained by rotating the vane rapidly

through a minimum of five to ten revolutions on the failed undisturbed specimen, similar to remoulded

field vane tests (ASTM D2573) and conducting a vane test 1 minute after the machine remoulding

process. Please note, machine remoulded shear strength is typically higher than the hand remoulded

shear strength.

DIRECT SHEAR TEST OF SOILS UNDER CONSOLIDATED DRAINED

CONDITIONS – ASTM D3080

LABORATORY PROCEDURE USED: ASTM D3080 - Standard Test Method for Direct Shear Test of

Soils Under Consolidated Drained Conditions

RESULTS GIVEN:

1.) Initial and final dry density; initial and final water content;

2.) Normal Stress, rate of deformation and shear displacement;

3.) Plot of log of time or square root of time versus deformation of those load increments where t50

(time to 50% consolidation) was determined;

4.) Plot of nominal shear stress versus percent relative lateral displacement.

NOTE: Three or more specimens are generally tested, each under a different normal load, to determine

the effects upon shear resistance and strength properties. Normal loads should be selected which

represent the field conditions being investigated.


1.) Undisturbed samples are collected using thin walled Shelby tubes;

2.) Disturbed samples may be remoulded to a density and moisture condition stipulated by the

agency requesting the test; approximately 2000 g of soil is needed for remoulding of the test

specimen.

UNCONSOLIDATED UNDRAINED TRIAXIAL COMPRESSION TEST ON

COHESIVE SOILS – ASTM D2850

LABORATORY PROCEDURE USED: ASTM D2850 - Standard Test Method for Unconsolidated-

Undrained Triaxial Compression Test on Cohesive Soils.

RESULTS GIVEN:

1.) Specimen dry density, percent saturation, void ratio, and water content;

2.) Rate of axial strain, percent per minute; axial strain at failure, percent;

3.) Compressive strength and the values of the minor and major principal stresses at failure;

4.) Stress-strain curve;

5.) Failure sketch of specimen.


1.) Undisturbed samples are collected using thin walled Shelby tubes;



specimen.

CONSOLIDATED UNDRAINED TRIAXIAL COMPRESSION TEST ON COHESIVE

SOILS – ASTM D4767

LABORATORY PROCEDURE USED: ASTM D4767 – Standard Test Method for Consolidated

Undrained Triaxial Compression Test for Cohesive Soils

RESULTS GIVEN:

1.) Effective consolidation stress; time to 50% primary consolidation (t50);

2.) Specimen dry density, percent saturation after consolidation, void ratio, water content;

3.) The value of the principle stress difference (deviator stress) at failure and the values of the

effective minor and major principal stresses at failure;

4.) Axial strain at failure, percent; rate of strain, percent per minute;

5.) Principal stress difference and induced pore-water pressure versus axial strain curves;

6.) Failure sketch of specimen.


1.) Undisturbed samples are collected using thin walled Shelby tubes



specimen

LABORATORY RESEARCH AND DEVELOPMENT STUDIES

Solum has assisted major environmental engineering companies and Oil & Gas producers in the

following projects:

1.) Treatability Studies

2.) Remediation Engineering Studies

3.) Invertebrate Identification Studies

4.) Laboratory Sedimentation and Consolidation Tests on Tailing Ponds

5.) Geotechnical Engineering Characteristics of Tailing Ponds

6.) Solidification and Stabilization of Metal and Hydrocarbon Contaminated Soils

7.) Geotechnical Engineering Characteristics of Soil-Bentonite Mixtures due to Freeze-Thaw

Cycles

For more information please call the laboratory manager at (403) 250-3035 or email [email protected]

S LUMTM

GEOTECHNICAL & MATERIAL TESTING LABORATORY

CONSULTANTS LTD.

STANDARD LABORATORY TERMS AND CONDITIONS

1.0 Description of Services to be Performed by Solum Consultants Ltd. (Solum) Solum shall provide geotechnical and material laboratory testing services on samples in accordance with these terms and conditions and executed Laboratory Testing Request Forms. Solum shall perform its work in accordance with accepted laboratory standards and accepted standard operating procedures. Solum reserves the right to modify methods as necessary based upon experience and/or current scientific literature. If the Client requests a manner of analysis that varies from standard operating or recommended procedures, the Client shall not hold Solum responsible for the results. Such variations of analysis will be noted on the reports. Solum reserves the right to subcontract laboratory testing if a particular test cannot be performed by Solum. 2.0 Reports, Confidentiality and Third Parties Laboratory reports provided by Solum will be composed of a cover page, summary table of results, and other tables and figures if applicable. Reports will be e-mailed in PDF format to the individual(s) specified on the Laboratory Testing Request Forms. Laboratory reports may also be faxed or mailed to the Client upon request. Except as required by law, Solum shall not disclose testing results or reports to any party other than the Client, unless the Client, in writing, requests information to be provided to a third party. Solum shall abide by any additional confidentiality requirements requested by the Client provided that such requirements are provided to Solum at or before execution of the testing. Information provided by Solum is intended for Client use only. Any use by a third party, of reports or documents authored by Solum, or any reliance on or decisions made by a third party based on the findings described in said documents, are the sole responsibility of such third parities, and Solum accepts no responsibility of damages suffered by any third party as a result of decisions made or actions conducted. 3.0 Laboratory Testing Request Form (Chain of Custody) The laboratory testing request form must be completed by the Client and be accompanied with the samples. Testing will not commence until the laboratory testing request form has been completed. If requested by the Client, Solum shall provide a copy of the laboratory testing request form with the report. No persons other than the designated representatives for each Laboratory Testing Request Form are authorized to act regarding changes to the testing request form. Any changes or amendments of the laboratory testing request form must be in writing and be completed by the originator. 4.0 Acceptance, Contamination and Disposal of Samples Loss or damages to samples remains the responsibility of the Client until Solum representatives’ acceptance of samples by notation on the laboratory testing request form. As to any samples that are suspected of containing hazardous substances, the Client will specify the suspected or known substance and level of contamination. This information is to be stated on the laboratory testing request form and be accompanied with the samples before testing can commence. Solum may refuse acceptance of samples if it determines they present a risk to health and safety. Samples accepted by Solum shall remain the property and liability of the Client while in the custody of Solum. Solum will discard all non-contaminated samples after testing has been completed without a retention period at a fixed disposal charge, or if requested by the Client, samples may be returned to the Client at no cost to Solum. If requested by client, Solum will store samples provided the Client agrees to pay for the storage charge. Contaminated material may be returned/shipped to the Client at the Client’s expense or Solum will discard samples with disposal rates varying for samples containing higher levels of contamination, refer to price list. Soil samples requested to be stored will be stored inside the lab up to the expiration of storage period. Soil Samples will be discarded upon the expiration date of the storage period unless client requests either extending storage period or returning samples back to client at no cost to Solum. 5.0 Indemnification/Hold Harmless Solum shall protect, indemnify and save harmless Client, and its directors, officers, employees, agents, representatives, invitees and subcontractors, and at Client’s request, investigate and defend such entities form and against all claims, demands and causes of action, of every kind and character, without limitation, arising in favour of or made by third parties, on account of bodily injury, death or damage to or loss of their property resulting from any negligent act or wilful misconduct of Solum. The Client shall protect, indemnify and save harmless Solum, and its directors, officers, employees, agents, representatives, invitees and subcontractors, and at Solum’s request, investigate and defend such entities form and against all claims, demands and causes of action, of every kind and character, without limitation, arising in favour of or made by third parties, on account of bodily injury, death or damage to or loss of their property resulting from any negligent act or wilful misconduct of Client.

