PSI Report 0358839 - Murfreesboro VA Hospital Murfreesboro TN.pdf

November 4, 2014

Mr. Larry Deem, P.E.

Mercury Engineering 10081 Shelburn Drive Loveland, Ohio 45140

Subject: Subsurface Exploration Murfreesboro Veteran’s Administration Hospital Flooring Evaluation 3400 Lebanon Pike

Murfreesboro, Tennessee PSI Project No. 0358839

Dear Mr. Deem:

Professional Service Industries, Inc. is pleased to transmit a summary of our subsurface exploration at 3400 Lebanon Pike in Murfreesboro, Tennessee. PSI’s services were performed in general accordance with our proposal 0358-129431, dated July 22, 2014 as authorized by you on October 1, 2014.

Project Information

Project information was provided by Mr. Deem in a series of email and phone conversations in July 2014. During a site visit performed by Mr. Wayne Gibbs of PSI in September 2014, we observed the interior floors, interior walls and exterior façade of Building 116 and the adjoining enclosed corridor which connects to Building 107. An entrance vestibule is located at the approximate midpoint of the corridor. The corridor is surrounded by grass and landscaping on the east and west sides with Building 116 to the south and Building 107 to the north.

We noted several cracks have been observed in the floor tiles in many areas of Building 116 and the adjoining corridor. The cracks have reportedly been noted by VA personnel for several years and in some cases, floor tiles have been replaced and uneven edges ground down. During the site visit, we observed the cracks appeared to be on regular intervals within the corridor and Building 116. The cracks observed in the vestibule appeared to be more erratic and more tiles appeared to have been replaced in this area.

Murfreesboro VA Hospital – Murfreesboro, Tennessee November 4, 2014 PSI Project No. 0358839

Subsurface Exploration

The site subsurface conditions were explored with four (4) hand auger locations within the corridor in accessible locations. Two (2) auger locations were within the vestibule and two

(2) auger locations were in the corridor at the approximate locations shown on the attached hand auger location plan. Each boring location was marked for private utilities by a subcontractor prior to our mobilization using ground penetrating radar equipment and other utility location devices. We note that many utilities or subsurface anomalies were detected during the private utility locate performed. Subsurface anomalies could be an indication of voids or annular space below the floor slab or changes in soil strata or even represent the presence of groundwater.

The surface concrete was cored using an electric coring machine and the underlying basestone and soils were removed using hand auger-methods. Upon completion of the exploration, Mr. Larry Deem of Mercury Engineering retrieved the cut concrete cores and retained the samples.

The consistency of the soils was assessed using a Dynamic Cone Penetrometer (DCP) at 1 foot intervals. The DCP consists of a 15 pound steel weight falling 20 inches and driving a 1.5 inch diameter, 45 degree cone into the subsurface materials. The cone point is seated 2 inches into the material for complete embedment of the cone. The cone point is driven into the materials for a depth of 1 ¾ inches and the number of blows to drive the cone is recorded. A second and third penetration test was performed where possible at the testing depth. The blow counts per increment, or BPI, can be correlated to approximate SPT N-values using empirical relationships based on the encountered material type.

Each soil sample was classified on the basis of texture and plasticity in general accordance with the Unified Soil Classification System (ASTM D 2487). The various soil types were grouped into the major zones noted on the boring logs. After classification, representative soil samples were selected and tested in our laboratory to determine pertinent index and engineering properties and to check visual classifications. The laboratory testing program was conducted in general accordance with ASTM methods and included visual soil classifications (ASTM D 2487), washed sieve testing (ASTM D 1140), natural moisture content determinations (ASTM D 2216), and Atterberg Limits testing (ASTM D 4318).

Subsurface Conditions

The encountered concrete slab was approximately 5 inches thick with between approximately 3 to 6 inches of gravel basestone underneath. Underlying the basestone were generally materials identified as red to red brown high plasticity (fat) clay materials containing varying amounts of chert and gravel. Boring B-2 also encountered deeper layers of red to red brown low plasticity (lean) clay materials with chert and silt underneath the fat clay materials. No separation between the basestone, slab, or underlying materials was noted or observed during our exploration. Dynamic Cone Penetrometer (DCP) measurements for the fine-grained materials ranged between 9 BPI and 27 BPI, indicating stiff to hard consistencies, and generally increased with depth.