6.0 Limitation of Liability The total liability of Solum or its staff whether based in contract or tort, will be limited to the lesser of the fees paid or actual damages incurred by the Client. Solum will not be responsible for any consequential or indirect damages even if caused by negligence of Solum. Solum will only be liable for damages resulting form negligence of Solum. All claims by the Client shall be deemed relinquished if not made within one year after the testing date. No warranty is either expressed or implied, or intended by any agreement or by furnishing oral or written reports or findings. 7.0 Termination of Testing Work Order The Client may order work suspended or terminated upon seven days advance written notice. If work is suspended, Solum shall receive, upon resumption, an adjustment in the cost of services to compensate for additional costs incurred due to the interruption of services. Upon suspension or termination, Solum shall preserve samples provided that the Client agrees to pay the sample storage charge. 8.0 Pricing, Payments and Invoicing Invoices will be based on current Solum laboratory testing rates; rates may change without notice. Solum invoices shall be paid within thirty (30) days of receipt of the invoice. Amounts not paid when due shall bear interest at the rate of 18% per annum from the date due until the date of payment.

APPENDIX I

LABORATORY TESTING REQUEST FORM

PLEASE MAKE COPIES OF THIS FORM, COMPLETE WITH SAMPLE INFORMATION AND FAX TO SOLUM OR INCLUDE WITH SAMPLE(S). THE LABORATORY TESTING REQUEST FORM MAY

ALSO BE PRINTED FROM OUR WEBSITE: http://www.solumconsultantsltd.com/pdf/testingrequestform.pdf

9, 3620-29 Street, N.E.

Calgary, AB T1Y 5Z8

Tel.: (403) 250-3035

Fax: (403) 250-3021 SOLUM PROJECT# PAGE OF

COMPANY:

CONTACT:

ADDRESS:

PHONE: (OPTIONAL) (OPTIONAL)

FAX: (OPTIONAL) (OPTIONAL)

PROJECT #:

REGULAR (DEFAULT) PROJECT NAME:

RUSH (100% SURCHARGE)

DUE DATE: LOCATION:

SELECT: PDF REPORT & EMAIL TO: EMAIL 1:

MAIL REPORT EMAIL 2:

FAX REPORT EMAIL 3:

RELINQUISHED BY:

SIGNATURE: DATE: STORE UNTIL*:

PRINTED NAME: TIME:

RECEIVED BY: STANDARD NON-CONTAMINATED SOIL DISPOSAL (DEFAULT)*

SIGNATURE: DATE: CONTAMINATED SOIL DISPOSAL*

PRINTED NAME: TIME: RETURN SAMPLES TO PROJECT MANAGER*

SAMPLE IDENTIFICATION DEPTH SAMPLED BY / DATESAMPLE CONTAINER (PAIL/SHELBY/BAG) A

TT

ER

BE

RG

LIM

ITS

- A

ST

M D

43

18

WA

TE

R (

MO

IST

UR

E)

CO

NT

EN

T -

AS

TM

D2

21

6

pH (

P)

/

W

ater

Sol

uble

Sul

phat

es (

S)

/

Org

anic

Con

tent

(O

)

VA

PO

R,

PN

EU

MA

TIC

OR

AIR

PE

RM

EA

BIL

ITY

OF

PA

TIA

LL

Y S

AT

UR

AT

ED

S

OIL

S

- A

ST

M D

65

39

PA

RT

ICL

E-S

IZE

AN

AL

YS

IS (

FU

LL

GR

AD

AT

ION

) -

AS

TM

D4

22

GR

EA

TE

R T

HA

N N

O.

20

0 (

0.0

75

mm

) S

IEV

E A

NA

LY

SIS

- A

ST

M C

13

6

CO

NT

AM

INA

TE

D?

(Y

/N)

IF

YE

S, A

TT

AC

H D

ET

AIL

S S

UC

H A

S T

YP

E A

ND

L

EV

EL

(H

IGH

OR

LO

W)

OF

CO

NT

AM

INA

NT

.

ON

E-D

IME

NS

ION

AL

CO

NS

OL

IDA

TIO

N P

RO

PE

RT

IES

OF

SO

IL U

SIN

G

INC

RE

ME

NT

AL

LOA

DIN

G -

AS

TM

D24

35

UN

CO

NF

INE

D C

OM

PR

ES

SIV

E S

TR

EN

GT

H -

AS

TM

D2

16

6

LA

BO

RA

TO

RY

MIN

IAT

UR

E V

AN

E S

HE

AR

TE

ST

FO

R S

AT

UR

AT

ED

FIN

E-

GR

AIN

ED

CL

AY

EY

SO

IL -

AS

TM

D4

64

8

BU

LK

DE

NS

ITY

(B)

/

T

OT

AL

PO

RO

SIT

Y &

AIR

-FIL

LE

D P

OR

OS

ITY

(P)

EL

EC

RIC

AL

CO

ND

UC

TIV

ITY

(C)

/ R

ES

IST

IVIT

Y

(R)

*ALL SAMPLES WILL BE DISCARDED AFTER TESTING, UNLESS OTHERWISE NOTED; DISPOSAL, STORAGE AND SHIPPING CHARGES MAY APPLY. WHITE - REPORT COPY, YELLOW - FILE COPY, PINK - CLIENT COPY

SA

MP

LE

ST

OR

AG

E

YES

NO

CHAIN OF CUSTODY / LABORATORY TESTING REQUEST FORM

Email:[email protected]

MA

TE

RIA

LS

FIN

ER

TH

AN

NO

. 2

00

(0

.07

5 m

m)

SIE

VE

- A

ST

M C

11

7

ST

AN

DA

RD

PR

OC

TO

R -

AS

TM

D6

98

MO

DIF

IED

PR

OC

TO

R -

AS

TM

D1

55

7

HY

DR

AU

LIC

CO

ND

UC

TIV

ITY

(P

ER

ME

AB

ILIT

Y)

OF

FIN

E G

RA

INE

D S

OIL

S -

A

ST

M D

50

84

HY

DR

AU

LIC

CO

ND

UC

TIV

ITY

(P

ER

ME

AB

ILIT

Y)

OF

FIN

E G

RA

INE

D S

OIL

S -

F

AL

LIN

G H

EA

D M

ET

HO

D

(US

ED

IN

CO

NJU

NC

TIO

N W

/ P

RO

CT

OR

TE

ST

)

HY

DR

AU

LIC

CO

ND

UC

TIV

ITY

(P

ER

ME

AB

ILIT

Y)

OF

GR

AN

UL

AR

SO

ILS

(C

ON

ST

AN

T H

EA

D)

- A

ST

M D

24

34

INVOICE TO: ANALYSIS REQUESTEDREPORT TO:

TURN AROUND TIME

REPORT DISTRIBUTION

(RUSH ORDERS ONLY)

S LUMTM


CONSULTANTS LTD.

APPENDIX II

SAMPLE OF A GEOTECHNICAL LABORATORY TESTING REPORT

ALL SAMPLE INFORMATION, PROJECT NAMES, DATA, AND RESULTS INCLUDED IN THIS SAMPLE REPORT ARE FICTIONAL AND SHOULD BE USED FOR ILLUSTRATION PURPOSES

ONLY.

S LUMTM


CONSULTANTS LTD.

November 1, 2005 Environmental Engineering Company Suite 1, 2345-6 Street, N.W. Calgary, AB T7T 8Z8 Attention: John Smith EEC Project #: 12345678

SAMPLE REPORT

Geotechnical Laboratory Testing Report SOLUM Job #: 100010501024 Received: October 24, 2005 # of Samples Received: One-5 gal pail, 1 Shelby Tube Test Quantity ASTM Designation Water Content 1 D2216

Atterberg Limits 1 D4318 Full Gradation 1 D422 Standard Proctor 1 D698 Fall Cone Shear Test 1 N/A Vane Shear Test 1 D4648 Hydraulic Conductivity; Remolded at 95% of Maximum Dry Density 1 D5084 Saad A.M. Farag Laboratory Manager Solum Consultants Ltd.

Total Cover Pages: 1

#9, 3620 29 Street NE, Calgary, AB T1Y 5Z8 Ph: (403) 250-3035 Fax: (403) 250-3021 Email: [email protected]

#9, 3620 - 29 Street, NE Project Number:

Calgary, Alberta T1Y 5Z8 Client:

Ph: (403)250-3035 Project Name:

Fax: (403)250-3021 Location:

Email: [email protected] Tested By: Reviewed By:

www.solumconsultantsltd.com Date Reviewed: (dd-mm-yy)

Liqu

id L

imit(

%)

Pla

stic

Lim

it(%

)

Pla

stic

Ind

ex(

%)

Cla

ssifi

catio

n*

(US

CS

)

Cob

ble

Siz

e (%

)(7

5-3

00

mm

)

Gra

vel S

ize

(%)

(4.7

5-7

5m

m)

Sa

nd

Siz

e (

%)

(0.0

75

-4.5

mm

)

Silt

Siz

e (

%)

(0.0

05

-0.0

75

mm

)

Cla

y S

ize

(%)

(<0

.00

5m

m)

Max

imum

Dry

De

nsi

ty (

kg

/m3

)

Opt

imum

Wat

er

Co

nte

nt (

%)

Ove

r S

ize

De

nsi

ty

Co

rre

ctio

n (

kg/m

3 )

Ove

r S

ize

Opt

imum

W

ate

r C

on

ten

t C

orr

ect

ion

(%)

CCL-68680200-05 GR 40.7 83 45 38 MH 0.0 0.8 32.6 35.9 30.7 MH 1068 46.0 N/A N/A 3.6E-08

* Note: Soil classification is for material less than 0.425 mm (material used for Atterberg Limits), this includes the fine sand, silt and clay fraction of the sample. The USCS does not recognize the group symbol CI.

** Note: Soil classification is for the whole sample. Soil classification uses the Atterberg Limits results and the percent fines, percent sand and percent gravel as described in ASTM D2487.

Laboratory Analysis Summary

Atterberg Limits

Mo

istu

re C

on

ten

t(%

) Particle Size Analysis

Sa

mp

le ID

De

pth

(m

)

So

il C

las

sif

ica

tio

n**

Gro

up

Sy

mb

ols

Standard Proctor

Results

Co

ns

tan

t H

ea

d

Pe

rme

ab

ility

k20

(cm

/se

c)

12345678

Geotechnical Engineering Company

Site X Geotechnical Investigation

---

KC/SF

25-Oct-09

S LUMTM


CONSULTANTS LTD.

Tested by:

PREPARED SOLELY FOR THE USE OF OUR CLIENT AS SPECIFIED IN THE ACCOMPANYING REPORT. NO REPRESENTATION OF ANY KIND IS MADE TO OTHER PARITES WITH WHICH SOLUM TESTING LTD. HAS NOT ENTERED INTO A CONTRACT.

Date Tested:

Approved by:

Laboratory Compaction Characteristics of Soil - Standard Proctor (ASTM D698)

1,700

1,800

1,900

2,000

5 7 9 11 13 15 17 19

Water Content (%)

Dry

De

ns

ity

(k

g/m

3 )SAMPLE REPORT

Site X Remediation

Client: Environmental Engineering Company

Project No.: 12345678

Sample ID: TP01

Depth: 0.5 - 1.5 m

RA

26-Oct-05

OVERSIZE CORRECTIONASTM D4718

PREPARED SOLELY FOR THE USE OF OUR CLIENT AS SPECIFIED IN THE ACCOMPANYING REPORT. NO REPRESENTATION OF ANY KIND IS MADE TO OTHER PARTIES WITH WHICH SOLUM CONSULTANTS LTD. HAS NOT ENTERED INTO A CONTRACT.

100% SATURATION CURVE

MAXIMUM DRY DENSITY (γ dmax): 1,910 kg/m3

OPTIMUM WATER CONTENT (w o): 12.0%

95% = 1,815 kg/m³

Particles Retained on the No. 4 (4.75 mm) Sieve (Pc): 2.3 %

GM: 2.55 (Assumed)Corrected Max. Dry Density:

N/ACorrected Opt. Water Content:N/A

S LUMTM


CONSULTANTS LTD.