Select samples of the recovered clayey soil materials from the auger borings indicated moisture contents ranged from 18 percent to 32 percent. Washed sieve analysis performed on selected samples of the on-site materials from borings B-2 and B-4 indicated between approximately 89% and 93% of the soils passed the #200 sieve, indicating fine-grained based materials. Atterberg limits testing on these select samples indicated liquid limits of 52 and 55, with plasticity indices of 34 and 33, respectively. According to the United Soils Classification System, the soils were classified as Fat Clay – CH. Materials visually classified as Lean Clay – CL were also noted during our review of the retrieved samples.

Hand auger refusal was encountered in each boring location at depths ranging between 2 ¼ feet to 5 ½ feet below the current slab surface elevation. We note that hand auger borings are operator dependent and therefore defined refusal materials can be more erratic and variable than machine powered drilling equipment. Sampling of the refusal materials was not included in our scope of services.

The Walterhill Geologic Quadrangle Map of Tennessee (1964) indicated this particular site was underlain by the Ridley Limestone Formation. This formation is typically a hard, brownish gray, fine-grained, medium to massive-bedded limestone with occasional shale partings. This formation weathers to produce a layer of residual soil which is typically a brown or reddish-brown silty clay with chert. This formation is susceptible to solution activity and sinkhole development.

The following table summarizes slab and basestone thicknesses as well as hand auger refusal depths:

Boring Number

Thickness of Slab (in.)

Thickness of Basestone

(in.)

Refusal Depth

(ft.)

B-1 5 5 2 ¼

B-2 5 3 5 ½

B-3 5 6 2 ¼

B-4 5 4 4 ½ Table 1 – Approximate Slab and Basestone Thickness and Auger Refusal Depths

The static groundwater level was not apparent within the depths explored, indicating the stabilized groundwater level at the time of the exploration was either below the terminated depths of these soil test borings or the relatively impermeable clay soils encountered prevented stabilization of static groundwater levels

The above subsurface description is of a generalized nature to highlight the major subsurface stratification features and material characteristics. The boring logs included in the appendix should be reviewed for specific information at individual boring locations.

These records include soil/rock descriptions, stratifications, penetration resistances, locations of the samples and laboratory test data. The stratification shown on the boring logs represent the conditions only at the actual boring locations. Variations may occur and should be expected between boring locations. The stratification represents the approximate boundary between subsurface materials and the actual transition may be gradual. Water level information obtained during field operations is also shown on the boring logs. The samples that were not altered by laboratory testing will be retained for 60 days from the date of this report and then will be discarded.

Conclusions

During our exploration, we were not able to readily discern whether the materials underlying the slab and basestone were previously placed fill materials or residual clays.

However, the underlying soils were classified as highly plastic clay (CH) and are not generally recommended for support of structure, slab, or pavement support. These materials have an affinity for water and can shrink or swell with changes in moisture content. In addition, these materials are difficult to compact or work during construction, resulting in erratic or inconsistent material properties which can result in excessive or differential settlements and poor structure performance.

We note that we have not been provided with documentation regarding the site’s previous construction; however, debris or other deleterious materials were not noted within the recovered samples. The elevated DCP data indicates the underlying soil materials are generally stiff to hard in consistency with values typically increasing in consistency with depth. However, these DCP values may be elevated due to the presence of chert in the soil. In addition, sampling of the refusal materials was not performed and therefore refusal was not able to be readily discerned to be upon bedrock, dense soil materials or possible obstructions.

While it is difficult to definitively determine the primary cause of slab distress, indications of solutioning or weathering of the underlying limestone were not observed and significant concentrations of debris or deleterious materials were not noted in our subsurface exploration. Therefore, it is our opinion that the high plasticity clay soils present may be contributing to the poor performance. In addition, a documented utility is located within the approximate area of observed slab distress. Clean utility backfill can create a pathway for surface or groundwater to create moisture variations within the clay materials.

Secondly, improper slab construction or construction joint placement may also be a contributing factor. We note that this can likely be observed by the removal of additional tiles and comparing the joint spacing and depths with current standards and the original contract documents.

Depending on budgetary constraints and the owner’s level of risk regarding continued distress, it is our opinion that the owner may elect to remove the affected slab area and replace the high plasticity clay materials with properly placed and compacted structural fill. The depth of removal and replacement would be dependent on the owner’s risk tolerance for additional or continued movement. This option would likely require removal and reconstruction of a large portion of the structure to facilitate the new slab placement.

Liberal construction joint placement within the slab, subgrade drainage and installation of a vapor barrier should also be utilized to allow for movement in areas with variable underlying materials, such as utility trenches, or highly trafficked areas.