Plastic Limit (%)

Plasticity Index (%)

-40 Mesh Sieve (y/n)

Unified Soil Classification System

Atterberg Limits (ASTM D4318) - Method A

Number of Blows

Wet Sample Weight +Tare (g)

Liquid Limit (Oven Dried)

1 2 3

Liquid Limit (Air Dried) - Multipoint Method

32

20.70

3.81Weight of Water (g)

18.55

3.33

18.97Dry Sample Weight +Tare (g)

22.7822.21

Container ID

3.66

51.5

6.13Weight of Dry Soil (g)

10 22

---

Results

Liquid Limit (Air Dried) (%)

Liquid Limit (Oven Dried) (%) ---

11.36

5Container ID

Water Content (%)

4

30.43

51

Water Content (%)

Weight of Water (g)

Tare (g)

27.90

2.53

Dry Sample Weight +Tare (g)

14.05

Weight of Dry Soil (g)

Sample Information

24.55

Tare (g)

26.46

17.37

11.4511.24

Wet Sample Weight +Tare (g)

13.95

7.10 7.61

33

18

Plastic Limit

54.3 50.1

y

1.91

Average Water Content (%)

KC Reviewed By: SF

Date Tested: 29-Nov-11 (dd-mmm-yy)

CH

Project Number: 12345678

Client: Geotechnical Engineering Company

Project Name: Site X Geotechnical Investigation

Location: Calgary, AB

Sample ID TP01 Depth: 2.37-2.67 m

Tested By:

18.1

13.85 10.60

18.3% 18.0%

LL % Difference

Flow Curve

49

50

51

52

53

54

55

1 10 100

Number of Blows on Liquid Limit Device

Wa

ter

Co

nte

nt

(%)

25

S LUMTM


CONSULTANTS LTD.

0

10

20

30

40

50

60

70

0 10 20 30 40 50 60 70 80 90 100

Liquid Limit (%)

Pla

sti

cit

y I

nd

ex

(%

)

TP01

ML or OL

MH or OH

CL or OL

CH or OH

CL or ML

Tested by:

PREPARED SOLELY FOR THE USE OF OUR CLIENT AS SPECIFIED IN THE ACCOMPANYING REPORT. NO REPRESENTATION OF ANY KIND IS MADE TO OTHER PARITES WITH WHICH SOLUM TESTING LTD. HAS NOT ENTERED INTO A CONTRACT.

0.005 mm 0.075 mm 0.425 mm 2.0 mm 4.75 mm 19 mm 75 mm 300 mm

Coarse

Clay Silt Cobbles Boulders

Medium Fine Coarse

Gravel

Fine

Sand

Date Tested:

Approved by:

Particle Size Analysis (ASTM C136/D422)

0

20

40

60

80

100

0.001 0.01 0.1 1 10 100 1000

Particle Size (mm)

Per

cen

t F

iner

Th

an (

%)

Site X Remediation KC

25-Oct-05


12345678.00 Project No.:

Sample ID: TP01

Depth: 0.5 - 1.5 m

Cobbles:

Gravel:

Sand:

Silt:

Clay:

0.0

2.3

35.3

31.2

31.2

Particle Size (%)

PREPARED SOLELY FOR THE USE OF OUR CLIENT AS SPECIFIED IN THE ACCOMPANYING REPORT. NO REPRESENTATION OF ANY KIND IS MADE TO OTHER PARTIES WITH WHICH SOLUM CONSULTANTS LTD. HAS NOT ENTERED INTO A CONTRACT.

RA

SAMPLE REPORT

S LUMTM


CONSULTANTS LTD.

Client: Borehole No.: Tested by: KC / SF

Project No.: Sample No.:

Project Name: Site X Remediation Depth of Sample:

Location: Date of Testing: 17-Jan-08 ( dd -mm -yy)

DATE TIME ELAPSED TIME

TEMP. RtIN BURRETS OUT BURRETS

(MIN) (MIN) (SEC) (deg. C) READINGVOLUME

(cm3)

CHANGE

(cm3)

TOTAL

(cm3)READING

VOLUME

(cm3)

CHANGE

(cm3)

TOTAL

(cm3)

27-Jan-08 0:01 17 1.079 20 41.28 20 41.282:30 149.00 149 8940 17 1.079 19.7 40.66 0.62 0.62 21.2 43.76 2.48 2.485:00 299.00 150 9000 17 1.079 19.4 40.04 0.62 1.24 21.4 44.17 0.41 2.89

3.9E-08 cm/sec

Wet Mass: 257.37 gr Top Pore Pressure: 385 kPa Sample Height : 3.33 cm

Water Content: 27.3% Bottom Pore Pressure: 400 kPa Sample Diameter : 7.24 cm

Wet Density: 1880.7 kg/m3 Cell Pressure: 415 kPa Sample Area : 41.13 cm2

Dry Density: 1477.3 kg/m3 Hydraulic Gradient: Sample Volume : 136.85 cm3

Remarks:

INCREMENTAL TIME

TP01

Measurement of Hydraulic Conductivity of Saturated Porous Materials Using a Flexible Wall Permeameter

( ASTM D5084 )

Hydraulic Conductivity K20 (cm/sec)

4.0-4.5 m

12345678

Envoironmental Engineering Company

Calgary, AB

46.0

Reported

3.95E-083.94E-08

S LUMTM


CONSULTANTS LTD.

Tested by:

Date Tested:

Approved by:


y = -5.2989Ln(x) + 26.164

0

10

20

30

40

50

60

0.001 0.01 0.1 1 10 100

Shear Strength (t/m2)

Wa

ter

Co

nte

nt

(%)

Site X Remediation



Sample ID: TP01

Depth: 0.5 - 1.5 m

RA

26-Oct-05

PREPARED SOLELY FOR THE USE OF OUR CLIENT. NO REPRESENTATION OF ANY KIND IS MADE TO OTHER PARTIES WITH WHICH SOLUM CONSULTANTS LTD. HAS NOT ENTERED INTO A CONTRACT.

Shear Strength vs. Water Content (Fall Cone Test)

SAMPLE REPORT

S LUMTM


CONSULTANTS LTD.

Tested by:

Date Tested:

Approved by:


0

10

20

30

40

50

60

70

80

90

100

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180

Rotation (Degree)

Un

dra

ined

Sh

ear

Str

eng

th (

kPa

)

Undisturbed Undrained Shear Strength = 76.15kPaMaximum Torque = 0.3265 N/m

Site X Remediation



Sample ID: TP01

Depth: 0.5-1.5 m

RA

26-Oct-05

PREPARED SOLELY FOR THE USE OF OUR CLIENT. NO REPRESENTATION OF ANY KIND IS MADE TO OTHER PARTIES WITH WHICH SOLUM CONSULTANTS LTD. HAS NOT ENTERED INTO A CONTRACT.

Laboratory Miniature Vane Shear Test for Saturated Fine-Grained Clayey Soil - ASTM D4648

Rotation Rate: 60°/min

Remoulded Undrained Shear Strength = 32.13 kPaMaximum Torque = 0.1378 N/m

Water Content:15.5%

SAMPLE REPORT

S LUMTM


CONSULTANTS LTD.

Boring No. N/A Job No. N/A

Sample No. B1 Job Name N/A

Depth (ft) 5.0 m Tested By SF/KC

Date 11/5/2010 Calculated By KC

Sheet No. Checked By SF

SPECIMEN DIAMETER 7.34 (cm) MOISTURE CONTENT 21.0 (%)SPECIMEN HEIGHT 15.48 (cm) MASS OF WET SAMPLE 1273.1 (g)SPECIMEN AREA 42.27 (cm2) HEIGHT/DIAMETER RATIO 2.11SPECIMEN VOLUME 654.41 (cm3) WET BULK DENSITY 1945.4 (kg/m3)ASSUMED Gs 2.75 INITIAL SATURATION 81.3 (%)INITIAL VOID RATIO 0.71

Shear Strength 76.36 (kPa) Unconfined Compressive Strength 152.72 (kPa)Axial Failure Strain 9.47 (%)

VERT. LOAD 1 1-3 1-3)/2 DISPL. CELL

(cm) (kN) (%) (kPa) (kPa) 0.00 0.00 0.00 0.00 0.00 0.13 0.16 0.85 37.25 18.62 0.28 0.29 1.84 67.46 33.73 0.41 0.39 2.64 88.83 44.41 0.57 0.49 3.71 111.16 55.58 0.74 0.56 4.81 126.12 63.06 0.91 0.62 5.87 137.59 68.79 1.08 0.66 6.99 145.45 72.73 1.30 0.70 8.37 151.01 75.50 1.47 0.71 9.47 152.72 76.36 1.60 0.72 10.30 152.16 76.08 1.75 0.68 11.29 142.71 71.36 1.84 0.59 11.86 123.18 61.59

UNCONFINEDCOMPRESSION TEST (ASTM D2166)

S LUMTM

CONSULTANTS LTD.

Boring No. N/A Job No. N/A

Sample No. B1 Job Name N/A

Depth (ft) 5.0 m Tested By SF/KC

Date 11/5/2010 Calculated By KC

Sheet No. Checked By SF

0

100

200

0 2 4 6 8 10 12 14

Axial Strain (%)

Dev

iato

r St

ress

(kP

a)

S LUMTM

CONSULTANTS LTD.

UNCONFINEDCOMPRESSION TEST (ASTM D2166)

Stress-Strain Plot

X Remoulded

0.1270

Normal Stress (kPa)

200

400

600

---

N/A

Sample Information

Location:

Reviewed By:

(dd-mmm-yy)20-Nov-09Date of Testing:

Depth:Sample ID:

Residual Stress(kPa)

---

BH-01

Tested By: SF/KC

Horizontal Disp. (mm) Add WaterShearing Rate (mm/min)Peak Stress(kPa)

Direct Shear Test of Soils Under Consolidated Drained Conditions (ASM D3080)Project Number:

Client:

Project Name:

12345678

Geotechnical Engineering Company

Site X Geotechnical Investigation

SF

3

Specimen No.

5.6

0.1270

0.1270---

Yes

1

2

7.5

6.2

120.1

Sample Preparation Method:

222.5

309.1

---

S LUMTM


CONSULTANTS LTD.

Specimen3

Specimen2

Specimen1

SWELL/CONSOLIDATION TEST DATA

Client: Solum Consultants Ltd.Project: Barrhead Geotechnical InvestigationProject Number: 10012

Sample Data

Source:Sample No.: B1Elev. or Depth: 5' Sample Length(in./cm.): Location:Description:Liquid Limit: Plasticity Index: USCS: AASHTO: Figure No.: Testing Remarks:

Test Specimen Data

TOTAL SAMPLE BEFORE TEST AFTER TESTWet w+t = 57.83 g. Consolidometer # = 1 Wet w+t = 169.47 g.Dry w+t = 50.24 g. Dry w+t = 145.83 g.Tare Wt. = 14.05 g. Spec. Gravity = 2.8 Tare Wt. = 43.00 g.Height = 2.00 cm. Height = 2.00 cm.Diameter = 6.18 cm. Diameter = 6.18 cm.Weight = 124.43 g. Defl. Table = reference Set (mm/kPa)

Moisture = 21.0 % Ht. Solids = 1.2247 cm. Moisture = 23.0 %Wet Den. = 2074 kg/m3 Dry Wt. = 102.86 g.* Dry Wt. = 102.83 g. Dry Den. = 1715 kg/m3 Void Ratio = 0.633 Void Ratio = 0.618

Saturation = 92.8 %

* Initial dry weight used in calculations

End-of-Load Summary

Pressure(kPa)

FinalDial (cm.)

MachineDefl. (cm.)

Corrected(cm.)

VoidRatio

% Compression/Swell

start -0.01200 0.633 25.00 0.00660 0.00010 0.00670 0.648 0.9 Swell 50.00 -0.00480 0.00050 -0.00430 0.639 0.4 Swell

100.00 -0.03040 0.00080 -0.02960 0.619 0.9 Comprs. 200.00 -0.06840 0.00180 -0.06660 0.589 2.7 Comprs. 400.00 -0.11860 0.00270 -0.11590 0.548 5.2 Comprs. 800.00 -0.18020 0.00340 -0.17680 0.499 8.2 Comprs. 400.00 -0.17540 0.00300 -0.17240 0.502 8.0 Comprs. 100.00 -0.13320 0.00200 -0.13120 0.536 6.0 Comprs. 25.00 -0.03040 0.00010 -0.03030 0.618 0.9 Comprs.

Cc = 0.17 Pc = 132.17 kPa Cr = 0.07

Solum Consultants Ltd.

RatioMoistureSaturationInitial VoidCrCc

PcOverburdenSp. Gr.PILLDry Dens.Natural

Project:Remarks:Client:Project No.

AASHTOUSCSMATERIAL DESCRIPTION

CONSOLIDATION TEST REPORT

10 20 50 100 200 500.47

.49

.51

.53

.55

.57

.59

.61

.63

.65

.67V

oid

Rat

io

Applied Pressure - kPaCoefficients of Consolidation and Secondary Consolidation

No. Load(kPa)

Cv(cm.2/sec.)