Controlling or limiting groundwater fluctuations will not eliminate future movement, remediate, or repair damage that has already occurred but may reduce the potential for further movement. At a minimum, downspouts and exterior surfaces should be graded so that water is not allowed to collect in these areas and cause potential damage or further distress.

If repair or remediation is cost prohibitive, the owner may elect to continue performing cosmetic repairs to the slab. If remediation of the affected area is not selected, we recommend placing plates or crack monitors in affected areas to document the rate and amount of distress or movement which can provide additional information regarding possible causes.

PSI appreciates the opportunity to perform the observation services for this project and look forward to continued participation during the design and construction phases of this project.

If you have any questions pertaining to this letter, or if we may be of further service, please contact our office.

Respectfully Submitted, PROFESSIONAL SERVICE INDUSTRIES, INC.

S. Wayne Gibbs, P.E. William E. S. McCloy, E.I.

Geotechnical Department Manager Staff Professional

Reviewed by: Lloyd Lasher – Principal Consultant

APPENDIX A: BORING LOCATION PLAN

APPENDIX B: GENERAL NOTES & HAND AUGER LOGS

APPENDIX C: LABORATORY TEST RESULTS

APPENDIX A

Project Name: Murfreesboro VA Hospital

Project Location: Murfreesboro, TN

PSI Project # : 0358839

Client: Mercury Engineering

751 South 5th Street Date: October 2014

Nashville, Tennessee 37206 *Image courtesy of Mercury Engineering

Proposed Boring

Location Plan

APPROXIMATE BORING LOCATION

B-1

B-2

B-3

B-4

APPENDIX B

GENERAL NOTES

FINE AND COARSE GRAINED SOIL PROPERTIES

COARSE GRAINED SOILS FINE GRAINED SOILS

PARTICLE SIZE (SANDS & GRAVELS) (SILTS & CLAYS)

BOULDERS: GREATER THAN 300 mm N-VALUE RELATIVE DENSITY N-VALUE CONSISTENCY Qu, PSF

COBBLES: 75 mm to 300 mm

0-4 VERY LOOSE 0-2 VERY SOFT 0-500

GRAVEL: 4.74 mm to 75 mm

5-10 LOOSE 3-4 SOFT 500 - 1000

COARSE SAND: 2 mm to,4.75 mm 11-30 MEDIUM DENSE 5-8 FIRM 1000 - 2000

MEDIUM SAND: 0.425 mm to 2 mm 31-50 DENSE 9-15 STIFF 2000 - 4000

FINE SAND: 0.075 mm to 0.425 mm

OVER 50 VERY DENSE 16-30 VERY STIFF 4000 - 8000

SILTS & CLAYS: LESS THAN 0.075 mm OVER 31 HARD 8000+

STANDARD PENETRATION TEST (ASTM D1586)

THE STANDARD PENETRATION TEST AS DEFINED BY ASTM D1586 IS A METHOD TO OBTAIN A DISTURBED SOIL SAMPLE FOR EXAMINATION AND TESTING AND TO OBTAIN

RELATIVE DENSITY AND CONSISTENCY INFORMATION. THE 1.4 INCH·I.D./2.0 INCH O.D. SAMPLER IS DRIVEN 3-SIX INCH INCREMENTS WITH A 140 LB. HAMMER FALLING

30 INCHES. THE BLOW COUNTS REQUIRED TO DRIVE THE SAMPLER THE FINAL 2 INCREMENTS ARE ADDED TOGETHER AND DESIGNATE THE N-VALUE. AT TIMES, THE

SAMPLER CAN NOT BE DRIVEN THE FULL 18 INCHES. THE FOLLOWING PRESENTS OUR INTERPRETATION OF THE STANDARD PENETRATION TEST WITH VARIATIONS.