C� No. Load(kPa)

Cv(cm.2/sec.)

C� No. Load(kPa)

Cv(cm.2/sec.)

C�

2 50.00 0.00503 100.00 0.00174 200.00 0.00015 400.00 0.00006 800.00 0.00007 400.00 0.00028 100.00 0.00009 25.00 0.0000

(kPa)(kPa)(kg/m3)

Barrhead Geotechnical InvestigationSolum Consultants Ltd.10012

0.6330.070.17132.172.8171521.0 %92.8 %

Figure

Source: Sample No.: B1 Elev./Depth: 5'

=

=D100

=

=D0

Load=

Load No.=

Project:Project No.:

Dial Reading vs. Time

Cv @ T90

0.0050 cm.2/sec.

T90

D90


2.86 min.

-0.00010

0.00026

0.00354

50.00 kPa

2

Barrhead Geotechnical Investigation10012

Square Root of Elapsed Time (min.)

Dia

l Rea

ding

(cm

.)

0 4 8 12 16 20 24 28 32 36 40-.005

-.004

-.003

-.002

-.001

.000

.001

.002

.003

.004

.005t90

FigureSolum Consultants Ltd.

Cv @ T90

0.0017 cm.2/sec.

=T90

=D100

=D90

=D0

Load=

Load No.=


8.47 min.

-0.01635

-0.01560

-0.00881

100.00 kPa

3

Square Root of Elapsed Time (min.)

Dia

l Rea

ding

(cm

.)

0 4 8 12 16 20 24 28 32 36 40-.033

-.030

-.027

-.024

-.021

-.018

-.015

-.012

-.009

-.006

-.003t90

SOLUM CONSULTANTS LTD.One-Dimensional Swell Test (ASTM D 4546)

JOB NAME N/A JOB NO. N/ABORING NO. SAMPLE NO. BH10-01 DEPTH 1.50-2.50 m TEST DATE 12/6/2009SAMPLE DESCRIPTION Silty clay w/ trace of gravels

Applied Dial Applied Dial Applied Dial

Pressure Reading Pressure Reading Pressure Reading(kPa) (in) (kPa) (in) (kPa) (in)

0 0.0000 300 -0.0293 0 0.000025 -0.0075 200 -0.0291 25 -0.001650 -0.0101 100 -0.0279 50 -0.0023100 -0.0145 50 -0.0265 100 -0.0038200 -0.0222 25 -0.0251 200 -0.0067300 -0.0293 0 -0.0208 300 -0.0105

300 -0.0215

Dial Reading Before Inundate -0.0105 in Swell Pressure 300 (kPa)

Dial Reading After Inundate -0.0215 in

Swell or Collapse Strain -1.1 (%)

Un-Loading Loading ( II )Loading ( I )

-0.050

-0.040

-0.030

-0.020

-0.010

0.000

0.010

0.020

0.030

0.040

0.050

0 100 200 300 400

Applied Pressure, (kPa)

Def

orm

atio

n, (

in)

Swell Pressure

Boring No. Job No.Sample No. Job Name Keystone XL Pipeline PS5Depth (m) Tested ByDate Calculated BySheet No. Checked By

STAGE1SPECIMEN DIAMETER 7.199 (cm) CELL PRESSURE (CP) 565.0 (kPa)SPECIMEN HEIGHT 13.376 (cm) BACK PRESSURE (BP) 165.0 (kPa)SPECIMEN AREA 40.678 (sq.cm) EFFECTIVE PRESSURE (EP) 400.0 (kPa)SPECIMEN VOLUME 544.092 (cu.cm)

Failure Criteria: Max. Deviator StressAxial Failure Strain 1.52 (%)

(�1-�3)f 144.74 (kPa) (�3)f 400.00 (kPa) (�1)f 544.74 (kPa)(�u)f 165.47 (kPa) (�3')f 234.53 (kPa) (�1')f 379.27 (kPa)

VERT. LOAD �u �1 �1-�3 �1' �3' p p' q �1' /�3'DISPL. CELL (cm) (KN) (kPa) (%) (kPa) (kPa) (kPa) (kPa) (kPa) (kPa)

0.00 0.00 0.00 0.00 0.00 400.00 400.00 400.00 400.00 0.00 10.02 0.13 15.86 0.11 30.80 414.94 384.14 415.40 399.54 15.40 1.080.03 0.22 35.85 0.23 54.55 418.70 364.15 427.28 391.42 27.28 1.150.05 0.29 55.16 0.34 71.93 416.77 344.84 435.96 380.80 35.96 1.210.06 0.35 72.39 0.46 85.67 413.27 327.61 442.83 370.44 42.83 1.260.07 0.39 86.87 0.55 96.35 409.48 313.13 448.18 361.30 48.18 1.310.09 0.42 102.04 0.66 103.63 401.59 297.96 451.81 349.77 51.81 1.350.11 0.47 117.21 0.80 113.58 396.37 282.79 456.79 339.58 56.79 1.400.13 0.50 128.24 0.95 121.42 393.18 271.76 460.71 332.47 60.71 1.450.15 0.54 144.10 1.12 130.29 386.19 255.90 465.15 321.05 65.15 1.510.18 0.57 155.82 1.33 139.19 383.37 244.18 469.59 313.77 69.59 1.570.20 0.60 165.47 1.52 144.74 379.26 234.53 472.37 306.89 72.37 1.62

08E4490

SF & KCSF SF

N/APS5-2009-064.57-5.23 m1/10/2010 CONSOLIDATED-UNDRAINED

TRIAXIAL COMPRESSION TESTASTM D4767

S LUMTM

CONSULTANTS LTD.

Boring No. N/A Job No. 08E4490Sample No. PS5-2009-06 Job Name Keystone XL Pipeline PS5Depth (m) 4.57-5.23 m Tested By SF & KCDate Calculated By SFSheet No. Checked By SF

1/10/2010

0

50

100

150

200

250

300

350

400

0 1 2 3 4 5 6

Axial Strain (%)

Dev

iato

r St

ress

(kPa

)

Effective Confining Pressure=400.0 kPaEffective Confining Pressure=600.0 kPaEffective Confining Pressure=800.0 kPa

CONSOLIDATED-UNDRAINEDTRIAXIAL COMPRESSION TEST

ASTM D4767

S LUMTM

CONSULTANTS LTD.