BLOWS/FOOT (N-VALUE) DESCRIPTION

25 ...................................... 25 BLOWS'DROVE SAMPLER 12" AFTER INITIAL6" SEATING

75/10" ................................. 75 BLOWS DROVE SAMPLER 10" AFTER INITIAL6" SEATING

50/PR .................................. SAMPLER ENCOUNTERED PENETRATION REFUSAL AFTER 50 BLOWS WITH NO PENETRATION

50/2,. .................................. 50 BLOWS DROVE SAMPLER 2" AFTER NO INITIAL 6" SEATING

KEY TO MATERIAL CLASSIFICATION SOIL PROPERTY SYMBOLS

N: STANDARD PENETRATION, BPF

" ,I

TOPSOIL LIMESTONE BEDROCK M; MOISTURE CONTENT, %

SOIL FILL MATERIAL

CL LEAN CLAY

CH FAT CLAY

ML LOW PLASTIC SILT

MH HIGH PLASTIC SILT

SP POORLY GRADED SAND

SC CLAYEY SAND

SM SILTY SAND

CRUSHED LIMESTONE

SANDSTONE

SILTSTONE

SHALE

GRAVEL

SHOTROCK FILL

ASPHALT

CONCRETE

ROCK PROPERTIES

LL: LIQUID LIMIT, %

PI; PLASTICITY INDEX, %

Op: POCKET PENETROMETER VALUE, TSF

Ou: UNCONFINED COMPRESSIVE STRENGTH, TSF

DUW; DRY UNIT WEIGHT, PCF

SAMPLING SYMBOLS

I UNDISTURBED SAMPLE

L2J SPLIT SPOON SAMPLE

o ROCK CORE SAMPLE

I] AUGER OR BAG SAMPLE

:g WATER LEVEL AFTER DRILLING

! WATER LEVEL AFTER 24 HRS

ROCK QUALITY DESIGNATION (RQD) ROCK HARDNESS

PERCENT ROD

90to 100

75 to 90

50 to 75

25 to 50 o to 25 l""'~;1 Information ~..". To Build On

QUALITY

EXCELLENT

GOOD

FAIR

POOR

VERY POOR

VERY SOFT: ROCK DISINTEGRATES OR EASILY COMPRESSES

•• TO TOUCH; CAN BE HARD TO VERY HARD SOIL.

SOFT: ROCK IS COHERANT BUT BREAKS EASILY TO THUMB PRESSURE

AT SHARP EDGES AND CRUMBLES WITH FIRM HAND PRESSURE.

MODERATELY.HARD: SMALL PIECES CAN BE BROKEN OFF ALONG SHARP EDGES BY CONSIDERABLE

HARD THUMB PRESSURE; CAN BE BROKEN BY LIGHT HAMMER BLOWS.

HARD: ROCK' CANNOT BE BROKEN BY THUMB PRESSURE, BUT CAN

BE BROKEN BY MODERATE HAMMER BLOWS.

VERY HARD: ROCK CAN BE BROKEN BY HEAVY HAMMER BLOWS.

1 27

CH

5" CONCRETE

5" BASESTONE

Red Fat CLAY with chert

Hand Auger Refusal at 2.2 Feet

PL

S a m p le N o

D e p th (f e e t)

S a m p le T y p e

None

None

N/A

0358839

Murfreesboro VA Hospital

3400 Lebanon Pike

Murfreesboro, Tennessee

Additional Remarks

2.2 ft

10/15/14

10/15/14

GH

PSI, Inc.

15 30

The stratification lines represent approximate boundaries. The transition may be gradual.

G ra p h ic L o g

PSI Job No.:

Project:

Location:

Qu

Shelby Tube

Dynamic Cone (DCP)

Grab Sample

Completion Depth:

Date Boring Started:

Date Boring Completed:

Logged By:

Excavation Contractor:

MATERIAL DESCRIPTION

DYNAMIC CONE

PENETRATION TEST DATA

Blows per 1¾-inch

E le v a ti o n fe e t)

2.0

R e c o v e ry in c h e s

U S C S C la s s if ic a ti o n

4.0

WATER LEVELS

M o is tu re

While Drilling

Upon Completion

Delay

Sample Types:

Boring Location:

Qp

Sheet 1 of 1

D y n a m ic C o n e D C P

B lo w s p e r ¾ -i n c h

Moisture

LL

STRENGTH, tsf

Latitude: ° Longitude: ° Excavation Equipment:

Remarks:

Professional Service Industries, Inc.

751 South 5th Street Nashville, TN 37206 Telephone: (615) 244-8990 Fax: (615) 242-1618

Hand Auger

Grab

DCP

LOG OF B-1

Excavation Method:

Sampling Method:

DCP Type:

CH

CL

5" CONCRETE

3" BASESTONE

Red Brown to Red Fat CLAY with chert and gravel

Red to Red Brown Lean CLAY with chert and silt

Hand Auger Refusal at 5.5 Feet

LL = 52

PL = 18

93% Passing #200 Sieve

PL

S a m p le N o

D e p th (f e e t)

S a m p le T y p e

None

None

N/A

0358839

Murfreesboro VA Hospital

3400 Lebanon Pike

Murfreesboro, Tennessee

Additional Remarks

5.5 ft

10/14/14

10/14/14

GH

PSI, Inc.

15 30

The stratification lines represent approximate boundaries. The transition may be gradual.

G ra p h ic L o g

PSI Job No.:

Project:

Location:

Qu

Shelby Tube

Dynamic Cone (DCP)

Grab Sample

Completion Depth:

Date Boring Started:

Date Boring Completed:

Logged By:

Excavation Contractor:

MATERIAL DESCRIPTION

DYNAMIC CONE

PENETRATION TEST DATA

Blows per 1¾-inch

E le v a ti o n fe e t)

2.0

R e c o v e ry in c h e s

U S C S C la s s if ic a ti o n

4.0

WATER LEVELS

M o is tu re

While Drilling

Upon Completion

Delay

Sample Types:

Boring Location:

Qp

Sheet 1 of 1

D y n a m ic C o n e D C P

B lo w s p e r ¾ -i n c h

Moisture

LL

STRENGTH, tsf

Latitude: ° Longitude: ° Excavation Equipment:

Remarks:

Professional Service Industries, Inc.

751 South 5th Street Nashville, TN 37206 Telephone: (615) 244-8990 Fax: (615) 242-1618

Hand Auger

Grab

DCP

LOG OF B-2

Excavation Method:

Sampling Method:

CH

5" CONCRETE

6" BASESTONE

Dark Red to Red Brown Fat CLAY with chert and gravel

Hand Auger Refusal at 2.2 Feet

PL

S a m p le N o

D e p th (f e e t)

S a m p le T y p e

None

None

N/A

0358839

Murfreesboro VA Hospital

3400 Lebanon Pike

Murfreesboro, Tennessee

Additional Remarks

2.2 ft

10/14/14

10/14/14

GH

PSI, Inc.

15 30

The stratification lines represent approximate boundaries. The transition may be gradual.

G ra p h ic L o g

PSI Job No.:

Project:

Location:

Qu

Shelby Tube

Dynamic Cone (DCP)

Grab Sample

Completion Depth:

Date Boring Started:

Date Boring Completed:

Logged By:

Excavation Contractor:

MATERIAL DESCRIPTION

DYNAMIC CONE

PENETRATION TEST DATA

Blows per 1¾-inch

E le v a ti o n fe e t)

2.0

R e c o v e ry in c h e s

U S C S C la s s if ic a ti o n

4.0

WATER LEVELS

M o is tu re

While Drilling

Upon Completion

Delay

Sample Types:

Boring Location:

Qp

Sheet 1 of 1

D y n a m ic C o n e D C P

B lo w s p e r ¾ -i n c h

Moisture

LL

STRENGTH, tsf

Latitude: ° Longitude: ° Excavation Equipment:

Remarks:

Professional Service Industries, Inc.

751 South 5th Street Nashville, TN 37206 Telephone: (615) 244-8990 Fax: (615) 242-1618

Hand Auger

Grab

DCP

LOG OF B-3

Excavation Method:

Sampling Method:

CH

CH

5" CONCRETE

4" BASESTONE

Red Brown to Red Fat CLAY with chert and trace gravel

Red Brown Fat CLAY with chert

Hand Auger Refusal at 4.6 Feet

LL = 55

PL = 22

89% Passing #200 Sieve

PL

S a m p le N o

D e p th (f e e t)

S a m p le T y p e

None

None

N/A

0358839

Murfreesboro VA Hospital

3400 Lebanon Pike

Murfreesboro, Tennessee

Additional Remarks

4.6 ft

10/15/14

10/15/14

GH

PSI, Inc.

15 30

The stratification lines represent approximate boundaries. The transition may be gradual.

G ra p h ic L o g

PSI Job No.:

Project:

Location:

Qu

Shelby Tube

Dynamic Cone (DCP)

Grab Sample

Completion Depth:

Date Boring Started:

Date Boring Completed:

Logged By:

Excavation Contractor:

MATERIAL DESCRIPTION

DYNAMIC CONE

PENETRATION TEST DATA

Blows per 1¾-inch

E le v a ti o n fe e t)

2.0

R e c o v e ry in c h e s

U S C S C la s s if ic a ti o n

4.0

WATER LEVELS

M o is tu re

While Drilling

Upon Completion

Delay

Sample Types:

Boring Location:

Qp

Sheet 1 of 1

D y n a m ic C o n e D C P

B lo w s p e r ¾ -i n c h

Moisture

LL

STRENGTH, tsf

Latitude: ° Longitude: ° Excavation Equipment:

Remarks:

Professional Service Industries, Inc.