Boring No. N/A Job No. 08E4490Sample No. PS5-2009-06 Job Name Keystone XL Pipeline PS5Depth (m) 4.57-5.23 m Tested By SF & KCDate Calculated By SFSheet No. Checked By SF

1/10/2010 CONSOLIDATED-UNDRAINEDTRIAXIAL COMPRESSION TEST

ASTM D4767

0

100

200

300

400

500

600

0 200 400 600 800 1000 1200

Normal Stress (kPa)

Shea

r St

ress

(kPa

)

Total Stress

0

100

200

300

0 100 200 300 400 500 600 700 800 900

p' (kPa)

q (k

Pa)

Effective Confining Pressure=400.0 kPaEffective Confining Pressure=600.0 kPaEffective Confining Pressure=800.0 kPa

S LUMTM

CONSULTANTS LTD.

p-q&Mohr Chart 2

Page 1

0

100

200

300

400

500

600

0 200 400 600 800 1000 1200

Normal Stress (kPa)

Shea

r St

ress

(kPa

)

Total Stress

Effective Stress

Keystone XL Pipeline PS3 08E4490Keystone XL Pipeline PS3 08E4490Monitor ABMonitor, AB

CALIFORNIA BEARING RATIOCALIFORNIA BEARING RATIO ASTM D 1883-05 (One Water Content only)CALIFORNIA BEARING RATIO ASTM D 1883 05 (One Water Content only)

PS3 2009 09 B lkPS3-2009-09 BulkBrown Lean Clay (CL)Brown Lean Clay (CL)S h A 4 54 KSurcharge Amount: 4.54 Kg.Su c a ge ou t: .5 g.

95% O ti M i t C t t95% Optimum Moisture Contentp

10 Blows 25 Blows 56 Blows10 Blows 25 Blows 56 BlowsDry density before soak, kg/m^3 1,541 1,639 1,690Dry density before soak, kg/m 3 1,541 1,639 1,690D d it ft k k / ^3 1 554 1 649 1 698Dry density after soak, kg/m^3 1,554 1,649 1,698y y , g , , ,Moisture content before soak % 19 5 19 8 19 8Moisture content before soak, % 19.5 19.8 19.8Moisture content after soak avg % 27 4 25 3 23 7Moisture content after soak, avg., % 27.4 25.3 23.7Moisture content after soak, top 1", % 29.5 27.1 25.1Moisture content after soak, top 1 , % 29.5 27.1 25.1

ll f h k% Swell after 96 hour soak -0.83 -0.61 -0.48% Swell after 96 hour soak 0.83 0.61 0.48B i R ti 0 100" t ti 0 4 1 0 1 5Bearing Ratio, 0.100" penetration 0.4 1.0 1.5g , p

Dry Density vs CBRDry Density vs CBRDry Density vs CBR

5

Dry Density vs CBR

5

Dry Density vs CBR

5

Dry Density vs CBR

5

Dry Density vs CBR

5

Dry Density vs CBR

5

Dry Density vs CBR

5

Dry Density vs CBR

5

Dry Density vs CBR

5

Dry Density vs CBR

5

Dry Density vs CBR

5

Dry Density vs CBR

5

Dry Density vs CBR

5

Dry Density vs CBR

5

Dry Density vs CBR

5

Dry Density vs CBR

5

Dry Density vs CBR

5

BR

Dry Density vs CBR

5

BR

Dry Density vs CBR

5

CB

R

Dry Density vs CBR

5

cted

CB

R

Dry Density vs CBR

5

cted

CB

R

Dry Density vs CBR

5

rrec

ted

CB

R

Dry Density vs CBR

5

Cor

rect

ed C

BR

Dry Density vs CBR

5

Cor

rect

ed C

BR

Dry Density vs CBR

56 blows per layer

5

Cor

rect

ed C

BR

Dry Density vs CBR

56 blows per layer

5

Cor

rect

ed C

BR

Dry Density vs CBR

56 blows per layer

5

Cor

rect

ed C

BR

Dry Density vs CBR

56 blows per layer

5

Cor

rect

ed C

BR

Dry Density vs CBR

56 blows per layer

5

Cor

rect

ed C

BR

Dry Density vs CBR

56 blows per layer

5

Cor

rect

ed C

BR

Dry Density vs CBR

56 blows per layer

5

Cor

rect

ed C

BR

Dry Density vs CBR

56 blows per layer

5

Cor

rect

ed C

BR

Dry Density vs CBR

25 blows per layer

56 blows per layer

5

Cor

rect

ed C

BR

Dry Density vs CBR

25 blows per layer

56 blows per layer

5

Cor

rect

ed C

BR

Dry Density vs CBR

25 blows per layer

56 blows per layer

5

Cor

rect

ed C

BR

Dry Density vs CBR

10 blows per layer

25 blows per layer

56 blows per layer

5

Cor

rect

ed C

BR

Dry Density vs CBR

10 blows per layer

25 blows per layer

56 blows per layer

5

Cor

rect

ed C

BR

Dry Density vs CBR

10 blows per layer

25 blows per layer

56 blows per layer

5

Cor

rect

ed C

BR

Dry Density vs CBR

10 blows per layer

25 blows per layer

56 blows per layer

0

5

Cor

rect

ed C

BR

Dry Density vs CBR

10 blows per layer

25 blows per layer

56 blows per layer

0

5

1400 1600 1800

Cor

rect

ed C

BR

Dry Density vs CBR

10 blows per layer

25 blows per layer

56 blows per layer

0

5

1400 1600 1800

Cor

rect

ed C

BR

Dry Density vs CBR

10 blows per layer

25 blows per layer

56 blows per layer

0

5

1400 1600 1800

Cor

rect

ed C

BR

Dry Density as Molded, kg/m^3

Dry Density vs CBR

10 blows per layer

25 blows per layer

56 blows per layer

0

5

1400 1600 1800

Cor

rect

ed C

BR


Dry Density vs CBR

10 blows per layer

25 blows per layer

56 blows per layer

0

5

1400 1600 1800

Cor

rect

ed C

BR


Dry Density vs CBR

TP-1

Sample Report

Keystone XL Pipeline PS3Keystone XL Pipeline PS3Monitor ABMonitor, AB

S i @ i i CStress vs. Penetration @ 95% Optimum Moisture ContentStress vs. Penetration @ 95% Optimum Moisture Content

100100100100100100100100100100

10 Blows 25 Blows 56 Blows

100


100


100


100


100


100


100


100


100


100


100


100


100


100


100


100

)


100

psi )


100

psi )


50

100

ss (

psi )


50

100

Stre

ss (

psi )


50

100

Stre

ss (

psi )


50

100

Stre

ss (

psi )


50

100

Stre

ss (

psi )


50

100

Stre

ss (

psi )


50

100

Stre

ss (

psi )


50

100

Stre

ss (

psi )


50

100

Stre

ss (

psi )