751 South 5th Street Nashville, TN 37206 Telephone: (615) 244-8990 Fax: (615) 242-1618

Hand Auger

Grab

DCP

LOG OF B-4

Excavation Method:

Sampling Method:

APPENDIX C

0 20 40 60 80 100

LL

PSI Job No.:

Project:

Location:

0358839

Murfreesboro VA Hospital

3400 Lebanon Pike

Murfreesboro, Tennessee

Fines

P L A S T I C I T Y

I N D E X

CL

2.2

3.2

PI

CH

CL-ML

Classification (*Visual)

ML

Boring Depth (ft) PL

LIQUID LIMIT

MH

Red Brown to Red Fat CLAY. (CH)

Red Brown Fat CLAY. (CH)

B-2

B-4

Professional Service Industries, Inc.

751 South 5th Street

Nashville, TN 37206

Telephone: (615) 244-8990

Fax: (615) 242-1618

ATTERBERG LIMIT RESULTS

PSISampled By:

Specification:

Sample Details

0358839-1-S1Sample ID:

10/13/14Date Sampled:

Particle Size Distribution

Result

Material Finer than No. 200 (%) ASTM D 1140

Other Test Results

MethodDescription

Chart

Limits

Test Method

Initial dry mass (g)

Dry mass determination

Tested By

Date Tested

Approximate maximum grain size ASTM D 4318

Material retained on 425µm (No. 40) (%)

Method of Removal

Grooving Tool Type

Supplier:

Specimen preparation method

Drying Method

Special selection process

Rolling Method for PL

As Received Water Content (%)

Liquid Limit Device Type

Liquid Limit

Plastic Limit

Plasticity Index

Liquid Limit Procedure

Tested By

Date Tested

On-Site Sample SourceSource:

Red Brown Fat CLAY. (CH)Material:

Sampled by Geo DepartmentSampling Method:

Client Sample ID:

General Location:

Location:

Lift:

92.8

100.0

Dry mass directly determined

William Darnell

10/30/2014

Plastic

Dry

Air

Hand

Manual

Multipoint (A)

William Darnell

10/30/2014

Material Test Report

Professional Service Industries, Inc.

751 South 5th Street

Nashville, TN 37206

Phone: (615) 244-8990

Fax: (615) 242-1618

Report No: MAT:0358839-1-S1

Project: MURFREESBORO VA HOSPITAL

MURFREESBORO, TN

Client: MERCURY ENGINEERING LLC

6118 SOUTHERN HILLS DRIVE,

FIRST FLOOR

GOSHEN, OH 45122

CC:

Page 1 of 1© 2000-2013 QESTLab by SpectraQEST.comForm No: 18909, Report No: MAT:0358839-1-S1

N/A

Comments

PSISampled By:

Specification:

Sample Details

0358839-1-S2Sample ID:

Date Sampled:

Particle Size Distribution

Result

Material Finer than No. 200 (%) ASTM D 1140

Other Test Results

MethodDescription

Chart

Limits

Test Method

Initial dry mass (g)

Dry mass determination

Tested By

Date Tested

Approximate maximum grain size ASTM D 4318

Material retained on 425µm (No. 40) (%)

Method of Removal

Grooving Tool Type

Supplier:

Specimen preparation method

Drying Method

Special selection process

Rolling Method for PL

As Received Water Content (%)

Liquid Limit Device Type

Liquid Limit

Plastic Limit

Plasticity Index

Liquid Limit Procedure

Tested By

Date Tested

On-Site Sample SourceSource:

Red Brown Fat CLAY. (CH)Material:

Sampled by Geo DepartmentSampling Method:

Client Sample ID:

General Location:

Location:

Lift:

89.0

100.0

Dry mass directly determined

William Darnell

10/30/2014

Plastic

Dry

Air

Hand

Manual

Multipoint (A)

William Darnell

10/30/2014

Material Test Report

Professional Service Industries, Inc.

751 South 5th Street

Nashville, TN 37206

Phone: (615) 244-8990

Fax: (615) 242-1618

Report No: MAT:0358839-1-S2

Project: MURFREESBORO VA HOSPITAL

MURFREESBORO, TN

Client: MERCURY ENGINEERING LLC

6118 SOUTHERN HILLS DRIVE,

FIRST FLOOR

GOSHEN, OH 45122

CC:

Page 1 of 1© 2000-2013 QESTLab by SpectraQEST.comForm No: 18909, Report No: MAT:0358839-1-S2

N/A

Comments