50

100

Stre

ss (

psi )


50

100

Stre

ss (

psi )


50

100

Stre

ss (

psi )


50

100

Stre

ss (

psi )


50

100

Stre

ss (

psi )


50

100

Stre

ss (

psi )


50

100

Stre

ss (

psi )


50

100

Stre

ss (

psi )


50

100

Stre

ss (

psi )


50

100

Stre

ss (

psi )


50

100

Stre

ss (

psi )


50

100

Stre

ss (

psi )


50

100

Stre

ss (

psi )


50

100

Stre

ss (

psi )


50

100

Stre

ss (

psi )


50

100

Stre

ss (

psi )


50

100

Stre

ss (

psi )


0

50

100

Stre

ss (

psi )


0

50

100

Stre

ss (

psi )


0

50

100

0.0 0.1 0.2 0.3 0.4 0.5 0.6

Stre

ss (

psi )

P t ti ( i )


0

50

100

0.0 0.1 0.2 0.3 0.4 0.5 0.6

Stre

ss (

psi )

Penetration ( in )


0

50

100

0.0 0.1 0.2 0.3 0.4 0.5 0.6

Stre

ss (

psi )

Penetration ( in )


0

50

100

0.0 0.1 0.2 0.3 0.4 0.5 0.6

Stre

ss (

psi )

Penetration ( in )


0

50

100

0.0 0.1 0.2 0.3 0.4 0.5 0.6

Stre

ss (

psi )

Penetration ( in )


0

50

100

0.0 0.1 0.2 0.3 0.4 0.5 0.6

Stre

ss (

psi )

Penetration ( in )


0

50

100

0.0 0.1 0.2 0.3 0.4 0.5 0.6

Stre

ss (

psi )

Penetration ( in )


0

50

100

0.0 0.1 0.2 0.3 0.4 0.5 0.6

Stre

ss (

psi )

Penetration ( in )


0

50

100

0.0 0.1 0.2 0.3 0.4 0.5 0.6

Stre

ss (

psi )

Penetration ( in )


0

50

100

0.0 0.1 0.2 0.3 0.4 0.5 0.6

Stre

ss (

psi )

Penetration ( in )


0

50

100

0.0 0.1 0.2 0.3 0.4 0.5 0.6

Stre

ss (

psi )

Penetration ( in )


0

50

100

0.0 0.1 0.2 0.3 0.4 0.5 0.6

Stre

ss (

psi )

Penetration ( in )


0

50

100

0.0 0.1 0.2 0.3 0.4 0.5 0.6

Stre

ss (

psi )

Penetration ( in )


0

50

100

0.0 0.1 0.2 0.3 0.4 0.5 0.6

Stre

ss (

psi )

Penetration ( in )


0

50

100

0.0 0.1 0.2 0.3 0.4 0.5 0.6

Stre

ss (

psi )

Penetration ( in )


0

50

100

0.0 0.1 0.2 0.3 0.4 0.5 0.6

Stre

ss (

psi )

Penetration ( in )


0

50

100

0.0 0.1 0.2 0.3 0.4 0.5 0.6

Stre

ss (

psi )

Penetration ( in )


Sample Report

Client: Borehole No.: N/A Tested by:

Project No.: BH09-01

Project Name: Depth: 4.5-5.0 m

Location: Date : 15-Oct-09 ( dd -mm -yy)

TEMP.

(deg. C)

1 21.0 2250 270 1980 90 8.89E+01 O

2 21.0 7200 570 6630 250 2.41E+02 O

3 21.0 12560 1200 11360 290 2.72E+02 V

4 21.0 16450 2150 14300 370 3.39E+02 V

5 21.0 21000 3360 17640 500 4.47E+02 V

6 21.0 26000 4850 21150 680 5.91E+02 V

Average:

Test Method: √ Test Gas: √

Specimen Type:

Undisturbed

Wet Mass: 420.36 g Sample Height : cm

Water Content: 18.6% Sample Diameter : cm

Wet Density: 2178.0 kg/m3 Sample Area : cm2

Dry Density: 1836.5 kg/m3 Sample Volume : cm3

Remarks:

O-OutlierV-Valid

102.4Barometric Pressure (kPa):

Flexible Wall N2

1.1E-01

Pressure Drop( Pa )

Sample No.:

Rigid Wall Air

4.78

7.17

Experiment

No.

Inlet Pressure

( Pa )

Outlet Pressure

( Pa )

BubbleMeter

Reading( cc/min )

Measurement of Pneumatic Permeability of Partially Saturated Porous Material ( ASTM D6539 )

Pneumatic ConductivityKp (Darcy)

XYZ Environmental Ltd.

12345678

X Site Assessment

X Site

Qav(cc/min)

KC / SF

40.38

193.00

1.89E-01

1.53E-01

1.01E-01

9.98E-02

1.07E-01

1.18E-01

S LUMTM


CONSULTANTS LTD.

0

100

200

300

400

500

600

700

800

0 5000 10000 15000 20000 25000

∆ P (Pa)

QA

V (c

c/m

in)

+25% limit

-25% limit

Linear (Best Fit)

Qingyang

Typewritten Text

Sample Report

Proctor Information:

Standard Test Method for Determine the Thermal Conductivity/Resistivity of Soils (ASTM D5334)Project Number:

Client:

Project Name:

N/A

N/A

N/A

Tested By:

Date of Testing:

SFKC/SF

(dd-mmm-yy)9-Mar-10

Reviewed By:

Sample ID: TP-1 Depth:

---

Bulk

Location:

21.8

Results

4

5.0

1760.0

129

20.1

5

9.2

1758.0

3

3.4

1750.0

164

2

1.7

1737.0

266

21.8Temperature ( oC)

1

0.7

1725.0

427

24.3

Specimen No.

Moisture Content (%)

Dry Density (kg/m3)

Thermal Resistyvity (k-cm/watt)

20.4

6

13.5

1765.0

78

19.1

86

Max. Dry Density (kg/m3):

Opt. Moisture Content (%):

Target % Compaction:

Target Dry Density(kg/m3):

1855.0

14.2

95%

1762.3

S LUMTM


CONSULTANTS LTD.

Thermal Resistivity Dry-Out Curve

0

100

200

300

400

500

0.0 5.0 10.0 15.0 20.0

Moisture Content (%)

Th

erm

al

Re

sis

tiv

ity

(K

-cm

/wa

tt)

Documents

SERVICE CATALOGUE - Solum Consultants Ltdsolumconsultantsltd.com/pdf/Service Catalogue.pdf · · 2013-01-16sample particles pass. ATTERBERG LIMITS – ASTM D4318 LABORATORY PROCEDURE